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Home My WebLink AboutCT 06-13; Tabata 10; Drainage Study; 2014-06-19DRAINAGE STUDY for TABATA 10 (CT 06-13) DWG 472-7C DWG 472-7D City of Carlsbad, California Prepared for: Lennar Homes- California Coastal Division 25 Enterprise Aliso Viejo, CA 92656 W.O. 2167-0125 June 19, 2014 Hunsaker & Associates San Diego, Inc. Alisa Vlalpando, R.C7E.# 47945 Hunsaker & Associates San Diego, Inc. to C) o Ul u <c QL. TB RA1203\Hy(l\REPORTS\HYD\1203_ DR- Tabata 10.doc W.O. 2580-1 10/18/2013 Tabata 10 Drainage Study TABLE OF CONTENTS SECTION Chapter 1 - Executive Summary 1.1 1.2 1.3 1.4 1.5 1.6 Chapter 2 2.1 2.2 2.3 2.4 Chapter 3 Chapter 4 Chapter 5 Chapter 6 Chapter 7 Introduction Summary of Existing Conditions Summary of Proposed Development Summary of Results Conclusion References Methodology - Rational Method Peak Flowrate II Determination (Ultimate Conditions) Desian Rainfall Determination 100-Year, 6-Hour Rainfall Isopluvial Map 100-Year, 24-Hour Rainfall Isopluvial Map Runoff Coefficient Determination Peak Intensity Determination Urban Watershed Overland Time of Flow Nomograph Natural Watershed Overland Time of Flow Nomograph Manning's Equation Nomograph San Diego County Intensity-Duration Design Chart Model Development Summary (from San Diego County Hydrology Manual) 100-Year Hydrologic Models (Existing, Proposed) III Inlet and Street Capacity Calculations IV Hydraulic Analysis and Rip Rap Sizing Detention Basin Analysis Hydrology Maps V VI Vll TB R:\1203\Hyd\REPORTS\HYDM203_DR-Tabata 10.doc W.O. 2580-1 10/18/2013 Tabata 10 Drainage Study Chapter 1 - EXECUTIVE SUMMARY 1.1 Introduction The proposed Tabata 10 project will consist of 26 detached single-family swelling units within a 10.41 acre site. The site is located within the City of Carlsbad, California and is bound by El Camino Real to the northeast, Camino Hills Drive to the northwest, and developed residential areas to the southwest and southeast. See Vicinity Map below. The proposed onsite improvements to the site will include construction of 26 residential homes along with public roads and associated utility improvements typical of a residential development. Work at the site will also include grading throughout and will include reconfiguration of the northem end of Camino Hills Drive. A linear basin along the northeastern boundary of the site adjacent to El Camino Real will be constructed for use as detention basin as well as a water quality and hydromodification feature. PROJECT SITE This report analyzes the existing and developed condition 100-year peak runoff rates from Tabata 10 and provides calculations relative to the improvements proposed to convey and attenuate all runoff from the site. Calculations will comply with City of TB R:\1203\Hy(I\REPORTS\HYDM203_DR-Tabata lO.doc W.O. 2580-1 10/18/2013 Tabata 10 Drainage Study Carlsbad Drainage and Storm Drain Standards and include peak flow determination and attenuation via detention, inlet calculations, street capacity calculations, storm drain hydraulics, and rip rap sizing needed for energy dissipation. Treatment of storm water runoff from the site has been addressed in a separate report titled Storm Water Management Plan (SWMP) for Tabata 10 prepared by Hunsaker & Associated San Diego, Inc. dated June 2014. Preparation of both the SWMP and this drainage study have been prepared concurrently and thus incorporate a coordinated and consistent effort to comply with City of Carlsbad Engineering Design Standards and Standard Urban Storm Water Management Plan (SUSMP) requirements. Per County of San Diego drainage criteria, the Modified Rational Method should be used to determine peak design flowrates when the contributing drainage area is less than 1.0 square mile. Since the total watershed area discharging from the site is less than 1.0 square mile, the AES-2010 computer software was used to model the runoff response per the Modified Rational Method. Methodology used for the computation of design rainfall events, runoff coefficients, and rainfall intensity values are consistent with criteria set forth in the "County of San Diego Drainage Design Manual." A more detailed explanation of methodology used for this analysis is listed in Chapter 2 of this report. 1.2 Summarv of Existing Conditions The existing site is vacant except for a portion of Camino Hills Drive along the northwest boundary which extends from Browning Road to El Camino Real. The site has been mass graded and slopes towards the northeastern boundary along El Camino Real with an approximate slope of 5%. A small hill also exists along the northwest boundary and peaks at an elevation of about 128 feet with a base of about 95 feet. Runoff along the northern portion of Camino Hills Drive drains towards and outlets into El Camino Real via two curb outlets. This runoff then drains south and is collected by an existing inlet located on El Camino Real. Approximately 1.24 acres at the western corner of the site drains towards an existing inlet located along Camino Hills Drive. Runoff from the residential areas located southwest and southeast of the site do not drain their runoff into the Tabata 10 site but instead towards their respective adjacent street. In addition, slope runoff collected by the existing brow ditch along the southwestern boundary is also directed away from the site through a 12" storm drain constructed per existing improvement plans (CT 83-25). Per the "2003 San Diego County Hydrology Manual", a runoff coefficient of 0.35 was selected to represent the current terrain found onsite. Peak flow data from the pre- developed site is summarized in Table 1 below. TB RA1203\HycHREPORTS\HYD\1203_DR-Tabata lO.doc W.O. 2580-1 10/18/2013 Tabata 10 Drainage Study Table 1 - Pre-Developed Conditions Discharge from the Tabata 10 Project Area Discharge Location Drainage Area (Ac) 100-Year Peak Flow (cfs) Northeastern Boundary (102) 8.57 13.29 Northern Corner (107) 1.04 3.03 Western Corner (112) 3.38 8.79 TOTAL 12.99 25.11 1.3 Summarv of Proposed Development Development of the site will include the construction of 26 single family residential homes and adjoining streets. The site will be accessible via Camino Hills Drive which will loop within the project area. Generally speaking, much of the existing drainage patterns will remain in the post development condition. The majority of the site will continue to drain towards the northeastern boundary ofthe site. Street runoff from the Camino Hills Drive loop will be collected with a single inlet placed at the sump location along the northern side of Camino Hills Drive and discharge into the proposed basin adjacent to El Camino Real. This basin will serve as detention to attenuate developed peak flows below the existing condition flows. Detention basin calculations are provided in Chapter 6 of this report. The basin will also include features to address water quality and hydromodification requirements per the City of Carlsbad SUSMP. Please refer to the Stomn Water Management Plan (SWMP) for Tabata 10 which includes detailed discussion and calculations related to all water quality and hydromodification mitigation being proposed for the Tabata 10 site. Peak flow runoff from each individual lot will drain towards the Camino Hills Drive loop where it will be channeled through the street towards the proposed sump inlet. Street capacity calculations are included in Chapter 4. The sump inlet length was determined per City of Carlsbad Engineering Design Standards with two cfs per lineal foot of opening. The proposed discharge point of runoff into the detention basin will include rip rap for energy dissipation. Storm drain hydraulics are included in Chapter 5 which determines the expected pipe water surface elevations and velocities based on a 100-year storm event. Per the "2003 San Diego County Hydrology Manual", runoff coefficients used for the post developed site were 0.35 for the vegetated slopes and 0.52 for the single family residential portion of the site. Peak flow data from the developed site is summarized in Table 2 below. TB R:\1203\Hyd\REPORTS\HYD\1203_DR-Tabata 10.doc W.O. 2580-1 10/18/2013 Tabata 10 Drainage Study Table 2 - Post-Developed Conditions Discharge from the Tabata 10 Project Area Discharge Location Drainage Area (Ac) 100-Year Peak Flow (cfs) Northern Corner (212)- Before Detention 9.57 17.53 Northern Corner (212) -After Detention 9.57 7.99 Existing Curb Outlet (222) 0.50 1.05 Slopes along El Camino Real (223) 0.82 1,31 Flows to exist. Inlets on Camino Hills Dr. 2.14 6.97 TOTAL 13.03 17.32* 'Cumulative flows using detained runoff from detention basin. 1.4 Summarv of Results Table 3 summarizes cumulative existing and post-developed condition drainage areas and resultant 100-year peak flow rates discharging from the Tabata 10 site. Per San Diego County rainfall isolpluvial maps, the design 100-year rainfall depth for the site area is 2.75 inches. Table 3 - Overall Developed Conditions Discharge from Tabata 10 Drainage Area (Ac) 100-Year Peak Flow (cfs) Existing Condition 12.99 25.11 Developed Condition 13.03* 17.32 DIFFERENCE + 0.04* -7.79 * = Area increase is from additional slope area at north corner of the site (upstream of trail). Peak flow rates listed above were generated based on criteria set forth in "San Diego County Hydrology Manual" (methodology presented in Chapter II of this report). Rational Method output is located in Chapter 3. As illustrated in Table 3 above, development ofthe Tabata 10 site including its proposed detention basin will result in a reduction of peak flow runoff compared with flows currently being generated by the site. In addition, the existing storm drain facilities such as curb outlets, pipes, and inlets were cross-checked to verify that their capacities were not compromised. It was confirmed that the revised flowrates to the existing infrastructure were not increased and thus, have adequate capacity. Calculations for the new onsite storm drain infrastructure were prepared for the Tabata 10 site and are included in Chapters 4 and 5 ofthis study. These calculations include street carrying-capacities, inlet sizing, pipe sizing, and rip rap design. Chapter 6 TB R:\1203\Hyd\REPORTS\HYDM203_OR-Tabata lO.doc W.O. 2580-1 10/18/2013 Tabata 10 Drainage Study includes the detention basin design and analysis. The basin design incorporated water quality and hydromodification features which are necessary to meet City of Carlsbad SUSMP and HMP requirements. Please refer to the Storm Water Management Plan (SWMP) for Tabata 10 for in depth discussion relative to the water quality and hydromodification measures being implemented on the site. Based on the analysis and calculations performed on the existing storm drain infrastructure and proposed improvements for the developed condition of the Tabata 10 site, development of the site as proposed on the Grading and Improvement Plans for Tabata 10 will not adversely impact the existing storm drain system and adequately convey onsite stormwater runoff downstream. 1.6 References "San Diego County Hydrology Manual", County of San Diego Department of Public Works - Flood Control Section; June 2003. 'Water Quality Plan for the San Diego Basin", California Regional Water Quality Control Board - San Diego Region, September 8, 1994. "Improvement Plans and Profiles Carlsbad Tract 83-25, Camino Hills", J Edwards Co.; March 1985. "City ofCarlsbad Engineering Standards", City of Carlsbad; 2004 Edition. "City of Carlsbad Standard Urban Storm Water Mitigation Plan", City of Carlsbad; April 2003. "Major Stormwater Management Plan for Tabata 10", Hunsaker & Associates San Diego, Inc., June 2014. TB R:\1203\Hyd\REPORTS\HYD\1203_DR-Tabata lO.doc W.O. 2580-1 10/18/2013 Tabata 10 Drainage Study CHAPTER 2 METHODOLOGY - RATIONAL METHOD PEAK FLOWRATE DETERMINATION (ULTIMATE CONDITIONS) 2.1 - Design Rainfall Determination TB R:\1203\HyAREPORTS\HYD\1203_DR-Tabata lO.doc W.O. 2580-1 10/18/2013 Tabata 10 Drainage Study Rational Method Hvdroloaic Analvsis Computer Software Package - AES-2010 Design Storm - 100-year return intervals Land Use - Single and Multi-family development. Soil Type - Hydrologic soil group D was assumed for all areas. Group D soils have very slow infiltration rates when thoroughly wetted. Consisting chiefly of clay soils with a high swelling potential, soils with a high permanent water table, soils with clay pan or clay layer at or near the surface, and shallow soils over nearly impervious materials. Group D soils have a very slow rate of water transmission. Runoff Coefficient - In accordance with the City of Carlsbad standards, single-family residential areas were designated a runoff coefficient of 0.46, multi-family areas were designated a coefficient of 0.71, and natural areas were designated a runoff coefficient of 0.35. When a watershed encompasses solely pavement conditions, a runoff coefficient of 0.85 was selected. Rainfall Intensity - Initial time of concentration values were determined using the County of San Diego's overland flow nomograph for urban areas. Downstream Tc values are determined by adding the initial sub-basin time of concentration and the downstream routing time. Per City of Carlsbad standards, intensity values were determined from the County of San Diego's Intensity-Duration equation. Method of Analysis - The Rational Method is the most widely used hydrologic model for estimating peak runoff rates. Applied to small urban and semi-urban areas with drainage areas less than 0,5 square miles, the Rational Method relates storm rainfall intensity, a runoff coefficient, and drainage area to peak runoff rate. This relationship is expressed by the equation: Q = CIA, where: Q = The peak runoff rate in cubic feet per second at the point of analysis, C = A runoff coefficient representing the area - averaged ratio of runoff to rainfall intensity, I = The time-averaged rainfall intensity in inches per hour corresponding to the time of concentration. A = The drainage basin area in acres. To perform a node-link study, the total watershed area is divided into subareas which discharge at designated nodes. TB R;\1203\Hyd\REPORTS\HYD\1203_DR-Tabata lO.doc W.O. 2580-1 10/18/2013 Tabata 10 Drainage Study The procedure for the subarea summation model is as follows: (1) Subdivide the watershed into an initial subarea (generally 1 lot) and subsequent subareas, which are generally less than 10 acres in size. Assign upstream and downstream node numbers to each subarea. (2) Estimate an initial Tc by using the appropriate nomograph or overland flow velocity estimation. (3) Using the initial Tc, determine the corresponding values of I. Then Q = C I A. (4) Using Q, estimate the travel time between this node and the next by Manning's equation as applied to the particular channel or conduit linking the two nodes. Then, repeat the calculation for Q based on the revised intensity (which is a function of the revised time of concentration) The nodes are joined together by links, which may be street gutter flows, drainage swales, drainage ditches, pipe flow, or various channel flows. The AES-2010 computer subarea menu is as follows: SUBAREA HYDROLOGIC PROCESS 1. Confluence analysis at node. 2. Initial subarea analysis (including time of concentration calculation). 