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HomeMy WebLinkAboutCT 04-16; LA COSTA GREENS NEIGHBORHOOD 1.06 & 1.07; DRAINAGE STUDY; 2005-02-28DRAINAGE STUDY for LA COSTA GREENS NEIGHBORHOODS 1.06 & 1.07 CT 04-16 & 04-15 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. 2352-115 February 28, 2005 Hunsaker & Associates San Diego, Inc. <aymond L. Martin, R.C.E. Vice President AH:ah H:\REPORTS\2352\115 Greens 1.0611.07\2nd Sul)mlttal\A02.doc W.O. 2352-115 2/22/2005 8:51 PM Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 TABLE OF CONTENTS Chapter 1 - Executive Summary 1.1 Introduction 1.2 Vicinity Map 1.3 Existing Condition 1.4 Proposed Project 1.5 Summary of Results 1.6 Conclusion 1.7 References SECTION I Chapter 2 - Methodology & Model Development 2.1 City of Carlsbad Engineering Standards 2.2 Rational Method Hydrologic Analysis 2.3 Storm Drain System Analysis Chapter 3 - Rational Method Hydrologic Analysis (100-Year Developed Condition AES Model Output) III Chapter 4 - Hydraulic Analysis 4.1 West Basin Storm Drain Legend Starting Water Surface Elevation Determination Storm Model Input and Output Northeast Basin IV 4.2 4.3 Storm Drain Legend Starting Water Surface Elevation Determination Storm Model Input and Output Southeast Basin Storm Drain Legend Starting Water Surface Elevation Determination Storm Model Input and Output Chapter 5 - Inlet & Catch Basin Sizing 5.1 Inlet Sizing & Calculations 5.2 Catch Basin Sizing & Calculations Chapter 6 - Drainage Ditch Sizing VI AH:3h H:\REPORTS\23S2\115 GtMns 1.06 i 1.07\2nd Subnilttal\A02.doc W.O. 2352-115 2/22/Z005 8;51 PM Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 Chapter 7 - Riser & Desilt Basin Design VII 7.1 100-Year Mass-Graded Condition AES Model Output 7.2 Mass-Graded Hydrology Map for Neighborhood 1.04 7.3 Temporan/ Strom Drain Analysis (Storm Drain Legend, Storm Model Input and Output) 7.4 Riser and Desilt Basin Calculations Chapter 8 - Appendices VIII Appendix 8.1 100-Year, 6-Hour Isopluvial Plan Appendix 8.2 Runoff Coefficients (Rational Method) Appendix 8.3 Nomograph for Determination of Time of Concentration (Tc) for Natural Watersheds Appendix 8.4 Urban Areas Overiand Time of Flow Curves Appendix 8.5 Gutter and Roadway Discharge-Velocity Chart Appendix 8.6 Intensity-Duration Design Chart Appendix 8.7 Drawing No. 400-8C "Plans for the Improvement of Bressi Ranch Residential Storm Drain", Sheet 21 Appendix 8.8 Drawing No. 418-8 "Plans for the Improvement of Bressi Ranch Residential Planning Area 11", Sheet 9 Appendix 8.9 Drawing No. 400-8J "Improvement and Utility Plans for Alicante Road"; Sheet 4 Appendix 8.10 Drawing No. 397-2 H "Grading and Drainage Plans for Poinsettia Lane at La Costa Greens", Sheets 12-15 AH:ati H:\REPORTS\2352M 15 Greens 1.06 i 1.07\2n<j Subiiilttal\A02.doc W.O. 2352-115 2/22/2005 3:59 PM Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 Chapter 9 - Hydrology Exhibits IX Exhibit 9.1 Developed Condition Hydrology Map AH:a(i H:\REPOFrrs\2352\115 Greens 1.06 i 1.07^2^d Submittal\A02.doc W.O. 2352-115 2/22/2005 3:51 PM I Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 EXECUTIVE SUMMARY 1.1 - Introduction The La Costa Greens Neighborhoods 1.06 and 1.07 project site is located at the northeast corner of the Alicante Road-Poinsettia Lane intersection in the City of Carlsbad, California. The project site is also bounded by the existing Bressi Ranch residential development to the northeast. The vicinity map below has been included to illustrate the project site's location. 1.2 - Vicinity Map mp aammr LA COSTA VICfNtTYUAP This drainage study will address: • 100-Year Peak Flowrates for Developed Conditions • Hydraulic Calculations • Curb Inlet and Catch Basin Sizing • Drainage Ditch Sizing • Riser and Desilt Basin Design (includes 100-Year Peak Flowrates for Mass- Graded Conditions and temporary Strom Drain Analysis for Neighborhood 1.04) AH:ah H.\REPCRTS\2352\115 Greens 1.06 i 1.07^2nd Submlttal\A02.dac W.O. 2352-115 2/22/20O5 8:51 PM Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 1.3 - Existing Condition The 78-acre site is part of the La Costa Greens development in the City of Carlsbad, California. Located in the Batiquitos watershed, the site consists of primarily hilly, undisturbed terrain covered with natural vegetation. The site receives offsite runoff at two different locations from the adjacent Bressi Ranch residential development to the northeast. Peak flow data from the adjacent development, summarized in Table 1 below, was obtained from Drawing No. 400-8C "Plans for the Improvement of Bressi Ranch Residential Storm Drain" and Drawing No. 418-8 "Plans for the Improvement of Bressi Ranch Residential Planning Area 11", both prepared by Project Design Consultants, PDC (see Appendices 8.7 and 8.8). TABLE 1 Offsite Runoff to La Costa Greens Neighborhoods 1.06 and 1.07 Site Identification* Offsite Runoff Location* Drawing No. (in City of Carlsbad) 100-Year Peak Flow (cfs) Offsite Runoff A Node 117 418-8 30.6 Offsite Runoff B Node 220 400-8C 22.2 * Refer to the Developed Condition Hydrology Map (Exhibit 9.1, Chapter 9) Natural runoff from the undeveloped site flows both in a westerly and a southerly direction towards Alicante Road and Poinsettia Lane, respectively. Flow directed towards Alicante Road is collected via an existing D-34 headwall and 36" RCP per Drawing No. 400-8J "Improvement and Utility Plans for Alicante Road". The peak discharge is drained southerly along Alicante Road towards the existing flood attenuation basin located on the southeast corner of the Alicante Road-Poinsettia Lane intersection. Similarly, flow directed towards Poinsettia Lane is intercepted by four culverts via two D-34 headwalls and two D-35 headwalls per Drawing No. 397-2 H "Grading and Drainage Plans for Poinsettia Lane at La Costa Greens". The runoff is then conveyed via storm drain beneath Poinsettia Road towards the previously mentioned flood alternation basin. From the basin, natural runoff then flows in a westerly direction to an unnamed tributary of San Marcos Creek, which drains 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 and discharges into San Marcos Creek towards Batiquitos Lagoon. The maximum capacities ofthe receiving storm drain systems, summarized in Table 2 on the next page, are referenced from Drawing No. 400-8J and Drawing No. 397- 2H (see Appendices 8.9 and 8.10). AH:an H:\REPORTS\2352M15 Greens 1.06 & 1.07\2nd SubmittaMOidoc W.O. 2352-115 2/22/2005 3:51 PM Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 TABLE 2 Maximum Capacities of Receiving Storm Drain Systems Location* Drawing No. (in City of Carlsbad) 100-Year Peak Flow (cfs) Node 100 400-8J 85.5 Node 200 397-2H 99.8 Node 300 397-2H 57.0 Node 400 397-2H 51.3 Node 500 397-2H 32.5 * Refer to the Developed Condition Hydrology Map (Exhibit 9.1, Chapter 9) 1.4 - Proposed Proiect The construction ofthe La Costa Greens Neighborhoods 1.06 and 1.07 site will include rough grading of the site in order to match and adjust the existing grade to the grading of Alicante Road and Poinsettia Lane along with other surrounding developments. The proposed project consists of single-family residential homes with its associated streets, sidewalks, curbs and gutters, underground utilities including internal storm drainage systems, and open space areas. Runoff from the developed site has been divided into three drainage basins, described in Table 3 below, and will be collected by three proposed storm drain systems which will tie into existing storm drain lines, already depicted in Drawing No. 400-8J and Drawing No. 397-2H. TABLE 3 Drainage Basin and Storm Drain System Summary Outlet Location* Basin Identification Contributing Sectors/Neighborhoods Node 100 Basin #1 West Basin Offsite Runoff A and most of Neighborhood 1.06 with the exception of Street "A" Node 200 Basin #2 NE Basin Offsite Runoff B, Street "A" along Neighborhood 1.06, NE portion of Neighborhood 1.07, and east portion of Neighborhood 1.04 (School Site) Node 300 Basin #3 SE Basin SE portion of Neighborhood 1.07 and west portion of Neighborhood 1.04 (School Site) * Refer to the Developed Condition Hydrology Map (Exhibit 9.1, Chapter 9) AH:ah H:\REPORTS\2352\115 Greens 1.06 i 1.07\2nd Submlttal\A02.doc W.O. 2352-115 2/22C005 8:51 PM Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 The storm drain elements proposed in this report for Neighborhoods 1.06 and 1.07 will tie to the existing storm drain systems at three different locations: • At Alicante Road between Stations 93+00 and 94+00 (near Node 130) • At Poinsettia Lane between Stations 67+00 and 68+00 (at Node 244) • At Poinsettia Lane between Stations 55+00 and 56+00 (at Node 331) 1.5 - Summarv of Results The hydrology studies prepared by PDC and Hunsaker and Associates for the Alicante Road and Poinsettia Lane existing storm drain system was designed using the 1993 San Diego County hydrologic methodology. To be consistent, the hydrologic analysis prepared for the proposed La Costa Greens Neighborhoods 1.06 and 1.07 development also used the 1993 San Diego County methodology. Future developments, which do not tie into systems designed per the older methodology, will be analyzed with the current 2003 San Diego County methodology. In the Rational Method Analysis, a runoff coefficient of 0.45 was used for undisturbed, natural terrain. For developed areas, a runoff coefficient of 0.55 was used, which corresponds to single-family residential land use and a mnoff coefficient of 0.95 was used for paved streets, corresponding to areas that are 90% impervious. For Neighborhood 1.04 a runoff coefficient of 0.55 was used for its mass-graded condition analysis and 0.85 when the site was assumed fully developed. Also, weighed runoff coefficients were used where a combination of land uses was present. All runoff coefficients are based on the "San Diego County Hydrology Manual (1993)". Developed condition peak flowrates, listed on Table 4 below, are based on the AES-99 computer program and the City of Carlsbad Drainage Design Criteria (see Chapters 2 and 3). Maximum capacities for the receiving storm drain systems are included in Table 4 for comparison purposes per drawing numbers 400- 8J and 397-2H (see Appendices 8.9 and 8.10). Watershed delineations and node locations are visually depicted on Exhibit 9.1, which is located in the back pocket of this report (see Chapter 9). TABLE 4 Developed Conditions Hydrologic Results Outfall Node ID Basin Identification Drainage Area* (acres) 100-Year Developed Peak Flow (cfs) Max. Capacity of Receiving System^ (cfs) 100 Basin #1 West Basin 42.6 74.4 85.5 200 Basin #2 NE Basin 38.1 71.9 99.8 300 Basin #3 SE Basin 26.4 69.5 57.0 Total 107.1 215.8 242.3 * Includes offsite area from Bressi Ranch Peak flows from Table 2 AH:ah H:\REPORTS\2352M15 Greens 1.06 i 1.07\2nd Submittal\A02.doc W.O. 2352-115 2/22/2005 3:51 PM Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 As depicted in Table 4 on the previous page, at Nodes 100 and 200 development of the project site does not increase mnoff when compared to the discharge that the receiving storm drain systems where designed to handle (per Drawing Nos. 400-8J and 397-2H). However, at Node 300 the peak discharge is 12.5-cfs higher than the designed capacity ofthe existing storm drain system; thus, the receiving storm drain system along Poinsettia Lane (at approximate Station 56+00) was analyzed hydraulically with the new increased flow to ensure that the increment in peak discharge does not affect the system (see Section 4.3). Overall, the peak mnoff into the flood attenuation basin from Neighborhoods 1.06 and 1.07 decreased by 11 % when compared to the flows that the receiving storm drain systems where originally designed for. The decrease in peak discharge is mostly due to the fact that the storm water takes more time to reach the outlet locations since it follows a more circuitous path when it is routed across pads, through streets, and in the storm drain system; while in existing conditions the runoff sheet flows from the existing Bressi ranch residential development to the downstream headwalls. Since the time of concentration increases in developed conditions, it is expected for the peak flow rate to decrease. It is also safe to assume that at Nodes 400 and 500 the peak runoff also decreased given that the drainage area to both locations is considerably smaller after development of the site. Storm water quality goals and objectives have already been established for the proposed project site. Flow-based treatment control Best Management Practices (BMPs) have been sized to treat the first flush while bypassing higher flows to the discharge location. At the West Basin an existing Vortechs Model 3000 unit within Alicante Road (approximate Station 84+50) per Drawing No. 400-8J will treat the first flush runoff. At the Northeast and Southeast basins the CDS Model PMSU 40_40_10 and CDS Model PMSU 40_30_10 treatment units (or approved equivalent units) have been recommended, respectively. Post-construction BMP methodology, calculations, and sample devices for each storm drain system has been presented in the storm water management plans (SWMPs) entitled "Storm Water Management Plan for La Costa Greens Neighborhood 1.06 CT 04-16" and "Storm Water Management Plan for La Costa Greens Neighborhood 1.07 CT 04-15' prepared by Hunsaker & Associates San Diego, Inc. on January 20, 2005. Please refer to the above described reports for specific information regarding storm water quality. Upon finalizing the design of the proposed storm drain systems, a hydraulic analysis of all storm drain pipes within each system was performed using the Storm computer software (see Chapter 4 for storm drain legends and Storm model inputs and outputs). Using a known starting downstream water surface elevation at the discharge locations, the program calculated the hydraulic grade line for the RCP storm drain systems. The starting water surface elevation for the West Basin (at Node 100) of 192.00-ft was obtained by using the hydraulic grade line from Drawing No. 400-8J since it depicts a mnoff of 85.5-cfs which is lower than the peak discharge determined by this study of 74.4-cfs. This allows for a more conservative hydraulic grade line determination along the storm drain system within the West Basin (see Section 4.1). At the Northeast and Southeast basins two Stomn models where created for each basin: the first beginning at the most upstream point of the AH:ah H:\REPORTSU352\115 Greens 1.06 & 1.07\2nd SubmlnaAA02.doc W.O. 2352-115 2/22/2005 8:51 PM Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 storm drain system and ending at the BMP and the second starting at the BMP and ending at the system's outfall at the existing headwalls. The starting water surface elevation for the models ending at the BMP's for both basins was determined by calculations performed by CDS Technologies Inc. regarding headlosses within each BMP (see Section 4.2 and 4.3). The starting water surface elevation for the model starting at the BMP and ending at the system's outfall for the Northeast Basin (at Node 200) was determined to be 126.50. It was obtained by using the hydraulic grade line from Drawing No. 397-2H since it depicts a runoff of 99.8-cfs which is lower than the peak discharge determined by this study of 71.9-cfs. Similar to the West Basin, this allows for a more conservative hydraulic grade line detennination along the storm drain system within the Northeast Basin (see Section 4.2). Finally, the starting water surface elevation for the model starting at the BMP and ending at the system's outfall for the Southeast Basin (at Node 300) was detennined to be 111.64. Since the peak flowrate of 69.5-cfs determined by this study is greater than the discharge of 57.0-cfs in the receiving system (per drawing No. 397-2H), the FlowMaster program was used to determine the depth of flow within the outfall pipe ofthe system; thus, determining the starting water surface elevation at the downstream end. Since the flow within the pipe is supercritical, the normal depth is used as the depth of flow (see Section 4.3). In addition, ail curb inlets and catch basins have been sized to ensure that they are capable of handling 100-year developed condition peak flows (see Chapter 5). One catch basin at Node 220 has been modified to have an opening height of 13.5- inches rather than the standard 9-inches and to also allow for 18-inches of ponding over the top of the box. All drainage ditches were designed to convey 100-year developed condition peak flows at a minimum slope of 2% while containing at least six inches of freeboard. The flow conveyed in all of the proposed drainage ditches was determined to be considerably less than the maximum capacity they can handle (see Chapter 6). Finally, two desilt basins were designed per Part 8 of Section A of the State Water Resources Control Board Order No. 99-08-DWQ, Option 2 along the future school site. Neighborhood 1.04. A mass-graded hydrologic analysis was performed in this area in order to aptly design each basin's riser. A hydraulic analysis was also performed for the temporary drainage of the Desilt Basin #2 on tlie western portion ofthe future school site (see Chapter 7). The storm drain system pertaining to the Southeast Basin will be sized for the situation that produces the higher flows. 1.6 - Conclusion Based on the calculations completed herein, the storm drain system shall be able to function as designed and handle the flows generated from the La Costa Greens Neighborhoods 1.06 and 1.07 sites. Drainage design, including watershed delineation and stomn drain sizing, shall result in minimal impact to downstream property owners. Constmction of the storm drain improvements as shown herein should safely collect and convey peak discharge through the development. AH:ah H;\REPORTSa352M15 Greens 1.061 1.07\2nd SubmittalW02.doc W.O. 2352-115 2/22/2005 8:51 PM Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 1.7 - References "San Diego County Hydrology Manual"; Department of Public Works - Flood Control Division; County of San Diego, California; Revised April 1993. "City of San Diego Regional Standard Drawings"; Section D - Drainage Systems; Updated March 2000. "City of Carlsbad Engineering Standards"; City of Carlsbad, California; June 2004. Drawing No. 400-8C "Plans for the Improvement of Bressi Ranch Residential Storm Drain"; Project Design Consultants Drawing No. 418-8 "Plans for the Improvement of Bressi Ranch Residential Planning Area 11"; Project Design Consultants Drawing No. 400-8J "Improvement and Utility Plans for Alicante Road", Hunsaker & Associates San Diego, Inc. Drawing No. 397-2 H "Grading and Drainage Plans for Poinsettia Lane at La Costa Greens"; Kinley-Horn and Associates, Inc. "Storm Water Management Plan (SWMP) for La Costa Greens Neighborhood 1.06 CT 04-16"; Hunsaker & Associates San Diego, Inc.; January 2005. "Storm Water Management Plan (SWMP) for La Costa Greens Neighborhood 1.07 CT 04-15'; Hunsaker & Associates San Diego, Inc.; January 2005. Headloss Calculations for Models PMSU 40_40_30 and 40_40_10; CDS Technolgies Inc.; January 2005. AH:ah H:\REPORTS\2352\11S Greens 1.06 S, 1.07\2nd Submittal\A02.doc W.O. 2352-115 2CT2005 3:51 PM II Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.1 - City of Carlsbad Engineering Standards AH:ah H:\REPOR-rs\2352M 15 Greens 1.06 & 1.07\2nd Submittal\A02.do<: W.O. 2352.115 2/22/2005 9:00 PM CHAPTER 5- DRAINAGE AND STORM DRAIN STANDARDS 1. GENERAL A. All drainage design and requirements shall be in accordance with the latest City of Carlsbad Standard Urban Storm Water Mitigation Plan (SUSMP), Jurisdictional Urban Runoff Management Plan (JURMP), 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 and the 100-year six-hour storm between the top of curbs. All culverts shall be designed to accommodate a 100-year six-hour storm with a one foot freeboard at entry conditions such as inlets and head walls. C. The use of underground stomi drain systems, in addition to standard curb and gutter shall be required: 1) When flooding or street overflow during 100-year six-hour storm cannot be maintained between the top of curbs. 2) When 100-year six-hour stonn flow from future upstream development (as proposed in the existing General Plan) will cause damage to stmctures 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 on surface street improvements for more than 1,000'. E. The type of drainage facility shall be selected on the basis of physical and cultural adaptability to the proposed land use. Open channels may be considered in lieu of underground systems when the peak flow exceeds the capacity of a 48" diameter RCP. Fencing of open channels may be required as determined by the City Engineer. F. Permanent drainage facilities and right-of-way, including access, shall be provided from development to point of approved disposal. Page 1 of 5 G Storm Drains constaicted at a depth of 15' or greater measured from finish grade to the top of pipe or structure shall be considered deep storm drains and should be avoided if at all possible. When required, special design consideration will be required to the satisfaction of the City Engineer. Factors considered in the desiqn will include: 1) Oversized specially designed access holes/air shafts 2) Line encasements 3) Oversizing lines 4) Increased easement requirements for maintenance access 5) Water-tight joints 6) 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. J. Drainage design shall comply with the City's Jurisdictional Urban Runoff Management Plan (JURMP) and requirements ofthe National Pollutant Discharge Elimination System (NPDES) permit. HYDROLOGY A Off site, use a copy 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. Cleariy delineate each drainage basin showing the area and discharge and the point of concentration. C. Use the charts in the San Diego County Hydrology Manual for finding the "Tc" and "I". For small areas, a five minute "Tc" may be utilized with prior approval ofthe City Engineer. D. Use the existing or ultimate development, whichever gives the highest "C" factor. E. Use the rational formula Q = CIA for watersheds less than 0.5 square mile unless an alternate method is approved by the City Engineer. For watersheds in excess of 0.5 square mile, the method of analysis shall be approved by the City Engineer prior to submitting calculations. Page 2 of 5 HYDRAULICS A. Street - provide: 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. Stonn 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 2 FPS in a two-year frequency storm unless othenA/ise approved by the City Engineer. 5) All pipes and outlets shall show HGL, velocity and Q value(s) for design storm. 6) Confluence angles shall be maintained between 45° and 90° from the main upstream flow. Flows shall not oppose main line flows. 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 + y)''^ Where: y = depth of flow in approach gutter in feet a = depth of depression of flow line at inlet in feet L = length of clear opening in feet (maximum 30 feet) Q = flow in CFS, use 100-year design storm minimum Grated inlets should be avoided. When 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. All catch basins shall have an access hole in the top unless access through the grate section satisfactory to the City Engineer is provided. Page 3 of 5 E. Catch basins/curb inlets shall be located so as to eliminate, whenever Dossible Minimum connector pipe for public drainage systems shall be 18". fl» ctZerts^ *^ -"P- *-nel 5. STORMDRAINS A R G B. C. D. H. ^gS. ^'"^^ -^^^ ""'^'^ ^^'^^^'•^^ ^PP^^^d by the City Minimum storm drain, within public right-of-way, size shall be 18" diameter. nr^Ho!i'''f"°i!!' ^^^''^""^ ^"9le points and at breaks in f:::n^7too^'^^^^^^^^ ^'^^ -Ser, a maximu^ ^^^:i^msr£^^:ss^ b^" '^^^ The material for storm drains shall be reinforced concrete pipe designed in confornnance with San Diego County Flood Control District's design criteria as modified by Carisbad Standard Specifications. Cormgated steel pipe shaSTot be Plastic/mbber collars shall be prohibited. Horizontal curve design shall conform to manufacturer recommended specifications. Vertical cun/es require prior approval from the City Engineer. The pipe invert elevations, slope, pipe profile line and hydraulic grade line for design flows sha^l be delineated on the mylar of the improvement ptns Any utilities crossing the storm drain shall also be delineated. The strength classification of any pipe shall be shown on the plans. Minimum D- oad for RCP shall be 1350 in all City streets or future rights-of-way. Minimum D-load for depths less than 2\ if allowed, shall be 2000 or greater. rnHnlI.