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CDP 14-01; Tabata 10; Coastal Development Permit (CDP) (2)
PRELIMINARY- DRAINAGE STUDY for TABATA 10 City of Carlsbad, California Prepared for: Lennar Homes- California Coastal Division 25 Enterprise Aliso Viejo, CA 92656 W.O. 2167-0125 January 22, 2014 Hunsaker & Associates San Diego, Inc. Alisa Vlalpando, R.C.t.# 47945 Hunsaker & Associates San Dlego, Inc. TB R:«203\Hyd«EPORTS\HYDM203_DR-Tabata lO.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) Desiqn Rainfall Determination 100-Year, 6-Hour Rainfall Isopluvial Map 100-Year, 24-Hour Rainfall Isopluvial Map Runoff Coefficient Determination Peak Intensitv 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) Inlet and Street Capacity Calculations Hydraulic Analysis and Rip Rap Sizing Detention Basin Analysis Hydrology Maps III IV V VI Vll TB R:\1203\Hyd\REPORTS\HYDM203_DR-Tabata lO.Ooc vi.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 ofCarlsbad, 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 northern 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\Hyd\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 January 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 Existinq 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 R:«203\Hyd«EPORTSIH1ftm203_ 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 9.45 Northern Corner (107) 1.04 3.03 Western Corner (112) 1.24 2.45 TOTAL 10.85 14.93 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 of the 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 Stom? 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«EPORTSWYDM203_DR-Tabata lO.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 17.64 Northern Corner (212) -After Detenfion 9.57 8.33 Existing Curb Outlet (222) 0.50 1.14 Slopes along El Camino Real (223) 0.82 1.39 TOTAL 10.89 10.86* 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 10.85 14.93 Developed Condition 10.89* 10.86 DIFFERENCE + 0.04* -4.07 * = 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 of the Tabata 10 site including its proposed detenfion basin will result in a reducfion of peak flow runoff compared with flows currenfly 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 of this study. These calculations include street carrying-capacifies, inlet sizing, pipe sizing, and rip rap design. Chapter 6 includes the detention basin design and analysis. The basin design incorporated water quality and hydromodificafion features which are necessary to meet City of TB R:\1203\Hyd\REPORTSWYD\1203_DR-Tabata lO.doc W.O. 2580-1 10/18/2013 Tabata 10 Drainage Study 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 hydromodificafion measures being implemented on the site. Based on the analysis and calculafions performed on the exisfing 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 Secfion; June 2003. "Water Quality Plan forthe 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", HJack Edwards Co.; March 1985. "City ofCarlsbad Engineering Standards", City of Carlsbad; 2004 Edition. "City of Carlsbad Standard Urban Stonn Water Mitigation Plan", City of Carlsbad; April 2003. TB R:\1203\Hyd\REPORTS\HYDM203_DR-Tabata lO.doc W.O. 2580-1 10/18/2013 Tabata 10 Drainage Study CHAPTER 2 IMETHODOLGGY - RATIONAL METHOD PEAK FLOWRATE DETERIVIINATION (ULTIIVIATE CONDITIONS) 2.1 - Design Rainfall Determination TB R:\1203VHyd\REPClRTSIHYD\1203_DR-Tabata lO.doc W.O. 2580-1 10/18/2013 Tabata 10 Drainage Study Rational Method Hydrologic Analvsis Computer Software Package - AES-2003 Design Storm - 100-year return intervals Land Use - Single and Mulfi-family development. Soil Type - Hydrologic soil group D was assumed for all areas. Group D soils have very slow infiltration rates when thoroughly wetted. Consisfing 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 residenfial areas were designated a runoff coefficient of 0.46, mulfi-family areas were designated a coefllcient of 0.71, and natural areas were designated a runoff coefficient of 0.35. When a watershed encompasses solely pavement condifions, a runoff coefficient of 0.85 was selected. Rainfall Intensity - Inifial fime of concentrafion values were determined using the County of San Diego's overland flow nomograph for urban areas. Downstream Tc values are determined by adding the inifial sub-basin fime of concentrafion and the downstream routing fime. Per City of Carlsbad standards, intensity values were determined from the County of San Diego's Intensity-Durafion 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 equafion: Q = CIA, where: Q = The peak runoff rate in cubic feet per second at the point of analysis. C = A runoff coefficient represenfing the area - averaged rafio of runoff to rainfall intensity. I = The fime-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) Esfimate an inifial Tc by using the appropriate nomograph or overland flow velocity esfimation. (3) Using the inifial Tc, determine the corresponding values of I. Then Q = C I A. (4) Using Q, esfimate the travel fime between this node and the next by Manning's equafion 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 funcfion of the revised fime of concentrafion) 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-2003 computer subarea menu is as follows: SUBAREA HYDROLOGIC PROCESS 1. Confluence analysis at node. 2. Initial subarea analysis (including fime of concentration calculation). 3. Pipe flow travel fime (computer esfimated). 4. Pipe flow travel time (user specified). 5. Trapezoidal channel travel time. 6. Street flow analysis through subarea. 7. User - specified informafion at node. 8. Addifion 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 fimes of concentrafion. This adjustment is based on the assumpfion that each basin's hydrographs are triangular in shape. (1) . If the collecfion streams have the same fimes of concentrafion, then the Q values are directly summed, Qp = Qa + Qb; Tp = Ta = Tb (2) . If the collection streams have different fimes of concentrafion, the smaller ofthe tributary Q values may be adjusted as follows: (i). The most frequent case is where the collection stream with the longer fime of concentration has the larger Q. The smaller Q TB R:M 203\Hyd\REPORTS\HYD\1203_ DR- Tabata 10.doC W.O. 2580-1 10/18/2013 Tabata 10 Drainage Study value is adjusted by the ratio of rainfall intensifies. Qp = Qa + Qb (la/lb); Tp = Ta (ii). In some cases, the collection stream with the shorter fime of concentrafion has the larger Q. Then the smaller Q is adjusted by a rafio of the T values. Qp = Qb + Qa(Tbn"a);Tp = Tb TB R:\1203\Hyd«EPORTS\HVDM 203_ DR- Tabata 10.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:«203\Hyd\REPORTS\HYD\1203_DR-Tabata lO.doc W.O. 2580-1 10/18/2013 County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Kvcnl - 6 Hours Isopluvial (Inches) P6 = 2.75" DPW ^GIS SaSGIS Wc Have .San Dicifo O.vcrtxl! Copynghi SmGIS Al R«ahw Rwrw). S 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 TB R:\1203\Hyd\REPORTS\HYD\1203_ DR- Tabata lO.doc W.O. 2580-1 10/18/2013 County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 24 Hours Isopluvial (inches) P24 = 5.0" DPW GIS SaSiGIS NX'c Havv San l^cgo (xivcrcd! fsj tnis UftP (S POOVnOFn WIIHW WARRANIV (jT ANV KWH S 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 TB R:\1203\Hyd\REPORTS\HYD\1203_DR-Tabata lO.doc W.O. 2680-1 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 Carisbad Standard Urban Storm Water Mitigation Pian (SUSMP), Jurisdictional Urban Runoff Management Plan (JURMP), Master Drainage and Stonn Water Quality Management Plan and the requirements of the City Engineer and be based on full development of upstream tributary basins. B. Public drainage facilifies shall be designed to carry the ten-year six-hour storm 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 stomn with a one foot freeboard at entry conditions such as Inlets and head walls. C. The use of underground storm drain systems, in addifion to standard curb and gutter shall be required: 1) When flooding or street overflow during 100-year six-hour storm 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 storm water flow. Special considerafion 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 storm 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 facilifies and right-of-way, including access, shall be provided from development to point of approved disposal. Page 1 of 5 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 safisfaction 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) Addifional thickness of storm drain The project designer should meet with the planchecker prior to inifiation 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 exisfing 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 exisfing culverts, cross-gutters and drainage courses based on field review. Indicate the direction of flow; clearly delineate each drainage basin showing the 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 facilifies and drainage courses. Indicate the direction 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 ofthe City Engineer. D. Use the existing or ultimate 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 3. HYDRAULICS A. Street - provide: 1) Depth of gutter flow calculafion. 2) Inlet calculafions. 