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SDP 07-559
HYDROLOGY AND HYDRAULIC ANALYSIS FOR LA QUINTA RETAIL CENTER LOCATED AT NEC CALLE TAMPICO AND DESERT CLUB DRIVE CITY OF LA QUINTA, CALIFORNIA Prepared for HIGHLAND DEVELOPMENT COMPANY 80 South Lake Ave, Suite 660 Pasadena, CA 91101 Prepared By., DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. Kaiser Blvd. Anaheim, CA 92808 (714) 685 -6860 Brandon Willnecker P.E., Principal Project No. 07 -559 August 6, 2007 November 23, 2007 April 22, 2008 Revised On: May 19, 2008 10 I0 n L_J HYDROLOGY AND HYDRAULIC ANALYSIS FOR LA QUINTA RETAIL CENTER LOCATED AT NEC CALLE TAMPICO AND DESERT CLUB DRIVE CITY OF LA QUINTA, CALIFORNIA Prepared for HIGHLAND DEVELOPMENT COMPANY 80 South Lake Ave, Suite 660 Pasadena, CA 91101 Prepared By.* DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. Kaiser Blvd. Anaheim, CA 92808 (714) 685 -6860 Brandon Willnecker P.E., Principal Project No. 07 -559 August 6, 2007 November 23, 2007 April 22, 2008 Revised On: May 19, 2008 ray Croup' wo, OvIllegi • • 0 HYDROLOGY & HYDRAULIC REPORT SECTION 1.0 SECTION 2.0 SECTION 3.0 SECTION 4.0 L� 07 -559 Hydrology Report.doc TABLE OF CONTENTS CALLE TAMPICO PLAZA NARRATIVE Introduction Project Description Hydrology /Hydraulic Methodology Water Quality /Nuisance Water Summary SITE INFORMATION Location Map Reference Documentation Site I -D -F Curve Proposed Hydrology Map Overland Release Exhibit PROPOSED SITE HYDROLOGIC/ HYDRAULIC ANALYSIS Pipe Index Map 10 -Year Rational Analysis 100 -Year Rational Analysis Nuisance Flow /Mitigation Analysis OFF - SITE /CALLE TAMPICO FLOOD ANALYSIS Tributary Watershed Map 100 -Year Watershed Rational Analysis Eisenhower SD Flow Analysis Calle Tampico SD Flow Analysis Calle Tampico Street Flow Analysis 0 • HYDROLOGY & HYDRAULIC REPORT CALLE TAMPICO PLAZA 07 -559 Hydrology Report.doc SECTION 1,O NARRATIVE Introduction Project Description Hydrology /Hydraulic Methodology Water Qualify /Nuisance Water Summary HYDROLOGY & HYDRAULIC REPORT CALLE TAMPICO PLAZA • Introduction The project is located on approximately 3.4 acres of vacant land at the NEC of Calle Tampico and Desert Club Drive, in the City of La Quinta, Riverside County, California. The proposed project will include the construction of three retail /commercial buildings. Additional improvements will include parking lots, landscape areas, and underground sewer, water and storm drain facilities. This report has been prepared to calculate the post developed condition for the on -site storm water runoff and the drainage received from the adjoining property and the conveyance of these flows to public facilities. Project Description Existing Site Conditions: The majority of the project site consists of barren, vegetated land that drains in the westerly and southerly directions. The remaining project site consists of paved parking that drains into an existing storm water inlet. Proposed Site Development: The proposed site consists of three retail /commercial buildings, sidewalks, parking areas, and landscaping. The completed project will total approximately 3.4 acres. On -Site stormwater runoff drains overland into catch basins and grated inlets, flows into a private underground storm drain network, and connects to a private catch basin with dry well near the entrance along Calle Tampico. Once the dry well becomes inundated, the storm water will rise to the flow line elevation of the catch basin. As the runoff leaves the catch basin, the stormwater will flow into the public right -of -way in Calle Tampico. In addition to the on -site storm water runoff, approximately 0.23 acres of off -site area is tributary to the project. This off - site runoff will also be collected and conveyed to the public right -of -way through the on -site • storm water facilities. A public catch basin will also be installed in Calle Tampico that will drain into the on -site private dry well in order to percolate public nuisance water and help mitigate the flooding conditions in Calle Tampico. r� The design of this development does not cause any increase in flood boundaries, levels, or frequencies in any area outside the development. The proposed development is consistent with the city zoned use and utilizes a drywell and on -site ponding to mitigate the generated runoff prior to entering the flood plane elevation. The amount of on -site storage below the flood plane will not be impacted by our development. Hydro logy /Hydraulic Methodology The hydrology calculations for the project are based on the Riverside County Flood Control District (RCFCD) Hydrology Manual /Procedure (April, 1978 edition), City of La Quinta Engineering Bulletin #06 -16, and City of La Quinta Conditions of Approval for Village Use Permit 2006 -035. Location maps, precipitation values, slope intensity curve values, and rainfall depth values have all been interpolated from the RCFC manual or referenced from the La Quinta Engineering Bulletins regarding hydrology and can be found in Section 2.0 of this report. The project is located in Zone 3 for NOAA data info. Intelisolve Hydroflow Storm Sewer (2008, Version 12.05) is used to perform a rational analysis of each subarea. A rational method analysis is being used in conformance with the City of La Quinta Engineering Bulletin #06 -16 (EB 06 -16) for non - retention storm water analysis. The software calculates the subarea runoff by multiplying the area by the runoff coefficient by the rainfall intensity (Q =ACI). The rainfall intensity is determined by the time of concentration for 07 -559 Hydrology Report.doc HYDROLOGY & HYDRAULIC REPORT CALLE TAMPICO PLAZA • the subarea and the Intensity- Duration - Frequency (IDF) curve for the project area. For each subarea, the time of concentration (Tc) is assumed as a worst case scenario to be 5 minutes. The IDF curve is generated by using NOAA precipitation data, RCFCD data, and RCFCD tables. Data used to generate the IDF curve are located in Section 2.0 of this report. The project site is located in a soil classification zone of type "C ". The runoff coefficient used for this site is 0.90, standard for developed commercial retail use. The Storm Sewer software then models the conveyance and confluence of these subareas based upon the proposed storm drain design and downstream hydraulic constraints. The proposed storm drain system is designed per EB 06 -16 for the conditions in the 10 year storm event and the 100 year storm event. In the 10 year storm event, the flows will be non - pressurized flows and the HGLio is at least 6" below catch basin flow line. For the 100 year storm event, the pipes can become pressurized and the HGLioo shall be a minimum of 1' below the finished floors and less than 7' above the top of pipe. For the downstream hydraulic constraint, the outflow of the system in the drywell catch basin is assumed to be at the top of pipe. Proposed Conditions: In conformance with EB 06 -16 and discussions with city staff, the proposed site will collect on- site runoff and discharge the runoff into the public right -of -way un- detained. In addition to the on -site runoff, the storm drain network will also accept flows from the adjacent parcel and nuisance flow from Calle Tampico. The combined proposed site and offsite tributary flow generates 11.34 cfs in the 10 year storm event and 20.77 cfs in the 100 year storm event. 'The on -site storm drain pipes have been sized to convey these flows in accordance with EB 06 -16 when the downstream drywell is not full. Once the drywell becomes inundated, the drywell catch basin discharges into the public right -of -way at an elevation of 39.78. This "overflow" elevation • is at least 1.22' below the finished floor of any on -site building. Should the 'overflow" catch basin fail to discharge the runoff into the public right -of -way, the site's overland flow path will release the stormwater into Calle Tampico as shown in Section 2.0. The overland flow path has a release elevation of 40.00 (1' below adjacent finished floor) and a maximum ponding depth of i'. To demonstrate the impacts of the on -site stormwater discharge into Calle Tampico, and the impacts of the 100 -year storm flood elevation on the site, an analysis was performed on the upstream tributary land and the existing flood facilities that impact the tributary area. All calculations and maps used in this analysis are included in Section 4.0 of this report. A tributary area was estimated based upon existing city analysis and site observation. A total of 92 acres was found to be tributary to Calle Tampico along the site frontage (this includes the proposed development of the site). Observations of the area show the entire water shed to be best described as large area residential lots. The soil type was estimated to be under the classification of soil type "A ". The hydrologic flow path used for the rational analysis begins at Eisenhower Drive and Calle Sinaloa and runs along Eisenhower Drive and down Calle Tampico to the proposed site. This flow path is approximately 4,300' and runs at an average slope of 0.47 %. The tributary drainage area results in a peak 100 -year flow along the project frontage of 142 cfs. Tributary to this drainage area is a 54" storm drain located at Eisenhower Drive and Calle Tampico. A capacity calculation of this 54" storm drain running at full flow capacity results in an additional 68 cfs of tributary runoff. The total tributary runoff for the watershed is 210 cfs. Conveying this total runoff are three devices. First, there is an existing 7' wide catch basin along Calle Tampico that drains to a retention basin located north of Calle Tampico. This catch basin is assumed to collect 14 cfs (2 cfs per linear foot). The second mode of conveyance is a 6'x3' RCB 07 -559 Hydrology Report.doc HYDROLOGY & HYDRAULIC REPORT CALLE TAMPICO PLAZA located in Calle Tampico. A capacity calculation of this 6'x3' RCB running at full flow capacity • results in 94 cfs