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28485T 11111111 -ly HYDROLOGY AND HYDRAULIC CALCULATIONS LA QUINTA HOTEL CASITAS TRACT 28485 CITY OF LA QUINTA April 21, 1998 PREPARED FOR: KSL RECREATION CORPORATION 56 -140 PGA BOULEVARD LA QUINTA, CA 92253 PREPARED BY: MDS CONSULTING 79 -799 OLD AVENUE 52 LA QUINTA, CA 92253 TRACT 28485, LA QUINTA HOTEL CASITAS METHODOLOGY 7 COVE HYDROLOGY SANTA ROSA COVE HYDROLOGY (Q100) 3 HYDRAULIC CALCULATIONS LINE A LATERALS 5 HYDRAULIC CALCULATIONS LINE B LATERALS 6 TRACT 28485, LA QUINTA HOTEL CASITAS HYDRAULIC CALCULATIONS LINE C LATERALS % VA- NE D LATER CATCH BASIN HYDRAULICS 9 APPENDIX CIO HYDROLOGY MAPS (IN POCKET) 7 I �4 METHODOLOGY The hydrology for Tentative Tract No. 28545 (La Quinta Hotel Casitas) is composed of two separate and distinct hydrologic basins, the off -site drainage basin in the Santa Rosa Cove project and the on -site flows generated from the Hotel site proper. As an accommodation to the Santa Rosa Cove Homeowner's Association, an existing drainage deficiency on Calle Mazatlan south of Camino Quintana was to be minimized by the installation of a battery of four catch basins upstream of the drainage deficiency. The deficiency is a cross - gutter that collects all of the stormwaters in this drainage basin and routes it through a small surface reinforced concrete box between two residential structures to the golf course. The four catch basins were designed to accept a ten -year storm and to flow into the storm drain system emanating from the hotel project. In a one- hundred -year storm event, stormwaters not intercepted by the four catch basins would flow by and follow the historical flow path to the cross - gutter in Calle Mazatlan. The on -site flows were tabled for the mainline storm drain systems, using a one - hundred -year storm frequency. The Hotel site exists as a very flat site with a series of non - connected low flow yard drains and dry wells that were constructed as drainage problems arose. The proposed drainage system will collect all of the tributary flows from the Casitas project and areas upstream on Avenue Obregon, including the proposed spa, the existing tennis club and pool, the Morgan House, and the small date grove adjacent to Avenida Fernando. As there will be an extensive system of yard and landscape drains connecting to the mainline storm drain, the system was designed to provide maximum flexibility for these smaller yard drain systems. , Hydraulic calculations were performed using the L.A. County Water Surface Presure Gradient (WSPG) program for the 100 year calculated runoff. ,0*4" O&W000 Q�pF E SS/ �N Stanley C. M rse, RCE 20596 o q, No. 20596 Exp. 9 -30 -01 GA413112UHYDWIETHOD.DOC �TF OF CALF HYDROLOGY MDS CONSULTING LA QUINTA RESORT & HOTEL ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION. DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/96 License ID 1269 Analysis prepared by: MDS CONSULTING 17320 Redhill Avenue Suite 350 Irvine, CA 92714 -5644 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** LA QUINTA RESORT AND HOTEL OFF -SITE HYDROLOGY IN SANTA ROSA COVE AVENIDA BONITA FLOWS TO 18" STORM DRAIN 10 YEAR STORM FLOWS ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: HOTELI I.DAT TIME /DATE OF STUDY: 11:28 11/ 7/1997 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 .,,O -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /IIOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = .5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = .5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -11OUR INTENSITY(INCII /HOUR) = 1.0100 SLOPE OF INTENSITY DURATION CURVE = .5806 SPECIFIED CONSTANT RUNOFF COEFFICIENT = .550 NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 21 -------------------------7------------------------------------------------ > > > > > RATIONAL METHOD INITIAL SUBAREA ANALYSIS < < < < < ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CIIANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 700.00 UPSTREAM ELEVATION = 55.60 DOWNSTREAM ELEVATION = 51.50 ELEVATION DIFFERENCE = 4.10 .359 *[( 700.00 * *3) /( 4.10)] * *.2 = 13.799 YEAR RAINFALL INTENSITY(1NCH /HOUR) = 2.371 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA RUNOFF(CFS) = 5.74 TOTAL AREA(ACRES) = 4.40 TOTAL RUNOFF(CFS) = 5.74 'LOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 6 ------------------------------------------------------------------------ > > > > > COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA < < < < < — ---- - - - - -- UPSTREAM ELEVATION = 51.50 DOWNSTREAM ELEVATION = 49.40 STREET LENGTH(FEET). = 600.00 CURB HEIGHT(INCHES) = 6. STREET IIALFWIDTII(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.42 STREETFLOW MODEL RESULTS: STREET FLOWDEPTII(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 14.65 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.64 PRODUCT OF DEPTH&cVELOCITY = .69 STREETFLOW TRAVELTIME(MIN) = 6.10 TC(MIN) = 19.90 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.917 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .5500 cTIBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 3.37 AMED AREA(ACRES) = 7.60 TOTAL RUNOFF(CFS) = 9.11 r-igD OF SUBAREA STREETFLOW HYDRAULICS: DEPTII(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 15.68 FLOW VELOCITY(FEET /SEC.) = 1.77 DEPTH *VELOCITY = .78 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 9.11 Tc(MIN.) =- 19.90 TOTAL AREA(ACRES) = 7.60 END OF RATIONAL METIIOD ANALYSIS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1269 Analysis prepared by: MDS CONSULTING Planners * Engineers * Surveyors 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 TIME /DATE OF STUDY: 11:33 11/ 7/1997 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * LA QUINTA RESQQRT OFF -SITE HYDROLOGY * AVENIDA VISTA`AIONITA CATCH BASIN INTERCEPTION (10 YEAR STORM) * EXISTING 7' CATCH BASINS (2 EACH) ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** > > > > STREETFLOW MODEL INPUT INFORMATION < < < < ---------------------------------------------------------------------- - - - - -- "ONSTANT STREET GRADE(FEET /FEET) = .004000 INSTANT STREET FLOW(CFS) = 9.11 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 INTERIOR STREET CROSSFALL.(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = .12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES -- ---- - - - - -- STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .44 HALFSTREET FLOOD WIDTH(FEET) = 15.68 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.77 PRODUCT OF DEPTH &VELOCITY = .78 HYDRAULIC ELEMENTS - I. PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1269 Analysis prepared by: MDS CONSULTING Planners * Engineers * Surveyors 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 TIME /DATE OF STUDY: 11:37 11/ 7/1997 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * LA QUINTA HOTEL OFF -SITE HYDROLOGY * AVENIDA VISTA BONITA CATCH BASIN INTERCEPTION * EXISTING 7' CATCH BASINS (2 EACH) 10 YEAR STORM ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** > > > > FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION < < < < r.urb Inlet Capacities are approximated based on the Bureau of blic Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 4.55 GUTTER FLOWDEPTH(FEET) = .44 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 7.00 > > > > CALCULATED BASIN WIDTH FOR TOTAL 1NTERCEI''CION = 10.8 > > > > CALCULATED ESTIMATED INTERCEPTION(CFS) = 3.6 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON . RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/96 License ID 1269 Analysis prepared by: MDS CONSULTING 17320 Redhill Avenue Suite 350 Irvine, CA 92714 -5644 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** LA QUINTA RESORT AND HOTEL OFF -SITE HYDROLOGY IN SANTA ROSA COVE 10 YEAR STORM FLOWS FILE NAME: HOTELI3.DAT TIME /DATE OF STUDY: 15:54 11/ 7/1997 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED, PERCENT OF GRADIENTS(DECIMAL) TO.USE FOR FRICTION SLOPE _ .95 'n-YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 YEAR-STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 w0 -YEAR STORM 10- MINUTE INTENSITY(INCH /IIOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = .5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = .5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT - 10.00 1- HOUR.INTENSITY(INCH /HOUR) = 1.0100 SLOPE OF INTENSITY DURATION CURVE = .5806 SPECIFIED CONSTANT RUNOFF COEFFICIENT = .550 NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RC1 C &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 7 > > > > > USER SPECIFIED HYDROLOGY INFORMATION AT NODE < < < < < USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 19.33 RAIN INTENSITY(INCH /IIOUR) = 1.95 TOTAL AREA(ACRES) = 7.60 TOTAL RUNOFF(CFS) = 1.91 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 6 - --------------------------------------------------------------------- > > > > COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA < < < < < UPSTREAM ELEVATION = 49.40 DOWNSTREAM ELEVATION = 46.20 STREET LENGTH(FEET) = 830.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 ')UTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.77 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.04 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.41 PRODUCT OF DEPTH &VELOCITY = .49 STREETFLOW TRAVELTIME(MIN) = 9.81 TC(MIN) = 29.14 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.536 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 4.45 SUBAREA RUNOFF(CFS) = 3.76 SUMMED AREA(ACRES) = 12.05 TOTAL RUNOFF(CFS) = 5.67 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 12.59 FLOW VELOCITY(FEET /SEC.) = 1.67 DEPTH *VELOCITY = .63 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 1S CODE = 8 ---------------------------------------------------------------------------- > > > > > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < < < < -J YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.536 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) 2.45 SUBAREA RUNOFF(CFS) = 2.07 TOTAL AREA(ACRES) = 14.50 TOTAL RUNOFF(CFS) = 7.74 TC(MIN) = 29.14 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 6 > > > > > COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA < < < < < ---- - - - - -- UPSTREAM ELEVATION = 46.20 DOWNSTREAM ELEVATION = 41.40 STREET LENGTH(FEET) = 1200.00 CURB HEIGHTUNCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK'= 16.50 INTERIOR STREET CROSSPALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 12.41 TREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 17.23 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.01 PRODUCT OF DEPTH &VELOCITY = .95 STREETFLOW TRAVELTIME(MIN) = 9.94 TC(MIN) = 39.08 10 YEAR RAINFALL INTENSITY(INCH /IIOUR) = 1.295 *USER SPECIFIED(GLOBAL): ONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .5500 ,UBAREA AREA(ACRES) = 13.20 SUBAREA RUNOFF(CFS) = 9.40 SUMMED AREA(ACRES) = 27.70 TOTAL RUNOFF(CFS) = 17.14 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .52 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 2.21 DEPTIi *VELOCITY = 1.14 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 17.14 Tc(MIN.) = 39.08 TOTAL AREA(ACRES) = 27.70 END OF RATIONAL METHOD ANALYSIS HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1269 Analysis prepared by: MDS CONSULTING Planners.* Engineers * Surveyors 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 16: 0 IV 7/1997 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * LA QUINTA HOTEL OFF -SITE HYDROLOGY * CATCH BASIN SIZING ON CALLE MATZATLAN N/O CAMINO QUINTANA * TEN YEAR STORM ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** > > > > FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION < < < < ---------------------------------------------------------------------- - - - - -- .-urb Inlet Capacities are approximated based on the Bureau of -iblic Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 8.57 GUTTER FLOWDEPTH(FEET) = .54 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 16.30 > > > > CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 16.3 > > > > CALCULATED ESTIMATED INTERCEPTION(CFS) 8.6 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1269 Analysis prepared by: MDS CONSULTING Planners * Engineers * Surveyors 17320 Redhill Avenue, Suite 350 . Irvine, CA 92714 TIME /DATE OF STUDY: 15:58 IV 7/1997 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** k LA QUINTA RESORT OFF -SITE HYDROLOGY STREET FLOW DEPTH IN CALLE MATZATLAN N/O CAMINO QUINTANA 10 YEAR STORM FLOWS ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** > > > > STREETFLOW MODEL INPUT INFORMATION < < < < CONSTANT STREET GRADE(FEET /FEET) = .003200 CONSTANT STREET FLOW(CFS) = 17.14 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 )NSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) _ .18.00 .jISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = .12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT.NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .54 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.02 PRODUCT OF DEPTH &VELOCITY = 1.08 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 1.SA Release Date: 01/01/96 License ID 1269 Analysis prepared by: MDS CONSULTING 17320 Redhill Avenue Suite 350 Irvine, CA 92714 -5644 # # # # # # # * * * # * # # # * # # # # # # # # ** DESCRIPTION OF STUDY # # # # * # * # # # * # * # # # # * * * * * * * ** LA QUINTA RESORT AND HOTEL OFF -SITE HYDROLOGY IN SANTA ROSA COVE 10 YEAR STORM FLOWS * # FILE NAME: HOTELI4.DAT TIME /DATE OF STUDY: 14:21 11/ 7/1997 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) _ -10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 j(EAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 1u0 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = .5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = .5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.0100 SLOPE OF INTENSITY DURATION CURVE = .5806 SPECIFIED CONSTANT RUNOFF COEFFICIENT = .550 NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES #####*##############################*###*#*## # # # # # # # # # # # # # # # # # # # # # # # # # # * # * ** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 21 > > > > > RATIONAL METHOD INITIAL SUBAREA ANALYSIS < < < < < ------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CIIANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 1230.00 UPSTREAM ELEVATION = 56.00 DOWNSTREAM ELEVATION = 41.50 Fi .EVATION DIFFERENCE = 14.50 _ .359 *[( 1230.00 * *3) /( 14.50)] * *.2 = 15.032 .� YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.256 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA RUNOFF(CFS) = 7.51 TOTAL AREA(ACRES) = 6.05 TOTAL RUNOFF(CFS) = 7.51 ----------- END OF STUDY SUMMARY: "EAK FLOW RATE(CFS) = 7.51 Tc(MIN.) = 15.03 ►TAL AREA(ACRES) = 6.05 ------------------------------------------------------- ------------------------------------------------------ END OF RATIONAL METHOD ANALYSIS HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 'License ID 1269 Analysis prepared by: MDS CONSULTING Planners * Engineers * Surveyors 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 TIME /DATE OF STUDY: 14:27 11/ 7/1997 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * LA QUINTA HOTEL OFF -SITE HYDROLOGY * ENCATCHMENT FLOWS AT CB'S ON CAMINO QUINTANA W/O MATZATLAN * 10 YEAR STORM FLOWS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** > > > > FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION < < < < '•irb Inlet Capacities are approximated based on the Bureau of ablic Roads nomograph plots for Flowby basins and sump basins. STREETFLOW(CFS) = 3.76 GUTTER FLOWDEPTH(FEET) = .37 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 10.60 > > > > CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 10.6 > > > > CALCULATED ESTIMATED INTERCEPTION(CFS) = 3.7 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1269 Analysis prepared by: MDS CONSULTING Planners * Engineers * Surveyors 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 TIME /DATE OF STUDY: 14:24 11/ 7/1997 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * LA QUINTA HOTEL OFF -SITE HYDROLOGY * STREET FLOW DEPTH ON CAMINO QUINTANA WEST OF MATZATLAN * 10 YEAR STORM FLOWS ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** > > > > STREETFLOW MODEL INPUT INFORMATION < < < < ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = .010000 CONSTANT STREET FLOW(CFS) = 7.51 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 ')NSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 18.00 ,iSTANCE FROM CROWN TO CROSSFALL GRADEBREAWEET) = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = .12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 12.07 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.38 PRODUCT OF DEPTH &VELOCITY = .88 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/96 License ID 1269 Analysis prepared by: MDS CONSULTING 17320 Redhill Avenue Suite 350 Irvine, CA 92714 -5644 DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * LA QUINTA RESORT AND HOTEL OFF -SITE HYDROLOGY IN SANTA ROSA COVE * AVENIDA BONITA FLOWS TO 18" STORM DRAIN * 100 YEAR STORM FLOWS FILE NAME: HOTELI LDAT TIME /DATE OF STUDY: 11:26 11/ 7/1997 USER SPECIFIED HYDROLOGY AND IIYDRAULIC MODEL INFORMATION: -------I-------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR). = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCII) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .95 EAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 _ EAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCII /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = .5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = .5796024 COMPUTED RAINFALL INTENSITY DATA:. STORM EVENT = 100.00 1 -HOUR IN'fENSITY(INCH /HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = .5796 SPECIFIED CONSTANT RUNOFF COEFFICIENT = .550 NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 21. ---------------------------------------------- - - - - -- ---------------------- > > > > > RATIONAL METHOD INITIAL. SUBAREA ANALYSIS < < < < < ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CIIANGE)) * *.2 INITIAL SUBAREA FLOW - LENGTH = 700.00 UPSTREAM ELEVATION = 55.60 DOWNSTREAM ELEVATION = 51.50 E' —VATION DIFFERENCE = 4.10 T .359 *[( 700.00 * *3) /( 4.10)1 * *.2 = 13.799 10u YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.750 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 9.08 = .5500 TOTAL AREA(ACRES) = 4.40 TOTAL RUNOFF(CFS) = 9.08 'N PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 6 > > > > > COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA < < < < < UPSTREAM ELEVATION = 51.50 DOWNSTREAM ELEVATION = 49.40 STREET LENGTII(FEET) = 600.00 CURB IIEIGIIT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 "TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 11.81 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .48 HALFSTREET FLOODWIDTII(FEET) _ AVERAGE FLOW VELOCITY(FEET /SEC PRODUCT OF DEPTH &VELOCITY =. STREETFLOW TRAVELTIME(MIN) = 5.53 17.74 ) = 1.81 87 TC(MIN) = 19.33 100 YEAR RAINFALL INTENSITY(INCIIJIOUR) = 3.085 *USER SPECIFIED(GLOBAL) CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = ST'— NREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) �. ,lED AREA(ACRES) = 7.60 TOTAL RUNOFF(CFS) _ END OF SUBAREA STREETFLOW HYDRAULICS: DEPTI-I(FEET) = .50 HALFSTREET FLOODWIDTH(FEET) _ FLOW VELOCITY(FEET /SEC.) = 2.05 DEPTH *VELOCITY = .5500 5.43 14.51 18.00 1.02 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 14.51 Tc(MIN.) = 19.33 TOTAL, AREA(ACRES) = 7.60 ------ - - - - -- END OF RATIONAL METHOD ANALYSIS HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1269 Analysis prepared by: MDS CONSULTING Planners * Engineers * Surveyors 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 TIME /DATE OF STUDY: 10:57 11/ 7/1997 * * * * * * *y * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** LA QUINTA HOTEL RESORT OFF -SITE HYDROLOGY AVENIDA VISTA BONITA CATCH BASIN INTERCEPTION EXISTING 7' CATCH BASINS (2 EACH) ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** > > > > STREETFLOW MODEL INPUT INFORMATION < < < < CONSTANT STREET GRADE(FEET /FEET) = .004000 rf)NSTANT STREET FLOW(CFS) = 14.51 :RAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 %_JNsTANT SYMMETRICAL STREET IIALF- WIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 INTERIOR STREET CROSS FALL(DECI MAL) = .020000 OUTSIDE STREET CROSS FALL(DECI MAQ= .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = .12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS: STREETFLOW DEPTH(FEET) = .50 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.05 PRODUCT OF DEPTH &VELOCITY = 1.02 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1269 Analysis prepared by: MDS CONSULTING Planners * Engineers * Surveyors 17320 Redhill Avenue. Suite 350 Irvine, CA 92714 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 10:59 11/ 7/1997 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * LA QUINTA HOTEL RESORT OFF -SITE HYDROLOGY * AVE:NIDA VISTA BONITA CATCH BASIN INTERCEPTION * EXISTING 7' CATCH BASINS (2 EACH) ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** > > > > FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION < < < < -..,o Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 7.26 GUTTER FLOWDEPTH(FEET) = .50 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 7.00 > > > > CALCULATED BASIN WIDTII FOR TOTAL INTERCEPTION = 15.0 > > > > CALCULATED ESTIMATED INTERCEPTION(CFS) = 4.6 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/96 License ID 1269 Analysis prepared by: MDS CONSULTING 17320 Redhill Avenue Suite 350 Irvine, CA 92714 -5644 DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * LA QUINTA RESORT AND HOTEL OFF -SITE HYDROLOGY IN SANTA ROSA COVE * 100 YEAR STORM FLOWS * FILE NAME: HOTELI3.DAT TIME /DATE OF STUDY: 16:22 11/ 7/1997 •------------------------------------------------- - - - - -- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCII) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 ' 'EAR STORM 10- MINUTE INTENSITY(INCH /IIOUR) = 2.830 cAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCII /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = .5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = .5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = .5796 SPECIFIED CONSTANT RUNOFF COEFFICIENT = .550 NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE . 6.00 'TO NODE 6.00 IS CODE = 7 > > >'> > USER SPECIFIED HYDROLOGY INFORMATION AT NODE < < < < < USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 19.33 RAIN INTENSITY(INCII /HOUR) = 3.08 TOTAL AREA(ACRES) = 7.60 TOTAL RUNOFF(CFS) = 5.31 F' ^W .PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 6 - -- ------------------------------------------------------------------- > ., > > > COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA < < < < < ------------------------------------------------------- UPSTREAM ELEVATION = 49.40 DOWNSTREAM ELEVATION = 46.20 STREET LENGTH(FEET) = 830.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 T "ERIOR STREET CROSSFALL(DECIMAL) = .020 SIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *'TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 8.36 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 15.16 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.73 PRODUCT OF DEPTH &VELOCITY = .74 STREETFLOW TRAVELTIME(MIN) = 8.00 TC(MIN) = 27.33 100 YEAR RAINFALL INTENSITY(INCII /HOUR) - 2.524 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAR17A AREA(ACRES) = 4.45 SUBAREA RUNOFF(CFS) = 6.18 SUMMED AREA(ACRES) = 12.05 TOTAL RUNOFF(CFS) _ 11.49 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTII(FEET) = .47 HALFSTREET FLOODWIDTII(FEET) = 17.23 FLOW VELOCITY(FEET /SEC.) = 1.86 DEPTH *VELOCITY = .88 FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 8 ---------------------------------------------------------------------------- > > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < < < < - ----------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCII /IIOUR) = 2.524 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 2.45 SUBAREA RUNOFF(CFS) = 3.40 TOTAL AREA(ACRES) = 14.50 TOTAL RUNOFF(CFS) = 14.89 TC(MIN) = 27.33 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 6 --------------------------------------------------------------------------- > > > > > COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA < < < < < - -- - -- - - - - -- UPSTREAM ELEVATION = 46.20 DOWNSTREAM ELEVATION = 41.40 STREET LENGTH(FEET) = 1200.00 CURB HEIGHT(INCHES) = 6. STREET IIALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 � SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FL OW(CFS) = 22.72 BEET FLOWING FULL * ** S i KEETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. TIIAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .55 HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.48 PRODUCT OF DEPTH &VELOCITY = 1.37 'ETFLOW TRAVELTIME(MIN) = 8.08 TC(MIN) = 35.40 100 YEAR RAINFALL INTENSITY(INCII /1I01.IR) = 2.172 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 13.20 SUBAREA RUNOFF(CFS) = 15.77 SUMMED AREA(ACRES) = 27.70 TOTAL RUNOFF(CFS) = 30.66 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTI-I(FEET) = .61 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 2.72 DEPTII *VELOCITY = 1.67 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 30.66 Tc(MIN.) =. 35.40 TOTAL. AREA(ACRES) = 27.70 END Of- RATIONAL METHOD ANALYSIS * * * * * * * * ** * ** ** * ** * * ** * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01196 License ID 1269 Analysis prepared by: MDS CONSULTING Planners * Engineers * Surveyors 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 TIME /DATE OF STUDY: 16:25 11/ 7/1997 ------------------------------------------------------- ------------------------------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * LA QUINTA HOTEL OFF -SITE HYDROLOGY * CALLE MATZATLAN STREET FLOW DEPTH * 100 YEAR STORM FLOW > > > STREETFLOW MODEL INPUT INFORMATION < < < < ------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = .003200 CONSTANT STREET FLOW(CFS) = 30.66 7RAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 ASTANT SYMMETRICAL STREET IIAI.F- WIDTH(FEET) = 18.00 DISTANCE FROM CROWN T6 O CROSSFALL GRADEBREAK(FEET) = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .020000 CONSTANT SYMMETRCCAI. CURB 11FIGHT(FEET) _ .50 CONSTANT SYMMETRICAL GUTTER -WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAI. GUTTER- LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER- I I IKE(FEET) = .12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES I * * *STRi:ET FLOWING FULL * ** — - - - -- - - -- STREET FLOW MODEL RESULTS: -------------------------------------------------------------------------- NOTE: STREET FLOW EXCEEDS TOP OF CURB. TILE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. TIIAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = .63 HALFSTREET FLOOD WIDTII(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.56 PRODIICT OF DEPTH &VELOCITY = 1.62 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1269 Analysis prepared by: MDS CONSULTING Planners * Engineers * Surveyors 17320 Redhill Avenue. Suite 350 Irvine, CA 92714 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 16:28 11/ 7/1997 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * LA QUINTA HOTEL OFF -SITE HYDROLOGY * ENCATCHMENT FLOWS AT CB'S ON MATZATLAN N/O CAMINO QUINTANA * 100 YEAR STORM FLOWS > > > > FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION < < < < r•• -b Inlet Capacities are approximated based on the Bureau of c Roads nomograph plots for flowby basins and sump basins. IYSTREETFLOW(CFS) = 15.33 GUTTER FLOWDEPTH(FEET). = .63 BASIN LOCAL DEPRESSION (FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 17.00 > > > > CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION= 24.8 > > > > CALCULATED ESTIMATED INTERCEPTION(CFS) = 12.9 PaSS 4, cF 4 ro tF RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/96 License ID 1269 Analysis prepired by: MDS CONSULTING 17320 Redhill Avenue Suite 350 Irvine, CA 92714 -5644 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** LA QUINTA RESORT AND HOTEL OFF -SITE HYDROLOGY IN SANTA ROSA COVE 100 YEAR STORM FLOWS