3. Pipe flow travel time (computer estimated). 4. Pipe flow travel time (user specified). 5. Trapezoidal channel travel time. 6. Street flow analysis through subarea. 7. User - specified information at node. 8. Addition of subarea runoff to main line. 9. V-gutter flow through area. 10. Copy main stream data to memory bank 11. Confluence main stream data with a memory bank 12. Clear a memory bank At the confluence point of two or more basins, the following procedure is used to combine peak flow rates to account for differences in the basin's times of concentration. This adjustment is based on the assumption that each basin's hydrographs are triangular in shape. (1) . If the collection streams have the same times of concentration, then the Q values are directly summed, Qp = Qa + Qb; Tp = Ta = Tb (2) . If the collection streams have different times of concentration, the smaller ofthe tributary Q values may be adjusted as follows: (i). The most frequent case is where the collection stream with the longer time of concentration has the larger Q. The smaller Q TB R:\1203\Hyd\REPORTS\HYD\1203_DR-Tabata lO.doc W.O. 2580-1 10/18/2013 Tabata 10 Drainage Study value is adjusted by the ratio of rainfall intensities. Qp = Qa + Qb (la/lb); Tp = Ta (ii). In some cases, the collection stream with the shorter time of concentration has the larger Q. Then the smaller Q is adjusted by a ratio of the T values. Qp = Qb + Qa (TbTTa); Tp = Tb TB RA1203\Hyd\REPORTS\HYD\1203_DR-Tabala lO.doc W.O. 2580-1 10/18/2013 Tabata 10 Drainage Study CHAPTER 2 METHODOLOGY - RATIONAL METHOD PEAK FLOWRATE DETERMINATION (ULTIMATE CONDITIONS) 2.1 - 100-Year, 6-Hour Rainfall Isopluvial Map TB R:\1203\Hyd\REPORTS\HYD\1203_DR-Tabata lO.doc W.O. 2580-1 10/18/2013 10 County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 6 Hours Isopluvial (inches) P6 = 2.75" DPW SaSGIS Wc Have .San 1>.LYU Cxivcrcd! THIS MAP IS PROVlOeO WITMOUI VVAWRANTV Of ANV KINO. *mnv\ panrMtaxi of SANDAG 32°30' 3 0 3 Miles TABATA 10 Tabata 10 Drainage Study CHAPTER 2 METHODOLOGY - RATIONAL METHOD PEAK FLOWRATE DETERMINATION (ULTIMATE CONDITIONS) 2.1 - 100-Year, 24-Hour Rainfall Isopluvial Map 12 TB R:\1203\Hyd\REPORTS\HYD\1203_DR-Tabata lO.doc W.O. 2580-1 10/18/2013 33-30--Oranae. County Riverside County t^O. / .-•A C7^- 33°30' .::.-4:e"^"""'"'"33°15' County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 24 Hours Isopluvial (inches) P24 = 5.0" DPW c^^T^ GIS SanGIS NX'c H;ivc .San Dicgti Oivcrcii! •f«Mr> pwnn«an <rf SMOAO Tta produd may eorttvi «nliyfnaton NhKn bMn rap^^ P«"W»Ston8f«ni»<l by Ihonia* BroOwft Maps 3 0 3 Miles TABATA 10 Tabata 10 Drainage Study CHAPTER 2 METHODOLOGY - RATIONAL METHOD PEAK FLOWRATE DETERMINATION (ULTIMATE CONDITIONS) 2.1 - City of Carlsbad Design Criteria 14 TB R:M203\Hyd\REPORTB\HYD\1203_DR-Tabata lO.doc W.O. 2580-1 10/18/2013 CHAPTER 5- DRAINAGE AND STORM DRAIN STANDARDS 1. GENERAL A All drainage design and requirements shall be in accordance with the latest City of Carlsbad Standard Urban Stonn Water Mitigation Plan (SUSMP), Jurisdictional Urban Runoff Management Plan (JURMP), Master Drainage and Stomn Water Quality Management Plan and the requirements of the City Engineer and be based on full development of upstream tributary basins. B. Public drainage facilities shall be designed to cany the ten-year six-hour stomi underground and the 100-year six-hour storm between the top of curbs. All culverts shall be designed to accommodate a 100-year six-hour stonn with a one foot freeboard at entry conditions such as inlets and head walls. C. The use of underground stonn drain systems, in addition to standard curb and gutter shall be required: 1) When flooding or street overflow during 100-year six-hour stomn cannot be maintained between the top of curbs. 2) When 100-year six-hour storm flow from future upstream development (as proposed in the existing General Plan) will cause damage to structures and improvements. 3) When existing adequate drainage facilities are available for use (adjacent to proposed development). 4) When more than one travel lane of arterial and collector streets would be obstructed by 10-year 6-hour stonn water flow. Special consideration will be required for super-elevated streets. D. The use of underground storm drain systems may be required: 1) When the water level in streets at the design stomn is within 1" of top of curb. 2) When velocity of water in streets exceeds 11 FPS. 3) When the water travels on surface street improvements for more than 1,000'. E. The type of drainage facility shall be selected on the basis of physical and cultural adaptability to the proposed land use. Open channels may be considered in lieu of underground systems when the peak flow exceeds the capacity of a 48" diameter RCP. Fencing of open channels may be required as determined by the City Engineer. F. Permanent drainage facilities and right-of-way, including access, shall be provided from development to point of approved disposal. Page 1 of 5 15 G Storm Drains constructed at a depth of 15' or greater measured from finish grade to the top of pipe or structure shall be considered deep storm drains and should be avoided if at all possible. When required, special design consideration will be required to the satisfaction of the City Engineer. Factors considered in the design will include: 1) Oversized specially designed access holes/air shafts 2) Line encasements 3) Oversizing lines 4) Increased easement requirements for maintenance access 5) Water-tight joints 6) Additional thickness of storm drain The project designer should meet with the planchecker prior to initiation of design to review design parameters. H. Concentrated drainage from lots or areas greater than 0.5 acres shall not be discharged to City streets unless specifically approved by the City Engineer. I. Diversion of drainage from natural or existing basins is discouraged. J. Drainage design shall comply with the City's Jurisdictional Urban Runoff Management Plan (JURMP) and requirements of the National Pollutant Discharge Elimination System (NPDES) permit. HYDROLOGY A Off site, use a copy of the latest edition City 400-scale topographic mapping. Show existing culverts, cross-gutters and drainage courses based on field review. Indicate the direction of flow; clearly delineate each drainage basin showing flie area and discharge and the point of concentration. B. On site, use the grading plan. If grading is not proposed, then use a 100-scale plan or greater enlargement. Show all proposed and existing drainage facilities and drainage courses. Indicate the direcflon of flow. Clearly delineate each drainage basin showing the area and discharge and the point of concentration. C. Use the charts in the San Diego County Hydrology Manual for finding the 'Tc" and "I". For small areas, a five minute "Tc" may be utilized with prior approval of the City Engineer. D. Use the existing or ulfimate development, whichever gives the highest "C" factor. E. Use the rational formula Q = CIA for watersheds less than 0.5 square mile unless an alternate method is approved by the City Engineer. For watersheds in excess of 0.5 square mile, the method of analysis shall be approved by the City Engineer prior to submitting calculations. Page 2 of 5 16 3. HYDRAULICS A Street - provide: 1) Depth of gutter flow calculation. 2) Inlet calculations. 3) Show gutter flow Q, inlet Q, and bypass Q on a plan of the street. B. Stomn Drain Pipes and Open Channels - provide: 1) Hydraulic loss calculations for: entrance, friction, junction, access holes, bends, angles, reducfion and enlargement 2) Analyze existing conditions upstream and downstream fi-om proposed system, to be determined by the City Engineer on a case-by-case basis. 3) Calculate critical depth and normal depth for open channel flow conditions. 4) Design for non-silting velocity of 2 FPS in a two-year frequency stonn unless otherwise approved by the City Engineer. 5) All pipes and outiets shall show HGL, velocity and Q value(s) for design storm. 6) Confluence angles shall be maintained between 45° and 90° fi-om the main upstream flow. Flows shall not oppose main line flows. 4. INLETS A Curb inlets at a sump condition should be designated for two CFS per lineal foot of opening when headwater may rise to the top of curb. B. Curb inlets on a continuous grade should be designed based on the following equation: Q = 0.7 L (a + y)^'^ Where: y = depth of flow in approach gutter in feet a = depth of depression of flow line at inlet in feet L = length of clear opening in feet (maximum 30 feet) Q = flow in CFS, use 100-year design stomi minimum C. Grated inlets should be avoided. When necessary, the design should be based on the Bureau of Public Roads Nomographs (now known as the Federal Highway Administration). All grated inlets shall be bicycle proof. D. All catch basins shall have an access hole in the top unless access through the grate section satisfactory to the City Engineer is provided. Page 3 of 5 17 E. Catch basins/curb inlets shall be located so as to eliminate, whenever possible, cross gutters. Catch basins/curb inlets shall not be located within 5' of any curb retum or driveway. F. Minimum connector pipe for public drainage systems shall be 18". G Flow through inlets may be used when pipe size is 24" or less and open channel flow characteristics exist. STORM DRAINS A Minimum pipe slope shall be .005 (.5%) unless otherwise approved by the City Engineer. B. Minimum storm drain, within public right-of-way, size shall be 18" diameter. C. Provide cleanouts at 300' maximum spacing, at angle points and at breaks in grade greater than 1%. For pipes 48" in diameter and larger, a maximum spacing of 500' may be used. When the storm drain clean-out Type A dimension of 'V less "Z" is greater than 18", a stomn drain clean-out Type B shall be used. D. The material for storm drains shall be reinforced concrete pipe designed in conformance with San Diego County Flood Control District's design criteria, as modified by Carlsbad Standard Specifications. Con-ugated steel pipe shall not be used. Plastic/mbber collars shall be prohibited. E. Horizontal curve design shall conform to manufacturer recommended specifications. Vertical curves require prior approval from the City Engineer. F. The pipe invert elevations, slope, pipe profile line and hydraulic grade line for design fiows shall be delineated on the mylar of the improvement plans. Any utilities crossing the storm drain shall also be delineated. The strength classification of any pipe shall be shown on the plans. Minimum D-load for RCP shall be 1350 in all City streets or future rights-of-way. Minimum D-load for depths less than 2', if allowed, shall be 2000 or greater. G For all drainage designs not covered in these Standards, the current San Diego County Hydrology and Design and Procedure Manuals shall be used. H. For storm drain discharging into unprotected or natural channel, proper energy dissipation measures shall be installed to prevent damage to the channel or erosion. In cases of limited access or outiet velocities greater than 18 fps, a concrete energy dissipater per SDRS D-41 will be required. Page 4 of 5 18 1. The use of detention basins to even out storm peaks and reduce piping is pemiitted with substantiating engineering calculation and proper maintenance agreements. Detention basins shall be fenced. J. Desiltation measures for silt caused by development shall be provided and cleaned regularly during the rainy season (October 1 to April 30) and after major rainfall as required by the City Engineer or his designated representative. Adequate storage capacity as detennined by the City Engineer shall be maintained at all times. K. Protection of downstream or adjacent properties fi-om incremental flows (caused by change from an undeveloped to a developed site) shall be provided. Such fiows shall not be concentrated and directed across unprotected adjacent properties unless an easement and storm drains or channels to contain flows are provided. L. Unprotected downsfi-eam channels shall have erosion and grade control structures installed to prevent degradation, erosion, alteration or downcutting of the channel banks. M. Storm drain pipes designed for flow meeting or exceeding 20 feet per second will require additional cover over invert reinforcing steel as approved by the City Engineer. N. Stomn drain pipe under pressure flow for the design storm, i.e., HGL above the soffit of the pipe, shall meet the requirements of ASTM C76, C361, C443 for water-tight joints in the sections of pipe calculated to be under pressure and an additional safety length beyond the pressure flow point. Such safety length shall be detemiined to the satisfaction of the City Engineer taking into consideration such factors as pipe diameter, Q, and velocity. O. An all weather access road from a paved public right-of-way shall be constructed to all drainage and utility improvements. The following design parameters are required: Maximum grade 14%, 15 MPH speed, gated entry, minimum paved width 12 feet, 38' minimum radius, paving shall be a minimum of 4" AC over 4" Class 11 AB, turnaround required if over 300'. Work areas should be provided as approved by the plan checker. Access roads should be shown on the tentative project approval to ensure adequate environmental review. P. Engineers are encouraged to gravity drain all lots to the street without use of a yard drain system. On projects with new street improvements proposed, a curb outlet per SDRSD D-27 shall be provided for single-family residential lots to allow yard drains to connect to the streets gutter. Page 5 of 5 19 Tabata 10 Drainage Study CHAPTER 2 METHODOLOGY - RATIONAL METHOD PEAK FLOWRATE DETERMINATION (ULTIMATE CONDITIONS) 2.2 - Runoff Coefficient Determination 20 TB R:\1203\HydWEPORTS\HYDM203_ DR- Tabata 10.doc W.O. 2580-1 10/18/2013 San Diego County Hydrology Manual Datc: June 2003 Section: Page: 3 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil Type NRCS Elements County Elements % IMPER. A B C D Undisturbed Natural Terrain (Natural) Pemianent 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 Mediuni Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 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 > > *The values associated with 0% impervious may be used for direct calculation ofthe 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 Tabata 10 Drainage Study CHAPTER 2 METHODOLOGY - RATIONAL METHOD PEAK FLOWRATE DETERMINATION (ULTIMATE CONDITIONS) 2,3 - Urban Watershed Overland Time of flow Nomograph 22 TB R:\1203\Hyd\REPORTS\HYDM203_DR-Tabata lO.doc W.O. 2580-1 10/18/2013 10Q z Ui o i o UI i I EXAMPLE: GItfen: Wateroourae Dblanee (D)'= 70 Feat Slope (8) "1^% Runoff Coaflk^ (C) = 0.41 Overland FlowTlina(T)s g.SMInulra SOUFU2E: Akrpwt Drtdnage. Fedarai AvtoBon Adrnhbhatton. 