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HomeMy WebLinkAboutCT 02-20; LA COSTA GREENS NEIGHBORHOOD 1.10; HYDRAULIC STUDY; 2003-12-01HUNSAKER ^ASSOCIATES SAN DIEGO, INC. PLANNING ENGINEERING SURVEYING IRVINE LOS ANGELES RIVERSIDE SAN DIEGO HYDRAULIC STUDY for LA COSTA GREENS - PHASE 1 NEIGHBORHOOD 1.10 RECEIVED ENGiNEERti^G City of Carlsbad, California Prepared for: Real Estate Collateral Management Company c/o Morrow Development 1903 Wright Place Suite 180 Carlsbad, CA 92008 W.O. 2352-69 December 1, 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 Raymond L. Martin, R.C.E. Project Manager Hunsaker & Associates San Diego, Inc. AH h:\reports\2352\069\2nd sutjmlttaHa01.doc W.O. 2352-69 11/27/2003 5:17 PM La Costa Greens - Phase I (Neighborhood 1.10) Hydraulic Study TABLE OF CONTENTS SECTION Chapter 1 - Executive Summary Introduction Existing Condition Proposed Condition Summary of Results Conclusion References Chapter 2 - Methodology & IVlodel Development City of Carlsbad Drainage Design Criteria Storm Drain System Analysis Chapter 3 - Hydraulic Analysis (StormCAD Model Output) III Chapter 4 - Inlet & Catch Basin Sizing IV Inlet Sizing Catch Basin Sizing Chapter 5 - Exhibits Exhibit A - Hydraulic Map - Neighborhood 1.10 Reference Maps - Ultimate Condition Hydrology Map - Neighborhoods 1.09, 1.10 and 1.12-North AH li:\reports\2352\069\2iKl submlttalVaOt.doc W.O. 2352-69 11/27/2003 5:17 PM La Costa Greens - Phase Hydraulic Study (Neighborhood 1.10) EXECUTIVE SUMMARY Introduction The purpose of this study is to analyze hydraulic conditions for the proposed storm drain system pertaining to Neighborhood 1.10 of the La Costa Greens Phase I project site. This report is an addendum to the "Master Hydrology Study & Revised Hydraulic Study for La Costa Greens Pliase 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 1 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 storm drain system • Proposed curb inlet and catch basin sizing or lUARCOS PROJECT SITE VICINITY MAP NTS AH h:\reports\2352\069V2nd submittal\aOl .doc W.O. 2352-69 11/27/2003 5:17 PM La Costa Greens - Phase 1 (Neighborhood 1.10) Hydraulic Study Existing Condition The site is located in the La Costa Greens Phase 1 project site area. Neighborhood 1.10 is bordered to the northeast by Neighborhood 1.09, to the south by Neighborhood 1.11, and to the west by the La Costa Greens Golf Course (see Exhibit A). 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 1 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. Runoff from the developed site area will be collected by an existing storm drain system, which originates in Neighborhood 1.12, then crosses through the southern portion of Neighborhood 1.09 as well as Neighborhood 1.10, where it finally discharges into the unnamed tributary of San Marcos Creek (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 Map "Ultimate Condition Hydrology Map - Neighborhoods 1.09, 1.10 & 1.12-North". The storm drain elements proposed in this report for Neighborhood 1.10 will tie to the existing storm drain system at six different locations: • At future Street "KK" between Stations 21+00 and 22+00 (at Node 385) • At future Street "KK" between Stations 16+00 and 17+00 (at Node 408) • At future