^^i?^f "^^^'T^ ^^^^^ Standards, the current San Diego County Hydrology and Design and Procedure Manuals shall be used. For storm drain discharging into unprotected or natural channel, proper energy dissipation measures shall be installed to prevent damage to the channel or erosion In cases of limited access or outiet velocities greater than 18 fps a concrete energy dissipater per SDRS D-41 will be required. ' Page 4 of 5 1. The use of detention basins to even out storm peaks and reduce piping is permitted with substantiating engineering calculation and proper maintenance agreements. Detention basins shall be fenced. J. Desiltation measures for silt caused by development shall be provided and cleaned regularly during the rainy season (October 1 to April 30) and after major rainfall as required by the City Engineer or his designated representative. Adequate storage capacity as determined by the City Engineer shall be maintained at all times. K. Protection of downstream or adjacent properties from inaemental 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 stonn drains or channels to contain flows are provided. L. M. 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. N. Stomn drain pipe under pressure flow for the design stonn, i.e., HGL above the soffit of the ppe, shall meet the requirements of ASTM C76, C361, C443 for water-tight joints in the sections of pipe calculated to be under pressure and an additional safety length beyond the pressure flow point. Such safety length shall be determined to the satisfaction of the City Engineer taking into consideration such factors as pipe diameter, Q, and velocity. O. An all weather access road from a paved public right-of-way shall be constructed to all drainage and utility improvements. The 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 environmentai review. P. Engineers are encouraged to gravity drain all lots to the street without use of a yard drain system. On projects with new street improvements proposed, a curb outlet per SDRSD D-27 shall be provided for single-family residential lots to allow yard drains to connect to the streets gutten Page 5 of 5 CHAPTER 2 CITY OF CARLSBAD MODIFICATIONS TO THE SAN DIEGO REGIONAL STANDARD DFIAWINGS Note: The minimum allowable concrete mix design for all concrete placed within public riglit- of-way shall be 560-C-3250 as specified in the Standard SpeciUcations for Public Works Construction. DWG. MODIFICATION 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 pre-stressed concrete round pole. E-2 Grounding per note 2. Attachment of the grounding wire-to the anchor bolt shall be beiow the light standard base plate with an approved connection. 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 not used. When specified, Type B-2 shall have a curb height of8", width of 6", with a 3:1 batter. When specifically approved by the City Engineer, Type B-3 shall have a curb height of 8", width of 6", a 3:1 batter with the hinge point eliminated. G-11 Add: Remove curb/gutter and sidewalk from score-mark to score-mark or from joint-to-joint or approved combination. Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.2 - Rational Method Hydrologic Analysis AH:ah H:\REPORTS\2352\115 Greens 1.06 & 1.07\2nd SubmlllaHA02.doc W.O. 2352-115 2/22/2005 9:00 PM Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 Rational Method Hydrology Analvsis Computer Software Package - AES-99 Design Storm - 100-Year Return Interval Land Use - Mass-Graded (future School), Residential in Developed Areas Soil Type - Hydrologic soil group D was assumed for all areas. Group D soils have very slow infiltration rates when thoroughly wetted. Consisting chiefly of clay soils with a high swelling potential, soils with a high pennanent water table, soils with clay pan or clay layer at or near the surface, and shallow soils over nearly impervious materials. Group D soils have a very slow rate of water transmission. Runoff Coefficient - In accordance with the County of San Diego standards, single- family residential areas, constmcted slopes, and mass-graded areas (future school site) were designated a mnoff coefficient of 0.55 while natural areas were designated a mnoff coefficient of 0.45. Areas that are 90% impervious were assigned a mnoff coefficient of 0.95 and the future school site when assumed fully developed was assigned a runoff coefficient of 0.85. Weighed runoff coefficients were used where a combination of land uses was present Method of Analysis - The Rational Method is the most widely used hydrologic model for estimating peak runoff rates. Applied to small urban and semi-urban areas with drainage areas less than 0.5 square miles, the Rational Method relates storm rainfall intensity, a runoff coefficient, and drainage area to peak mnoff rate. This relationship is expressed by the equation: Q = CIA, where: Q = The peak runoff rate in cubic feet per second at the point of analysis. C = A runoff coefficient representing the area - averaged ratio of runoff to rainfall intensity. I = The time-averaged rainfall intensity in inches per hour corresponding to the time of concentration. A = The drainage basin area in acres. To perform a node-link study, the total watershed area is divided into subareas which discharge at designated nodes. The procedure for the subarea summation model is as follows: 1. Subdivide the watershed into an initial subarea (generally 1 lot) and subsequent subareas, which are generally less than 10 acres in size. Assign upstream and downstream node numbers to each subarea. 2. Estimate an initial Tc by using the appropriate nomograph or overland flow velocity estimation. 3. Using the initial Tc, determine the corresponding values of I. Then Q = C I A. AH:ah H:\REPORTS\2352\115 Greens 1.06 S 1.07\2nd SubmittaM02.doc W.O. 2352-115 2/22/2005 3:51 PM Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 4. Using Q, estimate the travel time between this node and the next by Manning's equation as applied to the particular channel or conduit linking the two nodes. Then, repeat the calculation for Q based on the revised intensity (which is a function ofthe revised time of concentration) The nodes are joined together by links, which may be street gutter flows, drainage swales, drainage ditches, pipe flow, or various channel flows. The AES-99 computer subarea menu is as follows: SUBAREA HYDROLOGIC PROCESS 1. Confluence analysis at node. 2. Initial subarea analysis (including time of concentration calculation). 3. Pipeflow travel time (computer estimated). 4. Pipeflow travel time (user specified). 5. Trapezoidal channel travel time. 6. Street flow analysis through subarea. 7. User - specified information at node. 8. Addition of subarea mnoff to main line. 9. V-gutter flow through area. 10. Copy main stream data to memory bank 11. Confluence main stream data with a memory bank 12. Clear a memory bank At the confluence point of two or more basins, the following procedure is used to combine peak flow rates to account for differences in the basin's times of concentration. This adjustment is based on the assumption that each basin's hydrographs are triangular in shape. 1. If the collection streams have the same times of concentration, then the Q values are directly summed, Qp = Qa + Qb; Tp = Ta = Tb 2. If the collection streams have different times of concentration, the smaller of the tributary Q values may be adjusted as follows: a. The most frequent case is where the collection stream with the longer time of concentration has the larger Q. The smaller Q value is adjusted by the ratio of rainfall intensities. Qp = Qa + Qb (la/lb); Tp = Ta Al-I:ah H:\REPORTS\2352M15 Greens 1.061 1.07\2nd SubmlttaM02.doc W.O. 2352-115 2/22/2005 8:51 PM Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 b. In some cases, the collection stream with the shorter time of concentration has the larger Q. Then the smaller Q is adjusted by a ratio of the T values. Qp = Qb + Qa (Tb/Ta); Tp = Tb AH:ah H:\REPORTS\2352M15 Greens 1.06 8.1.07\2nd Subinittal\A02.d<ic W.O. 2352-115 2/22/2005 8:51 PM Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.3 - Storm Drain System Analysis AH;ah H:\REPORTS\2352M15 Greens 1.06 & 1.07\2nd Submittal\A02.doc W.O. 2352-115 2/22/2005 9:00 PM Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 Storm Drain Hvdraulic Analvsis Computer Software Package - Storm Design Storm -100-Year Return Interval Roughness Coefficient - Manning's "n" value of 0.013 (concrete pipe) Minimum Pipe Diameter -18 inches Minimum Grade of Storm Drains - 0.50% Given the discharge and the physical characteristics of a proposed storm drain system, the "Storm" computer program, from Los Angeles Public Works, generates hydraulic grade line elevations at junctions and inlet locations. Hydraulic grade line elevations are calculated by evaluating friction and minor losses throughout the system. To determine the hydraulic characteristics at a junction, the pressure plus momentum equation is applied at end points of the junction to detennine the control point and to compute the conjugate depth at the opposite end of the junction. Using a known starting downstream water surface elevation at the discharge locations, the program calculated the hydraulic grade line for the RCP storm drain systems (see Chapter 4 for starting water surface elevation determinations). When flow changes from partial flow to full flow or from full flow to partial flow, the program determines the location in the line where the change occurs. The program also determines the precise locations of hydraulic jumps (where flow changes from supercritical to subcritical flow) along with the pressure plus momentum at the jump and flow depth before and after the jump. A typical storm drain analysis procedure is as follows: 1. Establish the main line of the entire storm drain system. Generally, lines carrying the majority of the flow will constitute the main line. 2. Establish the main line of any lateral system by proceeding upstream from the main line junction to the highest upstream inlet. 3. Number the main line segments consecutively in the upstream direction to the most upstream inlet. Then, number each lateral system in the same manner (with values greater than that ofthe main line). Note: The storm program is number sensitive. Therefore, a chronological number system must be established. 4. For each line, tabulate pertinent data such as the maximum design flow, conduit size and length, flow line elevations, minor loss AH:ah H:\REPORTS\2352\115 Greens 1.06 & 1.07\2nd Submittal\A02.doc W.O. 2352-115 2/22/2005 3:51 PM Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 coefficients for manholes, bends, etc., entrance loss coefficients for the inlets, and confluence angles at all junctions. Junction loss coefficients, Kj, range from 0 to 1.0 depending on the efficiency ofthe junction design. Junction losses are calculated by multiplying Kj times the velocity head in the outlet conduit. If the value of Kj is left blank or the pipe flow condition is partially full, the pressure plus momentum equation is used to determine the junction losses. Entrance loss coefficients. Kg, range from 0.04 (bell-mounted entrance) to 0.5 (flush headwall entrance). The entrance loss is computed by multiplying Kg times the velocity head in the outlet conduit. Minor loss coefficients. Km, are the summation of losses from bends, manholes, etc. The total minor loss, computed as Km times the velocity head in the conduit, is added to friction losses in the hydraulic analysis for full flow only. AH:ah H:\REPORTS\2352M1S Greens 1.06 i 1.07\2nd Subinlttalu02.doc W.O. 2352-115 2/22/2005 8:51 PM Ill Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 CHAPTER 3 RATIONAL METHOD HYDROLOGIC ANALYSIS (100-Year Developed Condition AES Model Output) AH:ah H:\REPORTS\2352\115 Greens 1.08 & 1.07\2nd Submlttal\A02.doc W.O. 2352-115 2/22/2005 9:00 PM ******************************************************* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Cop-yright 1982-99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1239 Analysis prepared by: Hunsaker & Associates - San Diego, Inc. 10179 Huennekens Street San Diego, Ca. 92121 (858) 558-4500 ************************** DESCRIPTION OF STUDY ************************** * LA COSTA GREENS - P.A. 1.06 AND P.A. 1.07 * * 10 0-YEAR DEVELOPED CONDITION HYDROLOGY ANALYSIS * * W.0.# 2352-115 PREPARED BY: AH * ************************************************************************** FILE NAME: H:AES99\2352\115\FEDEV.DAT TIME/DATE OF STUDY: 15:43 2/21/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED BEGIN P.A. 1.06, BASIN #1 - WEST BASIN (NODE SERIES 100) **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 233.00 UPSTREAM ELEVATION = 24 8.70 DOWNSTREAM ELEVATION = 245.60 ELEVATION DIFFERENCE = 3.10 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.740 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.844 SUBAREA RUNOFF(CFS) = 1.08 TOTAL AREA(ACRES) = 0.51 TOTAL RUNOFF(CFS) = 1.08 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 6 >>>>>C0MPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 245.60 DOWNSTREAM ELEVATION = 238.92 STREET LENGTH(FEET) = 707.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.5 0 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.3 8 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.3 6 HALFSTREET FLOODWIDTH(FEET) = 11.67 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.28 PRODUCT OF DEPTH&VELOCITY = 0.82 STREETFLOW TRAVELTIME(MIN) = 5.16 TC(MIN) = 18.90 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.129 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 2.62 SUBAREA RUNOFF(CFS) = 4.51 SUMMED AREA(ACRES) = 3.13 TOTAL RUNOFF(CFS) = 5.59 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.42 HALFSTREET FLOODWIDTH(FEET) = 14.58 FLOW VELOCITY(FEET/SEC.) = 2.49 DEPTH*VELOCITY = 1.04 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.3 UPSTREAM NODE ELEVATION = 22 7.27 DOWNSTREAM NODE ELEVATION = 22 7.08 FLOWLENGTH(FEET) = 5.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.59 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 18.91 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.91 RAINFALL INTENSITY(INCH/HR) = 3.13 TOTAL STREAM AREA(ACRES) = 3.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.59 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 318.00 UPSTREAM ELEVATION = 25 9.00 DOWNSTREAM ELEVATION = 255.20 ELEVATION DIFFERENCE = 3.8 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.637 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.397 SUBAREA RUNOFF(CFS) = 1.23 TOTAL AREA(ACRES) = 0.66 TOTAL RUNOFF(CFS) = 1.23 **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 255.20 DOWNSTREAM ELEVATION = 239.02 STREET LENGTH(FEET) = 698.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.5 0 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.41 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET) = 7.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.94 PRODUCT OF DEPTH&VELOCITY = 0.84 STREETFLOW TRAVELTIME(MIN) = 3.95 TC(MIN) = 20.59 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.961 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 3.86 SUBAREA RUNOFF(CFS) = 6.29 SUMMED AREA(ACRES) = 4.52 TOTAL RXMOFF(CFS) = 7.52 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.33 HALFSTREET FLOODWIDTH(FEET) = 10.01 FLOW •VELOCITY (FEET/SEC. ) = 3.36 DEPTH*'VELOCITY = 1.10 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 104.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.5 UPSTREAM NODE ELEVATION =22 7.03 DOWNSTREAM NODE ELEVATION = 22 6.58 FLOWLENGTH(FEET) = 26.88 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.52 TRAVEL TIME(MIN.) = 0.06 TC{MIN.) = 20.65 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.65 RAINFALL INTENSITY(INCH/HR) = 2.96 TOTAL STREAM AREA(ACRES) = 4.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.52 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.59 18.91 3.128 3.13 2 7.52 20.65 2.955 4.52 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE *•* STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 12.69 18.91 3.128 2 12.80 20.65 2.955 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.80 Tc(MIN.) = 20.65 TOTAL AREA(ACRES) = 7.65 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 108.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.4 UPSTREAM NODE ELEVATION = 226.25 DOWNSTREAM NODE ELEVATION = 22 0.65 FLOWLENGTH(FEET) = 204.91 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 12.80 TRAVEL TIME(MIN.) = 0.33 TC(MIN.) = 20.98 ********************'******************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 >>»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 2 0.98 RAINFALL INTENSITY(INCH/HR) = 2.93 TOTAL STREAM AREA(ACRES) = 7.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.80 **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 170.00 UPSTREAM ELEVATION =2 75.00 DOWNSTREAM ELEVATION =2 37.80 ELEVATION DIFFERENCE = 3 7.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.615 •CAUTION: SUBAREA SLOPE EXCEEDS COtMTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.76 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.76 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 108.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.7 UPSTREAM NODE ELEVATION = 225.49 DOWNSTREAM NODE ELEVATION = 221.15 FLOWLENGTH{FEET) = 39.59 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.76 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 6.09 f************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.09 RAINFALL INTENSITY(INCH/HR) = 6.50 TOTAL STREAM AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.76 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.80 20.98 2.925 7.65 2 0.76 6.09 6.499 0.21 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.52 6.09 6.499 2 13.14 20.98 2.925 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.14 Tc(MIN.) = 20.98 TOTAL AREA(ACRES) = 7.86 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 111.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.6 UPSTREAM NODE ELEVATION = 22 0.32 DOWNSTREAM NODE ELEVATION = 2 06.04 FLOWLENGTH(FEET) = 252.03 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 13.14 TRAVEL TIME(MIN.) = 0.31 TC(MIN.) = 21.29 **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.4 UPSTREAM NODE ELEVATION = 2 05.71 DOWNSTREAM NODE ELEVATION = 193.63 FLOWLENGTH{FEET) = 221.37 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 13.14 TRAVEL TIME(MIN.) = 0.27 TC(MIN.) = 21.56 ^jt*.jt************************************************************************ FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 10 >>>>>MAIN-STREAM MEMOI^Y COPIED ONTO MEMORY BANK # 1 <<<<< jf^tjt*.*.*********************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 114.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 243.50 UPSTREAM ELEVATION = 240.90 DOWNSTREAM ELEVATION = 237.94 ELEVATION DIFFERENCE = 2.96 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.475 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.716 SUBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) = 0.42 TOTAL RUNOFF(CFS) = 0.86 **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 115.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 23 7.94 DOWNSTREAM ELEVATION = 209.27 STREET LENGTH(FEET) = 582.30 CURB HEIGHT(INCHES) =6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.5 0 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.95 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.2 8 HALFSTREET FLOODWIDTH(FEET) = 7.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.07 PRODUCT OF DEPTH&VELOCITY = 1.15 STREETFLOW TRAVELTIME(MIN) = 2.38 TC(MIN) = 16.86 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.3 68 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 2.25 SUBAREA RUNOFF(CFS) = 4.17 SUMMED AREA(ACRES) = 2.67 TOTAL RUNOFF(CFS) = 5.03 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.73 FLOW "VELOCITY(FEET/SEC.) = 4.72 DEPTH*VELOCITY = 1.51 **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 1 >>»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL JSIUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.86 RAINFALL INTENSITY(INCH/HR) = 3.37 TOTAL STREAM AREA(ACRES) = 2.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.03 **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 139.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 312.50 UPSTREAM ELEVATION = 23 0.70 DOWNSTREAM ELEVATION = 218.30 ELEVATION DIFFERENCE = 12.4 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.055 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 10 0 YEAR RAINFALL INTENSITY(INCH/HOUR) =4.422 SUBAREA RUNOFF(CFS) = 1.51 TOTAL AREA(ACRES) = 0.62 TOTAL RUNOFF(CFS) = 1.51 **************************************************************************** FLOW PROCESS FROM NODE 139.00 TO NODE 115.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 218.30 DOWNSTREAM ELEVATION = 209.27 STREET LENGTH(FEET) = 214.30 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.58 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.2 8 HALFSTREET FLOODWIDTH(FEET) = 7.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.73 PRODUCT OF DEPTH&VELOCITY = 1.04 STREETFLOW TRAVELTIME(MIN) = 0.96 TC(MIN) = 12.01 100 YEAR RAINFALL INTENSITY (INCH/HOXJR) = 4.192 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.93 SUBAREA RUNOFF(CFS) = 2.14 SUMMED AREA(ACRES) = 1.55 TOTAL RUNOFF(CFS) = 3.65 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.73 FLOW VELOCITY(FEET/SEC.) = 4.15 DEPTH*VELOCITY = 1.25 *^i.************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.01 RAINFALL INTENSITY(INCH/HR) = 4.19 TOTAL STREAM AREA(ACRES) = 1.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.65 .**************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 117.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.0 0 RAIN INTENSITY{INCH/HOUR) = 4.72 TOTAL AREA(ACRES) = 15.00 TOTAL RUNOFF(CFS) = 30.60 + + I Data for the Code 7 above from Node 117 to Node 117 was obtained from | I the "Tentative Map Drainage Study for La Costa Greens, Neighborhood 1.6" | I prepared by Hunsaker and Associates on November 4, 2004. j + + **************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 117.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.718 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 2.61 SUBAREA RUNOFF(CFS) = 6.77 TOTAL AREA(ACRES) = 17.61 TOTAL RUNOFF(CFS) = 37.37 TC(MIN) = 10.00 + ^ I The Code 8 above from Node 117 to Node 117 peratins to the subarea | I drained by the existing ditch per Dwg. No. 400-8A prepared by | I Project Design Consultants and approved on January 2003. | + + **************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 118.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.5 UPSTREAM NODE ELEVATION = 205.10 DOWNSTREAM NODE ELEVATION = 2 03.67 FLOWLENGTH(FEET) = 2 6.32 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 37.37 TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 10.03 **************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 118.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.710 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.23 SUBAREA RUNOFF(CFS) = 3.19 TOTAL AREA(ACRES) = 18.84 TOTAL RUNOFF(CFS) = 40.56 TC(MIN) = 10.03 The Code 8 above from Node 117 to Node 118 pertains to the subarea drained by Ditch IB. **************************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 115.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.9 UPSTREAM NODE ELEVATION = 203.34 DOWNSTREAM NODE ELEVATION = 197.0 8 FLOWLENGTH{FEET) = 170.98 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4 0.56 TRAVEL TIME(MIN.) = 0.19 TC(MIN.) = 10.22 **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 10.22 RAINFALL INTENSITY(INCH/HR) = 4.65 TOTAL STREAM AREA(ACRES) = 18.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4 0.56 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.03 16.86 3.368 2.67 2 3.65 12.01 4.192 1.55 3 40.56 10.22 4.653 18.84 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 47.49 10.22 4.653 2 44.23 12.01 4.192 3 37.32 16.86 3.368 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 47.49 Tc(MIN.) = 10.22 TOTAL AREA(ACRES) = 2 3.06 **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 112.