3) Show gutter flow Q, inlet Q, and bypass Q on a plan of the street B. Storm Drain Pipes and Open Channels - provide: 1) Hydraulic loss calculafions for: enfi-ance, fticfion, junction, access holes, bends, angles, reduction and enlargement 2) Analyze existing conditions upstream and downstream ft-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 ft-equency storm 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° ft-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 = 0.7L(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 recessary, 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 satisfectory to the City Engineer is provided. Page 3 of 5 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 return or driveway. F. Minimum connector pipe for public drainage systems shall be 18". G Flow tiirough 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 storm 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. Corrugated steel pipe shall not be used. Plastic/rubber collars shall be prohibited. E. Horizontal curve design shall conform to manufacturer recommended specifications. Vertical curves require prior approval ft-om the City Engineer. F The pipe invert elevations, slope, pipe profile line and hydraulic grade line for design flows shall be delineated on the mylar of the improvement plans. Any utilities crossing the storm drain shall also be delineated. The sti-ength classification of any pipe shall be shown on the plans. Minimum D-load for RCP shall be 1350 in all City streets or ftjture rights-of-way. Minimum D-load for deptins 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 outlet velocities greater than 18 fps, a concrete energy dissipater per SDRS D-41 will be required. Page 4 of 5 I. The use of detention basins to even out storm peaks and reduce piping is permitted witii 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 determined by the City Engineer shall be maintained at all times. K. Protection of downstream or adjacent properties ft-om incremental flows (caused by change from an undeveloped to a developed site) shall be provided. Such flows 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 downstream 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 tiie City Engineer. N. Storm drain pipe under pressure flow for the design storm, i.e., HGL above the soffit of the ppe, 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 determined 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 ftDllowing design parameters are required: Maximum grade 14%, 15 MPH speed, gated enti7, minimum paved width 12 feet, 38' minimum radius, paving shall be a minimum of 4" AC over 4" Class II 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 outiet per SDRSD D-27 shall be provided for single-family residenfial lots to allow yard drains to connect to the streets gutter. Page 5 of 5 Tabata 10 Drainage Study CHAPTER 2 METHODOLOGY - RATIONAL METHOD PEAK FLOWRATE DETERMINATION (ULTIMATE CONDITIONS) 2.2 - Runoff Coefficient Determination TB R:M 203\Hyd«EPORTS\HYDM 203_ DR- Tabata 10.doc W.O. 2580-1 10/18/2013 San Diego County Hydrology Manual Date: 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) Pennanent 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 Densily Residenlial (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 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 Coinmercial 85 0.80 0.80 0.81 0.82 Commercial/lndustrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/lndustrial (Limited 1.) 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 of the runoff coefficient as described in Section 3.1.2 (representing the pervious mnoff 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., tlie 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 TB R:M203\Hyd\REPORTS\HYDM203_DR-Tabata lO.doc W.O. 2580-1 10/18/2013 100 UL Z Ul Q o tu i EXAMPLE: GIveft: Waterooume EHslanoe (D)» 70 Faat Slopa (a) "1.3% Bmtiff CoBfllotent (C)« 0.41 Overland Ftow Tlma (TJs S.SMImiles SOURCE: Alrpwt Chahwga, Fadaral AvteBon AtfanNBtrailon. 1965 T= 1.B(1.1-C)V5" FIGURE Rational 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 TB R:\1203\Hyd\REPORTS\HYD\1203_DR-Tabata lO.doc W.O. 2580-1 10/18/2013 eauATicw /i , VUialbrmiisB Distance Qmngs In ^evstiaa atoctg sftecfive- slops lina pea Figura J-SjCSe^ —SS ~7g 1~« Nomograph fof Oei^mAiaSon of Hm© of ConcentoBon (Ic)« Travai Unts (Hg for Noturd VSsfaajrfieds IGC S 1 Tabata 10 Drainage Study CHAPTER 2 METHODOLOGY - RATIONAL METHOD PEAK FLOWRATE DETERMINATION (ULTIMATE CONDITIONS) 2.3 - Manning's Equation Nomograph TB R:M203\Hyd\REPORTS\HYDM203_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) 2.3 - San Diego County Intensity- Duration Design Chart TB R:\1203\Hyd\REPORTS\HYD\1203. DR- Tabata 10.doc W.O. 2580-1 10/18/2013 Directions for Application: (1) From predpitaficm maps determine 6 hr and 24 hr amounts forthe selected frequency. These maps are induded in the County Hydrology Manual (10,50, and 100 yr maps included (n 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 applicai^e to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parallel to ttie plotted lines. (5) This line is the intensity-duration curve for the location being analyzed. Application Form: (a) Selected frequency J.;^^ year (b)P6= Z.I S In.. Po^ '"^ ^' 24 in. (c) Adjusted P6<^> = ZnS t (d) tjf = min. (e) I = in./hr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. P6 Ouraiien^ 1.5 I"" 2.5 1 3.S : ... 4,5 I 5.5 t S 7 10 IS ""20 2S 30 40 50 60 90 120 ISO 180 240 "Mb 2.63 2:12 1.68 1.30 _ 0.93 0.63 0.69 0.60 0.53 0.41 0.34 0.29 0.26 0.22 0.19 0.17 3.95:5.27 '3.1814.24' •2.S3!3.37" 'i.95:2.S9' 1:62'2.15 '1.40! 1.67" h.24! 1.661 '1.03; 1.381 0.90' 1.19 0.80" 1.06' 0.61 0.82 0.51'0.68' 0.44 0.59' •0.39'0.52' 0.33'0.43' •0.28 0.38 i0.2S 0.33 6.59 7.90 9.221 5.30'6.35" 7.42! 4.21 ^sms.9ol 3;24"3;89"4.54^ 2'69* 3^3* 3.77' a33'2,86"3.27; 2.07 2.49 2^90 i '2.07'2.41! 1.79'2.09: 1.59 1.861 1.23 1.43; 1.19 1.03: 1.72 1.49 1.33 1.02 0.85 "1.02 0.73 "0.88 0.65 0.78 0.54 0.65 0.47 0,56 0.91 0.76 0.66 0.42 O.SO 0.58 10.54 8.43 6.74 5.19 4.31 3.73 3.32 2.76 2.39 2.12 1.63 1.36 1.18 1.04 0.87 0.75 0.67 11.86 9.54 • 7.58 ' "5.84" 4.85 • "43d • 3.73' 3.10 • 2.69 2.39 1,84 1.53 1.32 • 1.18 ' 0.98 • 0.85 0.75 13.17 10.60 8,42 6:49 5,39 4,67 4.15 3.45 2.98 2.65 2.04 1.70 1.47 1.31 1.08 0.94 0.84 14.49 15.81 11.66'12.72 9.27 ' 10.11 7.13 S. 93 ' 5.13' 4.56' 3.79 3.28 2.92 2.2s 1.87 I 1.62 1.44 1.19 i 1.03 0.92 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-Duration 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) TB R:\1203\Hyd\REPORTSWYD\1203_DR-Tabala10.doc W.O. 2580-1 10/18/2013 Safe: JkoelOOa Bagc 3 a£-4 2 J SiUECTIOK OF HlT&itOllOCaC S-lElHOU JtHD EffiSIGK CiaTESIA. Besiga "Emqpsncj — Tbe flood fire^eocy for determfnmg ^ <lesiga stoxm disdm^ is 30 jisais fe>r drainage tJiaf is tipstreatn of asy stajor xcadway and 100 yrais fipequeacy fbr all desiga ^oms at a mafof xoadwaf, crosstDn; tlie xoajor roadx^naj axid theie^er. Hie 5Q-year sixxm fiows ^lali be ccmfaiaed wiiimi tl^e |%e aad sot aocsroadi ioto ^ t^dl Line. Fcf liui 100-year stocm. tfiis sachtdes aUovcit^ oae laxie of SL iom4m& zoad (fbixr or moret Maes) to be used for ccmnnssfaace witliotit eoctDacMxig smta pdrate prQ|idrt;jr otri!side tise dedicated siiset aig^~of-waj. Nataial ctiaanek ^lat agtmtn oataisal wifhia private propertf am deluded £x3aLth£ xi^[£N>$--f»j goidelxae. I>esigr>. l^£e:&od~ The choice of xoetiKid to detecmijie £bws (Oscharge) ^lall be based on. ^ ^ze of Ibe ws^rsSnsd area. Foraa axea 0 to apptasdmait^y I sqparstt^^ Eatkmal Ids&od Of &e ModiSed Eaficoai B>2dii.od shaO be mad. For wafuslied wsas lai^than 1 sqastoi tntlft ^ NRCS l^fdmlo^c saeliiod shall be iised. Kease dsedc witii tlis go^'yrntujg ag^tc}'- &r any Tanafiom to tbe^e gotdeliEMs. 2-S SmlHesiCcinrtyHydiolosy^'IamaOL Sec&m: 3 Date: JoH 2003 faga; 1«»£25 3.1 iHERiHOX^ METHOD Hie Batiooat Mediod is a ngrftematicat Jaznoia used to ^telmnme ite nmmmn imaSiaiemana^iTEaisiaM. I^lmpastkolarapplic^^ it is tised to e^imate peak maofi'late^ . of stofm dimis and sosall diam TMWIiAhwcmmm^&xioas&jf^ masEsf:sp3S3se^pm6^ss^ It^iooMac^ be used m j^&aoces •^Siea toe ^ a jimc&m cf iadepemkot (&aia^ spleois cr diaioa^ ac^ gnsster fim appasdm^^ 1 squ^De imle ia sose. Is &ese InstaiKre^ tie ModiSed latioaal MelSiod PkrlBCiitiQ ^loiM be iised tEdq^ei^bit <3kam^e si^stems IB. vsaSsssiassds isp to ajiproskiately 1 s^sap: mile in mzc (see S^OQ 3.^; or tiie Bjf^lc^ Mdtiod tie usxxl S»r i^^itersLbeds gceafer tim ^pmisiatdly 1 spafc aak isaze (see SectU3a4). liieEMcanbe^Jkdijai^sH^rdeagQsftsmfieqBci^ lOO^fear, 50-year. 10-yeai. eic.). Tbe local j^su:ydetemm£» tbe des^ ^et^ofpnaject aod Ipedfic local AdisKandoncf dfs^astnimfteqpaE^ isjpR77yediDSect3ffli2Jof{h^i^^ A-^nxxdmslia&txiai^e^^ be used &r tus JsmM. Meositf m &e BM Ibcmda as siiowa in "Fi^aoR M. Tbe £M is ^p^ksSikt to a 64iour stoim 6ms&m because tie p^ocoiiiire ises Ji3imss^4kaa&m Ikislga Otiatts tbat an: basoi OB a d^iiocir'^i^^ 3JJL KatioBal Meftod Formula The lOslfiimi^ estissa^ fbe tie draiaage 3£ea (il), iita0frc0efSciQ£ (C), aad lo tie tme ef axocentatm (I^, uSudi is tie time ceqacai tnr tsaier t» 3-1 Data: Jiaaa 2003 Faga: 3 of 26 flow frem ihe smt issmte poait of Has basia fo tie locafea beiog aaatyzed. The RM fecmida is egmsed as foHows: Q=CIA Wliere: Q » p«akdisdiarge,incnbicfeetper scaaid(c&) C =» imiflff coeffident, pqpartmn of tie rainfell tiat mas c^ tbe sncfiace (ao I « amageoiiiMkfaaatyforadacati^ iixiKS per kHtr (^^bte: If tie ccnipjlM imBUtes &r coiE^^ A " dtaiiage area ccmlx&iiiiiig to tlie desi^k^ OasSmmg tbe units for tie espessioniCIA jMds: t lajur Jl^ acre J \^12iEdiesJ (^3,€€K)sccQndsJ For Radical gor^xss the imit confeiskni coe&iait ^epence of 0.8% can be ignored. Tbe RM foanula is based cai tie asstm^pfim ttat for ccestaot JSBSM. iotea^, tte p<^ disdsarge istB at a poisi IFSI oonir i^iea t^ tie Mbutastj diama^ t»sia ai^^ IMke tlie MHM (di»n»sed M Sei^cst 3.4) cr tte MlCS |]g!tirc&>giciQet3icd ((fi^^ ia Section ^. &e IOd; does m)! cx%^ Ix^^ b^dsm^hs at coUedKmpoii^. liistei^ tieBM devdcfs peak dIsdtacfKi ktbe jnam line b^^iticpeasingtie Teas il0wtra¥^ ChacacteiMci«^ Qca^im^tiQas • Tbe (Ssdaige fkmr taie gsstrittflg fean asg-1 is maxltrnim i&ea tie I lasts as kmg as or loi^tfflQtieTt^ Saa Ifego Comity Hy«iralog>-iIaHi3l &ictiott: 3 Dait: Jma 2005 "S*- • Ilie Stonn freqpency<^peakdischai^ is tie same as tiat ofl fo^ • Ibe fiadiiffl of rain&lltiat becomes innoff (or ilKSEimoffc of I or pi^taton zone nnmber (KZM) condition (FZN Condiaoa is (fiscussed m Secton4.11.4). • llsffj^ak rate ofiimoff is tw; only infonnat^ 3.1.2 Snnoff CeefBdent Tabfe 3-1 lists tie esticaatedrinKjff coeffidents for rab^ Tbe concepts rdated to ffie mnoff coeffidatf woe cralnafsd in a repoit etajted EvabiaSm, lamd Method "C" Vabiss (Hll. 2002) tiat iK?as lesfiessedby tie Hydrology Mannal CCTamittee. Hie Repeat is available at Sm IHego CowSy Depatment of PuMic Wcafcs, Hood Conttol SectMm and on tie Sanll!^ CooatyBqisitaieM of M)Bc Wbdcsis^page- TherQacffcorfSdeats^basedonlaodBseandscttltjfpe. Sc»lt5pecanbedetBraiinedfrom tbesaltypem^pEOTK!edin.^f>endSxA An appropriate nmoff coeffident^ for eadi l5rpe<£laad-0K: intie sribarea ghoiMbe i^lccted tom tris andaadt^edtg^ percentage of *e total sea (A) induded in tliat dass. HEB sum oftie pro&cb fer aU land iisesistie\i!e^edimioffcoefBckiit(^CA]). Goodei^aieeriag|D^nKntdioUldbctised UBhen app^nig tie vatoes preyed ic Table 3-1, as ac^Btnaeais to diese -vatoes may be aj3jropdafebas«lonsifB-specific daiacteii^ ia agr a?en!, fee in^ervioos pctcenJage C!4Iii¥eracffis>as^wnintieM>le,&ranyarea.shaIlg3r^ 1^ ranoff coefficfcnt can also be calcolated &r m area bsed on soil tj^ and m^ervioQS percoitage tmng tie tsBotwrng &s^^ 3-* Date: Jsm 2003 Pa^: 5of2£ C = 0.90 X (% ]il5)€TriotK) + X (1 - % BE^^ Where: Cp - Penious CoeMdcnt Runoff Value Sx tbe soil tfgt (^ami in Table 3-1 as Undistmbed l^tural Tenaxn/Pemmtent Pi»n Spacer 0% Impersions). Soil type can be detennined from tbe sot type ma^ pio^ndediaA|^peBd£sA. The^faloesmTabk3-laretyi»calforiiH}stii^^ However, if tbe basin contains rural cr agdcnltDtal land use, parks, golf courses, or otKx types of oonnttm land isse tiat wt tsspextedtalxpaomixait^itx seleded based i^on the sal and ojver ssd aipxived by te local agency. Dztc J!mt2003 Pags: 7of35 3JLS KainMlMensity The nin&ll intensity 0) is tie lanifall in indies per hour 0n/hf) &r a duration equal to tie Tc &s a sdected storm freq^iency. Once a particular steam frequency has been sdected lor deaimand a Tc calculated ibr the dcain^e ana, tie rainfall uitensity<^ be determined txm the Mensity-ItotiQn Design Ctet ^Sgiire 3-1). The (5-liour sfiMm rainM aruownt 0?