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Home My WebLink AboutSDP 00-16; PIRINEOS POINTE; HYDROLOGY STUDY; 2001-10-10SDP 00-16 DWG. No. 395-6A CARL ENGINEERING DESIGN GROUP ChIU1uaL Oft SIUC1UR.M.& A1CTLALCIMflS FOR RISCthIIM. & COMM CDOMM 2121 Montiel Road, San Marcos, California 92069 (760) 839-7302 • Fax: (760) 480-7477 • E-mail: ENGDG@aol.com HYDROLOGY STUDY PIRINEOS POINTE Job No: 002425-5 RECEIVED Nov 28 2001 ENGINEERING DEPARTMENT Project Name: PIRINEOS POINTE Date: 10-10-2001 Project Number: 002425-5 Page: Hi PROJECT: Pirineos Pointe, a proposed multi-unit development to be located on Pirineos Way, Carlsbad, CA 92008; APN: 216-200-2400 PROJECT SCOPE: Pirineos Pointe, is a proposed multi-unit development to be located on Pirineos Way, in the City of Carlsbad, CA. The lot is approximately one (1) acre in size. There is no off-site tributary sources and the majority of discharge will be collected on-site and carried via a new storm drain which will connect to the existing storm drain located at the end of the Pirineos Way cul-de-sac. Watershed less than 0.5 square mile - Multi Family Lot - Therefore, the rational method is utilized for this analysis. Q=CIA See below for the values of the variables utilized. MAIN TRUNK-LINE - C = 0.7 (Multi-Unit) = 6.59 (per sheet H15-H17) A = 0.9 ACRES (Conservative, actual area is 0.88 acres) Q = CIA = (0.7)(6.59)(0.9) = 4.15 CFS say 4.25 CFS Note: No Off-site Tributary Sources Note: This trunk-line has been calculated for the total discharge of the project site. CONCLUSION: The on-site storm drain shall consist of a 12" diameter PVC storm drain pipe at a 2.0% slope to outlet. (See Sheets H6-H7 for Computer Analysis) The trunk-line in the street shall consist of a 18" diameter R.C.P. Storm Drain Pipe at a 0.5% slope to the existing 24" diameter Storm Drain at the end of Pirineos Way. (See Sheets H8-H9 for Computer Analysis) MainfIIe on mainUOBS5 JOBSDRAlN00002425-5, CLUBB-HYDROLOGY STUOY.wpd Project Name: PIRINEOS POINTE Date: 10-10-2001 Project Number: 002425-5 Page: H2 AREA DRAIN SYSTEM (BUILDING 4) C= 0.7 1100 = 6.59 A = 0.15 ACRES (Area Al as indicated on Sheet H5, the largest tributary area with an area drain system) Q = CIA = (0.7)(6.59)(0.15) = 0.69 CFS say 1.00 CFS Note: No Off-site Tributary Sources CONCLUSION: The area drain system shall consist of 6" diameter SCH-40 storm drain pipe at a 2.0% slope to outlet. (See Sheets HIO-HI I for Computer Analysis) AREA DRAIN SYSTEM (BUILDING 3) CONCLUSION: The area for Building 3 is divided into two tributary areas (A7 and A8) which are both smaller than Area A4; therefore, the analysis for the area drain system above, is applicable for both systems at Building 3. The area drain system shall consist of 6" diameter SCH-40 storm drain pipe at a 2.0% slope to outlet. AREA DRAIN SYSTEM (BUILDING I and 2) CONCLUSION: The tributary areas for building 1 and 2 are divided into three areas (A2, A3 and A4) which are all smaller than Area A4; therefore, the analysis for the area drain system above, is applicable for Buildings I and 2. The area drain system shall consist of 6" diameter SCH- 40 storm drain pipe at a 2.0% slope to outlet. Note: The sum of all the areas are used to design the main trunk line on sheet HI. MainflIe on mainUOBS5 JOBSORAIN0O002425-5, CLUBB-HYDROLOGY STUDY.wpd Project Name: PIRINEOS POINTE Date: 10-10-2001 Project Number: 002425-5 Page: H3 The method used to treat the project storm water is volume based. The quantity of water at peak flow of a storm for a time period of 5 minutes has been calculated. PRE-DEVELOPMENT DURING 10 YEAR, 6 HOUR EVENT C = 0.45 (Undeveloped) 110 = 4.48 (per sheet H13-H14) A = 0.9 ACRES (Entire Area of Property) Q = CIA = (0.45)(4.48)(0.9) = 1.81 CFS Note: No Off-site Tributary Sources POST-DEVELOPMENT DURING 10 YEAR, 6 HOUR EVENT C = 0.70 (Completely Developed) = 4.48 (per sheet H13-H14) A = 0.9 ACRES (Entire Area of Property) Q = CIA = (0.7)(4.48)(0.9) = 2.82 CFS Note: No Off-site Tributary Sources CONCLUSION: The difference in Q between pre-development and post-development of the project site is computed to be 1.01 CFS. The post-development drainage retention system will require a 2500 gallon tank with a sump pump on a 6 hour delay (see sheet H4 for computation). The sump pump shall be a "MEYERS" C-IN203 (ref. Grainger catalog, pg 389) single phase 112 GPM @ 15' head, 9.3 amps, 2 inch diameter SCH40 discharge with glued joints, 1 HP pump. Pump to be a duplex pump system with alarm and emergency power backup to be designed by the project electrical engineer or pump contractor. MainfiIe on mainUOBS5 J08SDRAIN00002425-5, CLUBB-HYDROLOGY STUDY.wpd L...INGINEERING Job Name DESIGN GROUP UI.I3L , Job Address 2121 Montiel Road Job No. OO1.A1..' - Sheet No. San Marcos CA •92069 Office (760) 839.7302 By . Date 25 2.00 1 FAX (760) 480-7477 E-mail: ENGDG@aol.com ..........--....- ..-- .....-- ....---.- ------- ........................... to 9-O6LOPrlNT : C-F -- - O LOt .. ( .I'T -- ---- . -..-.----- ------ri-tM— -------ri—•------------ (oOh 3 rllp4 .. -rrr'(OF ri1i4 (uic -r r1lE Of 1D(Zri') . •301 'Fr" 6L 2'L(oC (frL • = ;2560 _(_.•• ----_-.---..... -Pp------ -t------ ---..------ -I- -. ........---.. . -. ........................I.... __)t.'LSOO __LLp1 .rkP.1<. . - . - •.• .:, ---.--..........- ---.. .-..---..----- - - . PIRINEOS POINTE Worksheet for Circular Channel Project Description Project File c:haestadfmw\clubb.fm2 Worksheet MAIN TRUNK-LINE Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 0.020000 ft/ft Diameter 12.00 in Discharge 4.25 cfs Results Depth 6.6 in Flow Area 0.44 ft2 Wetted Perimeter 1.67 ft Top Width 1.00 ft Critical Depth 0.87 ft Percent Full 54.90 Critical Slope 0.006238 ft/ft Velocity 9.62 ft/s Velocity Head 1.44 ft Specific Energy 1.99 ft Froude Number 2.55 Maximum Discharge 7.83 cfs Full Flow Capacity 7.28 cfs Full Flow Slope 0.006821 ft/ft Flow is supercritical. 10/10/01 FlowMaster v5.15 09:57:36 AM Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 PIRINEOS POINTE Rating Table for Circular Channel Project Description Project File c:\haestad\fmw\clubb.fm2 Worksheet MAIN TRUNK-LINE Flow Element Circular Channel Method Mannings Formula Solve For Channel Depth Constant Data Mannings Coefficient 0.009 Channel Slope 0.020000 ft/ft Diameter 12.00 in Input Data -------- Minimum Maximum Increment Discharge 4.00 4.25 0.05 cfs Rating Table Discharge Depth Velocity (cfs) (in) (ftls) 4.00 6.3 9.48 4.05 6.4 9.51 4.10 6.4 9.54 4.15 6.5 9.57 4.20 6.5 9.60 4.25 6.6 9.62 10/10/01 FlowMaster v5.15 09:57:25 AM Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 PIRINEOS POINTE Worksheet for Circular Channel Project Description Project File c:haestadfmw\clubb.fm2 Worksheet STREET LINE Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Diameter 18.00 in Discharge 4.25 cfs Results Depth 9.8 in Flow Area 0.98 ft2 Wetted Perimeter 2.48 ft Top Width 1.49 ft Critical Depth 0.79 ft Percent Full 54.22 Critical Slope 0.005496 ft/ft Velocity 4.34 ft/s Velocity Head 0.29 ft Specific Energy 1.11 ft Froude Number 0.95 Maximum Discharge 7.99 cfs Full Flow Capacity 7.43 cfs Full Flow Slope 0.001637 ft/ft Flow is subcritical. 