of conveyance capacity. Subtracting these two modes of conveyance from the gross tributary runoff results in 102 cfs that must be conveyed by the third mode of conveyance, the surface of Calle Tampico. A capacity calculation was performed to determine the maximum 100 -year flood elevation in Calle Tampico along the project frontage. Based upon the known Calle Tampico street section and slopes, the 100 -year flood elevation was found to be 39.87. The limits of flooding is shown in the Overland Release Exhibit in Section 2.0 for the 100 -yr storm. Water Qua lity/ Nuisance Water Prior to discharging into the public storm drain system, the storm water will be treated in accordance with Riverside County and City of La Quinta adoption of the state's general permit. The proposed treatment system is a combination of a CDS model PMSU 20_15 unit located at the downstream end of the private storm drain network and an infiltration device / drywell. Due to the on -site acceptance of existing off -site tributary flow, the water treatment device will be upsized to accommodate the additional untreated flows created by the adjacent property that is currently untreated. The nuisance water generated on -site will be retained and infiltrated on -site through the use of the Maxwell Plus Drywell system or city approved equivalent. Calculations for the mitigation of the nuisance water flows are included in Section 3.0 of this report and are based upon city standard criteria. The drywell will be located at the downstream end of the on -site storm drain system prior to reaching the public right -of -way. The drywell will act as a flow - through drywell that will retain low flows (nuisance water) and become inundated at greater flows. The • inundated drywell will bypass the higher flow to the public right -of -way. • Summary The proposed project is required to adhere to City of La Quinta standards, as well as the conditions set by the City of La Quinta Planning Commission for Village Use Permit 2006 -035. The proposed storm drain system outlined in this report adheres to these requirements for discharge to the public facilities located adjacent to the project. This project will convey on -site and off -site tributary runoff to the public right -of -way in a manner agreed upon by the city. This report also demonstrates that the hydraulic grade line in the 10 -year and 100 -year storm events meet the city requirements, that the on -site nuisance flow is detained on -site, and that the city flood plane elevation will not be affected by this development. I', ■1 07 -559 Hydrology Report.doc s/• HYDROLOGY & HYDRAULIC REPORT DRC A 07 -559 Hydrology Reportdoc CALLE TAMPICO PLAZA SECTION 2, O SITE INFORMA TION Location Map Reference Documentation Site 1 -D -F Curve Proposed Hydrology Map Over /and Release Exhibit • • • T-af 4 4Q" P.O. Box 1504 1_.A QUINTA, CALIFORNIA 92247 -1504 78 -495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 PUBLIC WORKS /ENGINEERING DEPARTMENT (760) 777 -7075 FAX (760) 777 -7155 ENGINEERING BULLETIN #06 -16 TO: QAAll Interested Parties FROM: 1`itnothy R. Jonasson, Public Works Director /City Engineer EFFECTIVE DATE: December 19, 2006 SUBJECT: Hydrology Report with Preliminary Hydraulic Report Criteria for Storm Drain Systems This bulletin establishes storm drain study specifications. All hydrology -and preliminary hydraulic reports for the City of La Quinta should follow these criteria. Hydrology studies for the City of La Quinta shall be performed for projects when required by the conditions of approval or as requested by the City Engineer. Reference material used for city plan checking purposes is as follows: 1. Plan Check Checklist Storm drain plan checks are guided by the documents found in the following! hyperlink: http: / /www.la- auinta.ora /publicworks /tractl /z onlinelibrary /plancheck checklist %20NEW.htm 2. Archive Plans Example City plans can be found at the following hyperlink: http://www.Ia-quinta.orolr)lancheck/m-search.asp A useful method of quickly searching archive plans is to load the plan type and current year. (e.g. 2006) and then search the archive by clicking the GO button. Hydrology Report Guidelines (General) All hydrology reports shall follow the general guidelines set forth by Riverside County Flood Control (RCFC) and Water Conservation District's Hydrology Manual. r--r . (quick drawdown) large storm events. Use of walls as a top ring of the retention basin is prohibited. Retaining walls will require approval from both the Public Works Department Director /City Engineer and Community Development Department Director. 10. Retention Basin Width Retention basins shall have a minimum width of 20 feet as measured from the lowest elevation contour. Previously, retention basin widths were governed by City guidance for aspect ratios for basins depths greater than 6 feet. 11. Overflow Routes Retention basins should be designed to overflow to City arterial streets or the adjacent local street as applicable. Historical flow route should be followed and not changed on a regional perspective but re- grading and import to achieve an immediate route to the adjacent street should be considered for projects which concentrate flows to adjacent open land or off -site developments. Overflow routes shall be designed using an open channel flow (surface flow). Closed conduit emergency overflow must be approved.by the City Engineer. 12. Rainfall Intensity Rainfall intensity for hydrological report preparation is regionally zoned within the City pursuant to available NOAA data. A regional rainfall intensity map of the City should be referenced to confirm rainfall amount assumptions provided in the • following table. *The design storm for the City is 100 -year storm (worst case of 24 hour, 6 hour, 3 hour or 1 hour duration). The 500 -year storm is only used to review for problematic secondary overflows which do not drain to a public arterial street, creating a trapped water condition. 13. Hydrograph Loss Rates According to the Riverside County Flood Control Hydrology Manual, the loss rates generally range from 0.10 to 0.40 in /hr with most falling between 0.20 and 0.25 in /hr. Three and six hour duration storms may use a constant loss rate; however, the 24 hour duration storm shall obtain a variable loss rate using the equation 1 . found on page E -9 of the manual, which is Ft = C(D -T) .55 + Fm. Variable loss rates are not required for the Synthetic Unit Hydrograph Analysis (Shortcut Method). Additionally, developed condition low loss rate calculations on 24 hour 100 r storm (inches) Zones 1hr 3hr I 6hr 24hr Zone 1 - Southwest mountains 2.50 3.40 4.00 6.00 Zone 2 - Southwest mountains 2.30 3.00 3.70 5.00 e 3 - West mountains and areas south of 2.20 2.80 3.40 4.50 111 and west of Washi ton e 4 - West of Jefferson and areas east of k 2.10 2.70 3.20 4.25 hington including the Cove Zone 5 - East of Jefferson and west of a 2.00 2.60 3.10 4.00 staggered line trending south west of Calhoun Street and Avenue 50 Zone 6 - West of a staggered line trending sot 1.90 2.50 3.00 3.75 west of Calhoun Street and Avenue 50 13. Hydrograph Loss Rates According to the Riverside County Flood Control Hydrology Manual, the loss rates generally range from 0.10 to 0.40 in /hr with most falling between 0.20 and 0.25 in /hr. Three and six hour duration storms may use a constant loss rate; however, the 24 hour duration storm shall obtain a variable loss rate using the equation 1 . found on page E -9 of the manual, which is Ft = C(D -T) .55 + Fm. Variable loss rates are not required for the Synthetic Unit Hydrograph Analysis (Shortcut Method). Additionally, developed condition low loss rate calculations on 24 hour 21. 100 Year Frequency Design Storm HGL Calculation This HGL shall start at a location at the top of the retention basin water level caused by the 100 year design storm determined using the Synthetic Unit Hydrograph. This HGL should indicate the hydraulic conditions at the maximum storm water volume with a full basin or channel. Requirements: • Velocity (no requirement) • Identify this HGL as the HGL,00 o'n the hydraulic calculations and storm drain plan profile • Pressure pipe flow allowed. . • Pipe size based on Rational Method. • No part of the emergency route shall obtain a water depth greater than 1.5 feet. oil large area, shallow retention basin configurations. Historical City maximum freeboard specifications are now eliminated. 19. Hydraulic Grade Line (HGL) Starting Points Projects within the City of La Quinta that are required to contain their 100 year storm flows shall show two (2) separate HGLs for maximum flow rate (HGL,o) and maximum volume (HGL,00)• The first HGL (HGL,o) will reflect the values from the 10 year frequency design storm. Values of Q,o and V,o will be determined from the Rational Method. Conduit sizing shall be based on non pressure type flow (HGL shall not be located above the crown of a pipe). The second HGL (HGL,00) will reflect values based on the maximum 100 year frequency design storm. The HGL,00 shall show that the maximum 100 year storm can be retained within the project and the use of the project's infrastructure shall be maintained. 20. 10 Year Frequency Design Storm HGL Calculation This HGL shall start at or above an elevation in the downstream retention basin that is equal to the % depth of the retention elevation caused by the 100 year frequency design storm event. The piping system shall be designed based on open channel flow as opposed to pressure flow. This HGL should indicate the hydraulic conditions at the maximum storm water flow rate. Requirements: • • Pressure pipe flow not allowed • Identify this HGL as the HGL,o on the hydraulic calculations and storm drain plan profile Velocity not less than 2.5 fps • Pipe sized based on Rational Method • Head losses shall be based on HEC 22 Ch 7. • HGL freeboards: 6" or greater below CB flow line 21. 