Street "KK" between Stations 11 +00 and 12+00 (at Node 416) • At future Street "KK" near Station 10+00 at the cul-de-sac (at Node 429) • At future Street "11" between Stations 14+00 and 15+00 (at Node 395) • At future Street "11" between Stations 12+00 and 13+00 (at Node 398) For node locations see the "Hydraulic Map - Neighborhood 1.10" which is located in Chapter 5 as Exhibit A. Summary 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 system was analyzed with the StormCAD software. Using a starting downstream water surface elevation based on a free outfall at the discharge locations, the program calculated the hydraulic grade line for the RCP storm drain system (see Chapter 3). Existing and proposed storm drain layout for Neighborhood 1.10 can be visually depicted on Exhibit A. The complete storm drain system, starting in Neighborhood 1.12 and ending in neighborhood 1.10, is shown in the AH h:\repoits\23S2\069V2nd submlttal\a01.dac W.O. 2352-69 11/27/2003 5:17 PM La Costa Greens - Phase 1 (Neighborhood 1.10) Hydraulic Study "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 basin was also obtained from the previously referenced Hunsaker & Associates report. Conclusion Storm drain design results in no adverse impact. Construction ofthe proposed storm drain improvements as shown herein will safely collect and convey peak discharge through the development AH h:\reports\2352\069\2nd submlnal\a01.doc W.O. 2352-69 11/27/2003 5:17 PM La Costa Greens - Phase 1 (Neighborhood 1.10) 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 1; 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:\repons\2352\069\2nd sulimlttalVa01.doc W.O. 2352-69 11/27/2003 5:17 PM La Costa Greens - Phase 1 (Neighborhood 1.10) Hydraulic Study CHAPTER 2 IVIETHODOLOGY & MODEL DEVELOPIVIENT City of Carlsbad Drainage Design Criteria AH li:\repons\2352\069\2nd submlttal\a01 .doc W.O. 2352-69 11/27/2003 5:17 PM DRAINAGE - DESIGN CRITERIA 1.' GENERAL A. All drainage design and requirements shall be in acGordance with the latest City of Carlsbad Master Drainage and Storm Water Quality Management Plan and the requirements of the City Engineer and be based on full development of upstream tributary basins. B. Public drainage facilities shall be designed to carry the ten-year six-hour storm underground, the 50-year six-hour storm between the top of curbs and the 100-year six-hour storm between the right-of-way lines. All culverts shall be designed to accommodate a 100-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 overfow 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 sfomi 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 lieu of underground systems when the peak flow exceeds the capacity of a 48" diameter RCP. Fencing of open channels may be required as determined by the City Engineer. F. Permanent drainage facilities and right-of-way, Including access, shall be provided from development to point of satisfactory disposal. 