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HomeMy WebLinkAboutCT 02-23; VILLAGES OF LA COSTA GREENS 1.08; HYDRAULIC STUDY; 2003-12-01HUNSAKER &i\SSOCIATES PLANNING ENGINEERING SURVEYING IRVINE LOS ANGELES RIVERSIDE SAN DIEGO HYDRAULIC STUDY for LA COSTA GREENS - PHASE 1 NEIGHBORHOOD 1.08 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. 2352-67 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 Rfaymond L. Martin, R.C.E. Project Manager Hunsaker & Associates San Diego, lnc (V • O z AH h:\reports\2352\067\2nd submittal\a03,doc W,0, 2352-697 11/26/2003 9:13 AM " La Costa Greens - Phase 1 (Neighborhood 1.08) Hydraulic Study 1 TABLE OF CONTENTS SECTION Chapter 1 - Executive Summary 1 Introduction _ Existing Condition 1 Proposed Condition Summary of Results g Conclusion H References 1 Chapter 2 - Methodology & Model Development II • City of Carlsbad Drainage Design Criteria 1 Storm Drain System Analysis I Chapter 3 - Hydraulic Analysis (StormCAD Model Output) III I Chapter 4 - Inlet & Catch Basin Sizing IV I Chapter 5 - Exhibits V 1 Exhibit A • - Hydraulic Map - Neighborhood 1.08 1 Reference Maos • - Ultimate Condition Hydrology Map - Neighborhoods 1.08 H AH h:\reports\2352\067\2nd5ubmittal\a03.doc W.O. 2352-697 11/26/2003 9:13 AM La Costa Greens - Phase Hydraulic Study (Neighborhood 1.08) EXECUTIVE SUMMARY Introduction The purpose of this study is to analyze hydraulic conditions for the proposed storm drain system pertaining to Neighborhood 1.08 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 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 stonn drain system • Proposed curb inlet and catch basin sizing OF UARCOS II PROJECT SITE VICINITYMAF NTS AH h:\reports\23S2\067\2nd submittal\a03.doc W.O. 2352-697 11/26/2003 9:13 AM La Costa Greens - Phase I (Neighborhood 1.08) Hydraulic Study Existinq Condition The site is located in the La Costa Greens Phase I project site area. Neighborhood 1.08 is bordered to the north by a detention basin, to the south by Neighborhood 1.09, to the west by the La Costa Greens Golf Course, and to the east by the existing La Costa Meadows Unit I neighborhood (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 of the 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. Runoff from the developed site area will be collected by an existing storm drain system which originates in the east portion of the site (see Drawing No. 397-2). The existing storm drain system eventually makes its way through Neighborhood 1.08 towards the west and then turns north on Alicante Road, where it finally discharges into the detention basin located southeast of the Poinsettia Lane-Alicante Road intersection (see "Master Hydrology Study & Revised Hydraulic Study for La Costa Greens Phase I Neighborhoods 1.08 Through 1.14" and Reference Map "Ultimate Condition Hydrology Map for La Costa Greens - Neighborhood 1.08"). The previously mentioned detention basin has been sized to convey all runoff draining into it, based on the "Master Detention Study for La Costa Greens" prepared by Hunsaker & Associates and dated August 4, 2003. The storm drain elements proposed in this report for Neighborhood 1.08 will tie to the existing storm drain system at eight different locations: • At future Street "RR" between Stations 12+00 and 13+00 (at Node 132) • At future Street "QQ" between Stations 10+00 and 11 +00 (at Node 138) • At future Street "K" between Stations 22+00 and 23+00 (at Node 