100 Year Frequency Design Storm HGL Calculation This HGL shall start at a location at the top of the retention basin water level caused by the 100 year design storm determined using the Synthetic Unit Hydrograph. This HGL should indicate the hydraulic conditions at the maximum storm water volume with a full basin or channel. Requirements: • Velocity (no requirement) • Identify this HGL as the HGL,00 o'n the hydraulic calculations and storm drain plan profile • Pressure pipe flow allowed. . • Pipe size based on Rational Method. • No part of the emergency route shall obtain a water depth greater than 1.5 feet. oil • • HGL Freeboards and Elevations • Difference in elevation between CI3 flow line and HGL in retention basin shall be between 0 and 12 inches. • lift min from top of manhole cover • Not to exceed 7ft above the top of pipe • HGL must be located 1 ft below the adjacent Pad Elevation 22. Whitewater Channel HGL Assuming major storm coincidental occurrences are taken into consideration already (see page 7 -8 of HEC -22 Storm Drains), the projects HGL100 shall be located 2 feet below Whitewater Channel's estimated HGL500 (this is also equal to 1 foot below the existing Whitewater Concrete Channel Lining). Time of concentration for channel discharge will assume a full channel. Flap gate installation may be applicable based on project elevations. 23. La Quinta Evacuation Channel HGL The Evacuation Channel obtains an HGL,00 with an approximate elevation of 48.0 pursuant to information provided by CVWD to the City. Additional elevation information for the Evacuation Channel is currently under review at CVWD. The elevation is based on NGVD 1929. Elevations showing on the plan should be based • on the same. Flap gate installation may be applicable based on project elevations. 24. Retention Basin Landscape Requirements Retention basins shall be landscaped and properly irrigated. The retention basin landscape plans must be approved by the City Engineer /Public Works Director. The retention basin must be capable of draining the 100 year storm within 72 hours. Project incapable of draining the 100 year storm within 72 hours will be reviewed by the City for enhancement options to promote drainage conveyance. In basins with depths exceeding 8ft, trees shall be planted in the 8 -foot wide terraces. The number of trees shall be calculated by multiplying the basin lot. boundary length by the number of 8 -foot wide terraces in the basin and then dividing by 100. 25. Typical Storm Drain Pipe Gradients & Velocity Primary street storm drains, designers should assume minimum grade = 0.3% based on minimum flow velocity of 2.5 ft /sec. For local area drains, 4 " -6" pipe minimum grade = 1 %, larger pipe diameters = 0.5% should be assumed. 26. Typical Street Flows Street flows shall meet the design requirements of FHWA HEC -22. When gutters obtain small slopes, or where sediment may accumulate, or when parking is allowed on the'side of the street, the designer should increase the n value by 0.02. 27. Storm Drain Easement Width Requirements • The City of La Quinta requirements for minimum widths (generally 20 feet, excepting deep drainage systems) of storm drain easements is found in easement requirement charts from the Riverside County Transportation Department. Ten en • PLANNING COMMISSION RESOLUTION 2007 -042 CONDITIONS OF APPROVAL - FINAL VILLAGE USE PERMIT 2006 -035 FORWARD ARCHITECTURE/ HIGHLAND DEVELOPMENT OCTOBER 9, 2007 DRAINAGE 44. Nuisance water shall be retained on site. Nuisance water shall be disposed of per approved methods contained in Engineering Bulletin No. 06 -16 — Hydrology Report with Preliminary Hydraulic Report Criteria for Storm Drain Systems and Engineering Bulletin No. 06 -015 - Underground Retention Basin Design Requirements. 45. Stormwater may not be retained in landscaped parkways or landscaped setback lots. Only incidental storm water (precipitation which directly falls onto the setback) will be permitted to be retained in the landscape setback areas. The perimeter setback and parkway areas in the street right -of -way shall be shaped with berms and mounds, pursuant to LQMC Section 9.100.040(6)(7). . 46. The project shall be designed to accommodate purging and blowoff water (through underground piping and /or retention facilities) from any on -site or adjacent well sites granted or dedicated to the local water utility authority as a requirement for development of this property. 47. The design of the development shall not cause any increase in flood boundaries, levels or frequencies in any area outside the development. 48. The development shall be graded to permit storm flow in excess of retention capacity to flow out of the development through a designated overflow and into the historic drainage relief route. 49. Storm drainage historically received from adjoining property shall be received and retained or passed through into the historic downstream drainage relief route. 50. As Preliminary Precise Grading Plans and Preliminary Hydrology Report have not. been provided and /or approved for this Village Use Permit, the applicant shall have the option of the following Scenarios for stormwater handling for the site. 51. The Planning Director shall review any proposed plan modifications due to drainage and hydrology to determine if the proposed modification is minor, will not result in significant changes in the project, and complies with the spirit and • intent of the original approving action. If the director determines the modification may result in a significant change in the project, the Director shall Page 15 of 24 4-1 PLANNING COMMISSION RESOLUTION 2007 -042 CONDITIONS OF APPROVAL - FINAL VILLAGE USE PERMIT 2006 -035 FORWARD ARCHITECTURE/ HIGHLAND DEVELOPMENT OCTOBER 9, 2007 refer the change to the Planning Commission. Scenario No. 1 — On -Site Storm Water Directed Off -Site to New Catch Basins constructed by the applicant on Desert Club Drive and Calle Tampico 52. The applicant will be allowed to utilize acceptable surface drainage facility designs to drain stormwater from the site on to Desert Club Drive. The applicant shall construct catch basins and underground storm drain system to pipe water to the existing system along Desert Club Drive. In addition, the applicant shall construct catch basins along Calle Tampico to collect storm water to transport it to the existing system in Calle Tampico and Desert Club Drive as approved by the City Engineer. Scenario No. 2 — On -Site Storm Water Captured On -Site and Directed Off -Site Through • On -Site Underground Storm Drainage System to Existing Off -Site Underground Drainage System 53. The applicant shall be allowed to direct stormwater from the Village Use Permit site through the on -site underground drainage network to the existing storm drain system off site as approved by the City Engineer. 54. Pursuant to all scenarios listed above, the Applicant is hereby notified that future site modifications may be necessary including, but not limited to building layouts and parking lot and drive aisle configuration. If, in the event, the proposed retention capacity or pass through storm water flow is found to be inadequate during final design, the applicant shall make adjustments to the site layout as needed to accommodate the increased retention /detention or pass through capacity required to satisfy safety issues. Pursuant to the afore mentioned, the applicant may be required to construct additional underground and aboveground drainage facilities to convey on site and off site stormwater through the project site. UTILITIES 55. The applicant shall comply with the provisions of LQMC Section 13.24.110 (Utilities). • 56. The applicant shall obtain the approval of the City Engineer for the location of all utility lines within any right -of -way, and all above - ground utility structures Page 16 of 24 11 t u L.� 3.5 3 3.5 3 cn W 2.5 V Z Z Z 2 H 0- w 0 J Q 1.5 LL Z < i 2.5 2 1.5 I / / .5 .5 0 0 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE: I. For intermediate return periods plot 2 -yeor and 100 -year one hour values from maps,then connect points and read value for desired return period. For example given 2-year one hour =.50 and 100 - year one hour= 1.60",25 -year one hour = 1.18" Reference:NOAA Atlas 2,Volume=- California, 1973. RAINFALL DEPTH VERSUS RICK a W C D RETURN PERIOD FOR HYDROLOGY (MANUAL PARTIAL DURATION SERIES 0 I ATC h_ Q K ..� r _ +. • StornfSewer OF Curves IDF file: La Quin*F Cury t e.IDF Int. (in /hr) 14.00 12.00 10.00 8.00 6.00 4.00 2.00 C�•�5 Csb� �3• (3.3) . C2•os\ o.00 0 14.00 100 -Yr 1 12.00 10 -Yr 10.00 4.00 2.00 i •3s� n nn 5 10 15 20 25 30 35 40 45 50 55 60 v vv Time (min) Hydraflow Storm Sewers 2008 �m • I � +� x X x� SPRINGTIME WAY LEGEND CATCH BASIN SUBAREA BOUNDARY FLOW DIRECTION �- NOTE: ALL ELEVATIONS SHOWN ARE BASED UPON NAVD 29 DATUM 05 -15 -08 PROPOSED N HYDROLOGY MAP CITY OF LA QUINTA, CALIFORNIA D R C Development Resource Consultants, Inc. Civil Engineering . Land Surveying . Land Plowing SCALE 1"=60 � 8175 EAST KAISER BOULEVARD ANAHEIM HILLS, CA 92808 (714) 685 -6860 • * Ul ....... .... . . . ........... ra 1 0 RIGHT OF WAY SPRINGTIME WAY — ------------ .. ........ ------------ ------- . ...... .... ........ ....... ............... ............. ...... ... .......... F OVERFLOW POINT 1 r 4 ------ ------- - 7------T BLIC KHTI OF —WAY .7 L 41. 1 H I 4 . U: SHOPS 2 42.50 FF 1 4 I' I LAJ 9 9 PERTY 41.4 PR O LINE 0 41 F........... qe' 4 CIL. _j i LLj t%) u3 X. PARCEL I C) MAJOR ........ 