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HomeMy WebLinkAboutCT 02-24; VILLAGES OF LA COSTA GREENS 1.11/.13/.14; HYDRAULIC STUDY; 2003-12-10HUNSAKER ^ASSOCIATES SAN DIEGO, INC. PLANNING ENGINEERING SURVEYING IRVINE LOSANGELES RIVERSIDE SAN DIEGO HYDRAULIC STUDY for LA COSTA GREENS - PHASE 1 NEIGHBORHOODS 1.11, 1.13 & 1.14 CEIVED DEC I h l^^i ENGINEERiNG City of Carlsbad, California Prepared for: Real Estate Collateral Managennent Company c/o Morrow Developnnent 1903 Wright Place Suite 180 Carlsbad, CA 92008 w.o. 2352-70 December 10, 2003 DAVE HAMMAR LEX WILLIMAN ALISA VIALPANDO 10179 Huennekens St. San Diego, CA 92121 (858) 558-4500 PH (858)558-1414 FX www.HunsakerSD.com lnfo@HunsakerSD.com (aymond L. Martin, Project Manager Hunsaker & Associates San Diego, I AH h:\reports\2352m70\2nd submlttal\Sta.doc W.O. 2352-698 11/27/2003 6:10 PM o CL tJ La Costa Greens - Phase I (Neighborhoods 1.11, 1.13 & 1.14) Hydraulic Study TABLE OF CONTENTS Chapter 1 - Executive Summary Introduction Existing Condition Proposed Condition Summary of Results Conclusion References Chapter 2 - Methodology & Model Development City of Carlsbad Drainage Design Criteria Storm Drain System Analysis SECTION Chapter 3 - Hydraulic Analysis (StormCAD Model Output) Neighborhood 1.11 Neighborhoods 1.13 & 1.14 III Chapter 4 - Inlet & Catch Basin Sizing IV Chapter 5 - Exhibits Exhibit A - Hydraulic Map - Neighborhoods 1.11,1.13&1.14 Reference Maps - Ultimate Condition Hydrology Map - Neighborhood 1.11 - Ultimate Condition Hydrology Map - Neighborhoods 1.12-South, 1.13& 1.14 AH li:\reports\23S2\070\2nd submittal\a02.doc W.O. 2352-698 11/27/2003 6:10 PM La Costa Greens - Phase I (Neighborhoods 1.11, 1.13 & 1.14) Hydraulic Study EXECUTIVE SUMMARY Introduction The purpose ofthis study is to analyze hydraulic conditions forthe proposed storm drain system pertaining to Neighborhoods 1.11,1.13, and 1.14 ofthe La Costa Greens Phase I project site. This report is an addendum to the "Master Hydrology Study & Revised Hydraulic Study for La Costa Greens Phase I Neighborhoods 1.08 Through 1.14" prepared by Hunsaker & Associates, and dated August 4, 2003. All hydrologic data used in this report was obtained from the previously mentioned study. La Costa Greens Phase I consists of Neighborhoods 1.08 through 1.14 in the southeast corner of Local Facilities Management Plan Zone 10 (see Vicinity Map below). This report will address: • Hydraulic calculations for the proposed stomri drain system • Proposed curb inlet and catch basin sizing OF UARCOS 11 PROJECT SITE VICINITYMAF NTS AH h:\repons\23S2\070\2ivl submlttal\a02.doc W.O. 2352-698 11/27/2003 6:10 PM La Costa Greens - Phase I (Neighborhoods 1.11,1.13 & 1.14) Hydraulic Study Existing Condition The site is located in the La Costa Greens Phase I project site area. Neighborhoods 1.11, 1.13, and 1.14 are bordered to the north by Neighborhood 1.10, to the south by Alga Road, and to the west by the La Costa Greens Golf Course (see Exhibit A and Reference Maps). Located in the Batiquitos watershed, the site consists of primarily undisturbed terrain covered with natural vegetation with portions being mass-graded, as shown on Drawing No. 397-2A. Natural runoff from the undeveloped site flows in a westerly direction to an unnamed tributary of San Marcos Creek, which then flows in a southerly direction along the site boundary ofthe La Costa Greens Golf Course, west of the Phase I development area. All the runoff eventually drains under Alga Road via three 96" RCP culverts, as shown in Drawing No. 397-2, and discharges into San Marcos Creek towards Batiquitos Lagoon. Proposed Condition The proposed project consists of single-family residential homes with its associated streets, sidewalks, internal storm drainage systems, and open space areas. In Neighborhood 1.11, after development of the site, a portion of the runoff from future Street "DD" will be collected by a proposed curb inlet which will tie into an existing storm drain system (see Drawing No. 397-2) via proposed 18" RCP pipes, while the rest of the runoff is conveyed by the existing storm drain system. On the other hand, runoff from the developed site in Neighborhoods 1.13 and 1.14 will be collected by an existing storm drain system, which originates in the southern portion of Neighborhood 1.12, then crosses through Neighborhoods 1.13 and 1.14, where it ties into an existing 42" RCP pipe via a B-1 inlet at Alga Road (depicted in Drawing No. 397-2). See "Master Hydrology Study & Revised Hydraulic Study for La Costa Greens Phase I Neighborhoods 1.08 Through 1.14" prepared by Hunsaker & Associates, and dated August 4, 2003 along with Reference Maps "Ultimate Condition Hydrology Map - Neighborhood 1.11" and "Ultimate Condition Hydrology Map - Neighborhoods 1.12-South, 1.13 & 1.14". The storm drain elements proposed in this report for Neighborhood 1.11 will tie to the existing storm drain system between Stations 22+00 and 23+00 at Goldstone Road (at Node 504). For