1965 -_1.B (1.1-C)VD" FIGURE RaOonal Formula - Overland Time of Flow Nomograph Tabata 10 Drainage Study CHAPTER 2 METHODOLOGY - RATIONAL METHOD PEAK FLOWRATE DETERMINATION (ULTIMATE CONDITIONS) 2.3 - Natural Watershed Overland Time of flow Nomograph 24 TB R:\1203\Hyd\REPORTS\HYDM203_DR-Taljata lO.doc W.O. 2580-1 10/18/2013 NTS % I i I i i AE IPefit .sooa .4000 •200ft /ILSLnWSS Tc = Tims Iff concantraSion (houra) L a WaisrcoucsB Distance ^il^] As Changs In £jBV3l]oa along effecfiv* slops lina (Sea Figura 5-5)(te£) Tc •3M0 • >18t) ;Sao •TSO .sao"\ .400 .300 -200 • 100 •so • 40 • 30 .20 .10 L ^4000 - N -SMO •1800 • iooo -^^m .1300 -900 —too 700 too •a» —400 .280 '120 at —10 1.70 60 5D —30 20 -18 -IS -14 -12 •10 —7 —S —s 4 • AE IsOURCE CiHtonta DtuMon of Hgtowyi (1941) and Kfcplch (1940) Tc NornQgroph fof Detiairciiitofion of Tim© of Conconiroflon (lc)« Travel lima (iq fbr Natural YfateBheda F I G D B. E 25 Tabata 10 Drainage Study CHAPTER 2 METHODOLOGY - RATIONAL METHOD PEAK FLOWRATE DETERMINATION (ULTIMATE CONDITIONS) 2.3 - Manning's Equation Nomograph 26 TB R:\1203\Hyd\REPORTS\HYDM203_DR-Tal)ala lO.doc W.O. 2580-1 10/18/2013 I i i i i i i EQUATION: V = UiR''s'l am .0.02 .0JX»3 GB€RAL SOLUTION SOLffWE UaaOT. FHWA. HDS-3 (1961) Manninrfa Equation flomograph CO 003 ao4 •OQS ^aoa OJOT .OM •aw 0.10 0.3 g I G P R IE 3-7 27 Tabata 10 Drainage Study CHAPTER 2 METHODOLOGY - RATIONAL METHOD PEAK FLOWRATE DETERMINATION (ULTIMATE CONDITIONS) 2.3 - San Diego County Intensity- Duration Design Chart 28 TB R:\1203\HydWEPORTS\HYDM203_ DR-Taljata lO.doc W.O. 2580-1 10/18/2013 7 8 9 10 20 30 40 50 1 Minutes Duration Dire^ons for Application: (1) From precipitafiwi 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 ade 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. (b) P6= ZnS.in.,P24 (c) Adjusted Pgl^) = "Z-HS (d) tj( = min. (e) l= in./hr. year = S.O, 16= S5_%(2) 24 in. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. P6 Duration' 1,5 I 2.5 i 33 .......... 4.S 5.5 1 S 7 10 IS 20 25 30 40 50 60 90 120 150 im 240 300 360 2.63 2.12 1.68 1.30 1.08 0.93 0.63 0.69 0.60 0.53 0.41 bJW 0.29 3.9S: 5.27 3.18 4.24 2.S3' 3.37 1.95'2.59 1.62 2.15 1.40i 1.87 1.24^ 1.66 1.03 1.38 0.90'1.19 0.80'1.06 0.61^0.82 : 6.51; 0.68 6.59 7.90 9.22i 10.54 11.86 13.17 14.49 15.81 5.30'6.36 7.42 ^ 8.48' 9.54 10.60 11.66 12.72 " 7.58 5.84 4]ao 3.73 3.10 2.69 2.39 1.84 4.21 5.05 5.90 3.24'3.89'4.54 2.69'3.23'3.77' 2.33 2.80'3.27' 2.07 2.49'2.901 1.72 2.07'2.4ll 1.49' 1.79'2.09 i 1.33 1.59 1.86^ 1.02 1.23 1.43' 0.85* 1.02'1.19' 0.4410.59 0.73 0.88 1.03 026 10.39 0.52 0,65 0.78 0.91 0.22 ia33 0.43^ 0.54"0.65:0.76 oTsi iai28'O.Mia47 o;9S^a66 ai7 Ia25"a33^0.42"O.SO 0.58' 6.74 5.19' 4.31 • 3.73 3.32 2.76' 2J9 • 2.12 " 1.63 • 1.36 " 1.18 • 1.04 • bJ7 6.75 ' 0.67 • 1.53 1.32 1.18 0.98 0.85 0.75 8.42 6.49 5.39 ' 4.67" 4.15 3.45 298 2.65 ' 2.04 1.70 1.47 1.31 1.08 0.94 0.84 927 7.13 5.93 5.13 4.56 3.79 3.28 2.92 2.25 1.87 1.62 1.44 1.19 1.03 0.92 10.11 7.78 6.46 5.60 4.98 4.13 3.58 3.18 2.45 2.04 1.76 1.57 1.30 1.13 1.00 FIGURE Intensity-Dunation Design Chart - Template Tabata 10 Drainage Study CHAPTER 2 METHODOLOGY - RATIONAL METHOD PEAK FLOWRATE DETERMINATION (ULTIMATE CONDITIONS) 2.4 - Model Development Summary (from San Diego County Hydrology Manual) 30 TB R:\1203\Hyd\REPORTS\HYDM 203_ DR- Tabata lO.doc W.O. 2580-1 10/18/2013 Date: ^2003 Eage: 3at4 23 SELEcnosr OF HYKROLOGIC MEXHOU AND DISIGK CIUTEKM. Iltesiga Fieqoency - The flood fireguency for deteanining tiie deaga stoian discharge is 50 years fer drainage that is upstream of aay majcar roadway and 100 years fiecpiency fbr aU design storms at a major loadway, crossing the major roadway and thereafter. The 30-year storm flows sihall he ccmfakted within the pq>e and not «icroadi into die frav-el lane. Fcr die lOO-year artonn this inchides allowing one hme of a foor-lane road (four or more lanes) to be Bsad for ccaHreyaace without eacroarhing onto jarsate proparty outside fhe dedicated stieet right-of-way. Natoial channels that retrwrn natural wilfam private jaroperty aas exeloded fiom. the right-^^way goideliae. Design &iefeod- The choice of metbod to determine flows (discharge) Shall be based on fhe sera of tt« wateislKd area. For an area 0 to approxim^ely 1 scpmemiledje Ratioaal ils&od or file Modified RaricndlM^od shall he used. For wafeishEd areas larger than 1 square the NRCS hydrolo^c me&od shaH t» used. Pfease <±ecfc wiflx flie govemuog agency fer any variarions to iSiese guideJines. 2-3 31 SmDiagoCosnrtyHydroJosyi-istnal Ssdicn: 3 Date: Iraa 2003 P»S« SECTIOV3 KA.TiaX4L IMETHOD ASSD MODJUED BXTimAL ilEIHOB 3.1 THEiLmoxAL METHOD The EatiDoal Method (RM) is a naflMsmatkal Joixmfla nsed to dctemiiiie flie maxiimtm it is used to estimate peak nmoff ratiis ftom sin^ of stDim drains and siii^ dramage stnictDres. IM SM is mxaimiended fer analyziiig ^ innoffiespoQse ftem drainage areas iq» to appre^^ It^soi^aot be WS& m insiaDces ^tee feere is a jooclioQ of iadependent diaiaage systems or for draioage ace® greater toL approadmatdy 1 square nak in aze. In feese instances, Ite MbdiSed Rational Method (^fSM) dMold be used for junctions of independfnt Aainage s^tems ia TOaferslieds to ^E5>ro3Eimately 1 sgoaie mile in sizs (see Sedioo 3.^; or Ihe WiCS Hydrolfl^c MeHxid djoold be used §x watersbeds gceater tm. s^prosimatdy I square sHkia aze (see Section 4). The KM can be sepplkd uar^ desiga stom feequcncy (tg, lOO^peai, 50^. 10-year, «c.). Tic hKal^psncydeterxmow die dcs^ stonn fieqpe^ die type ofproject and spedfc local leqaiteni^ A discussion of des^atoimftcqpency isptoviaedinSectioB23ciffliismaraaaL ApiDccdoielmlxaidevetopeddatconreitstiic dolour aiid 24ioor precqatatioa isopluvial mq* <toa to an iateosi^f4>0Balioii corve Ihat can be used for the CTHM intensity in flie KM fenmJia as ii^iow^ TheKMis ^plicabfe to a 64iour stom dBiatioa becaasc the procedure osK Charts dat are bas<^ on a dMboQT stDcm docatioa. 3JJL BatimiaiMe&odFonniila Tlie RMfermoIa cstiinates fee peakratB cf ranoff at asgr location {rffhe drainage aea (A), mnoff codasdcnt (Cg. aad laiBM to the lme irf concentiation OQ, i*ic3i is fee tane regniied fiir water to 3-1 32 Date: feaa 2003 flow from to most remote point of ihe basin to the locafc[oQ being analyzed The RM fonmda is e^essed as follows: Q=CIA Where; Q - discharge, in cubic feetper seamd (cfe) C = nmoff coefBdent. ^opoition of the laiir&ai "Saat runs off the surfece (no vasts) I - averi^e rainfall infensily for a danaftioncqtial to die 1^ mdKS per hour ^ote: Ifthe conprted Tc is kss than 5 nsnrates, use 5 niimites fcr caiqHJtjflgdK peak disdaaige, Q) A « dtaana^ area aaihibrti^ to die desaga location, ill Crarfciniag the units for fhe ea^ttsssionCIA yMds; riacreximih^ f43^f^] (J^] f__15?E_l =^ 1 OOScfi t hour Jl^ acre J V12indies; l,3,«)0second5 j For piaidical purposes the unit conwasion coefBdent dfiflfecence of 0.8% can be ignored. The RM fommla is based on die assun^rtion diat for consfant laioM intend, the peik discharge rate at a point win occnr Tito die rainifrop that fifl^ the tiibubsy drama^ basin anx^ at die pdnt of i^ XMks the MRM (discussed m Section 3A) or fee JJRCS t^drologic mefliod (<fiscussed ia Section ^, the RM does not create %dR^r^hs and feetefote doc^ l^togr^hsatcollectioapoixas. Instead fiwHM develops peak discfearges in the main line l^incroauangthe Teas flowtcanrdsdoo^^ CharacteristicsfiC orassiai^Qns iaherent to. feeSMare li^ below: • The dtsdiarge flow ratte resulting ftm aay I is tiiaxi loo^ than die Tc. Saa Dfego CairaiyHy&j!os>-Minual . • The stoim fieqoaicy<^peakdischar^s is die same as feat ofl for tte • Ihe fiaditffl of ram&ll that becomes mnoff (or the runoff coefiident; C) is indqiendeat of I or prs^tatioa zone nomber (PZiSO condition (PZN Conditiott is <fiscussed in Section 4.1.2.4). • Ihe peak rate of runoff is ttie only informationpro^edby usmg dis R^L 3J.2 Snnoff CoefSdent Ta>k 3-1 lists die eslimated runoff coeffidems for urban areas. The concepts rdated to ihe TonxM coefficient were eratoated in a report entitled Evabiatfm, SaSandL UHhod "C" l^topil.2(XJ2) fliat was lodcssedby fee Hyto TheReportis avaiMjle at SmlHegoCoffitiyDs^^tmeot of Public Worics, Hood Conttol Section and on fee San Dl^ County Itepsitmeat of Pi^BcWodcs web page. Thernai^coeffidei^arebasedoiiJanduseandsmllype. Sdl^canbeddenmnedfrom thescaltjpem^^OTidediai^jpendixA. An appropriate runoff coefBdeait^Qfijr each type land uas in. flic stflMrea lihould be sdccted from feis and midtiplied lyf flie percentage «f die total aea (A) induded ia flat class. Ihe sum of fee products fcr aU land uses is the wd^htediunoff coefBdent (S[CA]). Good eogineeimg judgnwd ^lould be used when j^iplymg fee vataes presented in Table 3-1. as a^istmeQts to feese wtaes may be appiDpiiatc based on sifB-^cificch^eiistics. In smy event, fee in^crvious petccnJa^ (%Bi¥ervioBs) as pven in flic table, fbr any area. shaUg)^ The runoff coefBdent can also be calcttlated for m area based on soil tj^ and impervioos petCQitage usmg fl» fblkwiug fbmmla: SaaDi*s» Couniy Hydrology i'lannal S*diisn: 3 DatK Jnna2003 ^^' ^^^^S C= 0.90 X (yft&rqjevioos)+q x (I - %Mpervious) mere: Cp - Pereious Cbeffident Runoff Value fcr fee soil type (feown ia Table 3-1 as Uadisturbed iJiatuial Tenajn'Pecmanent Open Space, 0% IrngpersFious). Soil type can be detennined from the type map pnradedittAjjpendLsA. Ihe Tratoesm Table 3-1 are typical for OKstuto areas. However, if fee basin contains rural ca: agdcoltttral land use, parks, gdf COUEKS, or odier types of noimrban land use fliat are esp«:ted tote permanent, fee ^jpropriate whie ^ouldte setected based i^pon tte soil and cover ar»l approved by die local agency. SaaDi^oConntyHyirrfogyilaniial Ssctscm: 3 Date JEina2O03 P*^ 7<«26 3 J-3 RainMIntensily Ihe Tain-fall intensity (0 is fee rainfall ia indies per hour (in/hr) fcr a duration equal to fee Tc for a sdected stonn fie<pency. Once a particular stoam fiequency has been sdected for design and a Tc calcularted for fee drainage a^a, flie rainfall intensity <mte ddmm'ned ftom fee Mensity-Duration TWgn Cfaart^Fipre 3-1). Tte d-hour stormrainM amoiTat (Pe) and fee 24-hour stonn rainfall sanoirat (P2.O f« ^ sdected stoim frequency are also needed for calculation of L Pj and P24 can te read fiom fee isophreialin^ provided in i^^[«aidixB. An Intensity-Duration Design Oiart s^Iicable to all areas , wifein San D^o County is provided as Figure 3-1. Hgme 3-2 provides an cstti5»le c€ use of fee Intermty-Duration Desiga Chart Mensiiy cm also tecakalated using fee fbllowing equation: I-7.44P6D***^ Where: Ps =» ac^usted^-hour^ormiain&llamount (see discussion bdow) D » duration mnnm3tes(TBeI^ Note: This equation s^lies only to die <yiourstornLxaiQM aoK^ diai^ to P24 to caknkte a 24-hmir intensMy using flus equatkm). The Mensity-Ducafion Des%i Chart and AK equation aas fcr die 64iour storm laioM anacainL In general, P«forflBsdectedfreqoeitcydKraldtebetween 45% tte sdected frequency. If P4 is not wiflm 45% to 65% ef P14, Pj should te increased or decresed as necessary to meet this aiteria. Ite iajplnvisd lines are based cm ptedptaticai gauge data. At fee tims fliat flie isofduviid Imes wiara cheated, d^ gaeges in San Diego Coimty were read daily, said fliese readings yiddol 241iour prec^ntation data. Some d^iour data were anniilable flxan die Ssv reciSB&ig gauges distiibtded feroi^ioat fee Coiiaty at fliat tkue; however, sxjme 64xm data wece eslr^lafed. Ttere&re. fee 2^hour pret^ntatkm data fcr San Dlego County are cooadered to te mcae reliable. 3F SaaDiasoCoiinferHydioiosyilanjal S«di(m:.._. ... | Date: fea2003 ^"^^ 3X4 TimeofConcentratioa Tte Time of Conceniratioa (Tt) is fee time required for runoff to flow from fee most remote jrart of die drainage area to fee point of interest Ite Tc is con^aosed of two conqjoaents: initial time of omcentratiQa (TO and teavd time (T^. Mefeods of computation fcr Ti and Tt are discussed bdow. Tte Tj is fee time required for runoff fo travel across flie surfece of fiie most remise subarea in tte study, or*°imtial stibarea." Gmdelines for designatingflie imtial subarea arc fffodded within daediscusaon of computation of Ti, Tte Ttis fee time roquired for die runoff to flow in a watercourse (e.g., swale, chamiel, gutter, pipe) or series of watercourses from fee initial subarea to die point of mleresL For die R^I, fee Tc at ai^ point wftlm die dramage jffea is fn?en by: Tc-Ti+Tt Mefeods of calculation differ fia- naJuial watersheds (noratfbanized) aod fiff ufean draina^ systems, mm analyzing stoim drain systems^ fee designer niist consider flie possihi% flat an esisting natural waterdied may becorne Tidjaniz^ daring fee uscM ^ drain system. Futura land uss.rnost te used fcr Tc and runoff calcoIatiDns, and te deternamed from flM^ lQC2d Community General Pten. 3JL4 J. Mdal Time of ConcentratioB Tte initial time of coocenhation is typically based oa sheet flow at flie upstream end of a drainage basin. Tte Overland I5mc<rf Flow (Figure 3-3) is approximated by ai equation devdoped by die Federal Aviatioa Agency ffAA) for anatyzing flow on runaways (FAA. 1970). lie usual runway con%itatian consists of a cromlfenxistfreew^ pavement feat dttecfe flow to dfliersKie of flicionway. Hm^offlow is unifonn in die daedionpeipeiidiadartoflievdkxaay^ Smce ftee depths ae% of an indi Onom or less) in magmtode, tte rdatxve xoi^mess is hi^ Some h^ier xdative coo^Biess vatoes for ovei3and flew arc paesecfcd m Table 35 dlSx HEC-J Flood ^idix^n^hPaOsge User's McmiM (USAGE, 1S9G). San DisfoCoonly Hydrology 2iflamal Ssction: 3 DaiK Jnna2003 Paga: " The sheet flow tint is pre&ted by fee FAA equation is limifed to conditions that are skmlar to runway topography. Some CQflsiderations that limit fee estent fo whidi fte FAA equation ^lies are i^tified bdow: • Uiban Areas - IMs "rogway type" runoff indudes: 1) Hatroofe, sloping at 1%± 2) Parking lots at die esdieme iqjsiream drainage basin booirfary (at tte "ridge" of a <2ddimeiitarea). Even a paking lot is limited in flie amounte of sheetflow. Rrfced or moving vdiides would "break-t^)" tte sheet flow, ccmcentratinf runoff into strrams fliat are not diaractertstic dTsheet Itow. 3) Iteve^vay5arecooslm:ledattteiq>straameiidofcatdig decelopmcnts. Hion!5evct;ifflowfiQmarDafisdiisdedtoadrn a dawiB|HMJt cr ofeer ctraveyance inedianism, flow wora4dte <OT^ 4) Fis^^bpes are prone to ntsaiukring flow fliat tei^ to tedisn^^ im^^lsifiesanddistrucfions. Maxunum Ovedarsd Flow lengfes are shorter ferflie flatter slopes (see Table 3-2^. • Rm^ or Niaftgal Areas-Tte FAA egnatioa is applicafcte to fliese con^^ (J%to 10%) ^opesflii^ are uoifcmimwidfe of fbw have dow velocities co3i^^ wife flic equation, foegotaitiesintegain ttmittte lergfa c£:^Uica&oiL 1) Most MUs and ridge lines have a idativdy fbt area nrar flie drainage divide. However, wife flat slt^ of 5% ±, minor irn^darities wouM cause flow to concentrate into soeams. 