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HomeMy WebLinkAboutSDP 2022-0003; FPC RESIDENTIAL - SB 330; PRELIMINARY DRAINAGE STUDY; 2022-04-04 (2)PRELIMINARY DRAINAGE STUDY for Self-Storage and Junkyard Redevelopment APN’S 214-160-25, 214-0160-28, and 214-171-11 Preparation/Revision Date: April 4, 2022 Prepared for: H.G. Fenton 7577 Mission Valley Rd. San Diego, CA, 92108 Telephone: (619) 400-0120 Declaration of Responsible Charge I hereby declare that I am the engineer of work for this project, that I have exercised responsible charge over the design of the project as defined in section 6703 of the business and professions code, and that the design is consistent with current standards. I understand that the check of project drawings and specifications by the County of San Diego is confined to a review only and does not relieve me, as engineer of work, of my responsibilities for project design. Engineer of Work Hunsaker & Associates San Diego, Inc. 9707 Waples Street San Diego, CA 92121 Phone: (858)558-4500 Fax: (858)558-1414 Web:www.HunsakerSD.com _ Alisa S. Vialpando, R.C.E. 47945 Date President No. 47945  TABLE OF CONTENTS SECTION Chapter 1 Executive Summary I Introduction Vicinity Map Summary of Existing Conditions Summary of Developed Condition Summary of Results Summary of Existing Storm Drain System Conclusion References Chapter 2 Methodology II AES Methodology 100-Year, 6-Hour Rainfall Isopluvial Map 100-Year 24 Hour Rainfall Isopluvial Map Chapter 3 Hydrologic Analysis III 100-Year Design Storm Chapter 4 Hydraulics IV Chapter 5 Hydrology Maps VI Chapter 6 Reference Information (Reports, Plans, etc.)VII CHAPTER 1 EXECUTIVE SUMMARY 1.1 Introduction The FPC Residential project is located at the northeast corner of the intersection of Ponto road and Ponto drive, east of Carlsbad Blvd. and west of the North Sand Diego Transit Development in the city of Carlsbad, County of San Diego, California. The rede- velopment proposes a multi-family community with 86 dwelling units and open space ar- eas within 4.64 acres. This report will analyze both the existing and proposed hydrologic conditions relative to development of the site. Proposed stormwater facilities include storm drain, curb inlets, catch basins, proprietary biofiltration units (modular wetland units or equivalent) to address water quality requirements, and browditches. A separate report has been prepared which details the proposed treatment features for the FPC Residential project. Refer to the Stormwater Quality Management Plan (SWQMP) for the prepared by Hunsaker & Associates San Diego, Inc. (June 2022). Summary of Existing Conditions The western lot north of Ponto Drive and east of Ponto Road is currently occupied by a self-storage facility while the western lot is mostly undeveloped aside from two vacant structures. The sites drainage area is approximately 10.13 acres including around 5.79 acres of offsite area. The elevation-range of the watershed is between 52 feet to 36 feet. The site land use is Self-Storage and Junk Yard and is surrounded by houses, commercial areas, and the North San Diego County Transit Development. The runoff from the offsite drainage area and the eastern portion of the site is conveyed westerly via overland flow; it then enters the self-storage facility and travels through facility’s v-shaped driveways towards the intersection of Ponto Rd. and Ponto Dr. The flows discharge into a vegetated depression area near the entrance of the self-storage, where a dual 24” storm drain captures them and routes them across Ponto drive. The out-flow from the existing storm drain is conveyed southerly to ultimately discharge into the Batiquitos Lagoon. However, for existing peak flow rate at the discharge location, the Avenida Encinas & Offsite Storm Drain C.T. 94-01 Hydrology Study, dated Jul 1994 (Poinsettia Shores) has been used. Table 1 below summarizes the 100-year existing condition peak flow at the downstream project boundary. Supporting calculations for the data presented in Table 1 is located in Chapter 3 of this report. The corresponding hydrology map (Exhibit 1) is located in Chapter 5. TABLE 1 - Summary of Existing Flows Year Event Node Number on Exhibit Discharge Location Drainage Area (ac) 100-Year Peak Flow (cfs) 100 14A Ex. 78” SD 210.1 266.2 *per Avenida Encinas & offsite Storm Drain C.T. 94-01 Hydrology Study Summary of Developed Conditions The site will be redeveloped with 23 building structures consisting of 86 multi-family residential units and including driveways, access roads, sidewalks, and landscaped open spaces. Additionally, the project proposes proprietary biofiltration units (modular wetland or equivalent) to treat the runoff from the site. For discussion on the proposed water quality features of the site, refer to the Stormwater Quality Management Plan for the FPC Residential project (July 2022) prepared by Hunsaker & Associates San Diego, Inc. The infrastructure will include streets and associated utilities including a storm drain system (pipes, inlets, cleanouts) necessary to collect and convey site runoff through the project area. The proposed condition hydrology Exhibit 2 in Chapter 5 shows the developed site with its subareas to each inlet location. Street grades throughout the site vary between 1% and 2.0%. The general direction of flows for the subareas is relatively consistent with the existing condition. Unlike the existing conditions, the redevelopment will collect the runoff with proposed inlets, convey it towards the southeast corner of the site, and will connect to the existing 78” storm drain that runs southerly along the eastern boundary of the site. The 78” storm drain continues southerly and connects into a 84” existing storm drain before ultimately discharging into the Batiquitos Lagoon. Similarly to the existing conditions, the redevelopment has the Lagoon as the ultimate Point of compliance. Due to the flow diversion from the existing dual 24” storm drain to the 78” storm drain, a hydraulic analysis has been provided on Chapter 4 to confirm that the existing storm drain has enough capacity to carry the proposed flows with no negative impacts to the downstream properties or to the public storm drain system. The land use is residential with 8 to 15 dwelling units per acre; a runoff coefficient of 0.67 has been selected to model the site while the runoff coefficients used for the offsite areas was determined per Avenida Encinas & Offsite Storm Drain C.T. 94-01 Hydrology Study, dated Jul 1994. TABLE 2 - Summary of Developed Flows Year Event Node Number on Exhibit Discharge Location Drainage Area (ac) 100-Year Peak Flow (cfs) 100 400 Headwall 4.45 5.50 100 14A Ex. 78” SD 205.65 261.70 Total 210.1 267.2 Two inlets are proposed, one on Ponto Dr and the second one on Ponto Road to capture the street runoff and route it to the public storm drain. Sizing for these inlets will be provided during Final Engineering. The proposed two sump inlets at Ponto DR and Ponto Rd will capture the peak runoff (Node 400). Summary of Results Conveyance of the Q100 runoff flows through the site will require storm drain pipe with estimated sizes of 18” HDPE and/or RCP pipe. Eight inlets are proposed across the site to capture the runoff produced by this redevelopment. The table below summarizes the comparison between the existing and proposed flow rates from the site. TABLE 3 – Existing Condition vs. Proposed Condition Existing Condition Area (ac) Proposed Condition Area (ac) Existing: 100-Year Peak Flow (cfs) Proposed: 100-Year Peak Flow (cfs) Q100 Flow Difference (cfs) 210.1 210.1 266.2 267.2*1 In the Avenida Encinas & Offsite Storm Drain C.T. 94-01 Hydrology Study, dated July 1994 (Poinsettia Shores), the western offsite area was included as a tributary area to the existing 78” SD, while it actually drains to the existing 24” culvert. Therefore, with comparing between the 78” SD capacity and the proposed peak flows to the said storm drain, the peak flow has been reduced by 4.5 cfs from 266.2 cfs (78” SD capacity flow) to 261.7 cfs produced flow during proposed conditions. For the 24” culvert, the area drains towards it has been reduced compared to existing conditions, land use and drainage pattern has not been changed. Therefore, the proposed project will not negatively impact the downstream storm drain system, and no peak flow detention is required on site. Conclusion The proposed redevelopment of the FPC Residential can be roughly graded and im- proved with storm drain to accommodate the ultimate expected flows from develop- ment. In addition, with the proposed drainage facilities such as curb inlets, storm drain, and brow ditches, runoff can be mitigated to acceptable San Diego County standards. References San Diego County Hydrology Manual, County of San Diego Department of Public Works Flood Control Division, June 2003. San Diego County Hydraulic Design Manual, County of San Diego Department of Public Works Flood Control Division, September 2014 San Diego County Drainage Design Manual, County of San Diego Department of Public Works Flood Control Division, July 2005 Improvement Plans for Avenida Encinas and Storm drain DWG. NO. 337-9 Ponsetia Lane Storm Drain for San Diego DWG. NO. 366-7 Improvement Plans for Hilton Carlsbad Beach Resort DWG. NO. 468-3 County of San Diego San Diego SUSMP, County of San Diego, January 2011 Standard Drawings, City of San Diego, 2012. Stormwater Quality Management Plan FPC Residential Hunsaker & Associates San Diego, Inc., June, 2022. Avenida Encinas & Offsite Storm Drain C.T. 94-01 Hydrology Study, dated July 1994 (Poinsettia Shores) CHAPTER 2 METHODOLOGY Modified Rational Method Hydrologic Analysis Computer Software Package – AES-2015 Design Storm - 100- year return interval Land Use – Multi-family Residential Soil Type – Hydrologic soil group D was assumed for all areas. Group D soils have very slow infiltration rates when thoroughly wetted. Consisting chiefly of clay soils with a high swelling potential, soils with a high permanent water table, soils with clay pan or clay layer at or near the surface, and shallow soils over nearly impervious materials, Group D soils have a very slow rate of water transmission. Runoff Coefficient - In accordance with the County of San Diego standards, runoff coefficients were based on land use and slope per San Diego County Hydrology Manual. Rainfall Intensity- The rainfall intensity is determined per the San Diego County Hydrology Manual based on 6-hour precipitation amounts and calculated time of concentrations. Six-hour precipitations are taken from the San Diego County Hydrology Manual isopluvials. 