node locations see the "Hydraulic Map - Neighborhoods 1.11, 1.13 & 1.14" which \s located in Chapter 5 as Exhibit A. The storm drain elements proposed in this report for Neighborhood 1.13 will tie to the existing storm drain system three different locations: • At future Galena Avenue near Station 24+00 (at Node 619) • At Galena Avenue between Stations 21 +00 and 22+00 (at Node 620) • At future Street "AA" near Station 10+00 at the cul-de-sac (at Node 647) For node locations refer to Exhibit A. AH h:\retxirtsV2352\070\2nd submlnalVa02.doc W.O. 2352-698 11/27/2003 6:10 PM La Costa Greens - Phase I (Neighborhoods 1.11,1.13 & 1.14) Hydraulic Study The storm drain elements proposed in this report for Neighborhood 1.14 will also tie to the existing storm drain system three different locations: • At Goldstone Road between Stations 17+00 and 18+00 (at Node 668) • At Goldstone Road between Stations 16+00 and 17+00 (at Node 672) • At Goldstone Road near Station 12+00 (at Node 657) For node locations refer to Exhibit A. Summarv of Results As mentioned before, this hydraulic study is an addendum to the hydraulic section in the previously referenced Hunsaker & Associates report. In this report, the proposed storm drain systems were analyzed with the StonnCAD software. Using a starting downstream water surface elevation at the discharge location, the program calculated the hydraulic grade line for the RCP storm drain systems (see Chapter 3). Existing and proposed storm drain layout for Neighborhoods 1.11,1.13 & 1.14 can be visually depicted on Exhibit A. The complete storm drain system for Neighborhood 1.11 is shown in the "Ultimate Condition Hydrology Map - Neighborhoods 1.09, 1.10 & 1.12-North" in Chapter 5. The complete storm drain system for Neighborhood 1.13 and 1.14, starting in the southern portion of Neighborhood 1.12 and ending in Alga Road, is shown in the "Ultimate Condition Hydrology Map - Neighborhoods 1.09, 1.10 & 1.12-North" in Chapter 5. All proposed curb inlets and catch basins were sized to ensure that they are capable of handling 100-year ultimate condition peak flows (see Chapter 4). All hydrologic data used to size the curb inlets and catch basins was also obtained from the previously referenced Hunsaker & Associates report. Conclusion Storm drain design results in no adverse impact. Construction of the proposed storm drain improvements as shown herein will safely collect and convey peak discharge through the development AH h:\reports\2352\070\2ral 5ubmlltal\a02.doc W.O. 2352-698 11/27/2003 6:10 PM La Costa Greens - Phase I (Neighborhoods 1.11,1.13 & 1.14) Hydraulic Study References "Master Hydrology Study & Revised Hydraulic Study for La Costa Greens Phase I Neighborhoods 1.08 Through 1.14"; Hunsaker & Associates; August 4, 2003. Drawing No. 397-2A Grading Plans for La Costa Greens Phase I; O'Day Consultants; January 16, 2003. Drawing No. 397-2 Improvement Plans for La Costa Greens Phase I; O'Day Consultants; January 16, 2003. "Standards for Design and Construction of Public Works Improvements in the City of Carlsbad"; City of Carlsbad, California; April 1993. "City of San Diego Regional Standard Drawings"; Section D - Drainage Systems; March 2000. AH h:\reports\2352\07m2nd submittal\a02.doc W.0.2352-698 11/27/2003 6:10PM La Costa Greens - Phase I (Neighborhoods 1.11, 1.13 & 1.14) Hydraulic Study CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT City of Carlsbad Drainage Design Criteria AH h:Vreports\2352\07a2nd submittal\a02.doc W.O. 2352-698 11/27/2003 6:10 PM DRAINAGE - DESIGN CRITERIA 1.- GENERAL A. All drainage design and requirements shall be In accordance with the latest City of Carlsbad Master Drainage and Storm Water Quality Management Plan and the requiremerits of the City Engineer and be based on full development of upstream tributary basins. B. Public drainage facilities shall be designed to carry the ten-year six-hour storm underground, the 50-year six-hour storm between the top of curbs and the 1CX)-year six-hour storm between the right-of-way lines. All culverts shall be designed to accommodate a 10O-year six-hour storm. C. The use of underground storm drain systems, In addition to standard curb and gutter shall be required: 1) When flooding or street overf'ow during 100-year six-hour storm cannot be maintained between right-of-way lines. 2) When 100-year six-hour storn flow from future upstream development (as proposed in the existing General Plan) will cause damage to structures and improvements. 3) When existing adequate drainage facilities are available for use (adjacent to proposed development). 