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35845 VUP 2006-035 - Plaza at Calle Tampicor PRELIMINARY HYDROLOGY AND HYDRAULIC ANALYSIS. FOR r LA QUINTA RETAIL CENTER +` ' ! LOCATED AT t . ' 'NEC.CALLE TAMPICO AND, DESERT CLUB DRIVE 2 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 v -(714) 685 -6860 �. • Brandon Willnecker P.E., Principal Projectft. 07 -559 - y _ • August 6, 2007. November 23, 2007 x Revised On: April 22, 2008 1 • r jt-L N7 J�� • 1.0 PRELIMINARY 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 Revised On: April 22, 2008 r� �J HYDROLOGY & HYDRAULIC REPORT SECTION 1.0 SECTION 2.0 SECTION' 3.0 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 Calle Tampico Flow Calculations HYDROLOGY & HYDRAULIC REPORT CALLE TAMPICO PLAZA • • SECTION 1, 0 NARRATIVE Introduction Project Description Hydrology /Hydraulic Methodology Water Quality/Nuisance Water Summary 07 -559 Hydrology Report.doc 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 4 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 11.03 cfs in the 10 year storm event and 20.33 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 1'. To demonstrate the impacts of the on -site stormwater discharge into Calle Tampico, a cross sectional flow analysis /calculation was performed based upon the peak discharge (10 -yr and 100 - yr) into the public right -of -way. A capacity calculation was also performed to determine the maximum allowable street flow available in order to keep the street flow contained within the public right -of -way and still maintain a drivable path (approximately 12' wide) along Calle Tampico. These calculations are included in Section 3.0. The limits of flooding and depth of flooding are shown in the Overland Release Exhibit in Section 2.0 for the 10 -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. JW_1;_ 07 -559 Hydrology Report.doc HYDROLOGY & HYDRAULIC REPORT CALLE TAMPICO PLAZA 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. 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. • ®R 07 -559 Hydrology Report.doc • • HYDROLOGY & HYDRAULIC REPORT 07 -559 Hydrology Report.doc �r CALLE TAMPICO PLAZA SECTION 2, 0 SITE INFORMATION Location Map Reference Documentation Site I -D -F Curve Proposed Hydrology Map Overland Release Exhibit _ � _ � .. � . � . . _ ,, _ - � .. � - � � � i. � � - . - u rya -�...� ... � - � � � 1 - - t � ` � .._ _ . �J I[] lie P.O. Box 1504 LA QUINTA, CALIFORNIA 92247 -1504 PUBLIC WORKS /ENGINEERING DEPARTMENT 78 -495 CALLE TAMPICO (760) 777 -7075 LA QUINTA, CALIFORNIA 92253 FAX (760) 777 -7155 ENGINEERING BULLETIN #06 -16 T0: All Interested Parties FROM:othy 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: htto:// www. la- auinta,org(publicworks /tractl /z onlinelibrarylplancheck checklist %2! 0NEW.htm 2. Archive Plans Example City plans can be found at the following hyperlink: htti)://www.Ia-ciuinta.org/p-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. 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,QO). 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,ao) 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 '/z 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 HGL100 on 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. a • • HGL Freeboards and Elevations • Difference in elevation between CB flow line and HGL in retention basin shall be between 0 and 12 inches. • 1ft 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 4n • PLANNING COMMISSION RESOLUTION 2007 -042 CONDITIONS OF APPROVAL - FINAL VILLAGE USE PERMIT 2006 -035 FORWARD ARCHITECTURE/ HIGHLAND DEVELOPMENT OCTOBER 9, 2007 nRAINAr;F 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(B)(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 11 • 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 1 "1 PLATE 0-4.5 3.5 3 W 2.5 V ? 3.5 3 2.5 (2 t� . Z = 2 a W 0 2 J Q 1.5 Z 1.5 1 1 CD. ?� .5 .5 0 0 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE: I. For intermediate return periods plot 2 -year and 100 -year one hour values from maps,then connect points and read value for desired return period. For example glven 2 -year one hour =.50 and 100 - year one hour= 1.60",25 -year one hour =1.18" Reference: NOAA Atlas 2 ,volumes- Coliforni.o,1973. RAINFALL DEPTH VERSUS R C FC a W C D RETURN PERIOD FOR HYDROLOGY JMANUAL PARTIAL DURATION SERIES PLATE 0-4.5 11� wiai " T�g ti RI uo.Ml=R Vy, Mr, of . . . . . . . . . . . . . . . . . �c Cabl, M, .......... ........ to ry -rte r gt* hzA ZA ti Chino is Ell 4 .4 yTi l erg ep kLg---: :6 X, -9- Bea, 5 _jj__ 'y 4 A . . . . . . . . . . tti 1. -tv RK V5 1 �t Rd. pw :_zv ri` b- R %_1., -M- 5 5 TA- -.r;z ;,-.L r _M41— h CA ;I, -f WX - ti �RVAJID, 0 7 pc ­0 -w; Lt! T\i I 7-A k...- j 4. A INUlV3 P .7 b" J t. i r" 4: r -. Roc ~S -:..m 4NN QIJ tnr XAPL-C33 an • F7 QM4 v I. LOetan A _53 -e. 46 . !!R 4. TC IT 4 P',- Qz- r,,. _s, A j. �3 -k b's 6z", C\\ ul N`�tmlkx,,� M, IR ark - Sw C, wam tlp me INDIAN ar •D 't ecords c. NOW FLOOD CONTROL RIVERSIDE COUNTY AND WATER CONSERVATION DISTRICT A -SLOPE OF INTENSITY DURATION 7. CURVE _�PLATE D -4.6 D.. StorrSewer OF Curves Int. (in /hr) • OF file: La Q uin a OF Curve.IDF IM M 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0 �3• (3.3) 14.00 100 -Yr 12.00 10 -Yr 10.00 . of 4.00 2.00 ol n nn 5 10 15 20 25 30 35 40 45 50 55 60 Time (min) Hydraflow Storm Sewers 2008 is lE • LEGEND CATCH BASIN SUBAREA BOUNDARY .FLOW DIRECTION I NOTE: ALL ELEVATIONS SHOWN ARE BASED UPON.NAVD 29 DATUM 04 -22 -08 PROPOSED 1\ T HYDROLOGY MAP 1 CITY OF LA QUINTA, CALIFORNIA Development Resource Consultants; Inc. ` D R C Civil Engineering Land Surveying Land Plonning SCALE = 6 O: 8175 EAST KAISER BOULEVARD ' ' ANAHE—HILLS. CA 92808 (714) 685 -6860 i I --* � 0 • WAY 9 I if '.. €'�I!i m1 ....... .... ... 0 uj V..) t, II RIGHT O F WAY SPRINGTIME WAY uj ..... . . . . . . . . . . . . . . . . . . . . . — - --------- . .............. f)VrPrFhVj PAINT I .............................................. ........ ....... ......... ............................................................................... WAY 9 I if '.. €'�I!i m1 uj V..) t, II uj IX it 41.6 H I " I, — , 1 ��--7� 1 r I. OVERF4QW P 10 PU---1 I'l y RIGHT-OF-WAY SHOPS 1 41.00 ff - - -------------- --------------------- --- -- ELEVATION ............. RIGHT OF WAY ..... ..... ......... .......... ....... ....... .. . . . . •.•.'. .............................................. .................................................................. ................................................. ... ................................ '.. x ........... . P77Z777-Z777;72z797777=/// R 39.56F5_ OVRFLO -LIMIT--1 -YR-.F IN ------------------------ - - -. -- -TO-PUBE IN CALL A RIGHT-01 ON-SITE-;:QISCHARGE------- IT- --0.6 7')- - - OPERTY IE y- LEGEND LIMITS OF PONDING OVERFLOW PATH NOTE: ALL ELEVATIONS SHOWN ARE BASED UPON NAVD 29 DATUM 04-22-08 OVERLAND RELEASE EXHIBIT N CITY OF LA QUINTA, CALIFORNIA Development Resource Consultants, Inc. Civil Engineering . Land Surveying - Land Planning SCALE 1"=60 DRO"L 8117, TAST KAISER BDULEVARD ANAHEIM HILLS, CA 92808 (714) 685-6860 I• � 0 HYDROLOGY & HYDRAULIC REPORT CALLE TAMPICO PLAZA 07 -559 Hydrology Report.doc SECTION 3.0 PROPOSED SITE RA TIONAL ANALYSIS Pipe Index Map 10 -Year Rational Analysis 100 -Year Rational Analysis Calle Tampico Flow Calculations dVl4 X30Nl ffdld :)op•liodab A6olapAH 6SS-LO 77 VZVld 03IdWV1311V:) itOdRl :)nn aAH v AE)madaAH r� 07 -559 La Quinta A2 A3 37 r12 36 Al 35 34 2044 33 11 32 31 25 19 910 29 30 f A5 A6 8 A9 18 17 JL 7 16 543 J �ET 23 1 1 2 24 7 0 A8 28 A7 1 Outfall Project File: La Quinta Site Study.stm Number of lines: 37 Date: 04 -23 -2008 Hydraibw Storm Sewers 2008 v12.05 07 -559 La Qu i nta 18 A9 16 18 17 7 6 5 4 3 F23 13 T14-,21 24 A8 28 A7 1 Outfall Project File: La Quinta Site Study.stm Number of lines: 37 Date: 04 -23 -2008 Hydreflow Storm Sewers 2008 v12.05 lu_.� R HYDROLOGY & HYDRAULIC REPORT CALLE TAMPICO PLAZA 07 -559 Hydrology Report.doc 10- YEAR STORM ANALYSIS • • • Page 1 10 -Yr Hyd Line Line Flow Invert Invert Val Vel Depth Depth HGL HGL Gnd/Rim Gnd/Rim J -Loss No. Span Rate Dn Up Dn Up Dn Up Dn Up El Dn El Up Coeff (in) (cfs) (ft) (ft) (ft/s) (ft/s) (ft) (ft) (ft) (ft) (ft) (ft) 1 30 10.74 32.21 32.37 2.48 2.70 2.06 1.89 34.27 34.26 39.71 39.90 0.75 2 30 11.02 32.37 34.03 2.61 5.24 2.01 1.11-- 34.38 35.14 j 39.90 40.09 0.75 3 30 11.04 34.03 34.09 3.72 4.00 1.46 1.37 35.49 35.46 40.09 40.10 0.75 4 30 11.08 34.09 34.21 3.37 3.82 1.59 1.43 35.68 35.64 40.10 39.89 2.00 5 30 11.10 34.21 34.25 2.66 2.71 1.99 1.95 36.20 36.20 39.89 39.70 1.00 6 30 9.80 34.25 34.36 2.24 2.36 2.08 1.97 36.33 36.33 39.70 39.70 1.00 7 30 7.39 34.36 34.53 1.69 1.83 2.09 1.92 36.45 36.45 39.70 39.80 1.00 8 30 7.30 34.53 35.16 1.76 2.75 1.97 1.33 36.50 36.49 39.80 40.90 1.00 9 12 1.64 35.16 35.89 2.09 2.52 1.00 0.77 36.66 36.66 40.90 40.80 0.75 10 12 1.64 35.89 35.96 2.32 2.54 0.84 0.77 36.73 36.73 40.80 40.82 0.75 11 12 1.73 35.96 36.75 2.39 3.84 0.87 0.56 ** 36.83 37.31 j 40.82 41.00 1.00 12 12 1.11 36.75 37.47 1.53 3.27 0.88 0.45" 37.63 37.92 j 41.00 41.50 1.00 13 15 2.13 34.25 36.23 1.73 3.79 1.25 0.58 ** 36.38 36.81 39.70 40.20 0.15 14 15 2.13 36.23 36.25 2.73 2.83 0.76 0.74 36.99 36.99 40.20 40.74 0.75 15 15 2.14 36.25 36.28 2.42 2.53 0.85 0.81 37.10 37.09 40.74 40.90 0.75 16 18 4.06 34.36 35.50 2.30 4.43 1.50 0.77 ** 36.42 36.27 39.70 39.00 1.00 17 12 0.71 34.53 36.36 0.90 2.82 1.00 0.36 ** 36.54 36.72 j 39.80 40.37 0.75 18 12 0.71 36.36 36.39 1.98 2.22 0.47 0.43 36.83 36.82 40.37 40.50 0.75 19 30 6.34 35.16 35.59 2.15 3.55 1.45 0.98 36.61 36.57 40.90 40.90 0.75 20 12 0.78 36.75 36.90 1.07 1.29 0.88 0.72 37.63 37.62 41.00 40.90 1.00 21 15 2.17 36.28 36.38 2.32 2.71 0.89 0.78 37.17 37.16 40.90 40.04 0.75 22 15 2.18 36.38 36.41 2.38 2.49 0.87 0.84 37.25 37.25 40.04 39.90 0.75 07 -559 La Quanta Number of lines: 37 Date: 04 -23 -2008 NOTES: i Inlet control; ** Critical depth Hydraflow Storm Sewers 2008 '� - • • 10- Yr,Hyd • Page 2 Line Line Flow Invert Invert Vol Val Depth Depth HGL HGL Gnd/Rim Gnd/Rim J -Loss No, Span Rate Dn Up Dn Up Dn Up Dn Up El Dn El Up _ Coeff (in) (cfs) (ft) (ft) (ft/s) (ft/s) (ft) (ft) (ft) (ft) (ft) (ft) 23 12 0.72 36.39 36.43 1.90 2.19 0.49 0.44 36.88 36.87 40.50 40.43 0.75 24 12 0.77 36.43 36.80 1.75 2.90 0.55 0.37•' 36.98 37.17 j 40.43 40.00 0.75 25 30 4.77 35.59 35.94 2.60 4.00 1.00 0.73 "" 36.59 36.67 j 40.90 41.10 0.75 26 12 1.15 37.47 37.70 2.09 3.30 0.66 0.45- 38.13 38.15 j 41.50 40.70 1.00 27 15 2.24 36.41 36.62 2.23 3.04 0.96 0.72 37.37 37.34 39.90 39.80 1.00 28 12 0.52 36.80 37.00 1.24 2.53 0.53 0.31'" 37.33 37.31 j 40.00 40.00 1.00 29 18 3.80 35.94 36.75 3.41 4.35 0.91 0.74" 36.85 37.49.j 41.10 40.25 1.00 30 15 2.66 35.59 37.00 2.52 4.10 1.00 0.65 '- 36.59 37.65 j 40.90 40.25 1.00 i 31 18 1.97 35.94 36.31 1.66 3.45 0.96 0.54'" 36.90 36.85 j 41.10 40.90 0.75 32 18 1.98 36.31 36.34 2.16 2.28 0.77 0.74 37.08 37.08 40.90 40.90 0.75 33 18 2.15 36.34 36.79 2.05 3.57 0.86 0.56 - 37.20 37.35 j 40.90 41.60 1.00 34 12 0.58 36.79 37.24 0.86 2.64 0.80 0.32 "' 37.59 37.56 41.60 41.80 0.75 35 12 0.63 37.24 37.50 2.00 2.71 0.42 0.34" 37.66 37.84 j 41.80 40.50 1.00 36 18 1.77 36.79 37.17 1.86 3.36 0.80 0.51 - 37.59 37.68 j 41.60 41.20 0.75 37 18 1.88 37.17 37.35 2.48 3.39 0.67 0.53" 37.84 37.88 j 41.20 40.35 1.00 07.559 La Quinta Number of lines: 37 Date: 04 -23 -2008 NOTES: i Inlet control; ** Critical depth Hydrailow Storm Sewers 2008 UJProfile (Line 1) • 0 Page 1 of 1 Elev (ft) 44.00 Line 1 44.00 41.00 41.40 38.00 - 38.00 35.00 35.00 32.00 . . . . . . . . . . . 