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 1.0 square miles, the Rational Method relates storm rainfall intensity, a runoff coefficient, and drainage area to peak runoff rate. This relationship is expressed by the equation: Q = CIA, where: Q = The peak runoff rate in cubic feet per second at the point of analysis. C = A runoff coefficient representing the area - averaged ratio of runoff to rainfall intensity. I = The time-averaged rainfall intensity in inches per hour corresponding to the time of concentration. A = The drainage basin area in acres. To perform a node-link study, the total watershed area is divided into subareas which discharge at designated nodes. The procedure for the subarea summation model is as follows: (1) Subdivide the watershed into subareas with the initial subarea being less than 10 acres in size (generally 1 lot will do), and subsequent subareas gradually increasing in size. Assign upstream and downstream nodal numbers to each subarea to correlate calculations to the watershed map. (2) Estimate an initial Tc by using the appropriate nomograph or overland flow velocity estimation. (3) Using the initial Tc, determine the corresponding values of I. Then Q = CIA. (4) Using Q, estimate the travel time between this node and the next by Manning’s equation as applied to the particular channel or conduit linking the two nodes. Then, repeat the calculation for Q based on the revised intensity (which is a function of the revised time of concentration) The nodes are joined together by links, which may be street gutter flows, drainage swales, drainage ditches, pipe flow, or various channel flows. The AES-2003 computer subarea menu is as follows: SUBAREA HYDROLOGIC PROCESS 1.Confluence analysis at node. 2.Initial subarea analysis (including time of concentration calculation). 3.Pipeflow travel time (computer estimated). 4.Pipeflow travel time (user specified). 5.Trapezoidal channel travel time. 6.Street flow analysis through subarea. 7.User - specified information at node. 8.Addition of subarea runoff to main line. 9.V-gutter flow through area. 10. Copy main stream data to memory bank 11. Confluence main stream data with a memory bank 12. Clear a memory bank At the confluence point of two or more basins, the following procedure is used to combine peak flow rates to account for differences in the basin’s times of concentration. This adjustment is based on the assumption that each basin’s hydrographs are triangular in shape. (1). If the collection streams have the same times of concentration, then the Q values are directly summed, Qp = Qa + Qb; Tp = Ta = Tb (2). If the collection streams have different times of concentration, the smaller of the tributary Q values may be adjusted as follows: (i). The most frequent case is where the collection stream with the longer time of concentration has the larger Q. The smaller Q value is adjusted by the ratio of rainfall intensities. Qp = Qa + Qb (Ia/Ib); Tp = Ta (ii). In some cases, the collection stream with the shorter time of concentration has the larger Q. Then the smaller Q is adjusted by a ratio of the T values. Qp = Qb +Qa (Tb/Ta); Tp = Tb Underground storm drains are analyzed in a similar way. Flow data obtained from the surface model for inlets and collection points are input into the nodes representing those structures. Design grades and lengths are used to compute the capacity of the storm drains and to model the downstream travel times. Preliminary Drainage Study for the Ponto Road CHAPTER 3 HYDROLOGIC ANALYSIS Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/4/2022 Page 1 of 4 36 6 1 8 8 0 36 6 1 9 1 0 36 6 1 9 4 0 36 6 1 9 7 0 36 6 2 0 0 0 36 6 2 0 3 0 36 6 2 0 6 0 36 6 2 0 9 0 36 6 2 1 2 0 36 6 1 8 8 0 36 6 1 9 1 0 36 6 1 9 4 0 36 6 1 9 7 0 36 6 2 0 0 0 36 6 2 0 3 0 36 6 2 0 6 0 36 6 2 0 9 0 36 6 2 1 2 0 470610 470640 470670 470700 470730 470760 470790 470610 470640 470670 470700 470730 470760 470790 33° 5' 50'' N 11 7 ° 1 8 ' 5 4 ' ' W 33° 5' 50'' N 11 7 ° 1 8 ' 4 6 ' ' W 33° 5' 42'' N 11 7 ° 1 8 ' 5 4 ' ' W 33° 5' 42'' N 11 7 ° 1 8 ' 4 6 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 50 100 200 300 Feet 0 15 30 60 90 Meters Map Scale: 1:1,270 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 16, Sep 13, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jan 23, 2020—Feb 13, 2020 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. Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/4/2022 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI MlC Marina loamy coarse sand, 2 to 9 percent slopes B 5.9 100.0% Totals for Area of Interest 5.9 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/4/2022 Page 3 of 4 Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/4/2022 Page 4 of 4 Information per Avenida Encinas & offsite Storm Drain C.T. 94-01 Hydrology Study (poinsettia Shores) Line A Storm Dain Area label Area (Ac)RF (C value)Q (CFS)Tc (min)I (in\hr) A-1 3.5 0.85 A-2 5.4 0.65 A-3 8.6 0.78 Node 4 to Node 5 A-4 4.9 0.62 Node 5 to Node 6 A-5 9.1 0.45 A-6 2.9 0.7 A-7 10 0.69 A-8 9.1 0.66 A-9 2.2 0.45 A-10 9.5 0.65 A-11 8.7 0.65 A-12 4.3 0.45 A-13 6 0.62 A-14 6.6 0.66 A-15 3.6 0.45 A-16 7.2 0.81 A-17 4 0.58 B-3 6.3 0.47 B-4 14.1 0.51 Node 10 to node 11 A-18 4.4 0.58 130.4 0.62 190.2 24.6 2.36 Node 11 to node 12 A-19 7.9 0.58 B-1 25.3 0.45 B-2 26.5 0.45 A-20 9.3 0.58 K-1 3.2 0.7 K-2 1.9 0.7 U 5.6 0.7 210.1 0.58 266.2 27.5 2.19 Total Flow at the discharge location from the project Node 12 to 13 Node 13 to Node 14A Node 3 to Node 4 Node 6 to Node 7 Node 7 t onode 8 Node 8 t onode 9 Node 9 to Node 10 Total to use for Code 7 in proposed conditions at node 11 Preliminary Drainage Study for the Ponto Road CHAPTER 3.1 HYDROLOGIC ANALYSIS Existing 100 – Year Design Storm Per Avenida Encinas & Offsite Storm Drain C.T. 94-01 Hydrology Study, dated July 1994 (Poinsettia Shores) 92-1016-5 AVENlDA ENCINAS & OFFSITE STORM DRAIN C.T. 94-01 HYDROLOGY STUDY MARCH 1994 JULY 1994 "" "" . SECTION 1 STORM DRAIN LINE "A" - "" .- . i = 3.0-7 I I = 36.17 ! . j I! r" ! ! II .. !' - .. 1: i! j I ! , ~ Preliminary Drainage Study for the Ponto Road CHAPTER 3.2 HYDROLOGIC ANALYSIS Proposed 100 – Year Design Storm If memory From To Up Down total Land Use Base (ft)Z:1 Manning Bank # 200 202 2 46.65 46 65 1.00%0.07 HDR 24.0 DU/A 65.00%B 0.67 202 204 6 46 41 460 1.09%1.75 HDR 24.0 DU/A 65.00%B 0.67 204 208 3 34.8 34.6 12 1.67% 206 208 8 0.06 HDR 24.0 DU/A 65.00%B 0.67 208 210 3 34.6 32.8 180 1.00% 210 210 1 2:1 212 214 2 42.15 41.5 65 1.00%0.08 HDR 24.0 DU/A 65.00%B 0.67 214 216 6 41.5 39 150 1.67%1.20 HDR 24.0 DU/A 65.00%B 0.67 216 210 3 33 32.8 12 1.67% 210 210 1 2:2 210 218 3 32.8 31 170 1.06% 218 218 1 2:1 220 222 2 46.65 46 65 1.00%0.08 HDR 24.0 DU/A 65.00%B 0.67 222 224 6 46 42 380 1.05%1.13 HDR 24.0 DU/A 65.00%B 0.67 224 218 3 31.2 31 12 1.67% 218 218 1 2:2 218 500 3 31 28.34 200 1.33% 500 500 10 1 1 11 7 130.40 11 12 3 27 26.4 400 0.15% 11 12 8 7.53 B 0.58 12 12 1 2:1 13 12 7 51.80 12 12 1 2:2 12 14 3 26.2 24.82 367 0.38% 12 14 8 0.85 B 0.58 14 500 3 24.82 22.69 426 0.50% 500 500 11 1 500 500 12 1 500 14A 3 22.69 21.91 152 0.51%B 0.70 16 14A 8 10.70 POC AREA 205.65 15 400 8 4.45 B 0.58 POC Area 4.45 Total Area 210.10 51.28 CFS 26.1 TC 190.2 CFS 24.6 TC per C.T. 94-01 Hydrology Study If Channel AES PR INPUT DATA (PROPOSED CONDITION) Node #Area Imperviousness Soil Type C valueElevationLengthCodeSlope per C.T. 94-01 Hydrology Studyper C.T. 94-01 Hydrology Study per C.T. 94-01 Hydrology Study per C.T. 94-01 Hydrology Study 100PR.OUT ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1239 Analysis prepared by: Hunsaker & Associates San Diego, Inc. 9707 Waples Street San Diego, CA 92121 ************************** DESCRIPTION OF STUDY ************************** * 1477 - PONTO ROAD * * 100-YEAR EVENT * * POST-DEVELOPMENT CONDITION * ************************************************************************** FILE NAME: R:\1744\HYD\DR\CALCS\AES\PR\100PR.DAT TIME/DATE OF STUDY: 11:32 06/17/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.400 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 12.0 6.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0160 2 15.0 7.5 0.020/0.020/0.020 0.33 1.50 0.0313 0.125 0.0130 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 56.65 DOWNSTREAM ELEVATION(FEET) = 46.00 ELEVATION DIFFERENCE(FEET) = 10.65 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.897 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.30 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.30 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 204.00 IS CODE = 62 Page 1 100PR.OUT ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 46.00 DOWNSTREAM ELEVATION(FEET) = 41.00 STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.38 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.86 STREET FLOW TRAVEL TIME(MIN.) = 3.22 Tc(MIN.) = 6.12 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.550 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 85 AREA-AVERAGE RUNOFF COEFFICIENT = 0.670 SUBAREA AREA(ACRES) = 1.75 SUBAREA RUNOFF(CFS) = 6.51 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 6.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.43 DEPTH*VELOCITY(FT*FT/SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 525.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 208.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 34.80 DOWNSTREAM(FEET) = 34.60 FLOW LENGTH(FEET) = 12.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.98 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.77 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 6.15 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 208.00 = 537.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 208.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.536 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 85 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6700 SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 1.9 TOTAL RUNOFF(CFS) = 6.97 TC(MIN.) = 6.15 **************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 210.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< Page 2 100PR.OUT >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 34.60 DOWNSTREAM(FEET) = 32.80 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.63 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.97 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 6.60 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 210.00 = 717.