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HomeMy WebLinkAboutCT 07-04; Bressi Ranch Medical Plaza Drainage; Bressi Ranch Medical Plaza Drainage Report; 2008-04-01«/ *\ -if 5 i t t t t t t t t t t FINAL DRAINAGE REPORT Pk Ou "x. '•— • Bressi Ranch Medical Plaza City of Carlsbad, CA April 23, 2008 Prepared For: Bressi Ranch Medical Plaza, LLC Prepared By: Paul D. Haaland, P.E. Job Number: 2591.02A iii11' IP FUSCOE \ V TABLE OF CONTENTS Section Introduction Existing and Proposed Draining Patterns Existing Drainage Patterns Proposed Drainage Patterns and Improvements Hydrology Criteria, Methodology, and Results Hydrology Criteria Hydrology Methodology Hydrology Results Hydraulic Criteria, Methodology, and Results Conclusion Appendix StormCAD Hydraulic Work Map StormCAD Output County of San Diego Hydrology Manual Excerpts Post Development Drainage Area Map Spillway Liner Calculations Page 1 2 2 2 3 3 3 4 5 6 INTRODUCTION This drainage report has been prepared for the Bressi Lot I commercial development. The site is located in the Bressi Ranch Industrial Area in the City of Carlsbad, California. The site is bound to the north by Town Garden Road, to the east by Metropolitan Street, and to the west by El Camino Real. The area to the south of the project is not a part of Bressi Ranch. See Figure 1 for the project vicinity map. The total site area consists of 1.95 acres. CITY OF OCEANSIDE CITY OF VISTA CITY OF ENCINITAS CITY OF SAN MARCOS rottf.'i 57. VICINITY MAP NOT TO SCALE Figure J: Project Vicinity Map FUSCOE ENGINEERING, INC. 6390 Greenwich Drive, Ste. 1 70 San Diego, CA 92122 1 of 6 FINAL DRAINAGE REPORT Bressi Ranch Medical Plaza April 2008 The developer proposes to construct one two (2) story building consisting of medical office condominiums, and a surface parking lot with the associated surface improvements and underground utilities. The Project's storm drain system will connect to existing storm drains built during construction of the master planned development. For this reason, existing condition flows will not be analyzed, but the proposed peak flow rates will be compared to the storm drain peak flows estimated for the project site. The purpose of this report is to provide runoff values for proposed conditions, provide supporting documentation for the drainage design, and determine the hydrologic impact, if any, to the existing storm drain system. Included in this report are: • Drainage area delineations and peak flow hydrology calculations using the rational procedure for applicable drainage areas. • Peak flow comparison to backbone studies. EXISTING AND PROPOSED DRAINAGE PATTERNS Existing Drainage Patterns Currently the site consists of mass graded pad with a gentle slopes draining towards an onsite desilting basin at the northeast corner of the site. The runoff sheetflows to the north and drains into a 24-inch storm drain stub that ties into the backbone Town Garden Road storm drain. Proposed Drainage Patterns and Improvements Site development will generally maintain existing drainage patterns. The parking lot will be graded to sheetflow to the east and drainage will be collected in a private storm drain system to tie