32.00 :_din.: 4-- 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 (ft/s) Dn (ft) Up (ft) 1 10.74 32.21 32.37 2.06 1.89 1.97 34.27 34.26 34.34 2.48 2.70 5.00 5.03 07-559 La Quinta FNo, Lines: 37 Run Date: 04-23-2008 Hydreflow Storm Sewers 2008 Line4profile (Line 2) • • Page 1 of 1 Elev (ft) Line 2 44.00 44.00 —No i iF,--- —Nei e- 41.00 41.00 38.00 38.00 ................ 35.00 - - - - - 35.00 ' 32.00 4@4 ,ne i�.00 L—tined 29.00 29.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 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 11.02 32.37 34.03 2.01 1.11 1.11 34.38 35.14 j 35.14 2.61 5.24 5.03 3.56 07-569 La Quinta No. Lines: 37 Run Date: 04-23-2008 Hydraflow Storm Sewers 2008 Line�rofile (Line 3) - • • Page 1 of 1 Elev ft (� 41.00 None ' le - None 41.00 39.00 _ _ ._. 39.00 37.00 m 37.00. 35.00 33.00 35.00 33.00 le 31.00 0 5 10 15 20 25 31.00 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) 3 11.04 34.03 34.09 1.46 1.37 .1.56 35.49 35.46 35.65 3.72 4.00 3.56 3.51 07 -559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 Hydraflow Storm Sewers 2008 • • Page Line rofile (Line 4) of, Elev (ft) 41.00 None Line 4 Manhole 41.00 39.00 - - - -- - 39.00 37.00 35.00. .____.._._._.... .�_.._. -- 37.00 35.00 33.00 --1-2 Lf = 30' -- -0:9$.°la; -- _____ :___ —� _ 33.00 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) 4 11.08. 34.09 34.21 1.59 1.43 1.88 35.68 35.64 36.09 3.37 3.82 3.51 3.18 07 -559 La Quinta TNo. Lines: 37 Run Date: 04 -23 -2008 Hyaranow storm sewers 2008 Line rofile (Line 5) - • Page 1 of 1 Elev (ft) Line 5 - 42.00 42.00 40.00 W 40.00 38.00 _ 38.00 36.00 36.00 34.00 34.00 Lf � Line"Profile (Line 6) • Page 1 of 1 Elev (ft) 42.00 40.00 Line 6 42.00 ._Ma 40.00 38.00 38.00 36.00 36.00 34.00 34.00 �TLine ;; " _ 22Lf -- Orr .. 10: Oa /a_ 32.00 0 5 10 15 20 26 30 32.00 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) 6 9.80 34.25 34.36 2.08 1.97 2.06 36.33 36.33 36.42 , 2.24 2.36 2.95 2.84 07-559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 Hydraibw Storm Sewers 2008 Line rofile (Line 7) Page 1 of 1 Elev (ft) Line 7 42.00 42.00 Manhole.:.._ 44.40 w ~Y^ �w 40.40 38.00 36.00 38.00 36.00 34.00 34.40 ine $ 32.00 32.00 0 5 10 15 20 25 30 35 40 45 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (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) . 7 7.39 34.36 34.53 2.09 1.92 1.97 36.45 36.45 _ -36.50 1.69 1.83 2.84 2.77 07 -559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 Hydraflow Storm Sewers 2008 Line'frofile (Line 8) • • Page 1 of 1 Manhole Elev (ft) Lille 8 41.00 Manhole 41.00 39.00 � -~ 39.00 37.00 35.00 37.00 35.00 ~~� 33 AO L .L- I :ie 7 w _ _ -.. _ 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 (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) 8 7.30 34.53 35.16 1.97 1.33 1.45 36.50 36.49 36.61 1.76 2.75 2.77 3.24 07 -559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 HydraBow Storm Sewers 2008 Line9rofile (Line 9) • • Page 1 of 1 Elev (ft) 43.00 41.40 Line 9 43.00 ..._... � . —Manhole_ .Done 41.44 39.00 _. 39.00 37.00 35.00 37.00 35.00 0 33.00 0 5 10 15 20 25 30 33.00 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) 9 1.64 35.16 35.89 1.00 0.77 0.84 36.66 36.66 36.73 2.09 2.52 4.74 3.91 07 -559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 Hydrailow Storm Sewers 2008 Lin e o r fil e Lin 1 *Page 1 of (Line 0) . Elev (ft) 43.00 -- _.t+1one­ Line 10 . - .-None-, 43.00 41.00 41.00 39.00 39.00 37.00 37.00 35.00 35.00 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 1.64 35.89 35.96 0.84 0.77 0.84 36.73 36.73 36.80 2.32 2.54 3.91 3.86 07 -559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 Hydrailow Storm Sewers 2008 Line 'f rofile (Line 11) - • • Pagel of 1 Eley (ft) Line 11 - None Manhole ,42.00 42.00 40.00 40.00 38.00 36.00 38.00 Ur AT .01 -tine-i- 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 85 90 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) 11 1.73 35.96 36.75 0.87 0.56 0.88 36.83 37.31 j 37.63 i 2.39 3.84 3.86 3.25 07-569 La Quinta No. Lines: 37 Run Date: 04-23-2008 Hydraflow Storm Sewers 2008 Lineqprofile (Line 12) • • Page 1 of 1 Elev (ft) Line 12 44.00 44.00 ---Mf inhole, :. bole- 42.00 40.00 38.00 36.00 42.00 40.00 38.00 J 36.00 —T2 ff = 12 -100 % Li Ire 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 (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) 12 1.11 36.75 37.47 0.88 0.45 0.66 37.63 37.92 j 38.13 i 1.53 3.27 3.25. 3.03 07 -559 La Quinta TNo, Lines: 37 Run Date: 04 -23 -2008 Hydreflow Storm Sewers 2008 Line�rofile (Line 13) - GB • Page 1 of 1 Elev (ft) MrTeGB 41.00 Manhole 41.00 39.00 39.00 37.00 37.00 35.00 Une 35.00 33.00 � Ling � _ r 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) 13 2.13 34.25 36.23 1.25 0.58 0.58 36.38 36.81 36.81 1.73 3.79 4.20 2.72 07 -559 La Quinta FNo. Lines: 37 Run Date: 04 -23 -2008 Hydraitow storm sewers 2008 Linetrofile (Line 14) - • • Page 1 of 1 Elev (ft) 44.00 Line 14 - 44.00 42.00 �T ~� 42.00 Ur� 40.00 38.00 40.00 38.00 36.00 36.00 Li 5tr -0 63- 96�..._._.. P, 34.00 0 5 10 15 20 34.00 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) 14 2.13 36.23 36.25 0.76 0.74 0.83 36.99 ' 36.99 37.08 - 2.73 2.83 2.72 3.24 07-559 La Quints FNo. Lines: 37 Run Date: 04 -23 -2008 Hydraflow Storm Sewers 2008 LineWrofile (Line 15) - • • Page 1 of 1 Elev (ft) 44.00 Line 15 - 44.00 42.00 T^ -- -- ..None _ _ _� _. 42.00 40.00 40.00 38.00 36.00 38.00 36.00 34.00 0 5 10 15 20 34.00 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) 15 2.14 36.25 36.28 0.85 0.81 0.89 37.10 37.09 37.17 2.42 2.53 3.24 3.37 07 -559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 Hydraflow Storm Sewers 2008 Line rofile (Line 16) - A9 • • Page 1 of 1 Elev (ft) Lire 16 - A9 42.00 42.00 40.00 40.00 38.00 38.00 36.00 34.00 36.00 34.00 - " a Li 32.00 32.00 0 5 10 15 20 25 30 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 (ft/s) Dn (ft) Up (ft) 16 4.06 34.36 35.50 1.50 0.77 -1.18 36.42 36.27 36.68 i , 2.30 4.43 3.84 2.00 07 -559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 Hydraflow Storm Sewers 2008 Linerofile (Line 17) • Page 1 of 1 Bev (ft) Lille 17 None 41.00 Mamhole 41.44 39.44 � -- 39.04 37.00. 35.40 33.00 37.00 35.40 33.00 31.00 31.04 0 5 10 15 20 25 30 35 40 45 50 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) 17 0.71 34.53 36.36 1.00 0.36 0.36 36.54 36.72 j 36.72 0.90 2.82 4.27 3.01 07-559 La Quinta FNo- Lines: 37 Run Date: 04 -23 -2008 Hydraflow Storm Sewers 2008 Line rofile (Line 18) - Page lof1 Elev (ft) 44.00 Line 18 - 44.00 42.00 - 42.00 40.00 40.00 38.00 38.00 36.00 36.00 iF_ _ Lim . �e_ .......�� � 34.00 0 5 10 15 20 25 34.00 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) 18 0.71 36.36 36.39 ]--0.47 0.43 0.49 36.83.. 36.82 36.88. 1.98 2.22 3.01 3.11 07 -559 La Quinta FNo, Lines: 37 Run Date: 04 -23 -2008 Hydraflow Storm Sewers 2008 'f Line rofile (Line 19) • Pagel of 1 Elea (ft) 43.00 —Ma 4-101e, Line 19 43.00 41.00 41.00 39.00 37.00 35.00 39.00 37.00 35.00 Or, Lint 33.00 33.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 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) 19 6.34 35.16 35.59 1.45 0.98 1.00 36.61 36.57 36.59 i LLines: 2.15 3.55 I 3.24 2.81 07-569 La Quints No. 37 I Run Date: 04-23-2008 Hydreflow Storm Sewers 2008 Line�rofile (Line 20) - A4 • • Page 1 of 1 Elev (ft) 44.00 - Line 20 - A4 44.00 42.44 42.44 40.00 40.00 38.00 38.00 36.00 34.00 0 Line . 5 10 15 20 36.00 34.00 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) 20 0.78 36.75 36.90 0.88 0.72 0.74 37.63 37.62 37.64 1.07 1.29 3.25 3.00 , -559 La Quinta -- No. Lines: 37 707 Run Date: 04 -23 -2008 HydraFlow Storm Sewers 2008 Line�rofile (Line 21) • • Page 1 of 1 Elev (ft) 44.00 Line 21 44.00 42.00 40.00 None._ 42.00 40.00 ---------- __ _ 38.00 38.00 36.00 7 36.00 ie .1.5 --- --A—K- 151 - 0:77 °lo -. 34.00 0 5 10. 15 20 25 34.00 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) 21 2.17 36.28 36.38 0.89 0.78 0.86 37.17 37.16 37.24 2.32 2.71 3.37 2.41 07 -559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 Hydrailow, Storm Sewers 2008 Line rofile (Line 22) - • • Page 1 of 1 Elev (ft) 44.00 Line 22 - 44.00 42.00 42.00 - None—._ 40.00 40.00 38.00 38.00 36.00 36.00 34.00 0 5 10 15 20 34.00 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 fts) Up (ft/s) Dn (ft) Up (ft) 22 2.18 36.38 36.41 0.87 0.84 0.91 37.25 37.25 37.32 2.38 2.49 2.41 2.24 -559 La Quinta No. Lines: 37 _—T07 Run Date: 04 -23 -2008 Hyaranow Storm sewers zoos Line rofile (Line 23) - GB Page 1 oft Elev (ft) 44.00 Lire 23 - GB 44.00 42.00 _ ---._ _..�._....._ 42.00 40.00 40.00 ' 38.00 38.00 36.00 36.00 --Li ie 1' -- Lin - 24_.___.___._ e ----- 34.00 0 5 10 15 20 34.00 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) 23 0.72 36.39 36.43 0.49 0.44 0.49 36.88 36.87 36.92 1.90 2.19 3.11 3.00 07 -559 La Quinta FNo. Lines: 37 Run Date: 04 -23 -2008 HydraBow Storm Sewers 2008 Line rofile (Line 24) - A8 i • Page 1 of 1 Elev (ft) 44.00 Linn 24 - A8 44.00 42.00 40.00 38.00 36.00 42.44 40.00 38.00 x;36.04 - �5p IIIe-Z- .