2) Paries, kwns and odier ^a^eferted arras wondd have Slow vdodties feat are conastent wife tte FAA Equation. Ite conci^ iriated to flie ioMal time of conceotratioa were MM Jim cfConceiari^an, Jjtc^sis qfParanutm (IBll, 21X12) fliat was reviewed by flie Hydrology Manual Committee. IteReportisavail^feat&nl^egpCoaa^Deparimentof Ptiblic Worics. FkK)d Control Sedaba aid on flie Sai Dtego County D^adment of Bfelic SmDiaso ConnfyHy&nlosy Manual Data: rviia2G03 Pa^: 3 12of26 Note diat die Mtial ISme of Concentration should te reflective of flie general land-use at flie i^stieamend of a drainage basin. A angle lot wife an area of two or less acres does not have a sasnificant effict where fee drainage basin ma. is 20 to dOO acres. Table 3-2 fffovides limits of fee lengfe (Ms^asam Lengfe (LM)) C£ sheeS flow to te used in hydrology studies. Mtial Ti vahES based m average C values for die LandUse Element are also inchided. Ihese mtass can be used in planniag and desiga plications as described bekw. Biceptiom maybe a^ffoved by flie ""RegolatingAgenigristosd^^ detafled study. Table 3-2 aiAmnmi OVERLAND wumimcimi^yd DW 5% 1% 2% 3% 5% 10% Acre T? T? Lac Tj % ^iatural 50 132 70 P,5 S5 105 100 103 100 8.7 100 63 LDR 1 50 12.2 70 11.5 ^ 10.0 100 93 100 8.0 100 6.4 LDR. 2 50 113 70 103 85 92 100 8.8 100 7.4 100 5^ LDR ?,0 50 10.7 70 10.0 85 2Ji 95 8ul 100 7.0 100 5.6 MD^ 43 50 102 70 9.6 80 8-1 95 7.8 100 6.7 100 53 MDR 7^ 50 65 84 80 7.4 95 7.0 100 6.0 100 4.8 MDR 10.9 50 S7 d5 73 80 63 90 6-4 100 5.7 100 43 MDSi 14J 50 R2 65 7.4 80 63 90 6.0 100 54 100 43 HDR 24 50 6.7 65 61 75 5.1 90 A3 95 43 100 33 HER 43 50 53 65 4.7 75 4.0 S5 3M 95 3.4 100 17 KCom 50 53 60 43 75 4.0 85 3.8 95 3.4 100 17 G. Com 50 4.7 60 4.1 75 3.6 85 3.4 90 19 100 14 OJfJCom 50 42 60 3J 70 3.1 SO 2.9 90 16 100 12 50 4?, 60 3.7 70 3.1 80 19 90 16 100 12 Geoexall. 50 3J 60 32 70 Z7 80 16 90 23 100 13 *See Table 34. for more detaled desiiptioa 53aDksjCaraJyHyiiroIosyiIsHi3al Ssction: Date: Isna 2003 "S*: "o*^* 3.1.4.1A Plannmg Considerations Ite purpose of most hydrology studies is to devdop flood flow values for aeas fliat are not at fee upstream ead of fee basin. Anofeo: raaa^le is fee Master Plan, ^di is usually con?>letBd befcre flie actual detailed desi^ of lots, streets, etc are accomplished In fliese situations it is necessMy fliat tte mitialtime of coaceohationte determined wifeoot detailed naformaSoa about flow pattems. To provide guidance for flie initial time of concentration desiga parameters. Table 3-2 indudes flie Land Use Elements and o&er variables sdafed to fee lioae of C<Mcentratkm. Tte table devdopment mdnded a review of flie layouT of die different Land Use HemeiSs and idafed flow patterns andconadetation of die «stent offlic dieetflow t^imen, flie effed of ponding,fl]e s^pificance to flie drainage ba:^ downstreamcffi^rts, etc. 3.L4JLB Coniputi^on Qriteiia (a) esjBlffljMi^iiaa^^ chart, Ibtional Fomiida - Overiand lime of How Nomogt^" ^lown in Figure 3-3 OT from Table 3-2. This diart is based on flie Federal Aviation Agency CFAA) equation (FAA, 1970). For flie short rain durations (<15 minutes) aivolved, intenaties are high but fee depfe of flooding is limrted and much of fee runoff is stored teagiorarily in die overiand flow and in ^ow ponded areas. In devdoped areas, overiand flow is limited to Icngfes given ia Tabic 3-2. Beyond fliese distances, flow tends to become concentrated into streets, ptfters, swalra, drfctes, etc. 4¥ 13 Saa Di^ Couniy HydiidosyManaal Ssction: 3 DatK Jans 2003 Paga: 14o£2€ fbl Natural Or Rural Watersteds - Ihese areas usually have an initial subarea at fee T^tream end wife sheet flow. The steet flow ki^ is linnted to 50 to 100 feet as specified in Tabte 3-1 Tte Overiand Tine of How Nomograph, Figure 3-3. can te used to djfcain Tt Ihe mitial time of coacmtratioa can excessively affiict fee inagnitude of flow fhrtiier downstream iaflie drainage basin. Foc instance, variatioos in tte imtal time of concsartration for an initial subarea of one aoe caa diang; flie flow fbrfeerdownstreamwhae ttie area is 400 acres by 100%. Iterefore, flie initial tinE of coa«ntEati<m is Hnated (K» Table 3-2). Tte Rational Metiiod procefeae inchided in flie ordinal Hydrology Manual (1971) and Desiga and Procedure Msmoal (1968) indiwfcda 10 rnomtc vahie to te added to tte initial time of cmceotration ^Evdoped flttoigh flie Ejgadi Formula (KC Figure 3-4) fbr a natural watered. ThatpKxse^eissiqieicededlqrfeepKrceAHjeabove toiK«Tahk3^^ 3-3 to detecotineTi for flie propriate steet low lengfe <rfflie initial sifearea. Itevahicsfor nataralw^eisteds^veafflTahle 3-2 vary from B to 7ininHtes,dqpeffi Hflie tot^ i^-^^gffe of fte si^jarea is greater flian tte mmmm kngfe allowable based on Tabk 3-2, add flic 1ravd iane tesed on flie ESrpidi fetninla ft»r fe^ initial subarea. 3JU.2 Travdllme Tte Tt is tte timB required fbr tte mnoff to flow in a watercourse (e.g.. swale, diannel. giiator;pg}e) or serial ofwaterconrsesfixmiIte £Qitialsi^ TteTt is aiirpiledbydrvii&i^tte lengfe of dM:flowpafebytteaM|)^^ Smcette vdocity noimalty diai^ as a result of each diange in flow rate or dicq^ or ^ade break, flie total Tt most te conpited as die sum of flie Tt's foreach section of flie flowpadL X^F^pjre 3-6 to estimate time of travd for street gutter flow. Vdocdytaa dtamid can te estisnafed by ush^ fl^ mmiogcsfh showa ia lipre 3^7 (^^^ t^omogia^h). SanDMBoCoonlyHydrologj-Mzajial Sac&m: 3 Date: TSM 2003 PaS* 13«26 fa"^ Natiml Watersheds - Ihis includes naal, ranch, and a^cultoral areas wife natural channels. Obtain Tj directly fiom die KirpichnomogE^ia Figure 34 or from tte equation. IMs nomograph requires values for lengfe and ctenge in ^ivation along fee effedive slope line for fee sobaea. See Hgure 3-5 for a representatioa of fee ^edive slope line. Ihis nomograph ia based oa fee Kirpich fomaila, vduch was «fevdc^ wife data from afflicultural watersheds ranging from lJ25to 112 acres iaaea, 350 to 4,000 feet ia lengfe, and 17 to 8.8% slope ^irpidi, 1940). A masimDm lengfe of4.000 feet should teased for fee subarea lengfe I^fjacally, as die flow len^ increases, flie dqrfe of flow will injxease, andfliere&reftis ojnaAaeda ccnceoiraticmofflowat points beyond leogdjs listed ia Figure 3-2- However, because AM Rjrpidi fommla has teen stewa tote ^licable fbr watersheds up to 4,000 feet in lo^ (KSrpdi, 1940), a sifear«ai may te designated wife a kogfe to 4,000 feet provided flie topogc^y arid slope of tte natural diannd are geaendfy umfon^ Justification needs to te included w& fliis calcuMon showing feat fla waterited wfli renmi neural fcrever. Exai^des inchide areas kxated in fte Mdl%fcSp^ Qfflservation Plan (ScECP), areas des^nated ^ open space OT rural in a canmonfly's General Plan, smd aevdandNationalForest fbl Iftban Watecsbeds - HowtteoughadoMd condnfitvdiereno addflional flow can enter flie ^tem toing die travd, lengdi, vdodiy and T, are dctennio«i using die peak flow m tte ooEOddt ID. cases where fee con&dt is not dosed and additional flow frran a cptTfr^imring subarca is added to flie total flow during travd (e^, stceet flow in a gotteO, calcdatioa of vdodty and Tt is performed ush^ an assumed average flow based oa flie total area ^Qodnding i]|istream subareas) contdbutin^ to flie point of interest. Tte Marmic^ equation is usixally used to dk:^^ Dtsdiari^for wnaii wafen^ieds typically lang^ from 2 to 3 c& per xss, depesa&sii oa larMl use, feaimge area, aad slope andrainM intensi^^. Note: Ite MRl^I^ouIdte used to cakailate flie peak discharge vfeeafliere is a junction from mdepeoiteiA sdKffeas mto flie drainage sy^cEO. -IS San Dia^ Couniy Hydralos' Matoal 10 o£2i Date: Jsa»2003 rag^- - 3.2 DE\TIX^P^NCI^1^7TDAXA^0KlHERAlIDX^MErE0D This section describes tiae defvdopmeflt of fee necessaiy data to perfonn RM calculatioas. Section 33 describes fee RM calculation process- laput data for cakidata^ pe± iLovm aad Tc's wife tte RM shouldbe developed as follows: 1. Qa a tppograpMc t^ase m^, oafline flie o%'erall draiaage area boundary, ste^^iag a^'acent drams, existing and proposed drains, aad -overland flow paflis. 2. Verify flie accmacy of die drainage map in tte fidd. 3. Divide fee drainage atea iato sidjareas by locating sigoificfflit points of interest These toiaons should te based on topogt^ihy. soil type, and land use. Bisure fiiat an apficpi^e first subarea is ddineatei For natural areas, flie ftet subarea flow pafe lengfe ^ould te less flian or equal to 4.000 feet fihis flie ofvcriaad flow fcr^ (Table 3-25. For develcped areas, ite inrtial sdbaaea flow pafe lei^ shoold te consistent wife T*le 3-1 The fe^iogt^jfay and slope wifliin die iratM afearea should te generally uarfomL 4. Woridng -femtipstreani to downstream, affi^ a nunfoer representing eadi si^ die feamage system to each point of interest Hgnre 3-8 provides gjndciaas for node nundieis fia: geograiMc infonnafi<ai sgfsfism(<3S>*ased studies. 5. ^frasure eadi sribaraia flie diaiiiage area to deterncdae its aze in acres (A^^ 6. DdermirffiflieleagfeandeffectiveskqjeofflietorpafeHieachsabarea. 7- Identify flie soil type fl* each subarea. 3-20 43 SanKsaoCoantrHyioIoiyMsfflal Ssction: n ^f'>l Date: Jana2003 22of2S g- Determine flie runoff coemdenf (C^ for each subarea bas^ oa Table 3-1. If fee subarea contains more flian oae type of devdopment dassificatioa, use ajaopcatiooate averagefixC. In deteiniimiig C for fee sifearea, tise future larKi use taken fixm flie applicable ccoHmmity plan, Muh^te Spedes Conservation Plan, National Forest land iKeplaQ,etc. 9. Calculate flie CA value for fee subarea. 10- CaIcaktefeeS(CA)value(s)fcrdassubareast?strcamoffliepoi^ 11. DeteiminfiPg aad P34frir fee sto^ using file isophjvialm^ Ifnecessary, adjust die value for Pstoteisiflim 45% to 65% ctfflje value fOT P34. See Section 33 M a dcKtiptioacf AKRM calailati<m|trocess. This section d«scnljesfl»RMcalcnl^kjnptoccK. Using flair^ data. c^cBlation of peak flows andTc's shoddtepeEfotni«ias dbllows: 1. DeteimineTiforfeefiistsifoarca. UseTabte3-2QrF:^3-3ffidiscnssedinScctiQa 3.1.4 If fee w^erdied is natoaal, flie travd time to flie downstream end itf flic first subarea caate added to Tito obtain flie Tc Refer to pai^aph 3.1.41 (a). 2. Determine I fia: flic subarea using Figprc 3-1. IfTiWaslessflianSminotes. nseflic5 minute tioK to ddeonirie iadteasity fi3r calodafiag tte flow. 3. CaIadateflicpeakdisdiargBflowiatefijrfliesDbaiea,"afeeie<^ Bl case fli^ flie downshaam. flow less flian die t^Bfteam flow lat^ due to flie long fiavd time fl^ is not ofEtet by flie aMtiood siibacea lonoC use flie iqistream peaiL flow fia: desi^ porposes tniil donnst^^ 34S 44 SMDisgoCoontyHydioiogyilanual Saction: 3 Date: Tnnai2003 PaS*: 23af2o 4. Estimate fee Tt to fee nestpcant of interest. 5. Add fee Ti to fee previous Tc to obtata a new Tc- 6. Continue wife step 2, abo^'e, until die final point of interest is reached. Note: Tte MRM ^ould be used to calculate flic peak discharge vAco flierc is a juaction fi:om iadepea^at sutereas into tte drainage system. 3.4 MODIEIIDlUTIOXALMEZBK)D(FORjT3]SCnOS The purpose of tiiis section is to descrite tte steps necessay to devdqi a hjdrology leprnt fbr a ^atl -HEateished using tte MRM. It is necessary to use flie MRM if tte watersted contains junctions of independent dramage systans. lie process is tesed m tte &siga mamails of flie aty/Coonty of Saa Diego. Tte geneial laocess descr^tirai fiir using fliis mefeods induding an esample of tte i^iidication of fliis mefliod, is described bdow. Tte engineersteuMcmlyi^ flie MEIM for drainage areas to appraamatdy 1 square mile ia size. If tte watershed will atgnificaatly esxml 1 square imle fliea flie NRCS mefeod described in Section 4 sdiould be used. The engineer may duxsse to use dflier flie KNi or ite MEIM for cafculations fbr iq> to an approsimafdy 1-sqoare-mifc area and flien transition flic study to flie NRCS mefliod for additional downstream areas dot exceed approsdimtely 1 squaremile. Tte transition process is described iaSectioa 4. 