17 I I .1 1 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 Snd should be avoided if at all possible. When required, special design consideration will be required to the satisfaction of the City Engineer. Factors considered in the desiqn will Include: ^ 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 project designer should meet with the planchecker prior to Initiation of desiqn to review design parameters. H. Concentrated drainage from lots or areas greater than 0.5 acres shall not be discharged to City streets unless specifically approved by the City Engineer. I. Diversion of drainage from natural or existing basins is discouraged, HYDROLOGY A. Off site, use a blue-lirie 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. 0. Use the charts in the San Dlego County Hydrology Manual for finding the T " and "I". For small areas, a five minute may be utilized with prior approval of the City Engineer. D. Use the existing or ultimate development, whichever gives the highest "C" factor. E. Use the rational formula Q = CIA for watersheds less than 0.5 square mile unless an alternate method Is approved by the City Engineer. For watersheds In excess of 0.5 square mile, the method of analysis shall be approved by the City Engineer prior to submitting calculations. 3. HYDRAULICS A. Street - provide: 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 othenwise approved by the City Engineer. 5) All pipes and outlets shall show HGL, velocity and Q 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. INLETS A. Curb Inlets at a sump condition should be designated for two CFS per lineal foot of opening when headwater may rise to the top of curb. B. Curb Inlets on a continuous grade should be designed based on the following equation: Q = 0.7 L (a + ^f^ 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 proot 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 be\18". G. Flow through inlets may be used when pipe size is 24" or less and open channel flow characteristics exist. 5. 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 Carlsbad Standard Specifications. Corrugated steel pipe shall not be used. Plastic/rubber collars shall be prohibited. E. Horizontal and vertical curve design shall conform to manufacturer recommended specifications. F. The pipe invert elevations, slope, and pipie 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 2.0times 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 current San Diego 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 I agreements. J. Desiltatlon 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. P. 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, alteration 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 storm, I.e., HGL above the soffit of the pipe, shall meet the requirements of ASTM C76, C361, C443 for water-tight joints In the sections of pipe calculated to be under pressure. 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 II AB, turnaround required If over 300'. Work areas should be provided as approved by the plan checker. Access roads should be shown on the tentative project approval to ensure adequate environmental review. 