146) • At future Street "K" at Station 17+00 (at Node 151) • At future Street "K" between Stations 15+00 and 16+00 (at Node 152) • At future Street "K" between Stations 14+00 and 15+00 (at Node 158) • At future Street "K" between Stations 11 +00 and 12+00 (at Node 162) • At future Street "K" between Stations 8+00 and 9+00 (at Node 104) For node locations see the "Hydraulic Map - Neighborhood 1.08" which is located in Chapter 5 as Exhibit A. AH h:\repons\2352\067\2nd submlttal\a03.doc W.O. 2352-697 11/26/2003 9:13 AM La Costa Greens - Phase I (Neighborhood 1.08) Hydraulic Study 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 system was analyzed with the StormCAD software. Using a starting downstream water surface elevation at the discharge location, the program calculated the hydraulic grade line for the RCP storm drain system (see Chapter 3). Existing and proposed storm drain layout for Neighborhood 1.08 can be visually depicted on Exhibit A. 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:Vreports\2352\oe7\2nd submittal\a03.doc W.0.2352-6S7 11/26/2003 9:13 AM La Costa Greens - Phase I (Neighborhood 1.08) 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. "Master Detention Study for La Costa Greens"; 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\067\2nd submittal\a03.doc W.O. 2352-697 11/26/2003 9:13 AM La Costa Greens - Phase I (Neighborhood 1.08) Hydraulic Study CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT City of Carlsbad Drainage Design Criteria AH h:\reports\2352\067\2nd subniittal\a03.doc W.O. 2352-697 11/26/2003 9:13 AM DRAINAGE - DESIGN CRITHRIA GENERAL A. All drainage design and requirements shall be in accordance with the latest City cf Carlsbad Master Drainage and Storm Water Quaiity 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 10O-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 stonn water flow. Special consideration will be required for super-elevated streets. D. The use of underground stomi 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 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 shculd be avoided if at all possible. When required, special design consideration will be required to the satisfaction of the City Engineer. Factors considered in the design will include: 1) Oversized specially designed access holes/air shafts 2) 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 design to review design parameters. H. Concentrated drainage from lots or areas greater than 0.5 acres shall not be discharged to City streets unless specifically approved by the City Engineer. i. Diversion of drainage from natural or existing basins is discouraged. 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 Difigo County Hydrology Manual for finding the 'T " and "I". For small areas, a five minute'T^' 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: 1 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 4- 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 be>18". G. Flow through inlets may be used when pipe size is 24" or less and open channel flow characteristics exist. STORM DRAINS A. Minimum pipe slope shall be .005 (.5%) unless othenwise 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 Speciflcations. 