07125101 S FlowMaster v5.15 02:37:43 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 PIRINEOS POINTE Rating Table for Circular Channel Project Description Project File c:\haestad\fmw\clubb.fm2 Worksheet STREET LINE Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Constant Data Mannings Coefficient 0.013 Diameter 18.00 in Discharge 4.25 cfs Input Data Minimum Maximum Increment Channel Slope 0.005000 0.01 0000 0.001000 ft/ft Rating Table Channel Slope Depth Velocity (ft/ft) (in) (ftls) 0.005000 9.8 4.34 0.006000 9.2 4.65 0.007000 8.8 4.93 0.008000 8.5 5.18 0.009000 8.2 5.41 0.010000 8.0 5.63 07/25/01 FlowMaster v5.15 02:37:51 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1686 Page 1 of I PIRINEOS POINTE Worksheet for Circular Channel Project Description Project File c:\haestad\fmw\clubb.fm2 Worksheet REAR AREA DRAIN SYSTEM Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 0.020000 ft/ft Diameter 6.00 in Discharge 1.00 cfs Results Depth 4.3 in Flow Area 0.15 ft2 Wetted Perimeter 1.02 ft Top Width 0.45 ft Critical Depth 0.47 ft Percent Full 72.30 Critical Slope 0.013167 ft/ft Velocity 6.58 ft/s Velocity Head 0.67 ft Specific Energy 1.03 ft Froude Number 1.99 Maximum Discharge 1.23 cfs Full Flow Capacity 1.15 cfs Full Flow Slope 0.015225 ft/ft Flow is supercritical. Hio 07/26/01 FowMaster v5.15 09:48:04 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 PIRINEOS POINTE Rating Table for Circular Channel Project Description Project File c:\haestad\fmw\clubb.fm2 Worksheet REAR AREA DRAIN SYSTEM Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Constant Data Mannings Coefficient 0.009 Diameter 6.00 in Discharge 1.00 cfs Input Data Minimum Maximum Increment Channel Slope 0.020000 0.030000 0.001000 ft/ft Rating Table Channel Slope Depth Velocity (ft/ft) (in) (ft/s) 0.020000 4.3 6.58 0.021000 4.3 6.72 0.022000 4.2 6.85 0.023000 4.1 6.98 0.024000 4.0 7.10 0.025000 4.0 7.22 0.026000 3.9 7.33 0.027000 3.9 7.45 0.028000 3.8 7.55 0.029000 3.8 7.66 0.030000 3.7 7.76 07/26/01 FlowMaster v5.15 09:48:18 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1668 Page 1 of 1 RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBAN) Land Use Residential: Single Family Multi-Units Mobile Homes Rural (lots greater than 1/2 acre) Commercial (2) 80% Impervious Industrial (2) 90% Impervious Coefficient. C Soil Group A .40 .45 .50 .55 .45 .50 .60 .70 .45 .50 .55 .65 .30 .35 .40 .45 .70 .75 .80 .85 .80 .85 .90 .95 NOTES: Soil Group maps are available at the offices of the Department of Public Works. ' Where actual conditions deviate significantly from the tabulated imperviousness values of 80% or 90%, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Consider commercial property on D soil group. Actual imperviousness = 50% Tabulated imperviousness = 80% Revised C = Q x 0.85 = 0.53. 80 IV-A-9 APPENDIX IX Updated 4/93