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 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.) = 6.60 RAINFALL INTENSITY(INCH/HR) = 5.29 TOTAL STREAM AREA(ACRES) = 1.88 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.97 **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 214.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 42.15 DOWNSTREAM ELEVATION(FEET) = 41.50 ELEVATION DIFFERENCE(FEET) = 0.65 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.240 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.481 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.29 **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 216.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 41.50 DOWNSTREAM ELEVATION(FEET) = 39.00 STREET LENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.86 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.55 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.77 STREET FLOW TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 7.22 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.989 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 85 AREA-AVERAGE RUNOFF COEFFICIENT = 0.670 Page 3 100PR.OUT SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 4.01 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 4.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.58 FLOW VELOCITY(FEET/SEC.) = 2.93 DEPTH*VELOCITY(FT*FT/SEC.) = 1.05 LONGEST FLOWPATH FROM NODE 212.00 TO NODE 216.00 = 215.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 210.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 33.00 DOWNSTREAM(FEET) = 32.80 FLOW LENGTH(FEET) = 12.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.07 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.28 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.25 LONGEST FLOWPATH FROM NODE 212.00 TO NODE 210.00 = 227.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.25 RAINFALL INTENSITY(INCH/HR) = 4.98 TOTAL STREAM AREA(ACRES) = 1.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.28 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.97 6.60 5.288 1.88 2 4.28 7.25 4.977 1.28 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 10.87 6.60 5.288 2 10.84 7.25 4.977 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.87 Tc(MIN.) = 6.60 TOTAL AREA(ACRES) = 3.2 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 210.00 = 717.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 218.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 32.80 DOWNSTREAM(FEET) = 31.00 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.35 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.87 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 6.98 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 218.00 = 887.00 FEET. Page 4 100PR.OUT **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 218.00 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.) = 6.98 RAINFALL INTENSITY(INCH/HR) = 5.10 TOTAL STREAM AREA(ACRES) = 3.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.87 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 222.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 46.65 DOWNSTREAM ELEVATION(FEET) = 46.00 ELEVATION DIFFERENCE(FEET) = 0.65 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.240 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.481 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.29 **************************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 224.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 46.00 DOWNSTREAM ELEVATION(FEET) = 42.00 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.04 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 3.10 Tc(MIN.) = 9.34 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.225 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 85 AREA-AVERAGE RUNOFF COEFFICIENT = 0.670 SUBAREA AREA(ACRES) = 1.13 SUBAREA RUNOFF(CFS) = 3.20 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.43 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.58 FLOW VELOCITY(FEET/SEC.) = 2.35 DEPTH*VELOCITY(FT*FT/SEC.) = 0.84 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 224.00 = 445.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 224.00 TO NODE 218.00 IS CODE = 31 Page 5 100PR.OUT ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 31.20 DOWNSTREAM(FEET) = 31.00 FLOW LENGTH(FEET) = 12.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.65 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.43 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 9.37 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 218.00 = 457.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 218.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.37 RAINFALL INTENSITY(INCH/HR) = 4.22 TOTAL STREAM AREA(ACRES) = 1.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.43 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.87 6.98 5.097 3.16 2 3.43 9.37 4.216 1.21 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 13.42 6.98 5.097 2 12.41 9.37 4.216 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.42 Tc(MIN.) = 6.98 TOTAL AREA(ACRES) = 4.4 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 218.00 = 887.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 500.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 31.00 DOWNSTREAM(FEET) = 28.34 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.66 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.42 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 7.37 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 500.00 = 1087.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 11.00 IS CODE = 7 ---------------------------------------------------------------------------- Page 6 100PR.OUT >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 24.60 RAIN INTENSITY(INCH/HOUR) = 2.26 TOTAL AREA(ACRES) = 130.40 TOTAL RUNOFF(CFS) = 190.20 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 27.00 DOWNSTREAM(FEET) = 26.40 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 78.0 INCH PIPE IS 61.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.79 ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 190.20 PIPE TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 25.58 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 12.00 = 1487.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.206 *USER SPECIFIED(SUBAREA): RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 S.C.S. CURVE NUMBER (AMC II) = 85 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6411 SUBAREA AREA(ACRES) = 7.53 SUBAREA RUNOFF(CFS) = 9.64 TOTAL AREA(ACRES) = 137.9 TOTAL RUNOFF(CFS) = 195.10 TC(MIN.) = 25.58 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 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.) = 25.58 RAINFALL INTENSITY(INCH/HR) = 2.21 TOTAL STREAM AREA(ACRES) = 137.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 195.10 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 12.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 26.10 RAIN INTENSITY(INCH/HOUR) = 2.18 TOTAL AREA(ACRES) = 51.80 TOTAL RUNOFF(CFS) = 51.28 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 26.10 RAINFALL INTENSITY(INCH/HR) = 2.18 TOTAL STREAM AREA(ACRES) = 51.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 51.28 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA Page 7 100PR.OUT NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 195.10 25.58 2.206 137.93 2 51.28 26.10 2.178 51.80 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) 1 245.36 25.58 2.206 2 243.87 26.10 2.178 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 245.36 Tc(MIN.) = 25.58 TOTAL AREA(ACRES) = 189.7 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 12.00 = 1487.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 14.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 26.20 DOWNSTREAM(FEET) = 24.82 FLOW LENGTH(FEET) = 367.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 72.0 INCH PIPE IS 57.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.20 ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 245.36 PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 26.18 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 14.00 = 1854.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.174 *USER SPECIFIED(SUBAREA): RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 S.C.S. CURVE NUMBER (AMC II) = 85 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5901 SUBAREA AREA(ACRES) = 0.85 SUBAREA RUNOFF(CFS) = 1.07 TOTAL AREA(ACRES) = 190.6 TOTAL RUNOFF(CFS) = 245.36 TC(MIN.) = 26.18 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 500.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 24.82 DOWNSTREAM(FEET) = 22.69 FLOW LENGTH(FEET) = 426.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 69.0 INCH PIPE IS 53.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.41 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 245.36 PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 26.80 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 500.00 = 2280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA Page 8 100PR.OUT NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 245.36 26.80 2.141 190.58 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 500.00 = 2280.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.42 7.37 4.924 4.37 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 500.00 = 1087.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 80.87 7.37 4.924 2 251.19 26.80 2.141 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 251.19 Tc(MIN.) = 26.80 TOTAL AREA(ACRES) = 194.9 **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 14.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.69 DOWNSTREAM(FEET) = 21.91 FLOW LENGTH(FEET) = 152.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 69.0 INCH PIPE IS 53.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.57 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 251.19 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 27.02 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 14.00 = 2432.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.130 *USER SPECIFIED(SUBAREA): RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7000 S.C.S. CURVE NUMBER (AMC II) = 85 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5975 SUBAREA AREA(ACRES) = 10.70 SUBAREA RUNOFF(CFS) = 15.95 TOTAL AREA(ACRES) = 205.6 TOTAL RUNOFF(CFS) = 261.70 TC(MIN.) = 27.02 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 400.