^) and the 24-hour stonn ratnfalt amDonc (P24) for tbe sdected stonn frequency aie also needed frr calcul^on dL and P14 can be read from &e isophnM oiaps provided in i^ipooKlk B. An iQlensi^'-Duration Design C3iart s^Iicable to all areas xviSiin Sm Dii^o Coanty is pmidsd as Figure 3-1. HgtBe 3-2 prc^des an e^mple of xtse of the Mensity-Duxation Design Chart. lolcnsiiy can also cakulated using tie following equation: I-7.44P6D***^ Where: P$ » a($usted6'&)Qrstoim£^nManun]nt(seedi D » duration mnaaostes^BeTi) Note: Th^ equation ^[^ilies only to tie iS^iDur stonn. lainMl amount <Le., P4 cannot be dbaxi^ to P24I0 C2kii3ate a 24-honr intensity using tiss eqoaticm). The Mensi^-Durs^ion Dadgn Chait and the equatitxi ase for Ik: $-hour ^im xaioM amoQuL Ingeneral.PtffQrtiss«dectedfreqDencysboitdbebetn^ the selected ficqt^cy. If is not isiflaitt 45% to 65% sf PT4, PJ should be Increased or decrsBed as necessaiy to iseo; tns catena. The sophnriai lines aie based on |sedpbtim gau^data. At the tune tiat tbe isc^iuvial 1^ gsiges in San Dle^ Comity 'were read daily, and tiese readings yielded 24-hour pnedptation data. Some <Hi0ur data vmx available from tit &w rea^drng gauges distributed tltrous^ioat fhe Coimty af that time; howem; scone 6-bm: data vfas esttapolafed. Thereibre. the 24-li(M:pfBc%itatHm dlata frzr San Diego Cjounty are coosidhed to be msx reliable. 3.7 San Disgo CotariyHydbrdogyilamnl Saetcsa; _ 3 3X4 Time of Concentration The Tune of Concentration (Tc) is tie tiuK required jSor runoff to flow from tie tnost remote |mt of the draros^e area to the point of interest. Hie Tc is coniposed of two components: initial time of cxmcentraticsi (TO and tiaM time (It). M^ods of conmutation fr>r T{ and Tt are discussed bdow. The Tj is die time reqdred fm runoff to targel actoss tiie sarfkce of ta mec^t lenmte subarea in the study, or "initial subarea.^' Grnddines for designating tie tnftfal subjea are pExmdedTrathmtK^ discussion of cco^ The Tt is the time roqutied for the runoff to flow in a watercocccse (e.^ SWE^ chaonel. gutter, pipe) or saies of ^vatercoisses from tiie initial subarea t For tie RH the Teat any point Ti?^iun tiffi damage aea is ^hi^ b>- Tc-Ti+Tt Mstiods of c^dkiilation di£^ fta-n^mal watersheds (ncmmbanize^ and ibrutan dramage systems. Wlen matlyzing stracm drain systenis, the designer naist conrider tiie possibiUty tiat ai esisting natural watershed may beconse ud^anized d^ drain ^em Futuro land uses.mn^ be U5«i &r Tc and runoff calculatioas, and can be deteimkbed fiom tie local Commonity Geoeml Plm^ 3X4 J Mtial lime of ConceBtratio]! The Initial time of concentation is tjpksSfy bas»d on shed flow at tiie upstream end a drainage basin. The Ovedand Tune of Flow (Elgore 3-3) is afpmimated by aa equation devdoped by die Federal Aviation Agency (^AA) fiX analyziog flow mronaways 0FAA, W7i3). The i^ial runway configoratioQ consists (xf a cz^^ pasnensat tiat dkecfe flow to eitiser»(fe of tie runway Ilmt]^ offlowtsunifisminthe d£iect£Qnpeqx!ndia4af totievtkxit^ Smce these deptfsae Hof an lodi Ooos! Kff less) in ma^poitode, tbe rdative roi^ixs^ss is high Some Wg^er rda^% wa0mesa vahxs fir cnrcxkod flow ws pesented in Table 3J ti» BMC-J Flood Ifydr<^;n^hPa(Mge User's Msmc^^JjSMS^ 19^. Dala: JPcas2003 Pags: ll<i£2S The siieet flow that m predicted by the FAA ecps&m is limited to conditions tia^ are sintilar to runway topograpl^r. Some coaaderations that limit the esient to wMdi tie FAA equation applies are idaitified below: • Uiban Areas - This "mnway type" mnoff indudes: 1) Hat loofr, sloping at 1%± 2) Paddng lots ist fhe esireme i:^psQ:e2m drainage basin b(xmdaiy (at ti» **ridge" ofa cstehment aiea). £^ a parking lot is limited in tts. amounts of sheet flow. Parked or moving ifehides would "break-ii»" fhe ^eet £k)w, concentnattog runoff into stieams that are not diaTK^ercsfic <€slMset flow. 3) Iki^rewaysaascoQstnKrlEditttiieiqystie^ ^;^?dopmente. Bowe^ if flow fiomaroof is disctedto a driveway ikoi^ a dkranspotft cr otier conveyance mechanism. flcFW m>nld be concenbrated. ^ Ffcrtstoi^ are prone to meandmngflow tiat tends to be diatt^fedty snggi!laritift«t and cfetiiidiQns. Maximum€)veikiadHowkngtuiaresh^^ &rtie flater slopes (see Table 3-^. • RuidorISiaural Areas-TbeFAA equaacagapplicaa^ (J% to 1(^) dopes ti^ are imitiim in widtiL of flow have dow vdo^ wi& tie equation. lo^e^laatiesiatPFrafn Itrnft the ofiqpplica&m. 1) Most Mils and ridge lines have a relatvdy Sst area sear tie diainage divide. Bowever. wlih flat dopes of 5% ±, xduior lo^ulanties wouM cause flow to cQiK»atiate into streams. 2) Pa&s, lawns and otiier vn^etatesl areas would have ^km vdodties tiiat sas consistent witii tiie FAA Eqo^km. The ctaioqits idad^ to tiie ioitizd tme of con^ MM Iim isf Concmtratkm, Arn^^ qfFammstm (Ml, 2002) tiat was rci;kwed by tie %di»lDgy Manual Comraitee. TbeRqportsawaM^leatSanEaegpC:^^ BMc Wcdcs, Fbod Control SecfioEn sad tie Sm CcBiaiy Dqoatfmexti afPo^ Woikswdjpa^e. 3-11 Dzht: Ja;i9 2003 Sesiioo: Paga: 3 Note that the Mtial Tinae of Concentration shodd be refledive of tie general land-use at the upstream end ofa drainage basin. A single lot witii an area of two or kas acres does nothave a significant eSfed lalieretiie drainage basia area is 20 to €00 acres. Table 3-2 jHovides limits of tie lengfli (Mairiranm Lengdi ^LM)) «f iibsxt flow to be used in hydrology studies. Mtial Ti vate based on aven^ C values for tie Land Use Hement arc also mchidedL These vahies can be used in planning and design ^HcatiocB as described below. Esscqitions may be approved by tiie "Regcdating Agency^ when submitted wifli a detaEed study. Table 3-2 jMAxmnmf avEsnLAjm FLOW LENGTH cL^a DU7 Acre 3% 1% 2% 3% 5% 10 % DU7 Acre L}f Tl Tl L^ hi Tf h Ti hi Natural 50 13.2 70 123 85 105 100 103 100 8.7 100 6.9 IDR 1 50 12J2 70 113 m 10.0 100 93 100 8.0 100 6.4 LDR 2 50 113 70 103 S5 9.2 100 8.8 100 7.4 100 5J LDR 23 SO 10.7 70 1O.0 S5 2JS 95 8.1 100 7.0 100 5.6 MDR 43 50 10.2 70 9.6 SO 8.1 95 7.8 100 617 IOO 53 &IDR 73 50 92 65 8.4 SO 7.4 95 7.0 100 6.0 100 4.8 MDR IOJ? 50 S.7 ^ 73 69 90 6.4 100 5.7 100 43 Ml^ 143 50 S2 7.4 80 63 90 6.0 100 5.4 100 43 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 43 100 33 HDR 43 50 53 65 4.7 75 4-0 85 3-8 95 3.4 100 2.7 N.Com 50 53 60 43 75 4.0 85 3.8 95 3.4 100 2.7 CQan 50 4.7 ISO 4.1 75 3.6 85 3.4 90 23 100 2.4 OJPiCom 50 A2 60 3J 70 3.1 SO 23 90 2.6 IOO 22 lizBotedl 50 41 60 3.7 70 3.1 80 23 90 16 100 12 50 3.7 60 32 70 2.7 80 2.6 90 23 100 1.9 *Se« Table 3-1 frtr more detailed desodptkHi 3-13 Date fana2C«3 Pag^ 13 of25 5X41A Hanmng ConsMeratiom Ihe pGEtpose of most hydrdogy studies is to devetop flood flow values for ansas tiiat are not at the t^stieam end d tht basm. i^other ^i^a^ile is die Master Flan, «^di is usually con^eted before tie adud detailed 6^aga. of lots, streets, etc are acccmylishfd In tiiese situations it is necessaiy tiiat the imtid time of CG(nceati:at^ infonnatkm stbout flow pattems. To provide guidance fbr the initial tune of concentiatioa desfgn, parameters. Tabk 3-2 ii»±ide5 tie Land Use Ekmente and c^er v;ma!>le5 xdafed to tiie Tnne of Coacedxation. Ihe tabk deveippment induded a review of tiie tyjacal layouf' of tia difEdent Land Use Bemeds and rdated flow pattems and cm»derattcm cf tie eatem of tie shed flow regimen, tiK effed of ponding, tie s^mficance to tiie drainage basi^ 3.I4JLB Cmnpntation Cki^reria (a) Deveikiped Affas "^ti Overiand Flow - Tt mav be obtained arectv frtan tie chart "^Rational ForoHtia - Ovedand Time ciUcpss Nomogr^" shown in Figoie 3-3 or from Table 3-2. Tbxsdisfft is based on fhe F^ieralAmtkm/Agency (F^ (FAA. 1970). For tie short rain durations (<15 minutes) mvoived, idendties are high bm tile depth of flooding is limrted and muth of fhe nmoff is stored teo^sarily in tiie overiand flow and in shdlow ponded areas. In developed areas, onriand flow is limited lo kogtits ffsta in TaMe 3-2. Beycoid tbese distances, flow tends to become concentiated mfo streets, ^s^krs, swales, £tches, dte. 3-13 Sza Disgo CifimtySydcdosySrimniL Section: 3 Dztc JRma2003 Pzga: U o£26 (b) Natigal Or Rural WateislKais - These areas usually have an Mtial sdiarea at tie Tipstream end witti ^icet flow. The shed flow kngBi is limited to 50 to 100 fed as i^icdfied m Tabk 3-1 The Overiand TictK of Flow Komogri^Hpre 3-3. can be used to c^]tain Ti. The Mtial time of amcentxatioQ can escessrc^ly affect tte magmtode of fiow ittrther downstream in the drainage basin. For instance, variations in the initial time of (^(sntmtion fcr an Mtial sdbarea of cdie aoe cm change tie flow fiirther downstream wfasre ttie area is 400 acrra by 100%. IheRdSbre, tiie Mtial time cf concenttation is licdted (s«! Tabk 3-2). The Rational Mdhod ptocecksa: included in tiie origirial H3rdrd,ogy Manual (1971) and Deapi and Procedure ^fjtoal (1968) iadudkHla 10 mmute vshie to be added to tlie initial fMe of concentiatton devdoped ttrough tie Kigadi Fonmta (i^ Figure 3-^ for a natural wataxsited. IMproce&ireissi^ercededbytiieprocetlbDsabov^toi^T^ 3-3todidteaniBeTifQCfbeappn3|HQates^^ Thevidnesfor natin^lw^eisheds given ffi Ihble3-2 vary &omBto7ii^^ ]fftie total kngti i^tiie isitisd subsea is greater tiaa tie maTrinrnm kn^ alkmbk based oai Tatofc 3-2, add tie tavdL tMe based on flie £npida fomiifea fra: tie nrmafn fng kngfli of tie im&dmlbarea. 3X4 J Travd Hme The Tt is the tsEoe requked &r tie runoff to flow in a watocouise (e:g., stvale, diannd. ^Sti3;pi^) or series ofwaterconi5e5frt>m the Mtial sito TheTt isamptedt^dividfii^tieles^ciftiieflowpafiitrftkicai^^ ^icetie vdodty riomally c^bai^ as a result of ea^ orpadet»7ea]i;tlH£lofalTti]aaa5tbeGOi!^^ &re»:li sectkm of tie flow path. Use F^ore 3-6 to estimate time of travd frr street gutter flow. Vdodty m a ciiaQcdl cm be estimakdby u^o^ the imiogi^ liomograph). 