FILE NAME: HOTELI4.DAT TIME /DATE OF STUDY: 14:20 11 / 711997 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND IIYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCII) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 EAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 EAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = .5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = .5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = .5796 SPECIFIED CONSTANT RUNOFF COEFFICIENT = .550 NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 9.00 'TO NODE 10.00 IS CODE = 21 > > > > > RATIONAL METHOD INITIAL SUBAREA ANALYSIS < < < < < ---------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTII * *3) /(ELEVATION CIIANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 1230.00 UPSTREAM ELEVATION = 56.00 DOWNSTREAM ELEVATION = 41.50 F- - VATION DIFFERENCE = 14.50 7 . .359 *[( 1230.00 * *3) /( 14.50)] * *.2 = 15.032 100 YEAR RAINFALL INTENSITY(INCII /HOUR) = 3.569-- *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA RUNOFF(CFS) = 11.88 TOTAL AREA(ACRES) = 6.05 TOTAL RUNOFF(CFS) = 11.88 ------------------------------------------------------- END OF STUDY SUMMARY: \K FLOW RATE(CFS) = 11.88 Tc(MIN.) = 15.03 AL AREA(ACRES) = 6.05 END OF RATIONAL METHOD ANALYSIS HYDRAULIC ELEMENTS - 1 PROGRAM PACKAGE (C) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1269 Analysis prepared by: MDS CONSULTING Planners * Engineers * Surveyors 17320 Redhill Avenue. Suite 350 Irvine, CA 92714 TIME /I)ATE OF STUDY: 14:30 11/ 7/1997 DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** LA QUINTA HOTEL OFF -SITE HYDROLOGY STREET FLOW DEPTH ON CAMINO QUINTANA W/O MATZATLAN 100 YEAR STORM FLOWS > > > > STREETFLOW MODEL INPUT INFORMATION < < < < ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = .010000 CONSTANT STREET FLOW(CFS) = 11.88 J'ERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 ,VSTANT SYMMETRICAL STREET HALF- WIDTII(FEET) = 18.00 vISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 INTERIOR STREET CROSS FALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .020000 CONSTANT SYMMETRICAL CURB 11EIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER- IIIKE(FEET) = .12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: ---------------------------------------------------------- ------------------ STREET FLOW DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTII(FEET) = 14.13 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.81 PRODI iCT OF DEPTH &VELOCITY = 1.15 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 796 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/96 License ID 1269 Analysis prepared by: MDS CONSULTING Planners * Engineers * Surveyors 17320 Redhill Avenue, Suite 350 Irvine, CA 92714 ---------------------------------------------------------------------------- TIME /DATE OF STUDY: 14:32 11/ 7/1997 DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * LA QUINTA HOTEL OFF -SITE HYDROLOGY * ENCATCHMENT FLOW AT CB'S ON CAMINO QUINTANA W/O MATZATLAN * 100 YEAR STORM > > > > FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION < < < < C'»rb Inlet Capacities are approximated based on the Bureau of is Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 5.94 GUTTER FLOWDEPTH(FEET) = .41 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 11.00 > > > > CALCULATED BASIN WIDTI I FOR TOTAL INTERCEPTION = 15.1 > > > > CALCULATED ESTIMATED iNTERCEPTION(CFS) = 5.0 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/96 License ID 1269 Analysis prepared by: MDS CONSULTING 17320 Redhill Avenue Suite 350 Irvine, CA 92714 -5644 DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * LA QUINTA RESORT AND HOTEL OFF -SITE HYDROLOGY IN SANTA ROSA COVE * 100 YEAR STORM FLOWS * * FILE NAME: HOTELI2.DAT TIME /DATE OF STUDY: 16:34 11/ 7/1997 ---------------------------------------------------------------------------- USER SPECIFIED IYDROLOGY AND IIYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCII) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .95 10 "EAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 1 AR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 10u- FEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = .5805893 SLOPE OF 100 -YEAR INTENSITY- DURATION CURVE = .5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = .5796 SPECIFIED CONSTANT RUNOFF COEFFICIENT = .550 NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL, ANT) IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES I FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 I > > > > > RATIONAL METHOD INITIAL SUBAREA ANALYSIS < < < < < — ------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = Ky[(LENGTII * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 600.00 JPSTREAM ELEVATION = 51.50 DOWNSTREAM ELEVATION = 42.20 _LFVATION DIFFERENCE = 9.30 rC 359 *[( 600.00 * *3) /( 9.30)] * *.2 = 10.679 10t, ;AR RAINFALL INTENSITY(INC1I /IIOUR) = 4.351 `USER SPECIFIED(GLOBAL): _-ONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .5500 )UBAREA RUNOFF(CFS) = 15.56 TOTAL. AREA(ACRES) = 6.50 TOTAL RUNOFF(CFS) = 15.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** W PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6 ---------------------------------------------------------------------------- > > > > > COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA < < < < < UPSTREAM ELEVATION = 42.20 DOWNSTREAM ELEVATION = 40.40 STREET LENGTTI(FEET) = 550.00 CURB HEIGHT(INCIIES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 *,TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 19.16 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION TIIAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. TIIAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .54 HALFSTREET FLOODWIDTII(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.26 PRODUCT OF DEPTH &VELOCITY = 1.21 C-1c '1'FLOW TRAVELTIME(MIN) = 4.06 TC(MIN) = 14.73 100 YEAR RAINFALL INTENSITY(INCII /IJOUR) = 3.611 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 3.65 SUBAREA RUNOFF(CFS) = 7.25 SUMMED AREA(ACRES) = 10.15 TOTAL RUNOFF(CFS) = 22.80 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTII(FEET) = .57 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 2.31 DEPTII *VELOCITY = 1.33 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 10 ---------------------------------------------------------------------------- > > > > > MAIN - STREAM MEMORY COPIED ONTO MEMORY BANK # 1 < < < < < FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 7 ---------------------------------------------------------------------------- > > > > > USER SPECIFIED HYDROLOGY INFORMATION AT NODE < < < < < USER - SPECIFIED VALUES ARE AS FOLLOWS: Tr "MIN) = 35.38 RAIN INTENSITY(INCIi /IIOUR) = 2.17 7 L AREA(ACRES) = 27.70 TOTAL RUNOFF(CFS) = 4.86 FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 ---------------------------------------------------------------------------- > > > > > DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE < < < < < ------------------------------------------------------- ------------------------------------------------------- "AL NUMBER OF STREAMS = 2 iFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN.) = 35.38 RAINFALL INTENSITY(INCII /IIR) = 2.17 TOTAL STREAM AREA(ACRES) = 27.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.86 FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 7 > > > > > USER SPECIFIED IIYDROLOGY INFORMATION AT NODE < < < < < ------------------------------------------------------- ------------------------------------------------------- USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.03 RAIN INTENSITY(INCIIJIOUR) = 3.57 TOTAL, AREA(ACRES) = 6.05 TOTAL RUNOFF(CFS) = 4.48 FLOW PROCESS FROM NODE 10.00 'TO NODE 10.00 IS CODE = 1 > > > > > DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE < < < < < > > > > > AND COMPUTE VARIOUS C:ONFLUENCED STREAM VALUES < < < < < TOTAL., NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: OF CONCENTRATION (MIN.) = 15.03 Kr.,NFALL INTENSITY(INCH /HR) = 3.57 TOTAL STREAM AREA(ACRES) = 6.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.48 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /I -IOUR) (ACRE) 1 4.86 35.38 2.173 27.70 2 4.48 15.03 3.569 6.05 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON TILE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 6.54 15.03 3.569 2 - 7.59 35.38 2.173 C PUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.59 Tc(MIN.) = 35.38 TOTAL AREA(ACRES) = 33.75 FLOW PROCESS FROM NODE 10.00 TO NODE 3.00 IS ..CODE = 6 > > > > COMPt1TE STREETFLOW TRAVELTIME TIIRU SUBAREA < < < < < UPSTREAM ELEVATION = 41.40 DOWNSTREAM ELEVATION = 40.40 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTII(FEET) = 18.00. DISTANCE FROM CROWN. TO CROSSFAI.L GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSS FALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 *11RAVELTIME COMPUTED USING MEAN FLOW(CFS) = 9.27 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .42 IIALFSTREET FLOODWIDTII(FEET) = 14.65 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.05 PRODUCT OF DEPTH &VELOCITY = .86 STREETFLOW TRAVELTIME(MIN) = 1.63 TC(MIN) = 37.01 100 YEAR RAINFALL INTENSITY(INCII /HOUR) = 2.117 *USER SPECIFIED(GLOBAL): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 3.38 SUMMED AREA(ACRES) = 36.65 TOTAL RUNOFF(CFS) = 10.96 END OF SUBAREA STREETFLOW HYDRAULICS: TIT(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 15.68 LJW VELOCITY(FEET /SEC.) = 2.13 DEPTH *VELOCITY = .94 FLOW PROCESS FROM NODE 3.00 TO NODE, 3.00 IS CODE = 1 I > > > > > CONFLUENCE MEMORY BANK #/ I WITII THE MAIN - STREAM MEMORY < < < < < ** MAIN STREAM CONFLUENCE DATA ** STREAh1 RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 10.96 37.01 2.117 36.65 ** MEMORY BANK ## 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA .NUMBER (CFS) (MIN.) (INCH /1401JR) (ACRE) 1 22.80 14.73 3.611 10.15 * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .AK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 27.17 14.73 3.611 2 24.34 37.01. 2.117 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.17 Tc(MIN.) = 14.73 T'-jTAL AREA(ACRES) = 46.80 FLOW PROCESS FROM NODE 3.00 TO NODE 3.10 IS CODE = 51 ---------------------------------------------------------------------------- > > > > > COMPUTE TRAPEZOIDAL CHANNEL FLOW < < < < < > > > > > TRAVELTIME TIIRU SUBAREA < < < < < UPSTREAM NODE ELEVATION = 40.40 DOWNSTREAM NODE ELEVATION = 39.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = .0047 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW TIIRU SUBAREA(CFS) = 27.17 FLOW VELOCITY(FEET /SEC) = 3.20 FLOW DEPTH(FEET) = 1.62 TRAVEL TIME(M1N.) = 1.56 TC(MIN.) = 16.30 FLOW PROCESS FROM NODE 3.10 TO NODE 3.10 IS CODE = 8 -------------------------------------------------------------------------- > > > > > ADDITION OF STTBAREA TO MAINLINE PEAK FLOW < < < < < 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.406 '.R SPECIFIED(GLOBAL): FNIFL.OPED WATERSHED RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 5.43 TOTAL AREA(ACRES) = 49.70 TOTAL RUNOFF(CFS) = 32.60 TC(MIN) = 16.30 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 32.60 Tc(MIN.) = 16.30. TOTAL. AREA(ACRES) = 49.70 END OF RATIONAL METHOD ANALYSIS 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -96 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/96 License ID 1269 Analysis prepared by: MDS CONSULTING 17320 Redhill Avenue Suite 350 Irvine, CA 92714 -5644 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * LA QUINTA HOTEL ON -SITE HYDROLOGY * 100 YEAR STORM FLOWS * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: HOTEL20. DAT TIME /DATE OF STUDY: 11:37 12/29/1997 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) . = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = .5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = .5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE = .5796 RCFC &WCD HYDROLOGY MANUAL "C "-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 50.00 TO NODE 52.00 IS CODE = 21 > > > > > RATIONAL METHOD INITIAL SUBAREA ANALYSIS < < < <'< ----- - --- -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 360.00 UPSTREAM ELEVATION = 47.00 DOWNSTREAM ELEVATION = 44.60 ' EVATION DIFFERENCE = 2.40 = .937 *[( 360.00 * *3) /( 2.40)] * *.2 = 26.895 .JO YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.547_ SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4261 SUBAREA RUNOFF(CFS) = .81 TOTAL AREA(ACRES) = .75 TOTAL RUNOFF(CFS) = .81 JW PROCESS FROM NODE 52.00 TO NODE 52.00 IS CODE = 8 > > > > > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < < < < 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.547 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6630 SUBAREA AREA(ACRES) _ .68 SUBAREA RUNOFF(CFS) = 1.15 TOTAL AREA(ACRES) = 1.43 TOTAL RUNOFF(CFS) = 1.96 TC(MIN) = 26.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 4 > > > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > > > USING USER - SPECIFIED PIPESIZE < < < < < DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 2.7 UPSTREAM NODE ELEVATION = 40.60 DOWNSTREAM NODE ELEVATION = 40.20 FLOWLENGTH(FEET) = 171.70 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.96 kVEL TIME(MIN.) = 1.05 TC(MIN.) = 27.94 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 53.00 TO NODE 53.00 IS CODE = 8 > > > > > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < < < < 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.492 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .5169 SUBAREA AREA(ACRES) _ .73 SUBAREA RUNOFF(CFS) = .94 TOTAL AREA(ACRES) = 2.16 TOTAL RUNOFF(CFS) = 2.90 TC(MIN) = 27.94 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 4 > > > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > > > USING USER - SPECIFIED PIPESIZE < < < < < -- - ------ - - - - -- DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.9 UPSTREAM NODE ELEVATION = 40.20 "')WNSTREAM NODE ELEVATION = 39.60 )WLENGTH(FEET) = 70.00 MANNING'S N = .012 . I VEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF P_ IPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.90 TRAVEL TIME(MIN.) = .24 TC(MIN.) = 28.18 FLOW PROCESS FROM NODE 54.00 TO NODE 54.00 IS CODE = 8 > > > > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < < < < 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.479 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .5160 SUBAREA AREA(ACRES) _ .78 SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = 2.94 TOTAL RUNOFF(CFS) = 3.90 TC(MIN) = 28.18 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 4 > > > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > > > USING USER - SPECIFIED PIPESIZE < < < < < DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.6 UPSTREAM NODE ELEVATION = 39.60 DOWNSTREAM NODE ELEVATION = 38.80 FLOWLENGTH(FEET) = 80.00 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.90 TRAVEL TIME(MIN.) = .24 TC(MIN.) = 28.42 ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 8 > > > > > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < < < < 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.467 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .5151 SUBAREA AREA(ACRES) _ .96 SUBAREA RUNOFF(CFS) = 1.22 TOTAL AREA(ACRES) = 3.90 TOTAL RUNOFF(CFS) = 5.12 TC(MIN) = 28.