-... ..r .. _ o ,.,......._...... _ _ _ _ In_ ._ 34.40 0 5 10 15 20 25 30 35 40 45 54 55 34.00 60 65 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) 24 - - 0.77 36.43 36.80 0.55 0.37 0.53 36.98 37.17 j 37.33 i 1.75 2.90 3.00 2.20 07 -559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 Hydratlow Storm Sewers 2008 Linetrofile (Line 25) 0 0 Page 1 of I Elev (ft) Line 25 Manhole None 42.00 42.00 40.00 40.00 38.00 r ... . ........ 38.00 _7 ---- - --- 36.00 36.00 - 69 Y1 -ie 29 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) 25 4.77 35.59 35.94 1.00 0.73 0.73 36.59 36.67 j 36.67 2.60 4.00 2.81 2.66 07-569 La Quinta No. Lines: 37 Run Date: 04-23-2008 Hydraflow Storm Sewers 2008 Line�rofile (Line 26) - A3 • • Page 1 of 1 Elev (ft) Line 26 - A13 45.00 45.00 43.00 Nlanhnlp 43.00 41.00 41.00 39.00 37.00 39.00 37.00 Line.1.,� M _ - _ 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) 26 1.15 37.47 37.70 0.66 0.45 0.67 38.13 38.15 j 38.37 i 2.09 3.30 3.03 2.00 07 -559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 Hydraflow Storm Sewers 2008 Linel Profile (Line 27) A10 • Page 1 of 1 Elev (ft) Line 27 - A10 44.00 44.00 42.00 42.04 : 40.00 40.00 38.00 38.00 36.00 _�......_. __.... .._-- r . __.._ . L a)- 4.. 34.00 34.04 0 5 10 15 20 25 30 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) 27 2.24 36.41 36.62 0.96 0.72 0.74 37.37 37.34. 37.36 i 2.23 3.04 2.24 1.93 07-559 La Quinta - No. Lines: 37 Run Date: 04 -23 -2008 HydraBow Storm Sewers 2008. Line'frofile (Line 28) - A7 • Page 1 of 1 Elev (ft) 44.00 Lille 2$ - A7 44.00 42.00 42.00 40.00 38.00 40.00 38.00 36.00 u - 36.00 In 2 34.00 0 5 10 15 20. 25 30 35 34.00 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) 28 0.52 36.80 37.00 0.53 0.31 0.41 37.33 37.31 j - 37.41 i 1.24 2.53 2.20 2.00 07 -559 La Quinta No. Lines: 37 -T Run Date: 04 -23 -2008 Hydraflow Storm Sewers 2008 Line9rofile (Line 29) - A5 • • Page 1 of 1 Elev (ft) Line 29 - A5 None 42.00 42.00 40.00 w 40.44 38.00 36.00 34.00 38.00 36.00 34.00 t t -74 °l0 PL- _.47L -f- 1.8 _ -- ine-r5 -- 32.00 32.00 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 (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) 29 3.80. 35.94 36.75 0.91 0.74 1.14 36.85 37.49 j 37.89 i 3.41 4.35 3.66 2.00 07 -559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 Hydrailow Storm Sewers 2008 Line rofile (Line 30) - A6 • • Page 1 of 1 Elev (ft) 43.00 Line 30 - A6 43.00 41.00 41.00 39.00 39.00 37.00 35.00 �..�, w_.��.: 37.00 35.00 - ° 2:94 �..� ��� -. ._._�....� —Lir�c 1 -9– 33.00 0 5 10 15 20 25 30 35 40 45 33.00 50 55 60 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) 30 2.66 35.59 37.00 1.00 0.65 1.01 36.59 37.65 j 38.01 i 2.52 4.10 4.06 2.00 07 -559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 Hydraflow Storm Sewers 2008 Line'frofile (Line 31) • • Page 1 of 1 Elev (ft) 42.00 40.00 None Line 31 None 42.00 40.00 38.00 36.00 34.00 38.00 36.00 34.00 ine-215— --- 46'Lf. 1' 01-8010/0- 32.00 0 5 10 15 20 25 30 35 40 45 32.00 50 55 60 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) 31 1.97 35.94 1 36.31 —FO-96 0.54 0.68 36.90, 1 36.85 j 36.99 1.66 3.45 3.66 3.09 07-559 La Quinta No. Lines: 37 Run Date: 04-23-2008 Hydraflow Storm Sewers 2008 Line rofile Line 32 Page 1 of 1 Elev (ft) 44.00 Line 32 44.00 42.00 - -- - —None---- —None.— - - None. -- --- 42.00 40.00 40.00 38.00 38.00 36.00 36.00 _ ___._ ___. _� �. _.� __ _ . _ y �..... 34.00 0 . 5 10 15 20 34.00 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) 32 1.98 36.31 36.34 0.77 0.74 0.80 37.08 37.08 37.14 - 2.16 2.28. 3.09 3.06 07 -559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 Hydratlow Storm Sewers 2008 Line'Profile (Line 33) • • Page 1 of 1 Elev (ft) Line 33 44.00 44.00 ifiFc le 42.00 -..No e__ 42.00 40.00 38.00 40.00 38.00 36.00 it R `ire 3 _ . _ _ _ ___ _1 o _ _ M _ _ 34.00 34.00 0 5 10 15 20 25 30 36 40 45 50 55 60 65 70 75 80 85 90 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) 33 2.15 36.34 36.79 0.86 0.56 0.80 37.20 37.35 j 37.59 i 2.05 3.57 3.06. 3.31 07 -559 La Quinta FNo. Lines: 37 Run Date: 04 -23 -2008 Hydraflow Storm Sewers 2008 LinArofile (Line 34) • • Page 1 of 1 Elev (ft) Line 34 44.00 44.00 .�...�....d.�.,..�... ��tulantic�l? °IUone....._....__._ - ..__..,...�.�..__....�.., _._.k..�_.,..._.._..�_ 42.00 42.00 40.00 40.00. 38.00 38.00 36.00 36.00 Line 33 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 (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) 34 0.58 36.79 37.24 0.80 0.32 0.32 37.59 37.56 37.56 0.86 2.64 3.81 3.56 07 -559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 Hydraflow Storm Sewers 2008 Linetrofile (Line 35) - Al • • Pagel of 1 Elev (ft) Line 35 - Al 45.00 45.00 43.00 41.00 43.00 41.00 =A— I __ 39.00 39.00 37.00 37.00 ire _ ....___39, - 12 "I 0:679/o —_ .� _ __ _ ____ __._ w__ 35.00 35.00 0 5 10 15 20 25 30 35 40 45 50 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 (fus) Dn (ft) Up (ft) 35 0.63 37.24 37.50 0.42 0.34 0.46 37.66 37.84 j 37.96 i 2.00 2.71 3.56 2.00 07-559 La 4uinta FNo. Lines: 37 Run Date: 04 -23 -2008 Hydraflow Storm Sewers 2008 Line'trofile (Line 36) • • Page 1 of 1 Elev (ft) Line 36 44.00 44.00 42.00 :N6ffd' 42.00 40.00 38.00 36*00 — 40.00 38.00 2 L! Line 33 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 (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) 36 1.77 36.79 37.17 0.80 0.51 0.51 37.59 37.68 j 37.68 1.86 3.36 3.31 2.53 07-559 La Quinta - No. Lines: 37 Run Date: 04-23-2008 Hydraflow Storm Sewers 2008 Line rofile (Line 37) - A2 • 0 Page 1 of 1 Elev (ft) Line 37 - A2 45.00 45.40 • 43.04 �- — 43.04 one 41.00 39.00 41.00 39.00 37.00 37.00 IC16_36 _ 35.44 35.44 0 5 10 15 20 25 30 35 40 45 '50 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) 37 1.88 37.17 37.35 0.67 0.53 0.73 37.84 37.88 j 38.08 i 2.48 3.39 2.53. 1.50 07-559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 Hydraflow Storm Sewers 2008 • • HYDROLOGY & HYDRAULIC REPORT 07 -559 Hydrology Report.doc CALLE TAMPICO PLAZA 100- YEAR STORM ANALYSIS • • • Page 100 -Yr Hy Line Line Flow Invert Invert Vol Vol Depth Depth HGL HGL Gnd /Rim Gnd /Rim J -Loss No. Span Rate Dn Up Dn Up Dn Up Dn Up El Dn El Up Coeff (in) (ofs) (ft) (ft) (ft/s) (ft/s) (ft) (ft) (ft) (ft) (ft) (ft) 1 30 19.90 32.21 32.37 4.60 5.16 2.06 1.83 34.27 34.20 39.71 39.90 0.75 2 30 20.31 32.37 34.03 4.31 6.57 .2.29 1.51-- 34.66 35.54 j 39.90 40.09 0.75 3 30 20.34 34.03 34.09 5.05 5.30 1.91.: 1.82 35.94 35.91 40.09 40.10 0.75 4 30 20.40 34.09 34.21 4.37 4.58 2.26: 2.13 36.35 36.34 40.10 39.89 2.00 5 30 20.44 34.21 34.25 4.17 4.16 2:50 2.50 37.05 37.06 39.89 39.70 1.00 6 30 18.01 34.25 34.36 3.67 3.67 2.50 2.50 37.39 37.42 39.70 39.70 1.00 7 30 13.53 34.36 34.53 2.76 2.76 2.50 " : 2.50 37.72 37.75 39.70 39.80 1.00 8 30 13.20 34.53 35.16 2.69 2.69 2.50 2.50 37.87 37.97 39.80 40.90 1.00 9 12 2.79 35.16 35.89 3.55 3.55 ..1.00., 1.00 38.08 38.17 40.90 40.80 0.75 10 12 2.79 35.89 35.96 3.56 3.56 1.00 1.00 38.32 38.35 40.80 40.82 0.75 11 -12 2.89 35.96 36.75 3.68 3.68 1_ :00 1.00 38.49 38.87 40.82 41.00 1.00 12 12 1.82 36.75 37.47 2.31 2.31 1.00 1.00 39.21 39.34 41.00 41.50 1.00 13 15 3.50 34.25 36.23 2.85 2.85 1.25 1.25 37.48 37.48 39.70 40.20 0.15 14 15 3.50 36.23 36.25 2.85 2.85 1.25 1.25 37.50 37.50 40.20 40.74 0.75 15 15 3.51 36.25 36.28 2.86 2.86 1.25. 1.25 37.60 37.60 40.74 40.90 0.75 16 18 6.56 34.36 35.50 3.71 3.71 1.50 � 1.50 37.63 37.70 39.70 39.00 1.00 17 12 1.21 34.53 36.36 1.53 1.53 1.00 1.00 37.95 37.98 39.80 40.37 0.75 18 12 1.21 36.36 36.39 1.54 1.54 1.00 1.00 38.01 38.01 40.37 40.50 0.75 19 30 11.32 35.16 35.59 2.31 2.31 2.50 2.50 38.11 38.16 40.90 40.90 0.75 20 12 1.26 36.75 36.90 1.61 1.61 1.00 1.00 39.25 39.25 41.00 40.90 1.00 21 15 3.54 36.28 36.38 2.89 2.89 1.25 1.25 37.70 37.73 40.90 40.04 0.75 22 15 3.55 36.38 36.41 2.89 2.89 1.25 1.25 37.82 37.83 40.04 39.90 0.75 07 -559 La Quinta Number of lines: 37 Date: 04 -23 -2008 NOTES: i Inlet control; "* Critical depth Hydrafbw, Storm Sewers 2008 100 -Yr Hy • Page 2 Line Line Flow invert Invert Vel Vol Depth Depth HGL HGL Gnd/Rim Gnd/Rim J -Loss No. Span Rate Dn Up Dn Up Dn Up Dn Up El Dn El Up Coeff (in) (cfs) (ft) (ft) MIS) (ft/s) (ft) (ft) (n) (ft) (ft) (ft) 23 12 1.22 36.39 36.43 1.55 1.55 1.00 1.00 38.04 38.04 40.50 40.43 0.75 24 12 1.28 36.43 36.80 1.63 1.63 1.00 1.00 38.07 38.12 40.43 40.00 0.75 25 30 8.37 35.59 35.94 1.71 1.76 2.50 2.33 38.26 38.27 40.90 41.10 0.75 26 12 1.85 37.47 37.70 2.36 2.36 1.00 1.00 39.42 39.47 41.50 40.70 1.00 27 15 3.62 36.41 36.62 2.95 2.95 1.25 1.25 37.93 38.00 39.90 39.80 1.00 28 12 0.84 36.80 37.00 1.07 1.07 1.00 1.00 38.17 38.19 40.00 40.00 1.00 29 18 6.14 35.94 36.75 3.48 3.47 1.50 1.50 38.31 38.42 41.10 40.25 1.00 30 15 4.29 35.59 37.00 3.50 3.50 1.25 1.25 38.22 38.37 40.90 40.25 1.00 31 18 3.43 35.94 36.31 1.94 1.94 1.50 1.50. 38.31 38.34 41.10 40.90 0.75 32 18 3.44 36.31 36.34 1.95 1.95 1.50 1.50 38.39 38.39 40.90 40.90 0.75 33 18 3.64 36.34 36.79 2.06 2.06 1.50 1.50 38.44 38.50 40.90 41.60 1.00 34 12 0.95 36.79 37.24 1.22 1.22 1.00 1.00 38.61 38.61 41.60 41.80 0.75 35 12 1.01 37.24 37.50 1.29 1.29 1.00 1.00 38.63 38.65 41.80 40.50 1.00 36 18 2.91 36.79 37.17 1.65 1.66 1.50 1.46 38.59 38.63 41.60 41.20 0.75 37 18 3.03 37.17 37.35 1.72 1.84 1.49 1.32 38.66 38.67 41.20 40.35 1.00 07 -559 La Quinta Number of lines: 37 Date: 04 -23 -2008 NOTES: i Inlet control; " Critical depth Hydraflow Storm Sewers 2008 UJProfile (Line 1) • • Page 1 of 1 Elev (ft) 44.00 Line 1 44.00 41.00 41.40 38.00 - 38.00 35.00 35.00 32.00 - - - - .._.. .._. -._ _ _....,�__.._.,... _. _.._...... 32.44 =81-TZ30-@ ---L-ine-2— 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 (ft/s) Dn (ft) Up (ft) 1 19.90 32.21 32.37 2.06 1.83 2.14 34.27 34.20 34.51 4.60 5.16 5.00 5.03 07-559 La Quinta No. Lines: 37 —Run Date: 04-23-2008 Hydraflow Storm Sewers 2008 Line "Pro. file (Line 2) • • Page 1 of 1 Elea (ft) Line 2 44.00 44.00 =-No i iF--- - --Nei ie 41.00 38.00 41.00 38.00 35.00 32.00 35.00 t7- _. r; ..1MFr111_ -- --I --ine-1 29.00 29.