into the 24-inch pipe at the northeast corner of the site. Infiltration trenches will be used for conveyance and water quality treatment of most of the onsite areas. Roof runoff will be discharged at grade and will be drained into the proposed Infiltration trenches. The clean drainage for the western half of the building will be collected FUSCOE ENGINEERING, INC. FINAL DRAINAGE REPORT 6390 Greenwich Drive, Ste. 1 70 2 of 6 Bressi Ranch Medical Plaza San Diego, CA 92122 April 2008 and conveyed to the proposed storm system. The drainage for the eastern half of the building will discharge underneath the curb in the parking lot. The parking lot will contain two parking landscaping islands, both of which are envisioned to be depressed landscaping areas for water quality purposes with intermittent 0-inch curbs. HYDROLOGY CRITERIA, METHODOLOGY, AND RESULTS Hydrology Criteria Table 1 summarizes the key hydrology assumptions and criteria used for the hydrologic modeling. Table 1: Hydrology Criteria Proposed Hydrology: Soil Type: Runoff coefficients (C): Time of Concentration (Tc): Rainfall intensity: 1 00-year storm frequency Hydrologic Soil Group D Subareas were calculated based on percent of Impervious and Pervious in relation to total area. C Calculations are located within the Appendix. Time of Concentration values were calculated using the FAA Equation, Kirpich Equation and Mannings Equations from the 2003 County of San Diego Hydroloay Manual. When calculating Tc, if the time was less than 5 minutes, a minimum of 5 minutes was used. Based on intensity duration frequency relationships presented in the 2003 County of San Diego Hydroloay Manual. Hydrology Methodology Hydrology calculations were completed for proposed conditions as site runoff is conveyed to existing backbone systems. Drainage areas were defined according to the proposed grading layout generated by our office, the sub-areas are shown on the Post Development Drainage Area Exhibit'm the Appendix. The Rational Method was used to determine the 1 00-year storm flow for the design of the storm system. The goal of the Rational Method analysis was to determine the peak flow rates for the project area by evaluating the contributing drainage area and applying the intensity-duration-frequency (IDF) curve to the sub-areas. FUSCOE ENGINEERING, INC. 6390 Greenwich Drive, Ste. 1 70 San Diego, CA 92122 3 of 6 FINAL DRAINAGE REPORT Bressi Ranch Medical Plaza April 2008 During the Time of Concentration calculations, the time that it would take for water to infiltrate into the sand filters was ignored to produce a more conservative, and practical number for design purposes. Hydrology Results The following tables show the results from the Rational Analysis. Calculation Sheets that break down each Sub-Area are located in the Appendix. Contributing Area C Sub-Area 1 0.38 Sub-Area 2 0.76 Sub-Area 3 0.85 Sub-Area 4 0.76 Sub-Area 5 0.50 Sub-Area 6 0.35 Area (ac.) Tc (min.) 0.28 7 0.72 5 0.32 5 0.32 5 0.27 5 0.04 5 Total Flow to Existing System (cfs) Total Bypass Flow (cfs) QIOO 0.63 4.04 2.01 1.79 1.00 0.10 8.57 1.00 Total flow to the existing system from Lot 1 is calculated to be 8.6 cfs. Emergency