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 23.2 UPSTREAM NODE ELEVATION = 196.75 DOWNSTREAM NODE ELEVATION = 193.63 FLOWLENGTH(FEET) = 31.84 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 47.49 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 10.24 **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM NUMBER 1 RUNOFF (CFS) 47 .49 Tc (MIN.) 10 .24 INTENSITY (INCH/HOUR) 4.646 AREA (ACRE) 23 . 06 ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 13.14 1 CONFLUENCE DATA ** Tc (MIN.) 21.56 INTENSITY (INCH/HOUR) 2.874 AREA (ACRE) 7 . 86 ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF (CFS) 55.62 42 .51 Tc (MIN.) 10 .24 21.56 INTENSITY {INCH/HOUR) 4.646 2 . 874 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 55.62 Tc(MIN.) = TOTAL AREA(ACRES) = 3 0.92 10 .24 **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 120.00 IS CODE 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 350.00 UPSTREAM ELEVATION = 3 00.00 DOWNSTREAM ELEVATION = 2 69.40 ELEVATION DIFFERENCE = 3 0.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.991 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.053 SUBAREA RUNOFF(CFS) = 2.97 TOTAL AREA(ACRES) = 1.07 TOTAL RUNOFF(CFS) = 2 .97 *********** ***************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 140.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.5 UPSTREAM NODE ELEVATION = 25 9.39 DOWNSTREAM NODE ELEVATION = 248.55 FLOWLENGTH(FEET) = 175.51 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.97 TRAVEL TIME(MIN.) = 0.31 TC(MIN.) = 9.3 0 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 125.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.9 UPSTREAM NODE ELEVATION = 24 8.22 DOWNSTREAM NODE ELEVATION = 22 0.89 FLOWLENGTH(FEET) = 298.71 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.97 TRAVEL TIME(MIN.) = 0.46 TC(MIN.) = 9.76 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 291.00 UPSTREAM ELEVATION = 3 0 0.00 DOWNSTREAM ELEVATION = 265.00 ELEVATION DIFFERENCE = 35.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.372 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.743 SUBAREA RUNOFF(CFS) = 1.3 9 TOTAL AREA(ACRES) = 0.44 TOTAL RUNOFF(CFS) = 1.39 **************************************************************************** FLOW PROCESS FROM NODE 123.00 TO NODE 124.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.6 UPSTREAM NODE ELEVATION = 265.00 DOWNSTREAM NODE ELEVATION = 23 8.50 FLOWLENGTH(FEET) = 315.0 0 MANNING'S N = 0.015 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.39 TRAVEL TIME(MIN.) = 0.69 TC{MIN.) = 8.06 **************************************************************************** FLOW PROCESS FROM NODE 123.00 TO NODE 124.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.422 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DE'VELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.46 SUBAREA RUNOFF(CFS) = 4.35 TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 5.74 TC(MIN) = 8.06 The Code 8 above from Node 12 3 to Node 124 pertains to the subarea drained by the existing ditch per Drawing No. 400-8A and the proposed Ditch IC. **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 121.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.9 UPSTREAM NODE ELEVATION = 227.73 DOWNSTREAM NODE ELEVATION = 222.09 FLOWLENGTH(FEET) = 180.22 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.74 TRAVEL TIME(MIN.) = 0.34 TC(MIN.) = 8.4 0 **************************************************************************** FLOW PROCESS FROM NODE 121.0 0 TO NODE 121.0 0 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.40 RAINFALL INTENSITY(INCH/HR) = 5.2 8 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.74 **************************************************************************** FLOW PROCESS FROM NODE 137.00 TO NODE 138.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 344.00 UPSTREAM ELEVATION = 2 7 0.10 DOWNSTREAM ELEVATION = 2 65.00 ELEVATION DIFFERENCE = 5.10 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.103 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.470 SUBAREA RUNOFF(CFS) = 1.51 TOTAL AREA(ACRES) = 0.79 TOTAL RUNOFF(CFS) = 1.51 **************************************************************************** FLOW PROCESS FROM NODE 138.00 TO NODE 121.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 265.00 DOWNSTREAM ELEVATION = 232.00 STREET LENGTH(FEET) = 361.50 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 2 0.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.5 0 INTERIOR STREET CROSSFALL(DECIMAL) = 0.02 0 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.02 0 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ••TRA-VELTIME COMPUTED USING MEAN FLOW (CFS) = 3.28 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.27 HALFSTREET FLOODWIDTH(FEET) = 6.99 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.41 PRODUCT OF DEPTH&VELOCITY = 1.44 STREETFLOW TRAVELTIME(MIN) = 1.11 TC(MIN) = 17.22 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.323 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.94 SUBAREA RUNOFF(CFS) = 3.55 SUMMED AREA(ACRES) = 2.73 TOTAL RUNOFF(CFS) = 5.05 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET) = 8.15 FLOW VELOCITY (FEET/SEC. ) = 6.4 6 DEPTH*'VELOCITY = 1.87 ************************************************************************^*.^^ FLOW PROCESS FROM NODE 121.00 TO NODE 121.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.22 RAINFALL INTENSITY(INCH/HR) =. 3.32 TOTAL STREAM AREA(ACRES) = 2.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.05 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.74 8.40 5.281 1.90 2 5.05 17.22 3.323 2.73 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.92 8.40 5.281 2 8.67 17.22 3.323 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.92 Tc(MIN.) = 8.40 TOTAL AREA(ACRES) = 4.63 **************************************************************************^^ FLOW PROCESS FROM NODE 121.00 TO NODE 125.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.4 UPSTREAM NODE ELEVATION = 221.76' DOWNSTREAM NODE ELEVATION = 22 0.89 FLOWLENGTH(FEET) = 32.41 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.92 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 8.45 *************************************************************************.^^^ FLOW PROCESS FROM NODE 121.00 TO NODE 121.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM NUMBER 1 RUNOFF (CFS) 8 . 92 ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 2 .97 Tc (MIN.) 8.45 INTENSITY (INCH/HOUR) 5.258 3 CONFLUENCE DATA ** Tc (MIN. ) 9.76 ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF (CFS) 11.63 11.11 Tc (MIN. ) 8 .45 9.76 INTENSITY (INCH/HOUR) 4 .793 INTENSITY (INCH/HOUR) 5.258 4.793 AREA (ACRE) 4 .63 AREA (ACRE) 1.07 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 11.63 Tc(MIN.) = TOTAL AREA(ACRES) = 5.70 8 .45 ************************************************************* *************** FLOW PROCESS FROM NODE 125.0 0 TO NODE >>>>>CLEAR MEMORY BANK # 3 <<<<< 125.00 IS CODE = 12 ***************************************************************** *********** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NtMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.45 RAINFALL INTENSITY(INCH/HR) = 5.26 TOTAL STREAM AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.63 **************************************************************************** FLOW PROCESS FROM NODE 126.00 TO NODE 127.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 341.60 UPSTREAM ELEVATION = 271.30 DOWNSTREAM ELEVATION = 265.80 ELEVATION DIFFERENCE = 5.5 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 15.612 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.540 SUBAREA RUNOFF(CFS) = 1.25 TOTAL AREA(ACRES) = 0.64 TOTAL RUNOFF(CFS) = 1.25 **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 128.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 2 65.80 DOWNSTREAM ELEVATION = 233.00 STREET LENGTH(FEET) = 3 71.30 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.5 0 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.74 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.25 HALFSTREET FLOODWIDTH(FEET) = 6.41 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.18 PRODUCT OF DEPTH&VELOCITY = 1.3 2 STREETFLOW TRAVELTIME(MIN) = 1.20 TC(MIN) = 16.81 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.375 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.61 SUBAREA RUNOFF(CFS) = 2.99 SUMMED AREA(ACRES) = 2.25 TOTAL RUNOFF(CFS) = 4.23 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.28 HALFSTREET FLOODWIDTH(FEET) = 7.57 FLOW VELOCITY(FEET/SEC.) = 6.13 DEPTH*VELOCITY = 1.70 **************************************************************************** FLOW PROCESS FROM NODE 128.00 TO NODE 125.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU StIBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.7 UPSTREAM NODE ELEVATION = 221.31 DOWNSTREAM NODE ELEVATION = 22 0.89 FLOWLENGTH(FEET) = 8.52 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.23 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 16.82 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.82 RAINFALL INTENSITY(INCH/HR) = 3.37 TOTAL STREAM AREA(ACRES) = 2.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.2 3 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.63 8.45 5.258 5.70 2 4.23 16.82 3.373 2.25 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 14.35 8.45 5.258 2 11.70 16.82 3.373 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.35 Tc(MIN.) = 8.45 TOTAL AREA(ACRES) = 7.95 **************************************************************************** FLOW PROCESS FROM NODE 12 5.0 0 TO NODE 12 9.0 0 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.4 UPSTREAM NODE ELEVATION = 22 0.39 DOWNSTREAM NODE ELEVATION = 2 04.77 FLOWLENGTH(FEET) = 209.24 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA{CFS) = 14.35 TRAVEL TIME(MIN.) = 0.23 TC(MIN.) = 8.68 **************************************************************************** FLOW PROCESS FROM NODE 129.00 TO NODE 112.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.3 UPSTREAM NODE ELEVATION = 2 04.44 DOWNSTREAM NODE ELEVATION = 193.63 FLOWLENGTH(FEET) = 148.61 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 14.35 TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 8.84 **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.35 8.84 5.107 7.95 ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 55.62 10.24 4.646 30.92 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 64.94 8.84 5.107 2 68.67 10.24 4.646 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 68.67 Tc(MIN.) = 10.24 TOTAL AREA(ACRES) = 38.87 **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 2 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 130.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 23.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) =14.3 UPSTREAM NODE ELEVATION = 192.63 DOWNSTREAM NODE ELEVATION = 189.72 FLOWLENGTH(FEET) = 13 6.8 0 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 68.67 TRAVEL TIME(MIN.) = 0.16 TC(MIN.) =10.4 0 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.40 RAINFALL INTENSITY(INCH/HR) = 4.60 TOTAL STREAM AREA(ACRES) = 3 8.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 68.67 **************************************************************************** FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 273.50 UPSTREAM ELEVATION = 240.80 DOWNSTREAM ELEVATION = 2 3 7.74 ELEVATION DIFFERENCE = 3.0 6 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 15.771 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.517 SUBAREA RUNOFF(CFS) = 0.75 TOTAL AREA(ACRES) = 0.39 TOTAL RUNOFF(CFS) = 0.75 **************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 133.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 237.74 DOWNSTREAM ELEVATION = 200.94 STREET LENGTH(FEET) = 665.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.5 0 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.49 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.26 HALFSTREET FLOODWIDTH(FEET) = 6.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.26 PRODUCT OF DEPTH&VELOCITY = 1.12 STREETFLOW TRAVELTIME(MIN) = 2.60 TC(MIN) = 18.37 100 YEAR RAINFALL INTENSITY(INCH/HOOR) = 3.187 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.97 SUBAREA RUNOFF(CFS) = 3.45 SUMMED AREA(ACRES) = 2.3 6 TOTAL RUNOFF(CFS) = 4.21 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.30 HALFSTREET FLOODWIDTH(FEET) =8.77 FLOW VELOCITY(FEET/SEC.) = 4.75 DEPTH*VELOCITY = 1.43 **************************************************************************** FLOW PROCESS FROM NODE 133.00 TO NODE 130.00 IS CODE >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.5 UPSTREAM NODE ELEVATION = 191.34 DOWNSTREAM NODE ELEVATION = 190.72 FLOWLENGTH(FEET) = 9.13 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 4.21 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 18.3 9 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.39 RAINFALL INTENSITY(INCH/HR) = 3.19 TOTAL STREAM AREA(ACRES) = 2.3 6 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.21 **************************************************************************** FLOW PROCESS FROM NODE 134.00 TO NODE 135.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 306.70 UPSTREAM ELEVATION = 233.50 DOWNSTREAM ELEVATION = 221.00 ELEVATION DIFFERENCE = 12.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.855 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.475 SUBAREA RUNOFF(CFS) = 1.33 TOTAL AREA(ACRES) = 0.54 TOTAL RUNOFF(CFS) = 1.33 **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 136.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 221.00 DOWNSTREAM ELEVATION = 200.52 STREET LENGTH(FEET) = 318.30 CURB HEIGHT{INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.5 0 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.22 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.24 HALFSTREET FLOODWIDTH(FEET) = 5.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.85 PRODUCT OF DEPTH&VELOCITY = 1.18 STREETFLOW TRAVELTIME(MIN) = 1.09 TC(MIN) = 11.95 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.206 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.7 8 SUBAREA RUNOFF(CFS) = 1.8 0 SUMMED AREA(ACRES) = 1.32 TOTAL RUNOFF(CFS) = 3.13 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.2 7 HALFSTREET FLOODWIDTH(FEET) = 6.99 FLOW VELOCITY(FEET/SEC.) = 5.16 DEPTH*VELOCITY = 1.3 7 **************************************************************************** FLOW PROCESS FROM NODE 136.00 TO NODE 130.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.4 UPSTREAM NODE ELEVATION = 192.98 DOWNSTREAM NODE ELEVATION = 191.22 FLOWLENGTH(FEET) = 41.38 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.0 0 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.13 TRAVEL TIME(MIN.) = 0.0 8 TC(MIN.) = 12.03 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) =12.03 RAINFALL INTENSITY(INCH/HR) = 4.19 TOTAL STREAM AREA(ACRES) = 1.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.13 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 68.67 10.40 4.600 38.87 2 4.21 18.39 3.185 2.36 3 3.13 12.03 4.187 1.32 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 74.44 10.40 4.600 2 68.84 12.03 4.187 3 54.14 18.39 3.185 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 74.44 Tc(MIN.) = 10.40 TOTAL AREA(ACRES) = 42.55 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 100.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.9 UPSTREAM NODE ELEVATION = 189.3 9 DOWNSTREAM NODE ELEVATION = 187.53 FLOWLENGTH(FEET) = 70.30 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 3 6.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 74.44 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 10.47 + + I END P.A. 1.06, BASIN #1 - WEST BASIN (NODE SERIES 100) | I I I BEGIN P.A. 1.07, BASIN #2 - NORTHEAST BASIN (NODE SERIES 200) | + + **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SlffiAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 259.20 UPSTREAM ELEVATION = 248.90 DOWNSTREAM ELEVATION = 245.40 ELEVATION DIFFERENCE = 3.5 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.420 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.726 SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = 0.49 TOTAL RUNOFF(CFS) = 1.0 0 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 245.40 DOWNSTREAM ELEVATION = 231.44 STREET LENGTH(FEET) = 887.10 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.02 0 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.21 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.01 PRODUCT OF DEPTH&VELOCITY = 0.97 STREETFLOW TRAVELTIME(MIN) = 4.92 TC (MIN) = 19.34 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.083 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .55 00 SUBAREA AREA(ACRES) = 2.61 SUBAREA RUNOFF(CFS) = 4.43 SUMMED AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = 5.43 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.38 HALFSTREET FLOODWIDTH(FEET) = 12.64 FLOW VELOCITY(FEET/SEC.) = 3.16 DEPTH*VELOCITY = 1.20 **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.0 UPSTREAM NODE ELEVATION = 222.16 DOWNSTREAM NODE ELEVATION = 221.04 FLOWLENGTH(FEET) = 25.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.43 TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 19.3 8 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.38 RAINFALL INTENSITY(INCH/HR) = 3.08 TOTAL STREAM AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.43 **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .8200 INITIAL SUBAREA FLOW-LENGTH = 250.00 UPSTREAM ELEVATION = 242.00 DOWNSTREAM ELEVATION = 23 6.30 ELEVATION DIFFERENCE = 5.70 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6.055 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.520 SUBAREA RUNOFF(CFS) = 1.50 TOTAL AREA(ACRES) = 0.28 TOTAL RUNOFF(CFS) = 1.50 **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 236.30 DOWNSTREAM ELEVATION = 231.44 STREET LENGTH(FEET) = 227.40 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.5 0 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.31 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.2 8 HALFSTREET FLOODWIDTH(FEET) = 7.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.19 PRODUCT OF DEPTH&VELOCITY = 0.90 STREETFLOW TRAVELTIME(MIN) = 1.19 TC(MIN) = 7.24 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.808 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .7500 SUBAREA AREA(ACRES) = 0.3 8 SUBAREA RUNOFF(CFS) = 1.66 SUMMED AREA(ACRES) = 0.66 TOTAL RUNOFF(CFS) = 3.15 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.73 FLOW "VELOCITY(FEET/SEC.) = 2.96 DEPTH*VELOCITY = 0.95 **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 204.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPEFLOW VELOCITY(FEET/SEC UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 5.25 GIVEN PIPE DIAMETER(INCH) = PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = 0.01 9.4 221.34 221.04 MANNING'S N 0.013 18.00 NUMBER OF PIPES 3 .15 TC(MIN.) = 7.2 5 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 7.25 RAINFALL INTENSITY(INCH/HR) = 5.80 TOTAL STREAM AREA(ACRES) = 0.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.15 2 ARE; ** CONFLUENCE DATA ** STREAM NUMBER 1 2 RUNOFF (CFS) 5 .43 3 .15 Tc (MIN.) 19 . 38 7.25 INTENSITY (INCH/HOUR) 3 . 079 5 . 803 AREA (ACRE) 3 . 10 0.66 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF (CFS) 6 . 03 7 .10 Tc (MIN.) 7.25 19.38 INTENSITY (INCH/HOUR) 5 .803 3 . 079 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 7.10 Tc(MIN.) = TOTAL AREA(ACRES) = 3.76 19 .38 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 208.00 IS CODE >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.2 UPSTREAM NODE ELEVATION = 22 0.54 DOWNSTREAM NODE ELEVATION = 218.46 FLOWLENGTH(FEET) = 204.07 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 7.10 TRAVEL TIME(MIN.) = 0.55 TC(MIN.) = 19.93 **************************************************************************** FLOW PROCESS FROM NODE 2 0 8.00 TO NODE 209.00 IS CODE = 4 >>>>>COMPtJTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.2 UPSTREAM NODE ELEVATION = 218.13 DOWNSTREAM NODE ELEVATION =215.00 FLOWLENGTH(FEET) = 2 98.00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.10 TRAVEL TIME(MIN.) = 0.80 TC{MIN.) = 20.72 **************************************************************************** FLOW PROCESS FROM NODE 209.00 TO NODE 210.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.6 UPSTREAM NODE ELEVATION = 214.67 DOWNSTREAM NODE ELEVATION = 188.3 8 FLOWLENGTH(FEET) = 2 86.17 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.10 TRAVEL TIME(MIN.) = 0.35 TC(MIN.) = 21.08 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.08 RAINFALL INTENSITY(INCH/HR) = 2.92 TOTAL STREAM AREA(ACRES) = 3.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.10 **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 254.50 UPSTREAM ELEVATION = 23 3.30 DOWNSTREAM ELEVATION = 23 0.44 ELEVATION DIFFERENCE = 2.86 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 15.191 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.603 SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 0.79 **************************************************************************** FLOW PROCESS FROM NODE 212.0 0 TO NODE 213.0 0 IS CODE = 6 >>>>>COMP'CJTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 230.44 DOWNSTREAM ELEVATION = 201.13 STREET LENGTH(FEET) = 662.50 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.5 0 INTERIOR STREET CROSSFALL(DECIMAL) = 0.02 0 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.56 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.2 6 HALFSTREET FLOODWIDTH(FEET) = 6.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.39 PRODUCT OF DEPTH&VELOCITY = 1.15 STREETFLOW TRAVELTIME(MIN) = 2.52 TC(MIN) = 17.71 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.263 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 2.0 0 SUBAREA RUNOFF(CFS) = 3.5 9 SUMMED AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 4.3 8 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.77 FLOW VELOCITY(FEET/SEC.) = 4.94 DEPTH*VELOCITY = 1.49 **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 210.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRA'VELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.0 UPSTREAM NODE ELEVATION = 18 9.89 DOWNSTREAM NODE ELEVATION =18 8.88 FLOWLENGTH(FEET) = 25.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.0 0 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.3 8 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 17.75 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS =2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.75 RAINFALL INTENSITY(INCH/HR) = 3.2 6 TOTAL STREAM AREA(ACRES) = 2.4 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.3 8 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NinVIBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.10 21.08 2.917 3.76 2 4.38 17.75 3.258 2.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.74 17.75 3.258 2 11.03 21.08 2.917 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.03 Tc(MIN.) = 21.08 TOTAL AREA(ACRES) = 6.16 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 215.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .5000 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12.10(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 590.00 UPSTREAM ELEVATION = 3 02.00 DOWNSTREAM ELEVATION = 2 01.70 ELEVATION DIFFERENCE = 100.30 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.172 SUBAREA RUNOFF(CFS) = 3.90 TOTAL AREA(ACRES) = 1.87 TOTAL RUNOFF(CFS) = 3.90 **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 215.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.172 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA (ACRES) = 0.44 SUBAREA RUNOFF (CFS) = 1.01 TOTAL AREA(ACRES) = 2.31 TOTAL RUNOFF(CFS) = 4.91 TC(MIN) = 12.10 The Code 8 above from Node 215 to Node 215 pertains to the subarea drained by Ditch 2F. **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 216.