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 4 > > > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > > > USING USER- SPECIFIED PIPESIZE < < < < < DEPTH OF FLOW IN 30.0 INCH PIPE IS 8.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.2 UPSTREAM NODE ELEVATION = 38.80 DOWNSTREAM NODE ELEVATION = 38.50 FLOWLENGTH(FEET) = 80.00 MANNING'S N = .012 `'TVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 EFLOW THRU SUBAREA(CFS) = 5.12 _.&AVEL TIME(MIN.) = .32 TC(MIN.) = 28.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 56.00 TO NODE 56.00 IS CODE = 8 -- ---- - -------------------- --------------------------------------- > > > > > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < < < < YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.451 ,,OIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .5140 SUBAREA AREA(ACRES) = 1.13 SUBAREA RUNOFF(CFS) = 1.42 TOTAL AREA(ACRES) = 5.03 TOTAL RUNOFF(CFS) = 6.54 TC(MIN) = 28.74 FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 4 > > > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > > > USING USER - SPECIFIED PIPESIZE < < < < < DEPTH OF FLOW IN 30.0 INCH PIPE IS 9.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.7 UPSTREAM NODE ELEVATION = 38.50 DOWNSTREAM NODE ELEVATION = 38.30 FLOWLENGTH(FEET) = 47.00 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.54 TRAVEL TIME(MIN.) _ .17 TC(MIN.) = 28.90 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OW PROCESS FROM NODE 57.00 TO NODE 57.00 IS CODE = 8 > > > > > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < < < < -------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.443 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .5134 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.38 TOTAL AREA(ACRES) = 6.13 TOTAL RUNOFF(CFS) = 7.92 TC(MIN) = 28.90 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 4 > > > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > > > USING USER - SPECIFIED " PIPESIZE < < < < < DEPTH OF FLOW IN 36.0 INCH PIPE IS 9.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.5 UPSTREAM NODE ELEVATION = 38.30 DOWNSTREAM NODE ELEVATION = 36.60 FLOWLENGTH(FEET) = 285.60 MANNING'S .012 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.92 RAVEL TIME(MIN.) _ .87 TC(MIN.) = 29.77 FLOW PROCESS FROM NODE 58.00 TO NODE 58.00 IS CODE = 8 > > > > > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < < < < 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.402 "'`IL CLASSIFICATION IS "A" . GLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6564 AJBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 3.15 TOTAL AREA(ACRES) = 8.13 TOTAL RUNOFF(CFS) = 11.08 TC(MIN) = 29.77 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 58.00 TO NODE 59.00 IS CODE = 4 > > > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > > > USING USER - SPECIFIED PIPESIZE < < < < < DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.1 UPSTREAM NODE ELEVATION = 36.60 DOWNSTREAM NODE ELEVATION = 35.90 FLOWLENGTH(FEET) = 191.40 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 11.08 TRAVEL TIME(MIN.) = .63 TC(MIN.) = 30.40 FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 1 > > > > DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE < < < < < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 30.40 RAINFALL INTENSITY(INCH /HR) = 2.37 TOTAL STREAM AREA(ACRES) = 8.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.08 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21 > > > > > RATIONAL METHOD INITIAL SUBAREA ANALYSIS < < < < < ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 180.00 UPSTREAM ELEVATION = 45.00 DOWNSTREAM ELEVATION = 44.50 ELEVATION DIFFERENCE _ .50 TC = .393 *[( 180.00 * *3) /( .50)] * *.2 = 10.170 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.476 SOIL CLASSIFICATION IS "A" "TNGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7256 3AREA RUNOFF(CFS) = 1.23 _ jTAL AREA(ACRES) = ..38 TOTAL RUNOFF(CFS) = 1.23 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 4 > > > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > USING USER - SPECIFIED PIPESIZE < < < < < .jhPTH OF FLOW IN 24.0 INCH PIPE IS 4.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.0 UPSTREAM NODE ELEVATION = 37.10 DOWNSTREAM NODE ELEVATION = 36.40 FLOWLENGTH(FEET) = 162.00 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.23 TRAVEL TIME(MIN.) = . .91 TC(MIN.) = 11.08 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 8 ------------------------------------------------------- ---- -- - > > > > > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < < < < 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.260 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7203 SUBAREA AREA(ACRES) _ .48 SUBAREA RUNOFF(CFS) = 1.47 TOTAL AREA(ACRES) _ .86 TOTAL RUNOFF(CFS) = 2.71 TC(MIN) = 11.08 ')W PROCESS FROM NODE 62.00 TO NODE 59.00 IS CODE = 4 > > > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > > > USING USER - SPECIFIED PIPESIZE < < < < < DEPTH OF FLOW IN 24.0 INCH PIPE IS 3.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.9 UPSTREAM NODE ELEVATION = 36.40 DOWNSTREAM NODE ELEVATION = 35.90 FLOWLENGTH(FEET) = 10.00 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.71 TRAVEL TIME(MIN.) = .02 TC(MIN.) = 11.10 FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 1 > > > > > DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE < < < < < > > > > > AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES < < < < < ------ - - - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.10 RAINFALL INTENSITY(INCH /HR) = 4.26 ""ITAL STREAM AREA(ACRES) = .86 .K FLOW RATE(CFS) AT CONFLUENCE = 2.71 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 11 11.08 30.40 2.373 2 . 2.71 11.10 4.256 .86 ['HIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED uN THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 6.75 11.10 4.256 2 12.59 30.40 2.373 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.59 Tc(MIN.) = 30.40 TOTAL AREA(ACRES) = 8.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 59.00 TO NODE 59.10 IS CODE = 4 > > > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > > > USING USER - SPECIFIED PIPESIZE < < < < < PTH OF FLOW IN 42.0 INCH PIPE IS 12.3 INCHES . -,EFLOW VELOCITY(FEET /SEC.) = 5.4 UPSTREAM NODE ELEVATION = 35.90 DOWNSTREAM NODE ELEVATION = 35.10 FLOWLENGTH(FEET) = 198.00 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 12.59 TRAVEL TIME(MIN.) = .61 TC(MIN:) = 31.02 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 59.10 TO NODE 59.10 IS CODE = 8 > > > > > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < < < < 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.345 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6538 SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) = .46 TOTAL AREA(ACRES) = 9.29 TOTAL RUNOFF(CFS) = 13.05 TC(MIN) = 31.02 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 59.10 TO NODE 59.20 IS CODE = 4 > > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > > USING USER - SPECIFIED PIPESIZE < < < < < DEPTH OF FLOW IN 42.0 INCH PIPE IS 12.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.3 UPSTREAM NODE ELEVATION = 35.10 DOWNSTREAM NODE ELEVATION = 34.80 FLOWLENGTH(FEET) = 80.00 MANNING'S N = .012 -` 7EN PIPE DIAMETER(INCH) = 42.00' NUMBER OF PIPES = 1 EFLOW THRU SUBAREA(CFS) = 13.05 GRAVEL TIME(MIN.) = .25 TC(MIN.) = 31.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 59.20 TO NODE 59.20 IS CODE = 8 > > > > > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < < < < 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.334 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6533 SUBAREA AREA(ACRES) _ .42 SUBAREA RUNOFF(CFS) = .64 TOTAL AREA(ACRES) = 9.71 TOTAL RUNOFF(CFS) = 13.69 TC(MIN) = 31.27 FLOW PROCESS FROM NODE 59.20 TO NODE 63.00 IS CODE = 4 > > > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > > > USING USER - SPECIFIED PIPESIZE < < < < < ------------------------------------------------------- DEPTH OF FLOW IN 42.0 INCH PIPE IS 10.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.2 STREAM NODE ELEVATION = 34.80 _)WNSTREAM NODE ELEVATION = 34.00 fLOWLENGTH(FEET) = 92.00 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 13.69 TRAVEL TIME(MIN.) = .21 TC(MIN.) = 31.48 FLOW PROCESS FROM NODE 59.20 TO NODE 63.00 IS CODE = 8 > > > > > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < < < < ------------------------------------------------------- ------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.325 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6528 SUBAREA AREA(ACRES) _ .49 SUBAREA RUNOFF(CFS) = .74 TOTAL AREA(ACRES) = 10.20 TOTAL RUNOFF(CFS) = 14.43 TC(MIN) = 31.48 FLOW PROCESS FROM NODE 63.00 TO NODE 63.00 IS CODE = 1 > > > > > DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE < < < < < TAL NUMBER OF STREAMS = 2 - _JNFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 31.48 RAINFALL INTENSITY(INCH /HR) = 2.33 TOTAL STREAM AREA(ACRES) = 10.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.43 )W PROCESS FROM NODE 64.00 TO NODE 65.00 IS CODE = 21 > > > > > RATIONAL METHOD INITIAL SUBAREA ANALYSIS < < < < < -------------------------------------------------------- ------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 230.00 UPSTREAM ELEVATION = 45.00 DOWNSTREAM ELEVATION = 44.60 ELEVATION DIFFERENCE _ .40 TC = .393 *[( 230.00 * *3) /( .40)] * *.2 = 12.319 100 YEAR RAINFALL INTENSITY(INCH /HOUR) _ . 4.005 SOIL CLASSIFICATION IS . "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7136 SUBAREA RUNOFF(CFS) = 2.06 TOTAL AREA(ACRES) = .72 TOTAL RUNOFF(CFS) = 2.06 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 65.00 TO NODE 66.00 IS CODE = 4 > > > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > > > USING USER - SPECIFIED PIPESIZE < < < < < -------------------------------------------------------- -------------------------------------------------------- 'PTH OF FLOW IN 24.0 INCH PIPE IS 5.9 INCHES . EFLOW VELOCITY(FEET /SEC.) = 3.5 tIPSTREAM NODE ELEVATION = 36.10 DOWNSTREAM NODE ELEVATION = 34.70 FLOWLENGTH(FEET) = 323.50 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.06 TRAVEL TIME(MIN.) = 1.56 TC(MIN.) = 13.88 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 66.00 TO NODE 66.00-IS CODE = 8 > > > > > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < < < < 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.738 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7060 SUBAREA AREA(ACRES) _ .26 SUBAREA RUNOFF(CFS) = .69 TOTAL AREA(ACRES) _ .98 TOTAL RUNOFF(CFS) = 2.74 TC(MIN) = 13.88 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 66.00 TO NODE 63.00 IS CODE = 4 > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > > USING USER - SPECIFIED PIPESIZE < < < < < -- - -- ------------------------------ DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.4 UPSTREAM NODE ELEVATION = 34.70 DOWNSTREAM NODE ELEVATION = 34.00 FLOWLENGTH(FEET) = 23.50 MANNING'S N = .012 "T ',7EN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 3-FLOW THRU SUBAREA(CFS) = 2.74 .nAVEL TIME(MIN.) = .05 TC(MIN.) = 13.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 63.00 TO NODE 63.00 IS CODE = 1 > > > > > DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE < < < < < > > > > > AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES < < < < < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.93 RAINFALL INTENSITY(INCH /HR) = 3.73 TOTAL STREAM AREA(ACRES) = .98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.74 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 14.43 31.48 2.325 10.20 2 2.74 13.93 3.730 .98 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED 'THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA _L NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 9.13 13.93 3.730 2 16.14 31.48 2.325 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.14 Tc(MIN.) = 31.48 TOTAL AREA(ACRES) .= 11.18 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 63.00 TO NODE 67.00 IS CODE = 4 > > > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > > > USING USER - SPECIFIED PIPESIZE < < < < < DEPTH OF FLOW IN 42:0 INCH PIPE IS 10.4 INCHES "TPEFLOW VELOCITY(FEET /SEC.) = 8.7 ',TREAM NODE ELEVATION = 34.00 ,., WNSTREAM NODE ELEVATION = 33.70 FLOWLENGTH(FEET) = 23.50 MANNING'S. N = .012 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 16.14 TRAVEL TIME(MIN.) = .05 TC(MIN.) = 31.53 * ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** W PROCESS FROM NODE 67.00 TO NODE 67.00 IS CODE = 8 > > > > > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < < < < -------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.323 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6527 SUBAREA AREA(ACRES) _ .06 SUBAREA RUNOFF(CFS) = .09 TOTAL AREA(ACRES) = 11.24 TOTAL RUNOFF(CFS) = 16.23 TC(MIN) = 31.