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 of the current edition of the San Diego Area Regional Standard Drawings (SDRSD) as published by the San Diego Department of Transportation and as modified by the additions and substitufions listed below and the City of Carlsbad Supplemental Standards attached hereto. Modifications to the San Dieqo Area Regional Standard Drawings 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 1 (Neighborhood 1.10) Hydraulic Study CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT Storm Drain System Analysis AH h:\reports\2352\069\2nd 5ubnnlttal\a01.doc W.O. 2352-69 11/27/2003 5:17 PM La Costa Greens - Phase I (Neighborhood 1.10) Hydraulic Study Storm Drain Hvdraulic Analysis Computer Software - StormCAD Design Storm - 100-Year Return Interval 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 structure's exit velocity (velocity at the upstream end ofthe downstream pipe). The exit velocity head is multiplied by a user-entered coefficient to determine the loss according to the following formula... Hs= K*Vo^/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 trunkllne 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 h:\r«pons\23S2\069\2nd submlttalVaOl.doc W.O. 2352-69 11/27/2003 5:17 PM La Costa Greens - Phase 1 (Neighborhood 1.10) Hydraulic Study CHAPTER 3 HYDRAULIC ANALYSIS (STORMCAD MODEL OUTPUT) AH li:\reports\2352\069\2nd submittal\a01.doc W.O. 2352-69 11/27/2003 5:17 PM Scenario: La Costa Greens Alicante Road P-60f p.6l . °> ' ol 363L3-^-rf]3g.| P-62/ o °' 359 —<—e <4—Qss? P-31 p.32 Alicante Road Title: LA COSTA GREENS - NEIGHBORHOODS 1.09, 1.10, & 1.12 h;\ ..\2352\69\2nd submittal dwg 406-5\1 lO.stm Hunsaker & Associates - San Diego, inc. 11/27/03 05:05:07 PiW © Haestad iVIethods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 P-76 Neighborhood 1.12 Project Engineer: H&A Employee StormCAD v5.5 [5.5003] Page 1 of 1 Scenario: La Costa Greens Neighborhood 1.10 381 384 411 Q>-d]408 P-80 .^^432 P-93 \f SWQ 300 Title: LA COSTA GREENS - NEIGHBORHOODS 1.09, 1.10, & 1.12 Project Engineer: H&A Employee h:\...\2352\69\2nd submittal dwg 406-5\110.stm Hunsaker & Associates - San Diego, Inc. StormCAD v5.5 [5.5003] 11/27/03 05:07:22 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: La Costa Greens Combined Pipe\Node Report 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) P-55 406 385 132.97 132.70 119.36 119.12 24.25 0.99 18 Inch 0.013 8.40 10.45 123.30 123.14 4.75 4.75 P-80 411 408 106.15 105.89 95.10 94.89 3.23 6.50 18 inch 0.013 7.78 26.78 96.18 96.28 5.71 4.55 P-44 432 429 99.49 96.72 82.86 81.35 4.98 30.32 18 inch 0.013 6.02 57.84 87.35 87.34 3.41 3.41 P-41 389 393 167.96 153.88 160.76 148.45 194.63 6.32 18 inch 0.013 12.68 26.42 162.10 149.91 7.61 7.23 P-40 393 394 153.88 144.91 148.12 137.01 179.48 6.19 18 inch 0.013 12.68 26.13 149.46 138.47 7.61 7.23 P-39 394 395 144.91 125.59 136.68 118.40 296.91 6.16 18 inch 0.013 12.68 26.06 138.02 120.38 7.61 7.18 P-53 388 389 168.22 167.96 161.60 161.09 25.82 1.98 18 inch 0.013 6.04 14.76 162.98 162.91 3.55 3.42 P-54 392 389 168.22 167.96 161.34 161.09 25.25 0.99 18 Inch 0.013 6.99 10.45 163.02 162.91 3.96 3.96 P-51 402 398 118.43 118.19 110.92 110.39 26.25 2.02 18 Inch 0.013 10.64 14.93 114.23 113.96 6.02 6.02 P-50 434 398 118.43 118.19 110.52 110.39 6.25 2.08 18 inch 0.013 4.41 15.15 113.97 113.96 2.50 2.50 P-36 422 423 164.08 151,11 147.82 143.14 69.14 6.77 18 inch 0.013 1.99 27.33 148.35 143.41 3.55 9.01 P-35 423 424 151.11 119.92 142.81 108.40 328.18 10.49 18 inch 0.013 1.99 34.01 143.34 108.65 3.55 10.51 P-34 424 420 119.92 101.48 108.07 