3-M San Disfo Cocmtjr Hycbolog>* Mzsmal Sfidian: 3 Date Jana 2CMI3 Pags: 15 o£2S (a) Natitcal Watersheds - This indodes naal, ranch, and apkntttral areas witii natural channels. Obtain Tt directly fiom tiKt Sipich nomogEaph in Figure 3-4 or from the equation. TMs nomograph requires values for ler^ and diange in devaticsi dong file, effective slope line fra fee subarea. See Rgure 3-5 fer a iqirffientation of tie (^fecttve sloi« Hne. Tbis nomi^ph is based m the Ijrpach fonrmla, which was ikvdqped witii data from a^icuLturalwateiBheds ranging &cm 1J25 to 112 acres in aiea, 350 to 4,000 frst in kngtti. and 17 to 8.S% slope (Khpich, 1940). A maxfmnm lengdi of 4.000 feet should be used flir tie subarea length. I^fpically, as tee flow kngti iocnsses, the deptii of flowwill mcre^ and thei^re it is oimaikreda (xncentratian of flow at points beyoi^ lengdis listed in Figure 3-2. However, fxxause tu: Enpidi tonnnla has been shown to be afplicabk frir wateishdls to 4,000 fed m length (Kripsdi, 1940), a siibarea may be des^oated wiih a lengti i^ to 4,(^ fed provided tie topogi^lhy and dope of tise natural diannd aiii g^^ Justifloition needs to be included wxd^ tins cakulation dsncing tiiat the wateidied witi aemdn natural frdrever. Esaa^pks inchide areas located in tie Milt|ikS^^ CcMiseivatiQn Plan 0ylSGEO. ^aieas designated as open space or rural in a commune's Grmrat Plan, and CkveikoidHatianal Forest. (b) IMtan Wateaaiheds - Howthroudiadnsed aaBdtBi:-gdie« additioBBlflow canenterlhe systan doiiag: tiie travel, lengdi, vetodty and Ttate dgtrrmfnw! udng tiie peak flow m tie CGSiMt In ca%s where tiie conddt is not dosed sad adcEtiond flow from a contributrng subarea is added to tie total flow durni^ travd (e^g^ stied flow in a guttei), calcobticut of velocity and Tt is peifrnmad ifiso^ an assomed ama^ flow l^sed on tiie total area ^nduding ups&eam sxtbaKcas) contiibi^c^ to tie podnt of Mer«^ The Mmnh^ equation is usually used to ddeoni^ Ilfediar^frtr small watersheds lypicallf ran^s flxm 2 to 3 cfr; per acre;, dreading oa hoad use, &ain2^e areai, and dope aaidxain£dl intensity. Nofe^ TheMRMdioitdbeusKltocakuIatelhepeakdisdiaigevrib^ from Mlepeodent subareas Mo tie drahia^ systass. 3-W SsnDia^ Caaaii^HyiiiologyMamal S&ctiem: 3 Oate: IQIK 2003 20 of 2$ 32 DE\TELQPINCl^WrBimrOKimRAIIDX4LMEIH(»> This sedion descnbes tiie devdopment of tiie necessary data to perform Rl^f calculations. Sectic^i 33 describes tiie BM cdculationprcK^ess. Jspit d^ frir calatating peak flores and Tc's witi the EM shouldbe developed as follows: 1. Qn a lopographfc base m^, ouSiie fee overall drainage area boundary, diowing adjacent dkaios, esis&ig and piopc^^ drams, and overland flow patiuL 2. Veiifyfee accuracy of tfaediaina^inapin tiae fidd. 3. Divide tiie &amge area into sdrareas by loc^gd These divisions should be based on topogtapSiy, soil t^, and land ise. fiosuDe tiiat an appropriate flist subarea is delineated. For natural areas, tiie Ssst sd>aiea flbw ^fe lengfe diouM be k^ tian or equal to 4,0CK) &et phis t» 3-2). ¥(X devdoped areas, the Mtial si^baiea flow patii kngtii sboitd be consitent wife Tdile 3-1 The topogia[% smd slcype wiSm. tiae imtM sofaansa diodd be sencialtvimi&on. 4. Woiking-from iqistream to downshsam. assign a mmba tiie dkainages3/s£em to eadi point of inkKst Hgnie 3-8 ponovidespiddinesfrn-node smtibers fx geograiMc infrcoiafion sysfem (dO^-ba^d stsufies. 5. MeasQceeadi axbareainfeediamagearea to detennine its ^zeinaaes(A). 6. Ddenniofi tie kngfe and e^^vediqie of tiie liswpifem eadi sd^ 7. Mentil^ tiie soil type fiir eacii subarea. 3-20 Date: lona 1Q03 ~ Pam: 22Q;2S S- DetHmine tie runoff cosffidenf (C) for each subarea basad oa Tdjk 3-1. If fee sitiaiea ccsitaiiis more than <me of ds^opment dassiflcation, use apopoctiooate avatage &r C. In detennMng C for fee subarea, use futms land use taken fam the 3|i|ak3£ble ccammMty plan, Muhipk Spedes Conservation Ban, National Forest land use plan, etc 9. Calcidate tiie CA value fOT the sdbarea. 10. C^catatefeeS(CA)vdus<s)fectiBsd)areasi^5trea^ 11. DdeimineP$a3idPMfrir fee stnd^ using tie j£»:|il^^ If neoBsaiy, adjust tiie vahieforPstobeiiitiiin 45% to 65% of the value fer P34. See Section 33 frar a (fcioiption tlie iOil cafcitiatikm This section desoibes tie KM calad^ticmpnxress. Using tjb&mptd^cdaiMan of pea^ fbw^ and Tc's shouM be perfiwrnedas frslkm^: 1. Determine Tifrar fee flrst sitiaim Use Tabk 3-2 ocFj^um 3-3^ d^ 3.1.4. Ifthe wiMec&hed is natural tie travd lime to tiie downstream end c^fee &sk SBbaim canbe added to Tito obtain fee Tc R^ to pai^raph 3.1.41 (a). 2. Betetrnmel frgtbe sdarea PsmgFigtire 3-1. IfTiwaslessthmSmindes, usefee5 3. Calail3tefeep^(fisdiai:|eflo«'fatefrrtiesi&a£ea.wlie£e(^»I(^ ll case feat fee dowxE^icm ibw cie k kss tm long fravd-time ti^ is not offiet by tiie aMgon^ stsbarea nmof^ use fee i^istxeam pe^flow fijr dKign pmposes BiMdownstsramlfows Macase agasL 3-n Saxt Diss0 Cotmtf Hycbslogy Mrarral S&i&m: 3 Dats: Jsaia 2003 P^«: 23af25 4. fetimate fee Tt to fee nestpoM of interest. 5. AddfteTttofeepreviflusI^toobtainanewTc. 6. Ocffltinue wife step 2, abo^-e^ until tiie final poM of Merest £5 rsactel Nfate: The RSNl ShouM be used to calculate fee pfaJcdi5cliffl:ge fr^om fndqxr^nt subsarea^ into fee dkainage systsn. 3.4 McanniD RA.TIQ?«M. MEIHOD (FOE. JISSCTEOSS ASMXSIS} The purpose ofthis secticai is to describe fee sfe^s nectary to devdop a hj-tirology report for a smafl wateisihed using the MRM. S is necessary to u^ tie MRM if tiie watered explains juscticsos of independent drains^ systems. The pocess is tmed m the design smials of feeQty/Coanfcy of SanDiefj. The general pioccss deai^rtMi&r using ttis iBetiuHl,ind(idii^ ane^ampk of tie i^ppli£2tionoftiismefeo4 is d^cribedbdow. The wiOTfii-ar should only use fee MBM fbr drainage sreas up to sqpxmmatdy 1 sqoare mSe maze, ff tiie watershed wia dgdficaaity exceed 1 square mfle flien flie NRCS metii^ desccitedinSedic»i45hottldbeused. Tfieei^ECK»xm3ycihoc^toiK»dti^ MRM fiir cdca^bitions Ibr 19 to an st3i^ to fee NRCS metiiod for additional dbwDstixam areas that es»x«f approsmately 1 sqaaremik. The tiansition joooess isdescrB«linSection4. S^JL ModlfledRatioiiall^feodGeneralPrDcessDesci^pt^ The gaierd poc^ tir fee MEM differs fiom tiie RM 00^ iriien a junction of ind^en^ drainage sytois is icadied. The peak <^ Tc aid I fisr cadi of fiie independed dramas systems at fee poM of tie jonclMi are calculated by fee BM. The indepeodent drdna^ systenis are tiien conMied using fee MEM pocefesedesaS^edtidOT Ihe peak Q,Tc. and I Ibr eacli of fee independeit dramage ^sterns at fee poM of tiie jundltm n^ ^or to using tiie MEIM pro<%duie to am^bine fee indepeodeit diainage sptems, as t»se 3-JS Saa Disgo CcmiyHycbclozyMaxial S^dioii: 3 DstK Jana 2003 Pa^ 24o£26 values will te used fiir fee hfBM cakulations. Afier fee iodqjendent drainage systems have been combiBed, BM calculartioos are continued to fee nesrt point of inferjst 3.4.2 Procedure for CombiuTng Independeiit Dradonage Systenxs at a Junction CMcukte tiie peak Q. To and I for each cd fee independoit drainage systems at fee poM of thejunction. These values vdll be used for fee BrlRMcalculations- At fee junction oTtwo or more independent diainage systeim, fee respective peak flows are conibined to dnahi tiie maximmn flow out tiie junction at Tc Based m the i^oximatilcn tiiat total mnoff incrratses direcfly fapco|Xirtion to time, a ^meral equationmsry te written to detenmne tiie masimmiQ and its osrespondingTc usir^ fee peak Q, X:, and I fiir eadi of the independed draii^e spkms at tiie point tmmfidi'ately before tiie joafltion. Tbe ^eral eqoatioa reqpires feat contributmg Q's te mMtered in onfcr of increasing T^. IJd (2i,Ti. and Iia3n:eq>ond to tiie tributary araa w&lfee sfa likewise^ kt (Jj. T^ and Ib osie^Kmd to fee ti3>a£ary area wife fee next kmger Tc* Tl, aM tte tdbntaoy area wife tiie sort longer Tc and s^ Wten only two inde^^ended drainage systems are combined, leave T3. and I3 <SQt of fee equation. Contbme tiie independent draiiage systems usingfee junction ection bdow: JtmdionEquation: Ti<T2<T3 3-24 SanDisEoDarimtf Hj^balogyMssiial Ssstren: 3 Date Jssa 2003 Pa^ 23af25 Calculate Qxh Q12.2nd Qj^ Sekct fee largest Q and use fee Tc assodated ijrafe tiiat Q fijr iirfeer (alcolations (see the feiee Notsi fisr options). If tiie lai^st cslcd^M Q's are sspsl (e.g.. On - Qo > Qj3fX ^ ^ stecter ofthe Tc's aissociafed wife that Q. TMs c^jidioa may be esjonded for a junction of nrae fean tiiree iodeieadeot draiaage systems udng tiie same cxmccft. The ccocegpt is that when Q Aran a sdected subarea (e.^ 00£(G»mjbin£dwifeQfromanotlsrrssibsm^^ diorter Tc (e.g., QO»feeQfromtiie subarea wife AK^ shorter Tc is lalocod by the ratio of tte Fs (li^X and i^feen Q fiom a sekrted siJbarea (e.g., Qj) is cxonbined wife Q from anofeer sut^a wife a loo^ Tc (e.g:.. Q^}, tiie Q fiom tiMS suterea wnfa fee tooga^ Tc^ rediK^i by tiie ratio of tteT5:'s (Ti/Ts). Ndtefl: M a jmicfiDn of ta'o nsdefcn&nt Rainage systans tint have SMJ same %, fee trSTUtaiy fbws may te addi^ to dit^ fee (^-C^+Qi;-whenTi-Ti; andTc-Ti-Ti This can te verified by using tte junction equation ateve. Let<^ T^ andIj—0. 'WhenTi andT^aope tie same. Il aidare aJso fee same, and Ti/Tia^ Ti/Isandli/Ii ^re caacdkdfiomfee equations. At tm point, Qn-Qn"'Cih-="Q2- Noteg2: li tiie i^pstieam |srt of a watershed, a conservative omiiutation is accs^bk. When tte times t^omceairatioQ (I^r's) ace «^i^y dose in m;^nitu^ (witbin 10^ use tte diorterTc fortiektfendtysndtie equationQ»£(^ Note #3:. Anoptionalnieti!odoCdetermkmgfeeTcistousefee4squati£^ Tc-[(E(CA)7.44P«)«a"* This equation is firan Q -1^)1 « Z(CA)C7.44 P/T^-^ ) and sdving fiir Tc. Tte advartiage in fels o^km. is t^ tie ^ consdsEedt wife fee psk flow Q, and avoids msfp^opdate flucti^Qnmdownstijeamflo^ in scmie cases. 3^ 4730,30 33''8''t3-N g Hydrologic Soil Group—San Diego County Area. California (Tabala) 473280 47.34,30 47,3480 33° 32- N F> Map Scale: 1:2,530 If printed on A landscape (11" x 8.5") stieet jMeters 0 3-3 70 140 210 DFeet 0 100 200 400 600 Map projecticxi: Web Mercator Comer coordinates: WG584 Edge tks: UTM Zone UN WGS84 S ,33° ff -1.3- N U.SDA Natural Resources Conservation Service Web Soil Survey Nalional Cooperative 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 U A A/D • • • • B B/D C C/D D Not rated or not available B C/D • ° • Not rated or nol available Water Features Streams and Canals Transportation •-I-4 Rails Interstate Highways US Routes Major Roads Local Roads Soil Rating Lines ^ A ^ A/D ^ B ^ B/D ^ C 4^ C/D D 0 Not rated or nol available Soil Rating Points • A B A/D • B • B/D Background Aerial Photography MAP INFORMATION The soil surveys thai comprise your AOI were mapped al 1:24,000. Warning: Soil Map may nol be vaiid al this scale. Enlargement of maps beyond lhe scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placemenl. The maps do nol show lhe small areas of contrasting soils lhal could have been shown al 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: hltp://websoilsurvey.nrcs.usda.gov Coordinale Sysiem: 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 calculalions of distance or area are required. This product is generated from the USDA-NRCS certified dala as of the version date(s) listed beiow. Soil Survey Area: San Diego Couniy 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: May 3, 2010—Jun 19. 