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HomeMy WebLinkAboutSDP 08-01; Blue Condominiums; Site Development Plan (SDP) (3)civil enslneering structural design and surveying HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION For: #07-071 Barry J. Blue and Mary T. Blue Trustees ofthe Blue Family Trust 2950 Ocean Street Carlsbad, CA 92008 RtCEIVED JAN 07 2009 CITY OF CARLSBAD PLANNING DEPT d REVISION 2 DATE: December 10, 2008 REVISION 1 DATE: June 19, 2008 ORIGINAL DATE: November 1, 2007 27315 Valley Center Road • Valley Center, CA 92082 • (760) 749-8722 • Fax (760) 749-9412 Email: wynneng@wynnengineering.com • Los Angeles (310) 306-9728 • Fax (310) 306-2129 HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA TABLE OF CONTENTS DESCRIPTIONS PAGE COVERSHEET / TABLE OF CONTENTS // 1.0 INTRODUCTION 1 2.0 LOCATION 1 3.0 METHODOLOGY 1 4.0 EXISTING CONDITIONS CALCULATIONS 2 5.0 PROPOSED CONDiTIONS CALCULATIONS 3 6.0 COMPARISON 4 7.0 REFERENCES 4 8.0 DECLARA TION OF RESPONSIBLE CHARGE 5 9.0 ATTACHMENTS 5 9.1 ATTACHMENT 1: STANDARDS EXCERPTS 5 9.2 ATTACHMENT 2: EXISTING CONDITIONS CALCULATIONS 6 9.3 ATTACHMENT 3: PROPOSED CONDITIONS CALCULATIONS.... 6 9.4 ATTACHMENT 4: HYDROLOGY STUDY EXHIBITS 6 ATTACHMENT 1: STANDARDS EXCERPTS ATTACHMENT 2: EXISTING CONDITiONS CALCULATIONS ATTACHMENT3: PROPOSED CONDITIONS CALCULATIONS ATTACHMENT 4: HYDROLOGY STUDY EXHIBITS Revision 2: December 10, 2008 Revision 1: June 19, 2008 07-071 - i - Original: November 1,2007 I I HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA 1.0 INTRODUCTION The purpose of this report is to calculate the pre-development and post development hydrology condifions for the Blue Condominiums. This report has been created using id the San Diego County Hydrology Manual (June 2003 Edifion). 2.0 LOCATION The project site is located approximately four hundred feet to the east of the Pacific Ocean at 150 and 152 Cherry Avenue in Carisbad, California. A vicinity map has been included here for reference. SFTE VICINITY MAP -rt \ -' X.< • v. T.R 3.0 METHODOLOGY This report has calculated the 100-Year Design Storm Event discharge rate based on the San Diego County Hydrology Manual (June 2003 Edifion) rational methodology found in Secfion 3. In addifion, this manual will be referred to as the 'Standards' throughout this report. Excerpts from the standards have been included in Attachment 1: Standards Excerpts for reference. The hydrology calculafions will be divided into two sections: exisfing condifions and proposed condifions. The existing condifions calculafions are provided in Attachment 2: Exisfing Condifions Calculafions. The proposed calculafions are provided for reference in Attachment 3: Proposed Condifions. In addifion, hydrology maps have also been created for the project site and are included in Attachment 4: Hydrology Study Maps. The hydrology calculafions have been performed by using CIVILCADD/CIVILDESIGN Engineering Software, © 1991-2006 version 7.7. Revision 2: December 10, 2008 Revision 1: June 19, 2008 07-071 - f - Original: November 1, 2007 HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA 4.0 EXISTING CONDITIONS CALCULATIONS The exisfing conditions have been evaluated using the Rational Method from the 2003 San Diego County Hydrology Manual through the use ofthe CIVILCADD/CIVILDESIGN software. Certain tables and figures from the Standards are referenced in this report. The referenced items have been included in Attachment 1: Standards Excerpts. The project site sheets flows as one basin with two sub-basins in the existing condifion. The existing condifions calculafions are located in Attachment 2 for reference. A summary ofthe exisfing condifions calculafions is as follows: EXISTING CONFLUENCE POINT A SUMMARY DATA 100-YEAR INTENSITY (IN/HR) 5.092 TOTAL DISCHARGE (CFS) 0.44 Tc(MIN) 7.92 AREA (ACRES) 0.16 m M li Although the project site's exisfing condifions are residenfial usage, the City of Carisbad has requested that the coefficient of run-off be based on the actual imperviousness of the project site instead of a general number from the County of San Diego Hydrology Manual. For the exisfing condifions the 'C value has been calculated by using Secfion 3.1.2 of the Standards as follows: % Impervious = Summation of Impervious Area / Total Area = 2988.9 ft2 / 6969.3 ft^ = 0.429 = 42.89% An imperviousness of 42.89% is approximately the same as the lisfing on Table 3-1 of the Standards as the Land Use designafion of MDR-10.9DU/A. This is the value that was used for the existing conditions with the hydrology software. TWs space intentionally left blank. m 07-071 •2- Revision 2: December 10, 2008 Revision 1: June 19, 2008 Original: November 1, 2007 HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA 5.0 PROPOSED CONDITIONS CALCULATIONS The proposed condifions have been evaluated using the Rafional Method from the 2003 San Diego County Hydrology Manual through the use ofthe CIVILCADD/CIVILDESIGN software. Certain tables and figures from the Standards are referenced in this report. The referenced items have been included in Attachment 1: Standards Excerpts. The proposed conditions of the project site with consist of roof areas, landscaped areas, driveway areas, a detenfion basin, a sump pump, and a pop-up emitter. The proposed conditions calculations are located in Attachment 3 for reference. A summary of the existing condifions calculafions is as follows: PROPOSED CONFLUENCE POINT A SUMMARY DATA 100-YEAR INTENSITY (IN/HR) 5.881 TOTAL DISCHARGE (CFS) 0.20 Tc(MIN) 420.22 AREA (ACRES) 0.16 Although the proposed project site will remain with a residential use, the City of Carisbad has requested that the coefficient of run-off be based on the actual imperviousness of the project site instead of a general number from the County of San Diego Hydrology Manual. For the proposed condifions the 'C value has been calculated by using Secfion 3.1.2 ofthe Standards as follows: % Impervious = Summation of Impervious Area / Total Area = 5893.2 ft^ / 6969.3 ft^ = 0.845 = 84.6% An imperviousness of 84.6% is approximately the same as the lisfing on Table 3-1 of the Standards as the Land Use designafion of General Industrial/Commercial. This is the value that was used for the exisfing condifions with the hydrology software. 07-071 •3- Revision 2: December 10, 2008 Revision 1: June 19, 2008 Original: November 1, 2007 HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA 6.0 COMPARISON During the 100-Year Design Storm Event the existing condifion have a discharge rate of 0.44 cfs. During the 100-Year Design Storm Event the proposed condifions will have an approximate discharge rate of 0.20 cfs. This is a net decrease in the 100-Year Design Storm Event of -0.24 cfs. This is direcfiy correlated to the incorporafion of the detenfion (retarding) basin. The proposed condifions will also call for the installafion of a sump pump that will be required to be designed to the standards set forth by the City of Carisbad. The sump pump will discharge runoff to the front landscaping via a pop-up emitter in the landscaped area. Runoff will then sheet flow to the exisfing curb & gutter of Cherry Avenue. Please refer to the Water Quality Technical Report for any water quality concerns. A summary is also provided for reference here. CONFLUENCE POINT A 100-YEAR COMPARISON DATA EXISTING PROPOSED COMPARISON INTENSITY (IN/HR) 5.092 5.881 N/A TOTAL DISCHARGE (CFS) 0.44 0.20 -0.54 TIME OF CONCENTRATION (MIN) 7.92 420.22 N/A AREA (ACRES) 0.16 0.16 + 0.0 d 7.0 REFERENCES The following references were utilized in the creafion ofthis hydrology report: Brater & King, Handbook of Hydraulics, 6th ed. City of Carlsbad Engineering Standards, City of Carisbad, 2004 Edifion, revised 10/19/05. San Diego Area Regional Standard Drawings, Standard Drawings for Agencies in the San Diego Region, Maintained and Published by the County of San Diego, Department of Public Works April 2006 San Diego County Hydrology Manual, Prepared for the County of San Diego, Department of Public Works, Flood Control Section June 2003. San Diego County Drainage Design Manual, Prepared for the County of San Diego, Department of Public Works, Flood Control Secfion May 2005. 07-071 Revision 2: December 10, 2008 Revision 1: June 19, 2008 Original: November 1, 2007 HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA 8.0 DECLARATION OF RESPONSIBLE CHARGE I hereby declare that I am the engineer of work for this project, that I have exercised responsible charge over the design of the project as defined in Secfion 6703 of the Business and Professions code, and that the design is consistent with current standards. I understand that the check of project drawings and specificafions by the City of Carisbad is confined to a review only and does not relieve me, as engineer of work, of my responsibilifies for project design. GARY R. Wf^N DATE REGISTERED CIVIL ENGINEER ^ 9.0 ATTACHMENTS ^ The following attachment secfions are provided for reference: ^ 9.1 ATTACHMENT 1: STANDARD EXCERPTS ^ This attachment contains excerpts from the standards used to design this hydrology. The attachments are as follows: ^ County of San Diego Hydrology Manual (2003) ^ Soil Hydrologic Groups Map tn ^ Figure 3-1: Intensity-Durafion Design Chart ^ i Rainfall Isopoluvial -100-Year Rainfall Event - 6 Hour E, Rainfall Isopoluvial -100-Year Rainfall Event - 24 Hour ^ ^ Table 3-1: Runoff Coefficients for Urban Areas ^ ^ Table 3-2: Max Overiand Flow Length and Inifial Times i Figure 3-3: Rational Formula - Overiand Time of Flow ^ ^ Figure 3-7: Manning's Equation Nomograph id County of San Diego Drainage Design Manual (2005) n ^ Table A-3: Average Manning's Values for Small Channels 4 t, Table A-4: Average Manning's Values for Larger Channels Revision 2: December 10, 2008 Revision 1: June 19, 2008 07-071 - 5 - Original: November 1,2007 HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA 9.2 ATTACHMENT 2: EXISTING CONDITIONS CALCULATIONS The existing condifions calculafions are summarized in Section 4 of the report. Calculafions are provided here for reference. 