91.51 243.48 6.80 18 inch 0.013 1.99 27.39 108.60 93.67 3.55 1.13 P-33 420 416 101.48 101.16 91.18 89.14 60.72 3.36 18 inch 0.013 14.37 19.25 92.57 91.25 8.40 8.13 P-47 419 420 101.74 101.48 93.54 91.51 5.25 38.67 18 inch 0.013 4.94 65.32 94.39 93.67 4.75 2.80 P-46 428 420 101.74 101.48 93.09 91.51 25.25 6.26 18 inch 0.013 7.98 26.28 94.18 93.67 5.78 4.52 P-2 433 429 99.27 96.72 79.37 79.10 54.44 0.50 72 inch 0.013 300.38 298.24 87.61 87.34 10.62 10.62 P-5 415 416 102.34 101.16 85.79 84.64 114.56 1.00 72 inch 0.013 291.62 424.30 91.79 91.25 10.31 10.31 P-6 412 415 105.41 102.34 89.10 86.12 298.95 1.00 72 inch 0.013 291.62 422.81 93.77 92.62 12.35 10.31 P-7 408 412 105.89 105.41 90.06 89.43 62.72 1.00 72 inch 0.013 266.95 424.43 95.53 95.43 9.88 9.44 P-8 407 408 109.93 105.89 92.23 90.39 193.44 0.95 72 inch 0.013 262.14 413.02 96.67 96.28 11.70 9.31 P-9 385 407 132.70 109.93 115.79 93.73 330.30 6.68 54 inch 0.013 262.14 508.18 120.10 96.11 16.72 30.74 P-10 381 385 140.99 132.70 125.67 116.12 362.54 2.63 54 inch 0.013 255.76 319.15 129.96 123.14 16.35 16.08 P-49 403 412 105.48 105.41 93.91 93.43 23.26 2.06 24 inch 0.013 30.08 32.50 95.77 95.43 9.87 9.57 P-56 384 381 141.38 140.99 130.00 128.20 32.26 5.58 18 inch 0.013 4.00 24.81 133.75 133.70 2.26 2.26 P-83 416 433 101.16 99.27 84.31 79.70 133.64 3.45 72 inch 0.013 300.38 786.54 89.05 88.49 12.55 10.62 P-84 429 SWQ 96.72 96.72 79.10 78.79 61.11 0.51 72 inch 0.013 306.34 301.62 86.06 85.74 10.83 10.83 P-38 395 398 125.59 118.19 118.07 110.39 192.48 3.99 18 inch 0.013 15.67 20.98 119.49 113.96 9.06 8.87 P-52 397 395 125.85 125.59 118.91 118.40 25.27 2.02 18 inch 0.013 3.94 14.92 120.42 120.38 2.23 2.23 P-37 398 CB 118.19 121.26 109.89 108.61 127.71 1.00 24 inch 0.013 27.97 22.65 112.73 110.78 8.90 8.90 P-92 CB 403 121.26 105.48 108.28 94.24 54.03 25.99 24 inch 0.013 27.97 115.31 110.11 96.53 9.29 8.90 P-93 SWQ CO 96.72 95.81 78.46 74.73 10.50 35.52 72 inch 0.013 306.34 2,524.05 83.24 81.18 12.68 10.83 P-94 CO 300 95.81 78.27 74.40 70.30 113.92 3.60 72 inch 0.013 306.34 803.40 79.18 73.39 12.68 20.86 Title: LA COSTA GREENS - NEIGHBORHOODS 1.09, 1.10, & 1,12 h:\...\2352\69\2nd submittal dwg 406-5\1 lO.stm 11/27/03 05:08:56 PM I 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 - PA 1.10 Lateral: Street KK (406-385) Label: 406 Rim: 132.97 ft Sump: 119.36 ft Label: P-55 Up. Invert: Dn. Invert: L: 24.25 ft Size: 18 inch S: 0.99 % Label: 385 Rim: 132.70 f Sump: 115.7£ 119.36 ft 119.12ft 135.00 ft 130.00 125.00 Elevation (ft) 120.00 115.00 110.00 0+00 0+50 Station (ft) 1+00 Title: LA COSTA GREENS - NEIGHBORHOODS 1.09, 1.10, & 1.12 h:\...\2352\69\2nd submittal dwg 406-5\110.stm Hunsaker & Associates - San Diego, inc. 11/27/03 05:10:33 PM • © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: H&A Employee StormCAD v5.5 [5.5003] +1-203-755-1666 Page 1 Of 1 Profile Scenario: La Costa Greens La Costa Greens - PA 1.10 Lateral: Street KK (411-408) r- Label: 411 / Rim: 106.15 / Sump: 95.1 C / ^ Label: 4 -\yf Rim: 10f Sump: 9 ft ) ft 08 ).89ft 0.06 ft 1 "^^"^ Label: 1 1 Up. Inv 1 Dn. Inv 1 L: 3.23 1 Size: 11 1 S: 6.50 =>-80 ert: 95.10 ft ert: 94.89 ft ft 3 inch % 110.00 105.00 100.00 Elevation (ft) 95.00 90.00 0+00 0+50 Station (ft) 1+00 Title: LA COSTA GREENS - NEIGHBORHOODS 1.09, 1.10, & 1.12 Project Engineer: H&A Employee h:\.,.