4) When more than one travel lane of arterial and collector streets would be obstructed by 10-year 6-hour storm water flow. Special consideration will be required for super-elevated streets. D. The use of underground storm drain systems may be required: 1) When the water level in streets at the design storm Is within 1" of top of curb. 2) When velocity of water In streets exceeds 11 FPS. 3) When the water travels more than 1,000'. over land. E. The type of drainage facility shall be selected on the basis of physical and cultural adaptability to the proposed land use. Open channels may be considered in ileu of underground systems when the peak flow exceeds the capacity of a 48" diameter RCP. Fencing of open channels may be required as determined by the City Engineer. F. Permanent drainage facilities and right-of-way. Including access, shall be provided from development to point of satisfactory disposal. 17 I i .r I i i I I G. storm Drains constructed at a depth of 15' or greater measured from finish grade to the top of pipe or structure shall be considered deep storm drains and should b« avoided If at all possible. When required, special design consideration will be win include- ^ °^ ^nglnBer. Factors considered In the design 1) Oversized specially designed access holes/air shafts 2) Une encasements 3) Oversizing lines 4) Increased easement requirements for maintenance access 5) Water-tight joints 6) Additional thickness of storm drain The proje^ designer should meet with the planchecker prior to Initiation of desian to review design parameters. w.c;oiy.i H. Concentrated drainage from lots or areas greater than 0.5 acres shall not be discharged to City streets unless specifically approved by the City Engineer. I. Diversion of drainage from natural or existing basins is discouraged. 2. HYDROLOGY A. Off site, use a blue-line print of the latest edition City 400-scale topographic mapping. Show existing culverts, cross-gutters and drainage courses based on field review. Indicate the direction of flow; clearly delineate each drainage basin showing the area and discharge and the point of concentration. B. . On site, use the grading plan. If grading is not proposed, then use a 100-scale plan or greater enlargement. Show all proposed and existing drainage facilities and drainage courses. Indicate the direction of flow. Clearly delineate each drainage basin showing the area and discharge and the point of concentration. C. Use the charts In the San Dlego County Hydrology Manual for finding the T - and I. For small areas, a five minute T," may be utilized with prior approval of the Citv Engineer. ' D. Use the existing or ultimate development, whbhever gives the highest "C factor. E. Use the rational formula Q = CIA for watersheds less than 0.5 square mile unless an altemate method is approved by the City Engineer. For watersheds In excess of 0.5 square mile, the method of analysis shall be approved by the City Engineer prior to submitting calculations. 3. HYDRAULICS A. Street - provide: i 18 1) Depth of gutter flow calculation. 2) Inlet calculations. • ••... 3) Show gutter flow Q, Inlet Q, and bypass Q on a plan of the street. B. storm Drain Pipes and Open Channels - provide: 1) Hydraulic loss calculations for: entrance, friction, junction, access holes bends, angles, reduction and enlargement, 2) Analyze existing conditions upstream and downstream from proposed system, to be determined by the City Engineer on a case-by-case basis. 3) Calculate critical depth and normal depth for open channel flow conditions, 4) Design for non-silting velocity of 4 FPS in a two-year frequency storm unless otherwise approved by the City Engineer. 5) All pipes and outlets shall show HGL, velocity and 0 value(s) for which the storm drain Is designed to discharge. 6) Confluence angles shall be maintained between 45° and 90° from the main upstream flow. Flows shall not oppose main line flows. 4. INLETS A. Curb Inlets at a sump condition should be designated for two CFS per lineal foot of opening when headwater may rise to the top of curb. B. Curb inlets on a continuous grade should be designed based on the following equation: ,3/2 Q = 0.7 L (a + y) Where: y = depth of flow In approach gutter In feet . a = depth of depression of flow line at Inlet In feet L = length of clear opening In feet (maximum 30 feet) Q = flow In CFS, use 50-year design storm minimum C. Grated Inlets should be avoided when possible. When necessary, the design should be based on the Bureau of Public Roads Nomographs (now known as the Federal Highway Administration). All grated Inlets shall be bicycle proof. D. All catch basins shall have an access hole In the top unless access through the grate section satisfactory to the City Engineer is provided. E. Catch basins/curb inlets shall be located so as to eliminate, whenever possible, cross gutters. Catch basins/curb Inlets shall not be located within 5* of any curb return or driveway. 