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 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) 2 20.31 32.37 34.03 2.29 1.51 1.51 34.66 35.54 j 35.54 4.31 6.57 5.03 3.56 07-559 La Quinta No. Lines: 37 Run Date: 04-23-2008 Hydraflow Storm Sewers 2008 Linelprofile (Line 3) - • • Page 1 of 1 Elev ft () 41.00 None 3 - —None 41.00 39.00 39.00 37.00 37.00 35.00 35.00 33.00 e 33.00 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) 3 20.34 34.03 34.09 1.91 1.82 2.15 35.94 35.91 36.24 5.05 5.30 3.56 3.51 07 -559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 Hydraflow Storm Sewers 2008 Linerofile (Line 4) • • Pagel of 1 Elev ft () 41.00 39.00 - None Line 4. Manhole 41.00 39.00 37.00 37.00 35.00 35.00 33.00 33.00 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) 4 20.40 34.09 34.21 2.26 2.13 2.78 36.35 36.34 36.99 4.37 4.58 3.51 3.18 07 -559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 Hydranow storm sewers 2008 Linelprofile (Line 5) - • • Page 1 of 1 Elev (ft) 42.00 Line 5 - -Manhole -__. 42.00 38.00 36.00 � TM� _._. 38.00 36.00 34.00 34.00 32.00 0 5 10 16 20 32.00 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 20.44 34.21 34.25 2.50 2.50 3.08 37.05 37.06 37.33 4.17 4.16 3.18 2.95 07 -559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 Hydraflow Storm Sewers 2008 Line rofile Line 6 0 Page 1of1 Elev (ft) 42.00 40.00 Lithe 6 42.00 —Ma 40.00 38.00 _____....�...._. 38.00 35.00 36.00 34.00 34.00 Ling �5 .._._22Lf _�._Q" f °014.. 32.00 0 5 10 15 20 25 32.00 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) 6 18.01 34.25 34.36 2.50 2.50 3.27 37.39 37.42 37.63 3.67 3.67 2.95 2.84 07 -559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 Hydrailow Storm Sewers 2008 Lineqprofile (Line 7) 40 • Page 1 of 1 Elev (ft) Line 7 42.00 42.00 Manhole- 40.00 38.00 40.00 38.00 36.00 36.00 34.00 34.00 32.00 32.00 0 5 10 15 20 25 30 35 40 45 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) 7 13.53 34.36 34.53 2.50 2.50 3.34 37.72 37.75 37.87 2.76 2.76 2.84 2.77 07-559 La Quinta No. Lines: 37 Run Date: 04-23-2008 Hydraflow Storm Sewers 2008 Lineqprofile (Line 8) • • Page 1 of 1 Elev (ft) Line 8 Manhole Manhole 41.00 41.00 39.00 T� - ..___. 39:40 37.00 37.04 35.00 35.00 L.Li e 33.00 33.00 31.04 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) 8 13.20 34.53 35.16 2.50 2.50 2.92 37.87 37.97 38.08 2.69 2.69 2.77 3.24 07- 559,La Quinta No. Lines: 37 Run Date: 04 -23 -2008 Hydraflow Storm Sewers 2008 Linefofile (Line 9) • • Page 1 of 1 Elev (ft) 43.00 41.00 Line 9 43.00 —Manhole- None 41.00 39.00 39.00 37.00 35.00 37.00 35.00 33.00 0 5 10 15 20 25 33.00 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) 9 2.79 35.16 35.89 1.00 1.00 2.43 38.08 38.17 38.32 3.55 3.55 4.74 3.91 07 -559 La Quinta TNo. Lines: 37 Run Date: 04 -23 -2008 Hydrailow Storm Sewers 2008 Line�rofile (Line 10) • • Page 1 of 1 Elev (ft) 43.00 - None._._.... Lire 10 None_ 43.00 , 41.00 41.00 39.00 � 39.00 37.00 37.00 t 35.00 33.00 0 � ._.�._....�._. 5 � �;t-.- 1:1.0. 10 ..�._..�... _�.._.�. 15 ..,.._ _..�.T,._...._._....�.. 20 .__.....___._._. 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) 10 2.79 35.89 35.96 1.00 1.00 2.53 38.32 38.35 38.49 3.56 3.56 3.91- 3.86 07 -559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 Hydrailow Storm Sewers 2008 Line rofi le (Line 11) - • • Page 1 of 1 Elev (ft) Line 11 - None Manhole 42.00 42.00 40.00 40.00 38.00 38.00 36.00 0 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 85 90 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) 11 2.89 35.96 36.75 1.00 1.00 2.33 38.49 38.87 39.08 3.68 3.68 3.86 3.25 07-559 La Quinta I No. Lines: 37 Run Date: 04-23-2008 Hydraflow Storm Sewers 2008 Line"Profile (Line 12) • • Page 1 of 1 Elev (ft) Line 12 44.00 44.00 -- P 42.00 1 . 42.00 40.00 38.00 36.00 40.00 38.00 26 36.00 Unn1l 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 (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) 12 1.82 36.75 37.47 1.00 1.00 1.95 39.21 39.34 39.42 2.31 2.31 3.25 3.03 07-559 La Quinta No. Lines: 37 Run Date: 04-23-2008 Hydraflow Storm Sewers 2008 Line4Profile (Line 13) - GB • • Page 1 of 1 Elev (ft) 41.00 39.40 - -� Manhole W i rTeG B �. 41.00 39.00 37.00 35.00. 33.00 37.00 35.00 33.44 ._._. ,�. p....��. - ....�Q.�...�.�.._..,, ...� Line 1 � � _ Y� Line 5 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) 13 3.50 34.25 36.23 1.25 1.25 1.27 37.48 37.48 37.50 2.85 2.85 4.20 2.72 07 -559 La Quinta 7 No. Lines: 37 Run Date: 04 -23 -2008 Hydraflow Storm Sewers 2008 Line0rofile (Line 14) - • • Page 1 of 1 Elev (ft) 44.00 Litre 14 - 44.00 42.00 None ---.—.-- ..___._.. 42.00 Orn 40.00 40.00 38.00 38.00 36.00 36.00 at�,171- 0:639__._...._ _Lin�:1 � __._....�__.- ..._...�_...._ �.._..�.._....- ._�_�.� �_._- ...._._. - 34.00 0 5 - 10 15 20 34.00 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) 14 3.50 36.23 36.25 1.25 1.25 1.34 37.50 37.50 37.60 2.85 2.85 2.72 3.24 07 -559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 Hydraflow Storm Sewers 2008 Line rofile (Line 15) - • Page 1 of 1 Elev (ft) 44.00 Line 15 - 44.00 42.04 -None -- -- None.---- ---- -- .� 42.00 40.00 40.40 _. 38.00 36.00 34.00 0 1.5" 0..7696.__ 5 _ IiTe 10 15 20 38.00 36.00 34.00 25 30 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) 15 3.51 36.25 36.28 1.25 1.25 1.42 37.60 37.60 37.70 -2.86 2.86 3.24 3.37 07 -559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 Hydra(low Storm Sewers 2008 Linelprofile (Line 16) - A9 • • Page 1 of 1 Elev (ft) Line 16 - A9 42.00 42.00 40.00 38.00 - 40.00 38.00 ;0 36.00 34.00 36.00 34.00 32.00 32.00 0 5 10 15 20 25 30 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 (ft1s) Up (ft/s) Dn (ft) Up (ft) 16 6.56 34.36 35.50 1.50 1.50 2.42 37.63 37.70 37.92 3.71. 3.71 3.84 2.00 07-559 La Quinta — No. Lines: 37 Run Date: 04-23-2008 Hydraflow Storm Sewers 2008 Linelfrofile,(Line 17) • • Page 1 of 1 Elev (ft) Line 17 None Manhole 41.00 4 1.00 39.00 39.00 37.00 37.00 35.00 35.00 - .Line.. ", 33.00 33.00 31.00 31.00 0 5 10 15 20 25 30 35 40 45 50 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 1.21 34.53 36.36 1.00 1.00 1.65 37.95 37.98 38.01 1.53 1.53 4.27 3.01 07-569 La Quinta FNo. Lines: 37 Run Date: 04-23-2008 Hydraflow Storm Sewers 2008 Line rofile (Line 18) - • • Page 1 of 1 Elev (ft) 44.00 Line 18 - 44.00 42.00 42.00 _ 40.00 40.00 38.00 38.00 36.00 36:00 UI irie 3' 34.00 0 5 10 15 20 34.00 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) 18 1.21 36.36 36.39 1.00 1,00 1.65 38.01 38.01 38.04 1.54 1.54 3.01 3.11 07 -559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 Hydraflow Storm Sewers 2008 Line4profile (Line 19) • • Pagel of I Elev (ft) Line 19 43.00 —Ma --ihole- 43.00 -.–.Ma nhole 41.00 41.00 39.00 37.00 39.00 37.00 35.00 35.00 -8 �-3 37-4-0-5M L L -I Lire 15 33.00 33.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 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) 19 11.32 35.16 35.59 2.50 2.50 I 2.63 38.11 38.16 38.22 2.31 2.31 3.24 2.81 07-559 La Quinta [No. Lines: 37 Run Date: 04-23-2008 Hydreflow Storm Sewers 2008 Line rofile (Line 20) - A4 Pagel oft Elev (ft) 44.00 42.00 .._.__..___._._...._.moo _ _ _.._.�. . t� ant.�.clr--------- _ ..._..�.___......_........_... .- A4- _.__��� Line 20 - A4 _ ______......- ._._._.__�._.�..._...r_,____.. ..._..___._�. __......._ _ _._.__ .._._.Y.......� 44.00 � 42.00 . ___._._.__..____.____ 40.00 38.00 36.00 � � M R � �~ � 40.00 38.00 36.00 nF - T- 34.00 0 5 10 15 20 34.00 25 30 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) 20 1.26 36.75 36.90.., 1.00 1.00 2.39 39.25 39.25 39.29 1.61 1.61 3.25- 3.00 07 -559 La Quinta FNo, Lines: 37 Run Date: 04 -23 -2008 Hydref ow Storm Sewers 2008 Linerofile (Line 21) • • Pagel of 1 Elev (ft) 44.00 42.00 40.00 Lime 21 _ 44.00 42.00 40.00 ' 38.00 38.00 36.00 36.00 .�.� _._......_.'0, i�r--m1 34.00 0 5 10 15 20 25 34.00 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 (fVs) Up (ft/s) Dn (ft) Up (ft) 21 3.54 36.28 36.38 1.25 1.25 1.44 37.70 37.73 37.82 2.89 2.89 3.37 2.41 07-559 La Quinta TNo. Lines: 37 Run Date: 04 -23 -2008 Hydraflow Storm Sewers 2008 Line'frofile (Line 22) - • • Page 1 of 1 Elev (ft) 44.00 Line 22 - 44.00 42.00 42.00 40.00 40.00 38.00 38.00 36.00 36.00 34.00 0 5 10 15 20 3 4.00 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) 22 3.55 36.38 36.41 1.25 1.25 1.52 37.82 37.83 37.93 2.89 2.89 2.41 2.24 07-559 La Quinta — No. Lines: 37 Run Date: 04-23-2008 Hydraflow Storm Sewers 2008 Linellrofile (Line 23) - GB • • Page 1 of 1 Elev (ft) 44.00 Line 23 - GB 44.00 42.00 42.00 40.00 38.00 40.00 38.00 36.00 36.00 Lin 34.00 0 5 10 15 20 25 34.00 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) 23 1.22 36.39 36.43 1.00 1.00 1.64 38.04 38.04 38.07 1.55 1.55' 3.11 3.00 F707-559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 Hydreflow Storm Sewers 2008 Linelfrofile (Line 24) - A8 • • Page I of 1 Elev (ft) 44.00 Line 24 - A8 44.00 42.00 42.00 40.00 38.00 40.00 38.00 36.00 62d- - 12 gg U. 170 34.00 0 5 10 15 20 25 30 35 40 45 50 ) . Lne 1836.00 i 34.00 55 60 65 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) 24 1.28 36.43 36.80 1.00 1.00 1.35 38.07 38.12 38.15 1.63 1.63 3.00 2.20 07-559 La Quinta - No. Lines: 37 Run Date: 04-23-2008 Hydraflow Storm Sewers 2008 Line'trofile (Line 25) 0, • Page 1 of 1 Elev (ft) Line 25 Manhole None 42.00 42.00 40.00 40.00 38.00 8.00 3 36.00 36.00 L-E--ini 14.9— 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) (fus) (ft/s) (ft) (ft) 25 8.37 35.59 35.94 2.50 2.33 2.37 38.26 38.27 38.31 1.71 1.76 2.81 2.66 07-559 La Quinta No. Lines: 37 Run Date: 04-23-2008 Hydraflow Storm Sewers 2008 Line rofile (Line 26) - A3 • • Page 1 of 1 Elev (ft) Line 26 - 45.00 45.00 43.00 w _ 43.00 39.00 Id- 41.00 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 (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (fus) Up (fus) Dn (ft) Up (ft) 26 1.85 37.47 37.70 1.00 1.00 1.85 39.42 39.47 39.55 2.36 2.36 3.03 2.00 07 -559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 HydraFlow Storm Sewers 2008 Line�rofile (Line 27) - A10 • • Page 1 of 1 Elea (ft) Line 27 - A10 44.00 44.00 42.00 �_ �.�._.._ �.._._._ ._._.__._._ _. .._ ...........� .�.._ 42.00 40.00 40.00 38.00 38.00 36.00 36.00 .,__- a.._ 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 (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) 27 3.62 36.41 36.62 1.25 1.25 1.51 37.93 38.00 38.13 2.95 2.95 2.24 1.93 07 -559 La Quinta No. Lines: 37 Run Date: 04 -23 -2008 Hydrailow Storm Sewers 2008 Line4Profile (Line 28) - A7 • • Pagel of 1 Elev (ft) Line 28 - ►7 44.00 44.00 42.00 42.00 40.00 40.00 38.00 38.00 F 36.00 36.00 in 24 L 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 (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) 28 0.84 36.80 37.00 x1.00 1.00 1.20 38.17 38.19 38.20 1.07 1.07 2.20 2.00 07-559 La Quinta No. Lines: 37 Run Date: 04-23-2008 Hydraflow Storm Sewers 2008 Line9rofile (Line 29) - A5 • • Page 1 of 1 Elev (ft) None Line 29 - A5 42.00 .42.00 40.00 40.00 38.00 36.00 38.00. 