3.4JL Modified Sational Method General Process Desciiptha The general process for flic MRM differe fiximflie RM only vrfien a junction of ind^endent drainage sy^ems is readied. The peak Q, Tc »id I fior each ^ flie iadqiendent drainage gyiitwng at tfi<» point of fte junctkai are calculated by flie KM. Tte independent dimnage systeoB are flien cooibiiKd using tte MRM procedure described1}dow. Tte peak Q.Tc. and I fiir eadL of AM: tndependeift drainage s^fstems at file poiitf of flie junctkin niQ^ prior to asii^ flie MRM procedure to combiis flie iadqpeodent draiaage systems, as these 3-23 45 San Diago Conniy Hydrology Manual Section: 3 Date: Jia»2003 Pa^ 24o£26 values will te used for fee MRM calculations. Afier fee indei)endeat drainage systems have been combined^ RM calculatkKis are contiaued to fee nest poiiA of interest 3.4.2 Procedure for Combioing Independeiit Drmnage Systems at a Junction C^cdate die pea& Q, To and I for each of fee independent drairiage systems at fee point of die junction. Iherevataes will teased for tte ^IRM calculations. At tte junction of two or more independcait drainage systems, fee regjedive peak flows are combiriedtodnainflieinaxinajmflflwoutafttejiaictioaatTc. Based cn flie ^poximatioa that total maoff iacreases diredly iapcoporticm to time, a ^aoeral eqoatioamay be written to df tyrmrnf irgrriTOnm n and its fflmMiiondiflg imng flifi peak Q. X-. aad I fig each of tte indcipeadent dcain^e systems at fee poiiit fmrnfidiatety tefere flie jandjoo. Ttejgeneral equation r^ires fliat coafctfouting Q's te nmibered in order of inorasmg T^. Ijd;Qi,Ti, and Iicorrespoad to die tributary area wife fee shortKti;:. likewise; Id (Jz, T2, and I2 caaes^joad to flic trSsitaiy affsa wife flie next kmger To Qj. T3, andlj CMisKpond to tte tributary area wife Ite next longar Tc; and so cm. Wteaoaly two indqjendent drainage systems are cmbined, leave T3, aad I3 out of flu equation. ConMie tte mdependeat drainage ^tems usingfee juoctiQa eqoatioabdow: JuacticmEqoatica: Ti<T2<T3 3-24 46 San Disgo Coim^ Hydrology 3«f3nnal S&ctEcn: 3 Date: Jma 2003 I^gE 23of26 Calculate <^i, (fe. aad Qn. Sdect fee largest Q aad use fee Tc associated vrafe tiiat Q for fhtfeer calculations (see tte fliree Notes for cations)- If flie largest calculated Q's are equal (cLg., On =" On > QDX use flie shorter of tte Tc s associated wife fliat Q. This equation may be expanded for a junctioa of more fean three independent draiaage systems using fee sane ctmcepf. Ite concejrt is flmt Tsfeen Q fiom a sdected sufcorea (e.g, (Jj) is conibined wife Q from anotiier subarea laife a shorter Tc (e.g., Qi), flie Q fiom tte subarea wife flie shorter Tc is reduced by flie ratio of fee Ts (Ii/Ii); and when Q from a seleded subarea (e.g-, Qa) is comtmied mSi Q from anofea: suterea wife a lot^ Tc (e-gi, Qj), flie Q fiom tiie subarea wife fee longer Tcis reduced by fee ratio of tiie Tc's (Tj/Ta). Note #1: At a junction of two nKleiKndent dtaia^ systems fliat have tte same Tc tte tributary fiows may te added to dbtain tte (i-Qi+Qi; wheaTi-Ta; andTc-Ti-Ti IMs can te verified by using flie junctioa eqratioa above. LetC^ Tj. andI^-0. WhenTi and Ta are fee same. Ii aad|s are also flie same, and T1/T2 andljai»I. Ti/Ta andln/Ii are cancdledfbomflie equations. Atfl3ispoiat,Qn'-Qn"'Qi^Q2- Note #2: Bi flie iqstream jnrt of a waterdied. a conservative conpxtatioa is acceptable. When flie times of coacemration (I^'s) are rdativefy dose iamapitude(wifiiia 10%). use tte shorter Tc for flic intensity aad flie equation Q«» S(CA)L ll^Qt^:. AnoptionalmefliodofdetemQioingfeeTc^tousefeeequation Tc-[CE{C.A.)7.4tP«>'Ql"^ This equation is from Q - S(CA)I - Z(CA)(7.44 PtfOi*® ) aad sdviag for Tc Tte advaidage in fliis option is fliat fte 1^ is coasistent wife fee pe^ flow Q aad avoids ax^pproprjate fliK^i^oaiadoviriistieamfbws m scm^ 3^ 47 Hydrologic Soil Group—San Diego County Area, California (Tabata) 473030 473080 473130 473230 473330 473380 473430 473480 33° 8ATN g 473130 Map Scale: 1:2,530 If printEd on A landscape (11" x 8.S') sheet 473230 473280 473380 473430 473480 11 0 35 70 .Metefs 140 210 DFeet 0 100 200 400 600 ^fep projection: VVeb Menstor Comer coordinatEs: WGS84 Edge tics: LTTM Zone UN WGS84 473530 USDA Natural Resources Conservation Service Web Soil Survey National Coope4%live Soil Survey 12/31/2013 Page 1 of 4 Hydrologic Soil Group—San Diego County Area, California (Tabata) MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons • A A/D • • • • • • • B B/D C C/D D Not rated or not available • C • C/D m D Q Not rated or not available Water Features Streams and Canals Transportation •-+-• Rails Interstate Higfiways US Routes Major Roads Local Roads Soil Rating Lines ^ A A/D ^ B B/D ,* C C/D ^ D 0 0 Not rated or not available Soil Rating Points • A B A/D • B • B/D Background Aerial Photographiy MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show^ the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 7, Nov 15, 2013 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: 2010 May 3,2010—Jun 19, The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident USDA Natural Resources ••••• Conservation Service Web Soil Survey National Coope4^ive Soil Survey 12/31/2013 Page 2 of 4 Hydrologic Soil Group—San Diego County Area, California Tabata Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — San Dlego County Area, California (CA638) iMap unit symboi Mlap unit name Rating Acres in AOI Percent of AOI AID Altamont clay, 9 to 15 percent slopes D 1.5 12.7% AtE Altamont clay, 15 to 30 percent slopes D 9.5 78.9% LeE2 Las Flores loamy fine sand, 15 to 30 percent slopes, er oded D 0.2 2.0% ScB Salinas clay, 2 to 5 percent sloF>es 0 0.8 6.4% Totals for Area of interest 12.0 100.0% USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/31/2013 Page 3 of 4 50 Hydrologic Soil Group—San Diego County Area, Califomia Tabata Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Spec/fied Tie-break Rule: Higher USOA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/31/2013 Page 4 of 4 51 Hydrologic Soil Group—San Diego County Area, California (Tabata) 473030 473080 473130 473230 473280 473330 473380 33°8'43"N S 473480 473130 473230 473280 473380 473430 473480 Map Scale: 1:2,530 if printed on A landscape (11" x 8.5") sheet A 0 35 .Meters 70 140 210 3 Feet 0 100 200 400 600 Map projection: Web Mercator Comer axrdinatEs: WGS84 Edge tics: UTM Zone UN WGS84 S 33»8'4rN USDA Natural Resources Conservation Service Web Soil Survey National Coop^^tive Soil Survey 12/31/2013 Page 1 of 4 Hydrologic Soil Group—San Diego County Area, California (Tabata) MAP LEGEND Area of Interest (AOI) • C Area of Interest (AOI) • C/D Soils n D Soil Rating Polygons LJ D • A • Not rated or not available • • • • • • • A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails 0^ Interstate Highways US Routes Major Roads Local Roads Soil Rating Lines ^ A ^ A/D ^ B ^ B/D C C/D D * 0 Not rated or not available Soil Rating Points • A g A/D • B • B/D Background Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 7, Nov 15, 2013 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: 2010 May 3, 2010—Jun 19, The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDA Natural Resources Conservation Service Web Soil Survey National Coop^tive Soil Survey 12/31/2013 Page 2 of 4 Hydrologic Soil Group—San Diego County Area, California Tabata Hydrologic Soil Group Hydrologic Soil Group— Summary by iMap Unit — San Diego County Area, Caiifomia (CA638) iVIap unit symboi IMap unit name Rating Acres in AOi Percent of AOI AtD Altamont clay, 9 to 15 percent slopes D 1.5 12.7% AtE Altamont clay, 15 to 30 percent slopes D 9.5 78.9% LeE2 Las Flores loamy fine sand, 15 to 30 percent slopes, er oded D 0.2 2.0% ScB Salinas clay, 2 to 5 percent slopes c 0.8 6.4% Totals for Area of interest 12.0 100.0% usm Naturai Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/31/2013 Page 3 of 4 54 Hydrologic Soil Group—San Diego County Area, California Tabata Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher USDA Naturai Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/31/2013 Page 4 of 4 55 Tabata 10 Drainage Study CHAPTER 3 100-Year Hydrologic Model Existing Condition Proposed Condition 56 TB R:\1203\Hyd\REPORTS\HYDM203_DR-Tabata 10.doc W.O. 2580-1 10/18/2013 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2010 Advanced Engineering Software (aes) Ver. 17.0 Release Date: 07/01/2010 License ID 1239 Analysis prepared by: Hunsaker s Associates San Diego, Inc. 9707 Waples Street San Diego, CA 92121 ************************** DESCRIPTION OF STUDY ************************** * TABATA 10 HYDROLOGIC CALCULATIONS * * 100-YEAR RETURN INTERVAL * * W.O. 2167-125, DLN: 1203 * ************************************************************************** FILE NAME: R:\1203\HYD\CALCS\AES\100.DAT TIME/DATE OF STUDY: 14:23 04/11/2014 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 15.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0200 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Deptti = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint =10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 131.00 DOWNSTREAM ELEVATION(FEET) = 121.00 ELEVATION DIFFERENCE(FEET) = 10.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.2 67 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.264 SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.66 *****************************************************************^^,t^^^,t,t,t,t,t FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 52 57 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 121.00 DOWNSTREAM(FEET) = 86.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 820.00 CHANNEL SLOPE = 0.0418 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.66 FLOW VELOCITY(FEET/SEC) = 3.07 (PER LACFCD/RCFCSWCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.45 Tc(MIN.) = 10.72 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 920.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.430 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 8.27 SUBAREA RUNOFF(CFS) = 12.82 TOTAL AREA(ACRES) = 8.6 TOTAL RUNOFF(CFS) = 13.29 TC(MIN.) = 10.72 + ^ I End hydrology for sheet flow towards El Camino Real. I I I I Begin hydrology for runoff north along Camino Hills Drive. | + ^ ***************************************************************************i^ FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 127.00 DOWNSTREAM ELEVATION(FEET) = 117.00 ELEVATION DIFFERENCE(FEET) = 10.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.431 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.869 SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.31 **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 117.00 DOWNSTREAM ELEVATION(FEET) = 87.50 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0200 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW{CFS) = 1.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 58 HALFSTREET FLOOD WIDTH(FEET) = 3.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.32 PRODUCT OF DEPTHSVELOCITY(FT*FT/SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 1.91 Tc{MIN.) = 7.34 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.658 *USER SPECIFIED(SUBAREA): RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .5200 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.513 SUBAREA AREA(ACRES) = 0.94 SUBAREA RUNOFF(CFS) = 2.77 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 3.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.46 FLOW VELOCITY(FEET/SEC.) = 3.63 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85 LONGEST FLOWPATH FROM NODE 105.00 TO NODE 107.00 = 480.00 FEET. + ^ 1 End hydrology for runoff north along Camino Hills Drive. | I I I Begin Runoff south along Camino Hills Drive. I + ^ **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 125.00 DOWNSTREAM ELEVATION(FEET) = 115.00 ELEVATION DIFFERENCE(FEET) = 10.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.2 67 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.264 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.28 **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 53 »»>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 115.00 DOWNSTREAM(FEET) = 107.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 212.00 CHANNEL SLOPE = 0.0377 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.28 FLOW VELOCITY(FEET/SEC) = 1.09 (PER LACFCD/RCFCSWCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.25 Tc(MIN.) = 9.51 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 112.00= 312.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.785 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4200 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4121 SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) = 2.05 TOTAL AREA(ACRES) = 1.1 TOTAL RUNOFF(CFS) = 2.27 TC(MIN.) = 9.51 **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1 59 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.51 RAINFALL INTENSITY(INCH/HR) = 4.78 TOTAL STREAM AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.27 **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 114.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 175.00 DOWNSTREAM ELEVATION(FEET) = 166.00 ELEVATION DIFFERENCE(FEET) = 9.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.019 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.227 SUBAREA RUNOFF(CFS) = 0.75 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.75 **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 112.00 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 166.00 DOWNSTREAM ELEVATION(FEET) = 107.00 STREET LENGTH(FEET) = 808.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 8.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0200 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW{CFS) = 2.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.87 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.04 PRODUCT OF DEPTHSVELOCITY(FT*FT/SEC.) = 1.15 STREET FLOW TRAVEL TIME(MIN.) = 3.33 Tc(MIN.) = 8.35 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.205 •USER SPECIFIED(SUBAREA): RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5200 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.520 SUBAREA AREA(ACRES) = 1.63 SUBAREA RUNOFF(CFS) = 4.41 TOTAL AREA (ACRES) = 1.8 PEAK FLOW RATE (CFS) = 4.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.91 FLOW VELOCITY(FEET/SEC.) = 4.50 DEPTH*VELOCITY(FT*FT/SEC.) = 1.46 LONGEST FLOWPATH FROM NODE 113.00 TO NODE 112.00 = 908.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< Flow to revised inlet in Proposed Condi- tion wlien it becomes an 'on-grade' inlet. 60 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.35 RAINFALL INTENSITY(INCH/HR) = 5.20 TOTAL STREAM AREA(ACRES) = 1.83 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.95 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.27 9.51 4.785 1.15 2 4.95 8.35 5.205 1.83 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.94 8.35 5.205 2 6.82 9.51 4.785 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.94 Tc(MIN.) = 8.35 TOTAL AREA(ACRES) = 3.0 LONGEST FLOWPATH FROM NODE 113.00 TO NODE 112.00= 908.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.35 RAINFALL INTENSITY(INCH/HR) = 5.20 TOTAL STREAM AREA(ACRES) = 2.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.94 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« *USER SPECIFIED(SUBAREA): STREETS S ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 129.00 DOWNSTREAM ELEVATION(FEET) = 127.00 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.391 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 70.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.246 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.39 **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 127.00 DOWNSTREAM ELEVATION(FEET) = 107.00 STREET LENGTH(FEET) = 436.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 61 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0200 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.58 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.81 PRODUCT OF DEPTHSVELOCITY(FT*FT/SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 2.59 Tc(MIN.) = 4.98 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.246 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): STREETS S ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0. SUBAREA AREA(ACRES) TOTAL AREA(ACRES) = .900 0.25 SUBAREA RUNOFF(CFS) = 0.3 PEAK FLOW RATE(CFS) = 1.63 2.