42-00 FF LEGEND LIMITS OF PONDING OVERFLOW PATH NOTE: ALL ELEVATIONS SHOWN ARE BASED UPON NAVID 29 DATUM 05-19-08 N OVERLAND RELEASE EXHIBIT CITY OF LA -QUINTA. CALIFORNIA Development Mource Cujultan Inc. CIA Engineering - Land Sur . Land Planning SCALE 1"=60 DRC 8175 EAST KAISER BOULEVARD ANAHEIM HILLS, CA 92808 (714) 685-6860 0 SHOPS 1 FL 41.60 FF OVERF4QW POINT 10 PLIBLIC's 0 MAXWELL DRYM PROPERTY RIGHT—OF—WAY 40.53 H 39.60 OVERFLOW r 4 LINE ELEVATION Ili 7.1, V > j Ij............ f1 1 RIGHT OF WAY A ................... i. ----- - LEGEND LIMITS OF PONDING OVERFLOW PATH NOTE: ALL ELEVATIONS SHOWN ARE BASED UPON NAVID 29 DATUM 05-19-08 N OVERLAND RELEASE EXHIBIT CITY OF LA -QUINTA. CALIFORNIA Development Mource Cujultan Inc. CIA Engineering - Land Sur . Land Planning SCALE 1"=60 DRC 8175 EAST KAISER BOULEVARD ANAHEIM HILLS, CA 92808 (714) 685-6860 • � 0 HYDROLOGY & HYDRAULIC REPORT 07 -559 Hydrology Report.doc CALLE TAMPICO PLAZA SECTION 3, 0 PROPOSED SITE RA TIONAL ANAL YSIS Pipe Index Map 10 -Year Rational Analysis 100 -Year Rational Analysis Nuisance Flow /Mitigation Analysis • �. HYDROLOGY & HYDRAULIC REPORT CALLE TAMPICO PLAZA 07 -559 Hydrology Report.doc PIPE INDEX MAP • 07-5;.-j La Qu i nta Al A5 38 37 36 27 34 A2 26 25 A6 4 .33 23 22 32 21 17 15 0 19 20 A3 A4 9 31 A7 qg 30 28 11 12 8 7 rAl 1 5 4 All 2 A9 1 Outfall f Project File: La Quinta Site Study.stm Number of lines: 38 Date: 05 -19 -2008 Hydrailow Storm Sewers 2008 02.05 • • • HYDROLOGY & HYDRAULIC REPORT 07 -559 Hydrology Report.doc CALLE TAMPICO PLAZA 10 -YEAR STORM ANALYSIS • • • Page 1 0 -Yr Hy Line Line Inlet Drng Runoff A Flow Invert Invert Vel Vel Depth Depth HGL HGL Gnd /Rim Gnd /Rim J -Loss No. Span ID Area Coeff Inlet Rate Dn Up Dn Up Dn Up Dn Up El Dn El Up Coeff (in) (ac) (C) (in /hr) (cfs) (ft) (ft) (ft/s) (ft/s) (ft) (ft) (ft) (ft) (ft) (ft) 1 30 0.00 0.00 0.00 13.26 31.21 31.76 2.70 3.30 2.50 1.91 33.71 33.67 39.71 40.15 0.75 2 30 0.00 0.00 0.00 13.34 31.76 32.30 3.04 5.10 2.09 1.31 33.85 33.61 40.15 40.10 2.00�'� 3 30 0.00 0.00 0.00 13.38 32.30 32.58 3.74 5.57 1.71 1.23 ** 34.01 33.81 40.10 40.05 0.75 ** 4 30 0.00 0.00 0.00 12.96 32.58 33.99 3.13 5.54 1.96 1.20 34.54 35.19 j 40.05 40.70 0.75 5 30 0.00 0.00 0.00 13.02 33.99 34.44 4.01 5.55 1.57 1.21'* 35.56 35.65 j 40.70 40.65 0.75 6 30 0.00 0.00 0.00 13.11 34.44 34.53 4.03 4.39 1.57 1.47 36.01 36.00 40.65 40.00 0.75 e 1 C+. sir ` ... -� 7 30 0.00 0.00 0.00 13.17 34.53 34.58 3.53 3.64 1.78 1.73 36.31 36.31 40.00 40.00 0.75 , 8 30 0.00 0.00 0.00 9.16 34.58 34.85 2.20 2.58 1.98 1.70 36.56 36.55 40.00 40.00 1.00 9 30 0.00 0.00 0.00 8.97 34.85 35.48 2.30 3.85 1.85 1.20 36.70 36.68 40.00 40.90 1.00 {+� 10 12 0.00 0.00 0.00 1.74 35.48 35.60 2.21 2.21 1.00 1.00 36.68 36.69 40.90 40.80 0.75 11 18 A8 0.78 0.90 5.79 5.31 34.58 35.50 3.00 4.72 1.50 0.91 36.53 36.41 40.00 39.00 0.75 12 12 0.00 0.00 0.00 0.79 34.85 35.54 1.00 1.00 1.00 1.00 36.74 36.75 40.00 40.15 0.75 13 12 0.00 0.00 0.00 0.80 35.54 36.14 1.01 1.59 1.00 0.61 36.76 36.75 40.15 40.50 0.75 14 12 0.00 0.00 0.00 0.80 36.14 36.30 1.52 2.38 0.64 0.44 36.78 36.74 40.50 40.70 0.75 15 30 0.00 0.00 0.00 7.68 35.48 35.88 3.29 4.64 1.20 0.93 ** 36.68 36.81 j 40.90 40.90 0.75 16 12 A10 0.06 0.90 5.79 0.82 36.30 36.87 1.73 2.95 0.58 0.38 ** 36.88 37.25 j 40.70 41.37 0.75 17 30 0.00 0.00 0.00 5.59 35.88 36.23 2.30 3.88 1.24 0.84 37.12 37.07 40.90 41.10 0.75 18 12 A9 0.10 0.90 5.79 0.52 36.87 37.37 1.19 2.56. 0.54 0.31-- 37.41 37.68 j 41.37 41.37 0.75 19 18 A3 0.73 0.90 5.79 3.80 36.23 36.75 2.56 4.35 1.17 0.74 ** 37.40 37.49 j 41.10 40.25 1.00 20 15 A4 0.51 0.90 5.79 2.66 35.88 37.00 2.21 4.10 1.19 0.65 ** 37.07 37.65 j 40.90 40.25 1.00 21 18 0.00 0.00 0.00 2.25 36.23 36.38 1.49 1.71 1.19 1.04 37.42 37.42 41.10 40.90 0.75 22 18 0.00 0.00 0.00 2.28 36.38 36.54 1.68 2.02 1.08 0.92 37.46 37.46 40.90 40.90 0.75 07 -559 La Quinta Number of lines: 38 Date: 05 -19 -2008 NOTES: Intensity = 16.60 / (Inlet time + 0.60) ^ 0.61 - Return period = 10 Yrs. ; i Inlet control; ** Critical depth Hydreflow Storm Sewers 2008 0 -Yr Hy • Page 2 Line Line Inlet Drng Runoff i Flow Invert Invert Vel' Val Depth Depth HGL HGL Gnd /Rim Gnd /Rim J -Loss No. Span ID Area Coeff Inlet Rate Dn Up Dn Up Dn Up Dn Up El Dn El Up Coeff (1n) (ac) (C) (In /hr) (cfs) (ft) (ft) Mrs) MIS) (ft) (ft) (ff) (ft) (ft) (ff) 23 18 0.00 0.00 0.00 2.34 36.54 36.77 1.95 2.77 0.96 0.72 37.50 37.49 40.90 41.60 1.00 24 12 0.00 0.00 0.00 0.62 36.77 37.37 0.80 2.69 0.95 0.33" 37.72 37.70 41.60 40.84 1.00 25 12 A2 0.12 0.90 5.79 0.63 37.37 37.50 1.90 2.68 0.44 .0.34" 37.81 37.84 40.84 40.50 1.00 26 12 0.00 0.00 0.00 1.83 36.77 37.14 2.50 3.63 0.88 0.61 37.65 37.75 41.60 41.20 0.75 27 12 0.00 0.90 0.00 1.85 37.14 37.22 2.66 2.87 0.83 0.76 37.97 37.98 41.20 40.90 1.00 28 15 All 0.16 0.90 5.79 0.83 32.58 35.80 0.68 2.79 1.25 0.37" 34.65 36.17 40.05 39.80 1.00 29 12 0.00 0.00 0.00 1.37 35.50 35.56 1.74 1.74 1.00 1.00 36.86 36.86 39.00 39.10 0.75 30 12 0.00 0.00 0.00 1.39 35.56 36.04 1.77 1.90 1.00 0.88 36.89 36.92 39.10 39.75 0.75 31 12 A7 0.27 0.90 5.79 1.41 36.04 36.30 1.86 2.72 0.92 0.63 36.96 36.93 39.75 39.80 0.75 32 12 0.00 0.00 0.00 1.77 35.60 35.96 2.25 2.56 1.00 0.82 36.75 36.78 40.80 40.82 0.75 33 12 0.00 0.00 0.00 1.83 35.96 36.68 2.43 3.92 0.91 0.57" 36.87 37.25 j 40.82 41.00 1.00 34 12 0.00 0.00 0.00 1.13 36.68 37.40 1.71 3.29 0.78 0.45- 37.46 37.85 j 41.00 41.50 0.75 35 12 A6 0.15 0.90 5.79 0.78 36.68 36.90 1.24 2.02 0.75 0.49 37.43 37.39 41.00 40.90 0.75 36 12 0.00 0.90 0.00 1.14 37.40 37.56 2.38 3.30 0.59 0.45" 37.99 38.01 j 41.50 41.00 0.75 37 12 A5 0.22 0.90 5.79 1.15 37.56 37.70 2.39 3.28 0.59 0.46- 38.15 38.16 j 41.00 40.70 0.75 38 12 Al 0.36 0.90 5.79 1.88 37.22 37.35 2.54 2.83 0.89 0.79 38.11 38.14 40.90 40.35 0.75 07 -559 La Quinta Number of lines: 38 Date: 05 -19 -2008 NOTES: Intensity = 16.60 / (Inlet time + 0.60) ^ 0.61 - Return period = 10 Yrs. ; i Inlet control; "" Critical depth Hydraflow Storm Sewers 2008 Linef0file (Line 1) -A • • Page 1 of 1 Elev (ft) Line I -A 43.00 43.00 None -- 40.00 40.00 37.00 37.00 34.00 Yk 34.00 31.00 31.00 28.00 28.00 0 5 10 15 20 25 30. Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (fus) (fus) (ft) (ft) 1 11.34 31.21 31.76 2.50 1.92 2.01 33-71 33.68 33.77 2.31 2.80 6.00 5.89 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line iprofile (Line 2) - A • OPage 1 of 1 Elev (ft) Line 2 - A 43.00 43.00 40.00 40.00 37.00 37.00 34.00 - 34.00 31.00 - 61 C MCI 11 cz -n-T Aj 31.00 28.00 - 28.00 0 5 10 15 20 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw, Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 2 11.39 31.76 32.30 2.01 1.30 1.44 33.77 33.60 33.74 i 2.69 4.41 5.89 5.30 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Linelprofile (Line 3) - A '0 • Page 1 of 1 Eley (ft) Line 3 -A 44.00 44.00 41.00 7=L-7 41.00 38.00 ........ ------ 38.00 35.00 - 35.00 32.00 - E7 - 32.00 29.00 29.00 0 5 10 15 20 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 3 11.42 32.30 32.58 1.44 1.13 1.13 33.74 33.71 j 33.71 3.91 5.30 5.30 4.97 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 I LinelRofile (Line 4) - A • • Page 1 of 1 Elev (ft) Line 4 - A 44.00 44.00 --None- 41.00 .............. 41.00 38.00 38.00 35.00 35.00 32.00 32.00 29.00 29.00 0 5 10 15 20 25 30 35 40 45 50 55 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (fus) (ft) (ft) 4 11.04 32.58 33.99 1.49 1.11 1.11 34.07 35.10 j 35.10 3.63 5.24 4.97 4.21 07-569 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 1profile (Line 5) - A • • Page I of 1 Elev (ft) 45.00 42.00 — 39.00 Line 5 -A 45.00 42.00 39.00 36.00 — 33.00 - ----------- 36.00 33.00 30.00 0 5 10 15 20 25 30.00 30 Reach (ft) invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 5 11.09 33.99 34.44 1.46 1.11 1.11 35.45 35.55 j 35.55 3.73 5.25 4.21 3.71 07-559 La Quinta — —1 No. Lines: 3.8 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 41ofile (Line 6) - A • • Page 1 of 1 Elev (ft) None Line 6 -A F— None 41.00 41.00 39.00 39.00 37.00 37.00 35.00 35.00 33.00 33.00 31.00 31.00 0 5 10 15 20 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 6 11.16 34.44 34.53 1.46 1.35 1.55 35.90 35.88 36.08 3.74 4.11 3.71 2.97 07-569 La Quinta FNo. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 0 Line Profile (Line 7) - A • •Page I of I Elev (ft) Line 7 -A None None 41.00 41.00 39.00 39.00 37.00 .. ... . .......... . 37.00 35.00 35.00 33.00 33.00 31.00 1 31.00 0 5 10 15 20 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) M (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 7 11.20 34.53 34.58 1.62 1.56 1.70 36.15 36.14 36.28 3.32 3.46 2.97 2.92 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 0ofile (Line 8) - A • . • 1 of 1 Elea (ft) Line 8 - A None Manhole 41.00 41.00 39.00 39.00 37.00 37.00 35.00 35.00 _ _--50 L Line 9 irie-'?T— - - 33.00 33.00 31.00 3 1.00 0 5 10 15 20 25 30 35 40 45 50 55 60 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 8 7.82 34.58 34.85 1.79 1.51 1.61 36.37 36.36 36.46 2.08 2.52 2,92 2.65 07-559 La Quinta --�No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Linef0file (Line 9) - A • • Page 1 of 1 Hydraflow Storm Sewers 2008 Manhole Elev (ft) Line 9 -A Manhole 41.00 41.00 39.00 39.00 37.00 ............... . .......... 37.00 35.00 35.00 12 3tf-_c_ Yk-@I k5o 0/6 b r 1 33.00 33.00 31.00 31.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 9 7.78 34.85 35.48 1.67 1.01 1.22 36.52 36.49 36.70 i 2.23 4.21 2.65 2.92 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line4ofile (Line 10) - A3 • • Page 1 of 1 Elev (ft) Line 10 - A3 43.00 43.00 —.None.,..,...._.._:...... .....,......_........_.:.. 41.00 41.00 39.00 39.00 37.00 -- - -------- 37.00. 35.00 2.M% 35.00 33.00 33.00 0 5 10 15 20 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 10 1.63 35.48 35.60 1.00 1.00 1.16 36.70 36.71 36.76 2.08 2.08 4.42 4.20 077559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line f0fi le (Line 11) -A1 • • Page 1 of 1 Elev (ft) 41.00 39.00 None Line 11 -Al AE 41.00 39.00 37.00 35.00 33.00 37.00 29 35.00 33.00 ---------- ---L_ - Line 31.00 0 5 10 15 20 25 30 35 40 3 1.00 45 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) U . p (ft/s) Dn (ft) Up (ft) 11 5.20 34.58 35.50 1.50 0.87 1.40 36.34 36.37 j 36.90 i 2.95 4.89 3.92 2.00 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line Profile (Line 12) - A2 • • Page 1 of 1 Elev (ft) 41.00 39.00 M-anhole Line 12 - A2 F_ None 41.00 39.00 37.00 35.00 37.00 35.00 ........ -------- - ------ -- - - ----------- 33.00 33.00 31.00 0 5 10 15 20 25 30 31.00 35 40 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (fus) Dn (ft) Up (ft) 12 0.70 34.85 35.54 1.00 .1.00 1.02 36.55 36.55 36.56 0.90 0.90 4.15 3.61 077559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 0ofile (Line 13) - A2 • • Page 1 of I Elev (ft) Line 13 - A2 43.00 43.00 41.00 41.00 39.00 39.00 37.00 37.00 1 RI f- 1XI n1_9 2 22% 35.00 35.00 1 irip 14 33.00 33.00 0 5 10 15 20 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ftIS) (ftIS) (ft) (ft) 13 0.72 35.54 36.14 1.00 0.36 0.45 36.56 36.50 I 36.59 0.92 2.81 3.61 3.36 - - 07-559 La Quinta — [ No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 0file (Line 14) - A2 • • Page 1 of 1 Elev (ft) Line 14 - A2 44.00 44.00 42.00 Nnnp 42.00 40.00 40.00 38.00 38.00 36.00 36.00 L4 34.00 34.00 0 5 10 15 20 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (fus) (ft/s) (ft) (ft) 14 0.73 36.14 36.30 0.56 0.37 0.46 36.70 36.67 j 36.76 1.61 2.82 3.36 3.40 07-569 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Linefrofile (Line 15) - A 40 • Page 1 of 1 Elev (ft) Line 15 -A 43.00 43.00 41.00 r 41.00 39.00 — 39.00 37.00 37.00 35.00 — U;JL1 UU U.� /0 1 JhA-PO 33.00 — 33.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 15 6.80 35.48 35.88 1.22 0.87 0.87 36.70 36.75 j 36.75 2.86 4.47 2.92 2.52 07-559 La Quinta _T No. Lines: 38 Run Date: 05-19-2008 . Hydraflow Storm Sewers 2008 Line 0ofile (Line 'l 6) - A2 Page I of I Elev (ft) Line 16 - A2 44.00 44.00 42.00 42.00 40.00 40.00 38.00 . ........ 38.00 36.00 MY ......... F ........... L ii - o 34.00 — 34.00 0 5 10 15 20 25 30 35 40 45 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (fvs) (fVs) (ft) (ft) 16 0.77 36.30 36.87 0.57 0.37 0.53 36.87 37,24 j 37.40 i .1.68 2.90 3.40 L 3.50 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Linepofile (Line 17) - A • • Pagel of I Elev (ft) Line 17 -A None None — 42.00 42.00 40.00 . ......... _MT 40.00 38.00 38.00 36.00 36.00 19 T.5 34.00 34.00 32.00 32.00 0 5 10 15 20 25 30 35- 40 45 50 55 60 65 70 75 80 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 17 5.16 35.88 36.23 1.16 0.77 0.96 37.04 37.00 j 37.19 2.30 4.05 2.52 2.37 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 0ofile (Line 18) - A2 40 • Page I of 1 Elev (ft) Line 18 - A2 44.00 44.00 42.00 42.00 40.00 – 40.00 38.00 -F— 91 38.00 — D-1-72%— 36.00 – Lint! 16 .720o 36.00 34.00 –' I 34.00 0 5 10 15 20 25 30 35 40 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 18 0.52 36.87 37.37 0.53 0.31 0.42 37.40 37.68 j 37.79 i 1.25 2.56 3.50 3.00 07-559 La Quinta --5o. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 0ofile (Line 19) - A • • Page 1 of 1 Elev (ft) Line 19 -A 44.00 44.00 None 42.00 42.00 40.00 40.00 38.00 -P ....... 38.00 36.00 36.00 0 ine 17 34.00 3 4.00 0 5 10 15 20 25 30 35 40 45 50 55 60 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 19 3.80 36.23 36.75 1.14 0.74 1.14 37.37 37.49 j 37.89 i 2.64 4.35 3.37 2.00 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 1profile (Line 20) - A5 • OPage I of 1 Elev (ft) Lille 20 - A5 43.00 43.00 —None 41.00 41.00 39.00 39.00 37.00 37.00 7`7747 .3wlc 35.00 35.00 Line 15) 33.00 33.00 0 5 10 15 20 25 30 35 40 45 50 55 60 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 20 2.66 35.88 37.00 1.11 0.65 1.01 36.99 37.65 j 38.01 i 2.31 4.10 3.77 2.00 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 1profile (Line 21) - A • • Page 1 of 1 Elea (ft) Line 21 -A 44.00 .... ... . ... 44.00 —None 42.00 42.00 40.00 40.00 38.00 38.00 36.00 36.00 34.00 34.00 0 5 10 15 20 25 30 35 40 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ftts) (ft) (ft) 21 2.11 36.23 36.38 1.16 1.01 1.04 37.39 37.39 37.42 1.44 1.66 3.37 3.02 07-559 La Quifita T No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Linegrlofile (Line 22) - A • Pagel of l Elev (ft) 44.00 Line 22 - A 44.00 42.00 40.00 —None— —F—None 42.00 40.00 38.00 36.00 38.00 36.00 tine-23-- 34.00 0 5 10 15 20 25 30 35 34.00 40 45 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft1s) Dn (ft) Up (ft) 22 2.18 36.38 36.54 1.04 0.88 0.93 37.42 37.42 37.47 1.66 2.03 3.02 2.86 07-569 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 0file (Line 23) -A • Page 1 of 1 Elev (ft) Line 23 -A 44.00 44.00 42.00 42.00 40.00 — ............. 40.00 38.00 38.00 36.00 45Lf - 51 L he 3koo 34.00 34.00 0 5 10 15 20 25 30 35 40 45 50 55 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 23 2.30 36.54 36.77 0.97 0.73 0.84 37.51 37.50 37.61 1.91 2.71 2.86 3.33 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 1profile (Line 24) - A7 is • Page 1 of 1 Elev (ft) Line 24 - A7 44.00 44.00 % one —Non a ...... — 42.00 42.00 40.00 40.00 38.00 n 38.00 36.00 'Tj 36.00 I-Ime 34.00 34.00 0 5 10 15 20 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn UP Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 24 0.59 36.77 37.37 0.95 0.33 1 0.33 37.72 37.70 37.70 0.77 2.66 I 3.83 2.47 07-559 La Quinta -- T No. Lines: 38 1 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line ?rlofile (Line 25) - A7 0 0 Page 1 of 1 Elea (ft) Line 25 - A7 45.00 45.00 43.00 43.00 41.00 41.00 39.00 37.00 — 39.00 37.00 0 35.00 35.00 0 5 10 15 20 25 30 35 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) UP (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 25 0.63 37.37 37.50 0.43 0.34 I 0.46 37.80 37.84 37.96 i 1.96 2.68 2.47 2.00 07-559 La Quinta I No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line fprofile (Line 26) - A • 0 Page 1 of 1 Elev (ft) 44.00 42.00 40.00 - Line 26 -A 44.00 42.00 40.00 38.00 - 38.00 d- 36.00 _ �_. _ .-.. � �...L_. F-36 7M 0 Une 34.00 0 34.00 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 26 1.82 36.77 37.14 0.87 0.61 0.76 37.64 37.75 37.90 2.50 3.65 3.83 3.06 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line ofile (Line 27) - A Page 1 of 1 Elev (ft) 45.00 Line 27 - A 45.00 43.00 41.00 39.00 37.00 43.00 41.00 39.00 37.00 More :,C—Fne_3 35.00 0 5 10 15 20 25 3 5.00 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 1.84 37.14 37.22 0.83 0.76 0.89 37.97 37.98 38.11 2.65 2.88 3.06 2.68 07-659 La Quinta No. Lines: 38 —Run Date: 05-19-2008 Hydreflow Storm Sewers 2008 Line lRofile (Line 28) -Ag • • Page 1 of 1 Elev (ft) 44.00 Line 28 - A9 44.00 41.00 38.00 41.00 38.00 35.00 35.00 32.00 32.00 ie-- 29.00 - 0 5 10 15 20 29.00 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) ..Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (fus) Dn (ft) Up (ft) 28 0.83 32.58 35.80 1.25 0.37 0.50 34.14 36.17 36.30 i 0.68 2.79 6.22 2.75 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 1profile (Line 29) - Al Page I of I Elev (ft) Line 29 - Al 43.00 43.00 41.00 41.00 A OD one 39.00 39.00 37.00 - - _ 37.00 35.00 35.00 33.00 3 3.00 0 5 10 15 20 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 29 1.34 35.50 35.56 1.00 1.00 1.38 36.90 36.91 36.94 1.71 1.71 2.50 2.54 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line lft0file (Line 30) - Al • • Page I of 1 Elev (ft) Line 30 - Al 43.00 43.00 Non E.-.1--.–.-----. 41.00 41.00 None 39.00 39.00 37.00 37.00 35.00 31 L4 12" @ 1.66 r 35.00 n jcl-- in 7- L—L e-29--.- 33.00 33.00 1 0 5 10 15 20 25 30 35 40 45 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn UP Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (fus) (ft) (ft) 30 1.38 35.56 36.04 1.00 0.93 0.97 36.94 36.97 37.01 1.76 1.82 2.54 2.71 07-559 La Quinta FNo, Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line0ofile (Line 31) - Al • • Page 1 of 1 Elea (ft) Line 31 - Al 44.00 44.00 42.00 42.00 40.00 - ---------- 40.00 38.00 C 38.00 36.00 — 36.00 30 34.00 34.00 0 5 10 15 20 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft1s) (ft) (ft) 31 1.41 36.04 36.30 0.97 0.69 0.76 37.01 36.99 37.06 1.81 2.44 2.71 2.50 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 00file (Line 32) -A3 • • Page 1 of 1 Elev (ft) Line 32 - A3 43.00 43.00 41.00 41.00 39.00 — 39.00 37.00 37.00 35.00 — 81 Lf 12 r;� 1 160) 35.00 line -1:0-- 33.00 — 33.00 0 5 10 15 20 25 30 35 40 45 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft1s) (ft) (ft) 32 1.66 35.60 35.96 1.00 0.83 0.90 36.76 36.79 36.86 2.12 2.39 4.20 3.86 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow, Storm Sewers 2008 Line 00file (Line 33) - A3 • • Page 1 of 1 Elev (ft) Line 33 - A3 No ne F– None 42.00 – 42.00 40.00 40.00 38.00 38.00 36.00 ..... — -P 17 �=Lini, --f-1, --@.-1 -:446- 336.00 -1 -ine-32- 34.00 34.00 32.00 32.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 33 1.73 35.96 36.68 0.91 0.56 0.56 36.87 37.24 j 37.24 2.31 3.84 3.86 3.32 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 1profile (Line 34) - A3 • • Page 1 of I Elev (ft) Line 34 - A3 44.00 44.00 MINone. 42.00 42.00 40.00 - 40.00 38.00 .. ... ITT= 38.00 -j 7Li 36.00 - OT-1 13 % 8 - .00 34.00 - 34.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (fus) (ft) (ft) 34 1.11 36.68 37.40 0.76 0.45 0.45 37.44 37.85 j 37.85 1.74 3.26 3.32 3.10 07-559 La Quints No. Lines: 38 1 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line *ofile (Line 35) - A4 0 • Page I of 1 Elea (ft) Line 35 - AA 44.00 44.00 42.00 42.00 40.00 40.00 38.00 38.00 36.00 A iY' 36.00 34.00 3 4.00 0 5 10 15 20 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 35 0.78 36.68 36.90 0.72 0.44 0.44 37.40 37.34 37.34 i 1.30 2.34 3.32 3.00 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydreflow Storm Sewers 2008 Line 1pofile (Line 36) - A3 •Page1of1 Elev (ft) Line 36 - A3 45.00 45.00 43.00 43.00 41.00 41.00 39.00 39.00 37.00 ................ ------- 37.00 L4 35.00 35.00 0 5 10 15 20 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 36 1.13 37.40 37.56 0.58 0.45 0.45 37.98 38.01 j 38.01 2.39 3.29 3.10 2.44 07-569 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Linepofile (Line 37) - A3 40 • Page 1 of 1 Elea (ft) Line 37 - A3 45.00 45.00 43.00 43.00 41-00 41.00 39.00 39.00 37.00 A I P- d 4 A 0 t '7ft 37.00 6-.