9.3 ATTACHMENT 3: PROPOSED CONDITIONS CALCULATIONS The proposed condifions calculafions are summarized in Secfion 5 of the report. Calculafions are provided here for reference. 9.4 ATTACHMENT 4: HYDROLOGY STUDY EXHIBITS The Hydrology Study Map is provided here for reference. ^ Revision 2: December 10, 2008 Revision 1: June 19, 2008 07-071 - 6 - Original: November 1,2007 HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA APPENDIX A: STANDARDS EXCERPTS Please see the attached items. o lfi o o o in o in o CD Orange 33° 15'- PROJECT Sn'E sa-oc il 32°45' 32°30' o CO LO to in o CO 33°30' 32°30' County of San Diego Hydrology Manual Soil Hydrologic Groups Legend Soil Groups Group A L Group B Group C Group D Undetermined Data Unavailable DPW ^GIS L'eti?'t7ie"r o' PutHz '(t-Oi-^s Scf .'"ti'f iif"."' .S',-1''.T:I".' SanGIS Wc Hive Sun I^icgo Oivtrcd.! THS MAP IS PROVIDED Vi'lTHOUT WARRANTY OF ANY KIND, EITHER EXPRESS ORiruPUED, INCLUDING, BUT NOT LIMITED TO, THE IMPLIED WARRANTIES OF MERCHANTABIUTY AND FITNESS FOR A PARTICULAR PURPOSE. Copyrighl SanGIS. AJI Rights Resenmd. This products may conlair mformation (rom Hie SANDAG RegionaJ Information System which cannot b« reDToduced without the written pennission of SANDAG. This product may contain nformatioi 'ivhich has l>eefi reprcduced witn permission granted &y Thomas Brothers Maps. 3 Miles I I i I Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10.50, and 100 yr maps induded in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed. Application Form: (a) Selected frequency 100 year (b) PQ = 2.6 in., = 4.5 fg. = 57 . 8o/„(2) (c) Adjusted Pg'^' = ^ • ^ in. (d) tjj = min. (e) I = in./hr. Note; This chart replaces the Intensity-Duration-Frequency curves used since 1965. 3 4 Hours P6 1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 Duration 1 1 1 1 1 1 1 1 1 1 i S 2,63 395 5.27 6,59 7.90 9,22 10,54 11,86 13,17 14,49 1,5,81 7 2 12 318 4.24 5.30 6.36 7.42 3,48 9,54 10,60 11,66 12 72 10 1 68 2 53 3,37 421 5,05 5.90 6.74 7.58 8 42 9,27 10.11 15 1.30 1.95:2.59 324 3.89 4,54 5,i9 5,84 6,49 7,13 7.78 20 1 08 1 62 2 15 Z69 323 37? 4,31 4,8S 539 5,93 646 25 093 1 40 1.87 233 2.60 327 3.73 4.20 4,67 5 13 560 30 083 •1,24 rS6 207 2.49 2,90 3.32 3,73 4.15 4,56 4 98 40 0 69 1 03 1.38 1.72 2,07 2,41 2 76 3,10 345 379 4.13 50 0 60 090 1.19 1.49 1.79 2.09 2.39 2.59 298 328 .3,58 60 0.53 0.80 1 06 1 33 1-59 1 86 2 12 2 39 2 65 2,92 3 18 90 0 41 061 0.82 1 02 1 23 1.43 1 63 1,84 2.04 2,25 245 120 034 0,51 0.68 085 1,02 1,19 1 36 1.53 1 70 1,87 2^04 150 029 0 44 0:59 073 0 88 1,03 1.18 1,32 1 47 1 62 1,76 180 0.26 0,39;0 52 065 078 0,91 1 04 1,18 1,31 1 44 1.57 240 022 0,33 043 054 0 65 0 76 0 87 osa 1 08 1 19 1,30 300 0 19 028 0,38 047 0.56 0.66 0.75 0,85 0 94 1.03 1.13 360 0 17 .025__a33_ 042 0,50 0 58 0 67 075 0 84 0,92 1 00 Intensity-Duration Design Chart - Template FIGURE 32°30 County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Ramfall Event - 6 Hours Isopluvial (inches) P6 = 2.6 DPW e^^TO GIS SajftGIS Sec lfi ••jt"'-" Mu'c al••^'• H^-'vicv:-Wc Hive San I>icgt) Cxjvcrcd.! THIS MAP IS PROVIDED WITHOUT WARRANTY OF ANY KJND, EITHER EXPRESS OR IMPLIED, INCLUDING, BUT NOT L|M|TH3 TO, THE|MPUED WARRANTIES OF I^ERCHANTABIUTY AND FITNESS FOR A PARTICULAR PURPOSE. Copyright SanGIS. Afi ^ghts Resen/ed, This products may conlair information from ttie SANDAG Regional C infomiaTior System which cannot be re:>rodijced without the ^ written pennission of SAr*JDAG. This product may contain nformation which has been reproduced wiBi permission granted by Thomas Brothers Maps. 3 Miles b LO o o o in 0 <o o CO _0-— CO lO o CD 33°3(y-Orange County Riverside County .•.•..•^-.O'33°15' 32°30' 33°30' County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 24 Hours P24 = 4.5 DPW «^GIS SaHGIS We Hive San l>icgt) Oivtrcd! THIS MAP IS PROVIDED WITHOUT WARRANTY OF ANY KJND, EITHER EXPRESS OR IfiAPLIED, INCLUDING, BUT NOT UMITH3 TO, THE [MPUED WARRANTIES OF MERCHANTABIUTY AND RTh£SS FOR A PARTICULAR PURPOSE. Copiffighl SanGIS. All ^ghts Reserved. This products may conlair information from tlie SANDAG Regional C Information System which cannot be resfoduced withoui the wrttten permission of SAfsfDAG. This product may contain nformatio'i wtiich has been reprcduced with permission granted by Thomas Brothers Maps. 3 Miles 100 LU LU UJ O z < I- U} D LU O) Ql =) o o •:: LU UJ H D z iU 5 a: uu > O EXAMPLE: Given: Watercourse Distance (D) = 70 Feet Slope (s) = 1.3% Runoff Coefficient (C) = 0.41 Overland Flow Time (T) = 9.5 Minutes SOURCE: Airport Drainage, Federal Aviation Administration, 1965 1.8(1.1-C) VD" FIGURE Rational Formula - Overland Time of Flow Nomograph EQUATION: V = 1.49 R='3 s"^ n • 0 3 .0,2 Q- o 0,15 0,10 0,09 0,08 0,07 0,06 005 003 0,02 0 01 0,009 0,008 0,007 0,006 0.005 -0 004^^ 0,003 r 0,002 0,001 0 0009 0,0008 0,0007 0,0006 0,0005 - 0,0004 f-0.2 .0,3 .0,4 .0,5 .0 6 OTS 0 8 0 9 .1,0 cr - 5 - 6 7 8 - 9 10 20 SOURCE: USDOT, FHWA, HDS-3 (1961) 50 C-40 -30 20 XJ o o a> CO \2 > O o _i LU > [-10 -2 -1,0 .0,9 -0,8 0 7 :o,6 -0,5 GENERAL SOLUTION «0 ,-0,01 -0 02 0,04 r-0,05 0,06 r0,07 0,08 0,09 -0,10 03 Manning's Equation Nomograph FIGURE San Diego County Hvdrology Manual Date: June 2003 Section: Page: 3 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Rune ff Coefficient "C" NRCS Elements Coimty Elements % IMPER. A B C D Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 0,35 Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial (G. Com) General Commercial 85 0,80 0.80 0.81 0,82 Commercial/Industrial (O.P. Com) Office ProfessionaL/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87 Soil Type *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 Hi mm San Diego Coimty Hycirology Manual Date: June 2003 Section: Page: 3 12 of 26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial Ti values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) Element* DU/ Acre .5% 1% 2% 3% 5% 10% Element* DU/ Acre LM Ti LM Ti LM Ti LM Ti LM Ti LM Ti Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4,8 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N. Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2,7 G. Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 O.P./Com 50 4.2 60 3.7 70 3.1 80 2,9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General 1. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 EX PR *See Table 3-1 for more detailed description 3-12 Table A-1 Table A-1 Average Manning Rougfiness Coefficients for Pavement and Gutters^ Concrete Gutter^ 0.015 Concrete Pavement Float Finish 0.014 I Broom Finish 0.016 I Concrete Gutter with Asphalt Pavement Smooth Finish 0.013 Rough Texture 0.015 Asphalt Pavement Smooth Finish 0.013 Rough Texture 0.016 Based on FHWA HE C-22. ' Based on materials and workmanship required by standard specifications. ^ Increase roughness coefficient in gutters with mild slopes where sediment might accumulate by 0.020. San Diego County Drainage Design Manual (July 2005) PageA-3 Table A-2 Table A-2 Average Manning Roughness Coefficients for Closed Conduits^ Reinforced Concrete Pipe (RCP) 0.013 Corrugated Metal Pipe and Pipe Arch 2-3/8 X 1/2 inch Corrugations Unlined 0.024 Half Lined Full Flow 0.018 d/D>=0.60 0.016 d/D<0.60 0.013 Fully Lined 0.013 3x1 inch Corrugations 0.027 6x2 inch Corrugations 0.032 Spiral Rib Pipe 0.013 Helically Wound Pipe 18-inch 0.015 24-inch 0.017 30-inch 0.019 36-inch 0.021 42-inch 0.022 48-inch 0.023 Plastic Pipe (HPDE and PVC) I Smooth : 0.013 I Corrugated 0.024 Vitrified Clay Pipe 0.014 Cast-Iron Pipe (Uncoated) 0.013 Steel Pipe 0.011 Brick 0.017 Cast-ln-Place Concrete Pipe Rough Wood Forms 0.017 Smooth Wood or Steel Forms 0.014 ' Based on materials and workmanship required by standard specifications. San Diego County Drainage Design Manual (July 2005) Page A-4 -Design Flow Depth Lining Type 0-0.5 ft 0.5-2.0 ft > 2.0 ft Concrete (Poured) 0.015 0.013 0.013 JM Air Blown Concrete 0.023 0.019 0.016 ••«• Grouted Riprap 0.040 0.030 0.028 Stone Masonry 0.042 0.032 0.030 Soil Cement 0.025 0.022 0.020 m Bare Soil 0.023 0.020 0.020 m Rock Cut 0.045 0.035 0.025 Rock Riprap Based on Rock Size (See Section 5.7.2) Table A-3 Table A-3 Average Manning Roughness Coefficients for Small Open Channels Conveying Less than 50 cfs" Table A-4 Table A-4 Average Manning Roughness Coefficients for Larger Open Channels Unlined Channels Clay Loam 0.023 Sand 0.020 Lined Channels Grass Lined (Well-Maintained) 0.035 Grass Lined (Not Maintained) 0.045 Wetland-Bottom Channels (New Channel) 0.023 Wetland-Bottom Channels (Mature Channel) See Table A-5 Riprap-Lined Channels See Section 5.7.2 Concrete (Poured) 0.014 Air Blown Mortar (Gunite or Shotcrete)^ 0.016 Asphaltic Concrete or Bituminous Plant Mix 0.018 For channels with revetments or multiple lining types, use composite Manning roughness coefficient based on component lining materials. Based on materials and workmanship required by standard specifications. ' For air-blown concrete, use «=0.0I2 (if troweled) and K=0.025 if purposely roughened. Sar? Diego County Drainage Design Manual (July 2005) Page A-5 Table A-5 Table A-5 Average Manning Roughness Coefficients for Natural Channels Minor Streams (Surface Width at Flood Stage < 100 ft) Fairiy Regular Section (A) Some Grass and Weeds, Little or No Brush 0.030 (B) Dense Growth of Weeds, Depth of Flow Materially Greater Than Weed Height 0.040 (C) Some Weeds, Light Brush on Banks 0.040 (D) Some Weeds, Heavy Brush on Banks 0.060 (E) For Trees within Channel with Branches Submerged at High Stage, Increase Ail Above Values By 0.015 Irregular Section, with Pools, Slight Channel Meander Channels (A) to (E) Above, Increase All Values By 0.015 Mountain Streams; No Vegetation in Channel, Banks Usually Steep, Trees and Brush along Banks Submerged at High Stage (A) Bottom, Gravel, Cobbles and Few Boulders 0.050 (B) Bottom, Cobbles with Large Boulders 0.060 Flood Plains (Adjacent To Natural Streams) Pasture, No Brush (A) Short Grass 0.030 (B) High Grass 0.040 Cultivated Areas (A) No Crop 0.040 (B) Mature Row Crops 0.040 (C) Mature Field Crops 0.050 Heavy Weeds, Scattered Brush 0.050 Light Brush and Trees 0.060 Medium To Dense Brush 0.090 Dense Willows 0.170 Cleared Land with Tree Stumps, 100-150 Per Acre 0.060 Heavy Stand of Timber, Littie Undergrowth (A) Flood Depth below Branches 0.110 (B) Flood Depth Reaches Branches 0.140 San Diego County Drainage Design Manual (July 2005) Page A-6 HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA APPENDIX B: EXISTING CONDITIONS CALCULATIONS Please see the attached items. HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA EXISTING CONDITIONS 100-YEAR DESIGN STORM EVENT San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 06/19/08 ********* Hydrology Study Control Information ********** Program License Serial Number 6170 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.500 P6/P24 = 57.8% San Diego hydrology manual 'C values used -l- + + + + -h-l--l- + + + + + + + + + + + 4- + + +++-h + + + + +++-l- + + +++-H+ + + + + -h+ + + + + -h-l--F + + Process from Point/Station 1.110 to Point/Station 1.210 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [MEDIUM DENSITY RESIDENTIAL ] (10.9 DU/A or Less ) Impervious value, Ai = 0.450 Sub-Area C Value = 0.54 0 Initial subarea total flow distance = 80.000(Ft.) Highest elevation = 57.000(Ft.) Lowest elevation = 55.000(Ft.) Elevation difference = 2.000(Ft.) Slope = 2.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 2.50 %, in a development type of 10.9 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.05 minutes TC = [1.8*{l.l-C)*distance(Ft.)'^.5)/(% slops'^ (1/3) ] TC = [1.8* (1.1-0.5400)* ( 90.000^^.5) / ( 2 . 500'^ (1/3) ] = 7.05 Rainfall intensity (I) = 5.491(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.540 Subarea runoff = 0.237(CFS) Total initial stream area = 0.080(Ac.) ATTACHMENT B HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA Process from Point/Station 1.210 to Point/Station **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 0.356(CFS) Depth of flow = 0.073(Ft.), Average velocity = 1.337(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.10 2 5.00 0.00 3 10.00 0.10 Manning's 'N' friction factor = 0.016 Sub-Channel flow = 0.356(CFS) ' flow top width = 7.295(Ft.) ' ' velocity= 1.337(Ft/s) area = 0.266(Sq.Ft) ' ' Froude number = 1.234 Upstream point elevation = 55.000(Ft.) Downstream point elevation = 53.800(Ft.) Flow length = 70.000(Ft.) Travel time = 0.87 min. Time of concentration = 7.92 min. Depth of flow = 0.073(Ft.) Average velocity = 1.337(Ft/s) Total irregular channel flow = 0.356(CFS) Irregular channel normal depth above invert elev. = 0.073(Ft.) Average velocity of channel(s) = 1.337(Ft/s) Adding area flow to channel Rainfall intensity (I) = 5.092 (In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [MEDIUM DENSITY RESIDENTIAL ] (10.9 DU/A or Less ) Impervious value, Ai = 0.450 Sub-Area C Value = 0.54 0 Rainfall intensity = 5.092(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.540 CA = 0.086 Subarea runoff = 0.203(CFS) for 0.080(Ac.) Total runoff = 0.440(CFS) Total area = 0.160(Ac.) Depth of flow = 0.079(Ft.), Average velocity = 1.410(Ft/s) End of computations, total study area = 0.160 (Ac.) ATTACHMENT B HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA APPENDIX C: PROPOSED CONDITIONS CALCULATIONS Please see the attached items. m il II II 11 fti ftl fti fti fti ft J II i I i i fti t I i I I i i I II HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA PROPOSED CONDITIONS 100-YEAR DESIGN STORM EVENT BASIN 1 - DETENTION LOADING San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 12/10/06 Hydrology Study Control Information Program License Serial Number 6170 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Hap data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.500 P6/P24 = 57.8* San Diego hydrology manual 'C values used HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA Process frora Point/Station **** INITIAL AREA EVALUATION 1.110 to Point/Station Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [ COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 Initial subarea total flow distance = 60.000(Ft.) Highest elevation = 79,500(Ft.l Lowest elevation = 74.500(Ft.) Elevation difference = 5.000(Ft.) Slope = 8.333 % INITIAL AREA TIMS OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 8.33 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.66 minutes TC = [ 1.8* (1. l-O* distance (Ft. ) " . 5} / (% slope'' (1/3)] TC = [ 1.8* (1.1-0.8000)* ( 100 .000" .5) / ( e.33 3'-(i/3)]= 2.66 Calculated TC of 2.664 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.600 Subarea runoff = 0.466(CFS) Total initial stream area = 0,085{Ac.) Process from Point/Station 1.120 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 74.500(Ft.) 43.100(Ft.) 1.0000 Manning' 0.466(CFS) 0.466(CFS) Upstream point/station eievation = Downstream point/station elevation - Pipe length = 31.40(Ft.) Slope = No. of pipes = 1 Required pipe flow Given pipe size ~ 4.00(In.) Calculated individual pipe flow = Normal flow depth in pipe = 1.35(in.) Flow top width inside pipe = 3.78(In.) Critical depth couid not tae calcula tied. Pipe flow velocity = 18.01(Ft/s) Travel time through pipe = 0,03 min. Time of concentration (TC) = 2.69 min Process from Point/Station 1.130 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = Downstreara point/station elevation = Pipe length = 25.00(Ft.) Siope - No, of pipes = 1 Required pipe flow Given pipe size ~ 6.00(In.) Calculated individual pipe flow = 0.466(CF3) Normal flow depth in pipe = 3.30(In.) Flow top width inside pipe = 5. 97 (In.) Critical Depth = 4.18(In.) Pipe flow velocity = 4.20(Ft/s} Travel time through pipe = 0.10 min. Time of concentration (TC) - 2.79 min. 43.100(Ft.) 42.600(Ft.) 0.0200 Manning's N = 0.013 0.4661CFS) Process from Point/Station **** CONFLUENCE OF MINOR STREAMS 1.110 to Point/Station Along Main Stream number: 1 in normal stream number Stream fiow area = 0.085(Ac.) Runoff from this stream = 0.466(CFS) Time of concentration = 2.79 rain. Rainfall intensity = 6.850 (In/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 1.210 to Point/Station Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Deciraal fraction soil group C = 0.000 ATTACHMENT C ATTACHMENT C II ft J 1 J 1^^ J H. J M I^J fti ftl I I 11 fti HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CAUFORNIA HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA ] Decimal fraction soil group D = 0.000 [ COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 Initial subarea total flow distance = 20.000(Ft.) Highest elevation = 55.000(Ft.) Lowest elevation = 54.B00(Ft.) Elevation difference = 0.200(Ft.) Slope = l.OOO I INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.00%, ina development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.18 rainutes TC = [ 1.8* (1. l-O* dis tance (Ft. ) ". 5} / (% slope" (1/3)] TC =[ 1 .8* (1.1-0.8 000)* ( 60.000" .5)/ ( 1 .000'^ (1/3) ] = 4 . 18 Calculated TC of 4.183 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.800 Subarea runoff = 0.022(CFS) Total initial stream area = 0.004(Ac.) Process frora Point/Station 1.220 to Point/Station **** PIPEFLOW TEIAVEL TIME (User specified size) **** Travel time through pipe = Time of concentration (TC) 0.14 mi n. 4,35 min. 54.800(Ft.3 42.900(Ft.) 1.0000 Manning's N = 0.013 0.022(CF3) 0.022(CFS) Upstream point/station elevation = Downstream point/station elevation = Pipe length = 11.90(Ft.) Slope = No. of pipes = 1 Required pipe flow Given pipe size = 4.00(In.) CaIculated individual pipe flow = Normal flow depth in pipe = 0.30(In.) Flow top width inside pipe = 2 .10(In.) Critical Depth - 0.96(In.) Pipe flow velocity = 7.25(Ft/s) Travel time through pipe = 0,03 min. Time of concentration (TC) = 4.21 min Process from Point/Station 1.230 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = Downstream point/station elevation = Pipe length = 15.00(Ft.) Slope = Ko. of pipes = 1 Required pipe flow Given pipe size = 6.00(In.) Calculated individual pipe flow = 0,022(CFS) Normal flow depth in pipe = 0.68(In.) Flow top width inside pipe = 3.81 (In.) Critical Depth = 0.86(In.) Pipe fiow velocity = i.76(Ft/s) 42.900(Ft.) 42 . 600(Ft.) 0.0200 Manning's N = 0.013 0.022(CFS) Process from Point/Station **** CONFLUENCE OF MINOR STREAMS 1.210 to Point/Station Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.004(Ac.) Runoff from this stream = 0.022(CFS) Time of concentration = 4.35 min. Rainfall intensity- 6.a50{In/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 1.310 to Point/Station Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Deciraal fraction soil group D = 0.000 [ COMMERCIAL area type ] (General Commercial ) Impervious value, Ai - 0.850 Sub-Area C Value = 0.800 Initial subarea total flow distance = 13.000(Ft.) Highest elevation = 55.000(Ft.l Lowest elevation - 54.800[Ft.) Elevation difference = 0.200(Ft.) Slope = 1,536 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) in a development type of for the top area slope value of 1.54 General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.05 minutes TC - [ 1.8* (1. l-O* distance (Ft. ) " . 