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.130 *USER SPECIFIED(SUBAREA): RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 S.C.S. CURVE NUMBER (AMC II) = 85 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5972 SUBAREA AREA(ACRES) = 4.45 SUBAREA RUNOFF(CFS) = 5.50 TOTAL AREA(ACRES) = 210.1 TOTAL RUNOFF(CFS) = 267.20 TC(MIN.) = 27.02 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 210.1 TC(MIN.) = 27.02 Page 9 100PR.OUT PEAK FLOW RATE(CFS) = 267.20 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Page 10 Preliminary Drainage Study for the Ponto Road CHAPTER 4 HYDRAULICS Preliminary Drainage Study for the Ponto Road CHAPTER 5 HYDROLOGY MAPS PONTO RD. PONTO DR. N O R T H S AN D I E G O C O U N T Y T R A N S I T D E V E L O P M E N T C A R L S B A D B L V D . OF 2 1 MAPPREPARED BY: HUNSAKER& ASSOCIATES CITY OF CARLSBAD, CALIFORNIA FPC RESIDENTIAL EXISTING DRAINAGE MAP LEGEND PROJECT BOUNDARY DRAINAGE BOUNDARY PER 94-01 HYDROLOGY STUDY FLOW DIRECTION AREA HYDROLOGIC SOIL TYPE NODE NUMBER VICINITY MAP SITEPROJECT REDEVELOPMENT STOP B L D G . 1 6 B L D G . 1 7 B L D G . 1 8 B L D G . 1 9 P =4 5.0FF=4 5.5 P =43.6 5FF=4 4 .15 P =4 4.0FF=4 4.5 P =4 4.7 5FF=45.25 P=45.4 5FF=4 5.9 5 P=4 5.95FF=46.4 5 P =4 5.5 5FF=4 6.0 5 P =4 4.8 5FF=4 5 .35 P=41.75FF=42.25 P=40.25FF=40 .75 P=41.35 FF=41.85 P=41.45 FF=41.95 P=44.05 FF=44.55 P=43.95 FF=44.45 P=44.15 FF=44.65 P=44.05 FF=44.55 P =4 3.65FF=4 4.15 P =44 .5FF=45.0 P=42.65 FF=43.15 P=42.55FF=43.05 OS-A B L D G . 2 0 B L D G . 2 1 B L D G . 2 2 B L D G . 2 3 B L D G . 4 BLDG. 5 BLDG. 8 BLDG. 9 BLDG. 10 BLDG. 11 BLDG. 12 BLDG. 13 B L D G . 1 4 B L D G . 1 5 BLDG. 1 OS-B OS-A P=44.45FF=44.95 P=42.15 FF=42.65 P=41.25FF=41.75 P=43.95FF=44.45 P=43.05FF=43.55 BLDG. 2 BLDG. 6 B L D G . 3 P=41.5 FF=42.0 P=40.5 FF=41.0 P=40.0 FF=40.5 P=41.5 FF=42.0 P=40.5 FF=41.0 P=40.0 FF=40.5 BLDG. 7 P=41.5 FF=42.0 P=40.0FF=40.5 P=40.5 FF=41.0 P=40.85 FF=41.35 P=40.95 FF=41.45 P=43.55 FF=44.05 P=43.45 FF=43.90 P=43.65 FF=44.15 85 4' 85 4' 215' 199' 329' 31' 184' 15' 155' 31' 151' 91' PONTO RD. PONTO DR. N O R T H S A N D I E G O C O U N T Y T RA N S I T D E V E L O P M E N T C A R L S B A D B L V D . OF 2 2 MAPPREPARED BY: HUNSAKER& ASSOCIATES LEGEND PROJECT BOUNDARY DRAINAGE BOUNDARY INITIAL SUBAREA FLOW DIRECTION AREA HYDROLOGIC SOIL TYPE NODE NUMBER VICINITY MAP SITEPROJECT CITY OF CARLSBAD, CALIFORNIA FPC RESIDETNTIAL PROPOSED DRAINAGE MAP REDEVELOPMENT OFFSITE AREAS PER: Preliminary Drainage Study for the Ponto Road CHAPTER 6 REFERENCE INFORMATION (Reports, Plans, Etc.) 92-1016-5 AVENlDA ENCINAS & OFFSITE STORM DRAIN C.T. 94-01 HYDROLOGY STUDY MARCH 1994 JULY 1994 SECTION 1 STORM DRAIN LINE "A" - SOURCE OF TOPOGRAPHY: TOPOGRAPHY SHOWN ON THESE PLANS WAS GENERATED BY AERIAL SURVEY WORK TO BE DONE: IMPROVEMENT PLANS FOR AVENIDA ENCINAS AND STORM THE IMPROVEMENT WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE FOLLOWING DOCUMENTS, CURRENT AT THE TIME OF CONSTRUCTION, AS DIRECTED BY THE Cli)' ENGINEER. DRAIN METHODS FROM INFORMATION GATHERD IN AUGUST 1990 BY SAN-LO AERIAL TOPOGRAPHY SHOWN HEREON CONFORMS TO NATIONAL MAP ACCURACY STANDARDS. PROJECT LOCATION: THIS PROJECT IS LOCATED WITHIN ASSESSORS PARCEL NUMBER(S) 214-150-12; 214-171-11,12; 216-140-2,17,18,19,25,27,32,33 THE CALIFORNIA COORDINATE INDEX OF THIS PROJECT IS: N 338,000 E 1,671,000 CARLSBAD MUNICIPAL CODE Cli)' OF CARLSBAD STANDARDS THIS SET OF PLANS RESOLUTION NOS. 3677. 3678 & 3679 THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION (GREEN BOOK) SOILS REPORT AND RECOMMENDATIONS BY GEOCON INC. DATED JUNE 14 & 23. 1994 THE SAN DIEGO AREA REGIONAL STANDARD DRAWINGS AND AS MAY BE MODIFIED BY THE Cli)' OF CARLSBAD STANDARDS CALIFORNIA COASTAL COMMISSION DEVELOPMENT PERMIT CONDITIONS 6-94-79 DATED CARLSBAD M. W.0. RULES & REGULATIONS FOR CONSTRUCTION OF POTABLE, RECLAIMED AND SEWER SYSTEMS LATEST REVISION OF STANDARDS AND SPECIFICATIONS. LEGAL DESCRIPTION: ttftERSTTE 5 ____ — EXIST. 10' - C PORTIONS OF LOTS 1, 2 AND 4 TOGETHER WITH PORTIONS OF THE STREET ADJOINING SAID LOTS, SHOWN AS AVENIDA ENCINAS, ALL AS SHOWN ON PARCEL MAP NO. 13653, RECORDED JANUARY 31, 1985 AS FILE NO.85-033316 OF OFFICIAL RECORDS, TOGETHER WITH LOTS 80 AND TOGETHER WITH THE STREETS ADJOINING SAID LOTS, SHOWN AS AVENIDA ENCINAS AND WINDROSE CIRCLE, ALL AS SHOWN ON MAP NO. 11616, RECORDED SEPTEMBER 12, 1986 AS FILE NO. 86-402404 OF OFFICIAL RECORDS, TOGETHER WITH PORTIONS OF LOTS 1, 2 AND 3 OF MAP 11290, RECORDED JULY 16, 1985 AS FILE NO. 85-253280 OF OFFICIAL RECORDS, ALL IN THE CITY OF CARLSBAD, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA. / /60' ri / 5 3 47 EXIST. Ir EXIST EXIST. 12" 1/ EXIST. 1r L - SAN DIEGO I MCQTI-WPPJ PAIl WAY I EXIST. 2e H CARLS ___(souTiBUbr - I ( -- LEGEND: DECLARATION OF RESPONSIBLE CHARGE: I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT, THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN ON THE PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE, AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS. I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY OF CARLSBAD IS CONFINED TO A REVIEW ONLY DOES NOT RELIEVE ME, AS ENGINEER OF WORK, OF MY RESPONSIBILITIES FOR PROJECT DESIGN. O'DAY CONSULTANTS, INC. 7220 AVENIDA ENCINAS, SUITE 204 CARLSBAD, CALIFORNIA 92009 (619) 931-7700 INDEX MAP SCALE ' 1"=400' NOTE: SEE 200 SCALE INDEX MAP SHEET 24 S —SEWER ACCESS HOLES W —WATER RW—RECLAIMED WATER GATE VALVES I—€I FIRE HYDRANTS -a STREET LIGHTS SD —STORM DRAIN ENGR. GEORGEIO'DAY R.C.E. NO. 32014 EXP. 1Y/31/96 OWNER/DEVELOPER: KAIZA POINSETTIA CORPORATION, A CALIFORNIA CORPORATION 7220 AVENIDA ENCINAS, SUITE 200 CARLSBAD, CALIFORNIA 92009 CITY OF OCEANSIDE CIVIL ENGINEER: SHEET INDEX: NO. DESCRIPTION: 1 COVER SHEET 2 NOTES 3 DETAILS 4 AVENIDA ENCINAS IMPROVEMENTS 5 AVENIDA ENCINAS IMPROVEMENTS 6 AVENIDA ENCINAS IMPROVEMENTS 7 CARLSBAD BOULEVARD IMPROVEMENTS 8 CARLSBAD BOULEVARD IMPROVEMENTS 9 PONTO DRIVE IMPROVEMENTS 10 PONTO DRIVE IMPROVEMENTS 11 AVENIDA ENCINAS STORM DRAIN 12 AVENIDA ENCINAS STORM DRAIN 13 OFFSITE STORM DRAIN 14 OFFSITE STORM DRAIN 15 OFFSITE STORM DRAIN 16 OFFSITE STORM DRAIN 17 PONTO DRIVE/CARLSBAD BLVD. STORM DRAIN 18 PONTO DRIVE/CARLSBAD BLVD. STORM DRAIN 19 STRIPING PLANS 20 STRIPING PLANS 21 STRIPING PLANS 22 TRAFFIC CONTROL PLANS 23 TEMPORARY WATER "HI-LINE" 24 200 SCALE MAP 25 TRAFFIC SIGNAL PLANS 26,35 BRIDGE PLANS O'DAY CONSULTANTS, INC. 7220 AVENIDA ENCINAS, SUITE 204 CARLSBAD, CALIFORNIA 92009 (619) 931-7700 LEGEND: NOTE: (QUANTITIES SHOWN HEREON ARE FOR BONDING PURPOSES ONLY. ACTUAL QUANTITIES MAY VARY.) DESCRIPTION DWG. NO SYMBOL QUANTITY SUBDIVISION BOUNDARY .............................- A.C. PAVING OF STREETS ....... . . . 12,800 SF - . 6" TYPE 'G' CURB & GUTTER ......... G-2 C.C. MOD......... 8,120 IF 6" TYPE CL/R8 ............G- 1 /00 IF TYPE 'A' PEDESTRIAN RAMP . . . . . . . . . G-27, TYPE 'A', G-32 /1 EA TYPE 'B' PEDESTRIAN RAMP ........ . G-27, TYPE 'B', G-32 P.C.C. SIDEWALK G-7 C.C. MOD . . .... 32,230 5F ENHANCED MEDIAN PAVEMENT . . . GUARD R4/ ....... M-7 . . . . . fl fl fl fl 820 IF STREET LIGHT & PULL BOX IN/ANCHOR BASE FOUNDATION. . . • /4 E4 22,000 LUMEN, H.P. SODIUM LAMP EDGE OF PAVEMENT STREET SURVEY MONUMENT . . . . . . . . . M-10 /3 E4 8" P.V.C. SEWER ................................S P.V.C. SEWER MAIN & CONCRETE SEWER ACCESSHOLE. . C.M.W.D. S5 & i . . . —s 0A-H. 6" SEWER SERVICE ............ . . C.M.W.O. S-7 ...........-® SEWAGE DIRECTION OF FLOW .......................... P.V.C. WATERMAIN ...............................W 5474 IF P.V.C. RECLAIMED WATER MAIN ..........................RW 2578 IF- GATE VALVE & VALVE BOX ASSEMBLY . . . . C.M.W.D. W-16 .........€'-W 30 E4 FIRE HYDRANT ASSEMBLY ........... C.M.W.D. W-12 .........w 6 F4 2" AIR-VACCUM VALVE ASSEMBLY .........C.M.W.D. W7 ....... w — / ETA 2" MANUAL AIR RELEASE ASSEMBLY. .......C.M. W. D. W-6 . . . . . w— /8 EA BLOW OFF ASSEMBLY ............C.M.W.D.. W-6, W-11 ... . . 8 £4 2" WATER SERVICE . . . . ..........C.M.W.D. W-4 .........- -® 2" IRRIGATION WATER SERVICE. . C.M.W.D. W-4 ......... - -® 4 ETA R.C.P. STORM DRAIN. . ......................... = SD= 6562 IF TYPE 'B' CURB INLET & LOCAL DEPRESSION . 0-2 C.C. MOD. (DS-1 & DS-9*) L01 /2 E4 TYPE 'A' STORM DRAIN CLEANOUT .......D-9 C.C. MOD. (Ds-9*)......._SD 23 £4 HEADWALL . . . . . . . . . . . . . . 0-34 ............SD= =< 3 £1 RIP RAP . . .0-40...........____ 245 CV STREET SIGN .................................42 ETA EXISTING CONTOUR ........................................ TYPE 'B' BROW DITCH .............0-75 C.C. MOD..........> > > UNLINED DRAINAGE S WALE...........................- - - - TYPE 'F' C4TCH 545IiV...............D-7 4 64 COA/Ci?ETE WG ..................D- 3 5 64 "A.C. 5Eh3fl Co 75 IF 00 OUTLET ...................0- / CA WATER 0/5COMV(C7/01V V401 r .......................—W --EJJ---- W— 2 £4 I CITY OF VISTA UTILITY O(STR(CT APPROVAL(S) LEUC4O/A COUAITV WA76W 0/ RICT -iLL 0. C)IPLLA.. 10111(14' CITY OF CARLSBAD FIRE DEPARTMENT "AS-BUILT " REQUIREMENTS NO. OF F.H.(S) F.FLOW C.P.M. OUT OF_F.H.(S) . /-.5-9 - BUILDING SPRINKLED: P.E. EX/ /.'-3126 DATE PACIFIC OCEAN AVENIDA ENCIN/ CITY OF SAN PAARCOS CARLSBAD MUNICIPAL WATER '4wI DISTRICT REED BY: WILLIAM E. PLUMMER ROE 28,176 EXP.3/31/98 DATE FIRE MARSHAL DATE -'-'7 DISTRICT ENGINEER INSPECT , DATE I SHEET I CITY OF CARLSBAD 11 SHFETS' 1 ENGINEERINGDEPARTMENT 6 CITY OF ENCINITAS IMPROVEMENT PLANS FOR AVENIDA ENCINAS AND STORM DRAINS CT 94-01 LLOYDB.HUBBS PE 23889_EX__IRES12-31-97 CITY ENGINEER DATE VICINITY MAP NO SCALE RDDEIJ SRLET 3ro I_ I DWN BY: _______ I E PROJECT NO. II DRAWING NO.1 DATE _INITIAL _DATE _INITIAL II CHKD BY: C.T. 94-01 __337-9 REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL VW Y. BENCHMARK: DESCRIPTION: STANDARD DISC SET FLUSH IN EAST CORNER ON NORTH ABUTMENT OF EAST BRIDGE BE LOCATION: APPROX. 