19 F. Minimum connector pipe for public drainage systems shall beil 8''. G. Flow through inlets may be used when pipe size is 24" or less and open channel flow characteristics exist. STORM DRAINS A Minimum pipe slope shall be .005 (.5%) unless otherwise approved by the City Engineer. B. Minimum storm drain, within public right-of-way, size shall be 18" diameter. C. Provide cleanouts at 300' maximum spacing and at angle points and at breaks in grade greater than 10°. For pipes 48" In diameter and larger, a maximum spacing of 500' may be used. D. The material for storm drains shall be reinforced concrete pipe or asbestos cement pipe designed in conformance with San Diego County Flood Control District's design criteria, as modified .by Carisbad Standard Specifications. Corrugated steel pipe shall not be used. Plastic/rubber collars shall be prohibited. E. Horizontal and vertical cun/e design shall conform to manufacturer recommended specifications. F. The pipe invert elevations, slope, and pipe profile line shall be delineated on the mylar of the Improvement plans. The strength classification of any pipe shall be shown on the plans. Minimum D-load for RCP shall be 1350 In all City streets or future rights-of-way. ACP shall have 2.0 times the minimum D-load required for RCP. Minimum D-load for depths less than 2", if allowed, shall be 2000 or greater. G. For all drainage designs not covered In these Standards, the cun'ent San Dlego County Hydrology and Design and Procedure Manual shall be used. H. For storm drain discharging Into unprotected or natural channel, proper energy dissipation measures shall be installed to prevent damage to the channel or erosion. I. The use of detention basins to even out storm peaks and reduce piping is permitted with substantiating engineering calculation and proper maintenance agreements. J. Desiltation measures for silt caused by development shall be provided and cleaned regularly during the rainy season (October 1st to April 15th) and after rr^ajor rainfall as required by the City Engineer or his designated representative, 20 K. L. M. N. Adequate storage capacity as determined by the City Engineer shall be maintained at all times. Protection of downstream or adjacent properties from incremental flows (caused by change from an undeveloped to a developed site) shall be provided. Such flows shall not be concentrated and directed across unprotected adjacent properties unless an easement and storm drains or channels to contain flows are provided. Unprotected downstream channels shall have erosion and grade control structures installed to prevent degradation, erosion, aiteration or downcutting of the channel banks. Storm drain pipes designed for flow meeting or exceeding 20 feet per second will require additional cover over Invert reinforcing steel as approved by the City Engineer. Storm drain pipe under pressure flow for the design storrfi, I.e., HGL above the soffit of the pipe, shall meet' the requirements of ASTM C76, 0361, C443 for water-tight joints in the sections of pipe calculated to be under pressure. An all weatiier access road from a paved public right-of-way shall be constructed to all drainage and utility Improvements. The following design parameters are required: Maximum grade 14%. 15 MPH speed, gated entry, minimum paved width 12 feet, 38' minimum radius, paving shall be a minimum'of 4" AC over 4" Class 11 AB, turnaround required if over 300'. Work areas should be provided as approved by the plan checker. Access roads should be shown on the tentative project approval to ensure adequate environmental review. Engineers are encouraged to gravity drain all lots to the street without use of a yard drain system. Where this is not possible yard drains should exit through the curb face in conformance with SDRSD D-27. 21 MODIFICATIONS TO SAN DIEGO REGIONAL STANDARD DRAWINGS The Standard Drawings for the City of Carlsbad shall be comprised ofthe current edition of the San Diego Area Regional Standard Drawings (SDRSD) as published by the San Dieqo Department of Transportation and as modified by the additions and substitutions listed below and the City of Carlsbad Supplemental Standards attached hereto. — Modifications to the San Dieao Area Regional Standard Drawing.*; Concrete requirement within public right-of-way shall be 560-C-3250 minimum for all improvements. D-2 Enlarge curb Inlet top to width of sidewalk (not to exceed 5'6") by length of Inlet including wings. Existing reinforcing steel shall be extended across enlarged top to clear distances shown. D-20 Delete. D-27 Add: A maximum of three (3) combined outlets In lieu.of Std. D-25. D-40 Add: 'T' dimension shall be a minimum of three (3) times size of rip rap. D-70 Minimum bottom width shall be 6' to facilitate cleaning. D-71 Minimum bottom width shall be 6' to facilitate cleaning. D-75 Delete 'Type-A" Add: 6" x 6" x #10 X #10 welded wire mesh, instead of stucco netting. E-1 Delete direct burial foundation. Add: The light standard shall be prestressed concrete round pole. G-3 . Delete. G-5 Add: Note 4. Tack coat shall be applied between dike and existing asphalt concrete surface as specified in Section 302-5.4 SSPWC." G-6 Type B-1 and B-2 curb heights shall be 8 Inches with 2:1 batter. G-11 Add: Remove curb/gutter and sidewalk from score-mark to score-mark or from jolnt-to-joint or approved combination. G-12 Add: smooth trowel flow line (typical) 7-1/2" thick. G-13 Add:, smooth trowel flow line (typical). 