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.0 UPSTREAM NODE ELEVATION = 191.64 DOWNSTREAM NODE ELEVATION = 18 9.3 9 FLOWLENGTH(FEET) = 15.00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.91 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 12.12 **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 216.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.12 RAINFALL INTENSITY(INCH/HR) = 4.17 TOTAL STREAM AREA(ACRES) = 2.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.91 **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 218.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .7100 INITIAL SUBAREA FLOW-LENGTH = 250.00 UPSTREAM ELEVATION = 25 0.00 DOWNSTREAM ELEVATION =229.40 ELEVATION DIFFERENCE = 2 0.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 5.496 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.72 TOTAL AREA(ACRES) = 0.37 TOTAL RUNOFF(CFS) = 1.72 **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 216.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 22 9.40 DOWNSTREAM ELEVATION = 201.13 STREET LENGTH(FEET) = 584.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.5 0 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.08 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.3 0 HALFSTREET FLOODWIDTH(FEET) = 8.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.60 PRODUCT OF DEPTH&VELOCITY = 1.3 9 STREETFLOW TRAVELTIME(MIN) = 2.12 TC(MIN) = 8.12 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.397 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6800 SUBAREA AREA(ACRES) = 1.2 9 SUBAREA RUNOFF(CFS) = 4.73 SUMMED AREA(ACRES) = 1.66 TOTAL RUNOFF(CFS) = 6.46 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOODWIDTH(FEET) = 10.70 FLOW VELOCITY(FEET/SEC.) = 5.11 DEPTH*VELOCITY = 1.74 **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 216.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.12 RAINFALL INTENSITY(INCH/HR) =5.40 TOTAL STREAM AREA(ACRES) = 1.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.4 6 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.91 12.12 4.168 2.31 2 6.46 8.12 5.397 1.66 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.25 8.12 5.397 2 9.90 12.12 4.168 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.25 Tc(MIN.) = 8.12 TOTAL AREA(ACRES) = 3.97 **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 210.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.7 UPSTREAM NODE ELEVATION = 189.06 DOWNSTREAM NODE ELEVATION = 188.88 FLOWLENGTH(FEET) = 5.2 5 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 10.25 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 8.13 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.25 8.13 5.394 3.97 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.03 21.08 2.917 6.16 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 16.21 8.13 5.394 2 16.57 21.08 2.917 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.57 Tc(MIN.) = 21.08 TOTAL AREA(ACRES) = 10.13 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 219.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.0 UPSTREAM NODE ELEVATION = 188.05 DOWNSTREAM NODE ELEVATION = 181.01 FLOWLENGTH(FEET) = 80.17 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 16.57 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 21.15 **************************************************************************** FLOW PROCESS FROM NODE 219.00 TO NODE 219.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.15 RAINFALL INTENSITY(INCH/HR) = 2.91 TOTAL STREAM AREA(ACRES) = 10.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.57 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.00 RAIN INTENSITY(INCH/HOUR) = 3.63 TOTAL AREA(ACRES) = 10.16 TOTAL RUNOFF(CFS) = 22.20 + + I Data in the Code 7 above from Node 220 to Node 220 was obtained from the | I "Tentative Map Drainage Study for La Costa Greens, Neighborhood 1.7" | I prepared by Hunsakera nd Associates on November 3, 2004. | + ^ **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.632 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.82 TOTAL AREA(ACRES) = 10.66 TOTAL RUNOFF(CFS) = 23.02 TC(MIN) = 15.00 + ^ I The Code 8 above from Node 22 0 to Node 22 0 pertains to the subarea | j drained by Ditch 2H. + -- + **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 219.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 7.3 UPSTREAM NODE ELEVATION = 181.41 DOWNSTREAM NODE ELEVATION = 181.01 FLOWLENGTH(FEET) = 3 9.51 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 23.02 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 15.09 **************************************************************************** FLOW PROCESS FROM NODE 219.00 TO NODE 219.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.09 RAINFALL INTENSITY(INCH/HR) = 3.62 TOTAL STREAM AREA(ACRES) = 10.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.02 **************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 250.00 UPSTREAM ELEVATION = 231.00 DOWNSTREAM ELEVATION = 194.50 ELEVATION DIFFERENCE = 36.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6.405 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.288 SUBAREA RUNOFF(CFS) = 1.11 TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 1.11 **************************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 223.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.1 UPSTREAM NODE ELEVATION = 194.5 0 DOWNSTREAM NODE ELEVATION = 18 8.20 FLOWLENGTH(FEET) = 353.50 MANNING'S N = 0.015 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.11 TRAVEL TIME(MIN.) = 1.43 TC(MIN.) = 7.84 **************************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 223.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.521 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) = 1.0 9 TOTAL AREA(ACRES) = 0.68 TOTAL RUNOFF(CFS) = 2.2 0 TC(MIN) = 7.84 The Code 8 above from Node 222 to Node 223 pertains to the subarea drained by Ditch 2G. + - - + • + **************************************************************************** FLOW PROCESS FROM NODE 223.00 TO NODE 219.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.8 UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 60.11 GIVEN PIPE DIAMETER(INCH) = PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = 0.17 182.72 181.51 MANNING'S N = 0.013 18.00 NUMBER OF PIPES = 2.20 TC(MIN.) = 8.01 **************************************************************************** FLOW PROCESS FROM NODE 219.00 TO NODE 219.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES ITSED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 8.01 RAINFALL INTENSITY(INCH/HR) = 5.44 TOTAL STREAM AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.2 0 3 ARE: ** CONFLUENCE DATA ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 16.57 23 . 02 2 .20 Tc (MIN. ) 21. 15 15 . 09 8 .01 INTENSITY (INCH/HOUR) 2 . 910 3 .618 5 .444 AREA (ACRE) 10.13 10.66 0.68 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 26.35 37 . 80 36.25 Tc (MIN.) 8 . 01 15.09 21.15 INTENSITY (INCH/HOUR) 5 .444 3 . 618 2 . 910 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 37.80 Tc(MIN.) = TOTAL AREA(ACRES) = 21.47 15 . 09 *************************************************************** ************* FLOW PROCESS FROM NODE 219.00 TO NODE 224.00 IS CODE = >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 3 0.0 INCH PIPE IS 14.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.2 UPSTREAM NODE ELEVATION = 18 0.51 DOWNSTREAM NODE ELEVATION = 171.46 FLOWLENGTH(FEET) = 209.00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 30.00 PIPEFLOW THRU SUBAREA(CFS) = 37.80 TRAVEL TIME(MIN.) = 0.21 TC(MIN.) = 15.30 NUMBER OF PIPES = *********** * * *************************************************************** FLOW PROCESS FROM NODE 224.00 TO NODE 224.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.3 0 RAINFALL INTENSITY(INCH/HR) =3.59 TOTAL STREAM AREA(ACRES) = 21.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3 7.80 ************* ** ************************************************************* FLOW PROCESS FROM NODE 225.00 TO NODE 226.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 172.00 UPSTREAM ELEVATION = 194.2 0 DOWNSTREAM ELEVATION = 192.10 ELEVATION DIFFERENCE = 2.10 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.148 100 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 4.161 SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.2 3 TOTAL RUNOFF(CFS) = 0.53 **************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 227.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 192.10 DOWNSTREAM ELEVATION = 182.49 STREET LENGTH(FEET) = 582.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.82 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET) = 7.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.55 PRODUCT OF DEPTH&VELOCITY = 0.73 STREETFLOW TRAVELTIME(MIN) = 3.81 TC(MIN) = 15.95 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.490 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 3.41 SUBAREA RUNOFF(CFS) = 6.55 SUMMED AREA(ACRES) = 3.64 TOTAL RmTOFF(CFS) = 7.07 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.34 HALFSTREET FLOODWIDTH(FEET) = 10.52 FLOW VELOCITY(FEET/SEC.) = 2.89 DEPTH*VELOCITY = 0.97 **************************************************************************** FLOW PROCESS FROM NODE 227.00 TO NODE 224.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.3 UPSTREAM NODE ELEVATION = 173.22 DOWNSTREAM NODE ELEVATION = 172.46 FLOWLENGTH(FEET) = 25.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.07 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 16.00 **************************************************************************** FLOW PROCESS FROM NODE 224.00 TO NODE 224.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.00 RAINFALL INTENSITY(INCH/HR) = 3.48 TOTAL STREAM AREA(ACRES) = 3.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.07 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 37.80 15.30 3.585 21.47 2 7.07 16.00 3.484 3.64 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 44.68 15.30 3.585 2 43.81 16.00 3.484 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 44.68 Tc(MIN.) = 15.30 TOTAL AREA(ACRES) = 25.11 **************************************************************************** FLOW PROCESS FROM NODE 224.00 TO NODE 228.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.5 UPSTREAM NODE ELEVATION = 17 0.96 DOWNSTREAM NODE ELEVATION = 168.77 FLOWLENGTH(FEET) = 228.81 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 44.68 TRAVEL TIME(MIN.) = 0.40 TC(MIN.) = 15.70 **************************************************************************** FLOW PROCESS FROM NODE 228.00 TO NODE 229.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 3 6.0 INCH PIPE IS 2 3.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.2 UPSTREAM NODE ELEVATION = 168.44 DOWNSTREAM NODE ELEVATION = 167.16 FLOWLENGTH(FEET) = 146.39 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 3 6.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 44.68 TRAVEL TIME(MIN.) = 0.27 TC(MIN.) = 15.97 **************************************************************************** FLOW PROCESS FROM NODE 229.00 TO NODE 229.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.97 RAINFALL INTENSITY(INCH/HR) = 3.49 TOTAL STREAM AREA(ACRES) = 2 5.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 44.68 **************************************************************************** FLOW PROCESS FROM NODE 2 3 0.00 TO NODE 231.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .7900 INITIAL SUBAREA FLOW-LENGTH = 250.00 UPSTREAM ELEVATION = 2 01.00 DOWNSTREAM ELEVATION = 184.00 ELEVATION DIFFERENCE = 17.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.657 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.45 TOTAL AREA(ACRES) = 0.2 8 TOTAL RUNOFF(CFS) = 1.45 *****************5lr********************************************************** FLOW PROCESS FROM NODE 231.00 TO NODE 232.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 184.00 DOWNSTREAM ELEVATION = 178.28 STREET LENGTH(FEET) = 422.20 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.25 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.34 HALFSTREET FLOODWIDTH(FEET) = 10.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.58 PRODUCT OF DEPTH&VELOCITY = 0.8 8 STREETFLOW TRAVELTIME(MIN) = 2.73 TC(MIN) = 8.73 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.149 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6700 SUBAREA AREA(ACRES) = 1.03 SUBAREA RUNOFF(CFS) = 3.55 SUMMED AREA(ACRES) = 1.31 TOTAL RUNOFF(CFS) = 5.00 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOODWIDTH(FEET) = 12.64 FLOW VELOCITY (FEET/SEC. ) = 2.92 DEPTH*'VELOCITY = 1.11 **************************************************************************** FLOW PROCESS FROM NODE 232.00 TO NODE 229.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.8 UPSTREAM NODE ELEVATION = 168.97 DOWNSTREAM NODE ELEVATION = 168.66 FLOWLENGTH(FEET) = 5.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.00 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 8.74 **************************************************************************** FLOW PROCESS FROM NODE 22 9.00 TO NODE 229.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.74 RAINFALL INTENSITY(INCH/HR) = 5.15 TOTAL STREAM AREA(ACRES) = 1.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.00 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 44.68 15.97 3.488 25.11 2 5.00 8.74 5.146 1.31 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 35.29 8.74 5.146 2 48.07 15.97 3.488 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 48.07 Tc(MIN.) = 15.97 TOTAL AREA(ACRES) = 2 6.42 **************************************************************************** FLOW PROCESS FROM NODE 229.00 TO NODE 233.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.4 UPSTREAM NODE ELEVATION = 166.83 DOWNSTREAM NODE ELEVATION = 165.37 FLOWLENGTH(FEET) = 162.94 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 3 6.00 NUMBER OF PIPES = 1 PIPEFLOW THRU StJBAREA (CFS) = 48.07 TRAVEL TIME(MIN.) = 0.2 9 TC(MIN.) = 16.2 6 **************************************************************************** FLOW PROCESS FROM NODE 233.00 TO NODE 233.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.2 6 RAINFALL INTENSITY(INCH/HR) = 3.45 TOTAL STREAM AREA(ACRES) = 2 6.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4 8.07 **************************************************************************** FLOW PROCESS FROM NODE 234.00 TO NODE 235.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12.56(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 520.00 UPSTREAM ELEVATION = 24 0.00 DOWNSTREAM ELEVATION = 199.00 ELEVATION DIFFERENCE = 41.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.072 SUBAREA RUNOFF(CFS) = 2.71 TOTAL AREA(ACRES) = 1.4 8 TOTAL RUNOFF(CFS) = 2.71 **************************************************************************** FLOW PROCESS FROM NODE 235.00 TO NODE 233.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.4 UPSTREAM NODE ELEVATION = 184.66 DOWNSTREAM NODE ELEVATION = 166.87 FLOWLENGTH(FEET) = 67.13 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.71 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 12.64 ******************************************** FLOW PROCESS FROM NODE 233.00 TO NODE 23 3.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NtJMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.64 RAINFALL INTENSITY(INCH/HR) = 4.06 TOTAL STREAM AREA(ACRES) = 1.4 8 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.71 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 48.07 16.26 3.448 26.42 2 2.71 12.64 4.057 1.48 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 43.57 12.64 4.057 2 50.37 16.26 3.448 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 50.37 Tc(MIN.) = 16.26 TOTAL AREA(ACRES) = 2 7.90 **************************************************************************** FLOW PROCESS FROM NODE 233.00 TO NODE 236.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 18.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.4 UPSTREAM NODE ELEVATION = 165.04 DOWNSTREAM NODE ELEVATION = 16 0.65 FLOWLENGTH(FEET) = 204.64 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 50.37 TRAVEL TIME(MIN.) = 0.25 TC(MIN.) = 16.51 t************************************************************************** FLOW PROCESS FROM NODE 2 3 6.00 TO NODE 236.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFL'UENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.51 RAINFALL INTENSITY(INCH/HR) = 3.41 TOTAL STREAM AREA(ACRES) = 27.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 50.37 **************************************************************************** FLOW PROCESS FROM NODE 237.00 TO NODE 238.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4700 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10 . 77 (MINtTTES) INITIAL SUBAREA FLOW-LENGTH = 150.00 UPSTREAM ELEVATION = 227.00 DOWNSTREAM ELEVATION =205.00 ELEVATION DIFFERENCE = 22.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.496 StJBAREA RUNOFF (CFS) = 0.70 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 0.70 **************************************************************************** FLOW PROCESS FROM NODE 238.00 TO NODE 239.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.1 UPSTREAM NODE ELEVATION = 191.82 DOWNSTREAM NODE ELEVATION = 165.11 FLOWLENGTH(FEET) = 62.63 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.70 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 10.86 **************************************************************************** FLOW PROCESS FROM NODE 238.00 TO NODE 239.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 4.473 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.5 8 SUBAREA RUNOFF(CFS) = 1.43 TOTAL AREA(ACRES) = 0.91 TOTAL RUNOFF(CFS) = 2.12 TC{MIN) = 10.86 + + I The Code 8 above from Node 23 8 to Node 23 9 pertains to the subarea | I drained by Ditch 2K. j I I + + **************************************************************************** FLOW PROCESS FROM NODE 239.00 TO NODE 236.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.4 UPSTREAM NODE ELEVATION = 164.78 DOWNSTREAM NODE ELEVATION = 162.15 FLOWLENGTH(FEET) = 44.99 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.12 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 10.95 **************************************************************************** FLOW PROCESS FROM NODE 2 3 6.00 TO NODE 236.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.95 RAINFALL INTENSITY(INCH/HR) = 4.45 TOTAL STREAM AREA(ACRES) = 0.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.12 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 50.37 16.51 3.414 27.90 2 2.12 10.95 4.449 0.91 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 40.77 10.95 4.449 2 52.00 16.51 3.414 COMPUTED CONFLtlENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 52.00 Tc(MIN.) = 16.51 TOTAL AREA(ACRES) = 2 8.81 **************************************************************************** FLOW PROCESS FROM NODE 236.00 TO NODE 240.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 3 6.0 INCH PIPE IS 13.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 22.5 UPSTREAM NODE ELEVATION = 160.32 DOWNSTREAM NODE ELEVATION = 143.98 FLOWLENGTH(FEET) = 191.35 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 3 6.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 52.00 TRAVEL TIME(MIN.) = 0.14 TC(MIN.) = 16.65 t************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 241.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 20.0 UPSTREAM NODE ELEVATION = 143.65 DOWNSTREAM NODE ELEVATION = 127.97 FLOWLENGTH(FEET) = 253.07 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 3 6.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 52.00 TRAVEL TIME(MIN.) = 0.21 TC(MIN.) = 16.87 **************************************************************************** FLOW PROCESS FROM NODE 241.00 TO NODE 241.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.87 RAINFALL INTENSITY{INCH/HR) = 3.37 TOTAL STREAM AREA(ACRES) = 2 8.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 52.00 **************************************************************************** FLOW PROCESS FROM NODE 242.00 TO NODE 243.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 INITIAL SUBAREA FLOW-LENGTH = 417.00 UPSTREAM ELEVATION = 177.00 DOWNSTREAM ELEVATION = 137.40 ELEVATION DIFFERENCE = 3 9.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.340 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 18.23 TOTAL AREA(ACRES) = 3.2 7 TOTAL RUNOFF(CFS) = 18.23 **************************************************************************** FLOW PROCESS FROM NODE 243.00 TO NODE 241.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRA'VELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.4 UPSTREAM NODE ELEVATION = 131.89 DOWNSTREAM NODE ELEVATION = 128.97 FLOWLENGTH(FEET) = 56.45 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 18.23 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 6.07 **************************************************************************** FLOW PROCESS FROM NODE 241.00 TO NODE 241.00 IS CODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.07 RAINFALL INTENSITY(INCH/HR) = 6.51 TOTAL STREAM AREA(ACRES) = 3.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.23 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 52.00 16.87 3.368 28.81 2 18.23 6.07 6.513 3.27 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 45.12 6.07 6.513 2 61.43 16.87 3.368 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 61.43 Tc(MIN.) = 16.87 TOTAL AREA(ACRES) = 32.08 **************************************************************************** FLOW PROCESS FROM NODE 241.00 TO NODE 244.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 42.0 INCH PIPE IS 24.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.4 UPSTREAM NODE ELEVATION = 12 7.47 DOWNSTREAM NODE ELEVATION = 126.50 FLOWLENGTH(FEET) = 101.22 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 61.43 TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 17.03 **************************************************************************** FLOW PROCESS FROM NODE 244.00 TO NODE 244.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 245.00 TO NODE 246.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6600 INITIAL SUBAREA FLOW-LENGTH = 275.00 UPSTREAM ELEVATION = 215.00 DOWNSTREAM ELEVATION = 176.3 0 ELEVATION DIFFERENCE = 3 8.70 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 5.44 0 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.82 TOTAL AREA{ACRES) = 0.42 TOTAL RIMOFF(CFS) = 1.82 **************************************************************************** FLOW PROCESS FROM NODE 246.00 TO NODE 247.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 176.3 0 DOWNSTREAM ELEVATION = 132.62 STREET LENGTH(FEET) = 74 8.4 0 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.83 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.47 PRODUCT OF DEPTH&VELOCITY = 1.76 STREETFLOW TRAVELTIME(MIN) = 2.28 TC(MIN) = 8.28 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.328 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 2.69 SUBAREA RUNOFF(CFS) = 7.88 SUMMED AREA (ACRES) = 3.11 TOTAL RtlNOFF (CFS) = 9.70 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.3 8 HALFSTREET FLOODWIDTH(FEET) = 12.64 FLOW VELOCITY(FEET/SEC.) = 5.65 DEPTH*VELOCITY = 2.14 **************************************************************************** FLOW PROCESS FROM NODE 247.00 TO NODE 247.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.2 8 RAINFALL INTENSITY(INCH/HR) = 5.3 3 TOTAL STREAM AREA(ACRES) = 3.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.70 **************************************************************************** FLOW PROCESS FROM NODE 251.00 TO NODE 252.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 11.68(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 3 61.00 UPSTREAM ELEVATION = 22 0.00 DOWNSTREAM ELEVATION = 17 9.00 ELEVATION DIFFERENCE = 41.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.268 SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 0.51 TOTAL RUNOFF(CFS) = 0.98 **************************************************************************** FLOW PROCESS FROM NODE 252.00 TO NODE 253.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.3 INCHES PIPEFLOW •VELOCITY(FEET/SEC.) = 7.3 UPSTREAM NODE ELEVATION = 179.00 DOWNSTREAM NODE ELEVATION = 13 8.0 0 FLOWLENGTH(FEET) = 407.00 MANNING'S N = 0.015 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.98 TRAVEL TIME(MIN.) = 0.93 TC(MIN.) = 12.61 **************************************************************************** FLOW PROCESS FROM NODE 252.00 TO NODE 253.