Spillway There is a proposed emergency spillway for the downstream basin. It will connect the basin to the driveway, which would eventually flow down to the street under large storm events. The proposed spillway is to be reinforced with a geofabric to ensure that the channel does not erode. The proposed spillway is within tolerances of the specified fabric for both velocity and shear stresses. Calculations are in the Appendix. FUSCOE ENGINEERING, INC. 6390 Greenwich Drive, Ste. 1 70 San Diego, CA 92122 4 of 6 FINAL DRAINAGE REPORT Bressi Ranch Medical Plaza April 2008 HYDRAULIC CRITERIA, METHODOLOGY, AND RESULTS Hydraulic Analysis was completed using rational analysis with StormCAD software package. Collection pipes were sized for the 100 year frequency storm event. Rainfall information was generated using the 2003 County of San Diego Hydrology Manual. During the 100 year storm event, we anticipate the infiltration trenches to be at capacity and to bypass to the most downstream infiltration trench located along the eastern property boundary. The basin will detain flows and a riser structure will accept runoff to drain to the existing backbone system. The riser structure is designed to have 0.5' freeboard to the top of the infiltration basin. Collection pipes that will convey runoff have been sized to meet the demands of the 1 00 year storm. The drainage channel located west of the building will convey the small amount of landscape runoff via brow ditch to the Type F inlet located southwest of the building. Due to the small amount of water being conveyed a minimum slope of 0.6% was used for this concrete drainage channel. Subdrains from the proposed wall will connect into the proposed Type F inlets located on either side of the proposed wall. Due to the fact that site is the most upstream point for the backbone system, a starting HGL was not assumed for the system. A free outfall condition was assumed. Pipe network data and output is included in the Appendix. FUSCOE ENGINEERING, INC. FINAL DRAINAGE REPORT 6390 Greenwich Drive, Ste. 1 70 5 of 6 Bressi Ranch Medical Plaza San Diego, CA 92122 April 2008 CONCLUSION This drainage report has been prepared in support of the Grading and Improvement plans for the Bressi Lot 1 project. The purpose of this report is to provide peak discharges for use in designing the private storm drain system for the project and to verify that the proposed peak flow rates do not cause downstream impacts. As shown in the Preliminary Drainage Report, October 2007 by Project Design Consultants, the previously approved allowable Q value for the proposed site is 8.8 cfs. The proposed runoff to the existing system is calculated to be 8.6 cfs. The hydrology results indicate that the peak flow from the developed site is less than that was anticipated during the backbone drainage studies, therefore there is no adverse impact downstream. FU5COE ENGINEERING, INC. FINAL DRAINAGE REPORT 6390 Greenwich Drive, Ste. 1 70 6 of 6 Bressi Ranch Medical Plaza San Diego, CA 92122 April 2008 APPENDIX f USCOE COMPUTATION SHEET : RATIONAL COEFFICIENT (C) PROJECT: BRESSI RANCH MEDICAL PLAZA Sub-Area 1 DATE: 2.25.08 BY: ZRP CHECKED BY: PH REVISION: SOIL GROUP D LAND USE DESCRIPTION Pervious Landscaping Impervious C/CN (A) 0.35 0.90 % OR AREA ACRE (B) 0.22 PRODUCT (A*B) (C) 0.08 TOTALS: C (weighted) = Total (C) = Total (B) 0.08 UseC= 0.35 FUSCOE Sub-Area 2 COMPUTATION SHEET : RATIONAL COEFFICIENT (C) PROJECT: BRESSI RANCH MEDICAL PLAZA DATE: 2.25.08 BY: ZRP CHECKED BY: PH REVISION: SOIL GROUP D LAND USE DESCRIPTION Pervious Landscaping Impervious C/CN (A) 0.35 0.90 % OR AREA ACRE (B) 0.15 0.56 PRODUCT (A*B) (C) 0.05 0.51 TOTALS: C (weighted) = Total (C) = Total (B) 0.56 UseC= 0.78 ijjl l FUSCOE Sub-Area 3 COMPUTATION SHEET : RATIONAL COEFFICIENT (C) PROJECT: BRESSI RANCH MEDICAL PLAZA DATE: 2.25.08 BY: ZRP CHECKED BY: PH REVISION: SOIL GROUP D LAND USE DESCRIPTION Pervious Landscaping Impervious C/CN (A) 0.35 0.90 % OR AREA ACRE (B) 0.01 0.31 PRODUCT (A*B) (C) 0.00 0.28 TOTALS: C (weighted) = Total (C) = Total (B) 0.28 UseC= 0.88 FUSCOE COMPUTATION SHEET : RATIONAL COEFFICIENT (C) PROJECT: BRESSI RANCH MEDICAL PLAZA Sub-Area 4 DATE: 2.25.08 BY: ZRP CHECKED BY: PH REVISION: SOIL GROUP D LAND USE DESCRIPTION Pervious Landscaping Impervious C/CN (A) 0.35 0.90 % OR AREA ACRE (B) 0.07 0.25 PRODUCT (A*B) (C) 0.02 0.22 TOTALS: C (weighted) = Total (C) = Total (B) 0.25 UseC= 0.78 FUSCOEu [ H 6 I N I t I I K C Sub-Area 5 COMPUTATION SHEET : RATIONAL COEFFICIENT (C) PROJECT: BRESSI RANCH MEDICAL PLAZ/»DATE: 2.25.08 BY: ZRP CHECKED BY: PH REVISION: SOIL GROUP D LAND USE DESCRIPTION Pervious Landscaping Impervious C/CN (A) 0.35 0.90 % OR AREA ACRE (B) 0.20 0.08 PRODUCT (A*B) (C) 0.07 0.07 TOTALS: C (weighted) = Total (C) = Total (B) 0.14 UseC= 0.51 FUSCOE COMPUTATION SHEET : RATIONAL COEFFICIENT (C) I I H 6 PROJECT: BRESSI RANCH MEDICAL PLAZA Sub-Area 6 DATE: 2.25.08 BY: ZRP CHECKED BY: PH REVISION: SOIL GROUP D LAND USE DESCRIPTION Pervious Landscaping Impervious C/CN (A) 0.35 0.90 % OR AREA ACRE (B) 0.04 0.00 PRODUCT (A*B) (C) 0.01 TOTALS: C (weighted) = Total (C) = Total (B) 0.01 UseC = 0.35 FUSCOE I N B 1 • I I I I N t 6390 Greenwich Drive, Suite 1 70 Son Diego, California 92122 lei 858.554 1500 ° fox 858.597.0335 wwwfuseoeeom Basin/Subarea #1 COMPUTATION SHEET : TIME OF CONCENTRATION (Tc) PROJECT: BRESSI RANCH MEDICAL PLAZA CITY OF CARLSBAD, CA DATE: 2.25.08 BY: ZRP CHECKED BY: PH SHEET NO.: REVISION: Overland Flow (Ti) - FAA (1 965) Element O.P. DU/Ac (or less) Runoff Coefficient (C) Watercourse Distance (ft) Overland Slope (%) Max. Length (ft) Ti (min) Commercial 0.35 30 2.0 70 5.87 Channel Flow (Tt) - Kirpich (1940) Segment Length (ft) AE(ft) Tt (min) AB 15 7 0.08 Infiltration Basin Infiltration Rate for Filter (ft/s) Depth of Filter (ft) Tt (min) EL min Concentrated Flow - Mannings Equation Segment BC Cross Sectional Flow Area, a (ft Wetted Perimeter, pw (ft) Hydraulic Radius, r=a/pw (ft) Channel Slope, s (ft/ft) Mannings Coeff, n Velocity (ft/s) Flow Length (ft) Tt (min) 1.57 3.14 0.5 0.005 0.013 5.11 275 0.90 * If Tc is less than 5 min, a min of 5 min is used in calculations _ T, =11 .9 x V V =1.49 x r3 x ?f|i FUSCOE 6390 Greenwich Driva, Suite 1 70 San Diego, California 92122 tel 858 554.1500 = fax 858.597.0335 www.fuscoe.com Basin/Subarea #2 COMPUTATION SHEET : TIME OF CONCENTRATION (Tc) PROJECT: BRESSI RANCH MEDICAL PLAZA CITY OF CARLSBAD, CA DATE: 2.25.08 BY: ZRP CHECKED BY: PH SHEET NO.: REVISION: 1 Overland Flow (Ti) - FAA (1965) Element O.P. DU/Ac (or less) Runoff Coefficient (C) Watercourse Distance (ft) Overland Slope (%) Max. Length (ft) Ti (min) Commercial 0.78 37 2.0 70 2.78 1.8(|.1-CX/Z> Channel Flow (Tt) - Kirpich (1940) Segment Length (ft) AE(ft) Tt (min) AB 31 7 0.19 BC 148 4 1.47 T. =11 .9 x AE Concentrated Flow - Mannings Equation Segment AB Cross Sectional Flow Area, a (ft ) Wetted Perimeter, pw (ft) Hydraulic Radius, r=a/pw (ft) Channel Slope, s (ft/ft) Mannings Coeff, n Velocity (ft/s) Flow Length (ft) Tt (min) 0 0.00 0.00 V =1.49 x r3 x *J7 Infiltration Basin Infiltration Rate for Filter (ft/s) Depth of Filter (ft) Tt (min) 0.000173 3 289.0 Ic (mm) * If Tc is less than 5 min, a min of 5 min is used in calculations HP FUSCOE 6390 Greenwich Drive, Suite 1 70 San Diego, California 92122 telBSB 554 1500 ° fax 858 597.0335 Basin/Subarea #3 COMPUTATION SHEET : TIME OF CONCENTRATION (Tc) PROJECT: BRESSI RANCH MEDICAL PLAZA CITY OF CARLSBAD, CA Overland Flow (Ti) - FAA (1965) Element DU/Ac (or less) Runoff Coefficient (C) Watercourse Distance (ft) Overland Slope (%) Max. Length (ft) Ti (min) O.P. Commercial 0.00 Channel Flow (Tt) - Kirpich (1940) Segment Length (ft) AE(ft) Tt (min) AB 134 5 1.20 Concentrated Flow - Mannings Equation Segment AB Cross Sectional Flow Area, a (ft2) Wetted Perimeter, pw (ft) Hydraulic Radius, r=a/pw (ft) Channel Slope, s (ft/ft) Mannings Coeff, n Velocity (ft/s) Flow Length (ft) Tt (min) 0 0.00 0.00 Infiltration Basin Infiltration Rate for Filter (ft/s) Depth of Filter (ft) Tt (min) 0.000173 3 289.0 Ic (mm) * If Tc is less than 5 min, a min of 5 min is used in calculations DATE: 2.25.08 BY: ZRP CHECKED BY: PH SHEET NO.: REVISION: __ 1.8(1. 1- T -•*• t 11 .9x V =1.49 x IP FUSCOE COMPUTATION SHEET : TIME OF CONCENTRATION (Tc) II C I • San Diego, Californ.o 92122 101858554.1500 « fax 858.597.0335 www.fuscoe.com PROJECT: Basin/Subarea #4 Overland Flow (Ti) - FAA (1965) Element DU/Ac (or less) Runoff Coefficient (C) Watercourse Distance (ft) Overland Slope (%) Max. Length (ft) Ti (min) O.P. Commercial 0.00 Channel Flow (Tt) - Kirpich (1940) Segment Length (ft) AE(ft) Tt (min) AB 147 7 1.18 Concentrated Flow - Mannings Equation Segment AB Cross Sectional Flow Area, a (ft ) Wetted Perimeter, pw (ft) Hydraulic Radius, r=a/pw (ft) Channel Slope, s (ft/ft) Mannings Coeff, n Velocity (ft/s) Flow Length (ft) Tt (min) 0 0.00 0.00 Infiltration Basin Infiltration Rate for Filter (ft/s) Depth of Filter (ft) Tt (min) 0.000173 3 289.0 Ic (mm) * If Tc is less than 5 min, a min of 5 min is used in calculations BRESSI RANCH MEDICAL PLAZA CITY OF CARLSBAD, CA _ T. =11 .9 x I3 A/? V =1.49 x r3 x DATE: 2.25.08 BY: ZRP CHECKED BY: PH SHEET NO.: REVISION: 1 |lfc FUSCOE 6390 Greenwich Driva, Suite I 70 Son Diego, California 92122 Basin/Subarea #5 COMPUTATION SHEET : TIME OF CONCENTRATION (Tc) PROJECT: BRESSI RANCH MEDICAL PLAZA CITY OF CARLSBAD, CA Overland Flow (TO - FAA (1965) Element DU/Ac (or less) Runoff Coefficient (C) Watercourse Distance (ft) Overland Slope (%) Max. Length (ft) Ti (min) O.P. Commercial Infiltration Bosin Infiltration Rate for Filter (ft/s) Depth of Filter (ft) Tt (min) |Tc (min) 0.00 Channel Flow (Tt) - Kirpich (1940) Segment Length (ft) AE (ft) Tt (min) AB 134 9 0.96 Concentrated Flow - Mannings Equation Segment AB Cross Sectional Flow Area, a (ft ) Wetted Perimeter, pw (ft) Hydraulic Radius, r=a/pw (ft) Channel Slope, s (ft/ft) Mannings Coeff, n Velocity (ft/s) Flow Length (ft) Tt (min) 0 0.00 0.00 DATE: 2.25.08 BY: ZRP CHECKED BY: PH SHEET NO.: REVISION: T, = T. =11 .9x V =1.49 x * If Tc is less than 5 min, a min of 5 min is used in calculations IP FUSCOE COMPUTATION SHEET : TIME OF CONCENTRATION (Tc) 6390 Greenwich Drive, Suite 1 70 Son Diego, Colifornio 92122 lei 858 554 1500 ° fox 358.597.0335 PROJECT: BRESSI RANCH MEDICAL PLAZA CITY OF CARLSBAD, CA Bosin/Subarea #6 Overland Flow (Ti) - FAA (1965) Element DU/Ac (or less) Runoff Coefficient (C) Watercourse Distance (ft) Overland Slope (%) Max. Length (ft) Ti (min) O.P. Commercial Channel Flow (Tt) - Kirpich (1940) Segment Length (ft) AE(ft) Tt (min) AB Infiltration Basin Infiltration Rate for Filter (ft/s) Depth of Filter (ft) Tt (min) Ic (mm) 0.00 12 4 0.08 Concentrated Flow - Mannings Equation Segment AB Cross Sectional Flow Area, a (ft Wetted Perimeter, pw (ft) Hydraulic Radius, r=a/pw (ft) Channel Slope, s (ft/ft) Mannings Coeff, n Velocity (ft/s) Flow Length (ft) Tt (min) 1.57 3.14 0.5 0.005 0.013 5.11 136 0.44 * If Tc is less than 5 min, a min of 5 min is used in calculations DATE: 2.25.08 BY: ZRP CHECKED BY: PH SHEET NO.: REVISION: 1 T. =11 .9x I3 AE V =1.49 xr3 x n Analysis Results Scenario: Base Title: Bressi Ranch Medical Plaza Project Engineer: Zubin Patrawala Project Date: 03/05/08 Comments: El Camino Real & Town Garden Road City of Carlsbad, CA V2.0 Scenario Summary Scenario Physical Properties Alternative Catchments Alternative System Flows Alternative Structure Headlosses Alternative Boundary Conditions Alternative Design Constraints Alternative Capital Cost Alternative User Data Alternative Base Physical Properties-Original Alt Base-Catchments Base-System Flows Base-Structure Headlosses Base-Boundary Conditions Base-Design Constraints Base-Capital Cost Base-User Data Network Inventory Number of Pipes - Circular Pipes: - Box Pipes: - Arch Pipes: - Vertical Elliptical Pipes: - Horizontal Elliptical Pipes: Number of Junctions Number of Outlets 9 9 0 0 0 0 3 1 Number of Inlets 6 - Grate Inlets: 0 - Curb Inlets: 0 - Combination Inlets: 0 - Slot Inlets: 0 - Grate Inlets in Ditch: 0 - Generic Inlets: 6 Circular Pipes Inventory 12 inch 18 inch Total Length 475.37 ft 132.05 ft 696.42 ft 24 inch 89.00 ft Generic Inlet Inventory Default 100%6 Title: Bressi Ranch Medical Plaza m:\..Aeng\h-h\bressi ranch medical plaza.stm 03/06/08 06:12:17 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Project Engineer: Zubin Patrawala StormCAD v5.6 [05.06.012.00] Page 1 Analysis Results Scenario: Base Inlet elements for network with outlet: O-1 Label 1-1 I-2 I-3 I-4 I-5 I-6 Label J-1 J-2 J-3 Label O-1 Inlet Total Total Total Bypass Capture Hydraulic Hydraulic Gravity Headloss System Intercepted Bypassed Target Efficiency Grade Grade Element Method Flow Flow Flow (%) Line In Line Out Headloss (cfs) (cfs) (cfs) (ft) (ft) (ft) Generic Default 100°/< 0.63 0.00 0.00 N/A 100.0 293.09 293.09 0.00 HEC-22 Generic Default 100°/< 0.68 0.00 0.00 N/A 100.0 292.81 292.76 0.06 HEC-22 Generic Default 100°/( 4.04 0.00 0.00 N/A 100.0 291.35 291.35 0.00 HEC-22 Generic Default 100°X 6.05 0.00 0.00 N/A 100.0 287.99 287.95 0.04 HEC-22 Generic Default 100°/! 