300 FEET SOUTH OF SOUTH ENTRY TO CARLSBAD STATE PARK 40 FEET EAST rn OF CENTERLINE OF NORTH BOUND CARLSBAD ft 32M4 BLVD. ON PONTO STREET BRIDGE NO. A78B2 * " sA' /2/31/1 J*j RECORD FROM: NORTH COUNTY VERTICAL CONTROL DATA OF BOOK, PAGE 135 NO. OC 0147 ELEVATION: 50.558 M.S.L. 0 DRAWN BY: N.B. SCALE: 1"=40' DESIGNED BY: T.C. DATE: JAN. 1994 PROJECT MGR.:_C.0'D. JOB NO.: 921016 7220 Avenida Encinos Civil Engineering ENGINEER OF WORK: Suite 204 Planning Carlsbad, California 92009 Processing 619-931-7700 Surveying DATE INITIAL Fax:619-931-8680 DATE ENGINEER OF WORK GEORGE 10"DAY RICE: 32014 Dote: 08/31/94 Time: 07:37 PC #2 FILE=C:\J0BS\921016\921611.DWC 4 0 CENERAt MJ1ES THIS PLAN SUPERSEDES ALL OTHER PLANS PRE1ñOUSL Y APPROVED BY THE CITY OF CI4RL584D REGARD/NC //IPROIfA1ENTS &'IONW ON THIS SET OF PLANS. APPROVAL OF THIS PLAN DOES NOT LESSEN OR WAIVE ANY PORT/ON OF THE CARLSBAD MUNICIPAL CODE RESOLL/T1ON OF CONDITiONAL APPROVAL, CITY STANDARDS OR OTHER ADDITiONAL DOCUMENTS LISTED HEREON AS THEY MAY PERTAIN TO THIS PROJECT 17/F ENGINEER IN RESPONSIBLE CHARGE SHALL RL1'lSE THESE PLANS i'ñ-/EN NON-CONFORMANCE IS DISCO frERED. CITY APPROVAL OF PLANS DOES NOT RELIEVE THE DEVELOPER OR ENGINEER- OF-WORK FROAI RESPONSIBILITY FOR THE CORRECTiON OF ERRORS AND OMISSIONS DISCO kERED DURING CONSTRUCTION. ALL PLAN RL14S/ONS SHALL BE PROMPTLY SUBMITTED TO THE CITY ENGINEER FOR APPROVAL. A RIGHT-OF-WAY PERMIT FROM THE CITY ENGINEER *7LL BE REQUIRED FOR ANY WORK IN THE PUBLIC RIGHT OF WAY PRIOR TO PERMIT ISSUANCE. A CERTiFICATE OF INSURANCE MUST BE FLED NAAI/NC THE CITY OF CARLSBAD AS AN ADDITiONAL INSURED ON THE PERMITTEE'S POLICY IN THE MINIMUM AMOUNT OF $1,000, 00000 FOR EACH OCCURRANCE OF LI48ILI7Y THE INSURANCE POINSETTIA LANE STORM DRAIN THE IMPROVEMENT WORK SHALL BE A CURRENT AT THE TIME OF CONSTRUC STREET 14V1E'S 1. ACTUAL STRUCTURAL SECTiONS WILL BE DETERA1/NED AFTER li'" VALUE TESTS HAVE SEEN CONDUCTED BY A PROFESSIONAL ENGINEER OF THE STATE OF C4tlFORNIA, PRINCIPALLY 00/HG BUS/NESS IN THE FiELD OF APPLIED SOIL AIECHANICS,ON THE PREPARED BASEMENT SOIL. THE li'" VALUE TESTS AND THE ENGINEERED STRUCTURAL SECTiON MUST BE SUBMITTED TO THE ENGINEER/NC INSPECTOR FOR REViEW AND APPROVAL A MINIMUM OF TWO (2) CITY WORKING DAYS BEFORE THE WORK BEGINS. 'ERFORMEO IN ACCORDANCE WITH THE FOLLOWING DOCUMENTS, TiON, AS DIRECTED BY THE CITY ENGINEER SAN DIEGO NORTHERN RAILWAY 1. CARLSBAD MUNICIPAL CODE 2 CITY OF CARLSBAD STANDARDS 3 THIS SET OF PLANS RESOLUTION NO. 4526 DATED 4/7/99 THE STANDARD SPECIFiCATiONS FOR PUBLIC WORKS CONSTRUCTiON (GREEN BOOK) SOILS REPORT ,AND RECOMMENDATiONS BY GEOCON INC DATED JUNE 1994 AND LETTER BY SOUTHERN CALIFORNIA SOIL & TESTING, INC. DATED 8/4/99. 7 THE SAN DIEGO AREA REGIONAL STANDARD DRAWINGS AND AS MAY BE 4/00/F/ED BY THE CITY OF CARLSBAD STANDARDS. 8. CALIFORNIA COASTAL COMMISSION DEVELOPMENT PERMIT CONDITIONS NO. 4523 DATED 4/7/99. STA@§ 40+86.78 TO POINSETTIA LANE MOTE: QUANTITIES SHOWN HEREON ARE FOR BOND/NC PURPOSES ONLY. ACTUAL QUANTiTIES MAY VARY. NO WORK SHALL BE COMMENCED UNTiL ALL PERMITS /i4VE BEEN OBTAINED FROM THE CITY AND OTHER APPROPRIATE AGENCIES. R&IS/ON OF THESE PLANS MAY BE REQUIRED IF THE PROPOSED IMPROVEMENTS ARE NOT CONSTRUCTED PRIOR TO THE DEADLINE DATE OF THE IMPROVEMENT AGREEMENT 7 NO RL1'75IONS WiLL BE MADE TO THESE PLANS WITHOUT THE WRITTEN APPROVAL OF THE CITY ENGINEER, NOTED WITHIN THE R&ISION BLOCK, ON THE APPROPRIATE SHEET OF THE PLANS AND TiTLE SHEET LEGEND DESCRIPTION DWC. NO. SYMBOL QUANTITY 2. STREET LIGHTS SHALL BE INSTALLED AS SHOWN ON THESE PLANS UNDERGROUND CONDUIT RUNS, SE/MCE POINTS AND HAND-HOLES SHALL BE .SLHOWIV ON THE "AS-BUlL r PLANS. NO DIRECT BURIAL STREET LIGHT FOUNDATiONS WILL BE ALLOWED. ALL LUMINAIRES SHALL BE CUT 0FF' TYPE J. ALL UNDERGROUND UTiLITIES AND LATERALS SHALL BE INSTALLED PR/OR TO CONSTRUCTiON OF CURBS, CROSS GUTTERS OR SURFACING OF STREETS. STORM DRAIN PIPE SHALL BE REINFORCED CONCRETE PIPE WITH A AIIMMUAI 0-LO40 OF 1,350 OR ASBESTOS CEMENT PIPE WITH A MINIMUM D-LOAD OF 2000. FOR PRIVATE STORM DRAIN PIPES, UP TO 15' PlC MAY BE UTiLIZED PROViDED DEPTH IS LESS 17/AN 15 FEET AND BACA'FILLED WITH 3/4" ROCK PER SDRSD 5-4 TYPE "C' AND PIPE MEETS ASTAI STANDARD JOJ4 FOR SDR J5 SOLID WALL PIPE WHERE AN EXISTiNG PIPE LINE IS TO BE ABANDONED IT SHALL BE REMOVED WITHIN TWENTY FEET OF BUILDING OR STREET AREAS AND REPLACED WITH PROPERLY COMPACTED SOILS. IN OTHER AREAS THE PIPE WILL BE PLUGGED WITH CONCRETE OR REMOVED AS APPROVED BY THE CITY ENGINEER WHEELCHAIR RAMPS SHALL BE INSTALLED PER REQUIREMENTS OF TITLE 24, CALIFORNIA ADMINISTRATIVE CODE SAN DIEGO NORTHERN RAILWAY RIGHT OF WAY LOT LINES.................. EXISTiNG CONTOUR ................................................. _.,.( 170) 5 ORIGINAL DRAWINGS SHALL BECOME THE PROPERTY OF THE CITY UPON BEING SIGNED BY THE CITY ENGINEER THE ORIGINAL DRAWING SHALL BE REV7SED TO REFLECT AS-BUILT CONDITIONS BY THE ENGINEER-OF-WORK PRIOR TO FiNAL ACCEPTANCE OF THE WORK BY THE CITY ACCESS FOR FiRE AND OTHER EMERGENCY VEHICLES SHALL BE MAINTAINED TO THE PROJECT SITE AT ALL TiMES DURING CONSTRUCTiON. W'-/ERE TRENCHES ARE WITHIN CITY EASEMENTS, A SOILS REPORT COMPRISED OF (A) 5UAIMI4RY SHEET (B) LABORATORY WORK SHEETS AND (C) COA/PAC71ON CURVES, SHALL BE SUBMITTED BY A PROFESSIONAL ENGINEER OF THE STATE OF CALIFORNIA, PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED SOILS MECHANICS. THE SOILS REPORT WILL BE SUBMITTED TO THE CITY ENGINEER/NC INSPECTOR W'THIN TWO WORK/NC DAYS OF COMPLETION OF FiELD TESTS THE i'ITTEN FiELD COMPACTION REPORT(S) SHALL BE IMMEDIATELY SUBMITTED TO THE CITY ENGINEERING INSPECTOR UPON COMPLL71ON OF THE FiELD TESTS. A PRECONSTRIJC71ON MEETiNG SHALL BE HELD AT THE SITE PRIOR TO THE BEGINNING OF WORK AND SHALL BE ATTENDED BY ALL REPRESENTATIVES RESPONSISLE FOR CONSTRUCTION, INSPECT/ON, SUPER frlS/ON, TESTING AND ALL OTHER ASPECTS OF 17/f WORK THE CONTRACTOR SHALL SCHEDULE THE MEE71N6 THROUGH THE PERMIT CLERK(438-3634) AT LEAST FIVE(5) WORKING DAYS PRIOR TO STARTiNG CONSTRUCTION APPROVED DRAWiNGS MUST BE AVAILABLE PRIOR TO SCHEDULING. ALL INSPECTION REQUESTS OTHER THAN FOR PRECONSTRUC71ON MEETING WILL BE MADE BY CALLING THE ENGINEERING 24-HOUR INSPECTION REQUEST LINE AT (760) 438-J891.INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 2.00 P.M ON THE DAY BEFORE THE INSPECTION IS NEEDED. INSPECTiONS *711 BE MADE THE NEXT WORK DAY UNLESS YOU REQUEST OTHERWiSE REQUESTS MADE AFTER 200 P11 WILL BE SCHEDULED FOR TWO FULL WORK DAYS LATER THE OWNER AND/OR APPLICANT THROUGH THE DEVELOPER AND/OR CONTRACTOR SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DEI'YCES, INCLUDING SHORING, AND SHALL BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND FEDERAL .S4IE7Y AND HEAL 11/ STANDARDS, LAWS AND REGULATIONS. 15 THE CONTRACTOR SHALL CONFORM TO LABOR CODE SECTiON 6705 BY 5UBftI/171NG A DETAIL PLAN TO THE CITY ENGINEER AND/OR CONCERNED AGENCY SHOWING THE DESIGN OF SHORING, BRACING SLOPING OR OTHER PROfriSIONS TO BE MADE OF WORKER PROTECTION FROM THE HAZARD OF CAkiNG GROUND DURING THE EXCA471ON OF SUCH TRENCH OR TRENCHES OR DURING THE PIPE INSTALLATiON THEREIN THIS PLAN MUST BE PREPARED FOR ALL TRENCHES FiVE FEET (5) OR MORE IN DEPTH AND APPROVED BY THE CITY ENGINEER AND/OR CONCERNED AGENCY PRIOR TO EXCAVATiON. IF THE PLAN VARIES FROM THE SHORING SYSTEM STANDARDS ESTABLISHED BY THE CONSTRUCTiON SAFETY ORDERS, TITLE 8 CALIFORNIA ADMINISTRATIVE CODE, THE PLAN SHALL BE PREPARED BY AN ENGINEER AT THE CONTRACTORS EXPENSE A COPY OF THE OS//4 EXCAVA17ON PERMIT MUST BE SUBMITTED TO THE INSPECTOR PRIOR TO EXCAVATION 1. IF ANY ARCHI4EOLOG/C.AL RESOURCES ARE DISCOVERED WITHIN ANY WORK ZONE DURING CONSTRUCTiON, OPERATIONS WILL CEASE IMMED14TELY AND THE PERMITTEE WILL NOTiFY THE CITY ENGINEER OPERATIONS WiLL NOT RESTART UNTIL THE PERMITTEE HAS RECEIVED WRITTEN AUTHORITY FROM THE CITY ENGINEER TO DO SO. 17 ALL OPERATIONS CONDUCTED ON THE SITE OR ADJACENT THERETO, INCLUDING WARMING UP, REPAIR, ARRIVAL, DEPARTURE OR OPERATiON OF TRUCKS, EARTHMO kiNG EQUIPMENT CONSTRUCTiON EQUIPMENT AND ANY OTHER ASSOCIATED GRADING EQUIPMENT SHALL BE LIMITED TO THE PERIOD BETWEEN 700 AM AND SUNSET EACH DA)' MONDAY THRU FRIDAY AND NO EARTHA/0 kiNG OR GRADING OPERA liONS SHALL BE CONDUCTED ON WEEKENDS OR HOLIDAYS. (A LIST OF CITY HOLIDAYS IS AVAILABLE AT THE ENGINEERING DEPARTMENT COUNTER.) EXISTiNG BROW DITCH .................................= = RAILROAD TRACKS .................................:4= 4= 4= z 4: EXISTiNG STORM DRAIN ................................= EXISTiNG SEWER MAIN ................................. - EXISTiNG MCI OR H.P. GAS SIGN ........ ..... .............. U /8' RCP STORM DRAIN .................................- - - 88 IF 36' RCP STORM DRAIN .................................-- - 69 LF 77 RCP STORM DRAIN .................................. - 320 IF 7 STREET TREES SHALL BE INSTALLED PER SECTION IV 0.3 OF THE CITY OF CARLSBAD LANDSCAPE MANUAL. 8. FiRE HYDRANT MARKERS SHALL BE PLACED IN THE STREET WITHIN THE LIMITS OF WORK OF THIS PLAN PER SDRSD DWG 4119. .9. ALL SURVEY MONUMENTS AND POINTS THAT ARE DISTURBED BY THIS WORK SHALL BE RE-ESTABLISHED, PERPETUATED, AND DOCUMENTED PER 17/f PROFESSIONAL LAND SURVEYORS ACT 10. TWO (2) SETS OF SURVEY (CUT) SHEETS SHALL BE PRO VIDEO TO THE CITY ENGINEERING INSPECTOR 78' RCP STORM DRAIN ...................................... 1810 IF PACI B-? MOD/RED STORM DRAIN CO (7'x6).. ..................... ..-jj - - 1 £4 B-S STORM DRAIN CO (8'xS). ................... . ........ [j_. 6 £4 6' TEMPORARY CHAIN LINK FENCE ........................ . 