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.062 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.17 SUBAREA RUNOFF(CFS) = 0.3 8 TOTAL AREA(ACRES) = 0.68 TOTAL RUNOFF(CFS) = 1.3 6 TC(MIN) = 12.61 The Code 8 above from Node 252 to Node 253 pertains to the subarea drained by Ditch 2L. **************************************************************************** FLOW PROCESS FROM NODE 253.00 TO NODE 247.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< »>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 3.1 UPSTREAM NODE ELEVATION = 12 9.80 DOWNSTREAM NODE ELEVATION = 12 9.16 FLOWLENGTH(FEET) = 127.67 MANNING'S N = 0.013 GI^VEN PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.3 6 TRAVEL TIME(MIN.) = 0.69 TC(MIN.) = 13.30 **************************************************************************** FLOW PROCESS FROM NODE 247.00 TO NODE 247.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.30 RAINFALL INTENSITY(INCH/HR) =3.92 TOTAL STREAM AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.3 6 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.70 8.28 5.328 3.11 2 1.36 13.30 3.925 0.68 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.70 8.28 5.328 2 8.50 13.30 3.925 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.70 Tc(MIN.) = 8.28 TOTAL AREA(ACRES) = 3.79 **************************************************************************** FLOW PROCESS FROM NODE 247.00 TO NODE 244.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC.) = 6.1 UPSTREAM NODE ELEVATION = 12 8.83 DOWNSTREAM NODE ELEVATION = 12 8.50 FLOWLENGTH(FEET) = 32.65 MANNING'S N = 0.013 GI"VEN PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 10.7 0 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 8.37 **************************************************************************** FLOW PROCESS FROM NODE 244.00 TO NODE 244.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM NUMBER 1 RUNOFF (CFS) 10 . 70 Tc (MIN.) 8 .37 INTENSITY (INCH/HOUR) 5 .291 AREA (ACRE) 3 . 79 ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 61.43 2 CONFLUENCE DATA ** Tc (MIN.) 17 . 03 INTENSITY (INCH/HOUR) 3.347 AREA (ACRE) 32 . 08 ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF (CFS) 49.56 68.20 Tc (MIN.) 8.37 17 . 03 INTENSITY (INCH/HOtJR) 5.291 3.347 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 68.20 Tc(MIN.) = TOTAL AREA(ACRES) = 3 5.87 17 . 03 **************************************************************************** FLOW PROCESS FROM NODE 244.00 TO NODE 244.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 2 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 244.00 TO NODE 244.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.03 RAINFALL INTENSITY(INCH/HR) = 3.35 TOTAL STREAM AREA(ACRES) = 35.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 68.20 **************************************************************************** FLOW PROCESS FROM NODE 248.00 TO NODE 249.00 IS CODE =21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 237.00 UPSTREAM ELEVATION = 181.50 DOWNSTREAM ELEVATION =17 8.90 ELEVATION DIFFERENCE =2.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.778 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 3.667 SUBAREA RUNOFF(CFS) = 0.85 TOTAL AREA(ACRES) = 0.42 TOTAL RUNOFF(CFS) = 0.85 **************************************************************************** FLOW PROCESS FROM NODE 249.00 TO NODE 250.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 178.90 DOWNSTREAM ELEVATION = 132.54 STREET LENGTH(FEET) = 954.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.41 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.26 . HALFSTREET FLOODWIDTH(FEET) = 6.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.13 PRODUCT OF DEPTH&"VELOCITY = 1.08 STREETFLOW TRAVELTIME(MIN) = 3.85 TC(MIN) = 18.63 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.158 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.78 SUBAREA RUNOFF(CFS) = 3.0 9 SUMMED AREA(ACRES) = 2.2 0 TOTAL RUNOFF(CFS) = 3.94 END OF-SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.77 FLOW VELOCITY(FEET/SEC.) = 4.44 DEPTH*VELOCITY =1.34 *********************************** * * *************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 244.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.3 UPSTREAM NODE ELEVATION = 12 8.67 DOWNSTREAM NODE ELEVATION = 12 8.5 0 FLOWLENGTH(FEET) = 16.94 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 3.94 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 18.68 **************************************************************************** FLOW PROCESS FROM NODE 244.00 TO NODE 244.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NtmBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.68 RAINFALL INTENSITY(INCH/HR) = 3.15 TOTAL STREAM AREA(ACRES) = 2.2 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.94 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 68.20 17.03 3.347 35.87 2 3.94 18.68 3.152 2.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 71.91 17.03 3.347 2 68.18 18.68 3.152 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 71.91 Tc(MIN.) = 17.03 TOTAL AREA(ACRES) = 3 8.07 **************************************************************************** FLOW PROCESS FROM NODE 244.00 TO NODE 254.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 48.0 INCH PIPE IS 18.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.6 UPSTREAM NODE ELEVATION = 12 6.00 DOWNSTREAM NODE ELEVATION = 125.77 FLOWLENGTH(FEET) = 7.49 MANNING'S N = 0.013 GI^VEN PIPE DIAMETER (INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 71.91 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 17.04 **************************************************************************** FLOW PROCESS FROM NODE 254.00 TO NODE 200.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 4 8.0 INCH PIPE IS 23.2 INCHES PIPEFLOW •VELOCITY (FEET/SEC.) = 12.0 UPSTREAM NODE ELEVATION = 12 5.77 DOWNSTREAM NODE ELEVATION = 124.02 FLOWLENGTH(FEET) = 139.72 MANNING'S N = 0.013 GI"VEN PIPE DIAMETER (INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 71.91 TRAVEL TIME(MIN.) = 0.19 TC(MIN.) = 17.23 + + I END P.A. 1.07 NORTH, BASIN #2 - NORTHEAST BASIN (NODE SERIES 200) | BEGIN P.A. 1.07 SOUTH, BASIN #3 - SOUTHEAST BASIN (NODE SERIES 300) -1-- **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DE'VELOPMENT RUNOFF COEFFICIENT = .8100 INITIAL SUBAREA FLOW-LENGTH = 250.00 UPSTREAM ELEVATION = 182.50 DOWNSTREAM ELEVATION = 175.00 ELEVATION DIFFERENCE = 7.5 0 URBAN SUBAREA O^VERLAND TIME OF FLOW (MINUTES) = 5.723 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 StreAREA RUNOFF(CFS) = 1.65 TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF(CFS) = 1.65 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 175.00 DOWNSTREAM ELEVATION = 154.08 STREET LENGTH(FEET) = 494.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.51 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.96 PRODUCT OF DEPTH&VELOCITY = 1.19 STREETFLOW TRAVELTIME(MIN) = 2.08 TC(MIN) = 8.08 100 YEAR RAINFALL INTENSITY(INCH/HOUR) -= 5.414 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6900 SUBAREA AREA(ACRES) = 0.97 SUBAREA RUNOFF(CFS) = 3.62 SUMMED AREA(ACRES) = 1.2 8 TOTAL RUNOFF(CFS) = 5.27 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.73 FLOW VELOCITY(FEET/SEC.) = 4.95 DEPTH*VELOCITY = 1.59 **************************************************************************** FLOW PROCESS FROM NODE 3 03.00 TO NODE 303.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.0 8 RAINFALL INTENSITY(INCH/HR) = 5.41 TOTAL STREAM AREA(ACRES) = 1.2 8 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.2 7 **************************************************************************** FLOW PROCESS FROM NODE 337.00 TO NODE 338.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 219.00 UPSTREAM ELEVATION = 195.00 DOWNSTREAM ELEVATION = 155.00 ELEVATION DIFFERENCE = 40.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 5.5 64 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.87 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.87 **************************************************************************** FLOW PROCESS FROM NODE 3 3 8.00 TO NODE 303.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.5 UPSTREAM NODE ELEVATION = 147.21 DOWNSTREAM NODE ELEVATION = 146.27 FLOWLENGTH(FEET) = 10.45 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 0.87 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 6.02 **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.02 RAINFALL INTENSITY(INCH/HR) = 6.54 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.87 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.27 8.08 5.414 1.28 2 0.87 6.02 6.542 0.24 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.23 6.02 6.542 2 5.99 8.08 5.414 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.99 Tc(MIN.) = 8.08 TOTAL AREA(ACRES) = 1.52 **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.5 UPSTREAM NODE ELEVATION = 145.94 DOWNSTREAM NODE ELEVATION = 145.75 FLOWLENGTH(FEET) = 5.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.99 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 8.09 **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.09 RAINFALL INTENSITY(INCH/HR) = 5.41 TOTAL STREAM AREA(ACRES) = 1.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.99 **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 306.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 237.40 UPSTREAM ELEVATION = 181.70 DOWNSTREAM ELEVATION = 177.34 ELEVATION DIFFERENCE = 4.3 6 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.456 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.095 SUBAREA RUNOFF(CFS) = 0.83 TOTAL AREA(ACRES) = 0.3 7 TOTAL RUNOFF(CFS) = 0.83 **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 307.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 177.34 DOWNSTREAM ELEVATION = 154.50 STREET LENGTH(FEET) = 558.30 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.63 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.28 HALFSTREET FLOODWIDTH(FEET) = 7.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.63 PRODUCT OF DEPTH&"VELOCITY = 1.02 STREETFLOW TRAVELTIME(MIN) = 2.56 TC(MIN) = 15.02 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.629 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DE'VELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.79 SUBAREA RUNOFF(CFS) = 3.57 StnyiMED AREA(ACRES) = 2.16 TOTAL RUNOFF (CFS) = 4.41 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.32 HALFSTREET FLOODWIDTH(FEET) = 9.73 FLOW •VELOCITY(FEET/SEC.J = 4.13 DEPTH*VELOCITY = 1.33 **************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 304.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRA^VELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPEFLOW -VELOCITY(FEET/SEC.) = 9.2 UPSTREAM NODE ELEVATION = 14 6.81 DOWNSTREAM NODE ELEVATION = 145.75 FLOWLENGTH(FEET) = 25.25 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.41 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 15.07 **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.07 RAINFALL INTENSITY(INCH/HR) = 3.62 TOTAL STREAM AREA(ACRES) =2.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.41 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.99 8.09 5.410 1.52 2 4.41 15.07 3.622 2.16 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.94 8.09 5.410 2 8.41 15.07 3.622 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.94 Tc(MIN.) = 8.09 TOTAL AREA(ACRES) = 3.68 ************************************************ * * ************************** FLOW PROCESS FROM NODE 304.00 TO NODE 308.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRA'VELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPEFLOW "VELOCITY (FEET/SEC. ) = 14.0 UPSTREAM NODE ELEVATION = 145.42 DOWNSTREAM NODE ELEVATION = 12 3.60 FLOWLENGTH(FEET) = 283.67 MANNING'S N = 0.013 GI"VEN PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.94 TRAVEL TIME(MIN.) = 0.34 TC(MIN.) = 8.43 **************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.43 RAINFALL INTENSITY(INCH/HR) = 5.2 7 TOTAL STREAM AREA(ACRES) = 3.6 8 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.94 **************************************************************************** FLOW PROCESS FROM NODE 309.00 TO NODE 310.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4600 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12.15(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 585.00 UPSTREAM ELEVATION = 2 3 0.00 DOWNSTREAM ELEVATION = 13 8.00 ELEVATION DIFFERENCE = 92.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.161 SUBAREA RUNOFF(CFS) = 5.3 8 TOTAL AREA(ACRES) = 2.81 TOTAL RUNOFF(CFS) = 5.3 8 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 308.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRA'VELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES PIPEFLOW "VELOCITY(FEET/SEC.) = 10.3 UPSTREAM NODE ELEVATION = 131.50 DOWNSTREAM NODE ELEVATION = 12 3.60 FLOWLENGTH(FEET) = 162.80 MANNING'S N = 0.013 GI"VEN PIPE DIAMETER {INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 5.3 8 TRAVEL TIME(MIN.) = 0.2 6 TC(MIN.) = 12.42 **************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.42 RAINFALL INTENSITY(INCH/HR) = 4.10 TOTAL STREAM AREA(ACRES) = 2.81 PEAK FLOW RATE(CFS) AT CONFLUENCE =5.38 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.94 8.43 5.268 3.68 2 5.38 12.42 4.103 2.81 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 13.12 8.43 5.268 2 12.34 12.42 4.103 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.12 Tc(MIN.) = 8.43 TOTAL AREA(ACRES) = 6.4 9 **************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 312.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.9 UPSTREAM NODE ELEVATION = 123.2 7 DOWNSTREAM NODE ELEVATION = 118.71 FLOWLENGTH(FEET) = 94.77 MANNING'S N = 0.013 GI"VEN PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 13.12 TRAVEL TIME(MIN.) = 0.12 TC(MIN.) = 8.55 **************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 312.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.55 RAINFALL INTENSITY(INCH/HR) = 5.22 TOTAL STREAM AREA(ACRES) = 6.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.12 **************************************************************************** FLOW PROCESS FROM NODE 313.00 TO NODE 342.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 252.70 UPSTREAM ELEVATION = 153.90 DOWNSTREAM ELEVATION = 144.94 ELEVATION DIFFERENCE = 8.96 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.321 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.623 SUBAREA RUNOFF(CFS) = 1.3 0 TOTAL AREA(ACRES) = 0.51 TOTAL RUNOFF(CFS) = 1.30 **************************************************************************** FLOW PROCESS FROM NODE 342.00 TO NODE 314.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 144.94 DOWNSTREAM ELEVATION = 127.21 STREET LENGTH(FEET) = 2 67.60 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.5 0 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.38 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.24 HALFSTREET FLOODWIDTH(FEET) = 5.86 AVERAGE FLOW "VELOCITY(FEET/SEC.) = 5.16 PRODUCT OF DEPTH&VELOCITY = 1.2 6 STREETFLOW TRAVELTIME(MIN) = 0.86 TC(MIN) = 11.18 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.3 89 *USER SPECIFIED (StJBAREA) : ***************************************************************^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 312.00 TO NODE 315.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>»>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.9 INCHES PIPEFLOW "VELOCITY (FEET/SEC.) = 10.4 UPSTREAM NODE ELEVATION = 118.21 DOWNSTREAM NODE ELEVATION = 117.19 FLOWLENGTH(FEET) = 43.70 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 16.06 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 8.62 ********************************************************************^***^^^^ FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< *********************************************************************^^^^^^^ FLOW PROCESS FROM NODE 316.00 TO NODE 317.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): RURAL DE"VELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 11.43 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 400.00 UPSTREAM ELEVATION = 23 5.00 DOWNSTREAM ELEVATION = 149.90 ELEVATION DIFFERENCE = 85.10 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.328 SUBAREA RUNOFF(CFS) = 4.83 TOTAL AREA(ACRES) = 2.48 TOTAL RUNOFF(CFS) = 4.83 *****************************************************************^^^^^^^^^^^ FLOW PROCESS FROM NODE 317.00 TO NODE 318.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.3 UPSTREAM NODE ELEVATION = 134.53 DOWNSTREAM NODE ELEVATION = 124.91 FLOWLENGTH(FEET) = 72.21 MANNING'S N = 0.013 GI"VEN PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.83 TRA"VEL TIME (MIN.) = 0.08 TC(MIN.) = 11.51 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 2.07 TOTAL AREA(ACRES) = 0.45 TOTAL RUNOFF(CFS) = 2.07 **************************************************************************** FLOW PROCESS FROM NODE 322.00 TO NODE 323.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 132.50 DOWNSTREAM ELEVATION = 127.63 STREET LENGTH(FEET) = 442.40 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.40 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.38 HALFSTREET FLOODWIDTH(FEET) = 12.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.58 PRODUCT OF DEPTH&VELOCITY = 0.98 STREETFLOW TRAVELTIME(MIN) = 2.85 TC(MIN) = 8.85 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.103 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA (ACRES) = 1.62 StJBAREA RUNOFF (CFS) = 4.55 SUMMED AREA(ACRES) = 2.07 TOTAL RUNOFF(CFS) = 6.61 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOODWIDTH(FEET) = 14.65 FLOW VELOCITY(FEET/SEC.) = 2.92 DEPTH*VELOCITY = 1.22 **************************************************************************** FLOW PROCESS FROM NODE 323.00 TO NODE 320.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.8 UPSTREAM NODE ELEVATION = 118.95 DOWNSTREAM NODE ELEVATION = 118.24 FLOWLENGTH(FEET) = 6.25 MANNING'S N = 0.013 GI"VEN PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.61 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 8.86 **************************************************************************** FLOW PROCESS FROM NODE 32 0.00 TO NODE 320.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCElD STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.86 RAINFALL INTENSITY(INCH/HR) = 5.10 TOTAL STREAM AREA(ACRES) = 2.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.61 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.83 13.05 3.974 2.48 2 6.61 8.86 5.100 2.07 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.38 8.86 5.100 2 9.98 13.05 3.974 I COMP'UTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.38 Tc(MIN.) = 8.86 TOTAL AREA(ACRES) = 4.55 • I I I I I I **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 315.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.4 UPSTREAM NODE ELEVATION = 117.74 DOWNSTREAM NODE ELEVATION = 117.19 FLOWLENGTH(FEET) = 42.74 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 24.0 0 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 10.38 TRAVEL TIME(MIN.) = 0.10 TC(MIN.) = 8.96 **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA ^^^^^<^^L-ifuia fxfi^auuw 'i'KAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.4 UPSTREAM NODE ELEVATION = 116.19 DOWNSTREAM NODE ELEVATION = 114.87 FLOWLENGTH(FEET) = 76.55 MANNING'S N = 0.013 GI"VEN PIPE DIAMETER (INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 26.18 TRAVEL TIME(MIN.) = 0.12 TC(MIN.) = 8.74 *******************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 339.00 TO NODE 324.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 18.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION = 114.54 DOWNSTREAM NODE ELEVATION = 113.97 FLOWLENGTH(FEET) = 95.29 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2 6.18 TRAVEL TIME(MIN.) = 0.23 TC(MIN.) = 8.97 SUBAREA AREA(ACRES) = 0.58 SUBAREA RUNOFF(CFS) = 1.97 SUMMED AREA(ACRES) = 0.78 TOTAL RUNOFF(CFS) = 2.49 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.26 HALFSTREET FLOODWIDTH(FEET) = 6.83 FLOW VELOCITY(FEET/SEC.) = 4.26 bEPTH*VELOCITY = 1.12 **************************************************************************** FLOW PROCESS FROM NODE 327.00 TO NODE 324.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPEFLOW "VELOCITY (FEET/SEC. ) = 8.3 UPSTREAM NODE ELEVATION = 116.24 DOWNSTREAM NODE ELEVATION = 115.47 FLOWLENGTH(FEET) = 15.51 MANNING'S N = 0.013 GI"VEN PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.49 TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 12.00 **************************************************************************** FLOW PROCESS FROM NODE 324.00 TO NODE 324.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.00 RAINFALL INTENSITY(INCH/HR) = 4.19 TOTAL STREAM AREA(ACRES) = 0.7 8 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.4 9 **************************************************************************** FLOW PROCESS FROM NODE 328.00 TO NODE 329.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 177.00 DOWNSTREAM ELEVATION = 139.00 ELEVATION DIFFERENCE = 38.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 5.118 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 11.21 TOTAL AREA(ACRES) = 2.01 TOTAL RUNOFF{CFS) = 11.21 **************************************************************************** FLOW PROCESS FROM NODE 32 9.00 TO NODE 330.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 13 9.00 DOWNSTREAM NODE ELEVATION = 123.98 CHANNEL LENGTH THRU SUBAREA(FEET) = 5 92.00 CHANNEL SLOPE = 0.0254 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = 0.03 0 MAXIMUM DEPTH(FEET) = 0.50 CHANNEL FLOW THRU SUBAREA(CFS) = 11.21 FLOW VELOCITY(FEET/SEC) = 1.93 FLOW DEPTH(FEET) = 0.24 TRAVEL TIME(MIN.) = 5.13 TC(MIN.) = 11.13 **************************************************************************** FLOW PROCESS FROM NODE 32 9.00 TO NODE 330.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.404 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) = 6.15 SUBAREA RUNOFF(CFS) = 23.02 TOTAL AREA(ACRES) = 8.16 TOTAL RUNOFF(CFS) = 34.23 TC(MIN) = 11.13 **************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 324.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 42.0 INCH PIPE IS 14.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.7 UPSTREAM NODE ELEVATION = 113.83 DOWNSTREAM NODE ELEVATION = 113.47 FLOWLENGTH(FEET) = 18.00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 34.23 TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 11.15 **************************************************************************** FLOW PROCESS FROM NODE 324.00 TO NODE 324.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 11.15 RAINFALL INTENSITY(INCH/HR) = 4.4 0 TOTAL STREAM AREA(ACRES) = 8.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.23 FLOW PROCESS FROM NODE 324.00 TO NODE 331.00 IS CODE = >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 42.0 INCH PIPE IS 23.1 INCHES PIPEFLOW "VELOCITY(FEET/SEC.) = 10.9 UPSTREAM NODE ELEVATION = 113.14 DOWNSTREAM NODE ELEVATION = 111.45 FLOWLENGTH(FEET) = 150.27 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = J PIPEFLOW THRU SUBAREA(CFS) = 59.35 TRAVEL TIME(MIN.) = 0.23 TC(MIN.) = 11.38 **************************************************************************** FLOW PROCESS FROM NODE 3 31.00 TO NODE 331.00 IS CODE = 1 >>>>>bESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.3 8 RAINFALL INTENSITY(INCH/HR) = 4.34 TOTAL STREAM AREA(ACRES) = 21.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5 9.35 **************************************************************************** FLOW PROCESS FROM NODE 332.00 TO NODE 333.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL S'UBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DE'VELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 206.60 UPSTREAM ELEVATION = 13 6.90 DOWNSTREAM ELEVATION = 134.0 0 ELEVATION DIFFERENCE = 2.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.709 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 4.042 SUBAREA RUNOFF(CFS) = 0.84 TOTAL AREA(ACRES) = 0.38 TOTAL RUNOFF(CFS) = 0.84 **************************************************************************** FLOW PROCESS FROM NODE 333.00 TO NODE 334.