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.31 FLOW VELOCITY(FEET/SEC.) = 3.10 DEPTH*VELOCITY(FT*FT/SEC.) = 0.84 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 122.00= 536.00 FEET. Flow to revised inlet in Proposed Condi- tion when it becomes an 'on-grade' inlet. **************************************************************************** FLOW PROCESS FROM NODE 123.00 TO NODE 122.00 IS CODE 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.246 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *HSER SPECIFIED(SUBAREA): STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8888 SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.4 TOTAL RUNOFF(CFS) = 2.58 TC(MIN.) = 4.98 **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 4.98 RAINFALL INTENSITY(INCH/HR) = 7.25 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.58 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 RUNOFF (CFS) 6.94 2.58 Tc (MIN.) 8.35 4.98 INTENSITY (INCH/HOUR) 5.205 7.246 AREA (ACRE) 2.98 0.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 62 1 7.56 4.98 7.246 2 8.79 8.35 5.205 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.79 Tc(MIN.) = 8.35 TOTAL AREA(ACRES) = 3.4 LONGEST FLOWPATH FROM NODE 113.00 TO NODE 122.00 = 908.00 FEET. + + I End Existing Condition hydrology model I I I I Begin Developed Condition Hydrology model. I + + **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 131.00 DOWNSTREAM ELEVATION(FEET) = 121.00 ELEVATION DIFFERENCE(FEET) = 10.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.264 SUBAREA RUNOFF(CFS) = 0.75 TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 0.75 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 115.30 DOWNSTREAM ELEVATION(FEET) = 96.80 STREET LENGTH(FEET) = 1050.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 8.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0200 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.30 PRODUCT OF DEPTHSVELOCITY(FT*FT/SEC.) = 0.78 STREET FLOW TRAVEL TIME(MIN.) = 7.60 Tc(MIN.) = 13.87 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.753 *USER SPECIFIED(SUBAREA): RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5200 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.509 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 9.95 TOTAL AREA(ACRES) = 5.4 PEAK FLOW RATE(CFS) = 10.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.53 FLOW VELOCITY(FEET/SEC.) = 2.67 DEPTH*VELOCITY(FT*FT/SEC.) = 1.06 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 1150.00 FEET. 63 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 203.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.753 *USER SPECIFIED(SUBAREA): RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5200 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5134 SUBAREA AREA(ACRES) = 3.33 SUBAREA RUNOFF(CFS) = 6.50 TOTAL AREA(ACRES) = 8.8 TOTAL RUNOFF(CFS) = 16.90 TC(MIN.) = 13.87 **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 212.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 92.00 DOWNSTREAM(FEET) = 91.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.35 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.90 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 13.90 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 212.00 = 1175.00 FEET. ************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.90 RAINFALL INTENSITY(INCH/HR) = 3.75 TOTAL STREAM AREA(ACRES) = 8.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.90 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 104.10 DOWNSTREAM ELEVATION(FEET) = 101.50 ELEVATION DIFFERENCE(FEET) = 2.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.152 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.286 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.15 **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 101.50 DOWNSTREAM(FEET) = 91.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 550.00 CHANNEL SLOPE = 0.0191 CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.068 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 64 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.55 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.85 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 10.80 Tc(MIN.) = 18.95 SUBAREA AREA(ACRES) = 0.72 SUBAREA RUNOFF(CFS) = 0.77 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 0.86 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 1.01 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 212.00 = 630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.95 RAINFALL INTENSITY(INCH/HR) = 3.07 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.86 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 16.90 13.90 3.747 8.77 2 0.86 18.95 3.068 0.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 17.53 13.90 3.747 2 14.69 18.95 3.068 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.53 Tc(MIN.) = 13.90 TOTAL AREA(ACRES) = 9.6 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 212.00 = 1175.00 FEET. + + i Outlet into Tabata Detention Basin. I I See detetention basin analysis for determination of attenuated | I flows. I + + + + I Begin hydrology for flow towards northern corner of site. I I I I I + + **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 221.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 128.00 DOWNSTREAM ELEVATION(FEET) = 100.00 ELEVATION DIFFERENCE(FEET) = 28.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 65 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.264 SUBAREA RUNOFF(CFS) = 0.46 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.46 **************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 87.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 152.00 CHANNEL SLOPE = 0.0822 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.025 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.524 *USER SPECIFIED(SUBAREA): NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.78 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.88 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 1.35 Tc(MIN.) = 7.61 SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 0.64 AREA-AVERAGE RUNOFF COEFFICIENT = 0.379 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 1.05 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.05 FLOW VELOCITY(FEET/SEC.) = 2.12 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 222.00 = 252.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 223.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 87.50 DOWNSTREAM(FEET) = 82.50 FLOW LENGTH(FEET) = 553.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.46 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.05 PIPE TRAVEL TIME(MIN.) = 2.67 Tc(MIN.) = 10.28 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 223.00 = 805.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 223.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.552 *USER SPECIFIED(SUBAREA): RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3610 SUBAREA AREA(ACRES) = 0.82 SUBAREA RUNOFF(CFS) = 1.31 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 2.17 TC(MIN.) = 10.28 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.3 TC(MIN.) = 10.28 PEAK FLOW RATE(CFS) = 2.17 END OF RATIONAL METHOD ANALYSIS 66 Tabata 10 Drainage Study CHAPTER 4 Inlet Sizing Street Capacity 67 TB R:\1203\Hyd\REPORTSVHYDM203_ DR-Tabata lO.doc W.O. 2580-1 10/18/2013 TABATA (C> - ^:^UMP I^OLe-r C.cx\c. 3. HYDRAULICS ^ A Street - provide: 1 ~ 7 1) Depth of gutter flow calculation. " Lt- ...G , 2) Inlet calculations. i 3) Show gutter flow Q. Inlet Q, and bypass Q on a plan of the street. "z. ^ B. Storm Drain Pipes and Open Channels - provide: l^' 1) Hydraulic loss calculations for: entrance, friction, junction, access holes, bends, angles, reduction and enlargement. 2) Analyze existing conditions upstream and downstream from proposed system, to be determined by the City Engineer on a case-by-case basis. 3) Calculate critical depth and normal depth for open channel flow conditions. 4) Design for non-silting velocity of 2 FPS in a two-year frequency storm unless otherwise approved by the City Engineer. 5) All pipes and outlets shall show HGL, velocity and Q value(s) for design storm. 6) Confluence angles shall be maintained between 45° and 90" from the main upstream flow. Flows shall not oppose main line flows. INLETS A (Curb inlets at a sump condition should be designated for two CFS per lineal foot of sopening when headwater may rise to the top of curb. B. Curb inlets on a continuous grade should be designed based on the following equation: Q = 0.7L(a + y)^'^ Where: y = depth of flow in approach gutter in feet a = depth of depression of flow line at inlet in feet L = length of clear opening in feet (maximum 30 feet) Q = flow in CFS, use 100-year design storm minimum C. Grated inlets should be avoided. When necessary, the design should be based on the Bureau of Public Roads Nomographs (now known as the Federal Highway Administration). All grated inlets shall be bicycle proof. D. All catch basins shall have an access hole in the top unless access through the grate section satisfactory to the City Engineer is provided. Page 3 of 5 68 •User Name: REscobar JProject: Tabata Property Date: 04-10-14 Time: 13:34:05 Page: 1 Hec22 Calculation Report: Results: •=low Intercepted: ^low Bypassed: Inlet Length: Pplash-over Velocity: ending Width: Depth at Curb: •Efficiency: •curb Grate slotted Total: F I h I C ( Pi •Gutter Cross Slope: P-Ocal Depression: Gutter Width: •Curb Opening Length: •curb Throat Type: Inclined Throat Angle: •inlet Opening Height: fcurb Weir Coefficient: ncurb Orifice Coefficient: Flow Data Input: jinput Method: Known Flow: niet Parameters: Computation Type: ^nlet Type: -ongitudinal Slope: lanning's n: Pavement Cross Slope: 4.95 cfs 0.00 cfs 10.93 ft 0.00 ft/s 14.56 ft 0.39 ft 100.00 100.00 Known Flow 4.95 Grade Curb 0.01 0.016 0.02 0.08 4.00 1.50 10.93 Horizontal 0.0000 0.50 2.300 0.670 cfs ft/ft ft/ft ft/ft in ft deg in \ K) LeT [jEr^ ^-TVV KSt>D£ \\ 69 Jser Name: REscobar 'reject: Tabata Property Date: 04-10-14 Time: 13:33:23 Page: 1 Hec22 Calculation Report: Results: •Flow Intercepted: "Flow Bypassed: Inlet Length: Pplash-over Velocity: ending Width: Depth at Curb: Efficiency: •curb Grate plotted •Total: Flow Data Input: 2.02 0.00 6.24 0.00 10.11 0.30 100.00 100.00 jjfnput Method: Known Flow: Inlet Parameters: Known Flow 2.02 Computation Type: llnlet Type: •.ongitudinal Slope: Manning's n: Pavement Cross Slope: tiutter Cross Slope: ocal Depression: Gutter Width: Kurb Opening Length: mburb Throat Type: Inclined Throat Angle: jdnlet Opening Height: fcurb Weir Coefficient: ^urb Orifice Coefficient: Grade Curb 0.01 0.016 0.02 0.08 4.00 1.50 6.24 Horizontal 0.0000 0.50 2.300 0.670 cfs ft/ft ft/ft ft/ft in deg in 'R.-eT/aj^-r iio^uer Tt:> 1 DpeMi 70 Rating Table for Tabata Street Section Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Section Definitions IVIanning Formula Discharge 1.00 % 0.50 ft Station (ft) Elevation (ft) 0+00 0+05 0+05 0+07 0+22 0+38 0+39 0+39 0+44 0.50 0.50 0.00 0.13 0.44 0.13 0.00 0.50 0.50 Roughness Segment Definitions start station & Elevation End station & Elevation Roughness Coefficient (0+00, 0.50) (0+07, 0.13) (0+38, 0.13) (0+07, 0.13) (0+38, 0.13) (0+44, 0.50) 0.014 0.016 0.014 Channel Slope (%) Discharge (fP/s) Velocity (ft/s) Flow Area (ft») Wetted Perimeter (ft) Top Width (ft) 1.00 1.50 2.00 28.93 35.43 40.91 3.56 4.36 5.03 8.13 8.13 8.13 35.02 35.02 35.02 34.00 34.00 34.00 1/7/2014 6:21:49 PIM Bentley Systems, Inc. Haestad Methods SoBdhdUe^fiUwMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown.CT 06795 USA+1-203-755-1666 Page 1 of 2 71 Rating Table for Tabata Street Section Input Data Channel Slope (%) Discharge (fP/s) Velocity (ft/s) Flow Area (fP) Wetted Perimeter (ft) TopWidth(ft) 2.50 45.74 5.62 8.13 35.02 34.00 3.00 50.10 6.16 8.13 35.02 34.00 3.50 54.12 6.65 8.13 35.02 34.00 4.00 57.85 7.11 8.13 35.02 34.00 Bentley Systems, Inc. Haestad Methods SoBditUe^CihtaiMaster V8i (SELECTseries 1) [08.11.01.03] 1/7/2014 6:21:49 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA+1-203-755-1666 Page 2 of 2 72 Cross Section for Tabata Street Section Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Formula Discharge 1.00 % 0.50 ft 28.93 fP/s 0.70 0.60 0.50 0.40 .Q 0.30 I 0-20 0.10 0.00 -0.10 -0.20 0+00 0+10 0+20 0+30 Station 0+40 Bentley Systems, Inc. Haestad Methods SoEUhUe^fiUwMaster V8i (SELECTseries 1) [08.11.01.03] 27SiemonsCompany Drive Suite 200 W Watertown.CT 06795 USA+1-203-755-1666 Page lof 1 1/7/2014 6:23:16 PM 73 Tabata 10 Drainage Study CHAPTER 5 Hydraulic Analysis Rip Rap Sizing 74 TB R:M203\HydWEPORTS\HYDM203_DR-Tabata lO.doc W.O. 2580-1 10/18/2013 TABATA: HYDRAULIC MODELS 75 HYDRAULIC ANALYSIS CODE SHEET LENGTH ~ DIA SLOPEZ Q(100)=XXX CFS V(100)= line number. LENGTH ~ DIA. RCP @ SLOPEX Q(100)=XXX CFS V(100)=XXX FPS Q = D = VI = V2 - Fl = F2 = HJ •- H2 •- Dl •• 02 = X = X(N) D(8J) D(AJ) TW = flow through storm drain, diameter of storm drain. ve/oc(ty ot downstreom end of storm drain, velocity at upstream end of storm drain, flowline at downstream end of storm drain, flowline at upstream end of storm dram. •• HGL elevation at downstream end of storm dram : HGL elevation at upstream end of storm dram • depth of HGL at downstream end of storm dram •AWcLf^i'X^^^^^^ inlersecls sofm In sea, coo^lllo. = distance from downstream end to point where water surface reaches normal depth by either drawdown or backwater. _ = distance from downstream end to point where hydraulic jump occurs m storm dra = depth of water before hydraulic jump occurs = depth of water after hydraulic jump occurs tailwater elevation 76 77 LA. COUNTY PUBLIC KORKS STORl-I DRAIN ANALYSIS REPT: PC/RD4412.1 (INPUT) DATE: 04/21/14 PAGE 1 PROJECT: Tabata 10 (1203\hyd\calcs\stonn\line a DESIGNER: RLE CD L2 MAX Q ADJ Q LENGTH FL 1 FL 2 CTL/TW D W S KJ KE m LC Ll L3 L4 Al A3 A4 J N 8 1 93.65 ^ J ."WW*- 2 2 16.9 16.9 14.50 91.35 91.48 0.00 24. 0. 1 0.00 0.20 0.05 1 0 0 0 0. 0. 0. 4.00 0.013 LA COUNTY PUBLIC V.'ORKS STORI-t DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 04/21/14 PAGE 1 PROJECT: Tabata 10 (1203\hyd\calcs\storm\line a DESIGNER: RLE LINE Q D W DN DC FLOW SF-FULL V1V2 FLI FL2 HGI HG2 Dl D2 TW TW KO (CFS) (IN) (IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS HYDRAULIC GRADE LINE CONTROL = 93.65 16.9 24 0 1.34 1.48 FULL 0.00558 5.4 5.4 91.35 91.48 93.65 93.75 2.27 94.29 0.00 VI, FL 1, D 1 AND HG 1 REFER TO DOWNSTREAI-l END V 2, FL 2, D 2 AND HG 2 REFER TO UPSTREAI-I END X - DISTANCE IN FEET PROM DOWNSTREAM END TO POINT VJHERE HG INTERSECTS SOFFIT IN SEAL CONDITION X(N) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORI-IAL DEPTH BY EITHER DRAWDOWN OR BACKWATER X(J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUI-IP OCCURS IN LINE F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAI-I SIDE) D(AJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAf.1 SIDE) SEAL INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART HYD JU!4P INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP HJ © UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE HJ 0 DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE EOJ 4/21/2014 9:48 2003 REGIONAL SUPPLEMENT 200-1.6.3 Quality Requirements Page 45 - First paragraph, second sentence change "60 days" to "30 days". 