5) / (% slope" (1/3) ] TC= [1.8*(1.1-0.8000)* ( 75.00Q".5)/{ 1.53a"(l/3)]= 4.05 Calculated TC of 4.051 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (0=KCIA) is C = 0.800 Subarea runoff = 0.044(CFS) Total initial stream area = 0.008(Ac.) Process from Point/Station 1.320 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = Downstream point/station elevation - Pipe length = 11.50(Ft.) Slope = No. of pipes = 1 Required pipe flow Given pipe size = 4.00(In.) Calculated individual pipe flow Normal f 1 ow depth in pipe = 0.41(1. 54.800(Ft.) 43.300(Ft.) 1.0000 Manning' 0.044(CFS) 0.044(CFS) ATTACHMENT C ATTACHMENT C II hi fti ft.i fti fti fti fcl I i 11 II II i i i j I I I I I I HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA Flow top width inside pipe = 2.44(In.) Critical Depth = 1.38(In.) Pipe flow velocity = 8.95(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 4.07 min. Process from Point/Station 1,330 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = Downstream point/station elevation = Pipe length = 35.00(Ft.) Slope = No, of pipes = 1 Required pipe flow Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.044(CFS) Normal flow depth in pipe = 0.87(In,) Flow top width inside pipe = 4.23[In.) Critical Depth - 1.22(In.) Pipe flow velocity = 2.45{Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 4.31 min. 43.300|Ft,) 42.300(Ft.) 0.0286 Manning's N = 0.013 0.044[CFS) Process from Point/Station **** CONFLUENCE OF MINOR STREAMS 1.310 to Point/Station Along Main Streara number: 1 in normal stream number Stream flow area = 0.008 (Ac) Runoff from this stream = 0.044(CFS} Time of concentration = 4.31 min. Rainfall intensity = 6.850(In/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 1.410 to Point/Station Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [ COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 Initiai subarea total fiow distance = Highest elevation = 55.000(Ft.) Lowest elevation = 54.800(Ft.) Elevation difference = 0.200(Ft.) Slope INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.43 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.71 minutes 1 14.QQ0(Ft.) 1.429 TC = [ 1 .8* (1. l-O* distance (Ft. ) " . 5) / (% slope" (1/3)1 TC =[ 1.8* (1.1-0.8000)* ( 60,000".5)/( 1.429" (1/3)]= 3.71 Calculated TC of 3.714 minutes is less than 5 minutes, resetting TC to 5.0 rainutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.800 Subarea runoff = 0.049(CFS} Total initial streara area = 0.009(Ac.) Process from Point/Station 1.420 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 54.B00(Ft.) 43.400(Ft.) 1.0000 Manning's N = 0.013 0.049(CFS) 0.049(CFS) Upstream point/station elevation = Downstream point/station elevation = Pipe length = 11.40(Ft.) Slope = No. of pipes = 1 Required pipe flow Given pipe size = 4.00(In.) Calculated individual pipe flow = Normal flow depth in pipe = 0.44(In.) Flow top width inside pipe = 2.5l(In.) Critical Depth - 1.47(In.) Pipe flow velocity = 9.35(Ft/s) Travel time through pipe = 0.02 min. Tirae of concentration (TC) - 3.73 min Process frora Point/Station 1.430 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 43.400(Ft.) 42.600(Ft,) 0.0200 Manning's N 0.049(CFS) Upstreara point/station elevation - Downstream point/station elevation = Pipe length = 40.00(Ft.) Slope = No. of pipes = 1 Required pipe flow Given pipe size = 6.00(ln,) Calculated individual pipe flow = 0.049(CFS) Norraal flow depth in pipe = 1.01(In.) Flow top width inside pipe = 4.49(In.) Critical depth could not be calculated. Pipe flow velocity = 2.24 (Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 4.03 min. Process from Point/Station **** CONFLUENCE OF MINOR STREAMS 1.410 to Point/Station Along Main Stream number: 1 in normal stream number Stream flow area = 0.G09(Ac.) Runoff from this stream = 0.049(CFS) Time of concentration - 4.03 min. Rainfall intensity = 6.850{In/Hr) ATTACHMENT C ATTACHMENT C i I • i fti fti fti fti fti II II I J 11 11 II I i II 11 HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA Process from Point/Station **** INITIAL AREA EVALUATION 1.510 to Point/Station Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [ COMMERCIAL area type (General Commercial ) Impervious vaiue, Ai = 0.850 Sub-Area C Value = 0,800 Initiai subarea total flow distance Highest elevation = 55.000(Ft.) Lowest elevation = 54,800(Ft.) Elevation difference = 0.200(Ft.) Slope = 1.4 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) ] 14.000(Ft.} for the top area slope value of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration 1.43 B, in a development type of 3.71 minutes No. of pipes = 1 Required pipe flow = 0.0161 Given pipe size = 6,00(In,) Calculated individual pipe flow = 0.016(CFS) Normal flow depth in pipe = 0.61(In.) Flow top width inside pipe = 3.64(In.) Critical depth could not be calculated. Pipe flow velocity - 1.58(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 4.03 min. Process from Point/Station **'* CONFLUENCE OF MINOR STREAMS 1.510 to Point/Station Along Main Stream number: 1 in normal stream number Stream flow area ^ 0.003(Ac.) Runoff from this stream = 0,016(CF3) Tirae of concentration = 4.03 min. Rainfall intensity = 6.850(In/Hr) Summary of streara data: Stream Flow rate TC TC - [ 1.8*(l.l-C)"distance(Ft.)'.5)/(i slope'(1/31) No. (CFS) (min) TC -[ 1.8* (1.1-0.8000)* ( 60.0aO~.5)/( 1.429' (1/3) 1 - 3.71 Calculated TC of 3.714 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations 1 0 466 2 79 6 850 Rainfall intensity (1) = 6.850(In/Hr) for a 100.0 year storm 2 0 022 4 35 6 850 Effective runoff coefficient used for area (Q=KCIA} is C = 0.800 3 0 044 4 31 6 850 Subarea runoff - 0.016(CFS) 4 0 049 4 03 6 850 Total initial stream area = 0.003(Ac.) 5 Qmax(1) 0 016 4 03 6 850 ++++++++++++++++++++++++++++++^-+++++++++++++++++++++++++++++++++++++++ 1 000 • 1 000 * 0 4 66) + Process from Point/Station 1.520 to Point/Station 1.530 1 000 * 0 641 * 0 022) + *•** PIPEFLOW TRAVEL TIME (User specified size) ***• 1 000 * 0 648 * 0 044) + 1 000 * 0 693 » 0 049) + Upstream point/station elevation - 54.800(Ft.) 1 000 * 0 693 * 0 016) + = Downstream point/station elevation = 43.100(Ft.) Oman(2) Pipe length - 11.70(Ft.) Slope = 1.0000 Manning's N - 0.013 1 000 • 1 000 * 0 466) + No. of pipes = 1 Required pipe flow = 0.016(CF3) 1 000 * 1 000 * 0 022) + Given pipe size = 4.00{In.) 1 000 * 1 000 * 0 044) + Calculated individual pipe flow = 0.016(CFS) 1 000 * 1 000 * 0 049) Normal flow depth in pipe = 0.26(In.) 1 000 * 1 000 • 0 016) + Flow top width inside pipe = 1.98(In.) Qmax(3) Critical depth could not be calculated. 1 000 * 1 000 * 0 466) + Pipe flow velocity - 6.68(Ft/s) 1 000 * 0 991 * 0 022) + Travel time through pipe = 0.03 min. 1 000 * 1 000 * 0 044) + Time of concentration (TC) = 3.74 min. 1 000 • 1 000 * 0 049) + 1 000 • 1 000 * 0 016) + = + + + + +,+ + + +- + + + + + + + + + + + + + + + + +, + + ++ + + + + + + + + + + + ++ + + + + ++ + + + + + + + + + + + + + + + + + + + + + Qmax(4) = Process from Point/Station 1.530 to Point/Station 1.540 1 000 * 1 000 * 0 466) + **** PIPEFLOW TRAVEL TIME (User specified size) **** 1 000 * 0 926 * 0 022) + 1 000 ' 0 935 * 0 044) + Upstream point/station elevation = 43.100(Ft.) 1 000 * 1 000 * 0 049) + Downstream point/station elevation = 42.600(Ft.) 1 000 * 1 000 * 0 016) + Rainfall Intensity (In/Hr) Pipe length 27.00(Ft.) Slope " 0.0185 Manning's K ATTACHMENT C ATTACHMENT C fti fti fti fti fti ^ J fti fti fti i i i i i i i i HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD. CALIFORNIA 1 . 000 1. 000 1,000 1. 000 1.000 1 .000 0.925 0 . 934 0 , 999 1 .000 0.466) 0.022) 0.044} 0 .049) 0.016) 0 .593 Total of 5 streams to confluence: Flow rates before confluence point: 0.466 0.022 0.044 0.049 0. Maximum flow rates at confluence using above data: 0.554 0,597 0.597 0.593 Area of streams before confluence; 0.085 0.004 O.ooa 0.009 Results of confluence: Total flow rate = 0.597(CFS) Time of concentration = 4.352 mtn. Effective stream area after confluence = 0.109(Ac.) Process from Point/Station 1.540 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = Downstream point/station elevation = Pipe length = 24.00(Ft.) Slope = No. of pipes = 1 Required pipe flow Given pipe size = 6.00(In.) Calculated individual pipe flow = 0,597(CFS) Normal flow depth in pipe = 4.15(In.) Flow top width inside pipe = 5,54(In,) Critical Depth = 4.72(In.) Pipe flow velocity = 4.12(Ft/s} Travel tirae through pipe = 0.10 min. Time of concentration (TC) = 4.45 min. 42.600(Ft.) 42.200(Ft,) 0.0167 Manning's N = 0.013 0.597(CFS) Process from Point/Station **** CONFLUENCE OF MINOR STREAMS 1.110 to Point/Station Along Main Stream number: 1 in normal stream nuraber 1 Stream flow area = 0.109(Ac.) Runoff frora this stream = 0.597(CFS) Time of concentration = 4,45 min, Rainfall intensity = 6.850(In/Hr) Process frora Point/Station **** INITIAL AREA EVALUATION ' 1.610 to Point/Station Decimal fraction soil group A = Deciraal fraction soil group B = Decimal fraction soil group C - Decimal fraction soil group D = [ COMMERCIAL area type (General Commercial ) ,000 ,000 .000 ,000 Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 Initial subarea total flow distance = 90.000(Ft.) Highest elevation - 53.900 (Ft.) Lowest elevation = 42.200(Ft.) Elevation difference - 11.700(Ft.) Slope = 13.