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 134.00 DOWNSTREAM ELEVATION = 121.00 STREET LENGTH(FEET) = 867.50 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) =17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.80 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.63 PRODUCT OF DEPTH&VELOCITY = 0.84 STREETFLOW TRAVELTIME(MIN) = 5.50 TC(MIN) = 18.21 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.205 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 2.22 SUBAREA RUNOFF(CFS) = 3.91 SUMMED AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 4.76 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOODWIDTH(FEET) = 11.67 FLOW VELOCITY(FEET/SEC.) = 3.21 DEPTH*VELOCITY = 1.16 **************************************************************************** FLOW PROCESS FROM NODE 334.00 TO NODE 331.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.3 UPSTREAM NODE ELEVATION = 114.0 0 DOWNSTREAM NODE ELEVATION•= 113.45 FLOWLENGTH(FEET) = 13.62 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.76 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 18.24 **************************************************************************** FLOW PROCESS FROM NODE 3 31.00 TO NODE 331.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.24 RAINFALL INTENSITY(INCH/HR) = 3.20 TOTAL STREAM AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.76 **************************************************************************** FLOW PROCESS FROM NODE 335.00 TO NODE 340.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DE"VELOPMENT RUNOFF COEFFICIENT = .8500 INITIAL SUBAREA FLOW-LENGTH = 463.00 UPSTREAM ELEVATION = 14 0.90 DOWNSTREAM ELEVATION = 13 8.0 0 ELEVATION DIFFERENCE = 2.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.317 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.356 SUBAREA RUNOFF(CFS) = 3.85 TOTAL AREA(ACRES) = 1.04 TOTAL RUNOFF(CFS) = 3.85 **************************************************************************** FLOW PROCESS FROM NODE 340.00 TO NODE 341.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 13 8.00 DOWNSTREAM NODE ELEVATION = 124.0 0 CHANNEL LENGTH THRU SUBAREA(FEET) = 3 91.00 CHANNEL SLOPE = 0.0358 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 CHANNEL FLOW THRU SUBAREA(CFS) = 3.85 FLOW VELOCITY(FEET/SEC) = 1.72 FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 3.7 9 TC(MIN.) = 15.11 **************************************************************************** FLOW PROCESS FROM NODE 340.00 TO NODE 341.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.615 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DE'VELOPMENT RUNOFF COEFFICIENT = .8500 SUBAREA AREA (ACRES) = 0.65 StJBAREA RUNOFF (CFS) = 2.00 TOTAL AREA(ACRES) = 1.69 TOTAL RUNOFF(CFS) = 5.85 TC(MIN) = 15.11 **************************************************************************** FLOW PROCESS FROM NODE 341.00 TO NODE 336.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 124.00 DOWNSTREAM ELEVATION = 120.31 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.05 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.3 8 HALFSTREET FLOODWIDTH(FEET) = 12.64 AVERAGE FLOW "VELOCITY (FEET/SEC. ) = 4.11 PRODUCT OF DEPTH&VELOCITY = 1.56 STREETFLOW TRAVELTIME(MIN) = 0.65 TC(MIN) = 15.76 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.518 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DE'VELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 0.72 SUBAREA RUNOFF(CFS) = 2.41 SUMMED AREA(ACRES) = 2.41 TOTAL RUNOFF(CFS) = 8.25 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOODWIDTH(FEET) = 13.61 FLOW VELOCITY (FEET/SEC. ) = 4.19 DEPTH*"VELOCITY = 1.67 **************************************************************************** FLOW PROCESS FROM NODE 336.00 TO NODE 331.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.2 UPSTREAM NODE ELEVATION = 114.71 DOWNSTREAM NODE ELEVATION = 113.45 FLOWLENGTH(FEET) = 35.88 MANNING'S N = 0.013 GI"VEN PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.25 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 15.82 ************************************************************ **************** FLOW PROCESS FROM NODE 331.00 TO NODE 331.00 IS CODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 15.82 RAINFALL INTENSITY{INCH/HR) = 3.51 TOTAL STREAM AREA(ACRES) = 2.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.25 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 59.35 11.38 4.340 21.40 2 4.76 18.24 3.202 2.60 3 8.25 15.82 3.510 2.41 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 69.54 11.38 4.340 2 60.59 15.82 3.510 3 56.08 18.24 3.202 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 69.54 Tc(MIN.) = 11.38 TOTAL AREA(ACRES) = 2 6.41 **************************************************************************** FLOW PROCESS FROM NODE 331.00 TO NODE 343.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRA'VELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 42.0 INCH PIPE IS 21.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.9 UPSTREAM NODE ELEVATION = 111.12 DOWNSTREAM NODE ELEVATION = 110.86 FLOWLENGTH(FEET) = 13.66 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 69.54 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 11.40 **************************************************************************** FLOW PROCESS FROM NODE 343.00 TO NODE 300.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 42.0 INCH PIPE IS 24.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.9 UPSTREAM NODE ELEVATION = 110.86 DOWNSTREAM NODE ELEVATION = 110.56 FLOWLENGTH(FEET) = 23.37 MANNING'S N = 0.013 GI"VEN PIPE DIAMETER (INCH) = 42.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 69.54 TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 11.43 END P.A. 1.07 SOUTH, BASIN #3 - SOUTHEAST BASIN (NODE SERIES 300) END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 69.54 Tc(MIN.) = 11.43 TOTAL AREA(ACRES) = 2 6.41 END OF RATIONAL METHOD ANALYSIS 1 Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 CHAPTER 4 HYDRAULIC ANALYSIS 4.1 - West Basin Storm Drain Legend Starting WSE Determination Storm Model Input and Output AH:all H:\REPORTSt2352M1S Greens 1.08 & 1.D7\2nd SubtnittalVA02.doc W.O. 2352-115 2m/2005 9:00 PM c D 3 5 z S R z K ^ z z z z n n n 3 r 2 a ^ I 2 - O o "n O > J3 I— C/D 00 > P O > o J3 m (/) H > (7) m O I 03 O J3 I o o o o o o Tl TP J3 m TI > m a -n O 3D CO H o 33 a > O O CO H m 5 m D c/3 O 33 CO I m m W.0.# 2352-115 LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.1 (INPUT) DATE: 02/21/05 PAGE 1 PROJECT: LA COSTA GREENS - P.A. 1. OS Se 1.07 (WEST SD SYSTEM) DESIGNER: TF & AH CD L2 MAX Q ADJ Q LENGTH FL 1 FL 2 CTL/TW D W S KJ KE KM LC Ll L3 L4 Al A3 A4 J N 8 1 192.00 ^ T^?jQIM DW^. 4-0O-83" Ci NODE; |00 2 4 74.4 74.4 70.07 137.53 189.39 0.00 3S. 0. 3 O.SO 0.00 0.05 1 5 IS 25 0. 89. 86. 4.00 0.013 2 5 68.7 68.7 136.80 189.72 192.63 0.00 36- 0. 3 0.50 0.00 O.OS 0 S 35 75 89. 91. 37. 4.00 0.013 2 6 14.4 14.4 143.11 193.63 204.44 0.00 24. 0. 3 0.50 0.00 0.05 0 7 0 0 0. 0. 0. 4.00 0.013 2 7 14.4 14.4 209.24 204.77 220.39 0.00 24. 0. 3 O.SO 0.00 0.05 0 8 95 85 0. 85. 90. 4.00 0.013 2 8 3.0 3.0 293.71 220.89 248.22 0.00 18. 0. 3 0.50 0.00 O.OS 0 9 0 0 8. 0. 0. 4.00 0.013 2 9 3.0 3.0 175.51 248.55 259.39 0.00 13. 0. 1 0.00 0.20 0.05 0 0 0 0 0. 0. 0. 3.00 0.013 2 15 3.1 3.1 40.33 191.22 192.98 0.00 18. 0. 1 0.00 0.20 0.05 5 0 0 0 0. 0. 0. 4.00 0.013 2 25 4.2 4.2 8.63 190.72 191.34 0.00 24. 0. 1 0.00 0.20 0.05 5 0 0 0 0. 0. 0. 4.00 0.013 2 35 13.1 13.1 220.87 193.63 205.71 0.00 24. 0. 3 0.50 0.00 0.05 6 3S 0 0 0. 0. 0. 4.00 0.013 2 36 13.1 13.1 252.03 206.04 227.41 0.00 24. 0. 3 0.50 0.00 0.05 0 37 55 0 0. 91. 0. 4.00 0.013 2 37 12.8 12.8 204.91 227.74 229.83 0.00 24. 0. 3 0.50 0.00 0.05 0 33 55 0 90. 70. 0. 4.00 0.013 2 38 5.6 5.6 4.75 230.66 230.85 0.00 13. 0. 1 0.00 0.20 0.05 0 0 0 0 0. 0. 0. 4.00 0.013 2 55 7.5 7.5 26.38 230.16 230.61 0.00 24. 0. 1 0.00 0.20 0.05 33 0 0 0 0. 0. 0. 4.00 0.013 2 65 0.3 0.8 39.09 228.24 231.56 0.00 18. 0. 1 0.00 0.20 O.OS 37 0 0 0 0. 0. 0. 4.00 0.013 2 75 47.5 47.5 31.34 193.63 196.7S 0.00 24. 0. 3 0.50 0.20 0.05 6 76 0 0 36. 0. 0. 4.00 0.013 2 76 40.5 40.S 170.98 197.08 203.34 0.00 24. 0. 3 0.50 0.20 0.05 0 77 0 0 0. 0. 0. 3.00 0.013 2 77 37.4 37.4 26.32 203.67 205.10 0.00 24. 0. 3 0.50 0.20 0.05 0 73 0 0 0. 0. 0. 3.00 0.013 2 78 30.S 30.6 138.54 205.43 249.71 0.00 24. 0. 1 0.50 0.20 0.11 0 0 0 0 0. 0. 0. 6.00 0.013 2 35 8.9 3.9 31.91 220.89 221.76 0.00 18. 0. 3 0.50 0.00 0.11 8 86 0 0 36. 0. 0. 4.00 0.013 2 86 5.7 5.7 130.22 222.09 227.73 0.00 13. 0. 1 0.00 0.20 0.30 0 Q 0 0 0. 0. 0. 3.00 0.013 2 95 5.0 3.0 3.02 220.39 221.31 0.00 13. 0. 1 0.00 0.20 0.05 3 0 0 0 0. 0. 0. 4.00 0.013 LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 02/21/05 PAGE 1 PROJECT: LA COSTA GREENS - P.A. 1.06 & 1.07 (WEST SD SYSTEM) DESIGNER: TF i AH LINE Q D W DN DC FLOW SF-FULL VI V 2 FL 1 NO (CFS) (IN) (IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) FL 2 (FT) HG 1 CALC HG 2 CALC D 1 (FT) D 2 (FT) TW CALC 68.7 36 0 1.86 2.63 SEAL 0.01061 9.7 12.6 139.72 192.63 194.12 194.79 4.40 2.16 X = 103.64 X(N) = 0.00 X(J) - 108.64 F(J) = 33.03 D(BJ) « 2.07 D (AJ) - 3.23 14.4 24 0 0.66 1.37 PART 0.00405 15.9 IS.7 193.53 204.44 194.29 205.08 0.66 0.54 X =- 0.00 X(N) = 72.42 14.4 24 0 0.56 1.37 PART 0.00405 16.1 6.3 204.77 220.39 205.43 221.76 0.SS 1.37 X =• 0.00 X(N) - 54.01 3.0 18 0 0.31 O.SS SEAL Q.00082 1.7 11.0 220.89 248.22 223.07 243.54 2.18 0.32 X =. 7.45 X(N) - 48.69 X(J) - 10.01 F(J) = 1.09 D{BJ) - 0.31 D(AJ) =- 1.25 3.0 18 0 0.34 0.66 PART 0.00082 9.9 4.0 248.55 259.39 243.39 260.05 0.34 0.56 2S0.35 X - 0.00 X(N) = 120.07 HYDRAULIC GRADE LINE CONTROL - 193.54 3.1 18 0 0.33 0.67 SEAL 0.00037 1.3 4.1 X . 19.38 X(N) - 0.00 X(J) - 31.03 F(J) 191.22 192.98 193.54 193.S5 0.74 D(BJ) - 0.46 D(AJ) 2.32 0.57 193.96 0.93 5 HYDRAULIC GRADE LINE CONTROL - 193.54 35 13.1 24 0 0.58 1.30 PART 0.00335 14.0 17.1 193.63 205.71 194.31 20S.30 X = 0.00 X(N) =. 136.32 36 13.1 24 0 O.SO 1.30 PART 0.00335 16.3 9.1 206.04 227.41 206.64 228.34 X - 0.00 X(N) - 138.41 37 12.3 24 0 1.07 1.28 PART 0.00320 7.5 S.O 227.74 229.33 223.81 231.11 X " 0.00 X(N) - 93.70 38 5.6 18 0 0.53 0.91 PART 0.00234 3.3 3.9 230.65 230.3S 232.03 231.97 TW CK REMARKS 1 HYDRAULIC GRADE LINE CONTROL - 192.00 4 74.4 35 0 1.32 2.71 FULL 0.01244 10.5 10.5 137.53 189.39 192.00 192.96 4.47 3.57 0.00 0.00 0.00 0.00 HYD JUMP 0.00 0.00 HJ a DJT 0.00 0.00 0.00 0.00 HYD JUMP 0.00 0.00 HYD JUMP 5 HYDRAULIC GRADE LINE CONTROL - 193.54 25 4.2 24 0 0.35 0.72 FULL 0.00034 1.3 1.3 190.72 191.34 193.54 193.54 2.82 2.20 193.58 0.00 0.63 0.59 0.00 0.00 O.SO 0.93 0.00 0.00 1.07 1.28 0.00 0.00 1.37 1.12 232.26 0.00 LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 02/21/05 PAGE 2 PROJECT: LA COSTA GREENS - 'P.A. 1.06 & 1.07 (WEST SD SYSTEM) DESIGNER: TF & AH LINE Q D W DN DC FLOW SF-FULL VI V 2 FL 1 NO (CFS) (IN) (IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) FL 2 (FT) HG 1 CALC HG 2 CALC D 1 (FT) D 2 (FT) TW CALC 38 HYDRAULIC GRADE LINE CONTROL - 231.57 75 40.6 24 0 1.54 1.95 SEAL 0.03221 12.9 22.9 X - 119.00 X(N) =. 0.00 X(J) = 119.00 F(J) 197.08 203.34 201.65 204.44 4.57 1.10 25.38 D(BJ) « 1.25 D{AJ) . 4.04 TW CK REMARKS 55 7.5 24 0 0.69 0.97 PART 0.00110 3.2 5.0 230.16 230.61 231.57 231.58 1.41 0.97 232.04 0.00 HYD JUMP X = 0.00 X(N) = 0.00 X(J) - 8.54 F(J) - 1.93 D(BJ) =• 0.77 D(AJ) - 1.21 37 HYDRAULIC GRADE LINE CONTROL - 223.53 65 0.3 18 0 0.16 0.33 PART O.OOOOS 7.5 2.8 228.24 231.55 228.40 231.89 0.16 0.33 232.03 0.00 X - 0.00 X(N) = 11.78 5 HYDRAULIC GRADE LINE CONTROL - 193.54 75 47.5 24 0 1.20 1.97 PART 0.04408 19.2 15.2 193.63 196.75 195.10 193.72 1.47 1.97 0.00 0.00 0.00 0.00 HYD JUMP 77 37.4 24 0 1.25 1.94 PART 0.02733 24.6 27.3 203.67 205.10 204.64 205.00 0.97 0.90 0.00 0.00 78 30.6 24 0 0.66 1.87 PART 0.01830 33.3 10.0 205.43 249.71 205.10 251.53 0.67 1.87 253.45 0.00 8 HYDRAULIC GRADE LINE CONTROL - 222.41 85 8.9 18 0 0.75 1.15 PART 0.00718 8.3 6.1 220.39 221.76 221.73 222.91 0.84 1.15 0.00 0.00 35 5.7 13 0 0.57 0.92 SEAL 0.00294 3.2 5.0 222.09 227.73 223.67 228.65 1.58 0.92 229.12 0.00 HYD JUMP X =. 2.89 X(N) - 109.83 X(J) =. 5.12 F(J) =• 1.79 D(BJ) - 0.57 D(AJ) - 1.42 3 HYDRAULIC GRADE LINE CONTROL - 222.41 95 5.0 18 0 0.4S 0.86 SEAL 0.00227 2.3 4.1 220.39 221.31 222.41 222.29 1.32 0.98 222.50 0.00 X = 0.40 X(N) > 0.00 VI, FL 1, D 1 AND HG 1 REFER TO DOWNSTREAM END V 2, FL 2, D 2 AND HG 2 REFER TO UPSTREAM END X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION X{N) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER X(J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) D(AJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE) SEAL INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP HJ a UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE HJ e DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE EOJ 2/21/2005 19:35 Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 CHAPTER 4 HYDRAULIC ANALYSIS 4,2 - Northeast Basin Storm Drain Legend Starting WSE Determination Storm IVlodel Input and Output AH:ah H:\REPORTS\2352\115 Greens 1.06 4 1.07\2nd Submittal\A02.doc W.O. 2352-115 2^2005 9:00 PM LEGEND PIPE NODE ID EXISTING STORM DRAIN PROPOSED STORM DRAIN PREPARED FOR: HUNSAKER & ASSOCIATES SAN DIEOa INC l>LANNINC mm Huemekens Street ENQNEERINC San CHego, O 921tl SURVEYING PH(BS8)558-4500- FX(8S«)5S«-14-M STORM DRAIN LEGEND FOR LA COSTA GREENS NEIGHBORHOODS 1.06 & 1.07 NORTHEAST BASIN CITY OF CARLSBAD, CALIFORNIA SHEET 1 OF 1 ft \0385\tHyd\0385lH06-StorB Drain Legend.d»g[ 0]Feb-22-20O5: 11:57 LA COSTA GREENS - PA 1.07 NE BASIN CARLSBAD, CA FEBRUARY 22, 2005 CDS Model PMSU40 40 10 WITH NO BAFFLE DUE TO LARGE BYPASS FLOW Q treat 6 cfs Q system 71.9 cfs Total Flow in Storm Drain Hods 0.88 ft Required Head Difference to Process Q treat D/S Pipe Size 4.0 ft D/S Pipe Slope 0.0125 ft/ft U/S Pipe Size 4.0 ft U/S Pipe Slope 0.0307 ft/ft PMSU WEIR SUMMARY PMSU Weir Height 2.17 ft PMSU Weir Length 6.58 ft HYDRAULICIMPACTOF :D&1 VEIR BOX AT SYSTEM FLOW SD Station D/S of CDS 74+33.67 1 Pipe Invert El d/s of CDS 125.77 2 Finished Grade El @ CDS 132.97 3 EGL El d/s of CDS 128.93 3 HGL El d/s of CDS 128.37 Critical Depth in d/s Pipe 4 Hcont 0.26 ft Contraction Loss from CDS Manhole to d/s Pipe 5 EGL El d/s of Weir 129.20 5 HGL El d/s of Weir 129.20 6 Hweir 1.33 ft Loss From Flow Over Submerged Weir 7 EGL El u/s of Weir 130.80 7 HGL El u/s of Weir 130.52 8 Hexp 0.04 ft Expansion Loss from u/s Pipe to CDS Manhole 9 EGL u/s of CDS Unit 130.84 9 HGL El u/s of CDS Unit 130.33 SD Station U/S of CDS 74+23.67 Increase In HGL 1.96 ft Freeboard U/S of CDS Unit 2.64 ft M CONVEYANCE ^S^' FEM CHECK AT SYSTEM FbD!lifilN»MMHHHWH» Length to U/S Manhole/CB 7.49 ft Rim Elevation at U/S Manhole/CB 133.03 Friction Loss to U/S Manhole/CB 0.02 ft HGL El at U/S Manhole/CB 130.35 Freeboard at U/S Manhole/CB 2.68 ft Loss of Head Due to Contractions For Higher Velocities with H > 1.0 foot: For Lower Velocities with H < 1.0 foot: Loss of Head Due to Weir For Weir (free discharge): For Submerged Weir: Loss of Head Due to Expansion/Enlargement: For M\ Situations: Hcont = (1/c -1)'^2 * [v'^2/2g: c = 0.582 + 0.0418/(1.1 - r) r = ratio of pipe diameters Hcont = 0.7*(v1 - v2)'^2 / 2g Hweir = [Q / cL]'^2/3 c = 3.08 Hweir = Hu/s - Hd/s Hu/s = [Q / Ks * cL]^2/3 c = 3.08 Ks = [(1 - (Hd/s / Hu/s)'^1.5]'^0.385 Hexp = 1.098 [(v1 - v2)'^1.919] / 2g TOTAL HEAD LOSSES Q) Finished Grade EL 0EGL AND HGL QSYS © D/S INV EL CDS IN-LINE PMSU STORM WATER TREATMENT UNIT LOSSES WITHOUT OIL BAFFLE ^Im^-ieCHNC3L.OCBB LA COSTA GREENS PA 1.07 CARLSBAD, CA DATE 2/15/05 DRAWN TJ APPROV. SCALE NTS SHEET 3 OF 3 LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.1 (INPUT) DATE: 02/22/05 PAGE 1 PROJECT: P.A. 1.06 & 1.07 (NE SD SYSTEM BEFORE CDS UNIT) DESIGNER: AH/TF CD L2 MAX Q ADJ Q LENGTH FL 1 FL 2 CTL/TW D W S KJ KE KM LC Ll L3 L4 Al A3 A4 J N 8 1 130.35 > 2 4 71.9 71.9 7.49 125.78 12S.00 0.00 48. 0. 3 0.50 0.00 0.05 1 5 20 30 0. 85. 90. 4.00 0.013 2 5 SI.4 61.4 69.02 126.50 127.19 0.00 42. 0. 3 0.50 0.00 0.05 0 5 40 0 0. 90. 0. 4.00 0.013 2 6 52.0 52.0 285.64 127.97 143.65 0.00 36. 0. 3 0.50 0.00 0.05 0 7 0 0 24. 0. 0. 4.00 0.013 2 7 52.0 52.0 196.75 143.98 160.32 0.00 35. 0. 3 0.50 0.00 0.05 0 8 50 0 0. 90. 0. 4.00 0.013 2 8 50.4 50.4 199.25 150.65 155.04 0.00 35. 0. 3 0.50 0.00 0.05 0 9 SO 0 0. 90. 0. 4.00 0.013 2 9 48.1 48.1 152.94 155.37 155.83 0.00 36. 0. 3 0.50 0.00 O.OS 0 10 70 0 0. 87. 0. 4.00 0.013 2 10 44.7 44.7 146.39 167.15 153.44 0.00 36. 0. 3 0.50 0.00 0.05 0 11 0 0 0. 0. 0. 4.00 0.013 2 11 44.7 44.7 225.81 168.77 173.65 0.00 36. 0. 3 O.SO 0.00 0.05 0 12 80 0 0. 90. 0. 4.00 0.013 2 12 37.8 37.8 211.00 174.15 180.51 0.00 30. 0. 3 0.50 0.00 0.05 0 13 90 100 0. 77. 91. 4.00 0.013 2 13 15.5 15.5 80.17 181.01 188.05 0.00 24. 0. 3 0.50 0.00 0.05 0 14 110 120 0. 89. 91. 4.00 0.013 2 14 7.1 7.1 285.17 188.38 214.57 0.00 24. 0. 3 0.50 0.00 0.05 0 15 0 0 0. 0. 0. 4.00 0.013 2 15 7.1 7.1 298.00 215.00 218.13 0.00 24. 0. 3 0.50 0.00 0.05 0 IS 0 0 0. 0. 0. 4.00 0.013 2 IS 7.1 7.1 204.07 213.45 223.75 0.00 24. 0. 3 0.50 0.20 0.05 0 17 130 0 90. 90. 0. 4.00 0.013 2 17 3.2 3.2 4.75 224.25 224.55 0.00 18. 0. 1 0.00 0.20 0.05 0 0 0 0 0. 0. 0. 4.00 0.013 2 20 3.9 3.9 15.94 128.50 128.67 0.00 IS. 0. 1 0.00 0.20 0.05 5 0 0 0 0. 0. 0. 4.00 0.013 2 30 10.7 10.7 32.65 128.50 128.84 0.00 13. 0. 3 O.SO 0.20 0.05 5 31 0 0 0. 0. 0. 4.00 0.013 2 31 1.4 1.4 127.57 129.16 129.80 0.00 18. 0. 1 0.00 0.20 0.05 0 0 0 0 0. 0. 0. 3.00 0.013 2 40 18.2 18.2 69.55 128.69 129.75 0.00 24. 0. 1 0.00 0.20 0.05 6 0 0 0 0. 0. 0. 3.00 0.013 2 50 2.1 2.1 47.59 162.15 164.78 0.00 18. 0. 3 0.50 0.00 0.05 8 51 0 0 36. 0. 0. 4.00 0.013 2 51 0.7 0.7 57.35 165.11 191.82 0.00 18. 0. 1 0.00 0.20 0.05 0 0 0 0 0. 0. 0. 3.00 0.013 2 50 2.7 2.7 55.63 155.87 184.55 0.00 13. 0. 1 0.00 0.20 0.05 9 0 0 0 0. 0. 0. 3.00 0.013 2 70 5.0 5.0 4.75 163.55 163.97 0.00 18. 0. 1 0.00 0.20 0.05 10 0 0 0 0. 0. 0. 4.00 0.013 2 30 7.1 7.1 24.75 175.15 175.91 0.00 18. 0. 1 0.00 0.20 0.05 12 0 0 0 0. 0. 0. 4.00 0.013 2 90 2.2 2.2 59.61 131.51 132.72 0.00 13. 0. 1 0.00 0.20 0.11 13 0.0 0 0. 0. 0. 2.50 0.013 LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.1 (INPUT). DATE: 02/22/05 PAGE 2 PROJECT: P.A. 1.06 & 1.07 (NE SD SYSTEM BEFORE CDS UNIT) DESIGNER: AH/TF CD L2 MAX Q ADJ Q LENGTH FL 1 FL 2 CTL/TW D W S KJ KE KM LC Ll L3 L4 Al A3 A4 J N 2 100 23.0 23.0 39.01 131.01 181.41 0.00 24. 0. 1 0.00 0.20 0.11 13 0 0 0 0.0. 0. 3.00 0.013 2 110 4.4 4.4 24.75 133.33 189.89 0.00 13. 0. 1 O.OO 0.20 0.05 14 0 0 0 0.0. 0. 4.00 0.013 2 120 10.3 10.3 4.75 188.38 189.05 0.00 18. 0. 3 0.50 0.20 0.05 14 121 0 0 0.0. 0. 4.00 0.013 2 121 4.9 4.9 15.00 139.39 191.64 0.00 18. 0. 1 0.00 0.20 0.05 0 0 0 0 0. 0. 0. 3.00 0.013 2 130 5.4 5.4 24.75 224.25 224.91 0.00 18. 0. 1 0.00 0.20 0.05 17 0 0 0 0.0. 0. 4.00 0.013 LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 02/22/05 PAGE 1 FL 1 FL 2 (FT) (FT) HGl HG2 Dl D2 TW TW CALC CALC (FT) (FT) CALC CK REMARKS PROJECT: P.A. 1.06 i 1.07 (NE SD SYSTEM BEFORE CDS UNIT) DESIGNER: AH/TF LINE Q D W DN DC FLOW SF-FULL VI V 2 NO (CFS) (IN) (IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) 1 HYDRAULIC GRADE LINE CONTROL = 130.35 4 71.9 48 0 1.48 2.56 FULL 0.00251 5.7 5.7 125.73 126.00 130.35 130.39 4.57 4.39 0.00 0.00 5 61.4 42 0 1.98 2.46 SEAL 0.00372 5.4 17.3 126.50 127.19 130.54 128.55 4.04 1.36 0.00 0.00 HYD JUMP X - 25.11 X(N) = 0.00 X(J) - 26.11 F(J) = 32.60 D(BJ) - 1.48 D(AJ) - 3.35 5 52.0 36 0 1.19 2.34 PART 0.00608 19.9 21.2 127.97 143.65 129.16 144.79 1.19 1.14 0.00 0.00 HJ 9 DJT X = O.OO X(N) - 124.20 7 52.0 35 0 1.07 2.34 PART 0.00608 22.3 14.2 143.98 160.32 145.06 161.86 1.08 1.54 0.00 0.00 8 50.4 36 0 1.51 2.31 PART 0.00571 13.9 10.5 160.65 165.04 162.13 165.97 1.53 1.93 0.00 0.00 9 43.1 35 0 1.96 2.26 PART 0.00520 9.8 10.4 155.37 155.33 167.33 153.59 1.96 1.35 0.00 0.00 10 44.7 35 0 1.33 2.13 PART 0.00449 10.5 14.4 157.15 158.44 158.89 159.79 1.73 1.35 0.00 0.00 11 44.7 36 0 1.42 2.18 PART 0.00449 13.5 13.1 153.77 173.65 170.19 175.11 1.42 1.45 0.00 0.00 X = 0.00 X(N) - 73.52 12 37.3 30 0 1.29 2.08 PART 0.00849 14.6 8.7 174.15 130.51 175.45 182.59 1.30 2.03 0.00 0.00 13 15.6 24 0 0.68 1.47 SEAL 0.00538 5.3 6.7 131.01 138.05 134.59 139.52 3.58 1.47 0.00 0.00 HYD JUMP 17 8.44 X(N) = 0.00 X(J) 3.44 F(J) 3.55 D(BJ) 0.73 D{AJ) 2.83 14 7.1 24 0 0..43 0.94 SEAL 0.00098 2.3 3.6 188.38 214.67 190.53 215.29 2.20 0.62 0.00 0.00 HYD JUMP 2.25 X(N) = 70.53 X(J) 3.77 F(J) 3.21 D(BJ) 0.43 D(AJ) 1.35 7.1 24 0 0.75 0.94 PART 0.00098 6.5 10.2 215.00 218.13 215.75 218.57 0.76 0.54 0.00 X =. 0.00 X(N) = 156 .57 7.1 24 0 0.50 0.94 PART 0.00098 9.0 4.9 218.46 223.75 219.05 224.69 0.60 0.94 X = 0.00 X(N) = 123.74 3.2 13 0 0.35 0.58 PART 0.00093 2.2 3.6 224.25 224.55 225.43 225.30 0.00 0.00 0.00 1.18 0.75 225.54 0.00 5 HYDRAULIC GRADE LINE CONTROL > 13 0.47 20 3.9 18 0 0.63 0.75 FULL 0.00133 2.2 2.2 123.50 128.67 130.47 130.49 1.97 1.32 130.53 0.00 5 HYDRAULIC GRADE LINE CONTROL > 13 0.47 30 10.7 13 0 1.23 1.25 FULL 0.01033 6.1 5.1 123.50 128.34 130.47 130.33 1.97 1.99 0.00 0.00 31 1.4 13 0 0.44 0.44 FULL 0.00013 0.3 0.8 129.15 129.30 131.81 131.83 2.55 2.03 131.35 0.00 LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 02/22/05 PAGE 2 PROJECT: P.A. 1.06 Sc 1.07 (NE SD SYSTEM BEFORE CDS UNIT) DESIGNER: AH/TF LINE Q D W DN DC FLOW SF-FULL VI V2 FLl FL2 HGl HG2 Dl D2 NO (CFS) (IN) (IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) 5 HYDRAULIC GRADE LINE CONTROL = 128.35 40 13.2 24 0 1.17 1.54 PART 0.00647 9.1 7.0 128.59 129.76 129.90 131.30 1.21 1.54 132.22 0.00 TW CALC TW CK REMARKS 3 HYDRAULIC GRADE LINE CONTROL = 162.02 50 2.1 13 0 0.29 0.55 PART 0.00040 3.5 3.6 162.15 154.78 162.44 155.33 0.29 0.55 0.00 0.00 X =. 0.00 X(N) - 17.03 51 0.7 13 0 0.10 0.31 PART 0.00004 13.2 2.7 155.11 191.82 155.21 192.13 0.10 0.31 192.26 0.00 HJ ® DJT X = 0.00 X(N) - 9.10 9 HYDRAULIC GRADE LINE CONTROL - 167.15 60 2.7 13 0 0.23 0.62 PART 0.00065 11.3 3.9 165.87 184.56 167.15 185.23 0.23 0.62 185.57 0.00 X =• 0.00 X(N) = 45.31 10 HYDRAULIC GRADE LINE CONTROL » 158.79 70 5.0 18 0 0.44 0.85 PART 0.00227 7.2 4.8 158.55 158.97 159.23 169.83 0.52 0.85 170.25 0.00 12 HYDRAULIC GRADE LINE CONTROL = 175.23 80 7.1 13 0 0.65 1.03 PART 0.00457 3.5 5.5 175.15 175.91 175.87 176.94 0.72 1.03 177.50 0.00 13 HYDRAULIC GRADE LINE CONTROL = 133.59 90 2.2 13 0 0.39 0.55 SEAL 0.00044 1.2 2.1 131.51 182.72 183.59 183.57 2.08 0.85 183.55 0.00 X =. 29.13 X(N) = 0.00 13 HYDRAULIC GRADE LINE CONTROL - 183.59 100 23.0 24 0 2.00 1.71 FULL 0.01034 7.3 7.3 181.01 131.41 133.59 134.08 2.53 2.57 135.08 0.00 LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 02/22/05 PAGE 3 ROJECT: P.A. 1.06 & 1.07 (NE SD SYSTEM BEFORE CDS UNIT) ESIGNER: AH/TF iINE Q D W DN DC FLOW SF-FULL VI V2 FLl FL2 HGl HG2 Dl NO (CFS) (IN) (IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) HYDRAULIC GRADE LINE CONTROL = 190.05 10 4.4 13 0 0.46 0.80 PART 0.00175 8.5 4.5 188.83 189.89 189.38 190.69 0.50 0.80 191.08 0.00 D 2 TW TW (FT) CALC CK REMARKS 14 HYDRAULIC GRADE LINE CONTROL « 190.05 120 10.3 18 0 0.75 1.23 PART 0.00951 7.0 5.6 188.33 139.06 190.05 190.29 1.17 1.23 0.00 0.00 '121 4.9 18 0 0.35 0.35 SEAL 0.00213 2.8 4.8 189.39 191.54 191.31 192.49 1.92 0.35 192.91 0.00 HYD JUMP X - 2.64 X(N) =. 0.00 X(J) = 2.64 F (J) - 1.81 D (BJ) = 0.44 D(AJ) - 1.53 17 HYDRAULIC GRADE LINE CONTROL = 225.05 130 5.4 18 0 0.58 0.90 PART 0.00254 5.5 4.9 224.25 224.91 225.06 225.31 0.81 0.90 226.25 0.00 LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.1 (INPUT) DATE: 02/22/05 PAGE 1 PROJECT: P.A. 1.05 4 1.07 (NE SD SYSTEM AFTER CDS UNIT) DESIGNER: TF/AH CD L2 MAX Q ADJ Q LENGTH FL 1 FL 2 CTL/TW D W S KJ KE KM LC Ll L3 L4 Al A3 A4 J N 8 1 126.50 9 T=T^OM DW€^. S"°\^-Z.l-l Q. NOPE: ZOO 2 3 71.9 71.9 139.72 124.02 125.73 0.00 48. 0. 1 0.50 0.00 0.05 1 0 0 0 0. 0. 0. 