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 pipe profile line shall be delineated on the mylar of the improvement plans. The strength classiflcation of any pipe shall be shown on the plans. Minimum D-load for RCP shall be 1350 in ail City streets or future rights-of-way. ACP shall have ZOtimes 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 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 nriajor rainfall as required by the City Engineer or his designated representative. 20 Adequate storage capacity as determined by the City Engineer shali be maintained at all times. K. 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. L. Unprotected downstream channels shall have erosion and grade control structures installed to prevent degradation, erosion, alteration or downcutting of the channel banks. M. Storm drain pipes designed for flow meeting or exceeding 20 feet per second will require additional cover over invert reinforcing steel as approved by the City Engineer. N. 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 076, 0361, 0443 for water-tight joints in the sections of pipe calculated to be under pressure. 0. • An all weather access road from a paved public right-of-way shall be constructed to all drainage and utility improvements. The following design parameters are required: Maximum grade 14%, 15 MPH speed, gated entry, minimum paved width 12 feet, 38' minimum radius, paving shall be a minimum of 4" AC over 4" Class II AB, turnaround required if over 300'. Work areas should be provided as approved by the plan checker. Access roads should be shown on the tentative project approval to ensure adequate environmental review. P. , Engineers are encouraged to gravity drain all lots to the street without use of a yard drain system. 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 ofthe San Diego Area Regional Standard Drawings (SDRSD) as published by the San Diego 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 Dieqo Area Regional Standard Drawings Concrete requirement within public right-of-way shall be 560-C-3250 minimum for ail 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 joint-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 (Neighborhood 1.08) Hydraulic Study CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT Storm Drain System Analysis AH h:\reports\2352\067\2nd submlttal\a03.doc W.O. 2352-697 11/26/2003 9:13 AM La Costa Greens - Phase I (Neighborhood 1.08) Hydraulic Study Storm Drain Hvdraulic Analvsis 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 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 = stmcture 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 h:Vreports\2352\067\2nd submittal\a03.doc W.O. 2352-697 11/26/2003 9:13 AM La Costa Greens - Phase I (Neighborhood 1.08) Hydraulic Study CHAPTER 3 HYDRAULIC ANALYSIS (STORMCAD MODEL OUTPUT) AH h:\reports\2352\067\2nd submittal\a03.doc W.O, 2352-697 11/26/2003 9:13 AM Scenario: La Costa Greens NEIGHBORHOOD 1 ,08 182 Alicante Road AlOO /' P-41 109 i'P-37 CO 104 4 P-39 tH —! /KP-38 1 70 m p-40 P-31\/,., 162 p.27 158 loo / irn A^'i ' P-29 P-32 107 114 113 & n <( 0117 p-35 P-34 Alicante Road 4P-30 168 P-46 157 • \i/P-24 152 ffl k—B 53- P-25 i<;<; P-23 T P-26/ P-19 P-25 155 P-23 1 ^ P-22 161 0191 P-45/\ 164 186 [Jh-^sH3 185 P-21 )C0-2 p|136 137 P-7, 131 0 p.8 ,t2l p.g :V132-^ • 134 ja.... P-10^ 151 P-17 P-18 T 184 ^3«P^P-11 154 142 P-16 150 126 122 "p.i 119 P-3 P-2 Title: LA COSTA GREENS - NEIGHBORHOOD 1,08 h:\...