29 La Costa Greens - Phase I (Neighborhoods 1.11, 1.13 & 1.14) Hydraulic Study CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT Storm Drain System Analysis AH li:\repons\2352\070\2nd subminal\a02.doc W.0.2352-698 11/27/2003 6:10 PM La Costa Greens - Phase I (Neighborhoods 1.11, 1.13 & 1.14) Hydraulic Study Storm Drain Hvdraulic Analvsis Computer Software - StormCAD Design Storm - 100-Year Return inten/al Storm drain systems in this analysis were sized to prevent street flooding and to predict outlet velocities to receiving channels. The StormCAD computer program, developed by Haested Methods, was used to predict hydraulic grade lines, pipe flow travel times, and velocities in the storm drain systems. Required input includes the peak flowrate at each inlet, upstream and downstream inverts, pipe lengths, and rim elevations. Flow calculations are valid for both pressure and varied flow situations, including hydraulic jumps, backwater, and drawdown curves. The gravity network solution is solved using a numerical model that utilizes both the direct step and standard step gradually varied flow methods. Junction losses are modeled using the standard method, which calculates structure headloss based on the stmcture's exit velocity (velocity at the upstream end of the downstream pipe). The exit velocity head is multiplied by a user-entered coefficient to detennine the loss according to the following formula... Hs= K*Vo2/2g Where Hs = structure headloss (ft.) K = headloss coefficient Vo = exit pipe velocity (ft/s) G = gravitational acceleration (ft/s^) Typical headloss coefficients used for the standard method range from 0.5 to 1.0 depending on the number of pipes meeting at the junction and the confluence angle. For a trunkline only with no bend at the junction, a headloss coefficient of 0.5 is selected. For three or more entrance lines confluencing at a junction, a value of 1.0 is selected. AH li:\reportsU352\070\2nd submittal\a02.doc W.O. 2352.698 11/27/2003 6:10 PM La Costa Greens - Phase I (Neighborhoods 1.11, 1.13 & 1.14) Hydraulic Study CHAPTER 3 HYDRAULIC ANALYSIS (STORMCAD MODEL OUTPUT) Neighborhood 1,11 AH ll:\FeportsU352\070\2nd subnilltal\a02.dac W.0.2352-698 11/27/2003 6:10 PM Scenario: La Costa Greens Neighborhood 1.11 503 500 CO-1 510 Title: LA COSTA GREENS - NEIGHBORHOODS 1.09. 1.10, & 1.12 h:\.. .\basln pa 111 .stm Hunsaker & Associates - San Dlego, Inc. 12/08/03 11:54:56 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: H&A Employee StormCAD v5.5 [5.5003] Page 1 of 1 Scenario: La Costa Greens S Combined PipeXNode Report i Label U/S Node D/S Node U/S Ground Elevation (ft) D/S Ground Elevation (ft) U/S Invert Elevation (ft) D/s Invert Elevation (ft) Length (ft) Pipe Slope (%) Section Size Mannings "n" System Flow (cfs) Max Capacity (cfs) HGL In (ft) HGL Out (ft) Velocity In (ft/s) Velocity Out (ft/s) 1 P-9 503 CO-1 203.48 203.98 190.24 189.43 40.50 2.00 18 inch 0.013 7.01 14.85 191.27 190.18 5.45 7.90 V P-8 CO-1 515 203.98 196.10 189.10 185.33 163.69 2.30 18 inch 0.013 7.01 15.94 190.13 186.03 5.45 8.73 f P-7 515 504 196.10 189.66 185.00 179.85 149.20 3.45 18 inch 0.013 7.01 19.51 186.03 181.19 5.45 4.21 . P-1 510 509 205.00 206.20 194.03 191.74 49.87 4.59 18 inch 0.013 0.77 22.51 194.36 191.93 2.71 5.93 • P-2 509 514 206.20 189.93 191.41 180.88 46.33 22.73 18 inch 0.013 1.50 50.08 191.87 181.96 3.27 1.10 P-3 514 504 189.93 189.66 180.55 179.85 25.25 2.77 18 inch 0.013 8.05 17.49 181.65 181.19 5.80 4.84 1 r*; P-4 511 504 189.93 189.66 180.19 179.85 5.25 6.48 18 inch 0.013 5.34 26.73 181.08 181.19 4.89 3.21 1 r*; P-5 504 CO-2 189.66 188.31 179.35 178.44 30.29 3.00 24 inch 0.013 13.39 39.21 180.67 179.34 6.10 9.70 r P-6 CO-2 500 188.31 180.47 177.94 177.47 57.48 0.82 30 inch 0.013 13.39 37.09 179.17 178.52 5.57 6.85 Title: LA COSTA GREENS • h:\...\basin pa 111 .stm 12/08/03 11:55:11 AM NEIGHBORHOODS 1.09, 1.10, & 1.12 © Haestad Methods, Inc. Hunsaker & Associates - San Dlego, Inc. 37 Brookside Road Waterbury, CT 06708 USA •1-1-203-755-1666 Project Engineer: H&A Employee StormCAD v5.5 [5.5003] Page 1 of 1 Profile Scenario: La Costa Greens La Costa Greens - PA 1.11 Main Line: Goldstone Road (503-504) Label: 503 Rim: 203.48 ft Sump: 190.24 ft Label: Rim: 203 Sump: 1 Label: P-9 Up. Invert: 190.24 ft Dn. Invert: 189.43 ft L: 40.50 ft Size: 18 inch S: 2.00 % Up. Invert: 189.10 ft Dn. Invert: 185.33 ft L: 163.69 ft Size: 18 inch S: 2.30 % Label: 515 Rim: 196.10 ft Sump: 185.00 ft Lab Rim: 1 Sump: 17 k\: 504 .66 ft 9.35 ft Up. invei Dn. Inv€i rt: 185.00 ft rt: 179.85 ft L: 149.20 ft Size: 18 inch S: 3.45 % 205.00 200.00 195.00 190.00 Elevation (ft) 185.00 180.00 175.00 0+00 1+00 2+00 Station (ft) 3+00 4+00 Title: LA COSTA GREENS - NEIGHBORHOODS 1.09, 1.10,&1.12 h:\...