10.00 0.013 LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 02/22/05 PAGE 1 PROJECT: P.A. 1.05 4-1.07 (NE SD SYSTEM AFTER CDS UNIT) DESIGNER: TF/AH LINE Q D W DN DC FLOW SF-FULL VI V 2 NO (CFS) (IN) (IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) FL 1 FL 2 (FT) (FT) HG 1 CALC HG 2 D 1 CALC (FT) D 2 (FT) TW CALC HYDRAULIC GRADE LINE CONTROL 125.50 3 71.9 43 0 1.87 2.56 PART 0.00251 8.8 3.5 124.02 125.78 125.50 128.34 2.48 2.55 129.45 TW CK 0.00 REMARKS VI, FL 1, D 1 AND HG 1 REFER TO DOWNSTREAM END V 2, FL 2, D 2 AND HG 2 REFER TO UPSTREAM END X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION X(N) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER X(J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) D(AJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE) SEAL INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP HJ m UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION 'AT THE UPSTREAM END OF THE LINE HJ ® DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE EOJ 2/22/2005 15:43 Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 CHAPTER 4 HYDRAULIC ANALYSIS 4.3 - Southeast Basin Storm Drain Legend Starting WSE Determination Storm Model Input and Output AH:ah H:\REPORTS\2352M15 Greens 1.08 & 1.07\2nd SubmittaJ\A02.doc W.O. 2352-115 2/22/2005 9:00 PM SCALE: 1 "= 10 LEGEND PIPE NODE ID EXISTING STORM DRAIN PROPOSED STORM DRAIN PREPARED FOR: HUNSAKER & ASSOCIATES SAN 0 I E C a INC Pl/MMNINC 10179 Huemekens Street ENaNEEltINC San Diego, d 92121 SUKVEYINC PH(858)558-4500- R((858)55«.1»14 STORM DRAIN LEGEND FOR LA COSTA GREENS NEIGHBORHOODS 1.06 & 1.07 SOUTHEAST BASIN CITY OF CARLSBAD, CALIFORNIA SHEET 1 OF 1 ft \0385\»Hyd\03B5H06-St(X-iii Drain Le9Bn<i.ii»g[ 0]Feb-22-2005:22: 01 LA COSTA GREENS - PA 1.07 SE BASIN CARLSBAD, CA FEBRUARY 18, 2005 • PROJECT PARAMETERS • ' «• >^v"' »"-. . WV-.*- - T CDS Model PMSU40 30 10 WITH NO BAFFLE DUE TO LARGE BYPASS FLOW Q treat 4.5 cfs Q system 69.5 cfs Total Flow in Storm Drain Hcds 0.85 ft Required Head Difference to Process Q treat D/S Pipe Size 3.5 ft D/S Pipe Slope 0.0128 ft/ft U/S Pipe Size 3.5 ft U/S Pipe Slope 0.0190 ft/ft '•:*','• PMSU WEIR SUMMARY ..--n-.; PMSU Weir Height 1.67 ft PMSU Weir Length 6.58 ft . *• HYDRAULIC IMPACT OF CDS WEIR BOX AT SYSTEM FLOW . SD Station D/S of CDS 29+74.34 1 Pipe Invert El d/s of CDS 110.86 2 Finished Grade El @ CDS 120.67 3 EGL El d/s of CDS 114.39 3 HGL El d/s of CDS 113.49 Critical Depth in d/s Pipe 4 Hcont 0.45 ft Contraction Loss from CDS Manhole to d/s Pipe 5 EGL El d/s of Weir 114.84 5 HGL El d/s of Weir 114.84 6 Hweir 0.71 ft Loss From Flow Over Submerged Weir 7 EGL El u/s of Weir 115.74 7 HGL El u/s of Weir 115.55 8 Hexp 0.21 ft Expansion Loss from u/s Pipe to CDS Manhole 9 EGL u/s of CDS Unit 115.95 9 HGL El u/s of CDS Unit 115.14 SD Station U/S of CDS 29+84.34 Increase In HGL 1.65 ft Freeboard U/S of CDS Unit 5.53 ft M CONVEYANCE SYS1 rEM CHECK AT SYSTEM FLOW' V, ' Length to U/S Manhole/CB 13.66 ft Rim Elevation at U/S Manhole/CB 120.64 Friction Loss to U/S Manhole/CB 0.07 ft HGL El at U/S Manhole/CB 115.20 Freeboard at U/S Manhole/CB 5.44 ft Loss of Head Due to Contractions For Higher Velocities with H > 1.0 foot: For Lower Velocities with H < 1.0 foot: Loss of Head Due to Weir For Weir (free discharge): For Submerged Weir: Loss of Head Due to Expansion/Enlargement: For All Situations: Hcont = (1/c -1)''2 * [v'^2/2g: c = 0.582 + 0.0418/(1.1 - r) r = ratio of pipe diameters Hcont = 0.7*(v1 - v2)'^2 / 2g Hweir = [Q / cL]'^2/3 c = 3.08 Hweir = Hu/s - Hd/s Hu/s = [Q / Ks * cL]'^2/3 c = 3.08 Ks = [(1 - (Hd/s / Hu/s)'^1.5]'^0.385 Hexp = 1.098 [(vl -v2ri.919]/2g TOTAL HEAD LOSSES Finished Grade EL 0EGL AND HGL QSYS ® D/S INV EL CDS IN-LINE PMSU STORM WATER TREATMENT UNIT LOSSES WITHOUT OIL BAFFLE PATENTED LA COSTA GREENS PA 1.07 CARLSBAD, CA DATE 2/15/05 DRAWN TJ APPROV. SCALE NTS SHEET 3 OF 3 LA COUNTY PUBLIC WORKS . STORM DRAIN ANALYSIS REPT: PC/RD4412.1 (INPUT) DATE: 02/22/05 PAGE 1 PROJECT: P.A. l.OS & 1.07 (SE ULT SD SYSTEM BEFORE CDS UNIT) DESIGNER: AH/TF CD L2 MAX Q ADJ Q LENGTH FL 1 FL 2 CTL/TW D W S KJ KE KM LC Ll L3 L4 Al A3 A4 J N 8 1 115.20 » fKoM HE/tDU-oSS CTVL-C'S. (5 cOS Mio\T C f'^.EVIOWS 2 4 69.5 69.5 13.66 110.84 111.12 0.00 42. 0. 3 0.50 0.00 0.05 1 5 15 25 0. 91. 89. 4.00 0.013 2 5 59.4 59.4 150.27 111.45 113.14 0.00 '42. 0. 3 0.50 0.00 0.05 0 6 35 45 90. 77. 0. 4.00 0.013 2 6 25.2 26.2 95.29 113.97 114.54 0.00 36. 0. 3 0.50 0.00 0.05 0 7 0 0 90. 0. 0. 4.00 0.013 2 7 26.2 26.2 76.55 114.87 116.19 0.00 36. 0. 3 0.50 0.00 0.05 0 8-65 0 90. 0. 0. 4.00 0.013 2 8 16.1 16.1 43.70 117.19 118.21 0.00 24. 0. 3 0.50 0.00 0.05 0 9 85 0 0. 0. 0. 4.00 0.013 2 9 13.1 13.1 94.77 118.71 123.27 0.00 18. 0. 3 0.50 0.00 0.05 0 10 95 0 0. 0. 0. 4.00 0.013 2 10 8.9 8.9 283.67 123.60 145.42 0.00 18. 0. 3 0.50 0.00 0.05 0 11 115 0 91. 91. 0. 4.00 0.013 2 11 4.4 4.4 24.75 145.75 146.81 0.00 18. 0. 1 0.50 0.20 0.05 0 0 0 0 0. 0. 0. 4.00 0.013 2 15 4.8 4.8 13.62 113.45 114.00 0.00 18. 0. 1 0.00 0.20 0.05 5 0 0 0 0. 0. 0. 4.00 0.013 2 25 8.3 8.3 35.88 113.45 114.71 0.00 18. 0. 1 0.00 0.20 0.05 5 0 0 0 0. 0. 0. 4.00 0.013 2 35 2.5 2.5 15.51 115.47 116.24 0.00 18. 0. 1 0.00 0.20 0.11 6 0 0 0 0. 0. 0. 4.00 0.013 2 45 34.2 34.2 18.00 113.47 113.83 0.00 42. 0. 1 0.00 0.20 0.05 6 0 0 0 0. 0. 0. 4.00 0.013 2 65 10.4 10.4 42.74 117.19 117.74 0.00 24. 0. 3 0.50 0.00 0.05 8 66 75 0 2. 89. 0. 4.00 0.013 2 66 4.8 4.8 254.18 118.24 121.01 0.00 18. 0. 3 0.50 0.00 0.05 0 67 0 0 2. 0. 0. 4.00 0.013 2 67 4.8 4.8 283.35 121.34 124.58 0.00 18. 0. 3 0.50 0.00 0.05 0 68 0 0 86. 0. 0. 4.00 0.013 2 68 4.8 4.8 71.71 124.91 134.53 0.00 18. 0. 1 0.00 0.20 0.05 0 0 0 0 0. 0. 0. 3.00 0.013 2 75 6.6 6.6 7.75 118.24 118.95 0.00 18. 0. 1 0.00 0.20 0.05 66 0 0 0 0. 0. 0. 4.00 0.013 2 85 3.5 3.5 4.75 118.71 119.03 0.00 18. 0. 1 0.00 0.20 0.05 9 0 0 0 0. 0. 0. 4.00 0.013 2 95 5.4 5.4 162.30 123.60 131.50 0.00 18. 0. 1 0.00 0.20 0.18 10 0 0 0 0. 0. 0. 3.00 0.013 2 115 6.0 6.0 4.75 145.75 145.94 0.00 18. 0. 3 0.50 0.20 0.05 11 116 0 0 0. 0. 0. 4.00 0.013 2 116 0.9 0.9 10.45 146.27 147.21 0.00 18. 0. 1 0.00 0.20 0.05 0 0 0 0 0. 0. 0. 3.00 0.013 LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 02/22/05 PAGE 1 PROJECT: P.A. 1.06 k 1.07 (SE ULT SD SYSTEM BEFORE CDS UNIT) DESIGNER: AH/TF LINE Q D W DN NO (CFS) (IN) (IN) (FT) DC FLOW SF-FULL (FT) TYPE (FT/FT) VI V 2 (FPS) (FPS) FL 1 (FT) FL 2 (FT) HG 1 CALC HG 2 CALC D 1 (FT) D 2 (FT) TW CALC HYDRAULIC GRADE LINE CONTROL = 115.20 5 59.4 42 0 1.86 2.41 SEAL 0.00349 6.2 6.3 111.45 113.14 115.95 116.43 4.50 3.29 0.00 X - 128.30 X(N) - 0.00 6 26.2 36 0 1.51 1.65 SEAL 0.00154 3 .7 3.7 113.97 114.54 117.38 117.52 3.41 2.98 0.00 X - 92.19 X(N) - 0.00 7 26.2 36 0 1.12 1.65 SEAL 0.00154 3.7 6.6 114.87 116.19 117.95 117.84 3.08 1.65 0.00 X = 5.08 X(N) = 0.00 X(J) - 53.01 F (J) = 8.83 D(BJ) - 1.31 D(AJ) - 2.05 9 13.1 18 0 0.81 1.35 PART 0.01555 13.5 14.5 118.71 123.27 119.52 124.03 0.81 0.76 0.00 X - 0.00 X(N) = 10.03 10 8.9 18 0 0.57 1.15 PART 0.00718 14.5 6.1 123.60 145.42 124.17 146.57 0.57 1.15 0.00 X = 0.00 X(N) - 207.03 11 4.4 18 0 0.46 0.80 SEAL 0.00175 2.5 4.6 145.75 146.81 147.64 147.61 1.89 0.80 148.00 X = 9.59 X(N) = 0.00 X(J) - 18.34 F(J) = 1.09 D(BJ) - 0.60 D(AJ) - 1.06 5 HYDRAULIC GRADE LINE CONTROL - 115.63 25 8.3 18 0 0.68 1.12 SEAL 0.00624 4.7 5.9 X =. 23.40 X(N) . 0.00 X(J) - 24.48 F {J) 113.45 114.71 115.63 115.83 2.48 D(BJ) = 0.84 D (AJ) 2.18 1.12 116.47 1.45 35 HYDRAULIC GRADE LINE CONTROL = 116.90 2.5 18 0 0.33 0.60 PART 0.00057 1.4 3.8 115.47 116.24 116.90 116.84 X • 0.00 X(N) . 0.00 X(J) . 11.90 F (J) - 0.51 D(BJ) - 0.46 D(AJ) 1.43 0.60 117.11 0.76 TW CK REMARKS 4 69.5 42 0 1.71 2.61 FULL 0.00477 7.2 7.2 110.84 111.12 115.20 115.31 4.36 4.19 0.00 0.00 0.00 0.00 0.00 HYD JUMP 8 16.1 24 0 0.96 1.45 PART 0.00506 12.4 14.4 117.19 118.21 118.06 118.98 0.87 0.77 0.00 0.00 HJ 9 DJT 0.00 0 . 00 0.00 HYD JUMP 5 HYDRAULIC GRADE LINE CONTROL = 115.63 15 4.8 18 0 0.49 0.84 FULL 0.00209 2.7 2.7 113.45 114.00 115.63 115.66 2.18 J..66 115.80 0.00 0. 00 HYD JUMP 0.00 HYD JUMP LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 02/22/05 PAGE 2 PROJECT: P.A. 1.06" & 1.07 (SE ULT SD SYSTEM BEFORE CDS UNIT) DESIGNER: AH/TF LINE Q D W DN DC FLOW SF-FULL VI V 2 FL 1 NO (CFS) (IN) (IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) 6 HYDRAULIC GRADE LINE CONTROL = 116.90 45 34.2 42 0 1.17 1.81 PART 0.00116 3.6 3.8 113.47 113.83 116.90 116.89 3.43 3.06 117.17 0.00 FL 2 HG 1 (FT) CALC HG2 Dl D2 TW TW CALC (FT) (FT) CALC CK REMARKS 8 HYDRAULIC GRADE LINE CONTROL - 117.95 65 10.4 24 0 0.89 1.15 PART 0.00211 7.3 5.5 117.19 117.74 118.12 118.89 0.93 1.15 0.00 0.00 66 •4-8 18 0 0.69 0.84 PART 0.00209 2.8 8.2 118.24 121.01 119.63 121.56 1.39 0.55 0.00 0.00 HYD JUMP 0.00 X(N) - 65.96 X(J) - 32.17 F (J) - 1.13 D (BJ) 0.69 D(AJ) 1.01 67 4.8 18 0 0.68 0.84 PART 0.00209 6.1 4.7 121.34 124.58 122.02 125.42 0.68 0.84 0.00 X - 0.00 X(N) - 243.15 S8 4.8 18 0 0.36 0.84 PART 0.00209 14.9 4.7 124.91 134.53 125.27 135.37 0.36 0.84 135.78 X - 0.00 X(N) = 64.16 X =. 0.00 X(N) » 0.00 X(J) - 8.46 F (J) - 0.15 D(BJ) - 0.25 D(AJ) 0.48 0.00 0.00 HJ e DJT 66 HYDRAULIC GRADE LINE CONTROL = 119.26 75 6.6 18 0 0.46 0.99 PART 0.00395 9.2 5.3 118.24 118.95 118.88 119.94 0.64 0.99 120.47 0.00 9 HYDRAULIC GRADE LINE CONTROL » 119.25 85 3.5 18 0 0.36 0.71 PART 0.00111 6.1 4.2 118.71 119.03 119.25 119.74 0.54 0.71 120.08 0.00 10 HYDRAULIC GRADE LINE CONTROL - 124.10 95 5.4 18 0 0.49 0.90 PART 0.00264 10.5 4.9 123.60 131.50 124.10 132.40 0.50 0.90 132.84 0.00 X « 0.00 X(N) - 66.2 9 11 HYDRAULIC CTADE LINE CONTROL • 147.11 115 6.0 18 0 0.55 0.94 PART 0.00326 3.6 4.4 145.75 145.94 147.11 147.02 1.36 1.08 0.00 0.00 116 0.9 18 0 0.17 0.35 PART 0.00007 0.6 2.8 146.27 147.21 147.56 147.56 1.29 0.35 147.71 0.00 HYD JUMP Worksheet for WSE Determination for SE Basin Outfall Project Cfescriplidn "-™ •s-f ' ."-.^1 :-. Flow Element: Circular Pipe Friction Method: Manning Formula Solve For: Nomial Depth Roughness Coefficient: 0.013 Channel Slope: 0.93 % Diameter 42 in Discharge: 75.50 cfs Nonnal Depth: 2.32 ft Flow Area: 6.77 ft' Wetted Perimeter 6.66 ft Top Width: 3.31 ft Critical Depth: 2.72 ft Percent Full: 66.3 % Critical Slope: 0.00626 ft/ft Velocity: 11.15 ft/S Velocity Head: 1.93 ft Specific Energy: 4.25 ft Froude Number 1.37 Maximum Discharge: 104.36 n'ls Discharge Full: 97.02 ft'/S Slope Full: 0.00563 ft/ft Flow Type: SuperCritica DOWN s.-rfa^7*^nv^ TT_OVy ui NE. 10=1.32.^ ^ COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.1 (INPUT) DATE: 02/22/05 PAGE 1 PROJECT: P.A. 1.06 & 1.07 (SE ULT SD SYSTEM AFTER CDS UNIT) DESIGNER: TF/AH CD L2 MAX Q ADJ Q LENGTH FL 1 FL 2 CTL/TW D W S KJ KE KM LC Ll L3 L4 Al A3 A4 J N 8 1 111.64—^ TTI^OM fT_ow MA-STE^ e/ruCs (P^Es/'iowiS SHE-ET") 2 2 75.5 75.5 98.18 109.32 110.23 0.00 42. 0. 3 0.50 0.00 0.05 1 3 12 0 0. 90. 0. 4.00 0.013 2 3 69.5 69.5 23.37 110.56 110.84 0.00 42. 0. 1 0.00 0.20 0.05 0 0 0 0 0. 0. 0. 10.00 0.013 2 12 6.0 6.0 297.37 112.23 114.57 0.00 18. 0. 3 0.50 0.00 0.05 3 13 14 0 90. 90. 0. 4.00 0.013 2 13 3.3 3.3 73.25 114.74 115.29 0.00 18. 0. 1 0.00 0.20 0.05 0 0 0 0 0. 0. 0. 4.00 0.013 2 14 2.7 2.7 5.25 114.74 115.06 0.00 18. 0. 1 0.00 0.20 0.05 13 0 0 0 0. 0. 0. 4.00 0.013 LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 02/22/05 PAGE 1 PROJECT: P.A. 1.06 i 1.07 (SE ULT SD SYSTEM AFTER CDS UNIT) DESIGNER: TF/AH LINE Q D W DN DC NO (CFS) (IN) (IN) (FT) (FT) FLOW SF-FULL VI V 2 FL 1 FL 2 TYPE (FT/FT) (FPS) (FPS) (FT) (FT) HGl HG2 Dl D2 TW TM CALC CALC (FT) (FT) CALC CK REMARKS 1 HYDRAULIC GRADE LINE CONTROL » 111.64 2 75.5 42 0 2.33 2.72 PART 0.00563 10.8 9.4 109.32 110.23 111.71 112.95 2.39 2.72 0.00 0.00 3 69.5 42 0 2.02 2.61 PART 0.00477 10.4 9.0 110.56 110.84 112.85 113.45 2.29 2.61 114.97 0.00 HJ IS DJT 2 HYDRAULIC GRADE LINE CONTROL - 111.67 3-2 6.0 18 0 0.88 0.94 PART 0.00326 5.6 5.1 112.23 114.57 113.11 115.51 0.88 0.94 0.00 0.00 X = 0.00 X(N) = 285.06 13 3.3 18 0 0.62 0.69 PART 0.00099 1.9 3.1 114.74 115.29 116.17 116.17 1.43 0.88 116.34 0.00 13 HYDRAULIC GRADE LINE CONTROL - 115.84 14 2.7 18 0 0.33 0.62 PART 0.00066 1.9 3.3 114.74 115.06 115.84 115.76 1.10 0.70 115.97 0.00 VI, FL 1, D 1 AND HG 1 REFER TO DOWNSTREAM END V 2, FL 2, D 2 AND HG 2 REFER TO UPSTREAM END X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION X(N) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER X{J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) D(AJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE) SEAL INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP HJ IS UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE HJ e DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE 2/22/2005 22: 2 V Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 CHAPTER 5 INLET & CATCH BASIN SIZING 5.1 - Inlet Sizing & Calculations AH:ah H:\REPORTS\2352\11S Greens 1.06 i 1.07\2n(J SubmittaM02.doc W.O. 2352-115 2/22/2005 9:00 PM CURB INLET SIZING LA COSTA GREENS - NEIGHBORHOODS 1.06 AND 1.07 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) ON-GRADE 103 1.00% 5.6 0.33 0.40 12.8 14 ON-GRADE 107 1.00% 7.5 0.33 0.43 16.1 18 ON-GRADE 121 8.75% 5.1 0.33 0.29 14.7 16 ON-GRADE 128 8.75% 4.2 0.33 0.28 12.7 14 ON-GRADE 133 4.63% 4.2 0.33 0.30 12.0 13 ON-GRADE 136 4.63% 3.1 0.33 0.28 9.4 11 ON-GRADE 203 1.00% 5.4 0.33 0.40 12.5 14 ON-GRADE 207 1.00% 3.2 0.33 0.34 8.2 10 ON-GRADE 213 8.22% 4.4 0.33 0.28 13.0 15 ON-GRADE 216 8.22% 6.5 0.33 0.31 17.9 19 ON-GRADE 227 2.48% 7.1 0.33 0.38 17.0 19 ON-GRADE 232 1.00% 5.0 0.33 0.39 11.7 13 ON-GRADE 247 0.84% 9.7 0.33 0.48 18.9 20 ON-GRADE 250 0.54% 3.9 0.33 0.39 9.1 11 ON-GRADE 303 6.18% 5.3 0.33 0.31 14.8 16 ON-GRADE 307 6.18% 4.4 0.33 0.29 12.8 14 ON-GRADE 314 3.51% 3.5 0.33 0.30 10.0 12 ON-GRADE 323 1.00% 6.6 0.33 0.42 14.5 16 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 Length ^ Inlet Node S (%) Q (cfs) a (ft) y(ft) Opening^ (ft) (ft) SUMP 115 N\A 8.7 U\A N\A 4.3 6 SUMP 327 N\A 2.5 N\A U\A 1.2 5 SUMP 334 N\A 4.8 N\A N\A 2.4 5 SUMP 336 N\A 8.3 N\A N\A 4.1 6 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) 3/7/2005 H:\EXCEL\2352\115\2nd Submittal\INLETS-CARLSBAD-FINAL.xls Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 CHAPTER 5 INLET & CATCH BASIN SIZING 5.2 - Catch Basin Sizing & Calculations AH:ah H:\REPORTS\2352\115 Greens 1.08 Si 1.07\2n<l SubmittalVA02.doc W.O. 2352-115 2/22/2005 9:00 PM TYPE "F" CATCH BASIN SIZING LA COSTA GREENS - NEIGHBORHOODS 1.06 AND 1.07 Dimensions obtained from City of San Diego Standard Drawings (Drawing D-7): 3' y = 0.405' (Centroid) Q,3,= 0.6AV(2gh) Q,3x=0.6AV(2gh) Qmax =0.6(1.875+0.1875)[V(2)(32.2)(1.125-0.405)] Qmax= 8.42 cfs per opening BASIN #1 - WEST BASIN NODE 110: Q = 0.76 cfs 1 Opening: Easterly Side NODE 117: Q= 6.77 cfs 2 Openings: Northerly Side Southerly Side NODE 118: Q= 3.19 cfs 2 Openings: Northerly Side Southerly Side NODE 120: Q= 2.97 Cfs 1 Opening: Northerly Side BASIN #2 - NE BASIN NODE 215: Q= 4.91 Cfs 2 Openings: Westerly Side Easterly Side NODE 223: Q= 2.20 cfs 1 Opening: Southerly Side NODE 235: Q = 2.71 cfs 2 Openings: Westerly Side Easterly Side NODE 238: Q= 0.70 cfs 2 Openings: Westerly Side Easterly Side 2/21/2005 1 Of 3 H:\EXCEL\2352\115\2nd Submittal\CB F-FINAL.xIs TYPE "F" CATCH BASIN SIZING LA COSTA GREENS - NEIGHBORHOODS 1.06 AND 1.07 BASIN #1 - WEST BASIN NODE 124: 0= 5.74 cfs 2 Openings: Northerly Side Southerly Side BASIN #3 - SE BASIN NODE 338: 0= 0.87 cfs 1 Opening: Westerly Side NODE 310: Q = 5.38 cfs 2 Openings: Northerly Side Southerly Side NODE 317: Q= 4.83 Cfs 2 Openings: Westerly Side Easterly Side BASIN #2 - NE BASIN NODE 239: Q= 1.43 Cfs 1 Opening: Easterly Side NODE 253: Q= 1.36 cfs 1 Opening: Northerly Side NODE 220: Q= 23.02 Cfs* Requies special design with a bigger opening. Refer to the "Modified Catch Basin Type F - Maximum Capacity Calculation" spreadsheet for opening dimensions. 2/21/2005 2 Of 3 H:\EXCEL\2352\115\2nd Submittal\CB F-FINAL.xIs MODIFIED CATCH BASIN TYPE "F" MAXIMUM CAPACITY CALCULATION Dimensions obtained from City of San Diego Standard Drawings (Drawing D-7): ^ H= 1.5 X= 18 (in) At Node 220: Q = 23.02 cfs W= X= X-6"= EAy= ZA= y=ZAy/EA= h= H= H+h= 3.0 (ft) 18 (in) 12 (in) 1.89 (ft') 3.19 (ft') 0.59 (ft) 0.91 (ft) 1.50 (ft) 2.41 (ft) Q,3x=0.6AV(2gh) Input width of opening Input depth from top of box to flowline Height of rectangular opening Sum of each area times each centroid Sum of areas Height of effective centroid Computed head to top of box (X - y) Additional ponding height allowable Total height above centroid Qmax = 23.81 cfs per opening * Assumes no clogging of opening 2/21/2005 3 Of 3 H;\EXCEL\2352\115\2nd Submittal\CB F-FINALxIs VI Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 CHAPTER 6 DRAINAGE DITCH SIZING AH:ah H:\REPORTS\2352\11S Greens 1.0611.07\2nd Sulimlttel\A02.doc W.O. 2352-115 2m/2005 9:00 PM DRAINAGE DITCH SIZING LA COSTA GREENS - NEIGHBORHOODS 1.06 AND 1.07 Basin ID Brow Ditch ID Node^ Conveyed Flow^ (cfs) Brow Ditch Size^ (ft) Basin #1 West Basin 1A 0.76 2 Basin #1 West Basin 1B 3.19 3 Basin #1 West Basin 10 5.74 3 Basin #1 West Basin 1D 2.97 3 Basin #2 NE Basin 2E 4.91 3 Basin #2 NE Basin 2F 1.01 3 Basin #2 NE Basin 2G 2.20 3 Basin #2 NE Basin 2H 0.82 3 Basin #2 NE Basin 21 2.71 3 Basin #2 NE Basin 2J 0.70 3 Basin #2 NE Basin 2K 1.43 3 Basin #2 NE Basin 2L 1.36 3 Basin #3 SE Basin 3M 5.38 3 Basin #3 SE Basin 3N 4.83 3 Basin #3 SE Basin 30 4.86 3 Basin #3 SE Basin 3P 1.35 3 Basin #3 SE Basin 3Q 0.54 3 1 Refer to Developed Condition Hydrology Map (Chapter 9) 2 Flows from AES output (Chapter 3) and "Flow Determination into Terrace Ditches" spreadsheet (this chapter) 3 Refer to Grading Plans for drainage ditch details Maximum Capacities for Brow Ditches Brow Ditch Brow Ditch IVIanning's IVIaximum Size (ft) IViin. Slope (%) "n" Flow (cfs) 2 2.00 0.015 3.87 3 2.00 0.015 19.78 NOTES: Based on a brow ditch minimum slope, s = 2.00%, and Manning's n = 0.015 Refer to attached FlowMaster output for calculations (this chapter) Refer to Grading Plans for drainage ditch details 2/21/2005 1 Of 1 H:\EXCEL\2352\115\2nd Submittal\DITCH-FINAL.xls FLOW DETERMINATION INTO TERRACE DITCHES LA COSTA GREENS - NEIGHBORHOODS 1.06 AND 1.07 FLOW INTO TERRACE DITCH 30: STEP 1: Determine Time of Concentration (Tc): U/S Elevation = 250.00 ft D/S Elevation = 109.00 ft AE= 141.00 ft Fiowlength, L = 530.00 ft= 0.100 miles / 1 \ 0 385 ^11 .9L' ^ J Time of Concentration, Tc = Tme of Concentration, T^ = 0.027 hours 163 min (Appendix X-A*) STEP 2: Determine Intensity for 100-Year Storm Event (lioo): 100-year, 6-Hour Percipitation, Pioo,6 = 2.8 inches Duration, D = Tc -0.645 / = 7.44P^D intensity, i = 15.21 in/hr (Appendix Xl-E*) (Appendix XI*) STEP 3: Determine Runoff for 100-Tear Storm Event (Qioo): Runoff Coefficient, C = 0.45 Drainage Area, A = 0.71 acres Q = CIA Runoff, Qioo = 4.86 cfs (Appendix IX*) (Appendix IX*) FLOW INTO TERRACE DITCH 3P: STEP 1: Determine Time of Concentration (Tc): U/S Elevation = 129.00 ft D/S Elevation = 105.23 ft Fiowlength, D = 346.00 ft Slope, s = 6.87 % Runoff Coefficient, C = 0.55 T = 1.8(1.1-C)VD Time of Concentration, T^. = 9.69 min (Appendix IX*) (Appendix X-C*) 2/21/20055:02 PM 1 of 2 H:\EXCEL\2352\115\2nd Submittal\DITCH Q.xIs FLOW DETERMINATION INTO TERRACE DITCHES LA COSTA GREENS - NEIGHBORHOODS 1.06 AND 1.07 STEP 2: Determine Intensity for 100-Year Storm Event (lioo): 100-year, 6-Hour Percipitation, Pioce = 2.8 inches Duration, D = Tc I = 7.44P,D -0.645 intensity, 1= 4.82 inAir STEP 3: Determine Runoff for 100-Tear Storm Event (Qioo): Runoff Coefficient, C = 0.55 Drainage Area, A = 0.51 acres Q = CIA Runoff, Qioo= 1.35 cfs (Appendix Xl-E*) (Appendix XI*) (Appendix IX*) (Appendix IX*) FLOW INTO TERRACE DITCH 3Q: STEP 1: Determine Time of Concentration (Tc): U/S Elevation = 129.00 ft D/S Elevation = 110.00 ft Fiowlength, L = 178.00 ft Slope, s= 10.67 % Runoff Coefficient, C = 0.55 Tc = 1.8(1.1-C)VD 77me of Concentration, T^ = 6.00 min STEP 2: Determine Intensity for 100-Year Storm Event (lioo): 100-year, 6-Hour Percipitation, Pioo,6 = 2.8 inches Duration, D = T„ I = 7.44 PgD -0.645 Intensity, i 100 = 6.56 in/hr STEP 3: Determine Runoff for 100-Tear Storm Event (Qioo): Runoff Coefficient, C = 0.55 Drainage Area, A = 0.15 acres Q = CIA Runoff, Qioo = 0.54 cfs (Appendix IX*) (Appendix X-C*) (Appendix Xl-E*) (Appendix XI*) (Appendix IX*) (Appendix IX*) 2/21/20055:02 PM 2 Of 2 H:\EXCEL\2352\115\2nd SubmittalMDITCH Q.xIs Worksheet for 2-ft Brow Ditch Flow Element: Friction Method: Solve For Circular Pipe Manning Formula Normal Depth Roughness Coefficient: 0.015 Channel Slope: 2.00 Diameter: 2.0 Discharge: 3.87 % ft cfs Normal Depth: 0.50 ft Flow Area; 0.62 ft= Wetted Perimeter; 2.11 ft Top Width: 1.74 ft Critical Depth; 0.69 ft Percent Full; 25.2 % Critical Slope; 0.00596 ft/ft Velocity; 6.22 ft/s Velocity Head; 0.60 ft Specific Energy; 1.11 ft Froude Number 1.83 Maximum Discharge; 29.82 ft'/s Discharge Full; 27.73 Slope Full; 0.00039 ft/ft Fiow Type; Supercritical G^inDut Data •'•I«rs?:^^i'=;%';..\^:..r.y*v' Downstream Depth; Length; Number Of Steps; 0.00 0.00 0 ft ft Upstream Depth; 0.00 ft N/A 0.00 ft 0.00 % 0.00 % 0.00 ft/s Profile Description; Profile Headloss; Average End Depth Over Rise; Normal Depth Over Rise; Downstream Velocity; Worksheet for 3-ft Terrace Ditch Flow Element: Friction Method; Solve For Circular Pipe Manning Formula Nornial Depth Roughness Coefficient; 0.015 Channel Slope; 2.00 % Diameter 3.0 ft Discharge: 19.78 cfs Normal Depth; 1.00 ~M-vjBME««nH>».anuiim ft Flow Area; 2.08 ft= Wetted Perimeter 3.70 ft Top Width; 2.83 ft Critical Depth: 1.43 ft Percent Full; 33.5 % Critical Slope; 0.00556 ft/ft Velocity; 9.53 ft/S Velocity Head: 1.41 ft Specific Energy; 2.42 ft Froude Number 1.96 Maximum Discharge; 87.93 ftVs Discharge Full; 81.74 ftVs Slope Full; 0.00117 ft/ft Flow Type: Supercritical Downstream Depth; Length; Number Of Steps; 0.00 0.00 0 Upstream Depth; 0.00 Profile Description; N/A Profile Headloss; 0.00 Average End Depth Over Rise; 0.00 Normal Depth Over Rise; 0.00 Downstream Velocity; 0.00 ft % % ft/s DRAINAGE DITCH CROSS SECTION Project Description Worksheet Flow Element Method Solve For Cross Section Circular Channe Manning's Formi Channel Depth Section Data Mannings CoefficD.015 Slope Depth Diameter Discharge Diameter Freeboard = 0.50 ft V:l[\ H:1 NTS h:\flow-m\2167\4\4thsubmittal\100yrbditch.fm2 06/18/03 03:34:28 PM © Haestad Methods, Inc. Hunsaker & Associates - San Dlego, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer Anabella Hedman FlowMaster v6.1 [614o] (203) 755-1666 Page 1 of 1 VII Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 CHAPTER 7 RISER & DESILT BASIN DESIGN 7.1 - 100-Year Mass-Graded Condition AES Model Output AH:ah H:\REPORTS\2352M15 Greens 1.06 i 1.07\2n(l Suljmittal\A02.doc W.O. 2352-115 2/22/2005 9:00 PM ******************************************************************* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1239 Analysis prepared by: Hunsaker & Associates - San Diego, Inc. 10179 Huennekens Street San Diego, Ca. 92121 (858) 558-4500 ************************** DESCRIPTION OF STUDY ************************** * LA COSTA GREENS - NEIGHBORHOOD 1.04 (SCHOOL SITE) * * 100-YEAR MASS-GRADED CONDITIONS HYDROLOGIC STUDY * * (TO BE USED FOR RISER AND DESILT BASIN DESIGN ONLY) * ************************************************************************** FILE NAME: H:\AES99\23 52\115\DESILT.DAT TIME/DATE OF STUDY: 11:21 2/17/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED BEGIN DESILT BASIN #1 - EAST BASIN **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 417.00 UPSTREAM ELEVATION = 177.00 DOWNSTREAM ELEVATION = 137.40 ELEVATION DIFFERENCE = 3 9.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.547 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.861 SUBAREA RUNOFF(CFS) = 8.74 TOTAL AREA(ACRES) = 3.27 TOTAL RUNOFF(CFS) = 8.74 + ^ I END DESILT BASIN #1 - EAST BASIN | I BEGIN DESILT BASIN #2 - WEST BASIN | + + **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 177.00 DOWNSTREAM ELEVATION = 13 9.00 ELEVATION DIFFERENCE = 3 8.