\2352\67\2nd submittal pa 108\pa 108.stm Hunsaker & Associates - San Diego, Inc. 12/21/03 11:12:04 PM © Haestad Methods, Inc, 37 Brookside Road Waterbury, CT 06708 USA -H-203-755-1666 Project Engineer: H&A Employee StormCAD v5,5 [5.5003] Page 1 of 1 Scenario: La Costa Greens Combined PipeVNode 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-7 131 132 185,99 185,75 178.01 174.21 11.39 33.36 18 Inch 0.013 10.21 60.67 179.24 175.97 6.58 5.78 P-8 134 132 186,02 185,75 174.48 174.21 27.25 0.99 18 inch 0.013 2.12 10.46 175.98 175.97 1.20 1.20 P-11 141 138 184,88 184,51 171.18 170.79 25.25 1.54 18 inch 0.013 9.74 13.05 173.08 172.86 5.51 5.51 P-13 145 146 226,07 225,80 218.24 217.93 5.25 5.90 18 inch 0.013 4.89 25.52 219.17 219.31 4.26 2.88 P-14 149 146 226.07 225,80 218.97 217.93 25.25 4.12 18 inch 0.013 4.73 21.32 219.81 219.31 4.67 2.78 P-18 184 151 171.69 171,22 159.33 158.75 25.00 2.32 18 inch 0.013 5.10 16.00 161.29 161.23 2.89 2.89 P-43 154 180 171.80 163,17 161.57 153.33 235.52 3.50 18 Inch 0.013 2.85 19.65 162.21 153.72 3.95 7.92 P-44 180 186 163.17 159,06 152.99 148.80 118.34 3.54 18 Inch 0.013 2.85 19.76 153.63 149.63 3.95 2.83 P-22 186 152 159.06 157,65 148.47 146.50 67.56 2.92 18 Inch 0.013 5.15 17.94 149.34 148.47 4.82 2.91 P-21 185 186 159.37 159.06 149.85 148.80 27.25 3.85 18 Inch 0.013 3.32 20.62 150.54 149.63 4.15 3.30 P-26 161 158 154.08 153.81 143.09 141.51 25.25 6.26 18 inch 0.013 2.92 26.28 144.05 144.08 2.44 1.65 P-45 164 191 144.40 139.17 136.03 129.82 227.29 2.73 18 Inch 0.013 3.82 17.36 136.78 130.74 4.34 3.37 P-46 191 162 139.17 133.03 129.49 122.48 239.46 2.93 18 Inch 0,013 3.82 17.97 130.24 124.33 4.34 2.16 P-36 103 104 129.04 127.60 116.92 114.60 92.17 2.52 18 Inch 0.013 4.56 16.66 117.74 117.63 4.61 2.58 P-37 109 104 127.77 127.60 115.60 114.60 10.25 9.76 18 Inch 0.013 1.28 32.81 117.63 117.63 0.72 0.72 P-38 107 104 127.69 127.60 116.35 114.60 40.25 4.35 18 inch 0.013 3.77 21.90 117.67 117.63 2.29 2.13 P-39 104 110 127.60 130.74 114.27 111.50 103.39 2.68 18 inch 0.013 9.21 17.19 117.21 116.41 5.21 5.21 P-33 114 110 131.87 130.74 116,67 111.50 83.73 6.17 18 Inch 0.013 11.83 26.10 117.98 116.41 7.24 6,69 P-35 113 114 132.14 131.87 118,00 117.00 4.75 21.05 18 Inch 0.013 4.32 48.19 118.80 118.71 4.53 2,44 P-34 117 114 132.14 131.87 119,00 117,00 30.75 6.50 18 inch 0.013 8.07 26.79 120.10 118.71 5.81 4,57 P-32 165 110 130.00 130.74 114,12 109,83 81.72 5.25 42 inch 0.013 90.14 230.51 117.07 116.41 10.43 9,37 P-31 170 165 129.99 130.00 119,01 115.21 15.01 25.32 18 Inch 0.013 3.67 52.85 119.74 117.40 4.29, 2,08 P-30 168 165 129.99 130.00 119,01 115.34 36.50 10.05 18 inch 0.013 5.98 33.31 119.95 117.40 5.10 3,38 P-29 162 165 133.03 130.00 120,48 114.12 120.31 5.29 42 Inch 0.013 80.94 231.31 123.29 117.40 9.78 8.63 P-27 158 162 153.81 133,03 139.68 120.98 252.89 7.39 36 inch 0.013 78.22 181.36 142.43 124.33 11.51 11,07 P-25 155 158 155.72 153,81 142.05 140.01 23.11 8.83 36 Inch 0.013 75.45 198.16 144.77 144.08 11.19 10,67 P-24 157 155 155.79 155,72 145.79 142.80 5.75 52.00 18 inch 0.013 5.86 75.74 146.72 145.16 5.06 3,32 P-23 152 155 157.65 155,72 145.00 142.05 33.45 8.82 36 inch 0.013 71.03 198.06 147.67 145.16 10.68 10,05 P-19 151 152 171,22 157,65 157.25 145.33 192.40 6.20 36 Inch 0.013 68.43 166.01 159.89 148.47 10.40 9,68 P-17 142 151 184,37 171,22 168.19 157.58 148.96 7.12 36 Inch 0.013 64.43 178.00 170.77 161.23 9.97 9,11 P-12 138 142 184,51 184,37 169.29 168.52 38.14 2.02 36 Inch 0.013 56.07 94.76 172.27 172.00 7.94 7,93 P-10 128 138 186,80 184,51 171.92 169.62 116.36 1.98 36 inch 0.013 47.48 93.77 174.16 172.86 8.37 6,72 P-9 132 128 185,75 186,80 173.71 172.92 