-- i I I U to 35.00 35.00 0 5 10 15 20 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 37 1.15 37.56 37.70 0.59 0.45 0.67 38.15 38.15 j 38.37 i 2.40 3.30 2.44 2.00- 07-569 La Quinta I No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Linelprofile (Line 38) - A 0 • Pagel of l Elev (ft) Line 38 -A 45.00 45.00 43.00 43.00 41.00 T 41.00 39.00 39.00 37.00 37.00 35.00 35.00 0 5 10 15 20 25 30 35 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 38 1.88 37.22 37.35 0.89 0.78 0.88 38.11 38.13 38.23 2.54 2.84 2.68 2.00 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 77 �c • • HYDROLOGY & HYDRAULIC REPORT CALLE TAMPICO PLAZA 07 -559 Hydrology Report.doc 100 - YEAR STORM ANALYSIS 100- r Hy • Page 1 Line Line Inlet Drng Runoff i Flow Invert Invert Vel Vel Depth Depth HGL HGL Gnd /Rim Gnd /Rim J -Loss No. Span ID Area Coeff Inlet Rate Dn Up Dn Up Dn Up Dn Up El Dn El Up Coeff (in) (ac) (C) (In/hr) (cfs) (ft) (ft) ON (ft/s) (ft) (ft) (ft) (ft) (ft) (ft) 1 30 0.00 0.00 0.00 21.20 31.21 31.76 4.32 5.71 2.50 1.77 33.71 33.53 39.71 40.15 0.75 2 30 0.00 0.00 0.00 21.33 31.76 32.30 4.44 6.70 2.36 1.54 ** 34.12 33.84 40.15 40.10 2.00 3 30 0.00 0.00 0.00 21.39 32.30 32.58 4.36 4.53 2.50 2.30 34.89 34.88 40.10 40.05 0.75 4 30 0.00 0.00 0.00 20.72 32.58 33.99 4.22 6.63 2.50 1.52 ** 35.16 35.51 j 40.05 40.70 0.75 5 30 0.00 0.00 0.00 20.83 33.99 34.44 5.14 6.64 1.92 1.53 ** 35.91 35.97 40.70 40.65 0.75 6 30 0.00 0.00 0.00 20.98 34.44 34.53 5.17 5.43 1.93 1.83 36.37 36.36 40.65 40.00 0.75 7 30 0.00 0.00 0.00 21.06 34.53 34.58 4.44 4.50 2.31 2.27 36.84 36.85 40.00 40.00 0.75 8 30 0.00 0.00 0.00 14.65 34.58 34.85 2.99 3.00 2.50 2.45 37.26 37.30 40.00 40.00 1.00 9 30 0.00 0.00 0.00 14.37 34.85 35.48 2.93 3.35 2.50 2.04 37.45 37.52 40.00 40.90 1.00 10 12 0.00 0.00 0.00 2.79 35.48 35.60 3.55 3.55 1.00 1.00 37.69 37.72 40.90 40.80 0.75 11 18 A8 0.78 0.90 9.35 8.56 34.58 35.50 4.84 4.84 1.50 1.50 37.09 37.24 40.00 39.00 0.75 12 12 0.00 0.00 0.00 1.27 34.85 35.54 1.62 1.62 1.00 1.00 37.54 37.57 40.00 40.15 0.75 13 12 0.00 0.00 0.00 1.28 35.54 36.14 1.63 1.63 1.00 1.00 37.60 37.61 40.15 40.50 0.75 14 12 0.00 0.00 0.00 1.29 36.14 36.30 1.65 1.65 1.00 1.00 37.64 37.66 40.50 40.70 0.75 15 30 0.00 0.00 0.00 12.31 35.48 35.88 2.67 3.20 2.22 1.83 37.70 37.71 40.90 40.90 0.75 16 12 A10 0.06 0.90 9.35 1.32 36.30 36.87 1.68 1.87 1.00 0.84 37.69 37.71 40.70 41.37 0.75 17 30 0.00 0.00 0.00 8.97 35.88 36.23 2.14 2.63 1.99 1.64 37.87 37.87 40.90 41.10 0.75 18 12 A9 0.10 0.90 9.35 0.84 36.87 37.37 1.11 2.95 0.92 0.39- 37.79 37.76 j 41.37 41.37 0.75 19 18 A3 0.73 0.90 9.35 6.14 36.23 36.75 3.48 3.86 1.50 1.27 37.95 38.02 41.10 40.25 1.00 20 15 A4 0.51 0.90 9.35 4.29 35.88 37.00 3.50 4.89 1.25 0.84 37.83 37.84 40.90 40.25 1.00 21 18 0.00 0.00 0.00 3.61 36.23 36.38 2.04 2.04 1.50 1.50 37.99 38.01 41.10 40.90 0.75 22 18 0.00 0.00 0.00 3.67 36.38 36.54 2.08 2.08 1.50 1.50 38.06 38.09 40.90 40.90 0.75 07 -559 La Quinta Number of lines: 38 Date: 05 -19 -2008 NOTES: Intensity = 24.29 / (Inlet time + 0.10) ^ 0.59 - Return period = 100 Yrs. ; i Inlet control; *" Critical depth Hydraflow Storm Sewers 2008 • • 00 -Yr Hy • Page 2 Line Line Inlet Drng Runoff 1 Flow Invert Invert Vel Vel Depth Depth HGL HGL Gnd /Rim Gnd1RIm J -Loss No. Span ID Area Coeff Inlet Rate Dn Up Dn Up Dn Up Dn Up El Dn El Up Coeff (in) (ac) (C) (In/hr) (cfs) (ft) (ft) ON (ft/s) (ft) (ft) (ft) (ft) (ft) (ft) 23 18 0.00 0.00 0.00 3.77 36.54 36.77 2.13 2.19 1.50 1.41 38.14 38.18 40.90 41.60 1.00 24 12 0.00 0.00 0.00 0.99 36.77 37.37 1.27 1.30 1.00 0.93 38.30 38.30 41.60 40.84 1.00 25 12 A2 0.12 0.90 9.35 1.01 37.37 37.50 1.30 1.44 0.96 0.84 38.33 38.34 40.84 40.50 1.00 26 12 0.00 0.00 0.00 2.95 36.77 37.14 3.76 3.76 1.00 1.00 38.25 38.62 41.60 41.20 0.75 27 12 0.00 0.90 0.00 2.98 37.14 37.22 3.80 3.80 1.00 1.00 38.78 38.86 41.20 40.90 1.00 28 15 All 0.16 0.90 9.35 1.35 32.58 35.80 1.10 3.24 1.25 0.46- 35.42 36.26 40.05 39.80 1.00 29 12 0.00 0.00 0.00 2.20 35.50 35.56 2.81 2.81 1.00 1.00 37.75 37.76 39.00 39.10 0.75 30 12 0.00 0.00 0.00 2.25 35.56 36.04 2.86 2.86 1.00 1.00 37.85 37.94 39.10 39.75 0.75 31 12 A7 0.27 0.90 9.35 2.27 36.04 36.30 2.89 2.89 1.00 1.00 38.04 38.09 39.75 39.80 0.75 32 12 0.00 0.00 0.00 2.84 35.60 35.96 3.61 3.61 1.00 1.00 37.87 38.01 40.80 40.82 0.75 33 12 0.00 0.00 0.00 2.94 35.96 36.68 3.75 3.74 1.00 1.00 38.16 38.47 40.82 41.00 1.00 34 12 0.00 0.00 0.00 1.82 36.68 37.40 2.31 2.31 1.00 1.00 38.82 38.94 41.00 41.50 0.75 35 12 A6 0.15 0.90 9.35 1.26 36.68 36.90 1.61 1.61 1.00 1.00 38.87 38.87 41.00 40.90 0.75 36 12 0.00 0.90 0.00 1.84 37.40 37.56 2.34 2.34 1.00 1.00 39.00 39.03 41.50 41.00 0.75 37 12 A5 0.22 0.90 9.35 1.85 37.56 37.70 2.36 2.36 1.00 1.00 39.10 39.12 41.00 40.70 0.75 38 12 Al 0.36 0.90 9.35 3.03 37.22 37.35 3.86 3.86 1.00 1.00 39.09 39.22 40.90 40.35 0.75 07 -559 La Quinta Number of lines: 38 Date: 05-19 -2008 NOTES: Intensity = 24.29 / (Inlet time + 0.10) ^ 0.59 - Return period = 100 Yrs. ; i Inlet control; '" Critical depth Hydrenow storm sewers 2008 Line 00file .(Line 1) - A • • Page 1 of 1 Eiev (ft) Line 1 -► 43.00 �__._..: .......__,___._...._._�_...�.._ �.. � ....__...�....._....�._.�..�... None._.._.... , 43AO 40.00 40.00 37.00 34.00 .�_,...._._......__...�. _ ,,..._..._.�., -....� . -.,._� _.�.......�...,...__ ._......,.�:- .._.....� �....._ .�.._........�,, 37.00 , 34.00 31.00 31.00 fit . 2$.00. 0 5 10 15 20 28 28.00 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity „ Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) . Up (ft) Hw, (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 1 20.77 31.21 31.76 2.50 1.79 2.14 33.71 . -33.55 , ° 33.90 4.23- _ 5.53- 6.00 5.89 07 -559 La.Quinta No. Lines: 38 Run Date: 05 -19 -2008 Hydraflow Storm Sewers 2008 Line f0file (Line 2) - A • • Page 1 of 1 .Elev (ft) Line 2'- A 43.00 43.00 40.00 — 40.00 37.00 37.00 34.00 — 34.00 31.00 31.00 9 =IA" 4Q :4 q7q, 28.00 28.00 0 5 10 15 20 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) J , nct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 2 20.86 31.76 32.30 2.34 1.53 2.55 34.10 33.83 34.85 i 4.37 6.64 5.89 5.30 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 0ofile (Line 3) - A • • Page 1 of I Elev (ft) Line 3 -A 44.00 44.00 -1 Jone— -.-- 41.00 38.00 — 41.00 38.00 ------- - 35.00 35.00 32.00 — L= 32.00 -- I L 3.0'-.i -3-50? 01 29.00 29.00 0 5 10 15 20 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover' Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 3 20.90 32.30 32.58 2.50 2.25 2.49 34.85 34.83 35.07 4.26 4.49 5.30 4.97 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 IR - 0 •Page1of1 Line rofile (Line 4) - A Elev (ft) 44.00 --None- 41.00 Line 4 -A 44.00 41.00 38.00 38.00 35.00 32.00 35.00 32.44 --L..Une-5— ine-.3-- ------ 29.00 0 5 10 15 20 25 29.00 30 35 40 45 50 55 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (fus) Up (ft/s) Dn (ft) Up (ft) 4 20.15 32.58 33.99 2.50 • 1.50 1.50 35.12 35.49 j 35.49 4.11 6.55 4.97 4.21 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 1profi le (Line 5) -A • Page 1 of 1 Elev (ft) 45.00 42.00 - Line 5 -A 45.00 42.00 39.00 36.00 33.00 - 39.00 36.00 33.00 30.00 0 — - --- - ----------- 5 10 15 20 30.00 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 5 20.22 33.99 34.44 1.90 1.50 1.50 35.89 - 35.94 35.94 5.04 6.56 4.21 3.71 07-559 La Quinta t No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 1profile (Line 6) - A • • Page I of I Elev (ft) None Line 6 - A None 41.00 41.00 39.00 39.00 37.00 37.00 .............. 35.00 35.00 f—e Jne-T- 33.00 33.00 31.00 L — 31.00 0 5 10 15 20 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 6 20.31 34.44 34.53 1.91 1.81 2.14 36.35 36.34 36.67 5.06 5.35 3.71 2.97 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line $profile (Line 7) - A • • 1 of 1 Elev (ft) 41.00 39.00 Nc-ine Line 7 -A None 41.00 39.00 37.00 35.00 33.00 37.00 35.00 33.00 --1-0 Lr-30 -50.°/ K---- 31.00 0 5 10 15 20 31.00 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) T 20.36 34.53 34.58 2.27 2.23 2.46 36.80 36.81 37.04 4.34 4.40 2.97 2.92 077559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line ofile (Line 8) - A OPage 1 of 1 Eley (ft) Lie 8 - A n None Manhole 41.00 41.00 39.00 39.00 37.00 ;OM 37.00 35.00 35.00 Line 9 33.00 33.00 31.00 31.00 0 5 10 15 20 25 30 35 40 45 50 55 60 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (fus) (fus) (ft) (ft) 8 14.15 34.58 34.85 2.50 2.38 2.51 37.19 37.23 37.36 2.88 2.94 2.92 2.65 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Linepofile (Line 9) -*A 0 Page 1 of 1 Hydraflow Storm Sewers 2008 Manhole Elea (ft) Lhie 9 -A Manhole 41.00 41.00 39.00 39.00 37.00 mm- 37.00 35.00 35.00 1-2 L f - -.:--3 0 .-50-% bi ie 10 33.00 33.00 31.00 31.00 0 10 20 30 40 50 60 70 80 90 100 110 120. 130 140 150 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) El13.86 34.85 35.48 2.50 1.95 2.12 37.37 37.43 37.60 2.82 3.38 2.65 2.92 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 0ofile (Line 10) - A3 • • Page 1 of 1 Elev (ft) 43.00 41.00 Line 10 - 0' 3 Nione- 43.00 41.00 39.00 37.00 35.00 39.00 37.00 35.00 L-ine-9 2.151M 33.00 0 5 10 15 20 33.00 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up. (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 10 2.78 35.48 35.60 1.00 1.00 2.18 37.60 37.63 37.78 3.54 3.54 4.42 4.20 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 00file (Line 11) -A1 • • Page I of I Elev (ft) Line 11 -Al None 41.00 41.00 39.00 39.00 37.00 ..... 37.00 35.00 35.00 32'Lf -ff2-.87'% --Line- 29 33.00 33.00 31.00 31.00 0 5 10 15 20 25 30 35 40 45 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 11 8.54 34.58 35.50 1.50 1.50 1.70 37.04 37.19 37.20 i 4.84 4.83 3.92 2.00 07-559 La Quinta - --7No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line Profile (Line 12) - A2 • OPage 1 of 1 Elev (ft) Line 12 - A2 Manhole F- None 41.00 41.00 39.00 39.00 37.00 .............. 37.00 35.00 35.00 6 L-f--1-2'-Ca -2--65%--- 33.00 33.00 31.00 31.00 0 5 10 15 20 25 30 35 40 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 12 1.20 34.85 35.54 1.00 1.00 .1.97 37.46 37.48 37.51 1.53 1.53 4.15 3.61 07-559 La Quinta FNo. Lines: 38 Run Date: 05-19-2008 HydraRow Storm Sewers 2008 Line profile (Line 13) - A2 * Page I of 1 Elev (ft) Line 13 - A2- 43.00 43.00 41.00 - 41.00 39.00 39.00 37.00 - ------ ..... 