2010 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. U.SDA Natural Resources Conservation Service Web Soil Survey Nalional Cooperative 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 Oiego County Area, California (CA638) Map unit symbol Map urtit name lUiting 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 8.4% 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 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 inflltration 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 tSDA Natural Resources Web Soil Survey 12/31/2013 Conservation Service National Cooperative Soil Survey Page 4 of 4 Hydrologic Soil Group—San Diego County Area. California (Tabata) 473030 473080 473130 473230 473280 4733.30 33° ff43-N S 33° ff 32- N 473180 4730,30 473080 473130 Map Scale: 1:2,530 If ptinted on A landscape (11" x 8.5") sheet 4732,30 47.3480 N 0 35 /n 140 210 jFeet 0 100 200 400 600 Map projection: Web Mercator COmer coordinates: WGS84 Edge tics: UTM Zone UN WGS84 USOA Natural Resources Conservation Service Web Soil Survey Nalional Cooperative Soil Survey 4735,30 S 33° ff43-N 12/31/2013 Page 1 of 4 Hydrologic Soil Group—San Diego Couniy Area. California (Tabala) MAP LEGEND A A/D Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons • • B B/D C C/D D Nol rated or not available • • C C/D D Not rated or not available • • • Water Features Streams and Canals Transportation •-»-• Rails Interstate Highways US Routes Major Roads Local Roads Soil Rating Lines ^ A Background Aerial Photography A/D B B/D C C/D D Not rated or nol available Soil Rating Points • A H A/D • B • B/D MAP INFORMATION The soil surveys that comprise your AOI were mapped al 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 placemenl. The maps do not show the small areas of contrasting soils lhal could have been shown al 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: htlp://websoilsurvey.nrcs.usda.gov Coordinale System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape bul distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculalions of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version dale(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Dala: 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: May 3, 2010—Jun 19. 2010 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 Cooperative 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 Diego County Area, Califomia (CA638) Map unit symbol Map 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% t^DA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/31/2013 Page 3 of 4 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 Mettiod: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher USDA Natural Resources Web Soil Survey 12/31/2013 Conservation Service National Cooperative Soil Survey Page 4 of 4 Tabata 10 Drainage Study CHAPTER 3 100-Year Hydrologic Model Existing Condition Proposed Condition 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 CODNTY 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: 15:49 01/07/2014 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- / 0UT-/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-Depth = 1.00 FEET as (Maximuin 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.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.264 SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.66 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 53 »»>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA<«« ELEVATION DATA: UPSTREAM(FEET) = 121.00 DOWNSTREAM(FEET) = 86.70 CHANNEL LENGTH THRU SDBAREA(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) = 1.15 (PER LACFCD/RCFCSWCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 11.93 Tc(MIN.) = 18.20 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 INTENSITYdNCH/HOUR) = 3.149 *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) = 9.11 TOTAL AREA(ACRES) = 8.6 TOTAL RUNOFF(CFS) = 9.45 TC(MIN.) = 18.20 -I- + I End hydrology for sheet flow towards El Camino Real. I 1 I I Begin hydrology for runoff north along Camino Hills Drive. j -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 OSED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.869 SUBAREA RUNOFF(CFS) = 1.08 TOTAL AREA(ACRES) = 0.35 TOTAL RUNOFF(CFS) = 1.08 **************************************************************************** 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) = 107.00 DOWNSTREAM ELEVATION(FEET) = 87.50 STREET LENGTH(FEET) = 290.00 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) = 2.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.21 PRODUCT OF DEPTHSVELOCITY(FT*FT/SEC.) = 0.70 STREET FLOW TRAVEL TIME(MIN.) = 1.51 Tc(MIN.) = 6.94 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.865 *DSER SPECIFIED(SUBAREA): RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .5200 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.496 SUBAREA AREA(ACRES) = 0.69 SUBAREA RUNOFF(CFS) = 2.10 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 3.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.69 FLOW VELOCITY(FEET/SEC.) = 3.43 DEPTH*VELOCITY(FT*FT/SEC.) = 0.82 LONGEST FLOWPATH FROM NODE 105.00 TO NODE 107.00 = 390.00 FEET. -I- + I End hydrology for runoff north along Camino Hills Drive. I 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.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.2 64 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 *OSER SPECIFIED(SUBAREA): NATORAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4200 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4127 SUBAREA AREA(ACRES) = 1.11 SUBAREA RUNOFF(CFS) = 2.23 TOTAL AREA(ACRES) = 1.2 TOTAL RONOFF(CFS) = 2.45 TC(MIN.) = 9.51 + I End Existing Condition hydrology model I I I Begin Developed Condition Hydrology model. I + + ***************************************************************,Hr******,tjr*** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SOBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5300 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 116.10 DOWNSTREAM ELEVATION(FEET) = 114.50 ELEVATION DIFFERENCE(FEET) = 1.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.284 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 80.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.684 SUBAREA RUNOFF(CFS) = 1.93 TOTAL AREA(ACRES) = 0.64 TOTAL RUNOFF(CFS) = 1.93 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >»»( STANDARD CURB SECTION OSED) ««< UPSTREAM ELEVATION(FEET) = 113.00 DOWNSTREAM ELEVATION(FEET) = 96.80 STREET LENGTH(FEET) = 942.00 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) = 6.70 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.41 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.36 PRODUCT OF DEPTHSVELOCITY(FT*FT/SEC.) = 0.84 STREET FLOW TRAVEL TIME(MIN.) = 6.65 Tc(MIN.) = 13.93 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.741 *OSER SPECIFIED(SOBAREA): RESIDENTIAL (4.3 DO/AC OR LESS) RONOFF COEFFICIENT = .5200 S.C.S. CORVE NOMBER (AMC II) = 0 AREA-AVERAGE RONOFF COEFFICIENT = 0.521 SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 9.34 TOTAL AREA(ACRES) = 5.4 PEAK FLOW RATE(CFS) = 10.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.72 FLOW VELOCITY(FEET/SEC.) = 2.65 DEPTH*VELOCITY(FT*FT/SEC.) = 1.06 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 1022.00 FEET. **************************************************************************** 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) = 3.741 *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 = 0.5207 SUBAREA AREA(ACRES) = 3.33 SUBAREA RUNOFF(CFS) = 6.48 , TOTAL AREA(ACRES) = 8.8 TOTAL RUNOFF(CFS) = 17.09 TC(MIN.) = 13.93 **************************************************************************** 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 13.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.37 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =17.09 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 13.97 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 212.00 = 1047.00 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.) = 13.97 RAINFALL INTENSITY(INCH/HR) = 3.74 TOTAL STREAM AREA(ACRES) = 8.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.09 **************************************************************************** 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) = 102.50 ELEVATION DIFFERENCE(FEET) = 1.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.584 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.762 SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.13 ************************************************************************** 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) = 102.50 DOWNSTREAM(FEET) = 91.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 550.00 CHANNEL SLOPE = 0.0209 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) = 2.909 *OSER SPECIFIED(SOBAREA): NATORAL DESERT LANDSCAPING RONOFF COEFFICIENT = .3500 S.C.S. CORVE NOMBER (AMC II) = 0 TRAVEL TIME COMPOTED OSING ESTIMATED FLOW(CFS) = 0.52 TRAVEL TIME THRU SOBAREA BASED ON VELOCITY(FEET/SEC.) = 0.83 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 10.99 Tc(MIN.) = 20.58 SOBAREA AREA(ACRES) = 0.72 SOBAREA RONOFF(CFS) = 0.73 AREA-AVERAGE RONOFF COEFFICIENT = 0.350 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 0.81 END OF SOBAREA CHANNEL FLOW HYDRAOLICS: DEPTH(FEET) = 0.05 FLOW VELOCITY(FEET/SEC.) = 1.06 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 212.00 = 630.00 FEET. t*************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREMi FOR CONFLOENCE««< »>»AND COMPOTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.58 RAINFALL INTENSITY(INCH/HR) = 2.91 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.81 ** CONFLUENCE DATA ** STREAM RONOFF Tc INTENSITY AREA • NOMBER (CFS) (MIN.) (INCH/HOOR) (ACRE) 1 17.09 13.97 3.736 8.77 2 0.81 20.58 2.909 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 17.64 13.97 3.736 2 14.12 20.58 2.909 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.64 Tc{MIN.) = 13.97 TOTAL AREA(ACRES) = 9.6 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 212.00 = 1047.00 FEET. + -I- I Outlet into Tabata Detention Basin. I I See detetention basin analysis for determination of attenuated | I flows. I -I- + + • -H I Begin hydrology for flow towards northern corner of site. I 1 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) = 110.00 DOWNSTREAM ELEVATION(FEET) = 100.00 ELEVATION DIFFERENCE(FEET) = 10.00 SOBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMOM OVERLAND FLOW SLOPE, 10.%, IS OSED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.264 SUBAREA RUNOFF(CFS) = 0.4 6 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.46 **************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SOBAREA««< »»>OSING COMPOTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 87.50 FLOW LENGTH(FEET) = 152.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.88 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.46 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 6.70 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 222.00 = 252.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.001 *OSER SPECIFIED(SOBAREA): NATORAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .4000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3790 SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 1.14 TC(MIN.) = 6.70 **************************************************************************** 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 4.