46.19 1.71 24 inch 0.013 17.06 29.58 175.40 175.25 6.01 5,43 P-6 137 132 188,04 185.75 178.55 174.21 170.76 2.54 18 inch 0.013 5.24 16.75 179.43 175.97 4.85 2,97 P-5 136 137 223,00 188.04 210.00 178.88 99.83 31.17 18 Inch 0.013 2.86 58.65 210.64 179.72 3.96 2,79 Title: LA COSTA GREENS - NEIGHBORHOOD 1,08 h:\,.,\2352\67\2nd submittal dwg 406-6\pa 108,stm 11/25/03 09:11:51 PM © 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 2 Scenario: La Costa Greens Combined PipeVNode 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-4 127 128 208.75 186.80 199.75 172.42 246.51 11.09 30 inch 0.013 32.96 136.57 201.70 175.25 8.01 6.71 P-3 126 127 231.15 208.75 222.15 200.05 300.86 7.35 30 inch 0.013 32.96 111.16 224.10 200.98 8.01 19.73 P-2 122 126 241.40 231.15 228.94 222.45 224.45 2.89 30 Inch 0.013 32.96 69.74 230.89 224.60 8.01 7.33 P-1 119 122 234.50 241.40 232.00 229.27 109.34 2.50 30 inch 0.013 32.96 64.81 233.95 231.39 8.01 7.42 P-15 146 150 225.80 205.42 217.60 195.97 160.80 13.45 18 inch 0.013 9.17 38.52 218.77 196.47 6.19 17.88 P-16 150 142 205.42 184.37 195.64 170.02 248.12 10.33 18 Inch 0.013 9.17 33.75 196.81 172.00 6.19 5,19 P-47 182 137 190.60 188.04 183.77 178.88 248.44 1.97 18 inch 0.013 2.44 14.74 184.36 179.72 3.77 2,38 P-40 110 CO 130.74 130.11 109.50 109.22 27.58 1.02 42 Inch 0.013 106.99 101.37 114.49 114.18 11.12 11,12 P-41 CO 100 130.11 102.50 108.89 98.00 342.50 3.18 42 Inch 0.013 106.99 179.39 112.03 106.90 11.75 11,12 Title: LA COSTA GREENS - NEIGHBORHOOD 1,08 h:\„,\2352\67\2nd submittal dwg 406-6\pa 108.stm 11/25/03 09:11:51 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 2 of 2 Profile Scenario: La Costa Greens La Costa Greens - PA 1.08 Lateral: Street RR (131-134) Label: 131 Rim: 185.99 ft Sump: 178.01 ft Label: Rim: 1 Sump Label: P-7 Up. Invert: 178.01 ft Dn. Invert: 174.21 ft L: 11.39 ft Size: 18 inch S: 33.36 % 190.00 132 85.75 ft 173.71 ft -Label: 134 Rim: 186.02 ft Sump: 174.48 ft 185.00 180.00 Elevation (ft) 175.00 Label: P-8 Up. Invert: 174.48 ft Dn. Invert: 174.21 ft L: 27.25 ft Size: 18 inch S: 0.99 % 170.00 0+00 0+50 Station (ft) Title: LA COSTA GREENS - NEIGHBORHOOD 1,08 Project Engineer: H&A Employee h:\„,\2352\67\2nd submittal dwg 406-6\pa 108,stm Hunsaker & Associates - San Diego, Inc. StormCAD v5,5 [5,5003] 11/25/03 09:12:14 PM © Haestad Methods, lnc, 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Pagelofi Profile Scenario: La Costa Greens La Costa Greens - PA 1.08 Lateral: Street QQ (141-138) Label: 141 Rim: 184.88 ft Sump: 171.18 ft Label: P-11 Up. Invert: 171.18 ft Dn. Invert: 170.79 ft L: 25.25 ft Size: 18 inch 8: 1.54 % Label: 138 Rim: 184.51 ft Sump: 169.29 ft 190.00 185.00 180.00 Elevation (ft) 175.00 170.00 165.00 0+00 0+50 1+00 Station (ft) Title: LA COSTA GREENS - NEIGHBORHOOD 1,08 h:\,„\2352\67\2nd submittal dwg 406-6\pa 108,stm Hunsaker & Associates - San Diego, Inc, 11/25/03 09:12:45 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 Ofl Profile Scenario: La Costa Greens La Costa Greens - PA 1.08 Lateral: Street K (145-149) Label: 145 Rim: 226.07 ft Sump: 218.24 ft Label: P-1 3 Up. Invert: 218.24 ft Dn. Invert: 217.93 ft L: 5.25 ft Size: 18 inch S: 5.90 % Label: 1^ Rim: 225 Sump: 2' 6 80 ft 7.60 ft Label: 149 Rim: 226.07 ft Sump: 218.97 ft I: P-14 Invert: 218.97 ft Invert: 217.93 ft 25 ft 18 inch 12 % 230.00 225.00 Elevation (ft) 220.00 215.00 0+00 0+50 Station (ft) 1+00 Title: LA COSTA GREENS - NEIGHBORHOOD 1,08 Project Engineer: H&A Employee h:\„,\2352\67\2nd submittal dwg 406-6\pa 108,stm Hunsaker & Associates - San Diego, Inc. StormCAD v5.5 [5,5003] 11/25/03 09:13:09 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 1.08 Lateral: Street K (184-151) Label: 184 Rim: 171.69 ft Sump: 159.33 ft Label: 151 Rim: 171.22 ft Sump: 157.25 ft Label: P-18 Up. Invert: 159.3 Dn. Invert: 158.7 L: 25.00 ft Size: 18 inch S: 2.32 % 175.00 170.00 165.00 Elevation (ft) 160.00 3 ft 5 ft 155.00 0+00 0+50 Station (ft) 1+00 Title: LA COSTA GREENS - NEIGHBORHOOD 1,08 Project Engineer: H&A Employee h:\,,,\2352\67\2nd submittal dwg 406-6\pa 108.stm Hunsaker & Associates - San Diego, Inc. StormCAD v5.5 [5,5003] 11/25/03 09:13:31 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 1.08 Main Line: Street PP (154-152) Label: 154 Rim: 171.80 ft Sump: 161.57 ft Up Dn Label: P-43 Invert: 161.57 ft Invert: 153.33 ft L: 235.52 ft Size: 1 8 inch St-3^0-%- Up. Dn. Label: 1 Rim: 163 Sump: 1 el: 186 : 159.06 ft p: 148.47 ft Label: P-44 nvert: 152.99 ft nvert: 148.80 ft L: 118.34 ft Size: 18 inch Label: 152 Rim: 157.65 ft Sump: 145.00 ft Label: P-22 Up. Invert: 148 Dn. Invert: 146 L: 67.56 ft Size: 18 inch S:2.92 % 175.00 170.00 165.00 Elevation (ft) 160.00 155.00 47 ft 50 ft 150.00 0+00 I-HOO 145.00 2+00 3+00 4+00 5+00 Station (ft) Title: LA COSTA GREENS - NEIGHBORHOOD 1,08 h:\,„\2352\67\2nd submittal dwg 406-6\pa 108,stm Hunsaker & Associates - San Dlego, Inc. 11/25/03 09:13:43 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 1.08 Lateral: Street PP (185-186) Label: 185 Rim: 159.37 ft Sump: 149.85 ft Label: 186 Rim: 159.06 ft Sump: 148.47 ft Label: P-21 Up. Invert: 149.85 ft Dn. Invert: 148.30 ft L: 27.25 ft Size: 18 inch S: 3.85 % 160.00 155.00 Elevation (ft) 150.00 145.00 0+00 0+50 Station (ft) 1+00 Title: LA COSTA GREENS - NEIGHBORHOOD 1,08 h:\,,.\2352\67\2nd submittal dwg 406-6\pa 108,stm Hunsaker & Associates - San Diego, Inc. 11/25/03 09:14:06 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 1.08 Lateral: Street K (161-158) Label: 161 Rim: 154.08 ft Sump: 143.09 ft Label: 158 Rim: 153.81 ft Sump: 139.68 ft Label: P-26 Up. Invert: 143.(59 ft Dn. Invert: 141.51 ft L: 25.25 ft Size: 18 inch S: 6.26 % 160.00 155.00 150.00 Elevation (ft) 145.00 140.00 135.00 0+00 0+50 1+00 Station (ft) Title: LA COSTA GREENS - NEIGHBORHOOD 1,08 Project Engineer: H&A Employee h:\.„\2352\67\2nd submittal dwg 406-6\pa 108,stm Hunsaker & Associates - San Diego, Inc. StormCAD v5,5 [5,5003] 11/25/03 09:14:24 PM © Haestad Methods, Inc, 37 Brookside Road Waterbury, CT 06708 USA +1-203-75S-1666 Pagelofi Proflle Scenario: La Costa Greens La Costa Greens - PA 1.08 Main Line: Street NN (164-162) Label: 164 Rim: 144.40 ft l> Sump: 136.03 ft -^^^^ Label: 191 / Rim: 139.17 / Sump: 129.4 Ft 9 ft Lab Rim: 13 Sump: 12 3l: 162 ^ 3.03 ft \ 0.48 ft \ Label: P-45 ^ Up. Invert: 136.03 ft Dn. Invert: 129.82 ft L: 227.29 ft Size: 18 inch S:2.73 % 1 '''Illfcfc •V • Label: P-46 Up. Invert: 129.49 ft Dn. Invert: 122.48 ft L: 239.46 ft Size: 18 inch S: 2.93 % 145.00 140.00 135.00 Elevation (ft) 130.00 125.00 120.00 0+00 1+00 2+00 3+00 4+00 5+00 Station (ft) Title: LA COSTA GREENS - NEIGHBORHOOD 1.08 h:\.