2400 IF DECLARATiON OF RESPONSiBLE CH4RCE I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN ON THE PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE, AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS. I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIFiCATIONS BY THE CITY OF CARLSBAD IS CONFINED TO A REViEW ONLY AND DOES NOT RELIEVE ME AS ENGINEER OF WORK, OF MY RESPONSIBILITiES FOR PROJECT DESIGN O'DAY CONSULTANTS, INC 2320 CAM/NO V1D4 ROBLE CARLSBAD, CALIFORNIA 92009 2cç/ DATE44/ TIMOTHY 0. CARROLL, JR. R CE NO. 55381 EXP. 12/31/00 SITE LEGAL DESCRIPTION V/C/NI T Y MA P PORTiON PARCEL 84 SBE MAP 804-37-9K NO SCALE CALIFORNIA COORDINATE INDEX 1/ N 338,000 F 1,671,000 DEVELOPER SHEA HOMES /0721 TREEN.4 ST, SUITE 200 SAN DIEGO, CA. 92131 (858) 549-3156 SOURCE OF TOPOCRAPHY TOPOGRAPHY SHOWN ON THESE PLANS WAS GENERATED BY FIELD SURVEY METHODS FROM DATA GATHERED ON OCT 4, 1997 BY 0724 Y CONSULTANTS, INC CIVIL ENGINEER OVA Y CONSULTANTS, INC. 5900 PASTEUR COURT SUITE lOLl CARLSBAD, CA 92008 REFERENCE DRA WINGS CITY OF CARLSBAD DWC. NO. /63-4 CITY OF CARLSBAD DWO NO. 234-4 CITY OF CARLSBAD DWG. NO. JJ7-9 BASIS OF BEARINGS: THE BASIS OF BEARINGS FOR THIS SURVEY IS THE EASTERL Y LINE OF LOT / OF PARCEL MAP NO. 13653, iF N25"47'38'W 18. SPECIAL MOlES 1. ALL PRIMARY PROJECT CONSTRUCTION WILL IMPLEMENT AN AGGRESSIVE PROGRAM OF CONSTRUCTiON DUST CONTROL SUFFICIENT TO MEET THE REQUIREMENTS OF THE SAN DIEGO COUNTY APCD. THE MINIMUM CONTENT OF SUCH A PROGRAM WILL INCLUDE APPLY SUFFICIENT WATER TO ALL MAJOR SOIL DISTURBANCE AREAS TO MAINTAIN A SOIL MOISTURE OF 4 PERCENT IN THE UPPER 6 INCHES SOIL STRATUM OTHER EOUALL Y EFFECTIVE DUST PALL/A TIVES WiLL BE USED IF DROUGHT CONDITIONS LIMIT WATER AVAILABILITY PERFORM DAILY STREET SWEEP/NC AT THE CONCLUSION OF EACH WORKDAY UP TO A DISTANCE OF 250 FEET IN EITHER DIRECTiON OF ANY CONSTRUCTION SITE ACCESS ENTRANCE UNTiL ALL ONSITE PAViNG IS COMPLETED. WASH OFF ALL TRUCKS LEAVING THE SITE AND WET DOWN OR TARP ANY TRUCKS HAULING DIRT AWAY FROM THE SITE DOUBLE SANDBAG ALL SITE PERIMETERS ADJOINING TRAVELED ROADS FROM NOVEMBER TO APRIL TO PREVENT DIRT FROM WASHING OFF THE SITE AND BEING PULVERIZED BY PASSING VEHICLES. ©1999 O'Day Consultants, Inc. DESIGNED BY: E.W. DATE: JULY 1999 0/ DRAWN BY: G.M., T.G. SCALE: AS SHOWN PROJECT MGR.: T.C. JOB NO.:97-1046 CONSULT AorN T S ESTABLISHING LANDSCAPING WiTHIN 90 DAYS OF THE COMPLE71ON OF GRAD/NC, OR HYDROSEED WITH A NATiVE PLANT MIX AS AN INTERIM GROUNDCOVER TO MINIMIZE WIND EROSION IRRIGATE AS NECESSARY TO SUSTAIN GROUNDCOI'ER. PROJECT L"7/ON ASSESSORS PARCEL NO: 214-150-12 j DECLARATION OF RESPONSIBLE CHARGE HEREBY DECLARE THAT I AM THE ENGINEER OF WORK rM THIS '- JJEC7 THAT/ HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESY ONTI-IE PROJECT AS DEFINED IN SECTION 6703 OF 71-fE BUSINESS AND PROFESSIONS CODE, AND THAT THE DESIGN IS CONSISTENT WITH I \ C2FRENT STANDARDS. / I UNDERSTAND THAT THE CI-ECK OF PROJECT DRAWINGS AND 'EQFKJTA)NS BY ThE CITY CF CARLSBAD IS CONFINE TO A REVIEW \ ONLY AND DOES NOr RELIEVE ME, AS ENGINEER CF WORK, Cr RESPONSIBILITIES FOR PROJECT DESIGN . FOR CHANGE NO. 1 ONLY ,> ENGINEER OF WORK.• GRADING OPERATION 19. NO BLAST/NC SHALL BE COMMENCED WITHOUT A CITY ENGINEER APPROVED BLASTING PROGRAM. 20. THE EXISTENCE AND LOCATiON OF UTiLITY STRUCTURES AND FACILITIES SHOWN ON THE CONSTRUCTION PLANS WERE OBTAINED BY A SEARCH OF THE AVAILABLE RECORDS. ATTENTION IS CALLED TO THE POSSIBLE EXISTENCE OF OTHER UTILITY FACILITiES OR STRUCTURES NOT SHOWN OR IN A LOC4l1O4/ DIFFERENT FROM THAT SHOWN ON THE PLANS. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTiLITiES SHOWN ON THE PLANS AND ANY OTHER EXISTING FACILITIES OR STRUCTURES NOT SHOWN. ENGINEER OF WORK: DATE: TIMOTHY 0. CARROLL, JR. RCE: 55 81 "AS BUILT" 5900 Pasteur Court Civil Engineering Suite 100 Planning Carlsbad. California 92008 Processing 760-931-7700 Surveying Fax: 760-931-8680 www.odoyconsultants.com CITY OF CARLSBAD FIRE DEPARTMENT REQUIREMENTS NO. OF F.H.(S).............F.FLOW G.P.M. OUT OF_....... BLDG. SPRINKLED YES/NO. . . F.FLOW _____ G.P.M. UTILITY DISTRICT APPROVAL(S) CARLSBAD MUNICIPAL WATER DISTRICT F.H.(S). RCE _______ EXP. 7/0 DATE 21. THE CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EXISTING FACILITIES (ABOVEGROUND AND UNDERGROUND) *7TH/N THE PROJECT SITE SUFFIC/ENTI Y AHEAD OF THE CONSTRUCTION TO PERMIT THE REViSIONS OF THE CONSTRUCTION PLANS IF IT IS FOUND THAT THE ACTUAL LOCATiONS ARE IN CONFLICT *7TH THE PROPOSED WORK DATE.' t '2- 1- 't 'i.) GREGORY M. VIELD RCE. 4295/ < A EXP :03-31-00 Exp7fl% Projecwesgn Consuitant Y l'IANNI\(, FN,lfFRIN. StRVf)ING -. CAl.. 701 B Street, Suite 8(X), San Diego, CA 92101 619-235-6471 FAX 2344)349 FIRE MARSHAL WILLIAM E. PLUMMER DATE DISTRICT ENGINEER R.C.E. 28176 22. THE CONTRACTOR SHALL NOTiFY AFFECTED UTILITY COMPANIES (SEE BELOW) AT LEAST TWO FULL WORK/NC DAYS PRIOR TO STARTING CONSTRUCTiON NEAR THEIR FACILITiES AND SHALL COORDINATE WORK *7TH A COMPANY REPRESENTATIVE DATE rOWWA-.~r z/2 r/Q .z- ___________ INSPTOR DATE. iJ SHETj CITY OF CARLSBAD II SHEETS ENGINEERING DEPARTMENT I 5 1 TERMINATE ALL GRADING, EXCAVA11ON, AND TRAVEL ON UNPAVED SURFACES WHEN HOURLY AVERAGE WIND SPEEDS EXCEED JO MPH THE CONTRACTOR WILL HAVE ONSITE WIND MONITORING CAPABILITY OR WILL MAINTAIN CONTACT WITH THE APCD METEOROLOGIST FOR CURRENT AVERAGE WINDSREEDS. APPLY NON-HAZARDOUS CHEMICAL STABILIZERS TO ALL INACTIVE PORTIONS OF THE CONSTRUCTiON SITE WHEN APPROPRIATE, SEED EXPOSED SURFACES WITH A FAST-GROWING SOIL BINDING PLANT TO REDUCE WAD EROSION AND ITS CONTRIBUTiON TO LOCAL PARTiCULATE LEVELS. 2. ALL PRIMARY PROJECT CONSTRUCT/ON CONTRACTORS HILL IMPLEMENT A TRAFFiC MANAGEMENT PROGRAM TO REDUCE THE NUMBER OF EMPLOYEE OR MATERIAL DELIVERY TRIPS AND TO MINIMIZE CONFLICT WITH REGIONAL TRANSPORTATiON PATTERNS. THE ELEMENTS OF SUCH A PROGRAM WILL /NCL UDE PROViDE RIDESHARE INCENTIVES FOR ALL WORKERS ONSITE UNDERGROUND SERVICE ALERT 1-800-422-4133 SDG&E (760)438-6200 PACIFiC SELL (760)489-J441 DANIELS CABLEVISION (760)438-5241 CITY OF CARLSBAD (STORM DRAIN) (760)434-2980 CARLSBAD MUNICIPAL WATER DISTRICT (760)438-3367 (SEWER. WATER & REC. WATER) PROVIDE CONSTRUCTION PERSONNEL PARKING OFF ARTERIAL ROADWAYS TO MINIMIZE TRAFFIC INTERFERENCE SCHEDULE RECEIPT OF CONCRETE, ASPHALT, STEEL, AND OTHER MATERIALS FROM 9:00 AM TO 3:00 PM AS MUCH AS PRACTICALLY POSSIBLE RESTRICT ANY LANE CLOSURES OF PUBLIC ROADWAYS TO THE HOURS OF 9:00 AM TO J:OO PM IMPROVEMENT PLANS FOR: STORM DRAIN POINSETTIA LANE STORM DRAIN AP D 7/f LLOYD B. HUM 7 'EL. 7q7 CITY ENQOTEER PE 23889 EXPIRES 12-31-01 DATE COMPLETE ALL STREET SWEEPING/WASHING OF ADJACENT ROADWAYS BY 4:00 PM /0-27 I A\ REVISED STORM DRAIN PER SHEETS 3,4,5 I I 11-17-P,7,)DWN BY: _____ CHKD BY: I RVWO BY: PROJECT NO. I I SP 2/0 "DRAWING NO. J66-Z] _ DATE I INITIAL REViSION DESCRIPTION DATE I INITIAL DATE J INI AL ENGINEER OF WORK I OTHER APPROVAL CITY APPROVAL BENCHMARK: DESCRIPTION: STANDARD DISC SET FLUSH IN EAST CORNER ON NORTH ABUTMENT OF EAST BRIDGE LOCATION: APPROX. 300 FEET SOUTH OF SOUTH ENTRY TO CARLSBAD STATE PARK 40 FEET EAST OF CENTERLINE OF NORTH BOUND CARLSBAD BLVD. ON PONTO STREET BRIDGE NO. A7882 RECORD FROM: NORTH COUNTY VERTICAL CONTROL DATA BOOK, PAGE 135 NO. OC 0147 ELEVATION: 50.558 M.S.L. 1999 O'Day Consultants, Inc. V \JOBS\971046\97461P01 9-10-99 95)5) am ESI XREF; 97461P H H -ht- ----ff ----- I I - - - - - - _-_-. 0' 10' 4O• 5' 20' 80' SCALE: '1 = 40' - - - - - - - I -- -- - - - - - - - - - - EX Et YR R. ROW E7ST27E/i'UE — - - - - L- - ------- - - ---EST24- ------ - - f WS, ROD - -=--= :-: -: _= :-E: : - - \:i WA IV -------- •- TELEPt1c4vE F1 IV RR TRAO'S (j ---- ---- H:-:-----------\\ U OP PC 0, jL __ __ __ Ix - x - 7 --- __ X- 1M 1u/N __ __ __ __ __ __ __ __ __ __ __ __ - STALL OP 6'A/NL/NK fENCE 030102 STORMDRAIN DATA O DELTA/BEARiNG RADIUS LENGTH REMARKS 1 N 21'08'29" W 9725' 181 RCP - 1.150-0 2 N 21°08'29' JV 365J8' 18' RCP 1350-0 ____ - 1350-0 N 86'28'52'W 25.8Z' I ' 1350-9 Iij i 19 r<D78"RcP.a15x ----- -Y 7 - 3 tX/SliNG PP. TO 8E-"-- RLWCA lED BY OTHERS two I FOR CHANGE NO. 1 ONLY ENGINEER OF WORK .' Jj - DATE: I 2. - GREC36IRf M. SHIELD EXP.'03-31-00 RCE: 4295/ Project Design Consultants I'LANNIN(, FN(,I'FFkI'( KVIYIN(i '1)1 13 Street. Suite 8(X), San Diego, CA 92101 619-235-6471 FAX 234-0349 - - 01 NOTE. 1 £iSi 0IfRHEAD I ELECTRIC LINE (D 78' RP 0 0.151 - L' /7 69 E)JST POMfW P1E - f 45 - 47 -- (--45 .3GRCP2.4$ PP 120867 45 ' - -HPCA$1 HP GAS MAIN ,9GN L II E7ST 01fWEA0 MCC uNE-" C 7Y'ff B-5 - - 4J (-3 7 42 8' RGP 9 a151 - 44-80 41 - - - __•I ___ EST 18'R 40 fifYOW FXSr 72" ROD 10 prs Size & cowwr 78, Roo co TO ix w GAS .70V 7~ 7150 $7VRM LINE ctwTRACTOR TO USE EXTREJIE SSS_.. XJN CCWSIRIJClFCW Ejo 1#/*9 89) CAUTION WORKING NEAR REAl0kf 72' ' STUB * CONTRACTOR MUST MAIN A RIGHT OF WAY ENTRY ARGEEMENT WITH TH . . . MAW 1.r W LINE E7ST 12' HP GAS E ON 3379 1r IJ \ j i. (NSDCTDB) PR/OR TO PROCEED/NC WITH ANY WORK WITH/N THE SAN DIEGO - / C Qlf- j — NORTHERN - RAIL WA Y. TO APPROVAL OF THE NORTH SAN DIEGO COUNTY TRANSIT DEVELOPMENT BOARD (NSDCTOB). mi CONTRACTOR TO PFRYFY UWL"nimOF EX45Th%V uiiirnts IN mt nEw PAW 10 CO#SWMV ALL CONTRACTOR'S WORK AND METHODS OF CONSTRUCTION ARE SUBJECT LEGEND: CROW 0/ 7M PR OW& NO 390-5,4 1 AAI I fiAm All A "AS BUILT" 0 DESIGNED BY: E.W. DATE: JULY 1999 DRAWN BY: G.M., T.G. SCALE: AS SHOWN PROJECT MGR.; T.C. ___________________ JOB NO.:97' 1046 Rc(1-16-041- ____ _______ i-i 't -c •L EXP. 7I5"i DATE _ CONSUL ___ 5900 Pasteur Court Civil Engineering Suite 100 Planning Carlsbad, California 92008 Processing ENGINEER OF WORK: R,VIEED BY: 760-931-7700 Surveying Fax: 760-931-8680 DATE: q/,,/ _________ /ii '/2%i_..'. _______ i www.odayconsultonts.com TIMOTHY 0. CARROLL JR. RCE: 55381 INSPEC)6'R DATE SHEET CITY OF CARLSBAD 3 SHEETS ENGINEERING DEPARTMENT IhPROPThThT AW& F W. ST(AV POINSETTIA L4N( STO,iW DRAIN APP D UffVD B. HUM 91221, CITY EhG R PE EXPIRES 12-31-01 DkTE/ 1012719S 1COM-5 -SrORMORAW P4RJ9f.Er 3,#,5 DWN BY: U PROJECT NO. DRAWING NO. CHKD BY: SP 210 RVWD BY: _J66-7 _ _ II DATE I INITIAL RE1SION DESCRIPTION WE- INITIAL DATE IP4fllAL ENGINEER OF woix OTHER APPROVAL. CITY APPROVAL .LE' 1'-40' BENCHMARK: DESCRIPTION: STANDARD DISC SET FLUSH IN EAST CORNER ON NORTH ABUTMENT OF EAST BRIDGE LOCATION: APPROX. 300 FEET SOUTH OF SOUTH ENTRY TO CARLSBAD STATE PARK 40 FEET EAST Of CENTERLINE Of NORTH BOUND CARLSBAD BLVD. ON PONTO STREET BRIDGE NO. A7882 RECORD FROM: NORTH COUNTY VERTICAL CONTROL DATA BOOK, PAGE 135 NO. OC 0147 ELEVATION: 50.558 M.S.L. 1999 O'Day Consultants, Inc F'\JOBS\971046\97461P03 9-10-99 94056 an EST XREF: 97461P,..SO,. MAP.. PRO,. .TOPO 1 INTRODUCTION In accordance with the Municipal Permit, development and redevelopment projects are subject to either: 1) Standard Stormwater or 2) Priority Development Project (PDP) requirements, which are more rigorous. The City’s “Storm Water Standards Questionnaire E-34” (see Figure 11) is used to determine whether a project must meet Standard Stormwater or PDP requirements. The questionnaire, using criteria from the Municipal Permit, provides specific thresholds under which these new development/redevelopment projects trigger PDP requirements. Among other things, projects subject to PDP requirements must include treatment control best management practices (BMPs) and are required to incorporate hydromodification BMPs. Hydromodification provides requirements to control post-development storm water runoff rates, velocities, and durations in order to maintain or reduce pre-development downstream erosion, sediment pollutant generation, and protect beneficial uses and stream habitat. For this study, a focus was made to look at the three lagoons within the city (Buena Vista, Agua Hedionda, and Batiquitos Lagoon) and explore applicable HMP exemptions. This study assesses the lagoons and seven (7) major drainage areas contributing to the lagoons to