200-1.7 Selection of Riprap and Filter Blanltet iVlaterial Table 200-1.7 Velocity Meters/Sec (Ft/Sec) (1) Rock Class (2) Rip Rap Thie k- Nes s Filter Blanket Tipper Laverfs') Velocity Meters/Sec (Ft/Sec) (1) Rock Class (2) Rip Rap Thie k- Nes s Option 1 Sect. 200 (4) Optio n2 Sect.4 00 (4) Option 3 (5) Lower Layer (6) 2(6-7). No. 3 Backing 0.6 5 mm (3/16") C2 .D.G. 2.2 (7-8) No. 2 Backing 1.0 6 mm (1/4") B3 D.G. 2.6 (8-9.5) Facing 1.4 9.5 mm (3/8") .... D.G. 3(9.5-11) Light 2,0 12.5 mm QA") .... 25mm (3/4"-1-1/2") 3.5 (11-13) 220 kg (1/4 Ton) 2.7 19 mm (3/4") .... 25mm (3/4"-1-1/2") SAND 4(13-15) 450kg(y2 Ton) 3.4 25mm(r') 25mm (3/4"-1-1/2") SAND 4.5 (15-17) 900 kg (1 Ton) 4.3 37.5 mm (1-1/2") TYPEB SAND 5.5 (17-20) 1.8Tonne(2Ton) 5.4 50 mm (2") — TYPEB SAND See Section 200-1.6. see also Table 200-1.6 (A) Practical use ofthis table is limited to situations where "T" is less than inside diameter. (1) Average velocity in pipe or bottom velocity m energy dissipater, whichever is greater. (2) If desired rip rap and filter blanket class is not available, use next larger class. (3) Filter blanket thickness = 0.3 Meter (1 Foot) or "T", whichever is less. - (4) Standard Specifications for Public Works^Construction. (5) D.G. = Disintegrated Granite, 1mm to 1 Omm. P.B. = Processed Miscellaneous Base. .8 81 82 LA COUNTY PUBLIC VMRKS STORM DRAIN ANALYSIS REPT: PC/RD4412.1 (INPUT) DATE: 04/21/14 PAGE 1 PROJECT: Tabata 10 {1203\hyd\calcs\storm\line b DESIGNER: RLE CD L2 MAX Q ADJ Q LENGTH FL 1 FL 2 CTL/TV/ D W S KJ KE KM LC Ll L3 L4 Al A3 A4 J N 2 3 8.1 8.1 87.87 75.80 84.01 0.00 18. 0. 3 0.50 0.20 0.05 1 4 0 0 0. 0. 0. 2.50 0.013 2 4 8.3 8.3 15.73 84.01 84.80 0.00 18. 0. 1 0.00 0.20 0.05 OOOOO. 0. 2.50 0.013 LA COUNTY PUBLIC KORKS STORt'I DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 04/21/14 PAQE 1 PROJECT: Tabata 10 (1203\hyd\calcs\storm\llne b DESIGNER: RLE LINE Q D W DN DC FLOW SF-FULL V1V2 FLI FL2 HGI KG 2 Dl D2 TW TW NO (CFS) (IN) (IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS HYDRAULIC GRADE LINE CONTROL = 76.43 8.1 18 0 0.51 1.10 PART 0.0059S 11.5 9.8 75.80 84.01 76.43 84.72 0.G3 0.71 0.00 0.00 .3 18 0 0.61 1.12 PART 0.00624 9.4 5.9 84.01 84.80 84.76 85.92 0.75 1.12 86.56 0.00 V 1, FL 1, D 1 AND HG 1 REFER TO DOWNSTREAM END V 2, FL 2, D 2 AND HG 2 REFER TO UPSTREAM END X - DISTANCE IN FEET FROM DOWNSTREA?.! END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION X(N) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT VIHERE WATER SURFACE REACHES NORI-IAL DEPTH BY EITHER DRAVnX3WN OR BACKWATER X(J) - DISTANCE IN FEET FROM DOWNSTREAt-I END TO POINT WHERE HYDRAULIC JUt4P OCCURS IN LINE F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) D(AJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUJ-IP (DOWNSTREAM SIDE) SEAL INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART HYD JUI-IP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP HJ a UJT INDICATES THAT HYDRAULIC JU!-IP OCCURS AT THE JUNCTION AT THE UPSTREAJ.1 END OF THE LINE HJ e DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE EOJ 4/21/2014 9:52 Tabata 10 Drainage Study CHAPTER 6 Detention Basin Analysis 86 TB R:M203\Hyd\REPORTS\HYD\1203_DR-Tabata 10.doc W.O. 2580-1 10/18/2013 PYRIGHT 1992, 2001 RICK ENGINEERING COMPANY •iDATE 4/11/2014 •)ROGRAPH FILE NAME Textl "E OF CONCENTRATION 14 MIN. lOUR RAINFALL 2.75 INCHES KIN AREA 9.57 ACRES OFF COEFFICIENT 0.489 K DISCHARGE 17.53 CFS From Chapter 3, Node 212 IE IE IE IE IE IE IE f MIN) = 0 DISCHARGE (CFS) = 0 MIN) = 14 DISCHARGE (CFS) = 0.8 MIN) = 28 DISCHARGE (CFS) = 0.8 MIN) = 42 DISCHARGE (CFS) = 0.8 MIN) = 56 DISCHARGE (CFS) = 0.9 MIN) = 70 DISCHARGE (CFS) = 0.9 MIN) = 84 DISCHARGE (CFS) = 1 MIN) = 98 DISCHARGE (CFS) = 1 MIN) = 112 DISCHARGE (CFS) = 1.1 MIN) = 126 DISCHARGE (CFS) = 1.2 MIN) = 140 DISCHARGE (CFS) = 1.3 MIN) = 154 DISCHARGE (CFS) = 1.4 MIN) = 168 DISCHARGE (CFS) = 1.6 MIN) = 182 DISCHARGE (CFS) = 1.7 MIN) = 196 DISCHARGE (CFS) = 2.1 MIN) = 210 DISCHARGE (CFS) 2.4 MIN) = 224 DISCHARGE (CFS; = 3.5 MIN) = 238 DISCHARGE (CFS) = 4.8 MIN) 252 DISCHARGE (CFS) = 17.53 MIN) = 266 DISCHARGE (CFS) = 2.8 MIN) = 280 DISCHARGE (CFS] = 1.9 MIN) = 294 DISCHARGE (CFS) = 1.5 MIN) = 308 DISCHARGE (CFS) = 1.2 [MIN) = 322 DISCHARGE (CFS] = 1.1 MIN) = 336 DISCHARGE (CFS) = 0.9 MIN) = 350 DISCHARGE (CFS) 0.9 MIN) = 364 DISCHARGE (CFS) = 0.8 MIN) = 378 DISCHARGE (CFS) = 0 87 TABATA 10: STAGE STORAGE Elevation Deptli Area ft sf 91.3 0 8821 92 0.7 10095 93 1.7 11937 94 2.7 13808 95 3.7 15707 96 4.7 17635 96.3 5 18216 88 LID Outlet #1 ABMP= 8821 sq-ft (Area above engineered flll/blo-retentlon section) (It can also be area of Infiltration at the bottom) Cg= 0.61 (coefficient of discharge ofthe bottom orifice) Dorif= 2 In (diameter In inches ofthe bottom orifice) Aorlfice= 0.02182 sq-ft (area of orifice In sq-ft) 0.1510 C coefficient to be inserted into SWMM H-gravel= 1.5 ft Depth ofthe gravel layer where water Is ponding 18 in (In this case: superior bottom - mulch - ammended soil - Invert of French drain) 16 in H-design= 1.333 ft H-gravel minus radius ofthe discharge Qorif-classlc— 0.12332 cfs Qdiversion" 0.12455 cfs <J 1% additional to the Qorifice. LID Underdrain Outlet Flowrate to be added on following sheet to stage discharge. 89 Basin #1 Discharge Discharge vs Elevation Table Low orifice; 1.5 " Top orifice: 2 Number; 2 Number: 0 Cg-low; 0.61 Cg-low; 0.61 invert elev; 0.50 ft Invert elev: 1.50 ft Middle orifice: 1 " Emergency inlet; number of orif; 0 Invert; 1.25 tt Cg-middle; 0.61 Area (SF=2) 4.89 sq ft <— invert elev: 1.00 ft Circumference 7.85 ft Actual Total Discharge = Qtot + 0.125 0.125 cfs is added for rate through LID subdrain h (ft) H/D-low H/D-mId H/D-top Qlow-otif (cfl) Qlow-weir (cfl) Qtot-low (cfs) Qmid-orif (cfs) Qmld-wclr (ct.) Qtot-med (cfs) Qtop-orif (cf») Qtop-wcir (cfs) Qtot-top (ef») Qemerg (cfs) Qtot (cfs) 0.0 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.1 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.2 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.3 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.4 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.5 0.00 0.00 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.6 0.80 0.00 0.00 0.023 0.020 0.020 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.020 0.7 1.60 0.00 0.00 0.045 0.0S6 0.045 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.045 0.8 2.40 0.00 0.00 0.059 0.076 0.059 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.059 0.9 3.20 0.00 0.00 0.070 0.079 0.070 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.070 1.0 4.00 0.00 0.00 0.079 0.130 0.079 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.079 1.1 4.80 1.20 0.00 0.088 0.395 0.088 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.088 12 5.60 2.40 0.00 0.096 1.173 0.096 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.096 1.3 6.40 3.60 0.00 0.103 2.936 0.103 0.000 0.000 0.000 0.000 0.000 0.000 0.272 0.375 1.4 7.20 4.80 0.00 0.110 6.361 0.110 0.000 0.000 0.000 0.000 0.000 0.000 1.414 1.524 15 8.00 6.00 0.00 0.116 12.361 0.116 0.000 0.000 0.000 0.000 0.000 0.000 3.042 3.158 1.6 8.80 7.20 0.60 0.122 22.129 0.122 0.000 0.000 0.000 0.000 0.000 0.000 5.039 5.161 1.7 9.60 8.40 1.20 0.128 37.163 0.128 0.000 0.000 0.000 0.000 0.000 0.000 7.346 7.474 1.8 10.40 9.60 1.80 0.134 59.307 0.134 0.000 0.000 0.000 0.000 0.000 0.000 9.926 10.060 1.9 11.20 10.80 2.40 0.139 90.784 0.139 0.000 0.000 0.000 0.000 0.000 0.000 12.753 12.892 2.0 12.00 12.00 3.00 0.144 134.229 0.144 0.000 0.000 0.000 0.000 0.000 0.000 15.806 15.950 2.1 12.80 13.20 3.60 0.149 192.729 0.149 0.000 0.000 0.000 0.000 0.000 0.000 19.070 19.219 2.2 13.60 14.40 4.20 0.154 269.850 0.154 0.000 0.000 0.000 0.000 0.000 0.000 22.533 22.687 2.3 14.40 15.60 4.80 0.158 369.679 0.158 0.000 0.000 0.000 0.000 0.000 0.000 24.529 24.687 2.4 15.20 16.80 5.40 0.163 496.854 0.163 0.000 0.000 0.000 0.000 0.000 0.000 25.670 25.833 2.5 16.00 18.00 6.00 0.167 656.603 0.167 0.000 0.000 0.000 0.000 0.000 0.000 26.763 26.930 2.6 16.80 19.20 6.60 0.171 854.773 0.171 0.000 0.000 0.000 0.000 0.000 0.000 27.813 27.985 2.7 17.60 20.40 7.20 0.176 1097.872 0.176 0.000 0.000 0.000 0.000 0.000 0.000 28.825 29.000 2.8 18.40 21.60 7.80 0.180 1393.096 0.180 0.000 0.000 0.000 0.000 0.000 0.000 29.802 29.982 2.9 19.20 22.80 8.40 0.184 1748.371 0.184 0.000 0.000 0.000 0.000 0.000 0.000 30.748 30.932 3.0 20.00 24.00 9.00 0.188 2172.383 0.188 0.000 0.000 0.000 0.000 0.000 0.000 31.667 31.854 3.1 20.80 25.20 9.60 0.191 2674.615 0.191 0.000 0.000 0.000 0.000 0.000 0.000 32.559 32.750 3.2 2160 26.40 10.20 0.195 3265.380 0.195 0.000 0.000 0.000 0.000 0.000 0.000 33.427 33.622 3.3 22.40 27.60 10.80 0.199 3955.858 0.199 0.000 0.000 0.000 0.000 0.000 0.000 34.274 34.472 3.4 23.20 28.80 11.40 0.202 4758.129 0.202 0.000 0.000 0.000 0.000 0.000 0.000 35.099 35.302 3.5 24.00 30.00 12.00 0.206 5685.209 0.206 0.000 0.000 0.000 0.000 0.000 0.000 35.906 36.112 3.6 24.80 31.20 12.60 0.209 6751.084 0.209 0.000 0.000 0.000 0.000 0.000 0.000 36.696 36.905 3.7 25.60 32.40 13.20 0.213 7970.745 0.213 0.000 0.000 0.000 0.000 0.000 0.000 37.468 37.681 3.8 26.40 33.60 13.80 0.216 9360.223 0.216 0.000 0.000 0.000 0.000 0.000 0.000 38.225 38.442 3.9 27.20 34.80 14.40 0.219 10936.622 0.219 0.000 0.000 0.000 0.000 0.000 0.000 38.968 39.187 4.0 28.00 36.00 15.00 0.223 12718.159 0.223 0.000 0.000 0.000 0.000 0.000 0.000 39.696 39.919 4.1 28.80 37.20 15.60 0.226 14724.192 0.226 0.000 0.000 0.000 0.000 0.000 0.000 40.411 40.637 4.2 29.60 38.40 16.20 0.229 16975.258 0.229 0.000 0.000 0.000 0.000 0.000 0.000 41.114 41.343 4.3 30.40 39.60 16.80 0.232 19493.110 0.232 0.000 0.000 0.000 0.000 0.000 0.000 41.805 42.038 4.4 31.20 40.80 17.40 0.23S 22300.747 0.235 0.000 0.000 0.000 0.000 0.000 0.000 42.485 42.720 4.5 32.00 42.00 18.00 0.238 25422.454 0.238 0.000 0.000 0.000 0.000 0.000 0.000 43.154 43.393 4.6 32.80 43.20 18.60 0.241 28883.831 0.241 0.000 0.000 0.000 0.000 0.000 0.000 43.813 44.055 4.7 33.60 44.40 19.20 0.244 32711.833 0.244 0.000 0.000 0.000 0.000 0.000 0.000 44.462 44.707 4.8 34.40 45.60 19.80 0.247 36934.803 0.247 0.000 0.000 0.000 0.000 0.000 0.000 45.102 45.349 4.9 35.20 46.80 20.40 0.250 41582.504 0.250 0.000 0.000 0.000 0.000 0.000 0.000 45.733 45.983 5.0 36.00 48.00 21.00 0.253 46686.159 0.253 0.000 0.000 0.000 0.000 0.000 0.000 46.355 46.608 This column calculates both wier and orifice equation flowrates and displays the minimum value (so long as the riser rim elevation has been surpassed. 90 See Emergency Riser Calculation at end of this Chapter TOP ELEV = 96.J fHDPE UNER TO ELEV 93.65 BOTH SIDES TYPE 'G-1' INLET M/ GRATE ,PER D-8, 13A15. RIM=93.6§^ EMERGENCY OVERFLOW ^2 - 1.5- ORinCE 0 ELEV=91.80 FL BOTTOM AND SIDE SLOPE VEGETATION PER LANDSCAPE PLANS TYPE 'G-r INLET W7GRATE PER D-8. 13 & 15. RIM=92.80 PERFORATED PIPE (UNDERDRAIN) OIX MIN. SLOPE W7RESTRICTING END CAP DRILL 2' ORIHCE O 88.3 FL SEE BELOW FOR FLOW CONTROL ORIRCE DETAIL BIORETENTION BASIN N.TS. 7'-6" GRAVEL CCMSS 2) INSTALL IMPERMEABLE HDPE UNER TO ELEV OF OVERFLOW (93.65) \N7JOINTS WELDED TO PROVIDE WATER-TIGHT SEAL (12 MIL MIN) PER GEOTECHNICAL RECOMMENDATION *BIORErENTION ENGINEERED SOIL LAYER SHALL BE -SANDY LOAM' MIX W/NO MORE THAN 5% CLAY CONTENT. PERCOLATION RATE OF 5-10 INCHES7HR SUSTAINED. CONTRACTOR TO VERIFY RATE PRIOR TO DEMOBIUZATION. /TYPE 'G-r CATCH BASIN & GRATE PER PLAN. RIM ELEV PER PLAN xr^jey SPECIHED '^^^^^^ SOIL MIX END CAP (SCREW-ON) . -GRAVB. 4- PERFORATED UNDERDRAIN DRILL 2" ORinCE 9 88.3 Fl. SEE BIORETENTION BASIN DETAIL (ABOVE) FLOW CONTROL ORIFICE DETAIIV BIORETENTION FACILITY OUTLET N.T.S. HydraflOW Table of Contents Tabata Detention Basm gpw Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Tuesday, 04 /15 / 2014 Watershed Model Schematic 1 100-Year Summary Report 2 Hydrograph Reports 3 Hydrograph No. 1, Manual, Tabata Runoff 3 Hydrograph No. 2, Reservoir, Tabata Detention 4 92 Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Hyd. Origin Pgscriptlpn 1 Manual Tabata Runoff 2 Reservoir Tabata Detention Project: Tabata Detention Basin.gpw 93 Tuesday, 04/15/2014 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time Interval (min) Time to Peak (min) Hyd. volume (cuft) Inflow hyd(s) Maximum elevation (ft) Total strge used (cuft) Hydrograph Description Manual Resen/oir 17.53 7.992 14 14 252 266 46,981 46,942 93.65 23,812 Tabata Runoff Tabata Detention Tabata Detention Basin.gpw Return Period: 100 Year 94 Tuesday, 04/15/2014 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesl^, Inc. v10.3 Hyd. No. 1 Tabata Runoff Hydrograph type Storm frequency Time interval = Manual = 100 yrs = 14 min Peak discharge Time to peak Hyd. volume Tuesday, 04/ 15/2014 17.53 cfs 252 min 46,981 cuft Q (cfs) 18.00 15.00 12.00 9.00 6.00 3.00 0.00 Tabata Runoff Hyd. No. 1-100 Year Q (cfs) 18.00 15.00 12.00 9.00 6.00 3.00 0.00 392 Time (min) 95 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Hyd. No. 2 Tabata Detention Hydrograph type Storm frequency Time interval Inflow hyd. No. Reservoir name Reservoir 100 yrs 14 min 1 - Tabata Runoff Tabata Detention Basin Peak discharge Time to peak Hyd. volume Max. Elevation Max. Storage Tuesday, 04/15/2014 7.992 cfs 266 min 46,942 cuft 93.65 ft 23,812 cuft storage Indication method used. Q (cfs) 18.00 15.00 12.00 9.00 6.00 3.00 0.00 Tabata Detention Hyd. No. 2-100 Year Q (cfs) 18.00 15.00 12.00 Hyd No. 2 Hyd No. 1 I Total storage used = 23,812 cuft TABATA 10 EMERGENCY RISER SIZE Weir Formula for Orifices & Short Tubes (free & submerged) Q = Ca(2gh)°^(0.85), where 0.85 is a reduction factor for trash rack Q = 0.6a(64.32h)° ^(0.85); C = 0.6 from Table 4-10, Kings Handbook Q = 4.1a(h)° ^, where a = area of orifice opening, h = head (ft) above top of riser then h = (Q/4.1a)^ (Equation 1) Weir Formula for riser acting as straight weir Q = CLH^ ^; C = 3.3 from Equation 5-40, Kings Handbook then h = (Q/3.3L)^'^ (Equation 2) @Node 212: Qioo= 17.53 cfs Riser d = 30 in., so a = 4.91 sq. ft.; h = 0.76 ft. (Equation 1) L= 7.85 ft.; h= 0.77 ft. (Equation 2) therefore: h = 0.77 ft. Equivalent area of a 3' x 1'-11' riser assuming 15% of area is taken up bv grate. /Tabata riser inlet.xls 4/15/2014 97 Tabata 10 Drawdown Calcs Basin #1 Qsub Draln-0.125 cfs Elevation QAVG (CFS) DV (CF) DT(HR) Total T 91.4 0.12 886 1.98 21.10 91.5 0.12 893 1.99 19.12 91.6 0.12 901 2.01 17.13 91.7 0.12 909 2.03 15.12 91.8 0.13 916 1.89 13.10 91.9 0.16 924 1.64 11.20 92.0 0.18 932 1.47 9.56 92.1 0.19 939 1.38 8.09 92.2 0.20 947 1.32 6.71 92.3 0.21 955 1.27 5.39 92.4 0.22 963 1.23 4.12 92.5 0.27 971 1.01 2.88 92.6 0.50 979 0.54 1.87 92.7 0.95 986 0.29 