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 67.00 TO NODE 68.00 IS CODE = 4 > > > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > > > USING USER - SPECIFIED PIPESIZE < < < < < -------------------------------------------------------- ------------------------------------------------------- DEPTH OF FLOW IN 42.0 INCH PIPE IS 14.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.4 UPSTREAM NODE ELEVATION = 33.70 DOWNSTREAM NODE ELEVATION = 33.50 FLOWLENGTH(FEET) = 58.80 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 16.23 ' AVEL TIME(MIN.) = .18 TC(MIN.) = 31.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 68.00 TO NODE 68.00 IS CODE = 8 > > > > > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < < < < 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.316 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6524 SUBAREA AREA(ACRES) _ .20 SUBAREA RUNOFF(CFS) = .30 TOTAL AREA(ACRES) = 11.44 TOTAL RUNOFF(CFS) = 16.54 TC(MIN) = 31.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 68.00 TO NODE 69.00 IS CODE = 4 > > > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > > > USING USER - SPECIFIED PIPESIZE < < < < < DEPTH OF FLOW IN 48.0 INCH PIPE IS 9.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 9.1 UPSTREAM NODE ELEVATION = 33.50 '' OWNSTREAM NODE ELEVATION = 32.80 -)WLENGTH(FEET) = 47.00 MANNING'S N = .012 _. VEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES •= 1 PIPEFLOW THRU SUBAREA(CFS) = 16.54 TRAVEL TIME(MIN.) = .09 TC(MIN.) =. 31.79 FLOW PROCESS FROM NODE 69.00 TO NODE 69.00 IS CODE = 8 > > > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < < < < 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.312 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6522 SUBAREA AREA(ACRES) _ .08 SUBAREA RUNOFF(CFS) = .12 TOTAL AREA(ACRES) = 11.52 TOTAL RUNOFF(CFS) = 16.66 TC(MIN) = 31.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 69.00 TO NODE 70.00 IS CODE = 4 > > > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > > > USING USER - SPECIFIED PIPESIZE < < < < < DEPTH OF FLOW IN 48.0 INCH PIPE IS 13.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.8 UPSTREAM NODE ELEVATION = 32.80 DOWNSTREAM NODE ELEVATION = 32.30 FLOWLENGTH(FEET) = 118.00 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 16.66 TRAVEL TIME(MIN.) _ .34 TC(MIN.) = 32.13 rLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 8 > > > > > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < < < < 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.298 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6515 SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) = .60 TOTAL AREA(ACRES) = 11.92 TOTAL RUNOFF(CFS) = 17.25 TC(MIN) = 32.13 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 4 > > > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > > > USING USER - SPECIFIED PIPESIZE < < < < < DEPTH OF FLOW IN 48.0 INCH PIPE IS 14.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.6- UPSTREAM NODE ELEVATION = 32.30 DOWNSTREAM NODE ELEVATION = 32.10 FLOWLENGTH(FEET) = 47.00 MANNING'S N = .013 "TVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 EFLOW THRU SUBAREA(CFS) = 17.25 -.AVEL TIME(MIN.) = .14 TC(MIN.) = 32.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 IS CODE = 8 > > > > > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < < < < YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.292 wIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6512 SUBAREA AREA(ACRES) _ .48 SUBAREA RUNOFF(CFS) = .72 TOTAL AREA(ACRES) = 12.40 TOTAL RUNOFF(CFS) = 17.97 TC(MIN) = 32.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE = 4 > > > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > > > USING USER - SPECIFIED PIPESIZE < < < < < DEPTH OF FLOW IN 48.0 INCH PIPE IS 14.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.7 UPSTREAM NODE ELEVATION = 32.10 DOWNSTREAM NODE ELEVATION = 31.50 FLOWLENGTH(FEET) = 163.50 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 17.97 TRAVEL TIME(MIN.) = .48 TC(MIN.) = 32.75 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 7W PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE = 1 > > > > > DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE < < < < < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 32.75 RAINFALL INTENSITY(INCH /HR) = 2.27 TOTAL STREAM AREA(ACRES) = 12.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.97 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 73.00 TO NODE 74.00 IS CODE = 21 > > > > > RATIONAL METHOD INITIAL SUBAREA ANALYSIS < < < < < ------------------------------------------------------- ------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 370.00 UPSTREAM ELEVATION = 45.00 DOWNSTREAM ELEVATION = 44.00 ELEVATION DIFFERENCE = 1.00 TC = .303 *[( 370.00 * *3) /( 1.00)] * *.2 = 10.532 ' r)0 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.386 L CLASSIFICATION IS "A" iMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT _ .8647 SUBAREA RUNOFF(CFS) = 3.41 TOTAL AREA(ACRES) = .90 TOTAL RUNOFF(CFS) = 3.41 FLOW PROCESS FROM NODE 74.00 TO NODE 75.00 IS CODE = 4 > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > > > USING USER - SPECIFIED PIPESIZE < < < < < DEPTH OF FLOW IN 36.0 INCH PIPE IS 6.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.8 UPSTREAM NODE ELEVATION = 35.60 DOWNSTREAM NODE ELEVATION = 35.00 FLOWLENGTH(FEET) = 140.00 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 36.00 . NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.41 TRAVEL TIME(MIN.) = .61 TC(MIN.) = 11.14 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 IS CODE = 8 > > > > > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < < < < 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.245 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7199 SUBAREA AREA(ACRES) _ .96 SUBAREA RUNOFF(CFS) = 2.93 TOTAL AREA(ACRES) = 1.86 TOTAL RUNOFF(CFS) = 6.35 TC(MIN) = 11.14 rLOW PROCESS FROM NODE 75.00 TO NODE 76.00 IS CODE = 4 > > > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > > > USING USER - SPECIFIED PIPESIZE < < < < < DEPTH OF FLOW IN 36.0 INCH PIPE IS 9.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.4 UPSTREAM NODE ELEVATION = 35.00 DOWNSTREAM NODE ELEVATION = 34.50 FLOWLENGTH(FEET) = 130.00 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.35 TRAVEL TIME(MIN.) = ..49 TC(MIN.) = 11.63 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 76.00 TO NODE 76.00 IS CODE = 8 > > > > > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < < < < 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.140 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7172 -' JBAREA AREA(ACRES) = 2.78 SUBAREA RUNOFF(CFS) = 8.25 TAL AREA(ACRES) = 4.64 TOTAL RUNOFF(CFS) = 14.60 - -(MIN) = 11.63 FLOW PROCESS FROM NODE 76.00 TO NODE 77.00 IS CODE = 4 > > > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > > USING USER - SPECIFIED PIPESIZE < < < < < .jEPTH OF FLOW IN 36.0 INCH PIPE IS 14.6 INCHES PIPEFLOW VELOCITY(FEET /SEC:) = 5.4 UPSTREAM NODE ELEVATION = 34.50 DOWNSTREAM NODE ELEVATION = 34.10 FLOWLENGTH(FEET) = 110.00 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1. PIPEFLOW THRU SUBAREA(CFS) = 14.60 TRAVEL TIME(MIN.) = .34 TC(MIN.) = 11.97 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 77.00 TO NODE 77.00 IS CODE = 8 > > > > > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < < < < 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.072 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7154 SUBAREA AREA(ACRES) _ .76 SUBAREA RUNOFF(CFS) = 2.21 TOTAL AREA(ACRES) = 5.40 TOTAL RUNOFF(CFS) = 16.82 TC(MIN) = 11.97 OW PROCESS FROM NODE 77.00 TO NODE 78.00 IS CODE = 4 > > > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > > > USING USER - SPECIFIED PIPESIZE < < < < < DEPTH OF FLOW IN 36.0 INCH PIPE IS 11.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.2 UPSTREAM NODE ELEVATION = 34.10 DOWNSTREAM NODE ELEVATION = 32.60 FLOWLENGTH(FEET) = 147.90 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 16.82 TRAVEL TIME(MIN.) = .30 TC(MIN.) = 12.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 78.00 TO NODE 78.00 IS CODE = 8 > > > > > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < < < < - - -- ---------------- - - - - -- ------ - - - - -- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.014 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7138 SUBAREA AREA(ACRES) = 1.34 SUBAREA RUNOFF(CFS) = 3.84 TOTAL AREA(ACRES) = 6.74 TOTAL RUNOFF(CFS) = 20.66 r(MIN) = 12.27 FLOW PROCESS FROM NODE 78.00 TO NODE 72.00 IS CODE = 4 > > > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > > > USING USER - SPECIFIED PIPESIZE < < < < < "�FPTH OF FLOW IN 36.0 INCH PIPE IS 20.9 INCHES $g'EFLOW VELOCITY(FEET /SEC.) = 4.8 OPSTREAM NODE ELEVATION = 32.60 DOWNSTREAM NODE ELEVATION = 31.50 FLOWLENGTH(FEET) = 522.20 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 20.66 TRAVEL TIME(MIN.) = 1.79 TC(MIN.) = 14.07 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE = 1 > > > > > DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE < < < < < > > > > > AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES < << < < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.07 RAINFALL INTENSITY(INCH /HR) = 3.71 TOTAL STREAM AREA(ACRES) = 6.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.66 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 17.97 32.75 2.273 12.40 .2 20.66 14.07 3.709 6.74 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 28.37 14.07 3.709 2 30.63 32.75 2.273 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 28.37 Tc(MIN.) = 14.07 TOTAL AREA(ACRES) = .19.14 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 72.00 TO NODE 8.00 IS CODE = 4 - -- ------ 0 pt>j > > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > USING USER- SPECIFIED PIPESIZE < < < < < - - - - - -- -------- - - - - -- DEPTH OF FLOW IN 60.0 INCH PIPE IS 14.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.0 STREAM - RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 38.94 14.49 3.645 ? 42.71 35.40 2.172 ,_UMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.94 Tc(MIN.) = 14.49 TOTAL AREA(ACRES) = 46.84 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 4 > > > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > > > USING USER - SPECIFIED PIPESIZE < < < < < DEPTH OF FLOW IN 60.0 INCH PIPE IS 22.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.8 UPSTREAM NODE ELEVATION = 29.80 DOWNSTREAM NODE ELEVATION = 29.60 FLOWLENGTH(FEET) = 75.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 38.94 TRAVEL TIME(MIN.) = .21 TC(MIN.) = 14.71 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 > > > > DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE < < < < < i'OTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.71 RAINFALL INTENSITY(INCH/HR) = 3.61 TOTAL STREAM AREA(ACRES) = 46.84 PEAK FLOW RATE(CFS) AT CONFLUENCE 38.94 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 7 > > > > > USER SPECIFIED HYDROLOGY INFORMATION AT NODE < < < < < USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.03 RAIN INTENSITY(INCH/HOUR) 3.57 TOTAL AREA(ACRES) = 6.05 TOTAL RUNOFF(CFS) = 7.40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 > > > > > DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE < < < < < > > > > > AND. COMPUTE VARIOUS CONFLUENCED STREAM VALUES < < < < < !'AL NUMBER OF STREAMS= 2 -,INFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.03 RAINFALL INTENSITY(INCH/HR) = 3.57 TOTAL STREAM AREA(ACRES) = 6.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.40 ** CONFLUENCE DATA ** '7 REAM RUNOFF Tc INTENSITY AREA MBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 38.94 14.71 3.614 46.84 2 7.40 15.03 3.569 6.05 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. s ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 46.18 14.71 3.614 2 45.85 15.03 3.569 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) _ . 46.18 Tc(MIN.) = 14.71 TOTAL AREA(ACRES) = 52.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OW PROCESS FROM NODE 9.00 TO NODE 73.00 IS CODE = 4 > > > > > COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < < < < < > > > > > USING USER - SPECIFIED PIPESIZE < < < < < DEPTH OF FLOW IN 60.0 INCH PIPE IS 21.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.3 UPSTREAM NODE ELEVATION = 29.60 DOWNSTREAM NODE ELEVATION = 27.80 FLOWLENGTH(FEET) = 412.80 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 46.18 TRAVEL TIME(MIN.) _ .94 TC(MIN.) = 15.65 -------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 46.18 Tc(MIN.) = 15.65 TOTAL AREA(ACRES) = 52.89 END OF RATIONAL METHOD ANALYSIS rrl ri 1, rl) r-I :X1 1.0 rj Jl I—j r= iTi '174 Cll ri am m M C-4 2-1 GL <r <X <r ..T: LJ 2t aj A= f-D C. r_,j •.• U.. u-, T sr 2f z cir- I,-l-j -:r •T: Lij IA LA I LAI "I ID f,'j •::• (Jrj Qj Lu -4; u- T_ tj-., 4* 7 u A 114 7.3 71 L::4 ..r IT. 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ITI I 70 r-1 ri lit C Tj -X:. AG LINE NO 1 IS - I HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - 051`P WATER SURFACE PROFILE - TITLE CARD LISTING LA QUINTA RESORT LAT "A5" 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 61/09/98 FILE NAME LA5 PAGE P] F0` 1 5 P PAGE NO WATER. SURFACE PROFILE - ELEMENT CARD LISTING ANT NO 1 i5 A SYSTEM OUTLET + 4 L' /5 DATA STATION) INJVERT SECT W S ELEV 4.00 33.48 18 41.30 SEC WoCr o ELEMENT NO 2 IS A REACH * * � U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 10.50 38.49 18 0.014 0.00 01,00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE + L'IS DATA STATION INVERT SECT FP 10.50 38,49 1 0.500 ELEMENT NO 4 I5 A SYSTEM HEADWORK.S U/5 DATA STATION INVERT SECT W S ELEV 10.50 38,49 1 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING t+ WARNING NO. C - WATER SURFACE ELEVATION GI4tN IS LESS THAN OR EQUALS INVERT ELEVATION IN HD'vJ1:DS. W.S.ELEV = INV + DC ERROR MESSAGE NO. 31 - UNABLE TO CALCULATE FRICTION SLOPE WITH MANNINGS EQUATION IN EF AREA = 0.000 WETTED PERIMETER = 0.000 NEGLIGIBLE FLOW IN LATERAL DATE: 1'12/1992 TIME: 18 :43 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZR iPN Y(1} Y(2i Y(') Y(4) Y(5) Ytbi Yt7; Y(8) Yt9' Yt10i CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 3 0 il.00 4.00 4.00 0.00 0.00 0.00 M 15 4 1.25 CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 CD 76 4 3.00 CD 42 4 C.50 CD 48 4 4.00 CO 60 4 5.00 -ZRROR MESSAGE NUMBER ' IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE = NG LINE NO . 