1.79 0.00 0.00 N/A 100.0 284.78 284.78 0.00 HEC-22 Generic Default 100°/ 0.05 0.00 0.00 N/A 100.0 288.09 288.09 0.00 HEC-22 Junction elements for network with outlet: O-1 Hydraulic Hydraulic Gravity Headloss System System System System System System Grade Grade Element Method Additional Known Rational Intensity Flow Time CA Line In Line Out Headloss Flow Flow Flow (in/hr) (min) (acres) (ft) (ft) (ft) (cfs) (cfs) (cfs) 285.27 285.26 0.02 HEC-22 Energ 0.73 0.00 0.00 0.00 0.96 0.00 284.78 284.71 0.07 HEC-22 Energ 8.57 0.00 0.00 0.00 1.14 0.00 283.17 283.06 0.11 HEC-22 Energ 8.57 0.00 0.00 0.00 1.28 0.00 Outlet: O-1 Hydraulic Hydraulic Gravity System System System System System System Grade Grade Element Additional Known Rational Intensity Flow Time CA Line In Line Out Headloss Flow Flow Flow (in/hr) (min) (acres) (ft) (ft) (ft) (cfs) (cfs) (cfs) 266.27 266.27 0.00 8.57 0.00 0.00 0.00 1.36 0.00 Energ Energ Energ Energ Energ Energ Pipe elements for network with outlet: O-1 Label P-1 P-2 P-3 P-4 P-5 P-6 P-7 Section Section Length Number Constructed Energy Total Average Upstream Downstream Hydraulic Shape Size (ft) of Slope Slope System Velocity Invert Invert Grade Sections (ft/ft) (ft/ft) Flow (ft/s) Elevation Elevation Line In (cfs) (ft) (ft) (ft) Circular 12 inch 39.55 1 0.0050000.004806 0.63 3.22 292.76 292.56 293.09 Circular 12 inch 271.36 1 0.027131 0.026052 0.68 6.01 292.41 285.05 292.76 Circular 12 inch 59.00 1 0.019831 0.009113 0.73 5.49 284.90 283.73 285.26 Circular 18 inch 86.10 1 0.0163760.011163 8.57 9.84 283.58 282.17 284.71 Circular 24 inch 89.00 1 0.176966 0.127189 8.57 18.78 282.02 266.27 283.06 Circular 12 inch 67.92 1 0.0493230.030323 4.04 12.31 290.50 287.15 291.35 Circular 18 inch 45.95 1 0.0711640.069041 6.05 15.27 287.00 283.73 287.95 Hydraulic Grade Line Out (ft) 292.86 285.25 284.84 282.94 266.68 287.60 284.94 Title: Bressi Ranch Medical Plaza m:\..Aeng\h-h\bressi ranch medical plaza.stm 03/06/08 06:12:17 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Project Engineer: Zubin Patrawala StormCAD v5.6 [05.06.012.00] Page 2 Analysis Results Scenario: Base Pipe elements for network with outlet: O-1 Label Section Section Length Number Constructed Energy Total Average Upstream Downstream Hydraulic Hydraulic Shape Size (ft) of Slope Slope System Velocity Invert Invert Grade Grade Sections (ft/ft) (ft/ft) Flow (ft/s) Elevation Elevation Line In Line Out (cfs) (ft) (ft) (ft) (ft) P-8 Circular 12 inch 26.74 1 0.0100970.001437 1.79 5.54 284.00 283.73 284.78 284.78 P-9 Circular 12 inch 10.80 1 0.050000 0.039979 0.05 3.40 288.00 287.46 288.09 287.51 Title: Bressi Ranch Medical Plaza Project Engineer: Zubin Patrawala m:\..Aeng\h-h\bressi ranch medical plaza.stm StormCAD v5.6 [05.06.012.00] 03/06/08 06:12:17 PM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 