36.00 ..... W ine-2115— ..... 34.00 34.00 32.00 32.00 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 (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) 29 6.14 35.94 36.75 1.50 1.50 1.86 38.31 38.42 38.61 3.48 3.47 3.66 2.00 07-559 La Quinta TNo. Lines: 37 Run Date: 04-23-2008 Hydraflow Storm Sewers 2008 Line9rofile (Line 30) -'A6 • • Page 1 of I Eley (ft) 43.00 Line 30 - A6 43.00 .6- 41.00 41.00 39.00 37.00 35.00 39.00 37.00 35.00 33.00 0 5 10 15 20 25 30 35 40 45 3 3.00 50 55 60 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) 30 4.29 35.59 '37.00 1.25 1.25 1.56 38.22 38.37 38.56 3.50 3.50 4.06 2.00 07-559 La Quinta No. Lines: 37 Run Date: 04-23-2008 Hydraflow Storm Sewers 2008 Linetrofile (Line 31) • • Pagel of 1 Elev (ft) Line 31 None r— None 42.00 42.00 40.00 40.00 38.00 —A7—= 38.00 36.00 36.00 -46 0-:800/0- L 34.00 34.00 32.00 3 2.00 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) (ft/s) (ft) (ft) 31 3.43 35.94 36.31 1.50 1.50 2.08 38.31 38.34 38.39 1.94 1.94 3.66 3.09 07-559 La Quints - FNo. Lines: 37 ----F- Run Date: 04-23-2008 Hydraflow Storm Sewers 2008 Line rofile (Line 32) • Page 1 of 1 Elev (ft) 44.00 Lille 32 - 44.00 42.00 __- .__--- .__,None__..._._. None--- . -..__. 42.00 40.00 38.00 40.00 38.00 36.00 36.00 34.00 0 5 10 15 20 34.00 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) 32 3.44 36.31 36.34 1.50 1.50 2.10 " 38.39 38.39 38.44 1.95 1.95 3.09 .3.06 07 -559 La Quinta TNo. Lines: 37 Run Date: 04 -23 -2008 Hydreilow Storm Sewers 2008 'f Line rofile (Line 33) • • Page 1 of 1 Elev (ft) One 33 44.00 44.00 14 . 6hh� ke .......... _-ray . ie--- 42.00 42.00 40.00 40.00 38.00 38.00 36.00 Li Ai,-RO 7 JLT - I tj,- (C 0.5 r70— 34.00 j -j 34.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 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 3.64 36.34 36.79 1.50 1.50 1.78 38.44 38.50 38.57 2.06 2.06 3.06 3.31 07-559 La Quinta rNo. Lines: 37 Run Date: 04-23-2008 Hydraflow Storm Sewers 2008 Line'Profile (Line 34) • • Page 1 of 1 Elev (ft) 44.00 Man io e Line 34 vone- 44.00 42.00 42.00 40.00 40.00 38.00 36.00 38.00 36.00 Lirie 3�7' 34.00 0 5 10 15 20 34.00 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) 34 0.95 36.79 37.24 1.00 1.00 1.39 38.61 38.61 38.63 1.22 1.22 3.81 3.56 07-569 La Quinta No. Lines: 37 Run Date: 04-23-2008 Hydraflow Storm Sewers 2008 Line "Profile (Line 35) - Al • • Page I of I Elev (ft) Line 35 - Al 45.00 45.00 None- 43.00 43.00 41.00 41.00 39.00 39.00 37.00 37.00 35.00 35.00 0 5 10 15 20 25 30 35 40 45 50 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) 35 1.01 37.24 37.50 1.00 1.00 1.18 38.63 38.65 38.68 1.29 1.29 3.56 2.00 07-559 La Quinta No. Lines: 37 Run Date: 04-23-2008 Hydraflow Storm Sewers 2008 Line9rofile (Line 36) • • Page I of 1 Elev (ft) Line 36 44.00 44.00 . ......... -Ndh& 42.00 42.00 .. . . ........ 40.00 38.00 36.00 40.00 38.00 -'�t.00 —7 �41f' Lin(.,., 3. 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 (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (fus) Up (fus) Dn (ft) Up (ft) 36 2.91 36.79 37.17 1.50 1.46 1.49 38.59 38.63 38.66 1.65 1.66 3.31 2.53 07-559 La Quinta No. Lines: 37 Run Date: 04-23-2008 Hydraflow Storm Sewers 2008 Line'Profile (Line 37) - A2 • • Page 1 of 1 Elev (ft) Line 37 - A2 45.00 45.00 43.00 43.00 None -A2-- ------- 41.00 41.00 39.00 39.00 37.00 37.00 0.- —910-- 35.00 35.00 0 5 10 15 20 25 30 35 40 45 50 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 (ft1s) Up (ft/s) Dn (ft) Up (ft) 37 3.03 37.17 37.35 1.49 1.32 1.37 38.66 38.67 38.72 1.72 1.84 2.53 1.50 07-569 La Quinta No. Lines: 37 Run Date: 04-23-2008 Hydraflow Storm Sewers 2008 Dop•yodad A6olapAH 655-[0 SNOIl V7n.77V.7 hfO7d OJIdWVI -477V.? ri U • VZVId 0:)IdWV1311V:) XHOd3d :)nnvmaAH 19 A9OIOIIaAH • Project Description Worksheet Calle Tampico Flow Element Irregular Charn Method Manning's Forr Solve For Discharge Section Data Mannings Coefficiei 0.015 Channel Slope 0.001500 ft/ft Water Surface Elev. 40.00 ft Elevation Range 1.89 to 41.05 Discharge 41.79 cfs � 0 �O Cross Section Cross Section for Irregular Channel t 1 �4 Y S� "T.. i1 �,' I'� ' � 4� 1 1 1' .1 1 / k %~ i 1 1 rc"7 ' 41.50 ' 40.00 ' 38.50 0+00 0 +05 0 +10 0+15 0 +20 0+25 0 +30 0 +35 0 +40 0 +45 0 +50 V:1N H:1 NTS y Project Engineer. Development Resource Consultants c : \... \chris \desktop\project1.fm2 Development Resource Consultants FlowMaster v7.0 [7.0005] 04/22/08 02:38:38 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 Charn Method Manning's Fort Solve For Channel Depth 0 +05 40.70 0 +06 40.20 Input Data Worksheet Worksheet for Irregular Channel v Yt- EU cnannei su uul Soo tr/tt Discharge 10.74 cfs) e-- U'YtAll— . S°1 {TSCl1.vim+((-�f Options Current Roughness Methc wed Lotter's Method Open Channel Weighting wed Lotters Method Closed Channel Weighting Horton's Method. Results Mannings Coefficiei 0.015 _ Water Surface Elev. 39.56 ft� �— 0 ` Y EI~; t� �t✓ �� �� I ' i l 1rt •U i 3 it Elevation Range 1.89 to 41.05 Flow Area 5.9 ft2 Wetted Perimeter 17.95 ft Top Width 17.60 ft Actual Depth 0.67 ft Critical Elevation 39.42 ft • Critical Slope 0.005244 ft/ft Velocity 1.82 ft/s Velocity Head 0.05 ft Specific Energy 39.61 ft Froude Number 0.56 Flow Type Subcritical Roughness Segments Start End Mannings Station Station Coefficient 0 +00 0+50, 0.015 I* Project Engineer. Development Resource Consultants c:\ .. \chris \desktop\projectl .fm2 Development Resource Consultants FlowMaster v7.0 [7.0005] 04/22/08 03:18:39 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 0 Y Natural Channel Points Station. Elevation (ft) (ft) 0 +00 41.05 0 +05 40.70 0 +06 40.20 0 +39 38.89 0 +40 39.56 0 +50 40.65 Project Engineer. Development Resource Consultants c:\ .. \chris \desktop\projectl .fm2 Development Resource Consultants FlowMaster v7.0 [7.0005] 04/22/08 03:18:39 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 0 Y • Project Description Worksheet Flow Element Method Solve For Calle Tampico Irregular Charn Manning's Forr Channel Depth Worksheet Worksheet for Irregular Channel -T Input Data Elevation Channel Slc 001500 ft/ft Y h Gu - IP1 Discharge 20.33 (L c cfs c v 41.05 Options 40.70 Current Roughness Methc>ved Lotters Method 40.20 Open Channel Weighting wed Lotters Method 38.89 Closed Channel Weighting Horton's Method. 39.56 Results 40.65 Mannings Coefficiei 0.015 f "' r �>sk� �l, ;�� {� �Y"t Water Surface Elev. 39.75 ft ,�`° L•" ��;�� Elevation Range 1.89 to 41.05 Flow Area 9.8 ft' Wetted Perimeter 24.52 ft Top Width 24.16 ft Actual Depth 0.86 ft Critical Elevation 39.57 ft Critical Slope 0.004821 ft/ft Velocity 2.08 ft/s • Velocity Head 0.07 ft Specific Energy 39.81 ft Froude Number 0.58 Flow Type Subcritical Roughness Segments Start End Mannings Station Station Coefficient 0+00- 0 +50 0.015 Natural Channel Points Station Elevation (ft) (ft) 0 +00 41.05 0 +05 40.70 0 +06 40.20 0 +39 38.89 0 +40 39.56 0 +50 40.65 Project Engineer. Development Resource Consultants c: \.. \chris \desktop\projectl.fm2 Development Resource Consultants FlowMaster v7.0 [7.0005] 04/22/08 02:39:35 PM , © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 Worksheet Worksheet for Irregular Channel Project Description 7 C 4 CT I • Worksheet Calle Tampico Flow Element Irregular Chani Method Manning's Forr Solve For Discharge Input Data Channel Slope 001500 ft/ft Water Surface Elev. 40.000 ft KAY, V jK5V�l Options Current Roughness Methc>ved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weightinc Horton's Method Results Mannings Coeffic 0.015 Elevation Range 1.89 to 4 05 Discharge 41.79 cfs t�- �TjL C�� l Flow Area 17.1 ft2 Wetted Perimetei 33.50 ft Top Width 33.12 ft Actual Depth 1.11 ft Critical Elevation 39.80 ft • Critical Slope 0.004425 ft/ft Velocity 2.45 ft/s Velocity Head 0.09 ft Specific Energy 40.09 ft Froude Number 0.60 Flow Type Subcritical Roughness Segments Start End Mannings Station Station Coefficient 0 +00 0 +50 0.015 Natural Channel Points Station Elevation (ft) (ft) 0 +00 41.05 0 +05 40.70 0 +06 40.20 0 +39 38.89 0 +40 39.56 0 +50 40.65 Project Engineer. Development Resource Consultants c: \... \chris \desktop\projectl .fm2 Development Resource Consultants FlowMaster v7.0 [7.0005] 04/22/08 02:38:45 PM © Haestad Methods, Inc. .37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 HYDROLOGY AND HYDRAULIC ANALYSIS FOR LA QUINTA RETAIL CENTER LOCATED AT NEC CALLS 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 Revised On: January 31, 2008 �I HYDROLOGY & HYDRAULIC REPORT CALLE TAMPICO PLAZA TABLE OF CONTENTS NARRATIVE Introduction Project Description Hydrology /Hydraulic Methodology Water Quality/Nuisance Water Summary SITE INFORMATION Location Map Reference Documentation Proposed Hydrology Map Overland Release Exhibit PROPOSED SITE HYDROLOGIC/ HYDRAULIC ANALYSIS Pipe Index Map 10 -Year Rational Analysis 100 -Year Rational Analysis 0 SECTION 1.0 SECTION 2.0 ' SECTION 3.0 I I r. . DRCa ' 07 -559 Hydrology Report.doc TABLE OF CONTENTS NARRATIVE Introduction Project Description Hydrology /Hydraulic Methodology Water Quality/Nuisance Water Summary SITE INFORMATION Location Map Reference Documentation Proposed Hydrology Map Overland Release Exhibit PROPOSED SITE HYDROLOGIC/ HYDRAULIC ANALYSIS Pipe Index Map 10 -Year Rational Analysis 100 -Year Rational Analysis 0 HYDROLOGY & HYDRAULIC REPORT 07 -559 Hydrology Report.doc CALLE TAMPICO PLAZA SECTION 1, 0 NARRATIVE introduction Project Description Hydrology/Hydraulic Methodology Water Quality/Nuisance Water Summary tHYDROLOGY & HYDRAULIC REPORT CALLE TAMPICO PLAZA ' 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. Hydroiogy/Hydrauiic 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 4 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 ®RC & 07 -559 Hydrology Report.doc ' 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. ' 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. Hydroiogy/Hydrauiic 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 4 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 ®RC & 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 RCFCb tables. 1 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 11.03 cfs in the 10 year storm event and 20.33 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 1'. 