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS; The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 13.00 °o, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Tirae of Concentration = 2.30 minutes TC - [ 1.3* (1.1-Cj* distance (Ft. J " . 5) / (slope" (1/3)) TC = [ 1,8* (1.1-0.BOOO)* ( 100.000" .5)/( 13.000" (1/3)] = 2.30 Calculated TC of 2.297 rainutes is less than 5 minutes, resetting TC to 5.0 rainutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.800 Subarea runoff = 0.142(CFS) Total initial stream area = 0.026(Ac.) Process from Point/Station **** CONFLUENCE OF MINOR STREAMS 1.610 to Point/Station Along Main Streara number; 1 in normal stream number 2 Streara flow area = 0.026(Ac.) Runoff from this stream = 0.142(CFS) Time of concentration = 2.30 min. Rainfall intensity = 6.850(In/Hr) Summary of stream data; Stream Flow rate TC Rainfall Intensity (CFS) (min) (In/Hr) 0. 597 4 45 6.850 0. 142 2 30 6.850 1.000 * 1 000 * 0 597) + 1.000 * 1 000 * 0 142) + = 0.740 1.000 * 0 516 * 0 5 97) + 1.000 * 1 000 * 0 142) + = 0.451 ; 2 streams to confluence: Total of Flow rates before confluence point: 0.597 0.142 Maximum flow rates at confluence using above data 0.740 0.451 Area of streams before confluence: 0.109 0.026 Results of confluence: Total flow rate = 0.740(CFS| Tirae of concentration = 4.449 rain. ATTACHMENT C ATTACHMENT C fiiiiiiiiiiililJiiiilililiiiiiiiiiifii HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA CITY OF CARLSBAD, CALIFORNIA Effective stream area after confluence 0.135(Ac.) 160 0.033 164 0 .034 168 0.035 Process from Point/Station 1 .110 to Point/Station 1.620 172 0.037 •*** 6 HOUR HYDROGRAPH *•** 176 0 .038 180 0 .040 +++ + + + + + + +- + +++ + + + + 184 0.041 Hydrograph Data -Section 6, San Diego County Hydrology manual, June 2003 188 0 .043 192 0 .045 Time of Concentration 4 . 45 196 0.048 Basin Area = 0 .14 Acres 200 0.0 50 6 Hour Rainfall = Z. 600 Inches 204 0 .054 Runoff Coefficient = 0.800 208 0 .057 Peaic Discharge = 0.74 CFS 212 0 .063 Time (Min) Discharge (CFS) 216 0 .067 0 0.000 220 0 .076 4 8 0 .017 0.017 224 228 0.083 0 .101 12 0.017 232 0.115 16 0.017 236 0.169 20 0.017 240 0.238 24 0.018 244 0 .740 28 0.018 248 0.136 32 0 . 018 252 0.091 36 0.018 256 0 .071 40 0.018 260 0.059 44 0.019 264 0.052 48 0.019 268 0.046 52 0.019 272 0.042 56 0.019 276 0.039 60 0.020 280 0 .036 64 0 . 02 0 284 0.033 68 0.02 0 286 0 .031 72 0. 021 292 0 .030 76 0.021 296 0.028 80 84 88 0.021 0.022 0. 022 300 304 308 0 .027 0 .026 0 .025 92 0.02 2 312 0 .024 96 0. 023 316 0 .023 100 0.023 32 0 0 .022 104 0 .024 32 4 0 .022 108 0 .024 328 0.021 112 0.024 332 0 .020 116 0 .025 336 0 .020 120 0 .025 340 0 .019 124 0.026 344 0 .019 128 0.027 348 0 .018 132 0 .027 352 0.018 136 0.028 356 0 .017 140 0 .029 360 0 .017 144 0.029 364 0 .017 148 0.030 152 0 .031 156 0 .032 ArrACHMENT C ATTACHMENT C I i fti fti fti fti fti It II II II II I a i i i i i i i « i i HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA 0 + 46 0 0011 0 02 1 Q 6 -HOUR STORM 0 + 47 0 0011 0 02 IQ R u n o f f Hydrograph 0 + 48 0 0011 0 02 IQV 0 + 49 0 0012 0 02 1 QV Hydrograph in 1 Minute intervals ((CFS)) 0+50 0 0012 0 02 IQV 0 + 51 0 0012 •0 02 1 QV 0 + 52 0 0012 0 02 IQV Time(h+m) Volume Ac.Ft Q(CFS 0 0.2 0.4 0.6 0.7 0 + 53 0 0013 0 02 IQV 1 QV 1 QV 0+ 0 0 OOOO 0 00 Q 1 1 1 1 0 + 55 0 0013 0 02 1 QV Of, 1 0 OOOO 0 00 Q 1 1 1 I 0 + 56 0 0013 0 02 1 QV 0+ 2 0 oooo 0 01 Q 1 1 1 1 0+57 0 0014 0 02 IQV 0+ 3 0 oooo 0 01 Q 1 1 1 1 0 + 58 0 0014 0 02 IQV 0+ 4 0 OOOl 0 02 Q 1 1 1 ! 0 + 59 0 0014 0 02 1 QV 0+ 5 0 0001 0 02 Q 1 I 1 I 1+ 0 0 0015 0 02 IQV 0+ 6 0 OOOl 0 02 Q 1 1 1 1 1+ 1 0 0015 0 02 1 QV 0+ 7 0 OOOl 0 02 Q 1 1 1 I 1+ 2 0 0015 0 02 IQV 0+ 8 0 0002 0 02 Q 1 1 1 1 1+ 3 0 0015 0 02 1 QV 0+ 9 0 0002 0 02 Q 1 1 1 1 1+ 4 0 0016 0 02 1 QV 0 + 10 0 0002 0 02 Q 1 1 1 1 1+ 5 0 001 6 0 02 1 QV 0 + 11 0 0002 0 02 Q 1 1 1 1 1+ 6 0 0016 0 02 IQV 0 + 12 0 0002 0 02 Q 1 1 1 1 1+ 7 0 0017 0 02 1 QV 0 + 13 0 0003 0 02 Q 1 1 1 1 1+ 8 0 0017 0 02 1 QV 0 + 14 0 0003 0 02 Q 1 1 t 1 1+ 9 0 0017 0 02 IQ V 0+15 0 0003 0 02 Q 1 1 1 1 1 + 10 0 0017 0 02 IQ V 0 + 16 0 0003 0 02 Q 1 1 1 1 1 + 11 0 0018 0 02 IQ V 0 + 17 0 0004 0 02 Q 1 1 1 1 1 + 12 0 0018 0 02 IQ V 0 + 18 0 0004 0 02 Q 1 1 1 1 1 + 13 0 0018 0 02 IQ V 0 + 19 0 0004 0 02 0 1 1 1 1 1 + 14 0 0019 0 02 IQ V 0 + 20 0 0004 0 02 Q 1 1 1 1 1 + 15 0 0019 0 02 IQ V 0 + 21 0 0005 0 02 Q 1 1 1 1 1 + 16 0 0019 0 02 IQ V 0 + 22 0 0005 0 02 Q 1 1 1 1 1 + 17 0 0019 0 02 IQ V 0 + 23 0 0005 0 02 Q 1 1 1 1 1 + 18 0 0020 0 02 IQ V 0 + 24 0 0005 0 02 Q 1 1 1 1 1 + 19 0 0020 0 02 IQ V 0+25 0 000 6 0 02 Q 1 1 I ) 1 + 20 0 0020 0 02 IQ V 0 + 26 0 00O6 0 02 QV 1 1 1 1 1 + 21 0 0021 0 02 IQ V 0 + 27 0 0006 0 02 QV 1 1 1 1 1 + 22 0 0021 0 02 IQ V 0 + 28 0 000 6 0 02 QV 1 1 1 1 1 + 23 0 0021 0 02 IQ V 0 + 29 0 0007 0 02 QV 1 1 t 1 1+24 0 0021 0 02 IQ V 0 + 30 0 0007 0 02 QV 1 1 1 1 1+25 0 0022 0 02 IQ V 0 + 31 0 0007 0 02 QV i 1 1 J 1 + 26 0 0022 0 02 IQ V 0 + 32 0 0007 0 02 QV 1 1 1 1 1 + 27 0 0022 0 02 IQ V 0 + 33 0 0008 0 02 QV 1 1 1 1 1 + 28 0 0023 0 02 IQ V 0 + 34 0 0008 0 02 QV 1 1 1 I 1 + 29 0 0023 0 02 1 Q V 0 + 35 0 0008 0 02 QV 1 1 1 1 1 + 30 0 0023 0 02 IQ V 0 + 36 0 0008 0 02 QV 1 1 1 1 1 + 31 0 0024 0 02 1Q V 0 + 37 0 0009 0 02 QV 1 1 1 ) 1 + 32 0 0024 0 02 IQ V 0 + 38 0 0009 0 02 QV 1 1 1 1 1 + 33 0 0024 0 02 1Q V 0 + 39 0 0009 0 02 QV 1 1 ) 1 1 + 34 0 0024 0 02 1Q V 0 + 40 0 0009 0 02 QV ( ' 1 1 1 + 35 0 0025 0 02 1Q V 0 + 41 0 0010 0 02 IQ I 1 1 1 1 + 36 0 0025 0 02 IQ V 0 + 42 0 0010 0 02 IQ 1 1 1 1 1 + 37 0 0025 0 02 IQ V 0 + 43 0 0010 0 02 IQ 1 1 1 1 1 + 38 0 002 6 0 02 1 Q V 0 + 44 0 0010 0 02 IC 1 1 1 1 1 + 39 0 0026 0 02 1 Q V 0 + 45 0 0011 0 02 IQ 1 1 1 1 1 + 40 0 002 6 0 02 1 Q V ATTACHMENT C ATTACHMENT C 14 i I fti ft J ft. J fti fti ftl IJ II 11 il ii II HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA 1 + 41 0 0027 0 02 IQ VI 1 1 I 2 + 36 0 0047 0 03 1 Q V 1 1 + 42 0 0027 0 02 IQ VI 1 1 1 2 + 37 0 0048 0 03 10 V 1 1 + 43 0 0027 0 02 IQ VI 1 1 ) 2 + 38 0 0048 0 03 IQ V 1 1 + 44 0 0028 0 02 IQ VI 1 1 1 2 + 39 0 0049 0 03 IQ V 1 1 + 45 0 0028 0 02 IQ V 1 1 t 1 2 + 40 0 0049 0 03 1 0 V 1 1 + 46 0 0028 0 02 IQ VI 1 1 I 2+41 0 0050 0 03 10 V 1 1 + 47 0 0029 0 02 IQ V 1 1 1 1 2 + 42 0 0050 0 03 IQ V 1 1 + 4S 0 002 9 0 02 10 VI 1 1 1 2 + 43 0 0050 0 03 10 V 1 1 + 49 0 0029 0 02 IQ V 1 1 1 1 2 + 44 0 0051 0 03 IQ V 1 1 + 50 0 0030 0 02 IQ V 1 1 1 1 2 + 45 0 0051 0 03 IQ VI 1 + 51 0 0030 0 02 IQ VI 1 1 i 2 + 46 0 0052 0 03 1 0 VI 1 + 52 0 0030 0 02 IQ V 1 1 1 1 2 + 47 0 0052 0 03 IQ VI 1 + 53 0 0031 0 02 10 VI 1 1 1 2 + 48 0 0053 0 03 IQ VI 1 + 54 0 0031 0 02 IQ V 1 1 1 1 2 + 49 0 0053 0 04 IQ VI 1 + 55 0 0031 0 02 IQ V 1 1 1 1 2 + 50 0 0054 0 04 IQ VI 1 + 56 0 0032 0 03 IQ VI 1 1 1 2 + 51 0 0054 0 04 IQ VI 1 + 57 0 0032 0 03 10 VI 1 1 1 2 + 52 0 0055 0 04 IQ VI 1 + 58 0 0032 0 03 IC VI 1 1 1 2 + 53 0 0055 0 04 IQ VI 1 + 59 0 0033 0 03 10 VI 1 1 1 2 + 54 0 0056 0 04 1 Q VI 2+ 0 0 0033 0 03 10 VI 1 1 1 2 + 55 0 0056 0 04 1 Q VI 2+ 1 0 0033 0 03 IQ VI 1 1 1 2+56 0 0057 0 04 1 0 V 2+ 2 0 0034 0 03 10 VI 1 1 1 2 + 57 0 0057 0 04 1 Q V 2+ 3 0 0034 0 03 10 VI 1 1 I 2 + 58 0 0058 0 04 1 0 V 2+ 4 0 0035 0 03 10 VI 1 1 1 2 + 59 0 0058 0 04 1 Q V 2+ 5 0 0035 0 03 IQ VI 1 1 1 3+ 0 0 0059 0 04 1 Q V 2+ 6 0 0035 0 03 1 Q VI 1 1 1 3+ 1 0 0060 0 04 1 0 V 2+ 7 0 0036 0 03 IQ VI 1 1 1 3+ 2 0 0060 0 04 1 Q V 2+ 8 0 003 6 0 03 10 VI 1 1 1 3+ 3 0 0061 0 04 1 0 V 2+ 9 0 0036 0 03 IQ VI 1 1 1 3+ 4 0 0061 0 04 1 Q V 2 + 10 0 0037 0 03 10 VI 1 1 1 3+ 5 0 0062 0 04 1 0 V 2 + 11 0 0037 0 03 IQ VI 1 1 1 3+ 6 0 0062 0 04 1 Q IV 2 + 12 0 0038 0 03 IQ VI 1 1 1 3+ 7 0 0063 0 04 1 0 IV 2+13 0 0038 0 03 10 VI 1 1 1 3+ 8 0 0064 0 04 1 0 IV 2 + 14 0 0038 0 03 IQ VI 1 1 1 3+ 9 0 0064 0 04 1 Q IV 2 + 15 0 0039 0 03 10 VI 1 1 1 3 + 10 0 0065 0 04 1 Q IV 2 + 16 0 0039 0 03 IQ VI i I 1 3 + 11 0 0065 0 04 1 0 IV 2 + 17 0 0039 0 03 IQ VI 1 1 1 3 + 12 0 0066 0 04 1 Q IV 2 + 18 0 0040 0 03 IQ VI 1 1 1 3 + 13 0 0067 0 05 1 Q IV 2+19 0 0040 0 03 10 VI 1 1 1 3 + 14 0 0067 0 05 1 Q IV 2 + 20 0 0041 0 03 IQ VI 1 1 1 3 + 15 0 0068 0 05 1 Q IV 2 + 21 0 0041 0 03 IQ VI 1 1 1 3 + 16 0 0069 0 05 1 0 1 V 2 + 22 0 0041 0 03 IQ VI 1 1 1 3 + 17 0 0069 0 05 1 Q 1 V 2 + 23 0 0042 0 03 IQ VI 1 1 1 3 + 18 0 0070 0 05 1 Q 1 V 2 + 24 0 0042 0 03 10 VI 1 1 1 3 + 19 0 0071 0 05 1 0 1 V 2 + 25 0 0043 0 03 IQ VI 1 1 1 3 + 20 0 0071 0 05 1 Q 1 V 2+26 0 0043 0 03 10 VI 1 1 1 3+21 0 0072 0 05 1 Q 1 V 2 + 27 0 0043 0 03 10 VI 1 1 1 3 + 22 0 0073 0 05 1 0 i V 2 + 28 0 004 4 0 03 IQ VI 1 1 1 3 + 23 0 0073 0 05 1 Q 1 V 2 + 29 0 0044 0 03 10 VI 1 1 1 3 + 24 0 0074 0 05 i Q 1 V 2 + 30 0 004 5 0 03 IQ VI 1 1 1 3 + 25 0 0075 0 05 1 Q 1 V 2 + 31 0 0045 0 03 IQ VI 1 1 1 3+26 0 0076 0 06 1 Q 1 V 2 + 32 0 004 6 0 03 IQ V 1 1 1 1 3 + 27 0 0076 0 06 1 Q 1 V 2 + 33 0 004 6 0 03 IQ VI 1 1 1 3 + 28 0 0077 0 06 1 0 1 V 2 + 34 0 0046 0 03 10 VI 1 1 1 3 + 29 0 0078 0 06 1 Q 1 V 2 + 35 0 0047 0 03 10 V 1 1 1 1 3 + 30 0 0079 0 06 1 Q 1 V ATTACHMENT C ATTACHMENT C i II i i II i j II II I J II II II II 1^ HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD. CALIFORNIA 3 + 31 0 0080 0 06 3 + 32 0 0081 0 06 3+33 0 0081 0 06 3 + 34 0 0082 0 06 3 + 35 0 0083 0 07 3 + 36 0 0084 0 07 3 + 37 0 0085 0 07 3 + 38 0 0086 0 07 3 + 39 0 0OB7 0 07 3 + 40 0 0088 0 08 3 + 41 0 0OB9 0 08 3 + 42 0 0090 0 08 3 + 43 0 0091 0 08 3 + 44 0 0093 0 08 3 + 45 0 0094 0 09 3 + 46 0 0095 0 09 3 + 47 0 0096 0 10 3 + 48 0 0098 0 10 3 + 49 0 0099 0 10 3 + 50 0 0101 0 11 3 + 51 0 0102 0 11 3 + 52 0 0104 0 12 3 + 53 0 0106 0 13 3 + 54 0 0108 0 14 3 + 55 0 0110 0 16 3 + 56 0 0112 0 17 3 + 