3 Scenario: Base 1-1 I-2 ft P-2 Title: Bressi Ranch Medical Plaza m:\..Aeng\h-h\bressi ranch medical plaza.stm 03/06/08 11:05:15 AM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Project Engineer: Zubin Patrawala StormCAD v5.6 [05.06.012.00] Page 1 of 1 Profile Scenario: Base Profile: Main Trunk Line I1-O1 Scenario: Base 39.55ft 305.00 300.00 295.00 290.00 285.00 Elevation (ft) 280.00 275.00 270.00 0+00 1+00 2+00 3+00 4+00 5+00 265.00 6+00 Title: Bressi Ranch Medical Plaza m:\..Aeng\h-h\bressi ranch medical plaza.stm 03/06/08 06:10:54 PM Station (ft) © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Project Engineer: Zubin Patrawala StormCAD v5.6 [05.06.012.00] Page 1 of 1 Profile Scenario: Base Profile: Secondary Trunk Line Scenario: Base 300.00 295.00 290.00 Elevation (ft) PVC 285.00 = 0.0l0097ft/ft 0+00 1+00 280.00 2+00 Title: Bressi Ranch Medical Plaza m:\..Aeng\h-h\bressi ranch medical plaza.stm 03/06/08 06:11:20 PM Station (ft) © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Project Engineer: Zubin Patrawala StormCAD v5.6 [05.06.012.00] Page 1 of 1 Profile Scenario: Base Profile: Stub Scenario: Base =00"7 - CNJ CNJ eg i_: cn •"0"c ci cf o ^295.00 290.00 285.00 280.00 Elevation (ft) 275.00 270.00 0+00 1+00 2+00 265.00 3+00 Title: Bressi Ranch Medical Plaza m:\...\eng\h-h\bressi ranch medical plaza.stm 03/06/08 06:11:43PM Station (ft) © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Project Engineer: Zubin Patrawala StormCAD v5.6 [05.06.012.00] Page 1 of 1 - E Orange County County of San Diego Hydrology Manual Soil Hydrologic Groups Soil Groups Group A Group B Group C Group D Undetermined Data Unavailable SafiGIS We Have San Diego (Covered! THIS MAP IS PROVIDED WITHOUT WARRANTY OF ANY KIND. EfTMER EXPRESS OR WPUED. INCLUDING, BUT NOT LIMITED TO, THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE. CopyilgM SnOIS. AI Rtfib RM«nd. TNspraducliirayc n from (to SANDAQ Ritforal lrtom»tkjn Syidni iiMch eama ta ravraducxd ««lout t» wiltta ptmtelon of SANDAO. TNi product n»y oonUn Wonmlfai oMch tai taw m»nli«ad «M< pvinWOT granM by Thomw BnHhm Ita^ 303 Miles 10 1C 9<b 33W Riverside County \\ N\\V • X \ \ «? 32-451 32*30'32*30r County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 6 Hours Isopluvial (inches) DPW r^^rSanGIS 'c Havv. 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TN« product IM> oaMn Wbnwltai wHcli hn bMn mnduxd <«<p»nWon gnnM byTlwmi BraVwi Mip«. 3 Miles [North American Green • ECMDS Version 4.3 [4/3/2008 |08:45 AM |CO M PU T E D BY: Zubin Patrawala, P. E. NAME: BressiRanch Medical Plaza IPROJECTNO.: 2591.02A IFROM STATION/REACH: HYDRAULIC RESULTS |TO STATION/REACH:(DRAINAGE AREA: 1.95 Discharge fcfs] 9.0 Peak Flow Period (hrs) 2.0 Velocity (fps) 6.46 Area (sq. ft) 1.39 Hydraulic Radius(ft) 0.26 Normal Depth (ft) 0.30 [DESIGN FREQUENCY: 100 yr P300 (n=0.050) LINER RESULTS Not to Scale Reach Straight Matting Type Staple Pattern P300 Staple E Stability Analysis Vegetation Soil Vegetation Characteristics Phase 3 Class D Type Sod Density >=95% Fine Sand Permissible Shear Stress (psf) 7.00 2.000 Calculated Shear Stress (psf) 5.39 0.124 Safety Factor 1.30 16.09 Remarks STABLE STABLE