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. device is a low -flow media filtration device located at the downstream end of the private storm drain network. 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. 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. RCA ' 07 -559 Hydrology Report.doc HYDROLOGY & HYDRAULIC REPORT CALLE TAMPICO PLAZA 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. 1 07 -559 Hydrology Report.doc 1 HYDROLOGY & HYDRAULIC REPORT CALLE TAMPICO PLAZA f {t SECTION 2, 0 .., ' SITEINFORMATION . Location Map ' Reference Documentation Proposed Hydrology Map Overland Release Exhibit ■ i 1 - ®RC 4� 07 -559 Hydrology Report.doc P.O. Box 1504 LA QUINTA, CALIFORNIA 92247 -1504 PUBLIC WORKS /ENGINEERING DEPARTMENT 78 -495 CALLE TAMPICO (760) 777 -7075 LA QUINTA, CALIFORNIA 92253 FAX (760) 777 -7155 ENGINEERING BULLETIN #06 -16 TO: AAll Interested Parties FROM: bkMothy 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: htto:// www. la- guinta.orq /oublicworks /traCT1 /z onlinelibrary /plancheck checklist %20NEW.htm 2. Archive Plans Example City plans can be found at the following hyperlink: httl)://www.Ia-ouinta.orq/t)lancheck/m-search.asr) 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--1 (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 found on page E -9 of the manual, which is Ft = C(D- T)-1 -" + 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 yr storm (inches) Zones 1 h 3hr 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 �-_a- - = --^-°^sue -_. Zone 3 - West mountains and areas south of 2.20 2.80 3.40 4.50 Hwy 111 and west of Washington Zonel'4 West )Lof�Jefferson an areas ,east of 2.10_ 2.70 3.20 4.25 Washington including tie 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 sour 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 found on page E -9 of the manual, which is Ft = C(D- T)-1 -" + 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 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). 1 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. I� 1 ii 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 '/z 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 on 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. q 25. Typical Storm Drain Pipe Gradients & Velocity 1 \ • HGL Freeboards and Elevations ' . Difference in elevation between CB flow line and HGL in retention basin shall be between 0 and 12 inches. • 1 ft 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,op 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 =1 0.3% based on minimum flow velocity of 2.5 ft /sec. For local area drains, 4 " -6" pipe '26.. minimum grade = 1 %, larger pipe diameters = 0.5% should be assumed. 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 �n ' 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(B)(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 �,� 1 .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 I l 1 F 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 '1 i� 3.5 3 W2.5 Z z r 2 w J J 1.5 Z I �0 .5 3.5 3 2.5 2 1.5 1 .5 / 0 0 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE: I. For intermediate return periods plot 2 -year and 100 -year one hour volues 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 g- California, 1973. RAINFALL DEPTH VERSUS R C FC a W C D RETURN PERIOD FOR HYDROLOGY 1\/IANUAL PARTIAL DURATION SERIES PLATE 0-4.5 A '%torm 4'ewer"%F?'uiv'es OF file: La Quinta OF Curve.lDF Int. (in /hr) 14.00 14.00 100 -Yr 12.00. 10 12.00 -Yr 10.00 10.00 8.00 8.00 6.00 6.00 Csb� 4.00 4.00 �3• (3.3) C2•o5� <2.z� 2.00 2.00 0 3s� 0.00 0.00 0 5' 10 15 20 25 30 35 40 45 50 55 60 Time (min) Hydraflow Storm Sewers 2008 _g° I 9� lal �N U MH APH lNb2FaaB ET l SAI6 IB6® SCJ°aL DSTf2T '.Carc. i c.n 0 0 0 0 0 I I co 40.33 RI HT OF WAY SPRINGTIME WAY ��— A2 - A'i 0.3 AC ]Oo.063AC 19AC ON -SITE 5 MIN Tc OFF -SITE \ 5 MIN Tc ' Q H' I� o O cy- c0 M D J U H cx W� u,?j i WAIT Oe X o Ate. 0 � 42.50 F2 I � � 12ACQ�oSz�s sF MIN T — — — — 41.83 PA7 — — — A; � C I I A ON—SITE 0.02AC OFF —SITE I 5 MIN Tc EX BLDG I42.50 FT PROPERTY \ LINE I A5 \ I Awe A6 1 5 MIN Tc Q Q Q Q S M116TC y� I Q / / rl- — -- - - - - - - - - -- 1..1... N . _ I O I I Q A� Q � M $AC EX BLDG Pu<m I % 5 MI Tc 41.50 FF T RMWA R w MAJOR I / EAIMENT UN710_ 1 N IT 42.00 FF 0.25AC ON -SIT s 6 MAJOR MIN Tc �— lei 13,959 42.00 If I 0 41.33 Pfd (�6 SHOPS, 1 I 41.00 SHOPS ISHOPS 1 I. o MAXWELVb PROP RTY"A A7 I 40.78 OVERFLOW LIN OAC ELEVATION O 1 I Ic 1 0.16AC / a� G b Cone. Conc a - J� RIGHT OF WAY Ayn. a b CALLE TAMPIC _. I AaPA S I- F . ,1 LEGEND ATCH BASIN SUBAREA BOUNDARY NOTE: ALL ELEVATIONS SHOWN ARE BASED UPON NAVD 29 DATUM 01-31-08 PROPOSED - l�T HYDROLOGY MAP 1 �l CITY OF LA QUINTA, CALIFORNIA _ Development Resource Consultants; Inc. D R C Civil Engineering . Land Surveying . Land Planning C A L E 1 - 60'' 8175 EAST KAISER BOULEVARD ANAHEIM HILLS, CA 92808 (714) 685 -6860 I- .. ....... . ....... .............. .. -- ------- ------ . ...... . ..... — - ------- 0 Ar4� RIGHT OF WAY SPRINGTIME WAY RF OW POINT I OVEL f 4 yn--t�10; PLI LIC L f�R-INT-LOF, WAY 7 H .. .... ....... -- ------ 41 I U Ist -- -------- PROPERTY LINE 41 — — — — — — — — — — — — — — - --------- ...... 4 r L) M PAM i D --j C HP LLj MAJOR li u 42.00 IFF LEGEND LIMITS OF PONDING OVERFLOW PATH RI HT F TG SHOPS 1 396 WAY 41.00 FF I �l�il iii NOTE: Al ALL ELEVATIONS SHOWN 7, MAXWELL DRYWEL L PROP RTY`- 4 LINE ARE BASED UPON NAVD 40.78 OVERFLOW ELEVATION ------- - -- 29 DATUM RIGHT OF WAY % 01-31-08 -- --------- 40. H 3 .71 L C) . ... . .... OVERLAND RELEASE EXHIBIT OVERF4 INT OVERF4QW P INT , 1 ;10 U LI N L ......... RIGHT—OF—WAY -- ------ CITY OF LA QUINTA, CALIFORNIA RIGHT—OF—WAY TAMPICO . .. ..... Development Resource Consultants, Inc. Civil Engineering - Land Surveying - Land Planning I SCALE 1"=60' 81175 EAST KAISER BOULEVARD DRC - ----- ANAHEIM HILLS. CA 92808 (714) 685-6860 HYDROLOGY & HYDRAULIC REPORT CALLE TAMPICO PLAZA SECTION 3.0 PROPOSED SITE RATIONAL ANALYSIS l Pipe Index Map 10 -Year Rational Analysis 100 -Year Rational Analysis 07 -559 Hydrology Reportdoc ' HYDROLOGY & HYDRA"' *A' oeonoT f'wl I e Teuorm 01 A7A PIPE INDEX MAP I DRC a[l� ' 07 -559 Hydrology Report.doc PIPE INDEX MAP 07 -559 La Qu i nta A2 Al A3 uuuan 0 Project File: La Quinta Site Study.stm Number of lines: 28 J Date: 01 -29 -2008 Hydraflow Storm Sewers 2008 02.05 ' HYDROLOGY & HYDRAULIC REPORT ' 07 -559 Hydrology Report.doc CALLE TAMPICO PLAZA 10- YEAR STORM ANAL YSIS Line Profile Iinel Page 1 of 1 m = = m m =- m = = 7 m = m = Elev (ft) 44.00 Line I 44.00 41.00 41.00 ---------- 38.00 — .............. 38.00 35.00 35.00 MEOW 32.00 29.00 0 5 Line-21— - 10 15 20 32.00 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 (fus) Up (fus) Dn (ft) Up (ft) 1 11.03 32.00 32.10 2.00 1.91 2.06 34.00 34.01 34.16 3.51 3.57 5.75 5.80 07-559 La Quinta No. Lines: 28 Run Date: 01-29-2008 Hydraflow Storm Sewers 2008 Page I of I n'e Pro"PileTrinel m = = =' = �.i = = = = Elev (ft) Line 2 44.00 44.00 -Nor e 41.00 38.00 41.00 38.00 35.00 35.00 32.00 L -. _ 9 31 U —2 -0-. 9E �010=-- J2.00 29.00 29.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 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 11.23 32.10 33.00 2.00 1.19 1.19 34.16 34.19 j 34.19 3.57 5.78 5.80 5.10 07-559 La Quinta No. Lines: 28 Run Date: 01-29-2008 Hydraflow Storm Sewers 2008 Page I of I 'Lin'e PrMlelTinel ' ' ' ' ' M = = m m = = = = Elev (ft) Line 3 45.00 45.00 42.00 N o ne 42.00 39.00 – 39.00 36.00 36.00 ......... 33.00 33.00 ,U Fie- 2— -0-88- 30.00 30.00 0 5 10 15 20 25 30 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 (ft/s) Dn (ft) Up (ft) 3 11.28 33.00 33.22 1.51 1.19 1.94 34.51 34.41 j 35.16 i 4.45 5.76 5.10 4.48 07-569 La Quinta No. Lines: 28 Run Date: 01-29-2008 Hydraflow Storm Sewers 2008 Page I oft �ine P r'o?i I e �nej = = = = = = = = = = = m Elev (ft) 40.00 38.00 Manhole Line 4 Manhole 40.00 38.00 36.00 34.00 32.00 36.00 34.00 32.00 1 h - --22- 4!- @---. -056% 30.00 0 5 10 15 20 25 - 30.00 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) 4 9.93 33.22 33.33 1.94 1.85 2.02 35.16 35.18 35.35 3.19 3.27 4.48 4.37 07-559 La Quinta No. Lines: 28 Run Date: 01-29-2008 Hydraflow Storm Sewers 2008 mm MMM MM.M MMMMMM Line Profile (Line 5) Page 1 of 1 Elev(ft) Manhole Line 5 Manhole 40.00 40.00 38.00 36.00 34.00 32.00 38.00 36.00 34.00 c -ine 6, 32.00 34Lf-m- 24" —@..,0,5 1-910---- 30.00 30.00 01 5 10 15 20 25 30 35 40 45 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 (fus) Dn A Up (ft) 5 7.45 33.33 33.50 2.00 1.95 2.04 35.43 35.45 35.54 2.37 2.39 4.37 4.30 07-559 La Quinta f No. Lines: 28 Run Date: 01 -29-2008 Hydraflow Storm Sewers 2008 Page 1 of 1 'Lin'e Pr"offleTrinel 7 m = Elev (ft) Line 6 45.00 45.00 Manho 42.00 42.00 39.00 39.00 36.00 36.00 mom== - L E 33.00 kb-Ulb ir e 3.00 30.00 30.00 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 (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) 6 7.21 33.50 34.13 2.00 1.47 1.60 35.54 35.60 35.73 2.29 2.92 4.30 4.77 07-569 La Quinta No. Lines: 28 Run Date: 01-29-2008 Hydraflow Storm Sewers 2008 m Page I of 1 Unme Profile m m m m m = Elev (ft) Manhole 41.00 Line 7 None 41.00 39.00 37.00 39.00 37.00 35.00 35.00 33.00 ri- _ � _-... 1 inp P. Line e. 33.00 31.00 0 5 10 15 20 25 30 35 31.00 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 (ft/s) Dn (ft) Up (ft) 7 2.97 34.13 34.26 1.50 1.50 1.62 35.82 35.83 35.88 1.68 1.68 5.27 5.04 07-669 La Quinta No. Lines: 28 Run Date: 01-29-2008 Hydraflow Storm Sewers 2008 'Line P r'o?i I e Tri n ej Page 1 of 1 Elev (ft) Line 8 46.00 46.00 43.00 — --h lanhol e—i— 43.00 40.00 40.00 37.00 37.00 34.00 34.00 Line 9 0 - 31.00 .31.00 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 (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) 8 3.08 34.26 34.68 1.50 1.24 1.30 35.88 35.92 35.98 1.75 1.98 5.04 4.82 07-559 La Quinta No. Lines: 28 Run Date: 01-29-2008 Hydraflow Storm Sewers 2008 'Lin'e PrMfleTlinej Page 1 of 1 Elev (ft) 46.00 Line 9 46.00 43.00 40.00 — inhole- 43.00 40.00 —M --Man[Ti o le— 37.00 34.00 31.00 0 5 10 Rj- . —440 G-U , '1 5- 15 20 25 30 1770 35 40 45 37.00 4.00 e �1 1.00 3 50 55 60 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) 9 2.61 34.68 34.92 1.30 1.06 1.12 35.98 35.98 36.04 1.61 1.95 4.82 5.08 07-559 La Quinta ---FNo- Lines: 28 71 Run Date: 01-29-2008 Hydraflow Storm Sewers 2008 mtinmePro Tfle TrineM) m m Page I of 1 Elev (ft) Line 10 46.00 46.00 —,IAan ole— janliole 43.00 40.00 43.00 40.00 37.00 34.00 37.00 34.00 ........ .......... ...... ....... --------- - ------ -230-I" ----- - ne-9 31.00 31.00 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 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 (ft1s) Up (ft/s) Dn (ft) Up (ft) 10 2.21 34.92 36.07 1.15 0.57 0.81 36.07 36.64 j 36.88 i 1.51 3.61 5.08 3.83 07-559 La Quinta No. Lines: 28 Run Date: 01-29-2008 Hydraflow Storm Sewers 2008 Page I of 1 "Lin'ePro"Ffle jrineTl) lim m = . m . = m = m m Elev (ft) Line 11 44.00 �-Manhole 42.00 . . . . ............. 44.00 None- 42.00 40.00 38.00 40.00 38.00 36.00 36.00 ............ L, ine 12 34.00 0 5 10 15 20 25 30 35 34. 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 (ft/s) Dn (ft) Up (ft) 11 0.58 36.07 36.24 0.81 0.64 0.66 36.88 36.88 36.90 0.85 1.09 4.33 4.56 07-559 La Quinta No. Lines: 28 Run Date: 01-29-2008 Hydraflow Storm Sewers 2008 Page 1 oft �ine P r7oi I e �ine�2) M 1 = Elev (ft) Line 12 - Al 44.00 44.00 —None- 42.00 40.00 42.00 40.00 Al 38.00 36.00 38.00 36.00 inell —35 U-12" @-0-.7 41---,- 34.00 34.00 0 5 10 15 20 25 30 35 40 45 50 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw MY Dn (ft) Up (ft) Jnct (ft) Dn (ft/s) Up (ft/s) Dn (ft) Up (ft) 12 0.63 36.24 36.50 0.66- 0.39 0.47 36.90 36.89 36.97 1.13 2.18 4.56 3.00 07-569 La Quinta --�No. Lines: 28 Run Date: 01-29-2008 Hydraflow Storm Sewers 2008 Page I of I "UnT Profile Tine'73) ' " ' ' m m = = .= = = = = = Elev (ft) 45.00 Line 13 45.00 42.00 39.00 — 42.00 39.00 36.00 — 33.00 — 36.00 33.00 - I - 4 Lf- -1 -2—" 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) 13 2.21 33.22 34.17 1.00 1.00 1.12 35.16 35.17 35.29 2.81 2.81 5.48 5.73 07-559 La Quinta No. Lines: 28 Run Date: 01-29-2008 Hydraflow Storm Sewers 2008 "Line PrMfle Trine O) Page 1 oft Elev (ft) 41.00 None Line 20 None 41.00 39.00 39.00 37.00 35.00 33.00 37.00 35.00 33.00 ........... . ........... . --49 L-f-A-2-L 13 31.00 0 5 10 15 20 31.00 25 30 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 (fus) Up (ft/s) Dn (ft) Up (ft) 20 2.23 34.17 35.41 1.00 0.63 0.63 35.29 36.04 j 36.04 2.84 4.25 5.73 3.49 07-559 La Quinta No. Lines: 28 Run Date: 01-29-2008 Hydraflow Storm Sewers 2008 Page 1 of 1 "'L i n TP roM I e �ine "A) "11 r ' ' m m = = = = = = = = Elev (ft) Line 25 - A10 43.00 43.00 None— 41.00 41.00 . .. 39.00 . ............... 39.00 37.00 37.00 35.00 35.00 e 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) (fus) (ft/s) (ft) (ft) 25 2.24 35.41 35.80 0.79 0.63 1.05 36.20 36.43 j 36.85 i 3.37 4.26 3.49 3.00 07-559 La QuInta No. Lines: 28 Run Date: 01-29-2008 Hydraflow Storm Sewers 2008 Page 1 of 1 "I i n 'eProfile T 19 m Elev (ft) Manhole Line 14 - A9 A9 40.00 40.00 38.00 38.00 36.00 — 36.00 34.00 34.00 32.00 — 32.00 30.00 30.00 0 5 10 15 20 25 30 35 40 Reach (ft) Invert Elevatioh 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 4.06 33.33 35.00 1.25 0.81 1.36 35.35- 35.81 j 36.36 i 3.31 4.85 5.12 2.75 07-559 La Quinta No. Lines: 28 Run Date: 01-29-2008 Hydraflow Storm Sewers 2008 "L i MPro i I e T( n e"A) Page I oft Elea (ft). 45.00 Line 15 45.00 42,00 39.00 — 42.00 39.00 36.00 33.00 36.00 33.00 30.00 0 5 10 15 20 25 30 35 40 45 30.00 50 55 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) 15 0.71 33.50 34.31 1.00 1.00 1.33 35.61 35.63 35.64 0.91 0.91 5.30 5.19 07-669 La Quinta No. Lines: 28 Run Date: 01-29-2008 Hydraflow Storm Sewers 2008 "Lin'PMr"fl m = = - = = m m eroi e Tine18 Page I of I Elev (ft) Manhole Line 21 - A8 —A8 41.00 — 41.00 39.00 39.00 37.00 .P 37.00 35.00 J—J- 35.00 ........... 60 2, - —1.,98%.- -Line- 11 5 33.00 33.00 31.00 31.00 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) 21 0.78 34.31 35.50 1.00 0.37 0.53 35.64 35.87 j 36.03 i 0.99 2.90 5.19 3.50 07-559 La Quinta No. Lines: 28 Run Date: 01-29-2008 Hydreflow Storm Sewers 2008 i n 'eP ro ile Ti ne 6 17 Page 1 of 1 Elev (ft) Line 26 - A7 43.00 43.00 41.00 41.00 30.00 30.00 37.00 37.00 35.00 35.00 33.00 33.00 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) 26 0.52 35.50 36.00 0.53 0.31 0.42 36.03 36.31 j 36.42 i 1.24 2.56 3.50 3.00 07 -559 La Quinta No. Lines: 28 Run Date: 01 -29 -2008 Hydraflow Storm Sewers 2008 Page I of 1 `Lin'ePro"Mi e Trine%) ' ' ' ' ' = = = 7 = = = = N-lanhole Manhole Eley (ft) Line 16 41.00 41.00 39.00 39.00 37.00 — 37.00 35.00 35.00 d --Lini 2' -85V --l' 3 "-ra -1-. 0-5) % L . _ _� .�. 33.00 33.00 3 31.00 1.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 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) 16 6.05 34.13 35.02 1.50 0.94 1.56 35.73 35:96 j 36.58 i 3.42 5.20 5.27 4.38 --707-559 La Quinta No. Lines: 28 I Run Date: 01-29-2008 Hydraflow Storm Sewers 2008 Page I oft 'I'� n rol Mie frine"A)r ' ' = = = = = m = = = - m = Elev (ft) Line 22 Manhole None 42.00 42.00 40.00 40.00 38.00 38.00 36.00 73-1 36.00 9/0 Line. 27 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) (fus) (ft/s) (ft) (ft) 22 3.70 35.02 35.75 1.25 0.94 1.10 36.58 36.69 36.85 3.02 3.76 4.63 4.10 07-669 La Quinta No. Lines: 28 Run Date: 01-29-2008 Hydraflow Storm Sewers 2008 Line Proiie lrine5) -15 Page 1 of 1 Elev'(ft) Line 27 - A5 None 42.00 42.00 40.00 40.00 30.00 36.00 34.00 38.00 36.00 34.00 32.00 32.00 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 (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) . 27 3.80 35.75 36.25 1.17 0.78 1.29 36.92 37.03 j 37.54 i 3.18 4.72 • 4.10 2.75 07 -559 La Quinta No. Lines: 28 Run Date: 01 -29 -2008 Hydraflow Storm Sewers 2008 Page 1 of 1 'L i Me P Mori I e �ine�T)�i 4 ' ' = = = = = = = m = = m Elev (ft) Line 17 - A4 46.00 46.00 43.00 43.00 40.00 40.00 37.00 37.00 34.00 — 34.00 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 (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) 17 0.78 34.68 36.90 1.00 0.37 0.53 36.02 37.27 37.43 i 1.00 2.91 5.32 3.00 07-559 La Quinta No. Lines: 28 Run Date: 01-29-2008 Hydraflow Storm Sewers 2008 = = m m = = = = = m m = = = m Line Profile (Line 18) Page 1 of I Elev (ft) 46.00 Line 18 46.00 43.00 —Manhole- _None 43.00 40.00 40.00 37.00 34.00 31.00 0 5 10 15 20 25 37.00 EE Li 1 ROO 31.00 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) 18 1.1;T34.92 1 35.85 1.00 0.45 0.45 36.07 1 36.30 j 1 36.30 1.42 3.28 5.58 4.25 07-559 La Quinta No. Lines: 28 _7 Run Date: 01-29-2008 Hydraflow Storm Sewers 2008 i■r r� � r� �■r ■r rr rig r r r rr r rr �r r �r r r Line Profile (Line 23) - A3 Page 1 of 1 Elev (ft) Lille 23 - A3 None 42.00 A3 42.00 40.00 38.00 36.00 34.00 40.00 38.00 36.00 34.00 -21-Lf -12" .4 0 °Io --- _ .- 32.00 32.00 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) 23 1.15 35.85 36.70 0.58 0.45 0.67 36.43 37.15 j 37.37 i 2.42 3.30 4.25 3.00 07 -559 La Quinta No.. Lines: 28 Run Date: 01 -29 -2008 Hydrallow Storm Sewers 2008 Line Profile (fine) Page 1 of 1 Elev (ft) 44.00 Line 19 44.00 42.00 42.00 40.00 38.00 40.00 38.00 36.00 -- 34.00 0 5 :ALf 9 °l0 10 16 ine. _ 20 26 36.00 m 34.00 v 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) 19 1.83 36.07 36.14 0.81 0.75 0.85 36.88 36.89 36.99 2.68 2.88 4.33 4.06 07 -559 La Quinta No. Lines: 28 Run Date: 01 -29 -2008 Hydraflow Storm Sewers 2008 "L i n e ro i e IM n e 4 -12 Page 1 of 1 Elew (ft) 44.00 Line 24 -1 44.00 42.00 42.00 40.00 38.00 36.00 40.00 38.00 36.00 34.00 0 5 10 15 20 25 30 35 40 34.00 45 50 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) 24 1.88 36.14 36.33 0.89 0.73 0.74 37.03 37.06 37.07 i 2.54 3.04 4.06 3.00 07 -559 La Quinta --T No. Lines: 28 Run Date: 01 -29 -2008 Hydraflow Storm Sewers 2008 �i ne Profile �i ne8) "-X6 smi@ = m m = m = m m = Page 1 of 1 Elev (ft) Line 28 - A6 43.00 43.00 AE 41.00 41.00 :T:E . 39.00 39.00 37.00 37.00 35.00 _ 0 35.00 -L —L-ine 1-6—F-11--, 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) 28 2.66 35.02 36.25 1.00 0.69 1.20 36.58 36.94 j 37.45 i 3.38 4.59 4.88 3.00 07 -559 La Quinta No. Lines: 28 Run Date: 01 -29 -2008 - Hydrailow Storm Sewers 2008 HYDROLOGY & HYDRAULIC REPORT CALLE TAMPICO PLAZA 07 -559 Hydrology Report.doc 100 -YEAR STORM ANALYSIS M M M M M M M M M M M M M M M M M M M Line Profile (Line 1) Page I of 1 Eley(ft) 44.00 Line 1 44.00 a-None-- F— 41.00 41.00 38.00 38.00 35.00 35.00 32.00 32.00 -0 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 (ft1s) Dn (ft) Up (ft) 1 20.33 32.00 32.10 2.00 1.93 2.43 34.00 34.03 34.53 6.47 6.54 5.75 5.80 07-559 La Quinta No. Lines: 28 Run Date: 01-31-2008 Hydraflow Storm Sewers 2008 M IMl M M M Line Profile (Line 2) M'M M M M M M M M M M MM M Page 1 of 1 Elev (ft) Line 2 44.00 44.00 =No e— -Nor e 41.00 41.00 38.00 38.00 35.00 35.00 NEME 32.00 32.00 le -Lil ----I JI567-1 29.00 29.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 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) 2 20.63 32.10 33.00 2.00 2.00 2.76 34.53 35.09 35.76 6.57 6.57 5.80 5.10 07-559 La Quinta No. Lines: 28 Run Date: 01-31-2008 Hydraflow Storm Sewers 2008 i Line Profile (Line 3) Page 1 of 1 Elev (ft) Lille 3 45.00 45.00 , 42.00 42.00 39.00 39.00 36.00 36.00 33.00 -� 33.00 _ L_=-L : =� - 25Lf -4�� -0: 88 __ _ _ . _ 0 _ _ _ 30.00 �- . 30.00 0 5 10 15 20 25 30 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 (fds) Dn (ft) Up (ft) 3 20.71 33.00 33.22 2.00 2.00 2.76 35.76 35.91 35.98 i 6.59 6.59 5.10 4.48 07 -559 La Quinta No. Lines: 28 Run Date: 01 -31 -2008 Hyarenow storm sewers 2008 M M M M M M M Line Profile (Line 4) M M M M M M M M M M M M Page 1 of I Elev(ft) 40.00 Manhole Line 4 F- Manhole "% 40.00 38.00 38.00 36.00 36.00 34.00 32.00 34.00 5 32.00 e— 0 30.00 0 5 10 15 20 25 30.00 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 (ftts) Up (ft1s) Dn (ft) Up (ft) 18.21 33.22 33.33 2.00 2.00 3.27 35.98 36.08 36.60 5.80 5.80 4.48 4.37 07-559 La Quinta No. Lines: 28 Run Date: 01-31-2008 Hydraflow Storm Sewers 2008 M M M M M M M M M M M M M M M M M M M Line Profile (Line 5) Page 1 of I Elev (ft) Manhole Line 5 Manhole 40.0 . 0 40.00 38.00 38.00 36.00 36.00 34.00 32.00 34.00 -ine 6 32.00 30.00 30.00 0 5 10 15 20 25 30 35 40 45 Reach (ft) Invert Elevation Depth of Flow Hydraulic Grade Line Velocity Cover Line # Q (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft1s) Up (ft/S) Dn (ft) Up (ft) 5 13.63 33.33 33.50 2.00 2.00 3.71 36.83 36.92 37.21 4.34 4.34 4.37 4.30 07-559 La Quinta I No. Lines: 28 Run Date: 01-31-2008 Hydraflow Storm Sewers 2008 = m m m m = = = = m = m m m = = = m = Line Profile (Line 6) Page 1 of I Elev(ft) Line 6 45.00 45.00 42.00 – =M0 42.00 39.00 39.00 36.00 36.00 RON"— 33.00 30.00 — – 30.