„\2352\67\2nd submittal dwg 406-6\pa 108,stm 11/25/03 09:14:40 PM © Haestad Methods, Inc, Hunsaker & Associates - San Dlego, 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 1.08 Lateral: Street K (103-104) Label: 103 Rim: 129.04 ft Sump: 116.92 ft Dn. Invert: Invert: L: Size, d: Label: P-36 116.92 ft 114.60 ft 92.17 ft 18 inch 2.52 % 130.00 Label: 104 Rim: 127.60 ft Sump: 114.27 ft 125.00 120.00 Elevation (ft) 115.00 110.00 0+00 0+50 Station (ft) 1+00 Title: LA COSTA GREENS - NEIGHBORHOOD 1,08 Project Engineer: H&A Employee h:\,,,\2352\67\2nd submittal dwg 406-6\pa 108,stm Hunsaker & Associates - San Diego, Inc. StormCAD v5,5 [5,5003] 11/25/03 09:14:55 PM © Haestad Methods, Inc, 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Pagelofi La Costa Greens - Phase 1 (Neighborhood 1.08) Hydraulic Study CHAPTER 4 INLET & CATCH BASIN SIZING Inlet Sizing AH h:\reports\2352\067\2nd submittal\a03.doc W.O. 2352-697 11/26/2003 9:13 AM CURB INLET SIZING LA COSTA GREENS - NEIGHBORHOOD 1.08 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 141 1.37% 9.7 0.33 0.45 20.3 22 ON-GRADE 145 12.00% 4.9 0.33 0.28 14.8 16 ON-GRADE 149 12.00% 4.7 0.33 0.28 14.4 16 ON-GRADE 161 7.40% 2.9 0.33 0.26 9.2 11 ON-GRADE 184 10.00% 5.1 0.33 0.29 15.0 17 ON-GRADE 185 3.00% 3.3 0.33 0.30 9.5 11 1 2 3 ,2/3 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 131 N\A 10.2 N\A N\A 5.1 7 SUMP 134 N\A 2.1 N\A N\A 1.1 5 SUMP 103 N\A 4.6 N\A N\A 2.3 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) 11/26/2003 H:\EXCEL\2352\67\lnletSizing 108-Garlsbad.xls CURB INLET SIZING CALCULATIONS LA COSTA GREENS - NEIGHBORHOOD 1.08 Street Capacity for One Side of Street: Curb Inlet No. 141 145 149 Surface Flow, Q (cfs) 9.74 4.89 4.73 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 0.0137 0.1200 0.1200 Pavement Slope, Sx 0.020 0.020 0.020 •/(S'^O.S) 83.214 14.116 13.654 Depth of Flow, y (in) 5.4 3.3 3.3 Depth of Flow, y (ft) 0.45 0.28 0.28 Flow Topwidth, (ft) 17.50 (within street) 8.91 (within street) 8.83 (within street) X-Sect. Area of Flow, (ft^) 2.939 0.769 0.755 Velocity of Flow, (fps) 3.31 6.36 6.27 Curb Inlet No. 161 184 185 Surface Flow, Q (cfs) 2.92 5.10 3.32 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 0.0740 0.1000 0.0300 Pavement Slope, Sx 0.020 0.020 0.020 Q/(S'^0.5) 10.734 16.128 19.168 Depth of Flow, y (in) 3.1 3.4 3.6 Depth of Flow, y (ft) 0.26 0.29 0.30 Flow Topwidth, (ft) 8.00 (within street) 9.41 (within street) 10.08 (within street) X-Sect. Area of Flow, (ft^) 0.625 0.854 0.976 Velocity of Flow, (fps) 4.68 5.97 3.40 11/26/2003 H:\EXCEL\2352\67\lnletSizlng 108-Carlsbad.xls La Costa Greens - Phase I (Neighborhood 1.08) Hydraulic Study CHAPTER 4 INLET & CATCH BASIN SIZING Catch Basin Sizing AH h:\reports\2352\067\2nd submittal\a03.(loc W.o. 2352-697 11/26/2003 9:13 AM CATCH BASIN TYPE "F" Per Regional Standard Drawings (March 2000) - Drawing D-7: 3' y = 0.689' (Centroid) Q™x=0.6AV(2gh) Q^=0.6AV(2gh) Qmax= 0.6(1.875+0.1875)[V(2)(32.2)(1.125-0.689)] Qmax = 6.56 cfs per opening NEIGHBORHOOD 1.08 At Node #: 154 Q= 2.85 cfs Two Openings: South Side East Side At Node #: 164 Q= 3.82 cfs Two Openings: West Side East Side 11/26/2003 H:\EXCEL\2352\67\Catch Basin F 108.xls La Costa Greens - Phase I (Neighborhood 1.08) Hydraulic Study CHAPTER 5 EXHIBITS Exhibit A - Hydraulic Map Neighborhood 1.08 AH h:\reports\23S2\067\2nd subinittal\a03.iloc W.O. 2352-697 11/26/2003 9:13 AM La Costa Greens - Phase I (Neighborhood 1.08) Hydraulic Study CHAPTER 5 REFERENCE MAPS Ultimate Condition IHydrology IVlap Neighborhood 1.08 (From "Master Hydrology Study & Revised Hydraulic Study for La Costa Greens Phase I Neighborhoods 1.08 Through 1.14") AH h:\reports\2352\067\2nd 5ubmittal\a03.doc W.O. 2352-697 11/26/2003 9:13 AM