57 0 0115 0 19 3 + 58 0 0117 0 20 3 + 59 0 0120 0 22 4+ 0 0 0124 0 24 4+ 1 0 0129 0 36 4+ 2 0 0135 0 49 4+ 3 0 0144 0 61 4+ 4 0 0154 0 74 4+ 5 0 0162 0 59 4+ 6 0 0168 0 44 4+ 7 0 0172 0 29 4+ 8 0 0174 0 14 4+ 9 0 017 6 0 12 4 + 10 0 0177 0 11 4 + 11 0 0179 0 10 4 + 12 0 OIBO 0 09 4 + 13 0 0181 0 09 4 + 14 0 0182 0 OS 4 + 15 0 0183 0 08 4+16 0 0184 0 07 4 + 17 0 0185 0 07 4 + 18 0 0186 0 07 4 + 19 0 0187 0 06 4+20 0 0188 0 06 4+21 0 0189 0 06 4 + 22 0 0189 0 06 4 + 23 0 0190 0 05 4 + 24 0 0191 0 05 4 + 25 0 0192 0 05 Q Q Q Q Q Q Q Q Q 0 Q Q Q Q Q 0 Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q 0 0 0 V Q V 4+2 6 0 0192 0 05 1 Q 1 1 1 V 4 + 27 0 0193 0 05 1 0 1 1 1 V 4 + 28 0 0194 0 05 1 Q 1 1 1 V 4 + 29 0 0194 0 05 1 Q 1 1 1 V 4 + 30 0 0195 0 04 1 Q 1 1 1 V 4 + 31 0 0195 0 04 1 Q 1 1 1 V 4 + 32 0 0196 0 04 1 0 1 1 1 V 4 + 33 0 0196 0 04 1 Q 1 1 1 V 4 + 34 0 0197 0 04 1 0 1 1 1 V 4 + 35 0 0198 0 04 1 Q 1 1 1 V 4 + 36 0 0198 0 04 1 Q 1 1 1 V 4 + 37 0 0199 0 04 1 Q 1 1 1 V 4 + 38 0 0199 0 04 1 Q 1 1 1 V 4 + 39 0 0200 0 04 10 1 1 1 V 4 + 40 0 0200 0 04 10 1 1 1 V 4 + 41 0 0201 0 04 10 1 1 1 V 4+42 0 0201 0 03 IQ 1 1 1 V 4 + 43 0 0202 0 03 10 1 1 1 V 4 + 44 0 0202 0 03 10 1 1 ) V 4+45 0 0202 0 03 10 1 1 1 V 4 + 46 0 0203 0 03 10 1 1 1 V 4 + 47 0 0203 0 03 1Q 1 1 1 V 4 + 48 0 0204 0 03 10 1 1 1 V 4 + 49 0 0204 0 03 1Q 1 1 1 V 4 + 50 0 0205 0 03 10 1 1 1 V 4 + 51 0 0205 0 03 10 1 1 1 V 4 + 52 0 0205 0 03 IQ 1 1 1 V 4 + 53 0 0206 0 03 1Q 1 1 1 V 4 + 54 0 0206 0 03 1Q 1 1 1 V 4 + 55 0 0207 0 03 10 1 1 1 V 4 + 56 0 0207 0 03 1Q 1 1 1 V 4 + 57 0 0207 0 03 10 1 1 1 V 4 + 58 0 0208 0 03 10 1 1 1 V 4 + 59 0 0208 0 03 10 1 1 1 V 5+ 0 0 0209 0 03 10 1 1 1 V 5+ 1 0 0209 0 03 1Q 1 1 1 V 5+ 2 0 0209 0 03 1Q 1 1 1 V 5+ 3 0 0210 0 03 10 1 1 1 V 5+ 4 0 0210 0 03 1Q 1 1 1 V 5+ 5 0 0210 0 03 1Q 1 1 1 V 5+ 6 0 0211 0 03 1Q 1 1 1 V 5+ 7 0 0211 0 03 IQ 1 1 1 V 5+ 8 0 0211 0 02 10 1 1 1 V 5+ 9 0 0212 0 02 1Q 1 1 1 V 5 + 10 0 0212 0 02 1 0 1 1 1 V 5 + 11 0 0212 0 02 10 1 1 1 V 5 + 12 0 0213 0 02 IQ 1 1 1 V 5 + 13 0 0213 0 02 10 1 1 1 V 5 + 14 0 0213 0 02 1Q 1 1 1 V 5 + 15 0 0214 0 02 1 0 1 1 1 V 5 + 16 0 0214 0 02 10 1 1 1 V 5 + 17 0 0214 0 02 1Q 1 1 1 V 5 + 18 0 0215 0 02 1 0 1 1 1 V 5 + 19 0 0215 0 02 1Q 1 1 1 V 5 + 20 0 0215 0 02 10 1 1 1 V ATTACHMENT C ATTACHMENT C il li fti fti fti fti il |j IJ IJ IJ IJ fti li ii j I HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA 5 + 21 0 0216 0 02 IQ 1 1 i VI 5 + 22 0 0216 0 02 IQ 1 1 1 VI 5 + 23 0 0216 0 02 10 1 1 1 V 1 5 + 24 0 0216 0 02 10 1 1 1 V 1 5 + 25 0 0217 0 02 10 1 1 1 VI 5 + 26 0 0217 0 02 10 1 1 1 VI 5 + 27 0 0217 0 02 IQ 1 1 1 VI 5 + 28 0 0218 0 02 10 1 1 1 VI 5 + 29 0 0218 0 02 IQ 1 1 1 VI 5 + 30 0 0218 0 02 10 1 1 1 VI 5 + 31 0 0219 0 02 IQ 1 1 1 VI 5+32 0 0219 0 02 IQ 1 1 1 VI 5 + 33 0 0219 0 02 10 1 1 1 V 1 5 + 34 0 0219 0 02 IQ 1 1 1 VI 5 + 35 0 0220 0 02 10 1 1 1 V 1 5 + 36 0 0220 0 02 10 1 1 1 VI 5 + 37 0 0220 0 02 10 1 1 1 V 1 5 + 38 0 0220 0 02 10 1 1 1 V 1 5 + 39 0 0221 0 02 IQ 1 1 1 VI 5 + 40 0 0221 0 02 10 1 1 1 VI 5 + 41 0 0221 0 02 IQ 1 1 1 VI 5 + 42 0 0221 0 02 10 1 1 1 VI 5+43 0 0222 0 02 10 1 i 1 VI 5 + 44 0 0222 0 02 IQ 1 1 1 VI 5+45 0 0222 0 02 IQ 1 1 1 VI 5 + 46 0 0222 0 02 Q 1 1 1 V| 5 + 47 0 0223 0 02 0 1 1 1 VI 5 + 48 0 022 3 0 02 Q 1 1 1 V| 5 + 49 0 0223 0 02 Q 1 1 1 VI 5 + 50 0 022 3 0 02 0 1 1 1 VI 5 + 51 0 0224 0 02 Q 1 1 1 VI 5 + 52 0 0224 0 02 0 1 1 1 V| 5 + 53 0 0224 0 02 Q 1 1 1 VI 5 + 54 0 0224 0 02 0 1 1 1 VI 5 + 55 0 0225 0 02 Q 1 1 1 V| 5 + 56 0 0225 0 02 Q 1 1 1 V| 5 + 57 0 0225 0 02 Q 1 1 1 VI 5 + 58 0 022 5 0 02 Q 1 1 1 V| 5 + 59 0 0226 0 02 Q 1 1 1 VI 6+ 0 0 022 6 0 02 Q 1 1 1 VI 6+ 1 0 0226 0 02 Q 1 1 1 VI 6+ 2 0 0226 0 02 Q 1 1 1 VI 6+ 3 0 0227 0 02 Q 1 1 1 VI 6+ 4 0 0227 0 02 0 1 1 1 V End of computations, total study area 0.135 (Ac.) HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA RETARDING BASIN DESIGN FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 198 9 Study date; 12/10/08 Program License Serial Number 6170 HYDROGRAPH INFORMATION ********••********-**** From study/file name: 0707IPRIOO.rte **************************** HYDROGRAPH DATA* ************************* Nuraber of intervals = 364 Tirae interval = 1.0 (Min.) Maxiraum/Peak flow rate = 0.740 (CFS) Total volume - 0.023 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Streara 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 Process from Point/Station **** RETARDING BASIN ROUTING 1.620 to Point/Station Program computation of outflow v. depth CALCULATED OUTFLOW DATA AT DEPTH = 1.00(Ft.)) Free outlet pipe flow: Pipe Diaraeter = 0.25(Ft.) Capacity = 8 * Pipe area * depth " 0.5[Using feet as units) Note; Depth of 0.25(Ft,) is greater than diameter of pipe, flow capacity is being calculated using depth = diameter Depth above pipe = 1.00(Ft.) Capacity = 0.20(CF3) Total outflow at this depth = 0.20(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 2.00[Ft.)) Free outlet pipe flow: Pipe Diameter = 0.25(Ft.) Capacity = 8 * Pipe area * depth " 0.5(Using feet as units) Note: Depth of 0.25(Ft.) is greater than diameter of pipe, flow capacity is being calculated using depth = diaraeter Depth above pipe = 2.00(Ft.) Capacity = D.20(CFS) Total outflow at this depth = 0.20(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 3.00(Ft.)) Free outlet pipe flow: Pipe Diameter = 0.25(Ft.) Capacity = 8 * Pipe area * depth " 0.5(Using feet as units) Note: Depth of 0.25(Ft.) is greater than diameter of pipe, flow capacity is being calculated using depth = diameter Depth above pipe = 3.00(Ft,) Capacity = 0.20(CFS) Total outflow at this depth = 0.20(CFS) ATTACHMENT C ATTACHMENT C iiliftiftJaiiiiilllllJilllllilli HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD. CALIFORNIA CALCULATED OUTFLOW DATA AT DEPTH = 4, 00(Ft.)) Free outlet pipe flow: Pipe Diameter = 0,25(Ft.) Capacity = 8 * Pipe area * depth " 0.5 (Using feet as units) Note: Depth of 0,25(Ft.) is greater than diameter of pipe, flow capacity is being calculated using depth = diameter Depth above pipe = 4.00(Ft.) Capacity = 0.20(CPS) Total outflow at this depth = 0.2Q(CFS) CALCULATED OUTFLOW DATA AT DEPTH = 5.00(Ft.)) Free outlet pipe flow; Pipe Diameter = 0.25(Ft.) Capacity = 8 * Pipe area * depth " 0.5(Using feet as units) Note; Depth of 0,25(Ft.) is greater than diameter of pipe, flow capacity is being calculated using depth = diameter Depth above pipe = 5.00(Ft.) Capacity = 0.20[CFS) Total outflow at this depth = 0.20(CFS) Total number of inflow hydrograph intervals = 364 Hydrograph time unit = 1.000 (Min.) Initial depth in storage basin = 0.00(Ft.J Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) Depth vs. Storage and Depth vs. Discharge data; Basin Depth Storage Outflow (3-0*dt/2} (Ft. ) (Ac.Ft) (CFS) (Ac Ft) (Ac.Ft) 0 . 000 0 .000 0.000 0 000 0 000 1 .000 0.005 0.196 0 005 0 005 2 000 0.010 0, 196 0 010 0 010 3 . 000 0.016 0.196 0 016 0 016 4 .000 0 .021 0. 196 0 021 0 021 5 .000 0.026 0.196 0 026 0 026 Hydrograph Detention Basin Routing Graph values : 'I'= unit inflow; o'=outflow at time shown Time Inflow Outflow storage (Hours) (CFS) (CFS) (Ac.Ft) .0 0 .017 0.00 0.00 0 .000 0 0.033 0.01 0.00 0.000 0 0.050 0 .01 0.00 0.000 0 0.067 0.02 0.00 0 .000 0 0.083 0.02 0 . 00 0.000 0 0 .100 0.02 0.00 0.000 0 0.117 0.02 0.00 0 .000 0 0.133 0 .02 0.00 0.000 0 0.150 0 .02 0.01 0.000 0 Depth 0.74 (Ft.i 0.00 0.00 0 .00 0.01 0.01 0 .02 0.02 0.02 0.03 0 167 0 02 0 01 0 000 0 1 1 1 1 0 03 0 183 0 02 0 01 0 000 0 1 1 1 1 0 03 0 200 0 02 0 01 0 000 0 1 1 1 1 0 04 0 217 0 02 0 01 0 000 0 1 1 1 1 0 04 0 233 0 02 0 01 0 000 0 1 1 1 1 0 04 0 250 0 02 0 01 0 000 0 1 1 1 1 0 04 0 267 0 02 0 01 0 000 0 1 1 1 1 0 05 0 283 0 02 0 01 0 000 0 1 1 1 1 0 05 0 300 0 02 0 01 0 000 0 1 1 1 1 0 05 0 317 0 02 0 01 0 000 0 1 1 1 1 0 05 0 333 0 02 0 01 0 000 0 1 1 1 1 0 05 0 350 0 02 0 01 0 000 0 1 1 1 1 0 06 0 367 0 02 0 01 0 000 0 1 1 1 1 0 06 0 383 0 02 0 01 0 000 O 1 I 1 1 0 06 0 400 0 02 0 01 0 000 0 1 1 1 1 0 06 0 417 0 02 0 01 0 000 0 1 1 1 1 0 06 0 433 0 02 0 01 0 000 0 1 1 1 1 0 06 0 450 0 02 0 01 0 000 0 1 1 1 1 0 07 0 467 0 02 0 01 0 000 0 1 1 1 1 0 07 0 483 0 02 0 01 0 000 o 1 1 1 1 0 07 0 500 0 02 0 01 0 000 0 1 1 1 1 0 07 0 517 0 02 0 01 0 000 0 1 1 1 1 0 07 0 533 0 02 0 01 0 000 0 1 1 1 1 0 07 0 550 0 02 0 01 0 0 00 0 1 1 1 1 0 07 0 567 0 02 0 01 0 000 0 1 1 1 1 0 07 0 583 0 02 0 01 0 000 0 1 1 1 1 0 07 0 600 0 02 0 01 0 000 O 1 1 1 1 0 OB 0 617 0 02 0 02 0 000 0 1 1 1 1 0 08 0 633 0 02 0 02 0 000 0 1 1 1 1 0 08 0 650 0 02 0 02 0 000 0 1 1 1 1 0 OB 0 667 0 02 0 02 0 000 0 1 1 1 1 0 08 0 683 0 02 0 02 0 000 0 1 1 1 1 0 08 0 700 0 02 0 02 0 000 0 1 1 1 1 0 08 0 717 0 02 0 02 0 000 0 ! 