1.33 92.8 1.53 994 0.18 1.04 92.9 2.22 1002 0.13 0.86 93.0 3.00 1010 0.09 0.73 93.1 3.87 1018 0.07 0.64 93.2 4.80 1027 0.06 0.57 93.3 5.81 1035 0.05 0.51 93.4 6.89 1043 0.04 0.46 93.5 8.02 1051 0.04 0.42 93.6 9.22 1059 0.03 0.38 93.7 10.46 1068 0.03 0.35 93.8 11.77 1076 0.03 0.32 93.9 13.12 1084 0.02 0.29 94.0 14.52 1092 0.02 0.27 94.1 15.97 1101 0.02 0.25 94.2 17.46 1109 0.02 0.23 94.3 19.00 1118 0.02 0.21 94.4 20.58 1126 0.02 0.20 94.5 22.21 1135 0.01 0.18 94.6 23.87 1143 0.01 0.17 94.7 25.57 1152 0.01 0.15 94.8 27.32 1160 0.01 0.14 94.9 29.10 1169 0.01 0.13 95.0 30.92 1178 0.01 0.12 95.1 32.78 1186 0.01 0.11 95.2 34.67 1195 0.01 0.10 95.3 36.59 1204 0.01 0.09 95.4 38.56 1213 0.01 0.08 95.5 40.55 1221 0.01 0.07 95.6 42.20 1230 0.01 0.06 95.7 43.18 1239 0.01 0.05 95.8 43.85 1248 0.01 0.05 95.9 44.51 1257 0.01 0.04 96.0 45.15 1266 0.01 0.03 96.1 45.79 1275 0.01 0.02 96.2 46.42 1284 0.01 0.02 96.3 47.04 1293 0.01 0.01 98 Tabata 10 Drainage Study CHAPTER 7 Hydrology Maps TB R:\1203\HyAREPORTS\HYDM203_OR-Tabata 10.doc W.O. 2580-1 10/18/2013 Tabata 10 Drainage Study CHAPTER 8 Reference Information: Carlsbad Tract 83-25, Camino Hills TB R:\1203\Hyd\REPORTS\HYD\1203_ DR- Tabata lO.doc W.O. 2580-1 10/18/2013 < O o UJ z z g GENERAL NOTES ALL tfORt SHALL BE DOME ACCOBDiaC TO THE APPROVED PLASS AKO SPECIFICATIOMS. THE CORREST CITY OF CAELSBAD StASDARD SPECIFICATIOM. THE CITTT OF CARLSBAO STAHDARD ORAtf IBCS , AND ALL APPLICABLE. CITY OF CARLSBAI} OaOi:iAaCE5. SEITHER THE CITT XOR THC ESCIHEER OF WORK WILL EHFORCE SAFTET MEASURES OR RECULATIOSS. THE COSTRACTOR SHALL DESIGS, COSSTRUCT ASD MAIHTAIN ALt SAFTE? DEVICES. IHCLODIKG SHORISC, AHD SHALL SE SOLET RESP08SIBLE FOR C0HF0RMI8C TO ALL LOCAL. STATE AHD FEDERAL SAFTET AND HEALTH STAaDARDS. LAWS AHD RECULATIOKS. THE COMTRACTOR SHALL COMFORM TO LABOR CODE SECTION 6705 BT SOBXITTISG A DETAILED PLAS TO THE CITT ESCISEER AMD/OR CONCERNED ACEHCT SHOWIHC THt OESICH OF SHORIHG, BRACING. SLOPING OR OTHER PROVt^IOHS TO BC MADE FOR WORKER PROTECTIOH FROH THE HAZARD OF CAVING GROUHO DURING TBE EXCAVATIOH QF TRE3CH Oft TRESCBES OR OURISG THE PIPE IHSTALLATIOK THEREIH. THIS PLAJ) WIST BE PREFAREO FOR ALL IREHCHES FIVE FEET OR SQRE IS DEPTH AHD APPROVES BT THE CUT ESGISEER AHD/QR COBCERSED AGEBCT PRIOR TO CRCAVATIOH. IF THE PLAS VARIES FROM THE SHORISC STSTEM STANDARDS ESTABLISHED BT THE COHSTRDCTIOa SAFTET ORDERS. THE PLAH SHALL BE PREPARED BY A REGISTEEED CIVIL OR STRUCTDRAL EUGIMCSR AT TBE CONTRACTOR'S CXPESSS. THE ESISTESCE ASD LOCATIOH OF UTILITY STRUCTURES AHD FACILITIES SHOWS ON THE COHSTRUCTIOH PLA8S WERE OSTAIHED BT A SEARCH OF THE AVAILABLE RECORDS. ATTE5TI0H ZS CALLED TO TBE POSSIBLE EXISTS3CE OF OTHER UTILITY FACILITIES OR STROCTORES SOT RROWS OR IB A LOCATIOS DIFFEREHT FROH THAT SHOUH OH TBE FLAHS. THE COHTRACTOR IS REqUtRED TO TAKE DDE PEECAUTIOIiART HEASORCS TO PROTECT THE DTILITIE5 SHOWH OH THC PLAHS AHD AHY OTHER EI1STI8C FACILITIES OR STROCTORES HOT SUOWH. THE COMTRACTOR SHALL VERIFY THE LOCATIOH OF ALL EXISTING FACILITIES ( ABbVEGROOMD AHO DHDER GROOHD) WtTHIM TBE PROJECT SITE SBFFICICaTLY AHEAD OF THC COHSTRCCTIOM TO PERMIT THE RCTISIOH OF THE COHSTROCTXOH PLAMS 17 II IS FOUHD THE ACTUAL LOCATIOHS ARC IB COHFLICT WITH THE PROPOSED WORK. THE COMTRACTOR SHALL MOTIFT AFFECTED OTlLITT COMPAMIES AI LEAST 48 HOURS PRIOR TO STARtlBC C0M3TROCTI0K HEAR THCIH FACILITIES AHD SHALL COORDIMATE THE HORI WITH COHPAMT RCPRESEMTATITES. SAH DIEGO GAS A CLCCTRZC C0_ PACIFIC TELEPBOMC CO. CABLE TCLCVISIOM 235-6323 CARLSBAD IdHICIPAL WATER OlSTRICT COSTA REAL HSRiCIPAL WATER OISTRICT_ SAH OIEGO PIPELIHE CO S00-A22-4I33 Z 438-7723 438-5551 438-2722 283-65L1 (SEE MOTE 13 ) HO HORK SHALL SC COKMEMCID OKTIL ALL FCRHXTS HAVE . BEEH OITAIHED FROM THE CITT AHD OTHER APFKOPRIATE ACEHCIES. THE COHTRACTOR SHALL MOTIFI THE CITY OF CARLSBAD AT LEAST 48 HOURS PRIQR TO STARTIHC COKSTRUCTXOK SO THAT IHSPtCTIOH SAI BE PROVIDED. (PHOHE 438-5541) WHERE IREHCHES ARE BITHII CITY EASCKIHTS . A SOILS REPORT FERFORHED IT A QUALIFIED SOILS EMGIHKER WILL BB RSqUIRCD. COMPACTION RCFORTS SHALL it SUBMITTED TO THE PUBLIC WORKS IHSPCCTOR ARB APPROPRIATE DISTRICT EHGIHEER UFOH COHFLETIOM OF THE WORK. WHERE EZPAHSICC CLAY OR SAHDT SOXU ARC FOUHD, OHOERCUT 3* BELOW FtOPOSEO GRADES AHD BACK FILL WITH SOXTABLE MATERIALS UNIFORMLY COHFACTED TO AT LEAST 90Z HAXIHTIH DRY DCN3ITT. NO Revisions WILL BE MADE TO THE CONSTRUCTION PLASS WITHOUT IHE WRITTEN APPROVAL OF THE CITT EHGINRCR HOTCS WITHIN THE RCVTSIOB BLOCK OH THC APPROPRIATE SHEET OF THE PLAHS. MERGESCT VEHICLE ACCESS SHALL BB HAIHIAIRED TO THE PROJECT SITE AT ALL TIMES DCRIHG COHSTRDCTIOB. COHTRACTOR AGREES XHAT HE SHALL ASSUME SOLZ AHD COHPLETE RESFOBSIBILITY FOR JOB SITE COMDITXOHS DURING THI COURSI OF CONSTRUCTION OF THIS PROJECT. IHCLUaiKC: SAFETY OF ALL PERSONS AHO PROPERIT, AHD THAT THIS REQUIREHEHT SHALL APPLY CQSTIMUODSLY AHD HOT IE LIHITEO TO NORMAL WOERINC HOURS: AHD THAT THE COHTRACTOR SHALL DEFEND. INOEMKIFT AHD HOLD THE OWNER AHD ENGINEER HARKLESS FROM AHY AHD ALL LIABILITY, RCAL OR ALLEGED IN COHHECTION WITH THB PERFORMANCE OF WORK OB THIS PROJECT CXCCPTXNG LIABILXTT ARISING FROM TNE SOLE HEGLIGESCS OF THC OWHCR OR THE CBCXNEER. THC CONTRACTOR SHALL RE RESPONSIBLE TO INSORR THAT ALL SLOPES, STREETS. OTILITXES .I3D STORM DRAINS ARC BUILT IH ACCORDANCE WITH THESE PLANS. IF THERE IS AHY QUESTION RCCARDXHG THESE PLAHS OR FIELD STAKES, THE COHTRACTOR SHALL REQUEST AH IHTERPERTAIIOH BEFORE DOING ANY WORK Bl CALLING THE ENGINEER OF HORK AT 789-8121. THE COHTRACTOR SHALL ALSO TAKE THE NECCSSART STEPS TO PROTECT ADJACENT FROPERTT FROH ANY EROSION AHD SILTATION TEAT RESULT FROM HIS OPERATIONS BY APPROPRIATE HEAHS (SARD BAGS. HAY BALES, rESPORAHI DESILTING BASIB, DIKES, SHORING, ETC.) UNTIL SUCH TIME THAT TNE PROJECT IS COMPLETED ANO ACCEPTED FOR MAIHTEHAHCE BT WHATETER OWNER. AGENCY OR ASSOCXATIOB IS TO BE ULTIMATELY RCSPONSIBLE FOR MAISTENABCE. THE CONTRACTOR IS TO NOTIFY THE SAB DIEGO PIPELINE COMPANY AT LEAST OHE WEEK PRIOR TO THE START OF AHY COHSTRUCTION ACTIVITIES SO THC PIPE MAY BE LOCATED IH THE FIELD. STREET NOTES 1. TEI STMCTOIAL SICIIOB SSOHK 0> IBI PLiHS IS TSI HUlHim SICTIOK UQOIEID It TBI CITT.ACTHAI. STROCTUBAL SECTIOBS WILL BE DETEBHIBBD AFTER TBE "B" TALOI TEST BAS BIEB COBDDCTED BT A quALIFIED SOILS CXSIBEEB OB TBE rBErABIII SUB-BASE HATEBIAL. IBE "B" YALtlE IISI ABD EBCIBEIBED HIBUCTDBAI. SBCIIOB MBSI BB ArBIOVEO BT IBI tOBlIC WOBES IBSIECTOB BBIOB TO THE IBSIALLATIOB -OE BASE ABB PATIBO ilATIBIALS. SIBOCmBAL SECTIOBS DIETEUBS FBOH TBE KIBIWni SBAtL BE BpTED «» THE "AS-BOILT" DBAVIBCS. I. A BIOBT OF WAI FIBXIT tS BEQOIBIB FBOK TBE EBOIBEEBIBC BEFAEIKEBT PBIOB TO STABI OF ABT COaSTBBCTIOB UtIBIB TBE CUT IIGBI OF HAI. 3. OBBAHIBIAE STIEET LICBIS SBALL BE IBSTALLED AS SBOHB. BBDEECBOOBD LISIS SEBIICIIS TBI STBEEI LIGBTS SBALL BE DESIGBED BT IBE EBGIHEER OF WORE ABD SBOWB OM IBE AS-BBILT FLAKS. (HISSIOB BELL IIPE LIGBTS) OB EL CAHIBO RIAL OBLI. *. ALL BBOEBCROOBD OTILITIES ABD LATERALS SHAM. BE IBSTALLED PRIOR IC COBSTROCTIOB »F CURBS, CROSS GDTTEBS OB SORFACIBG OF STREETS. 5. STORM DBAIH PIPE SBALL IE BEIBFOBCID COBCREIE FIFE 1350 0 01 ASBESTOS COBCREIE PIPE 2000 D OBLESS OTBIBWISE SBOWK OK PLABS. «. BSEELCBAIR BAMP SBALL BE IBSTALLED AT CDRB BETBRSS PER IHE CITT OF CARLSBAD SIABDARD OBAUIBGS. 7. ALL aOBI DOBE ABOVE A POIBT 1' ABOFE TOP OF SEBER ABD STORd ORAIB PIPES BIIHIB PBBLIC STREETS EIGBT OF «AIS SHALL BE PER ACC/AFUA SPECIFICAIIOHS ABD CUT SlABDARDS. a STRUT TREES SHALL BE IXSIALLED AI AB AVIBACE IBIERFAL BOT TO EECEED OBE TREE PER 40' OF FROHIAGE. ISEES SHALL BB PLABTED IB C0BF0B«A1SCI HITS THE REqOIREKEHIS OP CIIT PARKS ABD lECRIAIIOR DIBECTOR AXD CITI STAIDABI MAIHIIC CS-4B. SAID TOES SHALL BB FLABTED OH PBIVAII PBOPIRIT ADJACIBI TO PUBLIC RIGKT OF WAV. 9. TRAFFIC COBTROL SBALL BE IUI BESPOBSIBILITT OF THE COBIIACTOI ABD SHALL BE DOBE IB ACCOROABCE KITH THE PROVISIOBS OF SICIIOB 7-10 OF IHE STAHDARD SFECIFICAIIOBS FOR PUBLIC MORIS COBSTIDCTIOS AHD IHE AFUA TRAFFIC COBTROL MASDAL. PRIOR TO THE START OF COBSTIUCIIOB IB TBE PUBLIC RIGHT OF BAT THE COBIIACTOI SBALL SUBMIT A DETAILED COBSTROCTIOB SIGBIBG ABD TRAFFIC COBTROL FLAB TO IHE CUT IBCIHEER FOR APPROVAL. * Pfwidm /"jt4'c«../ra/e/uT^ija, M Ma/O^/.JIM.VY, fit/. fi./A//c .p/^c/j -v? £V.vMVtf Xaa/ - .Jw S4aaf 4- S^/.aa/a - St* S4a^^ C WATER NOTES COSTA REAL MUHICIPAL WATER, DISTRICT \. WATER MAIN ASD APPURTENANCES SHAH. BE COHSTKDCTED IN ACCORDANCE WITH THE COSTA REAL MUNICIPAL WATER DISTRICT'S STANDARD PLASS AND SPECIFICATIONS AS ADOPTED IN DECEMBER, L9S2. OR AS AMENDED. 2. THE COHTRACTOR SHALL OBTAIN AN EXCAVATIOH PERMIT FROM THE DIVISIOW OF INDUSTRIAL SATrCY BEFORE AHY EXCAVATION AND SHALL ADHERff TO ALL PROVISKWS OF THE STATE CONSTRUCTION SAfEH ORDERS. 3. BEFORE KSI CONHECTKW OR SHUT DOWH OF VALVES OH EXISTTHC C.R.M.W.O. LINES A PERMIT SHALL SE OBTAINED FROM THE C.R.M.W.D. OFFICE ASD'(flJST BE SIGNED AND APPROVED BT DISTRICT ENGINEER AKD OlSTRICT SUPERIHTENDEHT. 4. A PRECQHSTRDCTION CMFERENCE MEETING SHALL BE HELD A HIHIMIIH OF 7 DAIS BEFORE COMSTIUCTION BEGINS. 5. THE CMTTRACIOR SHALL BOTIFT COSTA REAL MDNICIPAL WATER DISTRICT AS HOURS PRIOR TO STARTING WORK SO THAT INSPECTION MAY BE PROVIDED AKO SHALL CO-OBDIHATC HIS WORK WtlH DISTRICT REPRESENATIVE3 - TSLEPHOHE HO.(619) 438-2722 6. THE CCWTRACTOR SHALL SUBMIT SHOP DRAWING FOR ALL STEEL PIPIHC TO DISTRICT FOR REVIEW AND APPROVAL PRIOR TO BECINHIHG OF COHSTRUCTION. ^ SEWER NOTES ^r^^ j^^^^m) ALL WORK SHALL BE IN ACCORDANCE WITH THE CITT OF CARLSBAD STANDARD SPCCIFICAIIOHS. THE DRAWINGS AND THC DATA BEREQN ARE HEREBY HADE A FART OF THE SPECIFICATIONS. NO REVISIONS SHALL BC HADE TO THESE PLAHS WITHOUT THE APPROVAL OF CITT ENGINEER. STANDARD SPECIFICATIONS OF CARLSBAD SEWCR OlSTRICT FOR SEWER CONSTRUCTION ARC AVAILABLE AT THE DISTRICT OFFICE. ALL CONCRETE TESTING REQUIRED BY THE DISTRICT WILL BE AT THE EXPENSE OF THE CONTRACTOR. JOB MIXING OF CONCRETE WILL SOT BE ALLOWED WITHOUT THC PERMISSION OF THE DISTRICT. LATERALS AND MAINS SBALL BE lOO Z AIR TESTED AFTER THB COHSTROCTIOH OF OTHER UTILITIES AS SPECIFIED IN TRE CITT Of CARLSBAD MUHICIPAL UATER DISTRICT STANDARD SPECIFICATION. ALL MAINS SHALL BE CONSTROCtED WITH A 7' MIHIHUM DEPTH TO FLOW LINE IH PUBLIC STREETS, EXCEPT AS HOTCD ON PLAHS. ALL SEWCR LINES AHD APPURTENANCES SBALL BE INSPECTED AND APPROVCD BT THC CITY INSPECTOR PRIOR-TO BACKFILLING. ALL PIPCS SHALL HAVC A 4" MINIMUM CRUSHED ROCK BEDDING IB ACCORDANCE WITH THE APPROPRIATE STANDARD DRAWING OR APPROVED EQUAL. CARLSBAD TRACT 83-25 CAMINO HILLS WORK TO BE DONE THE IMPROVQIEWrS OONSIST 0? THE FMLOWISG WORK TO BE DONE ACCORDING TO THESE PLANS. THE CURRENT CITY OF CARLSBAD ENCINEERING DEPARIHEHT STANDARD SPECIFICATIONS; THE SAN DIEGO AREA REGIONAL STAHDARD DRAWINGS AND COSTA KAL HUMICIPAL WAIER DISTRICT STANDARD PLANS. BOTE: THE BEMOVAl OF AND COHKECTION TO EXISTIHC lOTROVEMEHTS ARE AS SNOWi OH THESE PLANS. ' C.A.B. CM 8" ' A.S.B. BgSCRIPTIOH COBSTRDCT 6" A.C. PYHT, OH 6' CONSTRUCT 4" A.C. FVHI. ON 8' FOTORE FCC CURB TYPE B-3 B(WD ONLY CONSTROCT 6" TYPE "G" CURB 4 GUTTER CONStRUCT 4" FCC SIDI3IALZ. COHSTRDCT A.C. DIKZ TYPE A «" CONSTRUCT A.C. DIKE TTFE D 2" OmSTRDCT SIDIHAIC RAlff CONSTROCT GUARD POSTS STSCCT UGSrS 22.000 LUMENS STREST LIGHTS 9,500 UMENS . COBSTRDCT 24"iJUl- ^^'^ CMSTRDCT g"^>*'C ^ SEWCR MAIN COHSTRDCT SEWBT^'^TtcCESSllOLES 4* COHSTIIKT SEWER ACCESSHOLES 5* CONSTRUCT SSICR LATERAL CONSTRUCT CONCRETE BfCASEHENT CQK5TR0CI 24" R.C.P. SI^ DRAIN CONSTRUCT 18" R.C.P. STMEH DRAIN STORM MAIN CLCABOUT TYPE A-4 OOHSTHDCT CURB INLET TTFE S OXISTRDCT CURS INLET TYPE C COBSTRDCT rt<M WUT nw W COHSTRDCT ^Tt0 gMSM mVJT COHSTRDCT STRAICTT HEAHULL TYPE B CCHSTRDCI RIP-RAP CORSmiCT 21" S.e.P. STOW DRAQI CCaiSTROCT ^TJ^ nn^JfS. ^M/T 0*fif^/C cmurtner tfAc^. ^/MM MmtM emsraKCT etiiemtTM BSCVILL CONSTRUCT 12" STEEL ( 10 GA.) M.L.-H.C. ttAI£R MAIN CONSTROCT 12" ACP WATER MAIN CLASS 200 COHSTRDCT 10" ACF HATER HAD! CLASS ISO COHSTRDCT 8" ACP WATER MAOI CLASS 150 OMSTRUCr V ACP U^IEK BAXB CLASS 150 OMSTRUCT FIRE HIORANT ASSEMBLY (JONES 3700) qOHSTWCT 2" BLOW OFF COHSTRtKnr 1 " MANUEL AIR ULEASE CCHSTRUCT END CAP ASD TRUtST BLOCK OBSTRDCt CCHCR£TE THBII5T BLOCK COHSTRDCT CATE VALVES coHsnscr AIR-VACDUH RELEASE coHsnax:i PKSSURE REDDCISS STAIIOH OQNSTBDCI 10" ACP WATCR MAIN CLASS ZOO COHSTRDCT VATER SERVICE QUAHTITIES CCHSTRUCT 12 " PLUG VALVE '7Sij&«e/ i.i'if<0 S«¥0* STREET TREES STREET LXGHT glgl. BOIES • JT»^ SIM OUABTITIIS ARE F0| BOBDlBO PURPOSES OBLT. ACTUAL QOAHITIES TO BE DITIRlIiaiB BI COBIIACTOI. '/).s SUILT" .•tar/AWT.- JIJt-M-»-/« fiJB.i. Araoa/./iasAfm'f^yaj.aafT/J'^e. SHJ'/F/ CMaMa gaa/ A/U>ll; MSaaMt (tw MSJ-JtM, \ Ctrr *r CMva»Sm ALL LATERALS SHALL SC COHSTROCTED A MINIMUM 5* DEEP AT PROPERTY LINE AHD SHALL BC CLEAR OF DRIVEWAYS. ALL LATERALS SHALL BE CLCARLT MARKED WITH AN "S" QB THE CDRB ANO SHALL BE SHOWS ON TBE "AS^BOILI" DRAWINGS. - SINGLE FAMILY RESIDENTIAL LOTS SHALL BC SERVED BY A 4" V.C.P. LATERAL SET AT A MINIMUM GRADE CF 2.OX WITH A HINXHOH DROP OF 0.3'. CLEAN-ODTS SHALL BE INSTALLED ON ALL LATERALS AT THC PROPCRTT LINE. TWO SETS OF CUT SHEETS SHALL BE PROVIOEO TO THE DISTRICT IHSPCCTOR PRIOR TO TRENCH EXCAVATIONS. PRIOR to ACCEPTANCE OF AHY SEWER LINE BT YHE DISTRICT, ALL MAINS SHALL BE FLUSHED CLEAN USING THC -WAYHC" BALL METHOD. SEB GCNCRAL NOTCS 2,3. Add 8 FOR SPCCIFIC REQOIRENCBTS RCGARDENG TRENCH INC. AND RELATED SAFETY HCASURES. ALL EXISTIBC.*<'<«fJ'««- RIMS TO IC ADJUSTED TO MEET WORK DONE AS A FART OP THESE PLANS. ABS. PVC a DOCtlU 8T2EL PIPE OF BQDAL SIZt MAY BE USED AS AS ALTEKHATE PUIVIDIHG ALL CITT RCqUIREHCHTS ARS COMPLIED WITH. Bei/eir fit/tir: Caunf^ afS<>/t O/aqo jBaatJ Svrvav Maw/Man^ af Sfa. 407*S7/9aj. as /aaa /saa /aJj. f/ar. a4.3ti /e./fS^ /l/.M.Jt/m»ei.Pj.ax O^a^Oira. J^y. HrLka/a. On/.£,f, On/.t/tfK eer/aase Da/a /2./y.a/ /siez ///a//ijaMo i/jtuer /BOAO ^scaMO/aa C/9. 9X02S ^7*f-S/2l ^ Jae/t fe/iar.Jt/IjCie. J/Ml otscmpTiow Cou/^ry o/' J^M D/eeo Afi/tfavati 6ii: i/yz*t0 Oofa REVISIONS SM«T / CITY OF CARLSBAD SHtm Zita/'/iaimae/tr Pi /arts /a/*a PsariLes C/>jet.SBjao Tk/tcT S3-ZS C/i/iai/i/o H/t/.s SSO- CHKaflT: nCLAIK. mOJCCT MO. CTSS-^ z/te-m o 4' 3<* *n C0mp«e7m<7 •*4f6f/'tt^9 ..^9^!/.6«jr^ m^/m/^^b/ ' C»/ha7ftfcf/^. e^rt^iHifi^/ ACJC. JA/9fA pm/"SMa-f /Q.S BU/LT' Ca*fit/^ a/San D '/a^a /Saa</ Survai/ AfawMayt/a/Sja. 4a7*S7 jtar jtS /4ao /ssa /ftlj. ^/ay. a*.tSi J. £DW/9XOS Ca. /eiCZ //laMiANO lUiirr JPajte CjtaAitioa C/t. ii02S P,iejUi US-SI2/ \ fi^JaJafraef.j/aljaei'ian pa/* <r,/v arai-ara^^f..^ ] e*aaaa& gf./jiA/a/ J/a 4a7f/J z: .js&^' //-/a-ti- Jaa/t fdwiai-'/s e.Ce. /ISaZ Oof a | REVISIONS •MWT OF CARLSBAD • I EM«IWtemN» OIf«HT«IENT SHErrs 14 PLAMS MM T//S I//>/a/fai/e/MMr ar: JFX. C/>jit/A/o fS/e/tj. Sr/>. SSTtOO n 3r/i. 4^S*2S HE. \Tg»t/ CITT EW8INEEK CHKO. IT:. -S4IL. PROJCCT NO. cTaS'Zs auMNCHo. Z4e-J 9S-PS