37.00 -�--- 35.00 - w..__.,._ _.__ ��� _� M......._ _...I'_. I pi f n- 2 22% 35.00 33.00 ----------- L 33.00 0 5 10 15 20 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 13 1.22 35.54 36.14 1.00 1.00 1.41 37.51 37.52 37.55 1.55 1.55 3.61 3.36 07-669 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 1profile (Line 14) - A2 Page 1 of 1 Elev (ft) Line 14 - A2 44.00 44.00 42.00 Nnnp- 42.00 40.00 40.00 38.00 38.00 36.00 36.00 34.00 34.00 0 5 10 15 20 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 14 1.24 36.14 36.30 1.00 1.00 1.29 37.55 37.56 37.59 1.57 1.57 3.36 3.40 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 9rlofile (Line 15) - A 0 1 0 Page 1 of 1 Elev (ft) Line 15 -A 43.00 43.00 _ -Nlai ihole- -..—,,Nc ne- ni 41.00 41.00 39.00 39.00 37.00 37.00 35.00 -T- U;JL1 -JU �k U.- 1 /0 -thAPO 33.00 — --- 33.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 , Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 15 11.93 35.48 35.88 2.12 1.73 1.86 37.60 37.61 37.74 2.68 3.29 2.92 2.52 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line Wile (Line 16)' A2 Page I oft Elev (ft) Line 16 - A2- 44.00 44.00 N 42.00 42.00 40.00 40.00 38.00 38.00 36.00 35Lf irk L 7ri-e =.- -L _!q W. 34.00 34.00 0 5 10 15 20 25 30 35 40 45 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (fus) (ft/s) (ft) (ft) 16 1.28 36.30 36.87 1.00 0.73 0.78 37.59 37.60 37.65 1.63 2.08 3.40 3.50 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 0ofile (Line 17) --A is *Page 1 of I Elev (ft) Line 17 -A No None None — 42.00 42.00 40.00 40.00 38.00 38.00 36.00 36.00 34.00 34.00 32.00 32.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft(s) (ft) (ft) 17 8.87 35.88 36.23 1.90 1.54 1.63 37.78 37.77 37.86 2.22 2.79 2.52 2.37 07-559 La Quinta - No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Linepofile (Line 18) - A2 • • Page 1 of 1 Elev (ft) Line 18 - A2 44.00 44.00 42.00 42.00 40.00 — 40.00 38.00 38.00 36.00 'I ED 36.00 1 L I F d 34.00 34.00 0 5 10 15 20 25 30 35 40 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 18 0.84 36.87 37.37 0.83 0.39 0.55 37.70 37.76 j 37.92 i 1.20 2.98 3.50 3.00 07-659 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line Profile (Line 19) - A • •Page I of 1 Elev (ft) Line 19 -A 44.00 44.00 None 42.00 , 42.00 A J 40.00 40.00 38.00 38.00 36.00 36.00 34.00 34.00 0 5 10 15 20 25 30 35 40 45 50 55 60 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 19 6.14 36.23 36.75 1.50 1.14 1.30 37.86 37.89 38.05 i 3.48 4.24 3.37 2.00 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Linepofile (Line 20) - A5 • • Page 1 of 1 Elev (ft) Line 20 - A5 43.00 43.00 �,None 41.00 41.00 39.00 39.00 37.00 37.00 35.00 — Line I S 35.00 33.00 — 33.00 0 5 10 15 20 25 30 35 40 45 50 55 60 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 20 4.29 35.88 37.00 1.25 0.83 1.41 37.74 37.83 j 38.41 i 3.50 4.97 3.77 2.00 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 00file (Line 21) -A is • Page I of 1 Elev (ft) 44.00 Line 21 -A 44.00 42.00 40.00 None —None.—,--- 42.00 40.00 38.00 38.00 36.00 34.00 0 5 10 15 20 25 30 36.00 34.00 35 40 Reach (ft) Line # Q (cfs) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 21 3.60 36.23 36.38 1.50 1.50 1.61 37.92 37.94 37.99 2.04 2.04 3.37 3.02 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line !profile (Line 22) - A - • *Page 1 of I Elea (ft) Line 22 - A 44.00 44.00 � -None ---. 42.00 42.00 40.00 40.00 38.00 38.00 36.00 36.00 ho 177-- B L—Line-23--, 34.00 34.00 0 5 10 15 20 25 30 35 40 45 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 22 3.68 36.38 36.54 1.50 1.48 1.53 37.99 38.02 38.07 2.08 2.09 3.02 2.86 07-559 La Quinta — FNo. Lines: 38 —TRun Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line Rofile (Line 23) - A • • Page 1 of 1 Elev (ft) Line 23 -A 44.00 — 44.00 �-None- 42.00 42.00 40.00 skli 40.00 38.00 38.00 36.00 u 0 1 70 L ine 1�00 ----L--L ine--2-2---.--. -1 34.00 34.00 0 5 10 15 20 25 30 35 40 45 50 55 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (fus) (ft) (ft) 23 3.82 36.54 36.77 1.50 1.33 1.41 38.07 38.10 38.18 2.16 2.31 2.86 3.33 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line9ofile (Line 24) - A7 40 • Page 1 of I Elev (ft) Line 24 - A7 44.00 44.00 Non 42.00 42.00 40.00 40.00 38.00 38.00 -----l-2 T- —2 :00.°0 36.00 E=151 36.00 ie 23 34.00 34.00 0 5 10 15 20 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 24 0.97 36.77 37.37 1.00 0.87 0.90 38.24 38.24 38.27 1.24 1.34 3.83 2.47 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 1Profile (Line 25) - A7 0 • Page 1 of 1 Elev (ft) Line 25 - A7 45.00 45.00 43.00 43.00 41.00 41.00 39.00 39.00 37.00 — 37.00 Lf— 12—@Z. 52°/,)t---.-;,-.-..,-,..,.---l- 35.00 35.00 0 5 10 15 20 25 30 35 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 25 1.01 37.37 37.50 0.90 0.77 0.81 38.27 38.27 38.31 1.36 1.55 2.47 2.00 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydreflow Storm Sewers 2008 Linefofile (Line 26).- A • • Page 1 of 1 Elev (ft) Line 26 -A 44.00 44.00 lor e ne — 42.00 ------ --- -- 42.00 40.00 ....... 40.00 38.00 — .. 8.00 3 I— 36.00 Z! 1L-J 2LA LI ,3 17160 0 Une 2'-- 34.00 — 34.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ftIS) (ft/s) (ft) (ft) 26 2.97 36.77 37.14 1.00 1.00 1.58 38.18 38.55 38.72 3.78 3.78 3.83 3.06 07-659 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line ofile (Line 27) - A •Page1ofI Elev (ft) Line 27 - A 45.00 45.00 43.00 43.00 None 41.00 41.00 39.00 39.00 37.00 37.00 6t -2 No 35.00 35.00 0 5 10 15 20 25 30 Reach (ft) Invert Elevation Depth of Flow - Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 27 2.99 37.14 37.22 1.00 1.00 1.81 38.72 38.80 39.03 3.81 3.81 3.06 2.68 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 1profile (Line 28) - A9 • • Page 1 of 1 Elev (ft) Line 28 - A9 44.00 44.00 41.00 41.00 38.00 — 38.00 35.00 — 35.00 32.00 32.00 29.00 0 5 10 15 20 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Gradetine Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft1s) (ft) (ft) 28 1.35 32.58 35.80 1.25 0.46 0.66 35.36 36.26 36.46 i 1.10, 3.24 6.22 2.75 07 -559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Linef0file (Line 29) - Al • • Page 1 of 1 Elev (ft) 43.00 Line 29 - Al 43.00 41.00 41 1 .00 —114one 39.00 39.00 37.00 35.00 26ffi U Lil°�e 11° 33.00 0 5 2.00% Line-30--- 10 15 20 37.00 35.00 33.00 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 2.20 35.50 35.56 1.00 1.00 1.74 37.20 37.20 37.30 2.80 2.80 2.50 2.54 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 00file (Line 30) - Al • • Page 1 of 1 Elev (ft) Line 30 - Al 43.00 43.00 _._.,_...._ .....Non °_. — ----- 41.00 41.00 None 39.00 39.00 37.00 37.00 35.00 35.00 33.00 33.00 0 5 10 15 20 25 30 35 40 45 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (fYs) (fys) (ft) (ft) 30 2.25 35.56 36.04 1.00 1.00 1.44 37.30 37.38 37.48 2.86 2.86 2.54 2.71 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line ofile (Line 31) - Al • •Page1ofI Elev (ft) Line 31 - Al 44.00 44.00 42.00 42.00 -A7-- 40.00 40.00 38.00 38.00 36.00 - 36.00 Me-3-0- 34.00 34.00 0 5 10 15 20 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ftIS) (ft/s) (ft) (ft) 31 2.27 36.04 36.30 1.00 1.00 1.33 37.48 37.53 37.63 2.89 2.89 2.71 2.50 07-569 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 1profile (Line 32) - A3 • • Page 1 of 1 Elev (ft) Line 32 - A3 43.00 43.00 —.None— -None 'U"C 41.00 41.00 39.00 39.00 37.00 37.00 1 1 r- 0). 35.00 L-11 IQ J.j 35.00 33.00 33.00 0 5 10 15 20 25 30 35 40 45 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (fus) (ft) (ft) 32 2.82 35.60 35.96 1.00 1.00 2.10 37.78 37.91 38.06 3.59 3.59 4.20 3.86 07-559 La Quinta No. Lines: 38 t Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line9ofile (Line 33) - A3 Pagel of 1 Elev (ft) Line 33 - A3 ne F— No None 42.00 — 42.00 40.00 40.00 38.00 — ----- AIMOM 38.00 36.00 3�6 .00 Une-32- -Lin 34.00 34.00 32.00 32.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (fus) (fus) (ft) (ft) 33 2.90 35.96 36.68 1.00 1.00 1.89 38.06 38.36 38.57 3.69 3.69 3.86 3.32 07-659 La Quinta No. Lines: 38 —Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line 0file (Line 34) - A3 Page I of I Bev (ft) Line 34 - A3 44.00 44.00 None, =Noni 42.00 42.00 40.00 40.00 38.00 38.00 ---6 "- Line. 36.00 Iff 12 5- L'I'MR-- .00 34.00 34.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) M (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 34 1.81 36.68 37.40 1.00 1.00 1.48 38.70 38.82 38.88 2.30 2.30 3.32 3.10 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line%ofile (Line 35) - A4 • • Page 1 of 1 Elev (ft) Line 35 - A4 44.00 44.00 42.00 42.00 40.00 40.00 38.00 38.00 36.00 - 36.00 34.00 34.00 0 5 10 15 20 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn' Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 35 1.26 36.68 36.90 1.00 1.00 1.88 38.75 38.75 38.78 1.61 1.61 3.32 3.00 07-559 La Quinta No. Lines: 38 _7 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line ofile (Line 36) - A3 Page I of I Elev (ft) Line 36 - A3 45.00 45.00 43.00 "17Ln . ......... . . 