1 1 1 0 08 0 733 0 02 0 02 0 000 0 1 1 1 1 0 08 0 750 0 02 0 02 0 000 0 1 1 1 1 0 08 0 767 0 02 0 02 0 000 0 1 1 1 1 0 08 0 783 0 02 0 02 0 000 0 1 1 1 1 0 08 0 800 0 02 0 02 0 000 0 1 1 1 1 0 08 0 817 0 02 0 02 0 000 0 1 1 1 1 0 09 0 833 0 02 0 02 0 000 0 1 1 1 1 0 09 0 850 0 02 0 02 0 000 0 1 1 1 1 0 09 0 867 0 02 0 02 0 000 0 1 1 1 1 0 09 0 883 0 02 0 02 0 000 0 1 1 1 1 0 09 0 900 0 02 0 02 0 000 0 1 1 1 1 0 09 0 917 0 02 0 02 0 000 0 1 1 1 1 0 09 0 933 0 02 0 02 0 000 0 1 1 1 1 0 09 0 950 0 02 0 02 0 000 0 1 1 1 1 0 09 0 967 0 02 0 02 0 000 0 1 1 1 1 0 09 0 983 0 02 0 02 0 000 0 1 1 1 1 0 09 1 000 0 02 0 02 0 000 o 1 1 1 1 0 09 1 017 0 02 0 02 0 000 o 1 1 1 1 0 09 1 033 0 02 0 02 0 000 0 1 1 1 1 0 09 1 050 0 02 0 02 0 000 0 1 1 1 1 0 09 1 067 0 02 0 02 0 000 0 1 1 1 1 0 09 ATTACHMENT C ATTACHMENT C i i I J fti fti fti ft J fti ftl II i I ft I II I i HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA 1 083 0 02 0 02 0 000 0 1 1 1 1 0 09 2 000 0 03 0 02 0 001 10 1 1 1 1 0 12 1 100 0 02 0 02 0 000 0 1 1 1 1 0 09 2 017 0 03 0 02 0 001 10 1 1 1 1 0 12 1 117 0 02 0 02 0 000 0 1 1 1 1 0 10 2 033 0 03 0 02 0 001 10 1 1 1 1 0 12 1 133 0 02 0 02 0 000 0 1 1 1 1 0 10 2 050 0 03 0 02 0 001 10 1 1 1 1 0 12 1 150 0 02 0 02 0 000 0 1 1 1 1 0 10 2 067 0 03 0 02 0 001 10 1 1 1 1 0 12 1 167 0 02 0 02 0 000 0 1 1 1 1 0 10 2 083 0 03 0 02 0 001 10 1 1 1 1 0 12 1 183 0 02 0 02 0 000 0 1 1 1 1 0 10 2 100 0 03 0 02 0 001 10 1 1 1 1 0 12 1 200 0 02 0 02 0 000 0 1 1 1 1 0 10 2 117 0 03 0 02 0 001 io 1 1 1 1 0 12 1 217 0 02 0 02 0 000 0 1 1 1 1 0 10 2 133 0 03 0 02 0 001 10 1 1 1 1 0 12 1 233 0 02 0 02 0 000 0 1 1 1 1 0 10 2 150 0 03 0 02 0 001 10 1 1 1 1 0 13 1 250 0 02 0 02 0 000 0 1 1 1 1 0 10 2 167 0 03 0 02 0 001 10 1 1 1 1 0 13 1 267 0 02 0 02 0 000 0 1 1 1 1 0 10 2 183 0 03 0 02 0 001 10 1 1 1 1 0 13 1 283 0 02 0 02 0 000 0 1 1 1 1 0 10 2 200 0 03 0 02 0 001 10 1 1 1 1 0 13 1 300 0 02 0 02 0 000 o 1 1 1 1 0 10 2 217 0 03 0 03 0 001 10 1 1 1 1 0 13 1 317 0 02 0 02 0 001 0 1 1 1 1 0 10 2 233 0 03 0 03 0 001 10 1 1 1 1 0 13 1 333 0 02 0 02 0 001 0 1 1 1 1 0 10 2 250 0 03 0 03 0 001 10 1 1 1 1 0 13 1 350 0 02 0 02 0 001 0 1 1 1 1 0 10 2 267 0 03 0 03 0 001 10 1 1 1 1 0 13 1 3 67 0 02 0 02 0 001 0 1 1 1 1 0 10 2 283 0 03 0 03 0 001 10 1 1 1 1 0 13 1 383 0 02 0 02 0 001 0 1 1 1 1 0 10 2 300 0 03 0 03 0 001 10 1 1 1 1 0 13 1 4 00 0 02 0 02 0 001 0 1 1 1 1 0 10 2 317 0 03 0 03 0 001 10 I 1 1 1 0 13 1 417 0 02 0 02 0 001 0 1 1 1 1 0 10 2 333 0 03 0 03 0 001 10 1 1 1 1 0 13 1 433 0 02 0 02 0 001 0 1 1 1 1 0 10 2 350 0 03 0 03 0 001 10 1 1 1 1 0 13 1 450 0 02 0 02 0 001 0 1 1 1 1 0 10 2 3 67 0 03 0 03 0 001 10 1 1 1 1 0 13 1 4 67 0 02 0 02 0 001 0 1 1 1 1 0 10 2 383 0 03 0 03 0 001 10 1 1 1 1 0 13 1 483 0 02 0 02 0 001 0 1 1 1 1 0 10 2 400 0 03 0 03 0 001 10 1 1 1 1 0 14 1 500 0 02 0 02 0 001 0 1 1 1 t 0 11 2 417 0 03 0 03 0 001 10 1 1 1 1 0 14 1 517 0 02 0 02 0 001 0 1 1 1 1 0 11 2 433 0 03 0 03 0 001 10 1 1 1 1 0 14 1 533 0 02 0 02 0 001 0 1 1 1 1 0 11 2 450 0 03 0 03 0 001 10 1 1 1 1 0 14 1 550 0 02 0 02 0 001 0 1 1 1 1 0 11 2 4 67 0 03 0 03 0 001 10 1 1 1 1 0 14 1 567 0 02 0 02 0 001 0 1 1 1 1 0 11 2 483 0 03 0 03 0 001 10 1 1 1 1 0 14 1 583 0 02 0 02 0 001 0 1 1 1 1 0 11 2 500 0 03 0 03 0 001 10 1 1 1 1 0 14 1 600 0 02 0 02 0 001 0 1 1 1 1 0 11 2 517 0 03 0 03 0 001 10 1 1 1 1 0 14 1 617 0 02 0 02 0 001 0 1 1 1 1 0 11 2 533 0 03 0 03 0 001 10 1 1 1 1 0 14 1 633 0 02 0 02 0 001 o I 1 1 1 0 11 2 550 0 03 0 03 0 001 10 1 1 1 1 0 14 1 650 0 02 0 02 0 001 01 1 1 1 1 0 11 2 567 0 03 0 03 0 001 10 1 1 1 1 0 14 1 667 0 02 0 02 0 001 01 1 1 1 1 0 11 2 583 0 03 0 03 0 001 10 1 1 1 1 0 14 1 683 0 02 0 02 0 001 01 1 1 1 1 0 11 2 600 0 03 0 03 0 001 10 1 1 1 1 0 15 1 700 0 02 0 02 0 001 01 1 1 1 1 0 11 2 617 0 03 0 03 0 001 10 1 1 1 1 0 15 1 717 0 02 0 02 0 001 01 1 1 1 1 0 11 2 633 0 03 0 03 0 001 10 1 1 1 1 0 15 1 733 0 02 0 02 0 001 01 1 1 1 1 0 11 2 650 0 03 0 03 0 001 10 1 1 1 1 0 15 1 750 0 02 0 02 0 001 01 1 1 1 1 0 11 2 667 0 03 0 03 0 001 10 1 1 1 1 0 15 1 7 67 0 02 0 02 0 001 01 1 I 1 1 0 11 2 683 0 03 0 03 0 001 10 1 1 1 1 0 15 1 783 0 02 0 02 0 001 01 1 1 1 1 0 11 2 700 0 03 0 03 0 001 10 1 1 1 1 0 15 1 800 0 02 0 02 0 001 01 1 1 1 1 0 11 2 717 0 03 0 03 0 001 10 1 1 1 1 0 15 1 817 0 02 0 02 0 001 01 1 i 1 1 0 11 2 733 0 03 0 03 0 001 to 1 1 1 1 0 15 1 833 0 02 0 02 0 001 01 1 1 1 1 0 11 2 7 50 0 03 0 03 0 001 10 1 1 1 1 0 15 1 850 0 02 0 02 0 001 OI 1 1 1 1 0 11 2 767 0 03 0 03 0 001 to 1 1 1 1 0 16 1 8 67 0 02 0 02 0 001 01 1 1 1 1 0 12 2 783 0 03 0 03 0 001 10 1 1 1 I 0 16 1 883 0 02 0 02 0 001 01 1 1 1 1 0 12 2 BOO 0 03 0 03 0 001 10 1 1 1 1 0 16 1 900 0 02 0 02 0 001 01 1 1 1 1 0 12 2 817 0 04 0 03 0 001 10 1 1 1 1 0 16 1 917 0 02 0 02 0 001 01 1 1 1 1 0 12 2 833 0 04 0 03 0 001 10 1 1 1 1 0 16 1 933 0 03 0 02 0 001 01 1 1 1 1 0 12 2 B50 0 04 0 03 0 001 10 1 1 1 1 0 16 1 950 0 03 0 02 0 001 10 1 1 1 1 0 12 2 8 67 0 04 0 03 0 001 (0 I I 1 ( 0 1 6 1 967 0 03 0 02 0 001 10 1 1 1 1 0 12 2 883 0 04 0 03 0 001 10 1 1 1 1 0 16 1 963 0 03 0 02 0 001 10 1 1 1 1 0 12 2 900 0 04 0 03 0 001 10 1 1 1 1 0 17 ATTACHMENT C ATTACHMENT C II II II fti fti fti fti fti II fti fti ftl I J i I I J 11 I i HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA 2 917 0 04 0 03 0 001 10 1 1 1 1 0 17 3 B33 0 11 0 07 0 002 1 01 1 1 1 0 36 2 933 0 04 0 03 0 001 |o 1 1 1 1 0 17 3 850 0 11 0 07 0 002 1 01 1 1 1 0 37 2 950 0 04 0 03 0 001 10 1 1 1 1 0 17 3 867 0 12 0 07 0 002 1 01 1 1 t 0 38 2 967 0 04 0 03 0 001 10 1 1 1 1 0 17 3 B83 0 13 0 08 0 002 1 0 I 1 1 1 0 39 2 983 0 04 0 03 0 001 10 1 1 1 1 0 17 3 900 0 14 0 08 0 002 1 0 I 1 1 1 0 41 3 000 0 04 0 03 0 001 10 1 1 1 1 0 17 3 917 0 16 0 OB 0 002 1 0 I 1 1 1 0 43 3 017 0 04 0 03 0 001 10 1 1 1 1 0 17 3 933 0 17 0 09 0 002 toil 1 1 0 45 3 033 0 04 0 03 0 001 10 1 1 1 1 0 18 3 950 0 19 0 09 0 002 IOI 1 1 0 47 3 050 0 04 0 03 0 001 (O 1 j 1 1 0 18 3 967 0 20 0 10 0 002 IOI 1 1 0 50 3 067 0 04 0 04 0 001 10 1 1 1 1 0 18 3 983 0 22 0 10 0 003 1 0 II 1 ( 0 53 3 083 0 04 0 04 0 001 10 1 1 1 1 0 18 4 000 0 24 0 11 0 003 1 0 1 I 1 1 0 56 3 100 0 04 0 04 0 001 10 1 1 1 1 0 IS 4 017 0 36 0 12 0 003 IOI II 1 0 61 3 117 0 04 0 04 0 001 10 1 1 1 1 0 18 4 033 0 49 0 14 0 003 IOI II 1 0 70 3 133 0 04 0 04 0 001 10 1 1 1 1 0 19 4 050 0 61 0 16 0 004 IOI 1 1 I 0 Bl 3 150 0 04 0 04 0 001 10 1 1 1 1 0 19 4 067 0 74 0 19 0 005 1 0 1 { I 0 95 3 167 0 04 0 04 0 001 10 1 1 1 1 0 19 4 083 0 59 0 20 0 005 1 0 1 11 1 08 3 133 0 04 0 04 0 001 10 1 1 1 1 0 19 4 100 0 44 0 20 0 006 1 0 II 1 1 16 3 200 0 04 0 04 0 001 10 1 1 1 1 0 19 4 117 0 29 0 20 0 006 1 oil ] 1 21 3 217 0 05 0 04 0 001 10 1 1 1 1 0 20 4 133 0 14 0 20 0 006 IIO 1 1 1 21 3 233 0 05 0 04 0 001 IOI 1 1 1 1 0 20 4 150 0 12 0 20 0 006 IIO 1 1 1 20 3 250 0 05 0 04 0 001 IOI 1 1 1 1 0 20 4 167 0 11 0 20 0 006 IIO 1 1 1 18 3 267 0 05 0 04 0 001 IOI 1 1 1 1 0 20 4 183 0 10 0 20 0 006 IIO 1 ( 1 15 3 283 0 05 0 04 0 001 IOI 1 1 1 1 0 20 4 200 0 09 0 20 0 006 IIO 1 1 1 12 3 300 0 05 0 04 0 001 IOI 1 1 1 1 0 21 4 217 0 09 0 20 0 005 IIO 1 I 1 09 3 317 0 05 0 04 0 001 IOI 1 1 1 1 0 21 4 233 0 08 0 20 0 005 110 1 1 1 06 3 333 0 05 0 04 0 001 IOI I 1 1 1 0 21 4 250 0 08 0 20 0 005 IIO 1 1 1 03 3 350 0 05 0 04 0 001 IOI 1 1 1 1 0 21 4 267 0 07 0 20 0 005 IIO 1 t 1 00 3 367 0 05 0 04 0 001 IOI 1 1 1 1 0 22 4 283 0 07 0 19 0 005 Ito 1 1 0 96 3 383 0 05 0 04 0 001 IOI 1 1 1 1 0 22 4 300 0 07 0 18 0 005 1 I 01 1 ( 0 93 3 400 0 05 0 04 0 001 IOI 1 1 1 1 0 22 4 317 0 06 0 IB 0 004 1 I 01 1 1 0 90 3 417 0 05 0 04 0 001 IOI 1 1 1 1 0 22 4 333 0 06 0 17 0 004 1 I 01 1 1 0 87 3 433 0 06 0 04 0 001 IOI 1 1 1 1 0 23 4 350 0 06 0 16 0 004 1 I 01 1 i 0 84 3 450 0 06 0 05 0 001 IOI 1 1 1 1 0 23 4 3 67 0 06 0 16 0 004 110 1 1 1 0 81 3 4 67 0 06 0 05 0 001 IOI 1 1 1 1 0 23 4 383 0 05 0 15 0 004 IIOI 1 1 0 78 3 483 0 06 0 05 0 001 10 1 1 1 1 0 24 4 400 0 05 0 15 0 004 IIOI 1 1 0 75 3 500 0 06 0 05 0 001 10 1 1 1 1 0 24 4 417 0 05 0 14 0 004 IIOI 1 1 0 73 3 517 0 06 0 05 0 001 10 1 1 1 1 0 24 4 433 0 05 0 14 0 004 IIOI 1 1 0 70 3 533 0 06 0 05 0 001 10 1 1 1 1 0 25 4 4 50 0 05 0 13 0 003 IIOI 1 1 0 68 3 550 0 06 0 05 0 001 10 1 1 1 1 0 25 4 4 67 0 05 0 13 0 003 IIOI 1 1 0 65 3 567 0 06 0 05 0 001 10 1 1 1 1 0 26 4 483 0 05 0 12 0 003 IIOI 1 1 0 63 3 583 0 07 0 05 0 001 10 1 1 1 1 0 26 4 500 0 04 0 12 0 003 IIOI 1 1 0 61 3 600 0 07 0 05 0 001 10 1 1 1 1 0 26 4 517 0 04 0 12 0 003 II 0 1 1 1 0 59 3 617 0 07 0 05 0 001 10 1 1 1 1 0 27 4 533 0 04 0 11 0 003 II 0 1 1 1 0 57 3 633 0 07 0 05 0 001 1 01 1 1 1 1 0 27 4 550 0 04 0 11 0 003 IIOI 1 1 0 55 3 650 0 07 0 05 0 001 1 01 1 1 1 1 0 28 4 567 0 04 0 10 0 003 11 0 1 1 1 0 53 3 667 0 08 0 06 0 001 1 01 1 1 1 1 0 28 4 583 0 04 0 10 0 003 IIOI 1 [ 0 52 3 683 0 08 0 06 0 001 1 01 1 1 1 1 0 29 4 600 0 04 0 10 0 002 IIOI 1 1 0 50 3 700 0 08 0 06 0 001 1 01 1 1 1 i 0 29 4 617 0 04 0 09 0 002 II 0 1 1 I 0 48 3 717 0 08 0 06 0 002 1 01 1 1 1 1 0 30 4 633 0 04 0 09 0 002 1 I 0 1 1 1 0 47 3 733 0 08 0 06 0 002 1 01 1 1 1 1 0 31 4 650 0 04 0 09 0 002 IIOI 1 j 0 45 3 750 0 09 0 06 0 002 1 01 1 1 1 1 0 31 4 667 0 04 0 09 0 002 1 I 0 1 1 1 0 44 3 7 67 0 09 0 06 0 002 1 01 1 1 1 1 0 32 4 683 0 04 0 oe 0 002 11 0 1 1 1 0 43 3 783 0 10 0 06 0 002 10 11 1 1 1 u 33 4 700 0 03 0 08 0 002 1 I 0 1 1 1 0 41 3 800 0 10 0 07 0 002 1 O I 1 1 ; 1 0 34 4 717 0 03 0 08 0 002 II 0 1 1 1 0 40 3 817 0 10 0 07 0 002 10 11 1 1 1 0 35 4 733 0 03 0 08 0 002 1 I 0 1 1 1 0 39 ATTACHMENT C ATTACHMENT C I i I i fti fti fti fti fti ftl I i • i HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA 4 750 0 03 0 07 0 002 IIOI 1 1 1 0 38 5 667 0 02 0 02 0 001 10 1 1 1 1 0 12 4 7 67 0 03 0 07 0 002 IIOI 1 1 1 0 37 5 683 0 02 0 02 0 001 10 1 1 1 1 0 12 4 783 0 03 0 07 0 002 11 0 1 1 1 1 0 35 5 700 0 02 0 02 0 001 10 1 1 1 1 0 12 4 900 0 03 0 07 0 002 IIO 1 1 1 1 0 34 5 717 0 02 0 02 0 001 10 1 1 1 1 0 12 4 817 0 03 0 07 0 002 IIO 1 1 1 1 0 33 5 733 0 02 0 02 0 001 10 1 1 1 1 0 12 4 833 0 03 0 06 0 002 IIO I 1 1 1 0 33 5 750 0 02 0 02 0 001 10 1 1 1 1 0 12 4 850 0 03 0 06 0 002 IIO 1 1 1 1 0 32 5 7 67 0 02 0 02 0 001 0 1 1 1 1 0 12 4 8 67 0 03 0 06 0 002 IIO 1 1 1 1 0 31 5 783 0 02 0 02 0 001 o 1 1 1 1 0 12 4 883 0 03 0 06 0 001 1 10 1 1 1 1 0 30 5 800 0 02 0 02 0 001 0 1 1 1 1 0 11 4 900 0 03 0 06 0 001 IIO 1 1 1 1 0 29 5 817 0 02 0 02 0 001 O 1 1 1 1 0 11 4 917 0 03 0 06 0 001 IIO 1 1 1 1 0 28 5 833 0 02 0 02 0 001 0 1 1 1 1 0 11 4 933 0 03 0 05 0 001 IIO 1 1 1 1 0 28 5 850 0 02 0 02 0 001 0 1 1 1 1 0 11 4 950 0 03 0 05 0 001 IIO 1 1 1 1 0 27 5 867 0 02 0 02 0 001 0 1 1 1 1 0 11 4 9 67 0 03 0 05 0 001 110 1 1 1 1 0 26 5 883 0 02 0 02 0 001 0 1 1 1 1 9 11 4 983 0 03 0 05 0 001 IIO 1 1 1 1 0 26 5 900 0 02 0 02 0 001 0 1 1 1 1 0 11 5 000 0 03 0 