\2352\69\2nd submittal dwg 406-5\1 lO.stm Hunsaker & Associates - San Diego, Inc. StormCAD v5.5 [5.5003] 11/27/03 05:10:44 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Profile Scenario: La Costa Greens La Costa Greens - PA 1.10 Lateral: Street KK (432-429) Label: 432 Rim: 99.49 ft Sump: 82.86 ft /- Label: / Rim: 9^ Sump: *29 i.72 ft 79.10 ft n \ H \ 1 V Label Up. In Dn. In L: 4.9 Size: S: 30. P-44 vert: 82.86 ft vert: 81.35 ft 3 ft 18 inch 32 % 100.00 95.00 90.00 Elevation (ft) 85.00 80.00 75.00 0+00 0+50 Station (ft) 1+00 Title: LA COSTA GREENS - NEIGHBORHOODS 1.09, 1.10, & 1.12 Project Engineer: H&A Employee h:\...\2352\69\2nd submittal dwg 406-5\1 lO.stm Hunsaker & Associates - San Diego, Inc. StormCAD v5.5 [5.5003] 11/27/03 05:10:58 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Profile Scenario: La Costa Greens La Costa Greens - PA 1.10 Lateral: Street HH (388-392) Label: 388 Rim: 168.22 ft Sump: 161.60 ft Label: 389 Rim: 167.96 ft Sump: 160.76 ft Label: P-53 Up. Invert: 161.60 ft Dn. Invert: 161.09 ft L: 25.82 ft Size: 18 inch S:1.98 % Label: 392 Rim: 168.22 ft Sump: 161.34 Label: P-54 Up. Invert: 16 170.00 ft 165.00 Elevation (ft) Dn. Invert: L: 25.25 ft Size: 18 inch S: 0.99 % 1.34 ft 161.09 ft 160.00 0+00 0+50 Station (ft) 1+00 Title: LA COSTA GREENS - NEIGHBORHOODS 1.09, 1.10, & 1.12 h:\...\2352\69\2nd submittal dwg 406-5\1 lO.stm Hunsaker & Associates - San Diego, Inc. 11/27/03 05:13:20 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: H&A Employee StormCAD v5.5 [5.5003] +1-203-755-1666 Page 1 of 1 Profile Scenario: La Costa Greens Label: 389 Rim: 167.96 ft Sump: 160.76 ft La Costa Greens - PA 1.10 Main Line: Street HH & II (389-394) 170.00 Label: P Up. Invert: 160 Dn. Invert: 148 L: 194.6 Size: 18 1 S: 6 160.00 Elevation (ft) 150.00 140.00 130.00 2+00 Station (ft) 3+00 Up. In&€et0148.12lft00 Dn. Invert: 137.01 ft L: 179.48 ft Size: 18 inch S: 6.19 % Title: LA COSTA GREENS - NEIGHBORHOODS 1.09, 1.10, & 1.12 h:\...\2352\69\2nd submittal dwg 406-5\1 lO.stm Hunsaker & Associates - San Diego, inc. 11/27/03 05:12:33 PM © Haestad Methods, inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 4+00 Project Engineer: H&A Employee StormCAD v5.5 [5.5003] Page 1 of 1 Profile Scenario: La Costa Greens La Costa Greens - PA 1.10 PA 1.10: street II (394-398) 0+00 1+00 2+00 3+00 4+00 145.00 140.00 135.00 130.00 Elevation (ft) 125.00 120.00 115.00 110.00 105.00 5+00 Title: LA COSTA GREENS - NEIGHBORHOODS 1.09, 1.10, & 1.12 h:V..\2352\69\2nd submittal dwg 406-5\1 lO.stm 11/27/03 05:12:49 PM © Haestad H/lethods, Station (ft) 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 - PA 1.10 Lateral: Street II (397-395) Label: 397 Rim: 125.83 Sump: 118 9 0+00 130.00 ft 1 ft Label: 395 Rim: 125.59 ft mp: 118.07 ft Su Up Dn 125.00 Elevation (ft) 120.00 Label: P-52 Invert: 118.91 ft Invert: 118.40 ft L: 25.27 ft Size: 18 inch S: 2.02 % 115.00 0+50 station (ft) Title: LA COSTA GREENS - NEIGHBORHOODS 1.09, 1.10, & 1.12 Project Engineer: H&A Employee h:\...