43.00 41.00 41.00 39.00 39.00 37.00 37.00 L101-0-3 37 35.00 35.00 0 5 10 15 20 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 36 1.83 37.40 37.56 1.00 1.00 1.42 38.88 38.91 38.98 2.33 2.33 3.10 2.44 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Line0ofile (Line 37) - A3 • • Page 1 of 1 Elev (ft) Line 37 - A3 45.00 45.00 43.00 43.00 41.00 41.00 39.00 39.00 37.00 37.00 1 Kf - 1 0 35.00 35.00 0 5 10 15 20 25 30 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (fus) Dn (ft) Up (ft) 37 1.85 37.56 37.70 1.00 1.00 1.37 38.98 39.00 39.07 2.36 2.36 2.44 2.00 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 Linetofile (Line 38) - A 0 • Page 1 of 1 Elea (ft) Line 38 - A 45.00 45.00 43.00 — 43.00 41.00 41.00 39.00 39.00 37.00 37.00 ie. 27 35.00 - 35.00 0 5 10 15 20 25 30 35 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q Dn Up Dn Up Hw Dn Up Jnct Dn Up Dn Up (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft/s) (ft/s) (ft) (ft) 38 3.03 37.22 37.35 1.00 1.00 1.98 39.03 39.16 39.33 3.86 3.86 2.68 2.00 07-559 La Quinta No. Lines: 38 Run Date: 05-19-2008 Hydraflow Storm Sewers 2008 HYDROLOGY & HYDRAULIC REPORT CALLE TAMPICO PLAZA [7 • DR 07 -559 Hydrology Report.doc NUISANCE FLOW /MITIGA TION ANALYSIS q O Z Z w N w 3 Z Z w ov) W r� Uj ce O T.w �o f,z p w qlW • • • LEGEND / HYDROLOGIC DATA STORM FREQUENCY: 10 YEARS TOTAL DRAINAGE STUDY AREA: 74 Acres DRAINAGE AREA BOUNDARY -- — — DRAINAGE SUB -AREA BOUNDARY •�— FLOW DIRECTIONAL ARROW EXISTING STORM DRAIN ® DRY WELL GRATE INLET CATCH BASIN / WIDTH 7• SOIL GROUP(S): A & 8 SANDY LOAM, LOAMY SAND AND FINE SAND LAND USE: RESIDENTIAL & COMMERCIAL lO 10 YEAR STORM FLOW Tc TIME OF CONCENTRATION B -18 AREA 1.4 Ac SUBA A ACREAGE 8 CFS -; CALLE__ TAMPI f q� _ t t —� q Z AVENIDA LA FONDA I AVE.�r 2.2 Ao RETENTION BASIN �� - P' �l �•�� \ �Oy� f f Iwl \ > t EQ RECOMMENDED \I AVE. MONTEZUMA CATCH BASIN f RECOMMENDED DRY WELL 26 1 —�— 58 CALLE RECOMMENDED STORM DRAIN -_ CALLE ESTADO t ZC/M Vv J RECOMMENDED 'q,• P` Y.'P CATCH BAS f m < V B� • J � � m -- ED _ ff ff W RETE -- y -► --1y to -� CALLF Q 3.8 A 6.4 Ac B -3 _ 56 CALLE ff ff _ ff ff a 1 3.1 Ac t 1 I STING SAND Fit. TER 1 ! A NO RETENTION 5 1 - t —C LE 2 3 3� 1 TiKW It im CALLE t " B -2 EASiWG SAND R - a Z J _y a f 8.1 Ac EMSTING LEACH EE Y m w j Z aa < _ - ®_. -- - - -- - Is j a A-1 a A-2 a A= a - A =6' S? • _ -� -, 3.8 AC .8Ac 8Ac 3.8 Ac 2.5A f f f f f tt t f f t �- CALL AMIGO- f' —� ~ r y ~ —► f- —� 60' RCP _ B -1 tt 4.0 Ac ` 1 SO 4. 10' -Q i - -_.....T S.O.00Si —� 24 7• 1 tL� IS S City of La Quinta 100' SO' 0' 100• 200' GRAPHIC SCALE Note: for reduced sized prints, original scale Is M inches BASINS 11 Downtown Drainage Study Hydrology Map j P S O M A S DATE: 12 -04 -07 REVISED ON: JOB No:1LA0010102 SHEET 1 OF 1 & )8 8' DI (NUISANCE FLOW) FASTING RETENTION BASIN ORYWELL I IB' RGP PVMP STATION 1 pq dx Zz f O' 0 � O Q O Q 0 w � 1 rvffi / - T Q0-:71 CFS o " ' TC=28.02 MIN AREA "A" =48.5 AC m �—," - .fFCFS-FtO`WZS -'EQ1' A DE-StIRT DRIVE ' 26.5 CFS COLLECTED B E ISTING CA CH BASIN tL 1' / �_ y ' Q10 -4I.5c S m o ... TC =23.45 IN t < AREA "B" 25.6 AC A a 3 ; TOTAL Q B 86 CFS -� - *- -� 16 'CALLE TAMPICO TO EXISTIN AGO 2•NrB•W DBL RCB Y p Mr .D• 7• 2 -CATCH / SS- D.D012 38 A-17 `` 62 - 0012 91.0 Ac f RECOMMENDED BENDE CAE TCN BA t RECOMNENOEOr — — — _1 — _ BUENA t 1'ENTURq " CATCH GAS COMMENOE S M OR N_ RECOMMENDED TORN DRAIN RECOMMEND O STORM OR S10RM DRAIN • �— CH RECOMMCNDED CATCH BARN �► f LASTWC DRYWE _ '•�.i - - -- — Q t A -16 TYP. t t IX 2.1 Ac - -- a i f z A -13 A-8 -A / B-6 4.0 Ac 2.0 Ac t t o • q� _ t t —� q Z AVENIDA LA FONDA I AVE.�r 2.2 Ao RETENTION BASIN �� - P' �l �•�� \ �Oy� f f Iwl \ > t EQ RECOMMENDED \I AVE. MONTEZUMA CATCH BASIN f RECOMMENDED DRY WELL 26 1 —�— 58 CALLE RECOMMENDED STORM DRAIN -_ CALLE ESTADO t ZC/M Vv J RECOMMENDED 'q,• P` Y.'P CATCH BAS f m < V B� • J � � m -- ED _ ff ff W RETE -- y -► --1y to -� CALLF Q 3.8 A 6.4 Ac B -3 _ 56 CALLE ff ff _ ff ff a 1 3.1 Ac t 1 I STING SAND Fit. TER 1 ! A NO RETENTION 5 1 - t —C LE 2 3 3� 1 TiKW It im CALLE t " B -2 EASiWG SAND R - a Z J _y a f 8.1 Ac EMSTING LEACH EE Y m w j Z aa < _ - ®_. -- - - -- - Is j a A-1 a A-2 a A= a - A =6' S? • _ -� -, 3.8 AC .8Ac 8Ac 3.8 Ac 2.5A f f f f f tt t f f t �- CALL AMIGO- f' —� ~ r y ~ —► f- —� 60' RCP _ B -1 tt 4.0 Ac ` 1 SO 4. 10' -Q i - -_.....T S.O.00Si —� 24 7• 1 tL� IS S City of La Quinta 100' SO' 0' 100• 200' GRAPHIC SCALE Note: for reduced sized prints, original scale Is M inches BASINS 11 Downtown Drainage Study Hydrology Map j P S O M A S DATE: 12 -04 -07 REVISED ON: JOB No:1LA0010102 SHEET 1 OF 1 & )8 � �u -.ISA�lcF FLO�J ' CAPI , = 19, 500 s4. d we l W' �� Stye, P.�n ar� Y1�,� 5Cv\ e, �V . � 0 • • I • HYDROLOGY & HYDRAULIC REPORT 07 -559 Hydrology Report.doc CALLE TAMPICO PLAZA SECTION 4, 0 OFF - SITE /CALLE TAMPICO FLOOD ANL YSIS Tributary Watershed Map 100 -Year Watershed Rational Analysis Eisenhower SD Flow Analysis Calle Tampico SD Flow Analysis Calle Tampico Street Flow Analysis RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2006 Advanced Engineering Software (aes) (Rational Tabling Version 6.OD) Release Date: 06/01/2005 License ID 1510 Analysis prepared by: Development Resource Consultants 8175 E. Kaiser Blvd. Anaheim, CA 92808 (714) 685 -6860 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * 07 -559 LA QUINTA - THE -PLAZA AT CALLE TAMPICO * 100 YEAR OFF -SITE TRIBUTARTY ANALYSIS ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 7559PR.DAT TIME /DATE OF STUDY: 16:00 05/14/2008 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.000 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.350 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 6.500 is 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 2.200 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.6062139 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.6046261 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 2.200 SLOPE OF INTENSITY DURATION CURVE = 0.6046 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS FOR ALL DOWNSTREAM ANALYSES *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 21 ---------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- • ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 • INITIAL SUBAREA FLOW- LENGTH(FEET) = 4300.00 UPSTREAM ELEVATION(FEET) = 158.00 DOWNSTREAM ELEVATION(FEET) = 138.00 ELEVATION DIFFERENCE(FEET) = 20.00 •TC = 0.469 *[( 4300.00 * *3) /( 20.00)] * *.2 39.023 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.854 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .5413 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 142.10 TOTAL AREA(ACRES) = 92.00 TOTAL RUNOFF(CFS) = 142.10 --------------------------_-------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 92.00 TC(MIN.) = 39.02 PEAK FLOW RATE(CFS) = 142.10 END OF RATIONAL METHOD ANALYSIS • '0 0 • Input Data Circular Channel Circular Channel Manning's Formu Discharge Mannings Coeffic Project Description Channel Slope Worksheet Depth Flow Element Diameter Method Top Width Solve For 0 • Input Data Circular Channel Circular Channel Manning's Formu Discharge Mannings Coeffic 0.013 Channel Slope 001200 ft/ft Depth 4.50 ft Diameter 54.0 in Results Discharge 68.12 cfs �- Flow Area 15.9 ft2 Wetted Perime 14.14 ft Top Width 0.00 ft Critical Depth 2.41 ft Percent Full 100.0 % Critical Slope 0.003840 ft/ft Velocity 4.28 ft/s Velocity Head 0.29 ft Specific Energ: 4.79 ft Froude Numbe 0.00 Maximum Disc 73.27 cfs Discharge Full 68.12 cfs Slope Full 0.001200 ft/ft Flow Type 3ubcritical Worksheet Worksheet for Circular Channel J U�� -F'►�� �.��.��� 1 Project Engineer. Development Resource Consultants c: \... \chris \desktop\projectl.fm2 Development Resource Consultants FlowMaster v7.0 [7.0005] 05/14/08 03:53:23 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 • • Worksheet Worksheet for Rectangular Channel Project Description Worksheet Flow Element Method Solve For Rectangular Chann Rectangular Chann Manning's Formula Discharge Input Data Mannings Coeffic 0.013 Channel Slope 001200 ft/ft Depth 3.00 ft Bottom Width 6.00 ft Results Discharge 93.39 cfs F- Flow Area 18.0 ft' Wetted Perimr 12.00 ft Top Width 6.00 ft Critical Depth 1.96 ft Critical Slope 0.003847 ft/ft Velocity 5.19 ft/s Velocity Head 0.42 ft Specific Enerc 3.42 ft Froude Numbi 0.53 Flow Type 3ubcritical -Ju�S4 -FM C-,--JMCc 4 Project Engineer. Development Resource Consultants c: \... \chris \desktop\projectl.fm2 Development Resource Consultants FlowMaster v7.0 [7.0005] 05/14/08 03:53:36 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 • Project Description Worksheet Calle Tampico Flow Element. Irregular Chani . Method Manning's Fort Solve For Channel Depth Input Data Channel Slc 001500 ft/ft Discharge 102.00 cfs Options Worksheet Worksheet for Irregular Channel �„Ilv1cMP\C0 Current Roughness Methc rved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weighting Horton's Method Results Mannings Coefficiei 0.013 Water Surface Elev. 39.87 ft Elevation Range 1.43 to 41.00 Flow Area 32.2 ft2 Wetted Perimeter 53.25 ft Top Width 52.66 ft " Actual Depth 1.44 ft Critical Elevation 39.72 ft • Critical Slope 0.003073 ft/ft Velocity 3.17 ft/s Velocity Head 0.16 ft Specific Energy 40.03 It Froude Number 0.71 Flow Type Subcritical Calculation Messages: Flow is divided. Roughness Segments Start End Mannings Station Station Coefficient 0 +00 1+00 0.013 Natural Channel Points Station Elevation (ft) (ft) 0 +00 40.25 0 +10 39.10 0 +11 38.43 0 +29 39.90 0 +43 40.30 0 +44 40.80 0 +50 41.00 • 0 +54 40.80 0 +55 40.30 Project Engineer: Development Resource Consultants c: \... \chris \desktop\projectl .fm2 Development Resource Consultants FlowMaster v7.0 [7.0005] 05/14/08 04:02:09 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Pagel of 2 • Natural Channel Points Station Elevation (ft) (ft) 0 +67 40.00 0 +89 38.59 0 +90 39.26 1+00 40.25 .7 Worksheet Worksheet for Irregular Channel Project Engineer. Development Resource Consultants c: \... \chris \desktop\projectl .fm2 Development Resource Consultants FlowMaster v7.0 [7.0005] 05/14/08 04:02:09 PM © Haestad Methods, Inc. ` 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 2 of 2 Cross Section Cross Section for Irregular Channel • Project Description Worksheet Calle Tampico Flow Element Irregular Chani Method Manning's Forr Solve For Channel Depth • Section Data Mannings Coefficiei 0.013 Channel Slope 0.001500 ft/ft Water Surface Elev. 39.87 ft Elevation Range t:43 to 41.00 Discharge 102.00 cfs 41.00. 40.00 39.00 11st nn Project Engineer: Development Resource Consultants c : \... \chris \desktop\project1.fm2 Development Resource Consultants FlowMaster v7.0 [7.0005] 05/14/08 04:02:20 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1