05 0 001 IIO 1 1 1 1 0 25 5 917 0 02 0 02 0 001 0 1 1 1 1 0 11 5 017 0 03 0 05 0 001 IIO 1 1 1 1 0 24 5 933 0 02 0 02 0 001 0 1 1 1 1 0 11 5 033 0 03 0 05 0 001 IIO 1 1 1 1 0 24 5 950 0 02 0 02 0 001 0 1 1 1 1 0 10 5 050 0 03 0 05 0 001 10 1 1 1 1 0 23 5 967 0 02 0 02 0 001 0 1 1 1 1 0 10 5 0 67 0 03 0 04 0 001 10 1 1 1 1 0 23 5 983 0 02 0 02 0 001 o 1 1 1 1 0 10 5 083 0 03 0 04 0 001 10 1 1 1 1 0 22 6 000 0 02 0 02 0 001 0 1 1 1 1 0 10 5 100 0 03 0 04 0 001 10 1 1 1 1 0 22 6 017 0 02 0 02 0 001 0 1 1 1 1 0 10 5 117 0 03 0 04 0 001 10 1 1 1 1 0 21 6 033 0 02 0 02 0 001 0 1 1 1 1 0 10 5 133 0 02 0 04 0 001 10 1 1 1 1 0 21 6 050 0 02 0 02 0 000 0 1 1 1 1 0 10 5 150 0 02 0 04 0 001 10 1 1 1 1 0 20 6 0 67 0 02 0 02 0 000 0 1 1 1 1 0 10 5 167 0 02 0 04 0 001 IO 1 1 1 1 0 20 6 083 0 00 0 02 0 000 0 1 1 1 1 0 10 5 183 0 02 0 04 0 001 10 1 1 1 1 0 20 6 100 0 00 0 02 0 000 o 1 1 1 1 0 09 5 200 0 02 0 04 0 001 10 1 1 1 1 0 19 6 117 0 00 0 02 0 000 0 1 1 1 1 0 09 5 217 0 02 0 04 0 001 10 1 1 1 1 0 19 6 133 0 00 0 02 0 000 0 1 1 1 1 0 08 5 233 0 02 0 04 0 001 10 1 1 1 1 0 18 6 150 0 00 0 02 0 000 0 1 1 1 1 0 08 5 250 0 02 0 04 0 001 10 1 1 1 1 0 18 6 167 0 00 0 01 0 000 0 1 1 1 1 0 07 5 267 0 02 0 03 0 001 10 1 1 1 1 0 18 6 183 0 00 0 01 0 000 0 1 1 1 1 0 07 5 283 0 02 0 03 0 001 10 1 1 1 1 0 17 6 200 0 00 0 01 0 000 0 1 1 1 1 0 07 5 300 0 02 0 03 0 001 10 1 1 1 1 0 17 6 217 0 00 0 01 0 000 0 1 1 1 1 0 06 5 317 0 02 0 03 0 001 10 1 1 1 1 0 17 6 233 0 00 0 01 0 000 0 1 1 1 1 0 06 5 333 0 02 0 03 0 001 10 1 1 1 1 0 17 6 250 0 00 0 01 0 000 o 1 1 1 1 0 06 5 350 0 02 0 03 0 001 10 1 1 1 1 0 16 6 267 0 00 0 01 0 000 0 1 1 1 1 0 05 S 367 0 02 0 03 0 001 lO 1 1 1 1 0 16 6 283 0 00 0 01 0 OOQ 0 I 1 1 1 0 05 5 383 0 02 0 03 0 001 10 1 1 1 1 0 16 6 300 0 00 0 01 0 000 0 1 1 1 1 0 05 5 400 0 02 0 03 0 001 10 1 1 1 1 0 16 6 317 0 00 0 01 0 000 0 I 1 1 1 0 04 5 417 0 02 0 03 0 001 10 1 1 1 1 0 15 6 333 0 00 0 01 0 000 0 1 1 1 1 0 04 5 433 0 02 0 03 0 001 10 1 1 1 1 0 15 6 350 0 00 0 01 0 000 0 1 1 1 1 0 04 5 450 0 02 0 03 0 001 10 1 1 1 1 0 15 6 367 0 00 0 01 0 000 0 1 1 1 1 0 04 5 4 67 0 02 0 03 0 001 10 i 1 1 1 0 15 6 383 0 00 0 01 0 000 0 1 1 1 1 0 04 5 483 0 02 0 03 0 001 10 1 1 1 1 0 14 6 400 0 00 0 01 0 000 0 1 1 1 1 0 03 5 500 0 02 0 03 0 001 10 1 1 1 1 0 14 6 417 0 00 0 01 0 000 0 1 1 1 1 0 03 5 517 0 02 0 03 0 001 10 1 1 1 1 0 14 6 433 0 00 0 01 0 000 0 1 1 1 1 0 03 5 533 0 02 0 03 0 001 10 1 1 1 1 0 14 6 450 0 00 0 01 0 000 0 1 1 1 1 0 03 5 550 0 02 0 03 0 001 10 1 1 1 1 0 14 6 4 67 0 00 0 01 0 000 0 I 1 1 1 0 03 5 5 67 0 02 0 03 0 001 10 1 1 1 1 0 13 6 483 0 00 0 01 0 000 0 1 1 1 1 0 03 5 583 0 02 0 03 0 001 10 1 1 1 1 0 13 6 500 0 00 0 00 0 000 0 1 1 1 1 0 02 5 600 0 02 0 03 0 001 10 1 1 1 1 0 13 6 517 0 00 0 00 0 000 0 1 1 1 1 0 02 5 617 0 02 0 03 0 001 10 1 1 1 1 0 13 6 533 0 00 0 00 0 000 0 1 1 1 1 0 02 5 633 0 02 0 03 0 001 10 1 1 1 1 0 13 6 550 0 00 0 00 0 000 0 1 1 1 1 0 02 5 650 0 02 0 02 0 001 10 1 1 1 1 0 13 6 5 67 0 00 0 00 0 000 0 1 1 1 1 0 02 ATTACHMENT C 27 ATTACHMENT C 28 i i I i I i I I I i i i { I I i I i I f I I III! HYDROLOGY STUDY US 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA 6 583 0 00 0 00 0 000 0 1 1 1 1 0.02 6 600 0 00 0 00 0 000 0 1 1 1 1 0.02 6 617 0 00 0 00 0 000 0 1 1 1 1 0.02 6 633 0 00 0 00 0 000 0 1 1 1 1 0.02 6 650 0 00 0 00 0 000 0 1 1 1 1 0.02 6 667 0 00 0 00 0 000 0 1 1 1 1 0.01 6 683 0 00 0 00 0 000 0 1 1 1 1 0.01 6 700 0 00 0 00 0 000 0 1 1 1 1 0.01 6 717 0 00 0 00 0 000 0 1 1 1 1 0.01 6 733 0 00 0 00 0 000 0 1 1 1 1 0.01 6 750 0 00 0 00 0 000 0 1 1 1 1 0.01 6 7 67 0 00 0 00 0 000 0 1 1 1 1 0.01 6 783 0 00 0 00 0 000 0 1 1 1 1 0.01 6 800 0 00 0 00 0 000 0 1 1 1 1 0.01 6 617 0 00 0 00 0 000 0 1 1 1 1 0.01 6 833 0 00 0 00 0 000 0 1 1 1 1 0.01 6 850 0 00 0 00 0 000 0 1 1 1 1 0.01 6 8 67 0 00 0 00 0 000 0 1 1 1 1 0.01 6 883 0 00 0 00 0 000 0 1 1 1 1 0.01 6 900 0 00 0 00 0 000 0 1 1 1 1 0.01 6 917 0 00 0 00 0 000 0 1 1 1 1 0.01 6 933 0 00 0 00 0 000 0 1 1 1 1 0.01 6 950 0 00 0 00 0 000 0 1 1 1 1 0.01 6 9 67 0 00 0 00 0 000 0 1 1 1 1 0.01 6 983 0 00 0 00 0 000 0 1 1 1 1 0.01 7 000 0 00 0 00 0 000 0 1 1 1 1 0.00 ... ***HYDROGRAPH DATA** .»....»...*....,.*,.*.... Number of intervals = Time interval = 1.0 Maximum/Peak flow rate Total volume = 0, 420 (Min.) 0.196 (CFS) 023 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Streara 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD. CALIFORNIA REMAINDER OF STUDY San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c11991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date; 12/10/08 Hydrology Study Control Inforraation Prograra License Serial Nuraber 6170 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.500 P6/P24 = 57.8^: San Diego hydrology raanual 'C values used Process from Point/Station 1.640 to Point/Station 2.22 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0.800 given for subarea Rainfall intensity (I) = 0.393(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 420,00 min. Rain intensity = 0.39(In/Hr) Total area = 0.131[Ac.) Total runoff = 0.196(CFS) Process from Point/Station **** CONFLUENCE OF MINOR STREAMS 1,640 to Point/Station Along Main Stream number; 1 in normal stream number Stream flow area = 0.131(Ac.) Runoff from this stream = 0.196(CFS) Time of concentration = 420.00 min. Rainfall intensity = 0.393(In/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 2.110 to Point/Station Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [ COMMERCIAL area type (General Commercial f Impervious value, Ai = 0,850 ATTACHMENT C ATTACHMENT C iiliiflflifflilitlliiiliiJ HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA Sub-Area C Value = 0.800 Initial subarea total flow distance = 50.000(Ft.) Highest elevation = b5.900(Ft.) Lowest elevation = 55.700(Ft.) Elevation difference = 0.200(Ft.) Slope = 0.400 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland fiow distance is 50.00 (Ft) for the top area slope value of 0.40 °, in a development type of General Coramercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.18 minutes TC = [ 1.8* (1. l-O* dis tance (Ft. 5) / [% slope^ (1/3)] TC = [ 1.8* (1.1-0.8 000)* ( 50.000".5)/( 0 .400" (1/3)] = 5.18 Rainfall intensity (I) = 6.694(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.800 Subarea runoff = 0.043(CFS) Total initial stream area = 0.008(Ac.) Process from Point/Station 2.210 to Point/Station '*** IRREGULAR CHANNEL FLOW TRAVEL TIME **** 0.091(CFS) 0.651(Ft/s) Estimated raean flow rate at midpoint of channel = Depth of flow = 0.068(Ft.), Average velocity = ******* Irregular Channel Data *********** Information entered for subchannel number 1 ; Point number 'X' coordinate 'Y' coordinate 1 0,00 0.10 2 3.00 0.00 3 6.00 0.10 Manning's 'N' friction factor = 0.016 Sub-Channel flow = 0.091(CFS) ' flow top width = 4.096(Ft.) • • velocity^ 0.651(Ft/s) ' ' area = 0.140 (Sq.Ft) ' ' Froude number = 0.621 Upstream point elevation = 55,700(Ft.} Downstream point elevation = 55.500(Ft.) Flow length = 45.000(Ft.) Travel time = 1.15 rain. Time of concentration = 6.33 rain. Depth of flow = 0.068(Ft,) Average velocity = 0.651(Ft/s) Total irregular channel flow = 0.091(CFS) Irregular channel normal depth above invert elev, = 0.068(Ft.) Average velocity of channel(s) = Q.651(Ft/s) Adding area flow to channel Rainfall intensity (I) = 5.881(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [ COMMERCIAL area type ) (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 Rainfall intensity = 5,881{In/Hr) for a 100,0 year storm Ef feetive runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 0.021 Subarea runoff = 0.079(CFS) for 0.018(Ac.) Total runoff = 0.122{CFS) Total area = 0.026(Ac. Depth of flow = 0.076(Ft.), Average velocity = 0.701(Ft/s) Process from Point/Station **** CONFLUENCE OF MINOR STREAMS 2.110 to Point/Station Along Main Stream number: Stream flow area = 0 Runoff from this streara = Time of concentration = Rainfall intensity = Summary of stream data; Stream Flow rate (CFS) 1 in normal stream number .026(Ac.) 0.122(CFS) 6.33 min. 5 . 881 (In/Hr) Rainfall Intensity (In/Hr) 0.196 0.122 1. 000 0. 067 420.00 6.33 .393 .881 000 000 000 ,000 0 .015 1 .000 0 .196) 0 .122) .196) .122) 0 .125 Total of 2 streams to confluence: Plow rates before confiuence point: 0.196 0.122 Maximum flow rates at confluence using above data: 0.204 0.125 Area of streams before confluence: 0.131 0.026 Results of confluence; Total flow rate = 0.204(CFS) Time of concentration = 420.000 min. Effective stream area after confluence = 0.157(Ac.) ATTACHMENT C ATTACHMENT C ff li fti fti ftjftjfti II il II II ll 11 li ii HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA Process from Point/Station 2.220 to Point/Station **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow = 0,067 (Ft.)~ Average velocity = 1.523(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.10 2 3.00 0.00 3 6.00 0,10 Manning's 'N' friction factor = 0.016 Sub-Channel flow = 0.204(CFS) • flow top width = 4.011(Ft,) ' ' velocity= 1.52 3 (Ft/s) ' ' area = 0.134(Sq.Ft) * ' Froude number = 1.468 Upstream point elevation = 55.500(Ft.) Downstream point elevation = 55.000 (Ft.) Flow length = 20.000(Pt.) Travel time = 0.22 min. Time of concentration = 420.22 min. Depth of flow = 0.067[Ft.) Average velocity = 1.523(Ft/s) Total irregular channel flow ^ 0.204(CFS) Irregular channel norraal depth above invert elev. = 0.067(Ft, Average velocity of channel(s) = 1.523(Ft/s) End of computations, total study area = 0.157 (Ac.) ATTACHMENT C HYDROLOGY STUDY MS 08-01: BLUE MINOR SUBDIVISION CITY OF CARLSBAD, CALIFORNIA APPENDIX D: HYDROLOGY STUDY EXHIBITS Please see the attached items.