\basln pa 111 .stm Hunsaker & Associates - San Dlego, Inc. 12/08/03 11:55:19 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: H&A Employee StormCAD v5.5 [5.5003] Page 1 of 1 La Costa Greens-Phase I (Neighborhoods 1.11, 1.13 & 1.14) Hydraulic Study CHAPTER 3 HYDRAULIC ANALYSIS (STORMCAD MODEL OUTPUT) Neighborhoods 1.13 & 1,14 AH h:\reports\2352\070\2nd sul)mittal\a02.doc W.0.2352-698 11/27/2003 6:10PM Scenario: La Costa Greens 604 603 • > H <( • 607 P-36 \ P-37 Neighborhood 1.12 Title: LA COSTA GREENS - 1.12, 1.13, & 1.14 h:\...\2nd submittal pa 111 113 114\pa 113 114.stm 12/07/03 07:51:59 PM 614 Hunsaker & Associates - San Diego, Inc. ) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: H&A Employee StormCAD v5.5 [5.5003] Page 1 of 1 Scenario: La Costa Greens NEIGHBORHOODS 1.13 & 1.14 668 667 -<—• 670 600 Neighborhood 1.14 Alicante Road 630 ,0617 628 P-32 \ p.33 Alicante Road ^ P-43 649 ^^^-3652 Neighborhood 1.13 647 CD P-42 o TV Q. P-^^1 679 648 Title: LA COSTA GREENS - 1.12, 1.13, & 1.14 h:\...\2nd submittal pa 111 113 114\pa 113 114.stm 12/07/03 07:55:15 PM Hunsaker & Associates - San Dlego, Inc. © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 ^ 682 Project Engineer: H&A Employee StormCAD v5.5 [5.5003] Page 1 of 1 Mi to o • 0 (L Scenario: La Costa Greens Combined Pipe\Node Report I Label U/s Node D/s Node U/s Ground Elevation (ft) D/s Ground Elevation (ft) U/s Invert Elevation (ft) D/s Invert Elevation (ft) Length (ft) Pipe Slope (%) Section Size Mannings "n" System Flow (cfs) Max Capacity (cfs) HGL In (ft) HGL Out (ft) Velocity In (ft/s) Velocity Out (ft/s) i P-25 628 619 233.50 221.92 223.00 207.96 256.21 5.87 18 inch 0.013 4.32 25.45 223.80 211.24 4.53 2.44 \ P-35 623 620 202.33 199.96 191.00 188.63 25.25 9.39 18 inch 0.013 6.25 32.18 191.97 190.39 5.19 3.54 P-40 647 648 184.86 180.00 180.00 171.82 25.26 32.38 18 inch 0.013 7.01 59.77 181.03 172.20 5.45 19.94 r P-41 682 648 187.00 180.00 182.00 171.82 143.65 7.09 18 inch 0.013 0.93 27.96 182.36 172.49 2.86 1.22 i h P-27 670 668 170.08 169.82 157.90 157.43 5.25 8.95 18 inch 0.013 2.62 31.43 158.51 158.21 3.85 2.83 i h P-26 667 668 170.08 169.82 159.58 157.43 25.25 8.51 18 Inch 0.013 6.27 30.65 160.55 157.94 5.20 11.72 P-28 675 672 165.11 164.84 154.94 154.83 5.25 2.10 18 inch 0.013 8.56 15.20 156.07 155.81 5.98 7.04 t L P-30 663 657 136.28 136.02 126.40 124.68 24.75 6.95 18 inch 0.013 5.52 27.69 130.60 130.53 3.12 3.12 P-31 660 657 136.28 136.02 125.08 124.68 4.75 8.42 18 inch 0.013 10.20 30.48 130.58 130.53 5.77 5.77 P-2 664 677 137.46 137.92 122.08 120.54 42.86 3.59 42 inch 0.013 130.55 190.70 127.23 126.51 13.57 13.57 P-3 657 664 136.02 137.46 122.68 122.41 54.17 0.50 42 inch 0.013 116.54 71.03 130.53 129.81 12.11 12.11 P-4 656 657 138.49 136.02 124.44 123.01 141.37 1.01 42 inch 0.013 103.31 101.18 132.03 130.53 10.74 10.74 P-5 644 656 144.17 138.49 126.84 124.77 207.13 1.00 42 inch 0.013 103.31 100.57 135.11 132.92 10.74 10.74 P-6 643 644 168.16 144.17 154.17 127.34 329.13 8.15 36 inch 0.013 90.94 190.42 157.02 136.72 13.11 12.87 P-7 630 643 192.94 168.16 180.00 154.50 294.28 8.67 36 inch 0.013 90.94 196.33 182.85 158.36 13.11 12.87 P-8 624 630 192.33 192.94 182.84 180.33 84.76 2.96 36 inch 0.013 65.71 114.77 186.08 185.25 9.30 9.30 P-9 620 624 199.96 192.33 187.13 183.17 198.10 2.00 36 inch 0.013 61.75 94.30 189.66 186.75 9.70 8.74 P-10 619 620 221.92 199.96 206.96 187.63 239.12 8.08 30 inch 0.013 56.25 116.61 209.33 190.39 11.70 11.46 P-11 617 619 262.20 221.92 256.00 207.96 121.22 39.63 18 inch 0.013 52.50 66.12 257.50 211.24 29.71 29.71 P-16 676 664 150.70 137.46 141.67 123.91 161.65 10.99 24 inch 0.013 15.97 74.98 143.11 129.81 6.59 5.08 P-17 672 676 164.84 150.70 154.00 142.00 182.56 6.57 24 inch 0.013 15.97 58.00 155.44 143.45 6.59 6.55 P-18 668 672 169.82 164.84 156.93 154.33 126.08 2.06 24 inch 0.013 7.52 32.48 157.90 155.85 4.95 2.94 P-19 649 644 141.39 144.17 132.00 127.84 114.06 3.65 30 inch 0.013 19.94 78.33 136.99 136.72 4.06 4.06 P-32 655 649 141.46 141.39 134.00 132.50 15.25 9.84 18 inch 0.013 6.50 32.94 137.30 137.24 3.68 3.68 P-33 652 649 141.66 141.39 134.00 132.50 41.25 3.64 18 inch 0.013 9.74 20.03 137.60 137.24 5.51 5.51 P-34 629 624 192.33 192.33 184.84 184.67 14.25 1.19 18 inch 0.013 4.63 11.47 186.78 186.75 2.62 2.62 P-42 648 679 180.00 144.00 171.32 137.14 310.76 11.00 24 inch 0.013 7.55 75.02 172.30 137.57 4.95 15.30 P-43 679 649 144.00 141.39 136.81 133.00 95.23 4.00 24 Inch 0.013 7.55 45.25 137.79 137.24 4.95 2.40 P-48 677 CB 137.92 137.05 120.21 110.64 88.52 10.81 42 inch 0.013 130.66 330.79 123.52 115.42 13.87 13.58 P-49 CB CO 137.05 99.79 110.31 87.55 101.63 22.39 42 inch 0.013 130.66 476.09 113.62 95.17 13.87 13.58 1 P-47 CO 600 99.79 98.61 87.22 87.01 19.50 1.08 42 inch 0.013 130.66 104.40 92.88 92.55 13.58 13.58 Title: LA COSTA GREENS - 1.12, 1.13, & 1.14 h:\...