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.55 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NOMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.14 PIPE TRAVEL TIME(MIN.) = 2.60 Tc(MIN.) = 9.30 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 SOBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOOR) = 4.857 *OSER 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) = 1.39 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 2.31 TC(MIN.) = 9.30 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.3 TC(MIN.) = 9.30 PEAK FLOW RATE(CFS) = 2.31 END OF RATIONAL METHOD ANALYSIS Tabata 10 Drainage Study CHAPTER 4 Inlet Sizing Street Capacity TB R:\1203\Hyd\REPOfiTS\HYD\1203_ DR- Tabata 10.doc W.O. 2580-1 10/18/2013 HYDRAULICS A Street - provide: 1 Lerr Clxx\e^ B. 1) Depth of gutter fiow calculation. 2) Inlet calculations. 3) Show gutter flow Q, inlet Q, and bypass Q on a plan of the street. Storm Drain Pipes and Open Channels - provide: 1) USE 15 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 othenwise 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. B. D. Curb inlets at a sump condition shouid be designated for two CFS per lineal foot of ) sopening when headwater may rise to the top of curb. 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 Grated inlets should be avoided. When recessary, 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 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 Rating Table for Tabata Street Section Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Section Definitions Manning 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 (ftVs) Velocity (ft/s) Flow Area (fP) Wetted Perimeter (ft) Top Widtti (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 PM Bentley Systems, Inc. Haestad Methods SoUiiUe^fifetaiMaster V8I (SELECTseries 1) [08.11.01.03] 27SiemonsCompany Drive Suite 200 W Watertown, CT 06795 USA+1-203-755-1666 Page 1 of 2 Rating Table for Tabata Street Section Input Data Channel Slope (%) Discharge (ftVs) Velocity (ft/s) Flow Area (ft») Wetted Perimeter (ft) Top Width (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 Bentiey Systems, inc. Haestad Methods SoBttiitte^m«fMaster 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 Cross Section for Tabata Street Section Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image Manning Fomriula Discharge 1.00 % 0.50 ft 28.93 fP/s 0.70 0.60 0.50 0.40 .e 0.30 J 0.20 0.10 0.00 -0.10 -0.20 0+00 0+10 0+20 0+30 Station 0+40 Bentiey Systems, Inc. Haestad Methods SoBCirdle;fiUwMasterV8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA+1-203-755-1666 Page lof 1 1/7/2014 6:23:16 PM Tabata 10 Drainage Study CHAPTER 5 Hydraulic Analysis Rip Rap Sizing TB R:\1203\Hy*REPORTS\HV'D\1203_DR-Tabata lO.doc W.O. 2580-1 10/18/2013 TABATA: HYDI^ULIC MODELS AMINO REAL HYDRAULIC ANALYSIS CODE SHEET LENGTH ~ DW. SLOPED Q(WO)=XXX CFS V(100)=XXX FPS §^ = line number. 0 = flow through storm drain. D = diameter of storm drain. VI V2 Fl F2 HI H2 01 02 LENGTH ~ SLOPE% 0(100)=> V(100)=> velocity at downstream end of storm drain, velocity at upstream end of storm droin. flowUne at downstream end of storm drain, flowline at upstream end of storm drain. HGL elevation at downstream end of storm drain HGL elevation at upstream end of storm drain depth of HGL at downstream end of storm drain deplh of HGL at upstream end of storm drain X = distance from downstream end to point where HG intersects soffit in seal condition X(N) = distance from downstream end to point where water surface reaches normal depth by either drawdown or backwater. X(J) = distance from downstream end to point where hydraulic jump occurs in storm dra D(BJ) - depth of water before hydraulic jump occurs D(AJ) = depth of water after hydraulic jump occurs TW = tailwater eievation CODNTY PUBLIC KORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.1 (INPUT) DATE; 01/03/14 PAGE 1 PROJECT: Tabata 10 (I203\hyd\calcs\storra\line a DESIGNER: RLE ICD L2 Q ADJ Q LENGTH FL i FL 2 CTL/TW D W S KJ KE KM LC hi L3 L4 AI A3 A4 J N 2 2 17.9 17.9 13.33 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 Line A Starting WSEL Prpject Descripfton Friction Method Manning Fonnula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 1.00 % Diameter 2.00 ft Discharge 17.09 ft'/s Results Normal Depth 1.30 ft Flow Area 2.16 ft^ Wetted Perimeter 3.75 ft Hydraulic Radius 0.58 ft Top Width 1.91 ft Critical Depth 1.49 ft Percent Full 65.0 % Critical Slope 0.00697 ftm Velocity 7.91 ft/s Velocity Head 0.97 ft Specific Energy 2.27 ft Froude Number 1.31 Maximum Discharge 24.33 fP/s Discharge Full 22.62 ff/s Slope Full 0.00571 ftm Flow Type Supercritical GVF Input Data Downstream Oepth 0.00 ft Length 0.00 ff Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Nonmal Depth Over Rise 64.96 % Downstream Velocity Infinity ft/s 1/9/2014 4:01:29 PM Bentiey Systems, Inc. Haestad Methods SoBtiiHe94fMarMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA+1-203-755-1666 Page lof 2 LA COUNTY PUBLIC KORKS STORM DRAIN /J^ALYSIS REPT: PC/RD4412.2 DATE: 01/09/14 PAGE 1 PROJECT: Tabata 10 {1203\hyd\calcs\stox-m\iine a DESIGNER; RLE LINE Q D W DN DC FLOW SF-FOLL VI V 2 FL 1 NO (CFS) (IN) (IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) FL 2 HG 1 (FT) CALC HG 2 D 1 CALC (FT) D 2 (FT) TW CALC 1 HYDRAULIC GRADE LINE CONTROL = 92.65 2 17.9 24 0 1.36 1.52 PART 0.00626 7.5 7.0 91.35 91.48 92.77 93.00 1.42 1.52 53.91 TW CK , 0.00 REJ4ARKS 2003 REGIONAL SUPPLEMENT 200-1.6.3 Quality Requirements Page 45 - First paragraph, second sentence change "60 days" to "30 days". 200-L7 Selection of Riprap and Filter Blanket Material Table 200-1.7 Velocity Meters/Sec (Ft/Sec) (1) Rock Class (2) Rip Rap Thie k- Nes s ii'j'ii Filter Blanket Upper Laverf (3) Velocity Meters/Sec (Ft/Sec) (1) Rock Class (2) Rip Rap Thie k- Nes s ii'j'ii 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 ram (3/8") D.G. { 3(9.5-11) Light 2.0 12.5 mm ('/a") 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) 450 kg (^A Ton) 3.4 25 mm (1") wmm,m<m 25mm (3/4"-1-1/2") SAlsFD 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 of tiis table is limited to situations where "T" is less than inside diameter. (1) Average velocity in pipe or bottom velocity in 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^Constniction. (5) D.G. = Dismtegrated Granite, lmm to 10mm. P.B. = Processed Miscellaneous Base. .8 \JA COUNTY POBLIC KORKS ST0Rt4 DRAIN ANALYSIS REPT: PC/RD4412.1 (INPUT) DATE: 01/09/14 PAGE 1 PROJECT: Tabata 10 (1203\hyd\calcs\storra\line b DESIGNER: RLE CD L2 MAX Q ADJ Q LENGTH FL 1 FL 2 CTL/TW D W S KJ KE KM LC Ll L3 L4 Al A3 A4 8 1 76.43 2 3 8.3 8.3 105.53 75.80 84.80 0.00 18. 0. 1 0.00 0.20 0.05 1 0 0 0 0. 0. 0. 2.50 0.013 LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 01/09/14 PAGE 1 PROJECT; Tabata 10 (1203\hyd\calcs\storm\line b DESIGNER: RLE LINE Q D V; DN DC PLOW SF-FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW KD (CPS) (IN) (IS) (FT) (FT) TYPE (FT/FT) (FPS) (PPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS HYDRAULIC GRADE LINE CONTROL - 76.43 8.3 18 0 0.53 1.12 PART 0.00624 11.8 5.9 75.80 84.80 76.43 85.92 0.63 X - 0.00 X(N) = 34.63 1.12 86.56 0.00 VI, FL 1, D 1 AKD HG 1 REFER TO DO'A'NSTREAf^ END V 2, FL 2, D 2 AND HG 2 REFER TO UPSTREAf-i END X - DISTANCE IN FEET FRO.'*) DOV/NSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION XIN) - DISTANCE IH FEET FROM DOTOSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDO^'SN OR BACKWATER X(J) - DIST/A'CE IN FEET FROM DOWNSTREAM END TO POINT IWERE HYDRAULIC JUMP OCCURS IN LIKE 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 JUMP (DOVfflSTRBAM SIDE) SEAL INDICATES PLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART HYD amp INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP HJ 9 UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE HJ ® DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUtJCTION AT THE DOWNSTREAM BND OF THE LINE EOJ 1/ 9/2014 16:17 Tabata 10 Drainage Study CHAPTER 6 Detention Basin Analysis TB R:\1203\Hyd\REPORTS\HYDM203_DR-Tabata lO.doc W.O. 2580-1 10/18a013 iPYRIGHT 1992, 2001 RICK ENOINEERINO COMPANY ^DATE 1/6/2014 •)ROGRAPH FILE NAME Textl •E OF CONCENTRATION 14 MIN. lOUR RAINFALL 2.75 INCHES ^INAREA 9.57 ACRES •JOFF COEFFICIENT 0.493 P^K DISCHARGE 17.64 CFS IE i IE i IE 1 IE IE i IE i IE IE IE (MIN (MIN (MIN (MIN (MIN (MIN (MIN (MIN (MIN (MIN (MIN (MIN (MIN (MIN (MIN (MIN (MIN (MIN (MIN (MIN (MIN (MIN (MIN (MIN (MIN (MIN (MIN (MIN 0 DISCHARGE (CFS 14 DISCHARGE (CFS 28 DISCHARGE (CFS 42 DISCHARGE (CFS 56 DISCHARGE (CFS 70 DISCHARGE (CFS 84 DISCHARGE (CFS 98 DISCHARGE (CFS 112 DISCHARGE (CFS 126 DISCHARGE (CFS 140 DISCHARGE (CFS 154 DISCHARGE (CFS 168 DISCHARGE (CFS 182 DISCHARGE (CFS 196 DISCHARGE (CFS 210 DISCHARGE (CFS 224 DISCHARGE (CFS 238 DISCHARGE (CFS 252 DISCHARGE (CFS 266 DISCHARGE (CFS 280 DISCHARGE (CFS 294 DISCHARGE (CFS 308 DISCHARGE (CFS 322 DISCHARGE (CFS 336 DISCHARGE (CFS 350 DISCHARGE (CFS 364 DISCHARGE (CFS 378 DISCHARGE (CFS 0 0.8 0.8 0.8 0.9 0.9 1 1 1.1 1.2 1.3 1.4 1.6 1.7 2.1 2.4 3.5 4.9 17.64 2.8 1.9 1.5 1.2 1.1 1 0.9 0.8 0 TABATA 10: Elevation 91.3 92 93 94 95 96 96.3 STAGE STORAGE Depth Area ft sf 0 8821 0.7 10095 1.7 11937 2.7 13808 3.7 15707 4.7 17635 5 18216 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: 0.16 ft invert elev: 1.50 ft Middle orifice: 1 " Emergency inlet: number of orif: 0 Invert: 1.00 ft Cg-middle: 0.61 Area {SF=2) 4.91 sq ft invert elev: 1.00 ft ActualTotal Discharge Qtot + 0.008, 0.008 cfs is added for rate through subdrain h H/D-low H/D-mid H/D-top Qlo\M-orff Qlow-wcir Qtot.4ow QniidM)rif Qtot-med Qtop-orff Qtop-weir Qtot-top Qemerg Qtot (ft) - - -(cfs) (cfl) (cfs) (cfs) (cfs) left) (cf.) (cfs) (cfs) (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 0.32 0.00 0.00 0.000 0.004 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.004 0.3 1.12 0.00 0.00 0.033 0.034 0.033 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.033 0.4 1.92 0.00 0.00 0.051 0.067 0.051 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.051 0.5 2.72 0.00 0.00 0.063 0.078 0.063 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.063 0.6 3.52 0.00 0.00 0.074 0.087 0.074 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.074 0.7 4.32 0.00 0.00 0.083 0.197 0.083 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.083 0.8 5.12 0.00 0.00 0.091 0.622 0.091 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.091 0.9 5.92 0.00 0.00 0.099 1.727 0.099 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.099 1.0 6.72 0.00 0.00 0.106 4.061 0.106 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.106 1.1 7.52 1.20 0.00 0.113 8.391 0.113 0.000 