determine whether they meet hydromodification exemption criteria. The seven major drainage areas are tributary to one of the seven following storm drain outlets into Buena Vista, Agua Hedionda, or Batiquitos Lagoon (see the Study Area Exhibits and HMP Exemption Exhibit in the map pocket): Buena Vista Lagoon  48” and 66” outlets on the east side of Carlsbad Boulevard into the south side of the lagoon  48” outlet on the west side of Interstate 5 into the south side of the lagoon  66” outlet on the west side of Jefferson Street into the south side of the lagoon Agua Hedionda Lagoon  18” outlet on the west end of Date Avenue into the north side of the lagoon  84” outlet on the east side of the railroad tracks into the north side of the lagoon  60” outlet near the south end of Marina Drive into the north side of the lagoon Batiquitos Lagoon  84” outlet on the east side of Carlsbad Boulevard into the north side of the lagoon With the exception of one area, the studied tributary areas do not include natural (non-hardened) channels directly to a lagoon. Each of these major drainage areas is served by a network of improved (hardened) public drainage facilities that outlet into a lagoon. The majority of the public facilities are underground storm drain systems or paved streets. Some facilities are also lined (concrete, gunite, etc.) drainage ditches or swales. Provided runoff from the study area discharges into a non-erodible drainage network that is continuous with a direct discharge to a lagoon, it is potentially eligible for a hydromodification exemption. Based on record drawing research and field reconnaissance, the Study Area Exhibits identify the improved (hardened) drainage networks. The exhibits demonstrate that each major drainage area, except the 48” outlet 4 weir-controlled lagoon water level. Riprap was not observed at the outlet during the site visit due to the difficulty in accessing the outlet through the dense vegetation. However, the fact that the water level will be at or above the outlet invert indicates that this outlet has appropriate energy dissipation. Agua Hedionda Lagoon 18” Outlet This 18” corrugated metal pipe discharges onto a riprap-lined revetment protecting the northeast bank of Agua Hedionda Lagoon immediately west of the intersection of Date Avenue with Garfield Street (see Figure 5). Storm runoff flows a short distance down the revetment and into the lagoon. As-built plans (Drawing No. 133-3) show that the outlet invert is at elevation 5.36 feet and that energy dissipation has been designed below the outlet. In addition, the tributary drainage area covers approximately 5.2 acres, so the pipe flows will be relatively small. Agua Hedionda Lagoon 84” Outlet This 84” reinforced concrete pipe discharges into the north edge of Agua Hedionda Lagoon just east of the railroad tracks. The engineering plans (Drawing No. 360-5) were as-built in 2006, so this is a relatively recent system. The plans show that the storm drain system and its grouted riprap energy dissipater were designed for the 100-year storm flow in accordance with current engineering criteria. A site visit confirmed that the grouted riprap energy dissipater exists and is in substantial conformance with the plans (see Figure 6). Agua Hedionda Lagoon 60” Outlet This 60” reinforced concrete pipe discharges directly into the north edge of Agua Hedionda Lagoon just west of Marina Drive. The as-built plans (Drawing No. 152-3) show that the outlet invert elevation is -1.75 feet NGVD 29. This elevation is lower than mean sea level, so the lagoon water level will serve as appropriate energy dissipation for the outflow. A site visit confirmed that the invert is lower than the lagoon water level (see Figure 8). Batiquitos Lagoon 84” Outlet This 84” reinforced concrete pipe discharges into the north edge of Batiquitos Lagoon just east of Carlsbad Boulevard and west of the railroad tracks. The as-built drawings (Drawing No. 337- 9) show that the storm drain system and its energy dissipater (1-ton riprap and concrete sill) were designed for the 100-year storm flow in accordance with current engineering criteria. A site visit confirmed that the energy dissipater exists in substantial conformance with the plans (see Figure 9). Summary For those outlets that qualify as direct discharges, the above information confirms that proper energy dissipation currently exists at each of the storm drain outlet locations for the drainage areas. The dissipation is provided by either riprap or the water level in a lagoon. 5 DISCHARGE TO LAGOONS The October 3, 2014, San Diego River Watershed Management Area Analysis, states that “to qualify for the potential [hydromodification] exemption, the outlet elevation must be between the river bottom elevation and the 100-year floodplain elevation and properly designed energy dissipation must be provided.” Proper energy dissipation was verified in the prior section. This section discusses the 100-year floodplain elevations. Research was performed to determine the 100- year water surface elevations in each of the three lagoons. FEMA provides 100-year floodplain information for many waterbodies. FEMA defines a 100-year floodplain for the lagoons, but does not provide the necessary water surface elevations. However, Dokken Engineering (Dokken) performed detailed HEC-RAS hydraulic analyses of each lagoon as part of their December 2008, Interstate 5 North Coast Floodplain Studies, for Caltrans. Relevant excerpts from the Dokken studies are included in the Appendices. Table 1 summarizes the outlet elevations of each discharge point from the as-built drawings (discussed in the prior section) and the associated 100-year floodplain elevation from the Dokken studies. The as-built drawings are either identified as being on NGVD 29 datum or were prepared prior to 1988, so by default should be on NGVD 29. On the other hand, the Dokken studies are on NAVD 88 datum. Corpscon is provided by the US Army Corps of Engineers for coordinate conversions, and shows that 2.2 feet is added to the NGVD 29 elevations to convert to NAVD 88 elevations. Major Drainage Basin Description Outlet Elevation, feet1 Lagoon 100-Year Water Surface Elevation, feet2 100 Buena Vista Lagoon 48” and 66” Outlets 6.00 13.93 200 Buena Vista Lagoon 48” Outlet 22.00 13.89 300 Buena Vista Lagoon 66” Outlet 5.30 15.75 400 Agua Hedionda Lagoon 60” Outlet -1.75 12.33 500 Agua Hedionda Lagoon 18” Outlet 5.36 11.68 600 Agua Hedionda Lagoon 84” Outlet 7.95 12.21 700 Batiquitos Lagoon 84” Outlet 6.27 8.90 1Elevations are on NGVD 29 (add 2.2 feet to convert to NAVD 88) 2Elevations are on NAVD 88 Table 1. Summary of Storm Drain Outlet Elevations and Lagoon Elevations Table 1 shows that all of the storm drain outlets (with the conversion applied) except at Major Drainage Basin 200 are below the 100-year water surface elevation in the associated lagoon. Therefore, the hydromodification exemption requirement to have the outlet elevation below the 100-year floodplain elevation is met except at Major Drainage Basin 200. Summary The four drainage areas (Major Drainage Basins 400, 500, 600, 700) tributary to the Agua Hedionda Lagoon and Batiquitos Lagoon are served by an improved (non-erosive) street and underground storm drains system and have capacity to convey the 10-year rain event condition. The storm drain outlets for these drainage areas to the lagoon are considered direct discharges. Therefore, these areas are considered exempt from hydromodification. 8 The 10-year rational method analyses were performed using CivilDesign’s San Diego County Rational Hydrology Program and the results are included in Appendix B. Separate analyses were performed for the major drainage areas and are labeled as follows: Buena Vista Lagoon  Major Basin 100 is tributary to the 48” and 66” outlet on the east side of Carlsbad Boulevard  Major Basin 200 is tributary to the 48” outlet on the west side of Interstate 5  Major Basin 300 is tributary to the 66” outlet on the west side of Jefferson Street Agua Hedionda Lagoon  Major Basin 400 is tributary to the 60” outlet at the south end of Marina Drive  Major Basin 500 is tributary to the 18” outlet at the west end of Date Avenue  Analyses were not performed for the 84” outlet on the east side of the railroad tracks because flow rates and hydraulic grade lines were provided on the majority of the as-built plans. Batiquitos Lagoon  Analyses were not performed for the 84” outlet on the east side of Carlsbad Boulevard because flow rates and hydraulic grade lines were provided on the majority of the as-built plans. The CivilDesign rational method analyses include pipeflow routines for modeling flow in circular pipes. The upstream and downstream invert elevations and pipe length are entered in the model for each storm drain segment. The program then determines the required normal depth pipe size based on the calculated 10-year flow rate, longitudinal slope, and roughness coefficient. The pipeflow routines were used to assess the adequacy of the existing pipes. Invert elevations were selected so that the longitudinal slope from the as-built plans was accurately modeled in the analyses. The longitudinal slope of each storm drain segment was determined from a review of all relevant as-built plans. Some storm drain segments contain varying or multiple slopes. In this case, the flattest slope was used because it will result in the most conservative sizing. A few segments were missing elevations on the as-built plans. For these segments, the average street slope was used. The pipe size from the hydraulic analyses were then compared to the size from the as-built plans to identify pipes with adequate capacity and those with deficiencies. Since the rational method program determines the minimum required pipe size to convey the 10- year flow in each specific segment, it is possible that program will show the required size increasing or decreasing in adjacent segments of the overall storm drain system. For instance, if the same flow rate is conveyed in two adjacent segments, but the downstream segment has a steeper longitudinal slope, the results can show that the downstream pipe is smaller. Engineering design criteria typically does not allow subsequent segments in a storm drain system to be smaller. However, since the rational method results are merely used as a comparison with the sizes from the as-built plans, any usual telescoping effects are not relevant. SOURCE OF TOPOGRAPHY: TOPOGRAPHY SHOWN ON THESE PLANS WAS GENERATED BY AERIAL SURVEY WORK TO BE DONE: IMPROVEMENT PLANS FOR AVENIDA ENCINAS AND STORM THE IMPROVEMENT WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE FOLLOWING DOCUMENTS, CURRENT AT THE TIME OF CONSTRUCTION, AS DIRECTED BY THE Cli)' ENGINEER. DRAIN METHODS FROM INFORMATION GATHERD IN AUGUST 1990 BY SAN-LO AERIAL TOPOGRAPHY SHOWN HEREON CONFORMS TO NATIONAL MAP ACCURACY STANDARDS. PROJECT LOCATION: THIS PROJECT IS LOCATED WITHIN ASSESSORS PARCEL NUMBER(S) 214-150-12; 214-171-11,12; 216-140-2,17,18,19,25,27,32,33 THE CALIFORNIA COORDINATE INDEX OF THIS PROJECT IS: N 338,000 E 1,671,000 CARLSBAD MUNICIPAL CODE Cli)' OF CARLSBAD STANDARDS THIS SET OF PLANS RESOLUTION NOS. 3677. 