15 - HEADING LINE NO 2 IS - HEADING LINE NO 3 IE - 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LIETING LA QUINTA RESORT LAT ''Mu MYR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 01/09/96 FILE NAME LA6 PAGE NO 3 i 0`i5" WATER SURFACE PR12FILE - ELEMENT CARD LISTING JT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT "(h) x.48 18 PAGE NO W S _;EV 41.3) �� ELEMENT NO - IS A REACH UIS DATA STATION INVERT -ECT N RADIUS ANGLE ANG PT MAN H 10.50 38.49 18 0.014 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 10.50 38.49 1 0.500 ELEMENT NO 4 IS A SYSTEM HEADWORKS �► } U/S DATA STATION INVERT SECT W S ELEV 10.50 38.49 1 0.00 NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING * WARNING NO. *4 - WATER SURFACE ELEVATION GIVEN 15 LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV ± DC LICUI,SEE: MORSE CONSULTING GROUP F0515P PACE 1 WATER. EURFACE PROFILE LISTING LA QUINTA RESORT LAT °A6" 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTINS 01/09/98 FILE NAME LA6 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY rUPER CRITICAL HGT' BASE! ZL NO AVBPR ELEV OF FLOW ELEV HEAD M EL. ELEV :DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 2.00 73,,48 7.820 41.300 0,5 0.28 0.001 41.:01 0.00 0.262 1.50 0.00 0.00 0 0.00 8.50 0.58941 .000026 0.00 0.100 0.00 10.50 38,49 2.810 41.300 0,5 0.28 0.001 41.301 0,00 0.262 1.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 10.50 38.49 2.813 41,303 0.5 0.04 0.000 41.;;03 0.00 0,079 4.00 4.00 0.00 0 0.00 IDATE: 1 %1ILI 'IME: 16:40 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARP St CT M NO OF AVE PIER HEIGHT I BASE ZL ZR INV y ) Y(2) Y(3) Y(4) °(5) Y(6) V;') Y(S) Y(9) Y(10) CODE " "0 TYPE TIERS WIDTH DIAMETER WIDTH DROP CD 1 y 0 0.00 4.00 4.00 0.00 0.00 0.00 CD 15 4 1.25 CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 CD .i6 4 0.00 CD 42 4 3.50 CD 48 4 4.00 CD 60 4 5.00 _RROR MESSAGE NUMBER 7 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE ,G LINE NO 1 iS — HEADING LINE NO 21 IS — HEADING LINE NO � IS — ;? 5 1 ` ? PAGE NO . WATER SURFACE PROFILE — TITLE CARD LISTING :A GUI1dTA RESORT LAT "A7" 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 01/09/98 FILE NAME LA7 - 0 5 ; a PAGE NO - WATER SURFACE PROFILE - ELEMENT CARD LISTING _Wi NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV L.00 33.67 IS 41.34 SET:- �ppf_ ) k IT '7'a I ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 10.50 39.49 18 0.014 .0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 10.50 39.49 1 0.500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 10.50 39.49 1 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING ** WARNING 11110. 21 E* - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWTS, W.S.ELEV = INV + DC ERROR, MESSAGE NO. 31 - UNABLE TO CALCULATE FRICTION SLOPE WITH MANNINGS EQUATION IN Sp AREA = 0.000 WETTED PERIMETER = 0.000 NEGLIGIBLE FLOW IN LATERAL DATE: 1/12/1998 DIME: 18 :53 F05 15P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE Z ZR INV Y(1) Y( ?) Yiil Y(4) Y(5) Y(6) V(7) Y(8) Y(9l Y(lol CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 3 0 0.00 4.00 4.00 0.00 0.00 0.00 CD 15 4 1.:5 CD 18 4 1.50 CD 174 4 2.00 CD 30 4 :.50 CD 36 4 3.00 CD 427 4 37.50 CD 48 4 4.00 CD 60 4 5.00 ERROR MESSAGE NUMBER 7 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE _ ..0 LINE NO 1 IS - I HEADING LINE NO 2 IS - -iEADING LINE NO 3 IS - F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING LA QUINTA RESORT LAT "AGO 100YR HYDRAULIC CALCULATIONS PREPARED BY hM CONSULTING 01/09/98 FILE NAPE LAS PAGE NO = PAGE NO 2 WATER SURFACE PROFILE - ELE "ENT CARD LISTING _NT NO 1 I5 A SYSTEM OUTLET + t U/S DATA STATION INVERT SECT W S ELEV 2.00 aa.b7 18 41.32 SC TpQP��Di�c �Tr^ 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 10.50 38.49 18 0.014 0.00 .00 0,00 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 10.50 38.49 1 0.500 ELEMENT NO 4 IS A SYSTEM HEADWORKS + U/S DATA STATION INVERT SECT W S ELEV 10.50 38.49 1 0.00 . NO E-IT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING �* WARNING NO. 2 *f - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDW, *DS, W.S.ELEV = INV ± DC LICENSEE: MORSE CONSULTING GROUF F0515F PAGE 1 WATER SURFACE PROFILE LISTING LA QUINTA RESORT LAT "A8" l(k)YR HYDRAULIC CALCULATIO ":S PREPARED BY MDS CONSULTING 01/09/99 FILE NAME LAB STATION' INVERT DEPTH W.S. VEL VEL ENERGY SUPER CRITICAL HGT/ BASE! ZL NO AVBPR. ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA iD NO. PIER L /ELEM SO SF AVE FF NORM DEPTH ZR 2.00 x.67 7.650 41.320 0.4 0.23 0.001 41.321 0.00 0.2';4 1.50 0.00 0.00 0 0.00 2.50 0.56706 .000017 0.00 0.100 0.00 10.50 38.49 2.830 41.320 0.4 0.23 0.001 41.321 0.00 0.234 1.50 0.00 0.00 0 0.00 MALL ENTRANCE 0.00 10.50 38.49 2.032 41.3 0.4 0.04 0.000 41.3lr 0.00 0.068 4.00 4.00 0.00 0 0.00 DATE: 1/1.'1996 TIME: 12 :54 • ;0515P WATER SURFACE PROFILE — CHANNEL EDEFFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT i BASE A ZR INV Y(1) Y(2) Y(31 Y(4) Y(5) Y(6) 'r(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 0 0.00 4.00 4.00 0.00 0.00 0.00 D 1, 1.25 CD 16 4 1.50 d�D 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 CD 42 4 3.50 CD 48 4 4.00 CD 60 4 5.00 ERROR MESSAGE NUMER 7 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS — CODE Z LINE NO 1 IS - HEADING LINE NO IS - .iEADING LINE NO 3 IS - 0 ` 1 S P PAGE NO WATER SURFACE PROFILE - TITLE CARD LISTING LA GUINTA RESORT LAT °A9° 100YR HYDRAULIC CALCULATIONS PREPARED BY IDS CONSULTING 01/09/98 FILE NAME LA9 ELEMENT N +O C IS A WALL ENTRANCE A DATA STATION INVERT SECT FP 10.50 38.97 1 0.500 ELEMENT NO 4 IS A SYSTEM HEADWORKS + U/S DATA STATION INVERT SECT W S ELEV 10.50 38.97 1 0.01) NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING { WARNING NO. C 4* - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKTS. W.S.ELEV = INV + DC ERROR '.ESSAGE NO. 3I - UNABLE TO CALCULATE FRICTION SLOPE WITH MANNINGS EQUATION IN SF AREA = 0.000 WETTED PERIMETER = 0.000 NEGLIGIBLE FLOW IN LATERAL 0 5 1 5 P PAGE NO WATER SURFACE PROFILE - ELEMENT CARD LISTING SENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 2.00 34.14 IS 41.34 a PC`s! D I X ELEMENT NO C IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG FT MAN H 10.50 38.97 I8 0.014 0.00 0.00 0.00 0 ELEMENT N +O C IS A WALL ENTRANCE A DATA STATION INVERT SECT FP 10.50 38.97 1 0.500 ELEMENT NO 4 IS A SYSTEM HEADWORKS + U/S DATA STATION INVERT SECT W S ELEV 10.50 38.97 1 0.01) NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING { WARNING NO. C 4* - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKTS. W.S.ELEV = INV + DC ERROR '.ESSAGE NO. 3I - UNABLE TO CALCULATE FRICTION SLOPE WITH MANNINGS EQUATION IN SF AREA = 0.000 WETTED PERIMETER = 0.000 NEGLIGIBLE FLOW IN LATERAL IDATE: 1i1 199E 'I ME: 19: 7 F0515 "r WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ?L :R INY Y(1' Y(2) Y(3) Y(4) Y(5) Y(6) Y(') Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 0 0.00 4.00 4.00 0.00 0.00 0.00 CD 15 4 1.25 CG 18 4 1.50 CD 24 4 2.00 CG 30 4 2.50 CD 36 4 3.00 CD 42 4 3.50 CD 48 4 4.00 CD 60 4 5.00 ERROR MESSAGE NlUMBER 7 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE = F0515P WATER SURFACE PROFILE - TITLE CARD LISTING , NG LINE !N0 1 IS - LA WUINTA RESORT LAT "A10" 100YR..HYDRAULIC CALCULATIONS i&DING LINE NO 2 IS - PREPARED BY MDS CONSULTING 01/09/98 HEADING LINE NO ? iS - FILE NAME LA10 PAGE NO :0 S:15P WATER SURFACE PROFILE - ELEMENT CARD LISTING .47 NO 1 IS A SYS-1 EM O LIT LE T * * U/S DATA STATION INVERT 5EC 2.00 _0.14 18 ELEMENT NO 2 I5 A REACH * * * U/S DATA STATION INVERT SECT, 10.50 38.97 18 ELEMENT NO 3 IS A WALL ENTRANCE * U/5 DATA STATION INVERT SECT 10.50 38.97 1 N 0.014 FP 0.500 PAGE NO W 5 ELEV 41.34 SING bP okpq o I K 1 TCTY� RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 4 IS A SYSTBI HEADWORKS * + U/S DATA STATION INVERT SECT W S ELEV 10.50 38.97 1 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING +* WAP.NINC NO. 2 ** -WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, A.S.ELEJ = INV + DC ERROR MESSASE NO. 5 - OVER 50 RECORDS WRITTEN IN REACH, ELEMENT = 2 STATION = 2.75 ICENISE— M'2RSE CONSULTING GROUP F05i5P ?AGE WATER SURFACE FROFILE LISTING ' LA OUINTA RESORT LAT "A10° 100YR.HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 01/09/98 FILE NAME LA10 TATIGN ? "NERT DEPTH W.S. O VEL VEL ENERGY SUPER CRITICAL HOT! BASE! I1 NO AVPFR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA III) NO, PIER _iELEM SO SF AVE HF NORM DEPTH 7R 2.00 :0.14 11.200 41.340 .1.1 0.06 O.t�)0 41..',40 ?.00 0.11b 1.50 :x.00 0.00 0 0.00 8.50 :.03882 ,000G,61 C.00 0.000 0.00 10.50 :8.97 2.370 41.,Z40 0.1 0,06 0.000 41.340 0.00 0.116 1.50 0.00 0.00 0 0,00 WALT. ENTRANCE 0,00 1• /.Jt� J8.97 2.371 »1.3»i 0.1 0,01 0.001 41.341 0.00 0.027 4.00 4,0; 0.00 0 0.00 I DATE: 1 ; 12i 1G9p I W: i9 3 F0515P . WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHI; NO OF AVE PIER HEIGHT 1 BASE ZL I.P. iNV Y(1) Y(2) YO Y(4) Y(5) t'(6) �'(?) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 0 0100 4.00 4.00 0.44 n,0n q,00 CD 15 4 1.�5 CD 18 4 1.50 CD :4 4 2.00 CD 30 4 ?.50 CD 36 4 3.00 CD 427 4 3.50 CD 48 4 4.00 CD 60 4 5.00 ERROR MESSAGE NUMBER ' IN SEQUENCE CHECKING TAU CHANNEL DEFINITION DATA INVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE .iG LINE NO 1 iS - HEADING LINE NO C IS - HEADING LINE NO 3 IS - ? +? a . 5 P ?AGE ''^ - \V WATER SURFACE PROFILE - TITLE CARD LISTING LA QUINTA RESORT LAT "A11" 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 01/09/98 FILE NAME LA11 NEGLIGIBLE FLOW IN LATERAL 515° PAGE h0 , WATER, SURFACE PROFILE - ELEMENT CARD LISTING TENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 7.00 34.37 18 41.75 SCE ELEMENT N0 7 IS A REACH + U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG FT MAN H 10.50 38.97 18 0.014 0.00 0.00 0.00 �? ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 10.50 38.97 :. 0.500 ° ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 10.50 38.97 1 0.00 NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING '.DARNING NO. 7 +* - WATER..SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC ERROR MESSAGE NO. 31 - UNABLE TO CALCULATE FRICTION SLOPE WITH MANNINGS EQUATION IN SF AREA = 0.000 WETTED PERIMETEER = 0.000 NEGLIGIBLE FLOW IN LATERAL 4ATt: 1 /Iz /"99E 'IME: ;0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE CARL ]ECT 'HN NO OF AVE PIER HEIGHT i RASE ZJ ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(S) Y(4) x(10) :CDE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD l 0 0.00 4.00 4.00 0.00 0.00 0.oO, Il , nc CD 16 1.50 CD 24 4 2.00 C D �0 4 2.5 0 .,D J6 4 100 CD 42 4 Z.50 CD 48 4 4.00 CC 60 4 5.00 ERROR MESSAGE NUMBER _ IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CARD CODE GJCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE = LNG LINE NO I IS - HEADING LIP1E NO C IE - HEADING LINE NO IS - F0515P WATER SURFACE PROFILE - TITtE CARD LiS'ING LA OOINTA RESORT LAT "Al2" 100YR HYDRAULIC CALCULATIONS PREPARED BY ".DS CONSULTING 01/09/98 FILE NAME LA12 PAGE NO Z F 0 5 1 5 P WATER SURFACE PROFILc - ELEMENT CARD LISTING -9 NO 1 IS A SYSTEM OUTLET + � U/S DATA STATION INVERT SECT r.00 J4.JJ 18 PAGE NC W Sc E L E V s I. --c—Lt (r T, ELEMENT NO IS A REACH U/S DATA STATION INVERT SECT N RADIUS .ANGLE ANG PT MAN H 10.50 38.97 18 0.014 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATIGN INVERT SECT FP 10.50 38.97 1 0.500 ELEMENT NO 4 I5 A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 10.50 '38.97 1 0.00 NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = !NV + DC ERROR MESSAGE NO. 31 - UNABLE TO CALCULATE FRICTION SLOPE WITH MANNINGS EQUATION IN SF AREA = 0.000 WETTED PERIMETER = 0.000 NEGLIGIBLE FLOW IN LATERAL IDATE: I!I31I998 ''ME: 8 :39 F05I5F WATER SURFACE PROFILE - i,HANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT I :ASE ZL ZR INV Y(I) Y(2) Y(;) Y(4) Y(`) Y(6) Y7" Y(8) Y(9) Y(I0) CODE AND TYPE PIERS WIDTH DIAMETER WIDTH DROP CD I 0 0.00 4.0<? 4.00 0.00 .0.00 0.00 .D 15 4 I.LJ CD I8 4 ..50 CD 24 4 2.00 CD 30 4 2.50 ;,u a6 4 3.00 CD 42 4 3.50 CD 48 4 4.00 CD 60 4 5.00 ERROR MESSAGE NUMBER ' IN SECdIENCE CHECKING THRU CHANNEL DEFINITION DATA iPNVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE AG LINE NO 1 IS - HEADING LINE NO Z 'IS - HEADING LINE NO IS - 5a WATER SURFACE PROFILE - TITLE CARD LISTINS LA OUINTA RESORT LAT "A13" 100YR WDRAULIC CALCULATIONS PREPARED BY'MDS CONSULTING 01/05/98 FILE NAME LA13 PAGE NO F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING -tff NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1.75 aa.Y8 18 41.35 Gcy-c— �• 7'1lli �R (�C ELEMEP(T NO C IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 10.50 38.61 18 0.014 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT 10.50 38.61 1 0.500 ELEMENT NO 4 IS A SYSTEM HEADWORKS * � U/S DATA STATION INVERT SECT W S ELEV 10.50 38.61 1 0.00 NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING ** WARNING NO. 3 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWK,'ZS, W.S.ELEV = INV + DC ERROR MESSAGE NO. 31 - 114ABLE TO CALCULATE FRICTION SLOPE WITH MANNINGS EQUATION IN SF AREA = 0.000 WETTED PERIMETER = 0.000 NEGLIGIBLE FLOW IN LATERAL E ATc: 1!131199E IME: 8:57 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE CARD SECT CHN NO OF AVE PIER HEIGHT i BASE ?L ZR INV Y(1) Y(2) Y('3", Y(41 Y(5) Y(6) Y(7) 'r(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 Q 0 0.00 4.00 4.00 0.00 0.00 0.00 CD 15 4 1.25 CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 CD "16 4 x.00 CD 42 4 3.50 CD 48 4 4.00 CD 60 4 5.00 ERROR MESSAGE NUMBER 7 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE = LNG LINE NO 1 IS - 7EADIN6 LINIE NO 2 IE - HEADING LINE NO ' IE - i i 5 1 5 P WATER. SURFACE PRO}ILE - TITLE CARD LISTING LA QUINTA RESORT LAT 3A14" 104YR. HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 41/09/98 FILE NAME LA14 PAGE NO F 0 5 1 5 P .WATER SURFACE PROFILE - ELEMENT CARD LISTING. _NT NO 6 IS A SYSTEM? OUTLET f U/S DATA STATION INVERT SECT 1.75 33.48 18 ELEMENT, NO C IS A. REACH U/S DATA STATION 10.50 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION 10.50 INVERT SECT N 38.61 18 0.014 INVERT SECT FP 38.61 1 0.500 W S ELEV 41.35 PAGE NO RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO a IS A SYSTEM HEADWORD'S U/S DATA STATION INVERT SECT W S'ELEV 10.50 38.61 1 0.00 NO FLIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING +?� �ARNiNG N0. 2 ++ - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDW10S, W.S.ELEV = INV + DC ERROR MESSAGE N.O. 31 - UNABLE TO CALCULATE FRICTION SLOPE WITH MANNINGS EQUATION IN SF AREA = 0,000 4E7TED PERIMETER = 0,000 NEGLIGIBLE FLOW IN LATERAL DATE: 1113/1998 'IME: 8:58 70515P WATER SURFACE PROFILE - 04ANNEL DEFINITION LISTING ?AGE 1 CARD EE%T CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(:) Y(8) Y(9) Y(10) CODE NO TfPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 0 0.00 4.00 4.00 0.00 •0.00 0,00 D 15 4 1.25 CG 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 �D 3b 3.00 CD 42 4 3.50 CD 48 4 4.00 CD 60 4 5.00 E.RROR MESSAGE NLfMBER 7 IN SEQUEr(CE CHECKING THRU CHANNEL, DEFINITION DATA INVALID CARD CODE E ")COUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE = i,,JING LINE NO 1 IS - HEADING LINE NO ? IS - HEADING LINE NO 37 IS - :515 P. WATER SURFACE PROFILE - TITLE CARD LISTING LA 61UINTA RESORT LAT "A15" 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 01 /09/98 FILE NAME LA15 PAGE NO - F 0 5 1 5 P WATER SURFACE PROFILE - ELEMENT CARD LISTING LE.MENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1.50 37.00 18 41.5' ELEM ,'T NO ` IS A REACH U/S DATA STATION INVERT SECT N 10.50 39.02 1S 0.014 PAGE NO S `�, pt;k-�s01X kT�M i RADIUS ANGLE ANG FT 'U1N H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 10.50 39.02 1 0.500 ELEMENT NO 4 I5 A SYSTEM HEADWORYS * } U/S DATA STATION INVERT SECT W S ELEV 10.50 39.0: 1 `.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING f+ WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S. ELE; = 14 + DC LICENSEE: NORSE CONSULTING GROUP F0515P PAGE WATER. SURFACE PROFILE LT STING LA QUINTA RESORT LAT "A15" 100YR HYDRAULIC CALCULATIO`iS PREPARED BY MDS CONSULIING 01/09/98 FILE NAME LA15 STATION INVERT DEPTH W.S. W VEL VEL ENERGY SUPER CRITICAL HG T/ BASE: ZL NO A',BPR ELEV OF FLOW ELEV HEAD GRD.EL.. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR �, ��* ��+ ��* �r�r�t+��r��r�t�t�;�r *�r�� r* �r��, ��*, ��* �, � * *��,�,�tf�,��,�� *��,��,�r *mot *� *,►�rtt ..50 31.00 4.570 41.570 5,6 3.i7 0,156 41.7126 0.00 0.913 1.50 :.'.00 0,00 0 0.00 9.00 0. "444 .003296 0.03 0.350 0.00 10.50 39.012 12.580 41.600 5.6 3.;7 0.156 41,756 0.00 0.913 1.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 10.50 39.012 12 .885 41.905 5.6 0.49 0.004 41.909 0.00 0.393 4.i; ;) 4.00 0.00 0 C.00 IDATE: 1'13!1991 TIME: 9:14 F0515P MATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ?L ?R INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(o) Y(7) Y(8) Y(91 Y(101 CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 3 0 0.00 4.00 4.00 0.00 0.00 0.00 CD 15 4 1.25 CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 LD :6 4 3.00 CD 42 4 3.50 CD 48 4 4.00 CD 60 4 5.00 =RROR MESSAGE NUMBER 7 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CARD CODE ENCOUNTERED. WHILE PROCESSING CD AND PTS CARDS - CODE = (i 5 ; 5 P WATER SURFACE PROFILE - TITLE CARD LISTING r`.ADING LINE N" 1 1S - LA WUINTA RESORT LAT °A16" 100YR HYDRAULIC CALCULATIONS HEADING LINE NO ? IS - PREPARED BY MDS CONSULTING 01/04199 HEADING LINE NO - IS - FILE NAME LAZE 0 ?AGE % J 1 � WATER SURFACE PROFILE — ELEMENT CARD LIETINE _.t"'EN T �?G 1 iS A SYSTEM OUTLET U/S DATA STATION INVERT SECT ,y:.. E ?1 5' 1.Ju ,,r.��ll 1v ' ��EMt aT NO IS A REACH /S DATA STATIOP INVERT :EC T N, ADI ° ANGL_ i0.5 +:f 40.02 S 0.014 .0''' ).0 �.EMBT N' CIS A WALL ENTRANCE � J/S DATA STATION INVERT SECT 10.50 40.02 1 0.:00 _LEM.ENT NO 4 1S A SYSTEM HEA.,P40PKS. U/S DATA STATIO "; iMJE"KT SECT w -6 10.50 1 ti i- ��.rQR.Ci Cd OUNTEnE ✓�i..iJllrti ATiQ "� TS iuw ZC' iNNIN2 _ _ ❑ n- r - -,,5. T--a, ;E _ - uAp� - - -, rL __t'r'r i. "� - t .�Hilliir.0 ..L. :,IJKr.CI- -.t /FI! 1C�. - . -_� _ __ _ _. .IK I11 y I A I AJ tj j 111 'K IA. A 111 1'1 tj IA j it tIj rr t:j LY lly 1.11 K .4K Q-) + rj 3 LAI Le 41 U.1 !C Ijj cT 92 cy, J I T, DD .7i rt'i iii iii to DATE: 1/137!1 ??E TIME: ?:18 =0515P WATER SURFACE PROFILE - CHANNEL DEFiNI.TION LISTING PAGE 1 CARD SECT CHN NO OF. AVE PIER uEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y21 Y(4) Y(5) Y(h) Y M Y(8) Y(?) Y(10) COvE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP 0 0.00 4.00 4.00 0.0) 0.00 000 CD 15 4 1.25 .D 18 4 1.50 CD 24 4 2,09 CD 30 4 2.50 CD 36 4 "Jr. 00 CD 42 4 3.50 CD 48 4 4.90 CD 50 4 5.00 ERROR MESSAGE INFUMPER 7 IN SEQUENCE CHECKING TPRU CHANNEL DEFINITION DATA iNVALID CARD CODE -ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE . -'E AD-IN; .I'VE N- _ I- . - nEADING LINE NO C IS - WAT;-r.. SURFACE PROFILE - .TITLE CARD LISTING IA @UINTA RESORT LAT "A19" 100YR HYDRAULIC CALCULATIONS PREPARED BY MD5 CONSULTING 01/09/98 FILE NAME LA19 PAGE NO F 0 5 1 5 P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 1.25 38.25 1a ELEMENT NO 2 IS A REACH 4 * + U/S DATA STATION INVERT SECT N 15.00 38.39 18 0.014 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N 21.50 39.99 18 0.014 PAGE NO 2 w S ELEV 41.71 WC. D�r�i.�D�?C rrCM I RADIUS ANGLE , ANG PT "IAN H 0.00 0.00 0.00 0 RADIUS ANGLE 4% PT MAN H 0.00 0.00 0. V,, 0 ELEMENT NO 4 IS A WALL ENTRANCE # U/S DATA STATION INVERT SECT FP 21.50 39.99 1 0.500 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 21.50 39.99 1 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWK DS, W.S.ELEV = INV + DC L"a"SEE: MORSE CONSULTING GROUP F0555 15P PAGE WATER SURFACE PROFILE LISTING 'LA QUINTA RESORT LAT °A19° 100YP, HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 61/09/98 FILE NAME LA19 CTATION INVERT DEPTH W.S. Q VEL VEL ENERGY 4UPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 1.25 38.25 3'.460 41.710 3.7 2.09 0.068 41,778 0,00 0.135 1.50. 0,00 0.00 0 0,00 13.75 0.01018 .001439 0.0 0.640 0.00 :5.00 38.:9 7.340 41.730 3.7 2.09 0.068 41.798 0.00 0.735 1.50 0.00 0.00 0 0.00 6.50 0.24615 .001439 0.01 0.210 0.00 21.5x' 39.99 1.749 41.139 3'.7 2.09 0.068 41.807 O.00 0.735. 11.50 0.00 0,00 0 0.00 WALL ENTRANCE 0.00 21.50 ';9.99 1.878 41.868 3.7 0.49 0.004 41.872 0.00 0,298 4,00 4,00 0.00 0 0.:)o LL) n. I LL II l 41 1 11 III I , I C. ui I . T <l a m Q11 i1n, LLJ C3 lal CA Lij I-- lL ;a "L t.4 U, I Ij s_-j UJ I'l r_j :. I lil :L: •V IIJ El" fY 21 Ll LTA CA Ill CD 1: -1 UI t 4 1) mtHDING LINE NO 1 IS - HEADING LINE NO C IS - HEADING LINE NO 3 IS - =0515P WATER SURFACE PROFILE - TITLE CARD LISTING LA QUINTA RESORT LAT "A20° 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 01/09/98 FILE NAME L Ac''0, PAGE NO „ F0515P WATER SURFACE PROFILE - ELEMENT CARD L ?STING LcMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 1.25 38.25 18 PAGE NO 2 W S ELEV 41.65 SLR pA' 0,L0 INc I TClok 1 ELEMENT NO ? IS A REACH U/S DATA STATION INERT SECT N RADIUS ANGLE ANG PT MAN H 10.50 39.99 18 0.014 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 10.50 39.99 1 0.500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 10.50 39.99 1 0.00 NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING 4* WARNING NO. 3 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN CR EQUALS INERT ELEVATION IN HDWKDS. W.S.ELEV = iNV - DC 0 LiCENS'tE. "':ORSE CONSULTING GROUP F0515P PAGE WATER SURFACE PROFILE LISTING LA OUINTA RESORT LAT "A20" 100YR HYDRAULIC CALCULATIONS PREPARED BY n. S CONSULTING 01/09/98 FILE NAME LA20 STA ?ION INVERT DEPTH W.S. 0. VEL VEL ENERGY SUPER ,CRITICAL „GT/ BASEi ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. , ELEV DEPTH DIA ID NO. PIER /EtE,1 SO Sr" AVE HF NORM DEPTH ZR Y��F,��F4iF;t�f i� *�� * #i *�� *�� # *�� * �i+ ��**++ �►*+ �** �;►, t�* �►* ��t�rt ��i* ��r�t�t�t��► �r�t++ �* ��** ��t�* ��t�* ��►* ��rt�t��i��r�� ;��ti�r�r�► *� 1.25 38.25 2.400 41.650 2.7 1.53 0.036 41.686 0.00 0.623 1.50 0.00 0.00 0 0.00 9.25 0.18811 .000766 0.01 0.250 0.00 10.50 39.99 1.667 41.657 2.1 1.53 0.036 41.693 0.00 0.623 1.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 U).50 39.99 1.7 " 41.725 0.39 0.002 41.721 0.00 0.242 4.00 4.00 0.00 0 0.00 IDATE: 1:13119 °E 'IME: iG:16 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CFLN NO OF AVE TIER HEIGHT 1 RASE ZL ZR iNV Y (1' Y(2) Y(3) Y(4) Y(5) Y(b) Yi') Y(B) Y(9i Y(10) CODE ':O TYPE PIERS WIDTH DIAMETER WIDTH DROP C➢ i 0 0.00 4.0C 4.00 0.00 0.00 0.00 CD 15 4 1.25 CD 16 4 1.50 CD 24 4 2.00 CD 30 4 x.50 CD 36 4 '.U0 CD 42 4 3.50 CD 48 4 4.00 CD 60 4 5.00 ERROR MESSAGE NUMBER ? IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA iPNALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE nzmDING LINE NO 1 iS - HEADING LINE NO C IS - HEADING LINE NO IS - FO` 1`P PAGE NO WATER, SURFACE PROFILE - TITLE CARD LISTING LA OUINTA RESORT LAT "A21° 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 01/09/98 FILE NAME LA21 F 0 5 1 5 P PAGE '10 _ WATER SURFACE PROFILE - ELEMENT CARD LISTING _.u•itNT NO 1 IS A SYSTEM OUTLET 4 U/S DATA STATION INVERT SECT W , ELEV 1.25 38.75 1B 41.68 pp�cNp� x t tL' I ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 15.00 34.77 18 0.014 0.00 0.00 0.00 0 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 3 IS A REACH f f U/S DATA STATION INVERT SECT N RADIUS ABLE ANG PT MAN H 21.50 40.12 18 0.014 0.00 0.00 0.00 0 ELEMENT NO 4 IS A WALL ENTRANCE ?� U/S DATA STATION INVERT SECT FP 21.50 40.12 1 0.500 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 21.50 40.12 1 0.00 NO ED:T EPRGRS ENCOUNTERED- COMPUTATION IS NOW BEGINNING t* WARNING NO. WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HMS, W.S.ELEV = INV + X :.iCENSEE: MOP.5E CONSULTING GROUP F0515P SAGE WATER SURFACE PPOFILE LISTING LA BUINTA RESORT LAT "A21" 100YR HYDRAULIC CALCULATIONS PREPARED BY MQS CONSULTING 01/09/96 FILE NAME LA-21 STATION INVERT DEPTH W.S. w VEL VEL ENERGY SUPER CRITICAL HGTr BASE/ ZL NO AVBFR ELEV OF FLOW ELE'J HEAD GRD.EL. ELEV DEPTH DIA ID NO. FIER L /ELE1 5G SF AVE HF 40RM DEPTH ?R A.75 2.930 41.664) 2.6 1.47 0.0 4 41.714 0.00 0.611 1.50 0.00 0.00 0 i;.00 13.75 - .426946 .000;11 0.01 0.000 0.00 15.00 34.77 6.920 41.690 A. 1.47 0.034 41.724 0.00 0.611 1.50 0.00 0.00 0 0.00 6.50 0.62306 .OM711 0.00 0.170 0.00 21.50 40.12 1.574 41.694 2.6 1.47 0.034 41.726 0.00 0.611 1.50 0,00 0.00 0 0.00 WALL ENTRANCE 0.00 21.50 40.12 1.6'x7 41.757 2.b 0.40 0,002 4!.759 0.00 0.23b 4.00 4.04 0.00 0 0.00 IDATE: 1/131199E "IME: 13:46 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR IM,J Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) MO) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 3 0 0.00 4.00 4.00 0.00 0.00 0.00 CD 15 4 1.15 CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 OD 36 4 J.00 CD 42 4 3.50 CD 48 4 4.00 CD 60 4 5.00 ERROR MESSAGE NUMBER, 7 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE = ,. -4ING LINE NO 1 IS - HEADING LINE NO 2 IS - BEADING LINE NO Z IS F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING LA QUINTA RESORT LAT "A22" 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 01/09/98 FILE NAME LA22 PAGE NO F 0 5 1 5 P WATER SURFACE PROFILE - ELEMENT CARD LISTING �LEMENT NO 1 iS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT 2.25 'x8.75 18 PAGE 11.10 ' W S ELEV 41.58 S��Ls 0�?Pls7►�i�c �T1f►� I ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 10.50 40.12 18 0.014 0.00 0.00 0.00 0 ELEMENT Pi0 C IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 10.50 40.12 1 0.500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 10.50 40.12 1 0.00 NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW 8EGINNING F* WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC LICENSEE: MORSE CONSULTING GROUP F0515P PAGE WATER SURFACE "PROFILE LITING LA QUIN'TA RESORT LAT "A22" 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CGNSULTING 01 /09198 FILE NAME LA" :TAT ION INVERT 7.- EP W.S. Q 'JEL VEL cNERGY SUPER CRITICAL HGT/ EASE/ ZL NO AVBFR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID N0. PIER L /ELEM SO SF AVE q NORM DEPTH ZR # f�tffiFiF} ii# ffff##### fff##### f# f! F# fff# ffff# f# fffffff* ff# ff# f## ffffff# fff# ff## ff# f# f# fff## ffffff## ff### fff#ffff # #f ##f ##fff#ffff## # #### 2 .25 38.75 2.930 41.680 .',5 1.41 0.031 41.''11 0.00 0.599 1.50 0,00 0.00 r' 0,00 E.25 0.16606 .000657 0.01 0.250 0.00 '0.50 40.12 1.56°, 41.665. 2.5 1.41 0.031 41.716 0.00 0.599 1.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 10.51) 40.12 1.623 41.742 2.5 0.36 0.002 41.745 0.00 0.230 >.00 4.1h) 0.00 0 0.00 DATE: 1!13/1999 TIME: 13:46 F0515P WATER SURFACE PROFILE - CHANNEL DEFFINITION LISTING PAGE 1 CARD SECT CW4 NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) 'r(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 0 0.00 4.00 4.00 7.00 7.00 0.00 CD 15 4 1.25 CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 CD 42 4 3.50 CD 48 4 4.00 CD 60 4 5.00 ERROR MESSAGE NUMBER 7 IN SEwUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE HEADING LIN -c NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - 70=115P WATER SURFACE PROFILE - TITLE CARD LISTING LA @UINTA RESORT LAT "A23" IMYR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 01 /49/98 FILE NAME LA23 PAGE E:O F 0 5 1 5 P WATER SURFACE PROFILE - ELEMENT CARD LISTING ._cMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 1.25 39.25 18 ELEMENT NO 2 IS A.REACH } U/S DATA STATION INVERT SECT N 15.00 39.40 18 0.014 PAGE NO W S ELEV 41.69 S*,_- L-7- bppS?.LDi y 11 TEA'^ 1 RADIUS ANGLE ANG PT MAN H 0.00 0,00 0.00 0 ELEMENT NO 3 IS A REACH 4 U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 21.50 40.21 .18 0.014 0.00 0.00 0.00 0 ELEMENT NO 4 IS A WALL ENTRANCE. U/S DATA STATION INVERT SECT FP 21.50 40.21. 