0.000 0.000 0.000 0.000 0.000 0.245 0.358 1.2 8.32 2.40 0.00 0.119 15.740 0.119 0.000 0.000 0.000 0.000 0.000 0.000 0.693 0.812 1.3 9.12 3.60 0.00 0.125 27.415 0.125 0.000 0.000 0.000 0.000 0.000 0.000 1.274 1.398 1.4 9.92 4.80 0.00 0.130 45.052 0.130 0.000 0.000 0.000 0.000 0.000 0.000 1.961 2.091 1.5 10.72 6.00 0.00 0.136 70.640 0.136 0.000 0.000 0.000 0.000 0.000 0.000 2.740 2.876 1.6 11.52 7.20 o.eo 0.141 106.563 0.141 0.000 0.000 0.000 0.000 0.000 0.000 3.602 3.743 1.7 12.32 8.40 1.20 0.146 155.634 0.146 0.000 0.000 0.000 0.000 0.000 0.000 4.539 4.686 1.8 13.12 9.60 1.80 0.151 221.126 0.151 0.000 0.000 0.000 0.000 0.000 0.000 5.546 5.697 1.9 13.92 10.80 2.40 0.156 306.810 0.156 0.000 0.000 0.000 0.000 0.000 0.000 6.618 6.774 2.0 14.72 12.00 3.00 0.160 416.988 0.160 0.000 0.000 0.000 0.000 0.000 0.000 7.751 7.911 2.1 15.52 13.20 3.60 0.165 556.532 0.165 0.000 0.000 0.000 0.000 0.000 0.000 8.942 9.107 2.2 16.32 14.40 4.20 0.169 730.911 0.169 0.000 0.000 0.000 0.000 0.000 0.000 10.189 10.358 2.3 17.12 15.60 4.80 0.173 946.234 0.173 0.000 0.000 0.000 0.000 0.000 0.000 11.489 11.662 2.4 17.92 16.80 5.40 0.177 1209.279 0.177 0.000 0.000 0.000 0.000 0.000 0.000 12.840 13.017 2.5 18.72 18.00 6.00 0.181 1527.531 0.181 0.000 0.000 0.000 0.000 0.000 0.000 14.239 14.421 2.6 19.52 19.20 6.60 0.185 1909.215 0.185 0.000 0.000 0.000 0.000 0.000 0.000 15.687 15.872 2.7 20.32 20.40 7.20 0.189 2363.331 0.189 0.000 0.000 0.000 0.000 0.000 0.000 17.180 17.369 2.8 21.12 21.60 7.80 0.193 2899.691 0.193 0.000 0.000 0.000 0.000 0.000 0.000 18.718 18.911 2.9 21.92 22.80 8.40 0.197 3528.950 0.197 0.000 0.000 0.000 0.000 0.000 0.000 20.300 20.496 3.0 22.72 24.00 9.00 0.200 4262.644 0.200 0.000 0.000 0.000 0.000 0.000 0.000 21.923 22.123 3.1 23.52 25.20 9.60 0.204 5113.223 0.204 0.000 0.000 0.000 0.000 0.000 0.000 23.588 23.792 3.2 24.32 26.40 10.20 0.207 6094.087 0.207 0.000 0.000 0.000 0.000 0.000 0.000 25.292 25.500 3.3 25.12 27.60 10.80 0.211 7219.620 0.211 0.000 0.000 0.000 0.000 0.000 0.000 27.036 27.247 3.4 25.92 28.80 11.40 0.214 8505.225 0.214 0.000 0.000 0.000 0.000 0.000 0.000 28.819 29.033 3.5 26.72 30.00 12.00 0.218 9967.357 0.218 0.000 0.000 0.000 0.000 0.000 0.000 30.639 30.856 3.6 27.52 31.20 12.60 0.221 11623.563 0.221 0.000 0.000 0.000 0.000 0.000 0.000 32.495 32.716 3.7 28.32 32.40 13.20 0.224 13492.509 0.224 0.000 0.000 0.000 0.000 0.000 0.000 34.388 34.612 3.8 29.12 33.60 13.80 0.227 15594.024 0.227 0.000 0.000 0.000 0.000 0.000 0.000 36.316 36.543 3.9 29.92 34.80 14.40 0.230 17949.125 0.230 0.000 0.000 0.000 0.000 0.000 0.000 38.278 38.509 4.0 30.72 36.00 15.00 0.234 20580.060 0.234 0.000 0.000 0.000 0.000 0.000 0.000 40.275 40.509 4.1 31.52 37.20 15.60 0.237 23510.338 0.237 0.000 0.000 0.000 0.000 0.000 0.000 42.306 42.542 4.2 32.32 38.40 16.20 0.240 26764.765 0.240 0.000 0.000 0.000 0.000 0.000 0.000 42.996 43.236 4.3 33.12 39.60 16.80 0.243 30369.481 0.243 0.000 0.000 0.000 0.000 0.000 0.000 43.663 43.905 4.4 33.92 40.80 17.40 0.246 34351.990 0.246 0.000 0.000 0.000 0.000 0.000 0.000 44.319 44.565 4.5 34.72 42.00 18.00 0.248 38741.200 0.248 0.000 0.000 0.000 0.000 0.000 0.000 44.966 45.215 4.6 35.52 43.20 18.60 0.251 43567.453 0.251 0.000 0.000 0.000 0.000 0.000 0.000 45.604 45.856 4.7 36.32 44.40 19.20 0.254 48862.565 0.254 0.000 0.000 0.000 0.000 0.000 0.000 46.233 46.488 4.8 37.12 45.60 19.80 0.257 54659.855 0.257 0.000 0.000 0.000 0.000 0.000 0.000 46.854 47.111 4.9 37.92 46.80 20.40 0.260 60994.185 0.260 0.000 0.000 0.000 0.000 0.000 0.000 47.466 47.726 5.0 38.72 48.00 21.00 0.263 67901.991 0.263 0.000 0.000 0.000 0.000 0.000 0.000 48.071 48.334 ITOP ELEV = 96.3 30" RISER RIM ELEV = 92.3 BASE ELEV = 9T.3 2 - 1.5" ORIFIQ @ ELEV = 91.47 1'-6" SOIL MIX* 7-6" GRAVEL (CLASS 2) 4" PERFORATED PIPE (UNDERDRAIN) I.E = 88.3 BIORETENTION BASIN * BIORETENTION ENGINEERED SOIL LAYER SHALL BE "SANDY LOAM" MIX WITH NO MORE THAN 5Z CLAY CONTENT PERCOLATION RATE 5-10 INCES/HR SUSTAINED. NOT TO SCALE Hydraflow Table of Contents labata Detention easn gpw Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Tuesday, Jan 7, 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 Pond Report - Tabata Detention Basin 5 Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 lata Runoff 2 - Tabata Detention Legend Hyd. Origin 1 Manual 2 Reservoir Tabata Runoff Tabata Detention Project: Tabata Detention Basin.gpw Tuesday, Jan 7, 2014 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 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 Reservoir 17.64 8.376 14 14 252 266 47,242 47,169 93.47 21,350 Tabata Runoff Tabata Detention Tabata Detention Basin.gpw Return Period: 100 Year Tuesday, Jan 7, 2014 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk. Inc. v8 Hyd. No. 1 Tabata Runoff Hydrograph type Storm frequency Time interval = Manual = 100 yrs = 14 min Peak discharge Time to peak Hyd. volume Tuesday. Jan 7. 2014 17.64 cfs 4.20 hrs 47,242 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 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Hyd. No. 2 Tabata Detention Tuesday, Jan 7, 2014 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 8.376 cfs 4.43 hrs 47,169 cuft 93.47 ft 21,350 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 II I I I I I II Total storage used = 21,350 cuft Pond Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Pond No. 1 - Tabata Detention Basin Pond Data Tuesday, Jan 7, 2014 Contours -User-defined contour areas. Conic method used for volume calculation. Beglning Elevation = 91.30 ft Stage / Storage Table stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 91.30 8,821 0 0 0.70 92.00 10,095 6,615 6,615 1.70 93.00 11,937 11,002 17,617 2.70 94.00 13,808 12,860 30,477 3.70 95.00 15,707 14,746 45,223 4.70 96.00 17,635 16,660 61,883 5.00 96.30 18,216 5,377 67,260 Culvert / Orifice Structures Weir structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) Inactive Inactive Inactive Inactive Crest Len (ft) Inactive Inactive Inactive Inactive Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = — — — Length (ft) = 0.00 0.00 0.00 0.00 Multi-stage = No No No No Slope (%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour) Multi-stage — n/a No No No TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under Inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). stage / Storage / Discharge Table stage Storage Elevation CWA CIvB CIvC PrfRsr WrA WrB WrC WrD Exfil User Total ft cuft ft cfe cfe cfe cfe cfe cfe cfe cfe cfe cfe cfe 0.00 0 91.30 0.000 0.70 6,615 92.00 — — — — — — — — — 0.091 0.091 1.70 17,617 93.00 — — — — — — — — — 4.694 4.694 2.70 30,477 94.00 — — — — — — — — — 17.38 17.38 3.70 45,223 95.00 — — — — — — — — — 34.62 34.62 4.70 61,883 96.00 — — — — — — — — — 46.50 46.50 5.00 67,260 96.30 — — — — — — ~ — — 48.34 48.34 TABATA 10: DRAWDOWN CALCULATIONS Basin #1 Qsub Drain" 0.008 cfs Elevation QAVG (CFS) DV (CF) DT(HR) Total T 91.4 0.01 886 24.70 59.54 91.5 0.03 893 9.30 34.83 91.6 0.05 901 4.99 25.53 91.7 0.07 909 3.88 20.54 91.8 0.08 916 3.32 16.67 91.9 0.09 924 2.96 13.35 92.0 0.10 932 2.72 10.38 92.1 0.10 939 2.53 7.67 92.2 0.11 947 2.38 5.14 92.3 0.24 955 1.11 2.76 92.4 0.59 963 0.45 1.66 92.5 1.11 971 0.24 1.20 92.6 1.75 979 0.16 0.96 92.7 2.49 986 0.11 0.81 92.8 3.32 994 0.08 0.70 92.9 4.22 1002 0.07 0.61 93.0 5.20 1010 0.05 0.55 93.1 6.24 1018 0.05 0.49 93.2 7.35 1027 0.04 0.45 93.3 8.52 1035 0.03 0.41 93.4 9.74 1043 0.03 0.38 93.5 11.02 1051 0.03 0.35 93.6 12.35 1059 0.02 0.32 93.7 13.73 1068 0.02 0.30 93.8 15.15 1076 0.02 0.27 93.9 16.63 1084 0.02 0.26 94.0 18.15 1092 0.02 0.24 94.1 19.71 1101 0.02 0.22 94.2 21.32 1109 0.01 0.20 94.3 22.97 1118 0.01 0.19 94.4 24.65 1126 0.01 0.18 94.5 26.38 1135 0.01 0.16 94.6 28.15 1143 0.01 0.15 94.7 29.95 1152 0.01 0.14 94.8 31.79 1160 0.01 0.13 94.9 33.67 1169 0.01 0.12 95.0 35.59 1178 0.01 0.11 95.1 37.53 1186 0.01 0.10 95.2 39.52 1195 0.01 0.09 95.3 41.53 1204 0.01 0.08 95.4 42.90 1213 0.01 0.08 95.5 43.58 1221 0.01 0.07 95.6 44.24 1230 0.01 0.06 95.7 44.90 1239 0.01 0.05 95.8 45.54 1248 0.01 0.04 95.9 46.18 1257 0.01 0.04 96.0 46.81 1266 0.01 0.03 96.1 47.43 1275 0.01 0.02 96.2 48.04 1284 0.01 0.01 96.3 48.64 1293 0.01 0.01 Tabata 10 Drainage Study CHAPTER 7 Hydrology Maps TB R:\1203\Hy()\REPORTS\HYD\1203_DR-Tabata 10.doc W.O. 2580-1 10/ia/2013 INSERT MAP HERE Tabata 10 Drainage Study CHAPTER 8 Reference Information: Carlsbad Tract 83-25, Camino Hills TB R:«203\Hyd\REPORTS\HYDM203_DR-Tabata 10.doc W.O. 2580-1 10/18/2013 o IU !< a o Ul z z < o GENERAL NOTES ALL WORK. SHALL BE DONS ACCORDIHG TO THE APPROVED PLASS ASD SPECIFICATIONS. THE CCRREST CirY OF CASCSBAD STASOARI) SPECIFICATION. THE CITT OF CARLSBAO STASDARD ORAHIHCS, ASD ALL APPLrCABLE . CITT OF CARLSBAD OROtSASCES. SEITHER TRE CITT SOR THE ESGISEER OF WORK HILL ESFORCE SAFTET MEASURES OR RECULATIOSS. THE COSTRACTOR SHALL DESICH, COHSTRUCT ASD SAISTAIS ALL SAFTET DEVICES, ISCLODIHC SHORISC, ASD SHALL SE SOLET RCSPOSSIBLE FOR COSFORMISC TO ALL LOCAL. STATE ASD FEDERAL SAFTET ASD HEALTH STASDARDS. LAUS ;^S0 RECULATIOSS. THE COSTRACTOR SHALL COSFORM TO LABOR CODS SECXrQM iTOS BT SOSXIZTING A DETAILED PLAS TO TSE CITT ESCISEER ASO/OR COSCERSED ACESCT SHOUISG THK DESIGS OF 3H0RISG. SRACXSG, SLOPISC OR OXHEll PROVISIOHS TO BE HKOZ FQR UORKER, PROTECTIOH FROM THE HAZARD OF CAVING GROUSD DUHISC THE EXCAVAriOS Of TRE.1CH OJ TRESCBES OR DURISG THE PIPE IHSTALLATIOK THEREIH. THIS PLAS HDST BE PREPARED FOR ALL XRESCHES FITE FEET OR MORE IS OEPTH ASD APPROVED BY THE CITT ESGISEER ASD/QR COHCERHED ACESCT PRIOR TO EXCAVATION. IF THE PLAS VARIES FROH THE SHORISG STSTEM STASQARDS ESTABLISHED BT THE COSSTRDCTIOH SAFTET ORDERS, THE PLAS SHALL BE PREPARED BY A RECISTESED CIVIL OR STRUCTURAL ESGISEER At THE CONTRACTOR'S EXPESSE. THE EXISTESCE ASD LOCATIOS OF UTILITT STROCTORES AHD FACILITIES SHOWH OB THE COSSTRUCTIOS PLASS BERE OBTAISED BT A SEARCH OF THE AVAILABLE RECORDS. ATTESTIOS IS CALLED TO THE POSSIBLE EXISTESCE QF OTHER UTiLITT FACILITIES OR STROCTURES SOT KSOUS OR IS A LOCATIOS DIFFEREST FROM THAT SHOWS OH TBE PLASS. TBE CONTRACTOR IS REQUIRED TO TAKE DUE PBECAUTIOHARr HEASORES TO PROTECT THE OTILXTIES SBOUH OH TBE PLASS ASD ANT OTHER EXISTING FACILITIES OR STRUCTURES SOt SHOWS . THE COSTRACTOR SBALL VERIFT THE LOCATION OF ALL SXtSTISG FACILITIES < ABQVEGROtJSD ASD UHDEK GROOSQ) WTTHIS THE PROJECT SITE SffFFICIESTLT AHEAD OF THE COSSTRUCTIOS TO PERSIT THE REVISION OF THE COHSTR.aCTIOH PLASS IF IT IS FOUND THE ACTIIAL LOCATIOHS ARE IH CONFLICT VITH THE PROPOSED WORK. THE •CONTRACTOR. SttALL HOTIFT AFFECTED OTTLITT C0MPAHIE3 At LEAST 48 HOOZS PRIOR TO STARtlSC CONSTRUCTION SEAR THEIR FACILITIES ASD SHALL COORDISATE TRE VORK HITH COKPAST REPRESENTATIVES. WATER NOTES COSTA REAL HOHICIPAL HATER DISTRICT SAS OfEGO CAS t ELECTRIC C0_ PACIFIC TELEPflOSE CO. •_ CABLE TELEVISIOH 235-6323 CARLSBAD MUNICIPAL HATER DISTRICT COSTA REAL HOKtCIPAL WATER DISTRICT_ SAS DIEGO PIPELISE CO 900-iZ2-4l33 Z 438-7723 438-5551 438-2722 283-65L1 (SEE SOTE 13 ) 7. SO HQSC SHALL BE COIOfESCES UNTIL AIL PEBHITS EAVE BEES OBTAISES FROM THE CITT ASD OTHER APPROPRIATE AGENCIES. TBE COHTRACTOR SHALL HOTITT THE CITT OF CARLSBAD AT LEAST 48 HOURS PRIOR TO STARTIHC COSSTRUCTtOK SO THAT INSPECTION XAt BE PROVIDED. (PHOHE 438-5541) 8. HHERE T&ESCHES ARE UITHIH CtIT EASEMESTS , k SOILS REPORT PSRFORKED BT A QUALIFIED SOILS EHCIBEER. VILL BE REQUIRED. COKPACTIOH REPORTS SHALL BE SUBMITTED TO THE PUBLIC WORKS INSPECTOR AHD APPROPRIATE DISTRICT ESGISEER UPOH COHPLETIOS DF THE HORK. VHERE EZPASSICE CLAT OR SAKUT SOILS ARE FOUHD. UHOBSCUT 3' BELOH PROPOSED GRADES ASD BACK FILL HITH SUITABLE MATERIALS UHIFORMLT COMPACTED TO AT LEAST 90X MAXIMUM DRT DENSITT. 