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.260 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.370 SUBAREA RUNOFF(CFS) = 4.83 TOTAL AREA(ACRES) = 2.01 TOTAL RUNOFF(CFS) = 4.83 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 13 9.00 DOWNSTREAM NODE ELEVATION = 123.98 CHANNEL LENGTH THRU SUBAREA(FEET) = 592.00 CHANNEL SLOPE = 0.0254 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990 MANNING'S FACTOR = 0.03 0 MAXIMUM DEPTH(FEET) = 0.5 0 CHANNEL FLOW THRU SUBAREA(CFS) = 4.83 FLOW VELOCITY(FEET/SEC) = 1.52 FLOW DEPTH(FEET) = 0.18 TRAVEL TIME(MIN.) = 6.49 TC(MIN.) = 17.75 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.258 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 6.15 SUBAREA RUNOFF(CFS) = 11.02 TOTAL AREA(ACRES) = 8.16 TOTAL RUNOFF(CFS) = 15.85 TC(MIN) = 17.75 END DESILT BASIN #2 - WEST BASIN END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 15.85 Tc(MIN.) = 17.75 TOTAL AREA(ACRES) = 8.16 END OF RATIONAL METHOD ANALYSIS 1 Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 CHAPTER 7 RISER & DESILT BASIN DESIGN 7.2 - Mass-Graded Hydrology Map for Neighborhood 1.04 AH:ah H:\REPORTS\2352\115 GrMtis l.oa i 1.07\2r«l Submittal\A02.doc W.O. 2352-115 2/22/2005 9:00 PM SCALE: 1"= 120' LEGEND WATERSHED BOUNDARY FLOWLINE WATERSHED NODE ID EXISTING STORM DRAIN PROPOSED STORM DRAIN 0 PREPARED FOR: HUNSAKER &. ASSOCIATES i A H D 1 £ C a INC PLANNING 10179 Huennekens Street ENQNEERINC San Diego, Ci 92121 SURVEYING l>H(eS«)S58-45O0- FX(858)S58-1414 MASS-GRADED HYDROLOGY MAP FOR LA COSTA GREENS NEIGHBORHOOD 1.04 (SCHOOL SITE) CITY OF CARLSBAD, CALIFORNIA SHEET 1 OF 1 R: \0385\»Hyd\0385|H07-School Slts.dwgC 0]F«b-22-2005: 21: 34 Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 CHAPTER 7 RISER & DESILT BASIN DESIGN 7.3 - TEMPORARY STORM DRAIN ANALYSIS (Storm Drain Legend, Storm Model Input and Output) AH:ah H:\REPORTS\2352\115 Grsens 1.08 i 1.07\2n<l Submittal\A02.iJoc W.O. 2352-115 2/22/2005 9:00 PM SCALE: 1 "= 50 LEGEND PIPE NODE 10 EXISTING STOiUil DRAIN PROPOSED STORM DRAIN PREPARED BY: HUNSAKER & ASSOCIATES STORM DRAIN LEGEND FOR LA COSTA GREENS NEIGHBORHOODS 1.06 & 1.07 TEMPORARY SOUTHEAST BASIN CITY OF CARLSBAD, CALIFORNIA SHEET 1 OF 1 r LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.1 (INPUT) DATE: 02/21/05 PAGE 1 iROJECT: P.A. 1.06 & 1.07 {SE INT SD SYSTEM BEFORE CDS UNIT) lESIGNER: AH/TF L2 MAX Q ADJ Q LENGTH FL 1 FL 2 CTL/TW D W S KJ KE KM LC Ll L3 L4 Al A3 A4 J N a 1 lis.20 2 4 57.7 57.7 13.6S 110.34 111.12 0.00 42. 0. 3 0.50 0.00 0.05 1 5 15 25 0. 91. 39. 4.00 0.013 2 5 44.6 44.6 150.27 111.45 113.14 0.00 42. 0. 3 0.50 0.00 0.05 0 6 35 0 90. 77. 0. 4.00 0.013 2 6 42.1 42.1 95.29 113.97 114.54 0.00 36. 0. 3 0.50 0.00 0.05 0 7 55 0 0. 90. 0. 4.00 0.013 2 7 26.2 26.2 76.55 114.37 116.19 0.00 36. 0. 1 0.00 0.20 '0.05 0 0 0 0 0. 0. 0. 4.00 0.013 2 15 4.3 4.8 13.62 113.45 114.00 0.00 13. 0. 1 0.00 0.20 0.05 5 0 0 0 0. 0. 0. 4.00 0.013 2 25 8.3 3.3 35.38 113.45 114.71 0.00 13. 0. 1 0.00 0.20 0.05 5 0 0 0 0. 0. 0. 4.00 0.013 2 35 2.5 2.5 15.51 115.47 116.24 0.00 18. 0. 1 0.00 0.20 0.11 6 0 0 0 0. 0. 0. 4.00 0.013 2 55 15.9 15.9 71.47 115.04 122.00 0.00 30. 0. 1 0.00 0.20 0.11 7 0 0 0 0. 0. 0. 4.00 0.013 LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 02/21/05 PAGE 1 HGl HG2 Dl D2 TW TW CALC CALC (FT) (FT) CALC CK REMARKS PROJECT: P.A. 1.06 i 1.07 (SE INT SD SYSTEM BEFORE CDS UNIT) CESIGNER: AH/TF LINE Q D W DN DC FLOW SF-FULL VI V2 FLl FL2 NO (CFS) (IN) (IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) 1 HYDRAULIC GRADE LINE CONTROL =• 115.20 4 57.7 42 0 1.54 2.37 FULL 0.00329 6.0 6.0 110.84 111.12 115.20 115.27 4.36 4.15 0.00 0.00 5 44.6 42 0 1.53 2.08 SEAL 0.00196 4.6 5.4 111.45 113.14 115.79 115.96 4.34 2.32 0.00 0.00 X = 90.22 X(N) - 0.00 6 42.1 36 0 2.06 2.11 PART 0.00398 6.0 6.4 113.97 114.54 11S.92 117.17 2.95 2.63 0.00 0.00 7 26.2 3S 0 1.12 1.S5 SEAL 0.00154 3.7 6.6 114.37 116.19 117.96 117.34 3.09 1.65 113.65 0.00 HYD JUMP X = 5.55 X(N) = 0.00 X(J) = 53.64 F(J) - 3.32 D(BJ) - 1.32 D (AJ) . 2.05 5 HYDRAULIC GRADE LINE CONTROL - 115.53 15 4.8 13 0 0.49 0.34 FVLl. 0.00209 2.7 2.7 113.45 114.00 115.53 115.56 2.03 1.56 115.70 0.00 25 HYDRAULIC GRADE LINE CONTROL - 115.53 8.3 18 0 0.68 1.12 SEAL 0.00624 4.7 5.9 X = 0.00 X(N) - 0.00 X(J) =• 19.37 F(J) 113.45 114.71 115.53 115.83 2.55 D(BJ) = 0.31 D(AJ) 2.08 1.12 116.47 1.50 0.00 HYD JUMP HYDRAULIC GRADE LINE CONTROL - 116.44 2.5 18 0 0.33 0.60 PART 0.00057 2.1 3.8 X = 0.00 X(N) = 0.00 X(J) = 1.16 F(J) 115.47 116.24 116.44 116.34 0.97 0.60 117.11 0.61 D(BJ) = 0.38 D(AJ) - 0.90 0 . 00 HYD JUMP 7 HYDRAULIC GRADE LINE CONTROL - 117.56 55 15.9 30 0 0.59 1.34 PART 0.00150 16.5 5.9 115.04 122.00 115.65 123.34 0.62 1.34 123.99 0.00 LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.1 (INPUT) DATE: 02/22/05 PAGE 1 PROJECT: P.A. 1.06 & 1.07 (SE INT SD SYSTEM AFTER CDS UNIT) DESIGNER: AH/TF CD L2 MAX Q ADJ Q LENGTH FL 1 FL 2 CTL/TW D W S KJ KE KM LC Ll L3 L4 Al A3 A4 J N 3 1 111.54 2 2 53.7 53.7 98.18 109.32 110.23 0.00 42. 0. 3 0.50 0.00 0.05 1 3 0 0 0. 0. 0. 4.00 0.013 2 3 57.7 57.7 25.37 110.55 110.34 0.00 42. 0. 1 0.50 0.00 0.05 0 0 0 0 0. 0. 0. 10.00 0.013 LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 02/22/05 PAGE 1 PROJECT: P.A. 1.06 & 1.07 (SE INT SD SYSTEM AFTER CDS UNIT) DESIGNER: AH/TF LINE Q D W DN DC FLOW SF-FULL V1V2 FLl FL2 HGl HG2 Dl D2 TW TW NO (CFS) (IN) (IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS 1 HYDRAULIC GRADE LINE CONTROL = 111.64 2 63.7 42 0 2-.07 2.50 PART 0.00401 9.4 8.7 109.32 110.23 111.54 112.73 2.32 2.50 0.00 0.00 3 57.7 42 0 1.34 2.37 PART 0.00329 9.3 8.3 110.55 110.84 112.52 113.21 2.06 2.37 114.29 0.00 HJ 9 DJT VI, FL 1, D 1 AND HG 1 REFER TO DOWNSTREAM END V 2, FL 2, D 2 AND HG 2 REFER TO UPSTREAM END X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION X(N) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER .SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER X(J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) D(AJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE) SEAL INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP HJ ® UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE HJ a DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE EOJ 2/21/2005 20:32 Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 CHAPTER 7 RISER & DESILT BASIN DESIGN 7.4 - Riser and Desilt Basin Calculations AH:ati H:\REPORTS\2352\11S Greens 1.06 i 1.07\2nd Sul»nlttaHA02.doc W.O. 2352-115 2/22/2005 9:00 PM DESILT BASIN DESIGN (BASIN #1-EAST BASIN) LA COSTA GREENS - NEIGHBORHOOD 1.04 (SCHOOL SITE) Per Option 2, Part 8 of Section A of the State Water Resources Control Board Order No. 99-08-DWQ, sediment basins shall, at a minimum, be designed as follows: Sediment basins, as measured from the bottom ofthe basin to the principle outlet, shall have at least capacity equivalent to 3,600 cubic feet of storage per acre draining into the sediment basin. The length ofthe basin shall be more than twice the width ofthe basin. The length is detennined by measuring the distance between the inlet and the outlet; and the depth must not be less than three feet nor greater than five feet for safety reasons and for maximum efficiency. AREA TO BASIN 100-YEAR PEAK FLOW TO BASIN REQUIRED STORAGE CAPACITY BELOW PRINCIPLE OUTLET ELEV. 3.3 acres cfs 8.7 acres cfs acres cfs 11772 ft^ 436 CY 0.27 acre-ft. (From AES-99 Output and Hydro Map) (From AES-99 Output and Hydro Map) BOTTOM OF BASIN ELEVATION RISER/PRINCIPLE SPILLWAY EL. 133.0 136.0 DEPTH BELOW PRINCIPLE OUTLET IDESIGN BASIN BOTTOM WIDTH |- DESIGN BASIN BOTTOM LENGTH DESIGN STORAGE CAPACITY BELOW PRINCIPLE OUTET ELEV. 1100-YEAR HW OVER RISER |- 100-YEAR WSE OVER RISER 3.0 feet feet feet 40 feet feet 81 feet feet feet feet 12006 ft' 445 CY 0.28 acre-ft. 0.4 136.4 feet feet (From Grading Plans) (From Grading Plans) (3 <= Depth <= 5 feet) (Length > 2 *Width) (Assume 2:1 Basin Side Slopes) (From Riser Design Spreadsheet) FREEBOARD ABOVE 100-YEAR WSE -> I 1.0 |ft. TOP OF BASIN ELEVATION ] > I ^37.4 |feet (From Grading Plans) * Emergency spillway crest elevation shall be set at or above 100-Year WSE. The emergency spillway shall be sized to convey the 100-year runoff assuming 100% clogging of principle spillway. FOR BROAD-CRESTED EMERGENCY SPILLWAY WEIRS: If the CREST ELEVATION = Then the Spillway Opening Must Be = 136.4 3.30 feet feet 2/21/2005 1 of 4 H:\EXCEL\2352\115\DESILT BASIN-OPTION 2.xls RISER DESIGN FOR DESILT BASIN #1 (EAST BASIN) LA COSTA GREENS - NEIGHBORHOOD 1.04 (SCHOOL SITE) Weir Formula for Orifices & Short Tubes (free & submerged): Q = 0.85*Ca(2gh)°^ Q = 0.6a(64.32h)°'(0.85) Q = 4.1a(h)°' Therefore, h = (Q/4.1a)^ where: 0.85 is a reduction factor for trash rack C = 0.6 from Table 4-10, Kings Handbook a = area of orifice opening h = head (ft) above top of riser (Equation 1) Weir Formula for riser acting as straight weir: 1.5 Q = CLH Therefore, h = (Q/3.3L) 2/3 where: C = 3.3 from Eqn. 5-40, Kings Handbook (Equation 2) Node 243 Qioo= 8.74 cfs Riser d = 36 in Thus, a = 7.069 sq. ft. L = 9.425 ft. — h = -> h = 0.09 ft. 0.43 ft. Therefore: (Eqn. 1) (Eqn. 2) h= 0.43 ft. 2/21/2005 2 Of 4 H:\EXCEL\2352\115\RISER DESIGN.xls DESILT BASIN DESIGN (BASIN #2-WEST BASIN) LA COSTA GREENS - NEIGHBORHOOD 1.04 (SCHOOL SITE) Per Option 2, Part 8 of Section A of the State Water Resources Control Board Order No. 99-08-DWQ, sediment basins shall, at a minimum, be designed as follows: Sediment basins, as measured from the bottom ofthe basin to the principle outlet, shall have at least capacity equivalent to 3,600 cubic feet of storage per acre draining into the sediment basin. The length ofthe basin shall be more than twice the width ofthe basin. The length is determined by measuring the distance between the inlet and the outlet; and the depth must not be less than three feet nor greater than five feet for safety reasons and for maximum efficiency. AREA TO BASIN 100-YEAR PEAK FLOW TO BASIN > > 8.2 acres cfs AREA TO BASIN 100-YEAR PEAK FLOW TO BASIN > > 15.9 acres cfs acres cfs REQUIRED STORAGE CAPACITY 29376 ft' BELOW PRINCIPLE OUTLET ELEV. 1088 CY 0.67 acre-ft. (From AES-99 Output and Hydro Map) (From AES-99 Output and Hydro Map) BOTTOM OF BASIN ELEVATION RISER/PRINCIPLE SPILLWAY EL. 126.3 129.3 DEPTH BELOW PRINCIPLE OUTLET {DESIGN BASIN BOTTOM WIDTH DESIGN BASIN BOTTOM LENGTH 3.0 feet feet feet DESIGN STORAGE CAPACITY BELOW PRINCIPLE OUTET ELEV. |100-YEAR HW OVER RISER j- 100-YEAR WSE OVER RISER 66 feet feet 133 feet feet feet feet 30024 ft' 1112 CY 0.69 acre-ft. 0.5 129.8 feet feet (From Grading Plans) (From Grading Plans) (3 <= Depth <= 5 feet) (Length > 2 * Width) (Assume 2:1 Basin Side Slopes) (From Riser Design Spreadsheet) FREEBOARD ABOVE 100-YEAR WSE [TOP OF BASIN ELEVATION | > j 130.8 jfeet (From Grading Plans) * Emergency spillway crest elevation shall be set at or above 100-Year WSE. The emergency spillway shall be sized to convey the 100-year runoff assuming 100% clogging of principle spillway. FOR BROAD-CRESTED EMERGENCY SPILLWAY WEIRS: If the CREST ELEVATION = Then the Spillway Opening Must Be = 129.8 5.98 feet feet 2/21/2005 3 of 4 H:\EXCEL\2352\115\DESILT BASIN-OPTION 2.xls RISER DESIGN FOR DESILT BASIN #2 (WEST BASIN) LA COSTA GREENS - NEIGHBORHOOD 1.04 (SCHOOL SITE) Weir Formula for Orifices & Short Tubes (free & submerged): Q = 0.85*Ca(2gh)°^ Q = 0.6a(64.32h)°^(0.85) Q = 4.1a(h)°^ Therefore, h = (Q/4.1a)^ where: 0.85 is a reduction factor for trash rack C = 0.6 from Table 4-10, Kings Handbook a = area of orifice opening h = head (ft) above top of riser (Equation 1) Weir Formula for riser acting as straight weir: 1.5 Q = CLH Therefore, h = (Q/3.3L) 2/3 where: C = 3.3 from Eqn. 5-40, Kings Handbook (Equation 2) Node 342 Qioo= 15.85 cfs Riser d = 48 in Thus, a = 12.57 sq. ft. L= 12.57 ft. — h = h = 0.09 ft. 0.53 ft. (Eqn. 1) (Eqn. 2) Therefore: h = 0.53 ft. 2/21/2005 4 Of 4 H:\EXCEL\2352\115\RISER DESIGN.xls VIII Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 CHAPTER 8 APPENDICES Appendix 8.1 100-Year, 6-Hour Isopluvial Plan AH:ah H:\REPORTS\2352V115 Greens 1.08 & 1.07\2n<l Submittal\A02.doc W.O. 2352-115 2C2/2005 9:00 PM comm OF SAN DIEGO DEPARTMENT OF SANITATION & FLOOD CONTROL 100-YEAR 6-HOUR PREClPlTATlOfJ ^n-y ISOPLUVIALS priECiPimiorj m OF 100-YEAR 6-HOUR mnus OF Ml u:m SPECIAL STUDIES BRANCH, OFFICE OF H 30' _ 118 Pre pa U.S. DEPARTMEN d by r OF COMMERCE NATIONAL OCEANIC AND AT.^joSPHERIC ADMINISTRATION DROLOGY, NATIONAL WEATHER SERVICE -t /or A r»r»T7*Tr\T V vT 13 Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 CHAPTER 8 APPENDICES Appendix 8.2 Runoff Coefficients (Rational Method) AH:ah H:\REPORTS\2352\115 Greens 1.061 1.07\2nd Sul)mittaHA02.doc W.O. 2352-115 2/22/2005 9:00 PM RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBAN) Coefficient, C Soil Group Land Use A B C D Residential: Single Family .40.. .45 .50 .55 Multi-Units .45 .50 .60 .70 Mobile Homes .45 .50 .55 .65 Rural (lots greater than 1/2 acre) .30 .35 .40 .45 Commercial 80% Impervious .70 .75 .80 .85 Industrial 90% Impervious .80 .85 .90 .95 NOTES: 111 (21 Soil Group maps are available at the offices of the Department of Public Works. Where actual conditions deviate significantly from the tabulated imperviousness values of 80% or 90%, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Consider commercial property on D soil group. Actual imperviousness = 50% Tabulated imperviousness = 80% Revised C = 50 x 0.85 = 0.53 80 APPENDIX IX Updated 4/93 Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 CHAPTER 8 APPENDICES Appendix 8,3 Nomograph for Determination of Time of Concentration (Tc) for Natural Watersheds AH:ah H:\REPORTS\2352M15 Greens 1.06 & 1.07\2nd Submittal\A02.aoo W.O. 2352.115 2/22/2005 9:00 PM I I Boo - 7^Ji5 - £aa \ -SOO —400 -300 -200 — SOO a — 4oao —3ooo —zooo EQa/?r/0A/ Tc 3 ,38S e//cch'ye s/oaa/me CSce //ppendtx)(-a) Z /O — \ 4- \ \ \ 2- \ \ \- • SO •40 — 30 — 20 as- NOTE fpoTNATO^rWATiRSffiD^ a ADD TEN MINUTES TO 2 2 COMPUTED TIME OF CON- 8 [CENTRATION- J /O — 5 J/ot//rs 4 — •saoo • 4^0 JOOO \ \ 2O0O — /£00 — /£00 \ \ \ — /2 /O —• MOO — 9 — /200 — 3 /OOO — 900 — 800 — 7 —- £ — 70O — SOO — s — SOO — 4 — ^00 — 300 — 3 2O0 — 240 /SO /20 /OO 90 80 70 ~£0 -SO 40 30 -20 /S /S /4 SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL NOMOGRAPH FOR DETERMINATTON OF TIME OF CONCENTRATION (Tc) FOR NATURAL WATERSHEDS fZ/j/^fi Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 CHAPTER 8 APPENDICES Appendix 8.4 Urban Areas Overland Time of Flow Curves AH:an H:\RePORTSa352\115 Greens 1.06 8,1.07\2nd Subm{ttaHA02.doc W.O. 2352-115 2/22/2005 9:00 PM S/ope - /.O '/o ^sad • 0^a/'/<7/oc/ /7atr/^/n3e '/S M//7£//cs SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES URBAN AREAS OVERLAND TIME OF FLOW CURVES DESIGN M>\NUAL DESIGN M>\NUAL • — APPENDIX X-C Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 CHAPTER 8 APPENDICES Appendix 8.5 Gutter and Roadway Discharge-Velocity Chart AH:ah H:\REPORTS\2352M15 Greens 1.06 i 1.07\2nd SubmittaHA02.doc W.O. 2352-115 2/22/2005 9:00 PM RSSIOENTIAL STREET ONE SIDE ONLY 5 6 7 8 9 10 DISCHARGE (CPS.) EXAMPLE! Given 1 as 10 S= 2.5 7o Chart gNMs D«pth = a4, VeJoclly = 4.4 tjxs. SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MAJMMli APPROVED A.^,mf GUTTER AND ROADWAY DISCHARGE-VELOCITY CHART DATE ^M^f APPENDIX X-D Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 CHAPTER 8 APPENDICES Appendix 8.6 Intensity-Duration Design Chart AH:ah H:\REPORTS\2352\115 Greens 1.06 i 1.07\2nd SubmittaHA02.doc W.O. 2352-115 2/22/2005 9:00 PM INTENSrTY-DUjV\Tiw.< DESIGN CHART TiTflTlliniul i-H-'Mniliiiuiiiiiiiuuiiir:^i -1 \ Y"i;i.-i:a.i.U:a--H:iriirliTii Equation: I = 7.44 D -.645 15 20 I I » ••• ^ 30 40 50 1 Directions for Application: 1) From precipitation naps detennine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydro!ony Manual (10, 50 and 100 yr. maps included in the Design and Procedure Manual). 2) Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr. precipitation. (Not npplicable to Desert) 3) Plot 6 hr. precipitation on the right side of the chart. 4) Draw a line through the point parallel to the plotted lines. 5) This line is the intensity-duration curve for the location being analyzed. Application Form: 0) Selected Frequency yr. 1) K-_in., P24= 2) Adjusted *Pg= 3) tc = 4) I = . ^24 in. min. in/hr. *Not Applicable to Desert Region Hniivc Revi «;f»rl ^ /RK AnncMnTY YT_A Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 CHAPTER 8 APPENDICES Appendix 8.7 Drawing No. 400-8C "Plans for the Improvement of Bressi Ranch Residential Storm Drain", Sheet 21 AH:ali H:\REPORTS\2352\115 Gisens 1.061 1.07\2nd Sul)mittaHA02.doc W.O. 2352-115 202/2005 9:00 PM STORM DRAIN DATA A/a OB.U an are LOK:m(ft) KUAUKS y) —— 12100 ^«'BB^»tl550^-c^fy J C 2am 24' CUR 14 OA ) I n2s-4a'03-ir MOO 24'»:flt3So-lif^f y( 20.00 24- OP 14 0* H0rS*'4IH moo 24' RCP lim-0}ti WS*'4I1I 15.50 24' CUP H (M wot CONC OVtS RBHFOKOM STCB. PCOV (25') -UCHT CUSS RIPRAP L'lo; It-IO' T-IO" W/n.1N FABRIC UlRAfl TOOX (AfPROvm eOJAL) OR f JHKX V4'-l t/2' hAS£ LA COSTA afi£EN8 CT-e9-03 GRAPHICAL SCALS B^VAJm 311.407 U.S.L PRomcrDE^cs^CoNsiiLTAtm 619.SI.«<7I FAX ai9.aM34> OAJVU: iNCMEER OF WOliK REVISION DESCRIPTION OATE PRIVATE CONTTiACT INITIAl. OTHfflAPPfloVAl OATE INITIAL CITY APPROVAL AS BUIir REVIEWED BY: INSPECTOR aiY OF CARLSBAD ENGINEERING DEPARTIUENT SHEETS 27 PLANS FOR THE IMPROVEMENT OF: RANCH fS&DENTTAL APPROVED: LLOYD B. HUSBS ar" PROJECT NO. cr 00-06 EXRRES 12-.3}-aS DRAWNG NO. 400-3C J» no. 2244.00 Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 CHAPTER 8 APPENDICES Appendix 8,8 Drawing No. 418-8 "Plans for the Improvement of Bressi Ranch Residential Planning Area 11", Sheet 9 AH:ah H:\REPORTS\2352\115 Greens 1.06 i 1.07\2nd Submittal\A02.doc W.O. 2352.115 2/22C005 9:00 PM T _i I x__ _l [- TTX CD 4tS4.75 JTORM DmCAy_ 2*75 W ^qmiJRMI X S43Sj4~2l.50' RT AOSIOI SlRecT) Ivor /.n npc r CATCH sAsm J -20" pnyATE srvRU DRAIN SAsaenT PCR FINAL MAP •CCNCRCIZ AMHORS 21' 0.C PBt SDRSO S-9 I'l . AUSTON STRICT ripe, 'A-4' ca AUSTON STRtET TTPC T CATCH BASIN NO. oaTA OR BRO. STORM DRAIN DATA RADIVS(/t, N0S'20[02[£ NSm'SS'E ' mm TIBHT JOINTS L£NOTH(fl) S.SS 24- RCP ^I5^W 24' Rty (1350^ PLAN' STORM DRAIN 'A' (PRIVATE) SCAU: / oescoPTm mss DISK IN COWOETT W A rowftwo smxr nai on CCNTERUNe OF 0. CAUNO REAL • ._ LOCATm COUNTY OF SAN 0X00 BBKHUADK DCSICNAVON NO. R1B0O 285483 EC FmmcrPEsetsiCcmjLiAtm 701 B SIna, Suia 100, Su Dle|i>. CA 91«l> 619.233.6*71 PAX SI9.J3M349 DATm N.O.m 23 ENGINEER OF KXK REVISION DESCRIPTION PRIVATE CONTRACT DATE I INITIAL OTHER APPROVAL T-\£nr\140r\PAU\lmf,\im.ltily)09a.^ 0S/JO/2OIH ai:i2:JlAUnr .DATE INITIAL aiY APPROVAL SHEET g "AS BUILr CITY OF CARLSBAD ENGINEERINO DEPARTMENT SHEETS 11 PUNS FOR THE IMPROVEMENT OF: STORM DRAIN 'A' (PRIVATE) gffgSS/ RANCH PLANNING AREA 11 Appftisvefl: LLSYS S. HUMS EXPIRES 12-Jl-oi CHKD BY:-RVm BY:- PROJECT NO. CT 02-19 DRAWING NO. 418-8 Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 CHAPTER 8 APPENDICES Appendix 8,9 Drawing No, 400-8J "Improvement and Utility Plans for Alicante Road", Sheet 4 AH:ah H:\REPORTSV2352\115 Greens 1.06 i 1.07\2n<J Sulimittal\A02.(Joc W.O. 2352-115 2m/2005 9:00 PM STRIPING & sir.mNC T.irr.i^|jp ^ ™«»«' 97-hOO 0 B£ARmo/D£LTA RADIUS LENCTH RDMRKS / N isia-ti- r 65.90' 12' nC a. 150 HC 375 2 iz-or43' S1X00' / 70.58" 12' PVC CL ISO HC 375 J I7V7VS' aixoo' 241.30' e' PVC CL ISO HC 375 4 N I5-S0 3T- W 127.14' FVC a. 150 HC 375 5 N eS-04-44- W 17.00' 12' PVC CL 150 HC 373 0 B£U!ING/DELTA RADIUS LENGTH RCUARKS f N ISia'tl' £• 55.90' 2 irrsiM-500.00' 157.10" 3 l7-53'44' 000.00' 249.57' 4 N IS-SO'37' W 127.14' 0 aomcAXLTA RADIUS LENOm REUAmS ( N tSIB'll' £• 55.90' 6' rrpE a CM 2 750.00' 396.79' 5' TYPE 0 caw 3 N l5-50'37- W 127.14' «' rrrt e ate 4 N IS'50'37' tr 127.14' 6' TTPC e CM 5 29-08'4S' 520.00' 417.14' fi" TYPE a ata 6 N isia'n' £ 65.90' 6' TYPE e C4tO 0 BCARINC/OaTA RADIUS LENGTH R04AFKS t N iria'n' E 65.90' 12' PVC SDR 33 2 ins'04' aoaoo' 159.77' 12' PVC SDR 33 3 ir33'44' 500.00' 247.19' 10- PVC SOR 35 4 N IS'SO'37' W 77.14' 10' PVC SDR 35 S N t5-S0'37' * 5O.00' IC PVC SDR 35 6 N aavrsi' * 30.00' IC PVC SBR 35 O BEARING/DELTA j RADIUS LENGTH REMARKS / N ISia'lf E 65.90' JS" RCP 1350-0 2 lOroriS' 759.00' 139.91' 3C RCP 1350-0 J 4'3a'56' 789.00' 64.53' 24- RCP 1330-0' 4 N aroo'oe' w | 55.40' JS" RCP 1350-0' 5 N aroi'2o' E 1 7J5' la' RCP 1350-0 N aro7'33' E 1 29.41' la- RCP 1350-0 AUCANJF arun 0 BCAmNG/OCLTA RADIUS LOKm REMARKS N isia'ir E 65.90' B' PVC CL 200 3 iar2a'09' 794.50' 256.11' a' PVC CL 200 C N iaV4'09' V 26J3' 8" PVC CL 200 0 sr4rsa' 789.00' i2i.ir 8' PVC CL 200 € H l3-50'37" W 127.14' a' PVC a 200 F N ar34'ao' w 33.50' a' PVC CL 200 HUNSAKER & ASSOCIATES nANmc -mnHumkmSMM BENCH MARK DESCRIPTION; BRASS DISK ON HELL UONUUNET (SO. CO. CONTROL PT. RiaOO-2aa+89EC) LOCATION! ON a CAtmO REAL, 2.63 UL Nlr FROU LA COSTA AVE ELCVAIKK 311.41 NOVO 29 USL ENGIHEER Of TORJ-REVISION DESCRIPTION DATE OTHER APPROVAL OTY APPROVAL ENGINEER OF WORK RAYMOND L MARTIN R.C.E. NO. 46670 EXP. 6/30/0< DATE "AS BUILT" RCE. REVIEWED BT: INSPECTOR SHEET 4 CITY OF CARLSBAD ENOINEERWC DEPARTUENT lUPROVEUENT AND UTILITY PUWS FOR: AUCANTE ROAD SHEETS 5 APPROVED LLOYD S. HUBBS " I cm ENCIHEER «CE-2Jdaa_ C<P"?77Tl7eg-QATE DWN RY: _ CHKD BT:_ RVWO aT:_ PROJECT NO. CT 99-03 DRAWING NO. 400-8J Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 CHAPTER 8 APPENDICES Appendix 8.10 Drawing No. 397-2H "Grading and Drainage Plans for Poinsettia Lane at La Costa Greens", Sheets 12-15 AH:ali H:\REPORTS\2352M 15 Greens 1.06 & 1.07^2nd SutiinittaM02.doc W.O. 2352-115 2/22/2005 9:00 PM He 1^ r I FILL PER SOILS REPORT I RECOUENDATION (SEE RELOCATION I PLAN BY OTHERS FOR ACTIVE LINE) EXIST INO 20' ESMT. I VWD) Kmlsy-Hom ."b—• and Associates, Ina EnslnMdno, Plonnlno and Envlrorowita c<ira«JtoiTH 517 Fourth «von.j« . Suit. 301- Son DLgo. Co. - saol T.I1 (6H)a<-Mi Ko,, !?19)234-M33 TO WfER. 4e«R SEE DWQ. 0397-2I. CAUTIONII LOCATION OF EXISTIMO UTILITIES ON THESE PLANS ARE APP«OXtM»TE Aje WALL K VERIFIED BY CONTRACTOR PRIOR TO CONSTRUCTION. SroW DRAIN DAI A NO. DELTA OR BRG. RADIUS LENGTH REMARKS Q HB-SS'IS-W J2.5/V 2'/." RCP 11350-01 HB'SS'IS-W «D. 50' 24" RCP 11350-0/ HB'SS'14-W /S. 5^' 30' RCP (1350-0) £1! DI8'5I-3S-W /«£. 92' 36" RCP (1350-0) art w J!SSi3i'J.dJS-^ . ATSJf Tfr.LfT TM/tfl 7* 52' IB ' RCP 11350-0) GRAPHIC SCALE l«> 40-2;*? 2^ VALLECITOS WATER DISTRICT ENGINFFR np WnRk (FOK SRAaiKS OHLf) •IfeTBfh^Sfirpi: Q P C itCMT CUD m R.C.E. 45987. EXP. 12/02 arf EMXER OF HORIC BENCHMARK^ DESCRIPTIDNISTAWJARD ST/ieCT SU/f/ET mmiUEIfr LOCATION! g'^«^<W aWr5«//»£ RECORD "0»"M<;j^EOTOT/Af7Yl,eflreA(.CO«r/mL ELEVATION: JUMTMSJ. PROFILi. m REVISION DESCRIPTION OATE MTIAL OTHB) APPROVAL OATE INITIAL OTY APPROVAL SHEET 12 DEWITT R.C.E. . 46579 DATE "AS BUILT' REVIEWED BY. INSPECTOR DATE Villi null!, m- CITY OF CARLSBAD ngpniffl^ SHEETS 24 www AW HMMMK /MB TOT ' POINSETTIA U^NE AT LA COSTA GREENS g*4»aBflB7tnwaoB APPROVED. /3r CITY ENGINr-* EXP. DWN BYI CHKD BYi "-r-H RVWD iTtZfiA't^ OATE PROJECT NO. CT9903 IICAAWING IIO. \\39r-2H Cnv^ KbTileHlam ^ , •iLJ and Associates, Ina efig[n.«-lnQ, Planning ond Environmental Conwjltant* 517 Foui-th Avenu. - Sun. 301- Son Dlw. Co. - 9aoi T.I, 1619)234-941 foxi (6191234-9433 SEE DWQ. wq97-2I. CAUTIONII ^S'Sf.SE fXlSTINOUTILITIES ON THESE PLANS ARE APPROXIMATE ANO SHALL BE VERIFIED BY CONTRACTm PRIOR TO CONSTRUCTION. STC RM DRAIN DAI A NO. DELTA OR BRG. RADIUS LENGTH REMARKS Q N23'3a'34'll 62.63' 42" RCP I13S0-0. N23'3a'27'W 93.19' 42" RCP 11350-01 NS6'21'33'E 2i7.ee' IB" RCP 11350-0) " WA HH TIBHT JO IRT i 1 VALLECITOS WATER DISTRICT ENGINEER OF WOf^K IFOK ORADIMO OHCri SYi TON H. LEWIS. P.E. DATE fOr PRESTON SRAPHIC SCALE 1*^ 40' ENCKEER OF lORK BENCHMARK- DESCRIPTjONlSTAACASO STREEr SOmET UONUUENT LOCATION! g;'^;^^|Ca» CEm-ERUHE OF RECORD '^-'j^i^^i^m VERTICAL COW/iOt ELEVATION! 311.407 USL REVISION DESCRIPTION OTHER APPROVAL DATE CITY APPROVAL DEWITT R.C.E. 46579 "AS BUILT' DATE R.C.E. . DATE REVIEWED BYI =•(^2^^ CITY_OF^CARLSBAD SHEETS 24 auam AMO cmmute PLANS PM POINSETTIA LANE AT LA COSTA GREENS ' srA.5e<inflaT0 5»oafli APPROVED, ar /-.a-^-p? DATE OWN BYI . CHKO BYI RVWO BYI PROJECT NO. CT99-03 DRAWING NO. 3Sfr-2H VWD 02-001 sro RU DRAI' 1 DATA NO. DELTA OR BRG. RADIUS LENGTH REMARKS Ne6'21'33'E 79. 71 ' IB" RCP (1350-01 N23'38'27"ll 5.25' la" RCP 11350-01 N23'3B'29"W 73.25' 18" RCP (1350-0) CMf^ Kknlay^tom ME_3 and Associates, tic. Engln««rftig. Plarmfng and EnvtronmentolCffl^tants Srr Fourth AvwxM - SuH* 301 - EHftgo, Co. - 92101 T«(t (SI9)234-MI Faxi («> 234-9433 ENGINEER OF WORK VALLECITOS WATER DISTRICT (FOR ORtaiK OMm ^^*"f PRESTON H. LEWIS. P.E. P.r.F. 45927. EXP. 17/07 DEWITT R.C.E. 465T9 DATE BFNCHMARKi DESCRlPTlONiSTAWDlWD STREET SURVEY UOHVUOIT LOCATION: STAZBB-BS EC OM CEMTERURE OF EL CAUNO REM. RECORD FROM!SA» nCSO OOJHTY VEFTTICAL COKTROL /B-«n.2aM9 ELEVATION: 311.407 1424. UJO.Q: PLAN: POINSETTIA LANE ORAPHC SCALE f W EMCKER OF Mm REVtSKM OESCnPTION OTHER APPROVAL OTY APPROVAL SHEET 14 'AS BUILT' CITY OF CARLSBAD SHEETS otPwrneiT cH mo mmme nm rok POINSETTIA LANE AT LA COSTA GREENS APPROVED: ar ~ 'Y ENCINgR EXP.. I't'it'^ OATE DWN BY:. CHKD BY: PROJECT NO. CTS903 DRAWING NO. Z97-2H VWD 02-00/ 1/u/n riQ-nni IX Drainage Study La Costa Greens - Neighborhoods 1.06 & 1.07 CHAPTER 9 HYDROLOGY EXHIBITS Exhibit 9.1 Developed Condition Hydrology Map AH:an H:\REPORT3\2352Mis Greens 1.06 i 1.07\2nd SutimlKal\A02.doc W.O. 2352-115 2/22/2005 8:00 PM