\2352\69\2nd submittal dwg 406-5\1 lO.stm Hunsaker & Associates - San Diego, inc. StormCAD v5.5 [5.5003] I Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 11/27/03 05:13:32 PM Profile Scenario: La Costa Greens La Costa Greens - PA 1.10 Lateral: Street II (402-434) Label: 402 Rim: 118.43 ft Sump: 110.92 ft Label: P-51 Up. Invert: 110.92 ft Dn. Invert: 110.39 ft L: 26.25 ft Size: 18 inch S: 2.02 % 120.00 Label: 398 Rim: 118.19 ft Sump: 109.89 ft Label: 434 Rim: 118.43 ft Sump: 110.52 ft 115.00 Elevation (ft) 110.00 Label: P-50 Up. Invert: 110.52 ft Dn. Invert: 110.39 ft L: 6.25 ft Size: 18 inch S: 2.08 % 105.00 0+00 0+50 Station (ft) Title: LA COSTA GREENS - NEIGHBORHOODS 1.09, 1.10, & 1.12 h:\...\2352\69\2nd submittal dwg 406-5\110.stm Hunsaker & Associates - San Diego, Inc. 11/27/03 05:24:19 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: H&A Employee StormCAD v5.5 [5.5003] + 1-203-755-1666 Page 1 Of 1 Profile Scenario: La Costa Greens La Costa Greens - PA 1.10 Main Line: Street JJ (422-416) Label: P-36 Up. Invert: 147.82 ft Dn. Invert: 143.14 ft L: 69.14 ft Size: 18 inch S: 6.77 % Up Dn /- Labc / Rim: \ Sum ll: 422 164.08 f o: 147.82 ; ft / ^ Label: Rim: 1£ Sump: 123 1.11 ft 142.81 ft \ \^^^^^\ \\ \ il. 424 .t .t r\ y\r\ i Lat Invert' el: P-35 42 81 ft A \ \ / Rim / Sum 11y.y2 t p: 108.0- t ' ft . Invert: ' L: • Size S: 08.40 ft 128.18 ft 18 inch 10.49 % \^Li Rim<^ Sump )bel: 420 101.48 ft ^^1.18 ft X 1 UD lnv£ Label: P >rt' 108 C -34 7 ft Dn. Im : rert: 91.5 L: 243.4 Size: 18 i S: 6.81 1 ft 8 ft ich ) % 170.00 160.00 150.00 140.00 130.00 Elevation (ft) 120.00 110.00 Label: 416 Rim: 101.16 ft Sump: 84.31 ft 100.00 90.00 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 80.00 8+00 Station (ft) Title: LA COSTA GREENS - NEIGHBORHOODS 1.09, 1.10, & 1.12 h:\...\2352\69\2nd submittal dwg 406-5\1 lO.stm 11/27/03 05:14:03 PM © Haestad Methods, Inc. Hunsaker & Associates - San Diego, inc. 37 Brookside Road Waterbury, CT 06708 USA H-203-755-1666 Label: P-33 Up. Invert: 91.18 ft Dn. Invert: 89.14 ft L: 60.72 ft Size: 18 inch S: 3.36 % Project Engineer: H&A Employee StormCAD v5.5 [5.5003] Page 1 of 1 Profile Scenario: La Costa Greens La Costa Greens - PA 1.10 Lateral: Street JJ (419-428) Label: 419 Rim: 101.74 ft Sump: 93.54 ft Label: P-47 Up. Invert: 93.54 ft Dn. Invert: 91.51 ft L: 5.25 ft Size: 18 inch S: 38.67 % Label: 420 Rim: 101.46 Sump: 91.1 105.00 Label: 428 Rim: 101.74 ft Sump: 93.09 ft 100.00 Elevation (ft) 95.00 Label: P-46 Up. Invert: 93.09 ft Dn. Invert: 91.51 ft L: 25.25 ft Size: 18 inch S: 6.26 % 90.00 0+00 0+50 Station (ft) Title: LA COSTA GREENS - NEIGHBORHOODS 1.09, 1.10, & 1.12 h:\...\2352\69\2nd submittal dwg 406-5\1 lO.stm Hunsaker & Associates - San Diego, Inc. 11/27/03 05:14:20 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: H&A Employee StormCAD v5.5 [5.5003] +1-203-755-1666 Page 1 of 1 La Costa Greens - Phase I (Neighborhood 1.10) Hydraulic Study ^ CHAPTER 4 INLET & CATCH BASIN SIZING Inlet Sizing AH h:\rei»its\23S2\oe9\2nd submlttal\a01.doc W.O. 2352-69 11/27/2003 5:17 PM CURB INLET SIZING LA COSTA GREENS - NEIGHBORHOOD 1.10 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 392 7.00% 7.0 0.33 0.33 18.8 20 ON-GRADE 388 7.00% 6.0 0.33 0.31 16.7 18 ON-GRADE 419 3.70% 4.9 0.33 0.32 13.4 15 ON-GRADE 428 3.70% 8.0 0.33 0.37 19.5 21 ON-GRADE 406 6.06% 8.4 0.33 0.35 21.4 23 ON-GRADE 411 1.00% 9.4 0.33 0.46 19.0 21 ON-GRADE 397 1.00% 3.9 0.33 0.36 9.7 11 1 From street profiles in Improvement Plans 2 From AES ouput 3 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. 