9. SO REVISIOSS HILL BE HADE TO THE COSSTRUCTIOH PLASS WITHOUT THE WRITTEH APPROVAL OF THE CITT CSCIHESX SOTED HITHXS THE RETTSIOK BLOCK OH THE APPROPRIATE SHEET OF THE PLAHS. 10. EMEBGEHCT VEHICLE ACCESS SHALL BE MAINTAIHED TO THE PROJECT SITE At ALL TIMES OORXSG OWSTBDCIIOH. 11. COHTRACTOR AGREES ISAT HE SHALL ASSUME SOLE ASD COMPLETE RESFOSSXBILITT FOR. JOB SITE CONDITIOSS DURISG THR COURSE OF CONSTRUCTION OF THIS PROJECT. ISCLUDISC: SAFETT OF ALL PERSOBS ASO PROPERTT, ASD TBAT THIS REQaiBEHEST SHALL APPLT COSTIHDODSLT ASD HOT BE LIMITED TO SORMAL UORKtHG SOURS: AND THAT THE CONTRACTOR SHALL DEFSSD.ISOEMSIFT ASD BOLD THE OVHER ASO ENGISEES HARMLESS FROH AHT ASD ALL LIABILITT, REAL OH ALLEGED IS CQSHECTIOS HITH THE PERFORMASCE OF HORK OS TBIS PROJECT SXCEPTIHG LIABILITT ARISISG FROH TSE SOLE SEGLtCESCE OF THE OHSCR OR THE ESGISEER. 12. TKS COHTRACTOR SHALL BE RSSPOHSIBLE TO ISSURE TBAT ALL SLOPES, STREETS, UTILITIES ISD STORM DBAISS ARE BUILT IS ACCORDANCE WITH THESE PLANS. IF THERE IS AST QUESTION RECAXDIHG THESE PLAHS OR FIELO STAKES, THE COSTRACTOR SHALL REQUEST AH tSTERPERTATIQS BEFORE DOISC AST HORK BT, CALLISG TBE ESGISEER OF HORK AT 739-8121. TRE COHTRACTOR SHALL ALSO TAKE TSE SECESSART STEPS TO PROTECT ADJACENT PROPERTT FROM AST EROSIOH ASO SILTATIOB THAT RESULT FROM HIS OPERATIOSS BT APPROPRIATE MEASS (SAHD BAGS, HAT BALES. TEMPORART DESILTIBC BASIS, DIKES. SHORING. ETC.) OSTIL SUCH TIME THAT THE PROJECT IS COMPLETEO AMO ACCEPTED FQR MAIHTESASCE BT WHATEVER QUHER, ACESCT OR ASSOCtATIOH IS TO BE ULTIKATELT RESPONSIBLE FOR MAIHTESASCE. ' 13. THE COSTRACTOR IS TO HOTIFT THE SAH DIEGO PIPELtSE COMPAHT AT LEAST OHS HEEK PRIOR TO THE START OF AST COSSTRDCTIOH ACTIVITIES SO THE PIPE MAT BE LOCATED IS THE FIELD. STREET NOTES 1. TKE STRUCTURAL SECTIOH SHOHH OS THE PLAHS IS THE MIBIMUH SECTIOS REQUIRED BT THE CUT,ACTUAL STRUCTURAL SECTIOSS WILL BB DETERMINED AFTER THE "R" VALUE TEST HAS BEES COSDDCTED ST A QUALIFIED SOILS ESGISEER OK THE PREPARED SUB-BASE MATERIAL. THE "R" VALUE TEST AHD SHGISEERED -ITRUCTURAL SECTIOH MUST BE APPROVED BT THE PUBLIC HORKS IHSPECTOR PRIOR TO THB INSTALLAtlOS -OF SASE AHD PAVING MATERIALS. STRDCTDRAL SECTIOHS DIFTERXS6 FROH TRE KISIMUM SHALL BE s/lTED eS THE "AS-BBILT" ORAWISCS. 2. A RIGHT OF WAT PERMIT IS REQUIRED FROM THE ESGISEERISG DEPARTMEST PRIOR TO START OP AHT CQSStRUCTIOH HITBIH THS CITT RIGHT OF HAY. 3. ORSAMESTAL STREST LIGHTS SBALL SE ISSTALLED AS SHOHH. UNDERGROUHD LINES aERTICIBG TRE STREET LIGHTS SHALL BE DESIGSED BT THE ESGISEER OF HORK ASO SROHH OH THE AS-SaXLT PLASS. (MISSION SELL TTPE LIGBTS) OH EL CAMIHO REAL ONLY. 4. ALL ONDSRCROUNU UTILITIES ASO LATERALS SHAIJ. BE INSTALLED PRIOR TC COHSTRUCTION OF CURBS, CROSS GUTTERS OR SURFACIHG OF STREETS. 5. STORa ORAIH PIPE SHALL BE REIHFOBCEO CONCRETE PIPE 1330 D OR ASBESTOS CONCRETE PIPE 2000 0 UNLESS OTHERWISE SHOUH ON PLANS. 6. UBEELCHAIR RAMP SHALL BE INSTALLED AT CURB RETtJRSS PER THE CITT QF CARLSBAO STANDARD DRAHISCS. 7. ALL WORK OOSE ABOVE A POIST I' ABOVE TOP OF SEWER ASD STORM DRAIN PIPES WtTHIS PUBLIC STREETS RLG«T QF WAYS SHALL BE PER AGC/APUA SPECIFtCATIOSS ASD CITY STANDARDS. a, STREET TREES SHALL BE INSTALLED AT AH .4VE8AGS OTTERVAL SOT TO EXCEED (ME TREE PER 40' OP FRONTAGE. TREES SHALL Bfi PLASTED IS COBFORMAHCE WITH THE REQUIBEMEHTS OF CITT PARKS iSd RECREATIOH DIRECTOR AHD CITT STAKDA8D DRAWIHG GS-48. SAID TREES SHALL BE PLANTED OB PRIVATE PROPERTT ADJACENT TO PUBLIC RIGHT OF HAY, 9. TRAFFIC CONTROL SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AHD SHALL BE OOSE IS ACCORDANCE WITH TBE PROVtSrOMS OF SECTION 7-10 OF THE STASDARD SPECIFICATIONS FOR PUBLIC HORKS COSSTRUCTIOS ASD THE APWA TRAFFIC COSTROL MASOAL. PRIOR TO THE START OF COSSTRUCTIOS IS THE PUBLIC RICHT OF WAT THE CONTRACTOR SHALL SUBMIT A DETAILED COSSTRUCTIOS SIGHING ASD TRAFFIC COSTROL PLAS TO THE CITT ESGISEER FOR APPROVAL; « Pravt Ja^ ^'^>v'*<^ Am9</Q/* c»»^ra/ey^vistt, )j? M<i ^vAAivaty, fmr t^/fit^Jt/ic j/z-^m/^ /a \. WATER HAIS AND APPURl£SASCE5 SHALL BE CONSTRUCTED IS ACCORDASCE WITH TRE COSTA REAL MUHICIPAL UATER DISTRICT'S STAHDARD PLANS ASD SPECIFICATIONS AS ADOPTED IS DECEMBER, 1982. OR AS AHESDED. 2. THE COSTRACTOR SHALL OBTAIN AS EXCAVATTOS PERMIT FSOW THE DtVISIOS OF HIDUSTRIAL SAfTBT BEFORE ASY EXCAVATIOS ASD SHALL AI»I£R£ TO ALL PROVISKMS OF THE STAIE COSSTRUCTIOtI SAFETY ORDERS. 3. BEFORE AHT COMHECTIOH OR SHOT DOUN OF VALVES OS EXISTIBC C.R.M.W.D. LISES A PERMIT SHALL BS OBTAISED FROM THE C.R.M.W.D. OFFICE ASD^MUST BE SIGSED AHD APPROVED BY DISTRICT ESGISEER ASD DISTRICT SOPERtHTESDEHT. 4. A PRECOHSTRUCnOH COHFERZHCE MEETIBC SHALL BE HELD A MISIMDM OF 7 DAYS BEFORE CWiSTRUCTICM BECIHS. 5. THE COHTRACTOR SHALL SOTIFT COSTA REAL MDNICIPAL HATER DISTRICT 48 BOORS PRIOR TO STARTISG WORK SO THAT ISSPECTIM MAT BE PROVIDED ASO SHALL CO-ORDISATE HIS WORK WITH DISTRICT REPRESESATIVES - TKLSPEKIKE SO.(619) 438-2722 6. THE COHTRACTOR SHALL SUBMIT SHOP DRAWISG FOR ALL STEEL PIPING TO DISTRICT FOR REVIEW ASD APPROVAL PRIOR TO BEGISMIKG OF CONSTRUCTIOK. SEWER NOTES ^A-/-A.^//< ^y^/-^; ALL HORK SBALL BE IH ACCOROASCE WITH THE CITT OF CARLSBAD STASDARD SPECIFICATtOSS. THE DRAHINGS ASD THE DATA HEREON ARE BEREBT MADE A PART OF THE SPECIFICATtONS. HO REVISIOHS SHALL BE HADE TO THESE PLAHS HtTHOUT THS APPROVAL OF CITT EHGIHEER. STAHDARD SPECIFICATIONS OF CARLSBAD SEHER DISTRICT FOR SEHER COHStRUCTIOH ARE AVAILABLE AT THE DISTRICT OFFICE. ALL COHCRETB TESTIHG REQUIRED BY THE DISTRICT HILL BE AT THE EXPENSE OF THE COSTRACTOR. JOB »IXXSG OF COHCRETE WILL SOT BE ALLOWED WITHOUT THE PERMISSIOS OF THE DISTRICT. LATERALS ASO HAISS SHALL BE 100 Z AIR TESTED AFTER THE COSSTRUCTIOH OF OTHER UTILITIES AS SPECIFIED IH THE. CITT OF CARLSBAD HUSICIPAL HATER DISTRICT STASDARD SPECIFICATIOS. A 7' MIHIMUM SEFTB TO FLOV LISE IH PUBLIC STREETS, Ll. 12. ALL MAISS SHALL BB COSSTRUCTED WITB EXCEPT AS SOTED OS PLASS. ALL SEWER LISES ASD APPURTESAHCBS SBALL BE ISSPECTED AND APPROVED BT TBE CITT IHSPECTOR PRIOR,TO BACKFILLIHG. ALL PIPES SHALL HAVE A 4" MINIMUM CRDSHED ROCK BEDDIS6 IS ACCORDASCE WITH THE APPROPRIATE STASDARD DRAHIHG OR APPROVED EQUAL. CARLSBAD TRACT 83-25 CAMINO HILLS WORK TO BE DONE THE IMPROVEMESTS CONSIST OF THE FOLLOWING WORK TO BE DOKK ACCOROISG TO THESE iUSS, THE CURRENT CUT OF CARLSBAD ESGISEERISG DEPARIMEHT STAITOARD SPECIFICATIONS; THE SAH DIEGO AREA REGIONAL STASDARD DRAWINGS ASO COSTA REAL MUSICIPAL WATER DISTRICT STASDARD PLASS. BOTE: THE REKOVAL OP AND GOHNECTIOS TO EXISTISC IMPROVEMENTS AEE AS SHOWH OH THESE PLASS. COHSTRUCT 6" A.C. PVKI. OH 6" C.A.B. (W 8" CONSTRUCT 4" A.C, PVMT. QN 8" A.S.B. FUTURE PCC CURB TTPE B-3 BOND OHLY OOSSTRBCT 6" TYPE "G" CURB i GUTTER CONSTRUCT 4" PCC SIDEWALK COHSTRDCT A.C. DIKE TYPE A 6" CMSTRUCI A.C, DIKE TYPE D 2" CONSTRUCT SIDEWALK RAHP CONSTRUCT GUARD POSTS STREET UGHTS 22.000 LUMENS STREET LIGHTS 9,500 LEWESS , COHSTRUCT 24" V.C.P. SEWER MAIS COHSTRUCT a"<^»'g ^ SEHER MAIH , COHSTRUCT SEWB -^CCESSHOLES CONSTRUCT SEVER ACCESSHOLES CONSTROCT SEHER LATERAL CONSTRUCT (S)HCRETE ESCASEHEST CtMSTRBCT 24" R.C.P. STORM DRAIN COHSTRUCT 18" R.C.P. STORK DRAIS STORM I»AIH CLEANOUT TYPE A-4 COTSTHUCT CURB ISLET TYPE B COHSTRDCT CURB IHLET TYPE G ctwSTHucT Xffier Tr^e r CCMSTRUCT CMrat jAnsv rr^jrx CONSTRUCT STRAIGHT BEAOWALL TYPE B CONSTRUCT RIf-RAP CONSTRUCT 21" R.C.P. STORM DRAIS COHSTRDCT 0vrL£r ry^£A, ^mr ^fff^/c emsT9titr c^Meiurr SSCKFIKI COHSTKOCT 12" STEEL ( 10 OA.) H.L.-M.C. WAIER MAIH COHSTRUCT 12" ACF HATER MAIH CLASS 200 COHSnoICT 10" ACF UATER MAIH CLASS 150 COHSTRUCT 8" ACP HATER MAIS CLASS 150 CCmSTRUCT 6" ACP HAIXER MAIN CLASS ISO COHSTRDCT FIRE HTDRAST ASSEMBLY(J(W£S 3700) CONSTRUCT 2" SLOW OFF COHSTRUCT I " MANUEL AXR RELEASE COHSTRUCT EHD CAP AHD tABDST BLOCK COHSTRDCT COMCRETE THBD5T BLOCK CONSTRUCT CATE VALVES COHSTRUCT AIR-VACUUM RELEASE COHSTRDCT PRESSURE REDUCIHC STATION COHSTRIHrT 10" ACF HATER MAIS CLASS 200 OHISTSUCT WATER SERVICE COSSTKOCT 12 " PLUG VALVE 7,200 S.F. 57.100 S.F. 366 L.F. 2,390 L.P. U.I35 S.F. 16 L.F. 1.640 L.F. 4 £A. w/w<f»/ J«'y<J» STREET TREES STREET LIGKT PULL BOXES QUASTITXES ARE FO^ BQSDISG PURPOSES OHLY. ACTUAL QUASITIBS TO Otvff^/* tf/»^ P'ar'/vki^/m* J//c/yv/rr MAP ALL LATERALS SHALL BE CONSTRUCTED A MIHIMUM 5' OEEP AT PROPERTT LINE ASO SHALL BE CLEAR OF DRIVEHAYS. ALL LATERALS SHALL BE CLEARLY HARKED WITH AS "S" OH THE CDRB ANO SHALL BE SHOWS OH THE "AS-'BUILI" DRAHISCS. 13. SIHGLE FAMILT RESIDEBTIAL LOTS SHALL BE SERVED BY A 4" V.C.P. LATERAL SET AT A MIHIMUM GRADE OF 2.01 WITH A MINIMUM DROP OF 0.3'. 14. CLEAS-OUTS SHALL BE ISSTALLED QH ALL LATERALS At THE PROPERTT LISE. t5. TWO SETS OF CUT SHEETS SHALL BE PROVIDED TO THE DISTRICT ISSPECTOR PRIOR TO TRENCH EXCAVATIOSS, U. PRIQR TO ACCEPTANCE OF AST SEVER LISE BY TSE DISTRICT, ALL MAISS SBALL BE FLUSHED CLEAN USING THE "WAYSE" BALL METHOD. 17. SEE GESEBAL HOTES 2,3. *ti4. 9 FOR SPECIFIC.RSQUIREMESTS RECARDISG TRESCHISa ASD RELATED SAFETT MEASURES. ALL EXIST ISC-^-^au*?*^ RIMS TO OF THESE PLANS. BE ADJUSTED TO MEET WORK DOSE AS A PART ABS, PVC OR DUCTILE STEEL PIPE OF EQUAL SIZB MAY BB USEO AS AS ALTSKSATE PROVIDING ALL CITT REQUIREMESTS ASE COMPLIED WITH. Cot/nfif of Son OJ^^o .Goat/ .Survmif MM<"«rnt af Sfo. 407tS7 fit/, us /ata y. ^o^/raoj Ca. jFsca/*ot.ao CJ9. 9Z02S Tn-a/zi y/VfZ Wj/y* S/areter /z. /rsy tkrlH mi inu. m. aa¥.e/rrr ter/MS /z. /y.a/ Ad</m</ ^'••^./-C»un^*/ ^*'f9* . otacniPTiow REVISIONS SMfCT / CITY OF CARLSBAD SHEET] C/ijeisJifio Ta/icT 33-ZS CAM/^O Mrit.jt CITT EwaiWEEK paTE OWN.I CHKO PKOJKCT MO. auuma m. 3* I Co/tS7''i/ci i*/i.c7 ^ '£.m/,ji.4"fiCt/> lJ'/>3 e-fltn^./ei^. ios* ./T etmpoc/^ J .tvi yro^v. j9// mo/t/'/i}/ ca^/>oc^a^ /. y ••..yty/yy* ^fo.Tj>/tJ. - C»/,.t//*acf ACC. ce/ra o/.af d^w"/^*/- /y>»« & jo*/. JVrf. u-l •itiuiif/icf flee. lUa/k ptr Jfct a-} Typ/CAL SeCTtOM fl. C/)MI/^0 f?£Al. BU/LT" UacT//. £</u,ar<is jcce. //jaz Covr/if Son Oityo Mood .Survo^ Afo/,.//wo/t/o/.S/o. p ay jeS /400 /sae /l<lj. f/ty. *4.»tZ J. £BW/)KOS Ca. /CICi ///ajt/ut/io l/Aiitr J?a/io £sto^^^loo CJI. //•/a-gi- */t/H Mt JUL V*ln oP*ri Jack £dwof<Js //saz ^S3ra otsentPTiow REVISIONS CITY OF CARLSBAD EN9INEEmw6 OEPARTMEMT Jr/t. S3?*aa n Sr/t.-^SfZS APPROVE PROJECT NO. CTS3-2S 0RAWIN6NO.