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 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 Otis) Up (ft1s) Dn (ft) Up (ft) 6 13.07 33.50 34.13 2.00 2.00 3.67 37.24 37.54 37.80 4.16 4.16 4.30 4.77 07-559 La Quinta No. Lines: 28 Run Date: 01-31-2008 Hydreflow Storm Sewers 2008 M Ml M M M MMMM M Line Profile (Line 7) Page 1 of I Elev (ft) 41.00 Manhole Line 7 None 41.00 39.00 of. 37.00 37.00 35.00 35.00 33.00 LLI inp -0-50'16--' Line 8 33.00 31.00 0 5 10 15 20 25 30 35 31.00 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 (ft/s) Dn (ft) Up (ft) 7 5.36 34.13 34.26 1.50 1.50 3.86 37.93 37.98 38.12 3.04 3.04 5.27 5.04 07-559 La Quinta T No. Lines: 28 Run Date: 01-31-2008 Hydraflow Storm Sewers 2008 M M M M M Line Profile (Line 8) M M M M Ml M M M M M M M M M Page 1 of 1 Elev (ft) Line 8 46.00 46.00 43.00 43.00 --h lanhol 5--j- EL 40.00 _ . _._. -- –.- W.._ _ _ _ - `�.._ 40.00 37.00 37.00 34.00 3900 .0 ine —LL 31.00 - 31.00 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 (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) 5.53 34.26 34.68 1.50 1.50 3.76 38.12 38.29 38.44 3.13 3.13 5.04 4.82 07-569 La Quinta No. Lines: 28 Run Date: 01-31-2008 Hydraflow Storm Sewers 2008 M M M M M M M M M M M M M M M M M M M Line Profile (Line 9) Page 1 of 1 Eley (ft) Line 9 46.00 46.00 43.00 —Manh ole M inhole- 43.00 40.00 40.00 37.00 37.00 34.00 e 134.00 to 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 (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) 9 4.65 34.68 34.92 1.50 1.50 3.74 38.48 38.55 38.66 2.63 2.63 4.82 5.08 07-559 La Quinta No. Lines: 28 F I Run Date: 01-31-2008 Hydraflow Storm Sewers 2008 M M M M M M M M M M M M M M M M M M M Line Profile (Line 10) Page 1 of 1 Eley (ft) Line 10 46.00 46.00 ----1 Whole 43.00 43.00 F 40.00 37.00 34.00 40.00 37.00 11 34.00 P— 11 L—P.- inF. L--L! ne-9--- - - - - - - - - - - - - 31.00 31.00 0 20 40 60 80 100 120 140 160 180 200 220 .240 260 280 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) 10 3.71 34.92 36.07 1.50 1.50 2.90 38.70 38.90 1 38.97 2.10 2.10 5.08 3.83 07-559 La Quinta No. Lines: 28 Run Date: 01-31-2008 Hydraflow Storm Sewers 2008 M M M M M M M M M M M M M M M M M M M Line Profile (Line 11) Page 1 of 1 Elev(ft) 44.00 -Manhole 42.00 40.00 Line 11 - None- 44.00 42.00 40.00 38.00 38.00 36.00 36.00 34.00 0 5 10 15 20 25 30 35 34.00 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 (ft1s) Up (ft/s) Dn (ft) LIP (ft) 11 0.96 36.07 36.24 1.00 1.00 2.81 39.02 39.03 39.05 1.22 1.22 4.33 4.56 07-569 La Quinta — No. Lines: 28 I Run Date: 01-31-2008 Hydreflow Storm Sewers 2008 M M M M M M M M M M M M M M M M M M M Line Profile (Line 12) - Al Page 1 oft Elev (ft) Line 12 - Al 44.00 44.00 --None- 42.00 40.00 Al 42.00 40.00 38.00 38.00 36.00 36.00 lne 36L-f--T2—"@-O- 34.00 34.00 0 5 10 15 20 25 30 35 40 45 50 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) 12 1.01 36.24 36.50 1.00 1.00 2.60 39.05 39.07 39.10 1.29 1.29 4.56 3.00 07-659 La Quinta No. Lines: 28 Run Date: 01-31-2008 Hydraflow Storm Sewers 2008 M M M M M M M M M M M M M M M M s M M Line Profile (Line 13) Page 1of1 Elev (ft) 45.00 Line 13 45.00 - None 42.00 42.00 39.00 39.00 36.00 36.00 -- 33.00 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) 13 3.58 33.22 34.17 1.00 1.00 2.23 35.98 36.08 36.40 4.56 4.56 5.48 5.73 07 -559 La Quinta No. Lines: 28- Run Date: 01 -31 -2008 Hydraflow Storm Sewers 2008 E Line Profile (Line 20) Page, of 1 Elev (ft) 41.00 Plane Line 20 None 41.00 39.00 39.00 37.00 37.00 35.00 33.00 35.00 5 33.00 31.00 0 5 10 15 20 25 31.00 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 (fus) Up (fus) Dn (ft) Up (ft) 20 3.61 34.17 35.41 1.00 1.00 1.46 36.40 36.54 36.87 4.59 4.59 5.73 3.49 07 -559 La Quinta No. Lines: 28 Run Date: •01 -31 -2008 Hydreflow Storm Sewers 2008 Elev (ft) Line 25 - A10 43.00 43.00 Line Profile (Line 25) - A10 Page 1 of 1 Elev (ft) Line 25 - A10 43.00 43.00 41.00 —None- 41.00 39.00 39.00 37.00 37.00 35.00 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 (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 3.62 35.41 35.80 1.00 1:00 1.36 36.87 36.92 37.16 i 4.61 4.60 3.49 3.00 07 -559 La Quinta No. Lines: 28 Run Date: 01 -31 -2008 Hydreflow Storm Sewers 2008 r r M M M M M M M riw w ww w r w ww wiw w w M M Line Profile (Line 14) - A9 Page 1 of 1 Elev (ft) 40.00 Manhole Line 14 - A9 A9 40.00 38.00 38.00 36.00 34.00 — 32.00 — 36.00 34.00 32.00 30.00 0 5 10 15 20 25 30 35 30.00 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 (ft1s) Up (ft/s) Dn (ft) Up (ft) 14. 6.56 33.33 35.00 1.25 1.25 2.32 36.68 36.87 37.32 5.35 5.35 5.12 2.75 07-659 La Quinta No. Lines: 28 Run Date: 01-31-2008 Hydraflow Storm Sewers 2008 t M M M M M M M Line .Profile (Line 15) Page 1 of I Eley (ft) 45.00 Line 15 45.00 42.00 Mani ale 42.00 39.00 39.00 —77—fpa 36.00 33.00 36.00 33.00 Line- 5 30.00 0 5 10 15 20 25 30 35 40 30.00 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 (ft1s) Dn (ft) Up (ft) 15 1.21 33.50 34.31 1.00 1.00 3.23 37.47 37.50 37.54 1.54 1.54 5.30 5.19 07-559 La Quinta No. Lines: 28 Run Date: 01-31-2008 Hydraflow Storm Sewers 2008 m m m= m= m m W W m = m Line Profile (Line 21) - A8 Page I of 1 Elev (ft) Manhole Line 21 - A8 AS 41.00 - 41.00 39.00 39.00 37.00 35.00 - 33.00 37.00 35.00 i 33.00 41 P Qali� -Line--2( 31.00 - 31.00 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 (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) 21 1.28 34.31 35.50 1.00 1.00 2.11 37.54 37.59 37.61 1.63 1.63 5.19 3.50 07-559 La Quinta No. Lines: 28 I Run Date: 01-31-2008 Hydraflow Storm Sewers 2008 Elev (ft) Line 26 - A7 43.00 43.00 Line Profile (Line 26) - A7 Page 1 of 1 Elev (ft) Line 26 - A7 43.00 43.00 41.00 41.00 39.00 39.00 37.00 35.00 — 37.00 35.00 f i:= 33.00 33.00 0 5 10 15 20 25 30 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 (ft/s) Dn (ft) Up (ft) 26 0.84 35.50 36.00 1.00 1.00 1.67 37.64 37.65 37.67 1.07 1.07 3.50 3.00 07 -559 La Quinta No. Lines: 28 Run Date: 01 -31 -2008 HydraOow Storm Sewers 2008 M IM M M IM M M IM M M IM M MMMMMMM Line Profile (Line 16) Page 1 of 1 Eley (ft) Manhole Lille % Manhole 41.00 41.00 771--39.00 39.00 37.00 35.00 33.00 IT` 37.00 35.00 . 22 33.00 P- L_ f-fi- __ - _ W _ - -$ f _ _ - _ �_a a/o _ _ -. +Lin - __ 31.44 - ELEL — 31.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 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) 16 9.98 34.13 35.02 1.50 1.50 3.71 37.80 38.36 38.73 5.65 5.65 5.27 4.38 07-559 La Quinta TNo, Lines: 28 Run Date: 01-31-2008 Hydreflow Storm Sewers 2008 = m m m m1m-m m mm mmm Line Profile (Line 22) Page 1 of I Eley (ft) Manhole Line 22 None 4 42.00 2.00 40.00 40.00 38.00 36.00 34.00 38.00 36.00 27 34.00 Line I :_ALI 1 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 (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (fus) Up (fus) Dn (ft) Up (ft) 22 6.03 35.02 35.75 1.25 1.25 3.82 38.85 39.28 39.57 4.92 4.92 4.63 4.10 07-559 La Quinta No. Lines: 28 Run Date: 01-31-2008 Hydraflow Sloan Sewers 2008 MM IM M M MW M M M M.M Ml MMM Line Profile (Line 27) - A5 Page I oft Elev (ft) None Line 27 - A5 .42.00 j 42.00 40.00 - 40.00 38.00 36.00 - 34.00 - 38.00 36.00 34.00 ........ L 16-612--, AZU L-- 32.00 32.00 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 (cfs) Dn (ft) Up (ft) Dn (ft) Up (ft) Hw (ft) Dn (ft) Up (ft) Jnct (ft) Dn (ft1s) Up (ft1s) Dn (ft) Up (ft) 27 6.14 35.75 36.25 1.25 1.25 4.01 39.57 39.87 40.26 5.00 5.00 4.10 2.75 07-559 La Quinta FNo. Lines: 28 Run Date: 01-31-2008 Hydraflow Storm Sewers 2008 m m m m m = m m m � m r m M, Line Profile (Line 17) - A4 Page 1 of I Eley (ft) Line 17 - A4 46.00 46.00 43.00 43.00 40.00 - 40.00 T 37.00 37.00 1 34.00 - 34.00 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 (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) 17 1.26 34.68 36.90 1.00 1.00 1.69 38.55 38.55 38.59 1.61 1.61 5.32 3.00 07-559 La Quinta No. Lines: 28 Run Date: 01-31-2008 Hydreflow Storm Sewers 2008 M MM MM w w w w ww ww ww wr ww M- MIMM M Line Profile (Line 18) Page 1 of 1 Elev(ft) 46.00 Lime 18 46.00 43.00 —Manhole- - --None-- 43.00 40.00 40.00 37.00 34.00 37.00 ROO PROF 31.00 0 5 10 15 20 25 31.00 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 (ft1s) Dn (ft) Up (ft) 18 1.82 34.92 I 35.85 1.00 I 1.00 I 2.94 38.68 38.73 38.79 2.32 2.32 5.58 4.25 07-559 La Quinta No. Lines: 28 Run Date: 01-31-2008 Hydraflow Storm Sewers 2008 M M M M M M M M M M M M M M M M M M M Line Profile (Line 23) - A3 Page I of 1 Elev (ft) None Line 23 - A3 A3 42.00 42.00 40.00 40.00 38.00 - 36.00 - 34.00 38.00 36.00 34.00 32.00 32.00 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 (ftis) Up (ft/s) Dn (ft) Up (ft) 23 1.85 35.85 36.70 1.00 1.00 2.22 38.79 38.83 38.92 2.36 2.36 4.25 3.00 07-559 La Quinta FNo. Lines: 28 Run Date: 01-731-2008 Hydraflow Storm Sewers 2008 M M M M r M M M M M- M M A M r M M M M Line Profile (Line 19) Page 1of1 Elev (ft) 44.00 Line 19 44.00 - - - - -- Manhole— None 42.00 42.00 40.00 40.00 38.00 38.00 36.00 3s.oa --1'2 _. Line. 24 .......___ __ 34.00 0 5 10 15 20 25 34.00 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 (fus) Up (fUs) Dn (ft) Up (ft) 19 2.97 36.07 36.14 1.00 1.00 3.07 38.97 39.04 39.21 3.79 3.79 4.33 4.06 07 -559 La Quinta No. Lines: 28 Run Date: 01 -31 -2008 HydraBow Storm Sewers 2008 M M M M M M M M M M M r w M M Line Profile (Line 24) - A2 Page 1 of 1 Elev (ft) 44.00 Line 24 - A2 44.00 --Nb-n—e 42.00 42.00 40.00 38.00 7­1 40.00 38.00 36.00 36.00 L Fr -36Lf­- 1-2!'-@-0- -33%-- 34.00 0 5 10 15 20 34.00 25 30 35 40 45 50 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 (fus) Dn (ft) Up (ft) 24 3.03 36.14 36.33 1.00 1.00 3.30 39.21 39.40 39.63 3.86 3.86 4.06 3.00 07-559 La Quinta No. Lines: 28 Run Date: 01-31-2008 Hydraflow Storm Sewers 2008 Line Profile (Line 28) - A6 Page 1ofI Elev (ft) Line 28 - A6 43.00 43.00 _ - -- -Man .. ie__._ 41.00 39.00 41.00 30.00 37.00 35.00 37.00 35.00 1,6 ...Line u - - —.- 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 (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) 28 4.29 35.02 36.25 1.00 1.00 3.46. 38.76 39.24 39.71 5.46 5.46 4.88 3.00 07 -559 La Quinta No. Lines: 28 Run Date: 01 -31 -2008 Hydranow storm sewers 2008 f I