4 Per City of Carlsbad Standards From Equation: Q = 0.7L(a+y)'^3/2 5 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 434 N\A 4.5 N\A N\A 2.3 5 SUMP 402 N\A 10.6 N\A N\A 5.3 7 SUMP 432 N\A 6.0 N\A N\A 3.0 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) 11/27/2003 H:\EXCEL\2352\69\lnletSi2ing 110-Carlsbad.xls CURB INLET SIZING CALCULATIONS LA COSTA GREENS - NEIGHBORHOOD 1.10 Street Capacity for One Side of Street: Curb Inlet No. 392 388 419 Surface Flow, Q (cfs) 6.99 6.04 4.94 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 (Type G) 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 0.0700 0.0700 0.0370 (average) Pavement Slope, Sx 0.020 0.020 0.020 CU{S^0.5) 26.420 22.829 25.682 Depth of Flow, y (in) 3.9 3.8 3.9 Depth of Flow, y (ft) 0.33 0.31 0.32 Flow Topwidth, (ft) 11.41 (within street) 10.75 (within street) 11.25 (within street) X-Sect. Area of Flow, (ft^) 1.248 1.108 1.212 (within street) Velocity of Flow, (fps) 5.60 5.45 4.08 Curb Inlet No. 428 406 411 Surface Flow, Q (cfs) 7.98 8.40 9.43 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 (Type G) 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 0.0370 0.0606 0.0100 (average) Pavement Slope, Sx 0.020 0.020 0.020 Q/(S'^0.5) 41.486 34.123 94.300 Depth of Flow, y (in) 4.4 4.2 5.6 Depth of Flow, y (ft) 0.37 0.35 0.46 Flow Topwidth, (ft) 13.50 (within street) 12.58 (within street) 18.33 (within street) X-Sect. Area of Flow, (ft^) 1.743 1.514 3.228 Velocity of Flow, (fps) 4.58 5.55 2.92 11/27/2003 H:\EXCEL\2352\69\lnletSizing 110-Carlsbad.xls CURB INLET SIZING CALCULATIONS LA COSTA GREENS - NEIGHBORHOOD 1.10 Street Capacity for One Side of Street: Curb Inlet No. 397 Surface Flow, Q (cfs) 3.94 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 0.0100 Pavement Slope, Sx 0.020 Q/{S''0.5) 39.400 Depth of Flow, y (in) 4.4 Depth of Flow, y (ft) 0.36 Flow Topwidth, (ft) 13.25 (within street) X-Sect. Area of Flow, (ft^) 1.679 Velocity of Flow, (fps) 2.35 11/27/2003 H:\EXCEL\2352\69\lnletSizlng 110-Carlsbad.xls La Costa Greens - Phase I (Neighborhood 1.10) Hydraulic Study CHAPTER 4 INLET & CATCH BASIN SIZING Catch Basin Sizing AH h:\Feports\2352\069\2nd submittal\a01.doc W.O. 2352-69 11/27/2003 5:17 PM CATCH BASIN TYPE "F" Per Regional Standard Drawings (March 2000) - Drawing D-7: 3' y = 0.689' (Centroid) Q^ax=0.6AV(2gh) Qn^=0.6AV(2gh) Qmax =0.6(1.875+0.1875)[V(2)(32.2)(1.125-0.689)] 0 max = cfs per opening NEIGHBORHOOD 1.10 At Node #: 422 0= 1.99 cfs One Opening: South Side 11/27/2003 H:\EXCEL\2352\69\Catch Basin F 1 lO.xIs La Costa Greens - Phase I (Neighborhood 1.10) Hydraulic Study CHAPTER 5 EXHIBITS Exhibit A - Hydraulic Map Neighborhood 1.10 AH h:\repoils\2352\06a2jKl submittal\a01.doc W.O. 2352-69 11/27/2003 5:17 PM La Costa Greens - Phase I (Neighborhood 1.10) Hydraulic Study CHAPTER 5 REFERENCE MAPS Ultimate Condition {Hydrology Map Neighborhood 1.09,1.10 & 1.12-North (From "Master Hydrology Study & Revised Hydraulic Study for La Costa Greens P/iase / Neiglibortioods 1.08 Througli 1.14") AH h:\reports\2352\069\2nd submittal\a01 .doc W.O. 2352-69 11/27/2003 5:17 PM i