3678 & 3679 THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION (GREEN BOOK) SOILS REPORT AND RECOMMENDATIONS BY GEOCON INC. DATED JUNE 14 & 23. 1994 THE SAN DIEGO AREA REGIONAL STANDARD DRAWINGS AND AS MAY BE MODIFIED BY THE Cli)' OF CARLSBAD STANDARDS CALIFORNIA COASTAL COMMISSION DEVELOPMENT PERMIT CONDITIONS 6-94-79 DATED CARLSBAD M. W.0. RULES & REGULATIONS FOR CONSTRUCTION OF POTABLE, RECLAIMED AND SEWER SYSTEMS LATEST REVISION OF STANDARDS AND SPECIFICATIONS. LEGAL DESCRIPTION: ttftERSTTE 5 ____ — EXIST. 10' - C PORTIONS OF LOTS 1, 2 AND 4 TOGETHER WITH PORTIONS OF THE STREET ADJOINING SAID LOTS, SHOWN AS AVENIDA ENCINAS, ALL AS SHOWN ON PARCEL MAP NO. 13653, RECORDED JANUARY 31, 1985 AS FILE NO.85-033316 OF OFFICIAL RECORDS, TOGETHER WITH LOTS 80 AND TOGETHER WITH THE STREETS ADJOINING SAID LOTS, SHOWN AS AVENIDA ENCINAS AND WINDROSE CIRCLE, ALL AS SHOWN ON MAP NO. 11616, RECORDED SEPTEMBER 12, 1986 AS FILE NO. 86-402404 OF OFFICIAL RECORDS, TOGETHER WITH PORTIONS OF LOTS 1, 2 AND 3 OF MAP 11290, RECORDED JULY 16, 1985 AS FILE NO. 85-253280 OF OFFICIAL RECORDS, ALL IN THE CITY OF CARLSBAD, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA. / /60' ri / 5 3 47 EXIST. Ir EXIST EXIST. 12" 1/ EXIST. 1r L - SAN DIEGO I MCQTI-WPPJ PAIl WAY I EXIST. 2e H CARLS ___(souTiBUbr - I ( -- LEGEND: DECLARATION OF RESPONSIBLE CHARGE: I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT, THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN ON THE PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE, AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS. I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY OF CARLSBAD IS CONFINED TO A REVIEW ONLY DOES NOT RELIEVE ME, AS ENGINEER OF WORK, OF MY RESPONSIBILITIES FOR PROJECT DESIGN. O'DAY CONSULTANTS, INC. 7220 AVENIDA ENCINAS, SUITE 204 CARLSBAD, CALIFORNIA 92009 (619) 931-7700 INDEX MAP SCALE ' 1"=400' NOTE: SEE 200 SCALE INDEX MAP SHEET 24 S —SEWER ACCESS HOLES W —WATER RW—RECLAIMED WATER GATE VALVES I—€I FIRE HYDRANTS -a STREET LIGHTS SD —STORM DRAIN ENGR. GEORGEIO'DAY R.C.E. NO. 32014 EXP. 1Y/31/96 OWNER/DEVELOPER: KAIZA POINSETTIA CORPORATION, A CALIFORNIA CORPORATION 7220 AVENIDA ENCINAS, SUITE 200 CARLSBAD, CALIFORNIA 92009 CITY OF OCEANSIDE CIVIL ENGINEER: SHEET INDEX: NO. DESCRIPTION: 1 COVER SHEET 2 NOTES 3 DETAILS 4 AVENIDA ENCINAS IMPROVEMENTS 5 AVENIDA ENCINAS IMPROVEMENTS 6 AVENIDA ENCINAS IMPROVEMENTS 7 CARLSBAD BOULEVARD IMPROVEMENTS 8 CARLSBAD BOULEVARD IMPROVEMENTS 9 PONTO DRIVE IMPROVEMENTS 10 PONTO DRIVE IMPROVEMENTS 11 AVENIDA ENCINAS STORM DRAIN 12 AVENIDA ENCINAS STORM DRAIN 13 OFFSITE STORM DRAIN 14 OFFSITE STORM DRAIN 15 OFFSITE STORM DRAIN 16 OFFSITE STORM DRAIN 17 PONTO DRIVE/CARLSBAD BLVD. STORM DRAIN 18 PONTO DRIVE/CARLSBAD BLVD. STORM DRAIN 19 STRIPING PLANS 20 STRIPING PLANS 21 STRIPING PLANS 22 TRAFFIC CONTROL PLANS 23 TEMPORARY WATER "HI-LINE" 24 200 SCALE MAP 25 TRAFFIC SIGNAL PLANS 26,35 BRIDGE PLANS O'DAY CONSULTANTS, INC. 7220 AVENIDA ENCINAS, SUITE 204 CARLSBAD, CALIFORNIA 92009 (619) 931-7700 LEGEND: NOTE: (QUANTITIES SHOWN HEREON ARE FOR BONDING PURPOSES ONLY. ACTUAL QUANTITIES MAY VARY.) DESCRIPTION DWG. NO SYMBOL QUANTITY SUBDIVISION BOUNDARY .............................- A.C. PAVING OF STREETS ....... . . . 12,800 SF - . 6" TYPE 'G' CURB & GUTTER ......... G-2 C.C. MOD......... 8,120 IF 6" TYPE CL/R8 ............G- 1 /00 IF TYPE 'A' PEDESTRIAN RAMP . . . . . . . . . G-27, TYPE 'A', G-32 /1 EA TYPE 'B' PEDESTRIAN RAMP ........ . G-27, TYPE 'B', G-32 P.C.C. SIDEWALK G-7 C.C. MOD . . .... 32,230 5F ENHANCED MEDIAN PAVEMENT . . . GUARD R4/ ....... M-7 . . . . . fl fl fl fl 820 IF STREET LIGHT & PULL BOX IN/ANCHOR BASE FOUNDATION. . . • /4 E4 22,000 LUMEN, H.P. SODIUM LAMP EDGE OF PAVEMENT STREET SURVEY MONUMENT . . . . . . . . . M-10 /3 E4 8" P.V.C. SEWER ................................S P.V.C. SEWER MAIN & CONCRETE SEWER ACCESSHOLE. . C.M.W.D. S5 & i . . . —s 0A-H. 6" SEWER SERVICE ............ . . C.M.W.O. S-7 ...........-® SEWAGE DIRECTION OF FLOW .......................... P.V.C. WATERMAIN ...............................W 5474 IF P.V.C. RECLAIMED WATER MAIN ..........................RW 2578 IF- GATE VALVE & VALVE BOX ASSEMBLY . . . . C.M.W.D. W-16 .........€'-W 30 E4 FIRE HYDRANT ASSEMBLY ........... C.M.W.D. W-12 .........w 6 F4 2" AIR-VACCUM VALVE ASSEMBLY .........C.M.W.D. W7 ....... w — / ETA 2" MANUAL AIR RELEASE ASSEMBLY. .......C.M. W. D. W-6 . . . . . w— /8 EA BLOW OFF ASSEMBLY ............C.M.W.D.. W-6, W-11 ... . . 8 £4 2" WATER SERVICE . . . . ..........C.M.W.D. W-4 .........- -® 2" IRRIGATION WATER SERVICE. . C.M.W.D. W-4 ......... - -® 4 ETA R.C.P. STORM DRAIN. . ......................... = SD= 6562 IF TYPE 'B' CURB INLET & LOCAL DEPRESSION . 0-2 C.C. MOD. (DS-1 & DS-9*) L01 /2 E4 TYPE 'A' STORM DRAIN CLEANOUT .......D-9 C.C. MOD. (Ds-9*)......._SD 23 £4 HEADWALL . . . . . . . . . . . . . . 0-34 ............SD= =< 3 £1 RIP RAP . . .0-40...........____ 245 CV STREET SIGN .................................42 ETA EXISTING CONTOUR ........................................ TYPE 'B' BROW DITCH .............0-75 C.C. MOD..........> > > UNLINED DRAINAGE S WALE...........................- - - - TYPE 'F' C4TCH 545IiV...............D-7 4 64 COA/Ci?ETE WG ..................D- 3 5 64 "A.C. 5Eh3fl Co 75 IF 00 OUTLET ...................0- / CA WATER 0/5COMV(C7/01V V401 r .......................—W --EJJ---- W— 2 £4 I CITY OF VISTA UTILITY O(STR(CT APPROVAL(S) LEUC4O/A COUAITV WA76W 0/ RICT -iLL 0. C)IPLLA.. 10111(14' CITY OF CARLSBAD FIRE DEPARTMENT "AS-BUILT " REQUIREMENTS NO. OF F.H.(S) F.FLOW C.P.M. OUT OF_F.H.(S) . /-.5-9 - BUILDING SPRINKLED: P.E. EX/ /.'-3126 DATE PACIFIC OCEAN AVENIDA ENCIN/ CITY OF SAN PAARCOS CARLSBAD MUNICIPAL WATER '4wI DISTRICT REED BY: WILLIAM E. PLUMMER ROE 28,176 EXP.3/31/98 DATE FIRE MARSHAL DATE -'-'7 DISTRICT ENGINEER INSPECT , DATE I SHEET I CITY OF CARLSBAD 11 SHFETS' 1 ENGINEERINGDEPARTMENT 6 CITY OF ENCINITAS IMPROVEMENT PLANS FOR AVENIDA ENCINAS AND STORM DRAINS CT 94-01 LLOYDB.HUBBS PE 23889_EX__IRES12-31-97 CITY ENGINEER DATE VICINITY MAP NO SCALE RDDEIJ SRLET 3ro I_ I DWN BY: _______ I E PROJECT NO. II DRAWING NO.1 DATE _INITIAL _DATE _INITIAL II CHKD BY: C.T. 94-01 __337-9 REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL VW Y. BENCHMARK: DESCRIPTION: STANDARD DISC SET FLUSH IN EAST CORNER ON NORTH ABUTMENT OF EAST BRIDGE BE LOCATION: APPROX. 300 FEET SOUTH OF SOUTH ENTRY TO CARLSBAD STATE PARK 40 FEET EAST rn OF CENTERLINE OF NORTH BOUND CARLSBAD ft 32M4 BLVD. ON PONTO STREET BRIDGE NO. A78B2 * " sA' /2/31/1 J*j RECORD FROM: NORTH COUNTY VERTICAL CONTROL DATA OF BOOK, PAGE 135 NO. OC 0147 ELEVATION: 50.558 M.S.L. 0 DRAWN BY: N.B. SCALE: 1"=40' DESIGNED BY: T.C. DATE: JAN. 1994 PROJECT MGR.:_C.0'D. JOB NO.: 921016 7220 Avenida Encinos Civil Engineering ENGINEER OF WORK: Suite 204 Planning Carlsbad, California 92009 Processing 619-931-7700 Surveying DATE INITIAL Fax:619-931-8680 DATE ENGINEER OF WORK GEORGE 10"DAY RICE: 32014 Dote: 08/31/94 Time: 07:37 PC #2 FILE=C:\J0BS\921016\921611.DWC ~l TO 16 Figure 9. Outlet of 84” RCP into Batiquitos Lagoon Figure 10. Sand Flat below Outlet of 84” RCP into Batiquitos Lagoon 8ATIQUITOS LAGOON LOCATION HYDRAULIC STUDY undergone major development and this value was estimated to be low. The Hydrologic Summary in the San Marcos Creek Bridge at West Carlsbad Blvd (1994) as-builts, was used to establish the l 00-year flood through the lagoon. According to the report, the 100-year base flood flow at the Carlsbad Boulevard Bridge is 12,000 cfs. 7.4 HEC-RAS OUTPUT The water surface elevations displayed in the appendices and output of this study are based on flooding that would occur during a 100-year storm. Appendix B contains water surface elevations, channel velo cities, top widths, Froude N umbers, and bottom elevations for each cross section list in Table A. Table A: Floodplain Comparison River Existing W.S. Proposed W.S. Change in Existing Top Proposed Top Change in Station Elevation (ft) Elevation (ft) Elevation (ft) Width (ft) Width (ft) Top Width (ft) 9724 11 .37 10.53 -0.84 1526.92 1482.77 -44.15 9162 11.36 10.52 -0.84 1665.57 1644 -21.57 8558 11 .33 10.48 -0.85 1298.03 1246.88 -51.15 7922 11 .32 10.46 -0.86 1719.03 1648.06 -70.97 7547 11 .32 10.46 -0.86 1528.84 1506.62 -22.22 6962 11 .31 10.46 -0.85 1572.21 1548.45 -23.76 6431 11.3 10.45 -0.85 1967 1945.4 -21.6 5864 11 .29 10.43 -0.86 1911 .35 1886.7 -24.65 5293 11 .29 10.42 -0.87 1993.45 1591.98 -401.47 4871 11 .28 10.41 -0.87 2173.11 2167.86 -5.25 4407 11.27 10.41 -0.86 2898.08 2780.56 -117.52 4209 11.23 10.19 -1.04 3055.56 3016.29 -39.27 4159* 10.96 N/A N/A 3067.71 N/A N/A ----4000 1-5 Bridge 3797 9.64 9.67 0.03 2200.43 2201.92 1.49 3581 9.8 9.8 0.00 1907.17 1907.17 0 3204 9.8 9.8 0.00 1594.47 1594.47 0 2754 9.8 9.8 0.00 1270.86 1270.87 0.01 2428 9.8 9.8 0.00 1657.88 1657.88 0 2076 9.8 9.8 0.00 2099.63 2099.64 0.01 1740 9.78 9.78 0.00 2060.58 2060.58 0 1454 9.46 9.46 0.00 239.8 239.8 0 -1300 NCTD Railroad Bridge 1207 8.76 8.76 0.00 278.54 278.54 0 976 8.9 8.9 0.00 1636.29 1636.29 0 874 8.72 8.72 0.00 456.59 456.59 0 581 8.26 8.26 0.00 232.83 232.83 0 400 Carlsbad Boulevard Bridge 342 7.39 7.39 0.00 220.55 220.55 0 47 7.17 7.17 0.00 170.28 170.28 0 *Indicates cross section only in existing model The lagoon bottom elevations are fairly flat and the flow velocities within the lagoon are less than 2 ft/s. The velocity increases at the three bridges where the flow contracts under the crossings and then slows down again as the flow expands into the next downstream section of the lagoon. Table A indicates that the proposed I-5 Bridge would reduce the flow constriction at the DOKKEN ENG I NEER I NG 7-7 February 2008 " ••. clokke nt nsl nee ti nf .com