\2nd submittal pa 111 113 114\pa 113 114.stm 12/18/03 12:51:47 PM © Haestad Methods, Inc. Hunsaker & Associates - San Diego, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: H&A Employee StormCAD v5.5 [5.5003] Page 1 of 1 Profile Scenario: La Costa Greens La Costa Greens - Offsite PA 1,13 Main Line: Galena Ave, (628-619) Label: 628 Rim: 233.50 ft Sump: 223.00 ft Rin Sump Label: 619 i: 221.92 ft \ 1:206.96 ft \ ^llllllllHi Label: P-25 Up. Invert: 223.00 ft Dn. Invert: 207.96 ft L: 256.21 ft Size: 18 inch S: 5.87 % 235.00 230.00 225.00 Elevation (ft) 220.00 215.00 210.00 0+00 205.00 1+00 2+00 3+00 Station (ft) Title: LA COSTA GREENS - 1.12, 1.13, & 1.14 h:\...\2nd submittal pa 111 113 114\pa 113 114.stm Hunsaker & Associates - San Diego, Inc. 12/07/03 07:58:55 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: H&A Employee StormCAD v5.5 [5.5003] Page 1 of 1 Profile Scenario: La Costa Greens La Costa Greens - PA 1.13 Lateral: Galena Ave. (623-620) Label: 623 Rim: 202,33 ft Sump: 191.00 ft Label: 620 Riiln: 199,96 ft mp: 187,13 ft 00 63 ft ft Label: P-35 Up. Invert: 191, Dn. Invert: 188. L: 25.25 ft Size: 18 inch S: 9.39 % 185.00 0+00 0+50 1+00 Station (ft) Title: LA COSTA GREENS - 1.12, 1.13, & 1.14 Project Engineer: H&A Employee h:\...\2nd submittal pa 111 113 114\pa 113 114.stm Hunsaker & Associates - San Diego, Inc. StormCAD v5.5 [5.5003] 12/07/03 07:59:23 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Pagelofi 205.00 200.00 195.00 Elevation (ft) 190.00 Profile Scenario: La Costa Greens La Costa Greens - PA 1,13 Lateral: Street AA and Offsite (647-682) Label: 647 Rinn: 184.86 ft Sump: 180.00 ft Label: 648 Rim: 180.00 ft Sump: 171.32 ft Label: P-40 Up. Invert: 180.00 ft Dn. Invert: 171.82 ft L: 25.26 ft Size: 18 inch S: 32.38 % Labe Rim: 1 Sump 190.00 682 87.00 ft 182.00 ft 185.00 180.00 Elevation (ft) 175.00 170.00 0+00 Title: LA COSTA GREENS - 1.12, 1.13, & 1.14 h:\...\2nd submittal pa 111 113 114\pa 113 114.stm 12/07/03 08:00:49 PM © Haestad Methods, Inc. 1+00 Station (ft) Hunsaker & Associates - San Diego, Inc. 37 Brookside Road Waterbury, CT 06708 USA 2+00 +1-203-755-1666 Project Engineer: H&A Employee StormCAD v5.5 [5.5003] Page 1 of 1 Profile Scenario: La Costa Greens La Costa Greens - PA 1.14 Lateral: Goldstone Road (667-670) Label: 667 Rim: 170.08 ft Sump: 159.58 ft Label: P-26 Up. Invert: 159.58 ft Dn. Invert: 157.43 ft L: 25.25 ft Size: 18 inch S: 8.51 % Label: 668 Rim: 169.82 ft Sump: 156.93 ft Label: 670 Rim: 170.08 ft Sump: 157.90 ft 175.00 170.00 Label: P-27 Up. Invert: 1^7 Dn. Invert: 157 L: 5.25 ft Size: 18 inch 165.00 Elevation (ft) .90 ft .43 ft 160.00 155.00 0+00 0+50 Station (ft) 1+00 Title: LA COSTA GREENS - 1.12, 1.13. & 1.14 Project Engineer: H&A Employee h:\...\2nd submittal pa 111 113 114\pa 113 114.stm Hunsaker & Associates - San Diego, Inc. StormCAD v5.5 [5.5003] 12/07/03 08:12:01 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Pagelofi Profile Scenario: La Costa Greens La Costa Greens - PA 1.14 Lateral: Goldstone Road (675-672) Label: 675 Rim: 165.1 Sump: 15^^ Labe Rim Sumd) Label: P Up. Inve Dn. Inve L: 5,25 Size: 18 S: 2,10 1 ft .94 ft 672 164.84 ft 154.00 ft -28 rt: 154,94 ft rt: 154,83 ft !t inch % 170,00 165,00 160,00 Elevation (ft) 155,00 150.00 0+00 0+50 1+00 Station (ft) Title: U\ COSTA GREENS - 1.12, 1.13, & 1.14 h:\...\2nd submittal pa 111 113 114\pa 113 114.stm 12/07/03 08:13:07 PM © Haestad Methods, Inc. Hunsaker & Associates - San Diego, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: H&A Employee StormCAD v5.5 [5.5003] +1-203-755-1666 Pagelofi Profile Scenario: La Costa Greens La Costa Greens - PA 1.14 Lateral: Goldstone Rd. (660-663) Label: 660 Rim: 136,28 ft Sump: 125.08 ft Label: 657 Rim: 136.02 ft Sump: 122.68 ft Label: P-31 Up. Invert: 125,08 ft Dn, Invert: 124,68 ft L: 4,75 ft Size: 18 inch S: 8,42 % 0+00 Label: 663 Rim: 136,28 ft Sump: 126.40 ft Label P-30 Invert: 126,40 ft nvert: 124.68 ft 75 ft : 18 inch 95 % 140.00 135,00 Elevation (ft) 130.00 125.00 120.00 0+50 Station (ft) 1+00 Title: LA COSTA GREENS - 1.12, 1.13, & 1.14 Project Engineer: H&A Employee h:\...\2nd submittal pa 111 113 114\pa 113 114.stm Hunsaker & Associates - San Diego, Inc. StormCAD v5.5 [5.5003] 12/18/03 12:52:20 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Pagelofi La Costa Greens - Phase I (Neighborhoods 1.11,1.138.1.14) Hydraulic Study CHAPTER 4 INLET & CATCH BASiN SIZING Inlet Sizing AH h:\iBports\2352\070\2nd submittal\a02.doc W.0.2352-698 11/27/2003 6:10 PM CURB INLET SIZING LA COSTA GREENS - NEIGHBORHOOD 1.11 Type Inlet Street Surface Gutter Flow Required Use of at Slope^ Flow^ Depression Depth Length of Length ^ Inlet Node S(%) Q (cfs) a (ft) y(ft) Opening^ (ft) (ft) SUMP 503 7.0 N\A N\A 3.5 5 1 From street profiles in Improvement Plans 2 From AES ouput 3 Per City of Carlsbad Standards From Ratio: Q/L = 2 5 Length shown on plans (Required Length of Opening + 1 foot) 12/7/2003 H:\EXCEL\2352\70\lnletSizing 111-Carlsbad.xls CURB INLET SIZING LA COSTA GREENS - NEIGHBORHOOD 1.13 Type of Inlet Inlet at Node Street Slope^ S(%) Surface Flow^ Q (cfs) Gutter Depression a (ft) Flow Depth^ y(ft) Required Length of Opening'* (ft) Use Length ^ (ft) ON-GRADE 623 7.60% 6.3 0.33 0.31 17.3 19 From street profiles in Improvement Plans From AES ouput From Manning's Equation: Q = (1.49/n)*A*S^'^*R^^ The hydraulic radius, R, and area, A, are expressed as a function of the flow depth, y. Typical cross-section of a Type G gutter is used for the analysis. Per City of Carlsbad Standards From Equation: Q = 0.7L(a+y)'^3/2 Length shown on plans (Required Length of Opening + 1 foot) Type Inlet Street Surface Gutter Flow Required Use of at Slope^ Flow^ Depression Depth Length of Length ^ Inlet Node S (%) Q (cfs) a (ft) y(ft) Opening' (ft) (ft) SUMP 647 N\A 7.0 N\A 3.5 5 1 From street profiles in Improvement Plans 2 From AES ouput 3 Per City of Carlsbad Standards From Ratio: Q/L = 2 5 Length shown on plans (Required Length of Opening + 1 foot) 12/7/2003 H:\EXCEL\2352\70\lnletSizing 113-Carlsbad.xls CURB INLET SIZING CALCULATIONS LA COSTA GREENS - NEIGHBORHOOD 1.13 Street Capacity for One Side of Street: Curb Inlet No. 623 Surface Flow, Q (cfs) 6.25 Gutter Width, Wg (ft) 1.33 (Type G) Gutter Depression, a (ft) 0.125 lip + a (ft) 0.125 (no lip) Manning's n 0.016 (average) Longitudinal Slope, S 0.0760 Pavement Slope, Sx 0.020 0/(8^^0.5) 22.671 Depth of Flow, y (in) 3.8 Depth of Flow, y (ft) 0.31 Flow Topwidth, (ft) 10.75 (within street) X-Sect. Area of Flow, (ft^) 1.108 Velocity of Flow, (fps) 5.64 12/7/2003 H:\EXCEL\2352\70\lnletSizing 113-Carlsbad.xls CURB INLET SIZING LA COSTA GREENS - NEIGHBORHOOD 1.14 Type Inlet Street Surface Gutter Flow Required Use of at Slope^ Flow^ Depression Depth' Length of Opening'* (ft) Length ^ Inlet Node S(%) Q (cfs) a (ft) y(ft) Length of Opening'* (ft) (ft) ON-GRADE 670 1.00% 2.6 0.33 0.33 7.1 9 ON-GRADE 675 6.00% 8.6 0.33 0.35 21.7 23 ON-GRADE 667 1.00% 6.3 0.33 0.41 14.0 15 4 5 From street profiles in Improvement Plans From AES ouput From Manning's Equation: Q = (1.49/n)*A*S^'^*R^' The hydraulic radius, R, and area, A, are expressed as a function of the flow depth, y. Typical cross-section of a Type G gutter is used for the analysis. Per City of Carlsbad Standards From Equation: Q = 0.7L(a+y)'^3/2 Length shown on plans (Required Length of Opening + 1 foot) Type Inlet Street Surface Gutter Flow Required Use of at Slope^ Flow^ Depression Depth Length of Opening' (ft) Length ^ Inlet Node S (%) Q(cfs) a (ft) y(ft) Length of Opening' (ft) (ft) SUMP 663 N\A 5.5 N\A NV^ 2.8 5 SUMP 660 NV^ 10.2 N\A N\A 5.1 7 1 From street profiles in Improvement Plans 2 From AES ouput 3 Per City of Carlsbad Standards From Ratio: Q/L = 2 5 Length shown on plans (Required Length of Opening + 1 foot) 12/7/2003 H:\EXCEL\2352\70\lnletSizing 114-Carlsbad.xls CURB INLET SIZING CALCULATIONS LA COSTA GREENS - NEIGHBORHOOD 1.14 Street Capacity for One Side of Street: Curb Inlet No. 670 675 667 Surface Flow, Q (cfs) 2.62 8.56 6.27 Gutter Width, Wg (ft) 1.33 (Type G) 1.33 (Type G) 1.33 (Type G) Gutter Depression, a (ft) 0.125 0.125 0.125 lip + a (ft) 0.125 (no lip) 0.125 (no lip) 0.125 (no lip) Manning's n 0.016 (average) 0.016 (average) 0.016 (average) Longitudinal Slope, S 0.0100 0.0600 0.0100 Pavement Slope, Sx 0.020 0.020 0.020 Q/(S^0.5) 26.200 34.946 62.700 Depth of Flow, y (in) 3.9 4.2 5.0 Depth of Flow, y (ft) 0.33 0.35 0.41 Flow Topwidth, (ft) 11.33 (within street) 12.66 (within street) 15.75 (within street) X-Sect. Area of Flow, (ft^) 1.230 1.534 2.376 Velocity of Flow, (fps) 2.13 5.58 2.64 12/7/2003 H:\EXCEL\2352\70\lnletSizing 114-Carlsbad.xls La Costa Greens - Phase I (Neighborhoods 1.11, 1.13 & 1.14) Hydraulic Study CHAPTER 4 INLET & CATCH BASIN SIZING Catch Basin Sizing AH h:\reports\2352\070\2nd 5ubinMal\a02.doc W.0.2352-698 11/27/2003 6:10 PM CATCH BASIN TYPE "F' Per Regional Standard Drawings (March 2000) - Drawing D-7: 3' y = 0.405' (Centroid) Q^ax=0.6AV(2gh) Q™x=0.6AV(2gh) Qmax = 0.6(1.875+0.1875)[V(2)(32.2)(1.125-0.405)] Q max = 8.43 cfs per opening NEIGHBORHOOD 1.11 There are no proposed catch basins in Neighborhood 1.11. NEIGHBORHOOD 1.13 At Node #: 628 Q= 4.32 cfs One Opening: East Side At Node #: 682 Q= 0.93 cfs One Opening: North Side NEIGHBORHOOD 1,14 There are no proposed catch basins in Neighborhood 1.14. 12A7/2003 H:\EXCEL\2352\70\Catch Basin F 111 113 114.xls La Costa Greens - Phase i (Neighborhoods 1.11,1.13 & 1.14) Hydraulic Study CHAPTER 5 EXHIBITS Exhibit A - Hydraulic iVIap Neighborhoods 1,11,1.13 & 1,14 AH h:\reports\2352\070\2nd subminal\a02.dM W.0.2352-698 11/27/2003 6:10 PM La Costa Greens - Phase I (Neighborhoods 1.11,1.13 & 1.14) Hydraulic Study CHAPTER 5 REFERENCE MAPS Ultimate Condition Hydrology IVlap Neighborhood 1.11 (From "Master Hydrology Study & Revised Hydraulic Study for La Costa Greens Phase I Neigtiborhoods 1,08 Through 1.14") AH h:\rei»ns\23S2\07a\2nd subminal\a02.doc W.O. 2352-698 11/27/2003 6:10 PM La Costa Greens - Phase I (Neighborhoods 1.11,1.13 & 1.14) Hydraulic Study CHAPTER 5 REFERENCE IVIAPS Ultimate Condition Hydrology Map Neighborhoods 1.12-South, 1.13 & 1.14 (From "Master Hydrology Study & Revised Hydraulic Study for La Costa Greens Phase I Neighborhoods 1.08 Through 1.14") AH h.\reports\2352\070\2nd submlttal\a02.doc W.0.2352-698 11/27/2003 6:10 PM