1 0.500 LEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 21.50 40.21 1 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING *+ WARNING NO. 2 WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC LICENSEE: MORSE CONSULTING GROUP F0515P PAGE WATER SURFACE PROFILE LISTING LA QUINTA RESORT LAT "A23" 100YR HYDRAULIC CALCULATIONS PREPARED 9Y MDS CONSULTING 01/09/98 FILE ?'DAME LA23 TATMN INVERT DEPTH W.S. w VEL VEL ENERGY SUPER CRITICAL HGT/ :ASE% ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL.. ELEV DEPTH DIA ID NO. PIER. L /ELEM SO SF AVE HF NORM DEPTH ZR f *�r?;i�►;+ * * *� *; # ** ter *a►r�r *r * *a► *�r�+ *t;� * *r�r++ #tom *t 1.25 39.25 2.440 41.690 2.2 1.25 0,024 41.714 0.00 0.560 1.50 0.00 0.00 0 0,00 13.75 0.01091 .000509 0.01 0,470 0.00 15.00 39.40 2,247 41.697. 2.2 1.25 0.024 41.721 0.00 0.560 1.50 0.00 0.00 0 0.00 6.4: 1:.12462 .000504 0.00 0.25.0 0.00 21.42 40.20 1.5G0 41.740 1.5 0.024 41.724 0.00 0.560 1.50 i�,i }0 0.00 0 0. N) 0.08 0.12462 .000486 0.00 0.250 0.00 21.54 40.21 1.440 41.700 2.2 1.25 0.024 41.724 0.00 0.560 1.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 .50 40.21 1.535 41.745 2.2 G.36 0.462 41.747 0,00 0.211 4,00 4.00 0.00 G 0.00 DATE: 1!13!1998 TIME: 1'• °' N.JJ F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7i Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH D I AME 73 WIDTH DROP CD 1 3 0 0.00 4.00 4.00 0.00 O.00 0.00 CD 15 4 1.25 CD 16 4 1.50 CD 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 CD 42 4 3.50 CD 48 4 4.00 CD 60 4 5.00 =RROR MESSAGE NUSER ? IN SEQUENCE CHECKING.THRU CHANNEL DEFINITION DATA INVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE = Nthu"ING LINE NO 1 H - iitADINC LINE NO 2 IS - 4EADINC LINE NO Z IS - F?,5.1`P WATER SLRFACE PROFILE - TITLE CARD LISTING LA QUINTA RESORT LAT "A24" 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 01/49/98 FILE NAME LA24 ?AGE NO �0515P WATER SURFACE PROFILE — ELEMENT CARD LISTING c.LEICJJ NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 2.00 39.25 18 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N 10.50 40.25 18 0.014 PAGE NO 2 W S ELEV 41.69 PPC;?--10t yc 17[ / I RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 10.50 40.:8 1 0.500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 10.50 40.:8 1 0.00 NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING t* WARNING N0. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWK.DS. INV * DC LICBSEE: MCRS: CONSULTING GROUP F0515 "r PAGE WATER SURFACE PROFILE LISTING LA QUINTA RESORT LAT "A24" 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 01/09/98 FILE NAME LA24 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRG.EL. ELEV DEPTH DIA ID NO. PIER /ELEM 50 SF AVE HF NORM DEPTH ZR 2.00 39.25 2.440 41.690 1.6 0.91 0.013 41.703 0.00 0.475 1.50 0.00 0.00 0 0.00 7.77 0.12116 .000266 0.00 0.210 0.00 9.777 40.19 1.500 41.692 1.6 0.91 0.013 41.705 0.00 0.475 1.50 0.00 0.00 0 0.00 0.73 0.12118 .000248 0.00 0.210 0.00 11).50 40.28 1.411 41.691 1.6 0.93 0.013 41.704 0.00 0.475 1.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 10.50 40.28 1.436 41.716 1.6 0.28 0.001 41.717 0.00 0.171 4.00 4.00 0.00 i7 0.00 o � IDATE: 1113 11998 'IME: 13:54 F051. 15P WATER SURFACE PPROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHI: NO OF AVE PIER HEIGHT 1 BASE a tR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(b) Y(7' Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD i 0 0.00 4.00 4.00 0.00 0:00 •:.00 CD 15 4 1.25 CD 18 4 1.50 CD 24 4 2.00 30 4 2.50 CD 36 4 3.00 CD 42 4 3.50 ,D 48 4 4.00 CD 60 4 5.00 SRROR MESSAGE NUMBER IN SNUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE = -itADING LINE NO 1 IS - HEADING LINE NO 2 IS - READING LINE NO Z IS - F 6 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING LA QUINTA RESORT LAT "A25" 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 01 /09/98 FILE NAME LA45 PAGE NO 1 F 0 5 1 5 P WATER SURFACE PROFILE - ELEMENT CARD LISTING cLEM -cKT NO 1 IS A SYSTEM OUTLET +� U/S DATA STATION INVERT SECT 1.00 39.50 18 PAGE NO W S ELEV 41.71 L) 1 1 ELEMENT NO ? IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 11.50 39.71 18 0.014 0.00 ".00 0.00 0 ELEMENT NO 3 IS A WALL ENTRANCE + U/S DATA STATION INVERT SECT FP 11.50 39.71 1 0.500 ELE!!ENT NO 4 "IS A SYSTEM HEADWORKS �► +� WS DATA STATION INVERT SECT W S ELEV 11.50 39.71 1 0.00 NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING +* WARNING NO. 2 WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWkDS. W.S."cLEV = !NV + DC LI ENSEE: MORSE CONSULTING CRIMP F0515? PAGE WATER. SURFACE PROFILE LISTING LA QUINTA RESORT LAT °A25" 100YR HYDRAULIC CALCULATIONS PREPARED BY MDE CONSULTING 01/09/98 FILE NAME LA25 STATION INVERT DEPTH ' W.S. Q VEL ,EL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 1.00 7.60 2.110 41.710 1.8 1.02 0.016 41.726 0.00 0.505 1.50 0.00 0.00 0 0.00 10.50 0.01048 .000341 0.00 0.430 0.00 11.50 39.71 2.004 41.714 1.8 1.02 0.016 41.730 0.00 .0.505 1.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 11.50 39.71 2.035 41.745 1.8 0.2► 0.001 41.746 0.00 0.185 4.00 4.00 0.00 ' 0' 0,00 DATE: 1/13/199E TIME: 15 :27 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE i CARD SECT CHN NO Or AVE PIER HEIGHT 1 RASE ZL ZR iNV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD i 3 0 0.00 4.00 4.00 0.00 0.00 0.00 CD 15 4 1.�5 CD 18 4 1.50 CD .4 4 200 CD 30 4 250 CD 36 4 3.00 CG 44 4 3.50 CD 48 4 4.00 CD 60 4 5.00 ERROR MESSAGE NUMBER 7 IN SEDUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE = nrnoING LINE NO 1 I- 1) - HMING LINE NO iS - HEADING LINE NO „ IS - o 5 1 5 P WATER: SJRF "ACE PRO71LE - TITLE CARD LISTING LA OUINTA RESORT LAT ".u6° 100YR. HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 01/09/98 FILE NAME LA26 PAGE N'j 0 5 1 5 P IF WATER SURFACE PPROFILE - ELEMENT CARD LISTING NO 1 IS A SYSTEM OUTLET * + U/S DATA STATION INVERT SECT 1.00 39.60 18 ELEMENT NO = IS A REACH U/S DATA STATION 10.50 ELEMENT No 7 IS A WAIL ENTRANCE U/S DATA STATION 10.50 INVERT SECT N 40.58 18 0.014 IK'ERT SECT FP 40.58 '_ 0.5% PAGE NO W S ELEV 411 .71 5C. C' p1 44, I Tla^ I RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 10.50 40.58 1 0.00 NO EDIT ERRORS 91COUdTER -u- COMPUTATION IS NOW BEGINNING :} :DARNING NO. C #* - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC �ICMEE: MORSE CONSULTING GROUP F05 A, FADE MATER SURFACE PROFILE LISTING LA QUINTA RESORT LAT "A26" 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS M%ULTING 01/09/99 FILE NAME LA26 STATION INVERT DEPTH W.S. VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL i% AVBPR ELEV OF FLOW ELEV HEAD GRD.EL.. ELEV DEPTH DIA ID NO. PIER UELEM SO SF AVE HF NORM DEPTH ZR +* itw��; �i*;* �* ��t��** ��+ ��t�+ �r��i*# ��r�# ��* ��r# ��i�► ��t�iE+ ��# ��* ��* ��i��► �* �iF�r��i�� *��i�t7t�ii��'��t��Y i� *�r� * * * #� *��i� 1.00 39.60 2.110 41.710 1.0 0.57 0.005 41.715 0.00 0.373 1.50 0.00 0.00 0 0.00 5.92 0.10316 .000104 0.00 0.170 0.00 6.92 40.21 1.500 41.711 1.0 0.57 0,005 41.716 0.00 0.373 1.50 0.00 0.00 0 0.00 1.34 0.10316 ,000097 0.00 0.170 0.Q0 8.26 40.;5 1.360 41.7!)9 1.0 0.59 0.005 41,1114 0.00 0.373 1.50 0.00 0.00 0 0,00 0.77 0.10316 .000095 0.00 0.170 0.00 9.03 40.43 1.230 41.709 1.0 0.62 0.006 41.715 0.00 0.373 1.50 0.00 0.00 0 0.00 0.65 0.10316 1000103 0.00 0.170 0.00 9.68 40.49 1.2413 41.708 1.0 0.65 0.007 41.7115 0.00 + ?.373 i.50 0.00 0.00 ? 0.00 0.55 0.10316 .000113 0.00 0.170 0.00 410,2:; 40.55 41.:55 41.708 1.0 0.68 0.007 41.715 0.00 0.373 1.50 0.00 0.00 0 0.00 ;,27 0.410316 .00012: 0.00 0.170 0.00 ::.50 -10.58 41.12° 41.708 41.0 ?.7 +? ?.008 41.716 0.00 0.373 ..` +:+ 0,00 0.00 0 0.00 WALL ENTRANCE 0.00 10.50 40.58 1.142 41.7 -'' I.D 0.22 O.GO1 41.723 G.00 ?.125 4.00 4,00 0.00 0 0.00 DATE: 1/I I1998 TIME: 15:'! . F0515P MATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE I CARD SECT CHN NO OF AVE PIER HEIGHT 1 EASE 'LL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6l Y(?) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 0 0.00 4.00 4.00 0.00 0.00 0.00 �� CD 15 4 a.t. CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 CD 42 4 3.50 CD 48 4 4.00 CD 60 4 5.00 F-RROR MESSAGE NUMBER 7 IN SEQUENCE CHECKING T'rRU CHANNEL DEFINITION DATA INVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE = nuaDING LINE NO 1 IS — HEADING LINE NO 2 IS — HEEADING LINE NO 3 IS — r0515P WATER SURFACE PROFILE — TITLE CARD LISTING LA QUINTA RESORT LAT "A27" 100YR HYDRAULIC CALCULATIONS PREPARED By MDS CONSULTING 01/09/98 FILE NAME LA27 PAGE NO T05?5P WATER SURFACE PROFILE - ELEMENT CARD LISTING _ -iENT NO 1 IS A SYSTEM OUTLET * ±� PAGE NO U/S DATA STATION INVERT SECT W S =LEV 2.00 40.70 B 41.72 c, .r- �s�L D i X Tin 1 ELc^MEtiT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 10.50 40.79 19 0.014 0.00 0.00 0.00 0 ELEMENT No ' IS A WALL ENTRANCE } U/S DATA STATION INVERT SECT FP 10.50 40.79 1 0.500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 10.50 40.79 1 0.00 NO EDIT, ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING ** 'WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR E7UALS INVERT ELEVATION IN HDWKDS, W. S. f-V = I + DC �iCENSEE: MORSE CONSULTING GROUP F0515F PAGE WATER SURFACE PROFILE LISTING LA QUINTA RESORT LAT "Ai70 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 01/09/98 FILE NAME LA27 STATION INVERT. DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL 46T/ BASE! ZL NO AVBPR ELE' OF FLOW ELEV. HEAD GRD.EL. ELEV DOTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 2.00 40.70 1.420 41.720 1.7 l.w 0.027 41.747 x).04 0.490 1.50 0.00 0.00 0 0.00 3.98 0.01059 .000497 0.00 0.420 0.00 5.98 40.74 0.977 41.719. 1.7 1.39 { ?.030 41.749 0.00 0.490 1.50 0.00 0.00 0 0.00 3.55 0.01059 .000559 0.00 0.420 0.00 9.57 40.78 0.9,;8 41.715 1.7 1.46 0.033 41.751 0.00 0.490 1.50 0.00 0.00 0 0.00 0.93 0.01059 .000603 0.00 0.420 0.00 10.50 40.79 0.928 41.718 1.7 1.48 0.034 41.752 0.00 0.490 1.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 `.50 40.79 0.988 41.778 1.7 0.43 0.l)03 41.781 0.00 -0.178 4.00 4.00 0.00 0 0.00 r IDATE: 1/13/199E TIME: 17: 4 F05 15P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(') Y(8) Y(9) Y(10) :ODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 3 0 0.00 4.00 4.00 0.00 0.00. 0.00 CD 15 4 1.25 CD 18 4 1.50 CD 24 4 3.00 CD 30 4 2.50 CD 36 4 3.00 CD 42 4 3.50 CD 48 4 4.00 CD .60 4 5.00 ERROR MESSAGE NUMBER IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA NVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE = -noING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING LA QUINTA RESORT LAT "A28'' 100YR HYDRAULIC CALCULATIONS PREPARED BY MDE CONSULTING 01/09/98 FILE NAME LUG PAGE NO 1 5 1 5 P WATER. SURFACE PROFILE - ELEMENT CARD LISTING _CEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT MO 40.70 18 ELEMENT NG 2 IS A REACH J/S DATA STATION INVERT SECT N 10.50 40.79 18 0.014 PAGE NO W S ELEV 41.7C BLS p�1�11� ITZM 1 RADIUS ANGLE ANG PT MAN H 0.00 o.00 0.00 0 ELEMENT NG 7 IS A WALL ENTRANCE U /S DATA STATION INVERT SECT FP 10.50 40.79 1 0.500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVER.7 SECT W S ELEV 10.50 40.79 1 0.w X10 EDIT ERRORS ENMNITERED- COMPUTATION IS NOW RESINNING 44 WARNING NG. C ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.KEV = INV + DC _ICENSEE: MORSE CONSULT N-3- GROUF FC515P PAGE ; ,RATER SURFACE =ROFIIE LISTING LA CUINTA RESORT LAT °A26" 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 01/09/96 FILE NAME LA26 NATION INVERT DEPTH W.S. VEL VEL ENERGY SUPER CRITICAL HGT/ BASE" ZL NO MVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELE" SO SF AVE HF NORM DEPTH .R .OG 40.70 1.020 41.720 0.2 0.16 0.000 41.7-0 0.00 0.164 1.50 0.00 0.00 0 0.00 4.05 0.01059 .000007 0.00 0.130 0.00 5.05 40.74 4.977 41.720. 0.2 0.16 0.000 41.720 0.00 0.164 1.50 0.00 0.00 0 0.00 ,.66 0.01059 .000007 0.00 0.130 0.00 40.'6 .936 41.720 0.2 0.17 .00<? 41..'.0 ?.00 0.1b4. i.50 + ?.40 0.00 0 :i,!�1? 0.77 0.01059 .000006 0.00 0.130 0.00 10.50 40.79 0.930 41.720 0.2 0.17 0.000 41.720 0.00 0.164 1.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 50 40.79 0.931 41.721 0.2 0.05 0.000 41.721 0.00 0.043 4.00 4.00 0.00 0 0.00 DATE: 1!1311996 'IME: 17: 4 05 15P WATcn SURFACE PROFILE - ,'HANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIS HEIGHT 1 BASE ZL ZR INV Y(1) Y() Y(3) Y(4) Y(5) Y(6) Y(7) Y(E) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH OROF ;.D J u 0.00 ».00 4.00 10.00 0.00 1).00 LD 15 4 1.'S CD 16 4 1.50 . :D 24 4 2.00 ZD 30 4 2.50 CD 36 4 3.00 CD 42 4 3.50 CD 48 4 4.00 CD 60 4 5.00 ERROR MESSAGE NUMBER 7 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA LNVALID CARD CODE ENCOUlITERED WHILE PROCESSING CO AND PTS CARDS - CODE nvOi% LINE NO 1 iS - HEADING LINE NO C IS - HEADING LINE NO y IS - WATER SURFACE PROFILE - TITLE CARD LISTING LA UUINTA RESORT LINE °B" 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 12/27/97 FN LB 'AGE NO F 0 5 1 5 P WATER SURFACE PROFILE - ELEMENT CARD LISTING __�rtENT NO 1 IS A SYSTEM OUTLET } U/S DATA STATION INVERT SECT 2007.00 32.48 36 ELEMENT NO 2 IS A REACH � J/S DATA STATION INVERT SECT N 2162.86 33.20 36 0.014 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N 2168.76 .x.24 36 0.014 ELEMENT NO 4 IS A JUNCTION U/S DATA STATION INVERT SECT LAN LAT 2 N 2170.76 ;;4.25 36 18 0 0.014 ELEMENT NO 5 IS A REACH ?� U/S DATA STATION INVERT SECT N 22:0.1; '23. 47 36 0.014 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT 2 N =.74.13 33.49 36 18 0 0.014 ?�T NO 7 IS A REACH U/S DATA STATION INVERT SECT N 2360.00 34.09 36 0.014 ELEMENT NO 8 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -i LAT -2 N 2362.00 ';4.10 36 18 0 0.014 ELEMENT NO 9 IS A REACH +� U/S DATA STATION INVERT SECT 2498.00 34.73 36 0.014 ELEMENT NO 10 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -i 'AT--! N 25"l 00 33.75 36 is 0 0.714 PAGE NO W S EL EV 41 SC'r jli kgQJ>l V 1 TCM RADIUS ANGLE ANG PT MAN H 0.00 0.00 45.00 0 RADIUS ANGLE .ANG PT MAN H 0.00 0,00 0.00 0 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1.0 0.0 34.00 0.00 45.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 45.00 0 # * f Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 2.8 0.4 34.40 0.00 90.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 � � f 03 G4 INVER7-3 INVERT -4 PHI 3 PHI 4 2.2 0.2 35.00 0.00 90.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 04 INVERT -3 IN10 -4 PHI S PHI 4 8.2 0.5 35.30 0.K, 90.00 0.00 ` � I �y. F 0 5 1 5 F PAGE NO WATER SURFACE PROFILE - ELEMENT CARD LISTING LL.tT1ENI NO 11 IS A REACH * * { U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG FT VM N H 262,.CA) 36.07 36 0.014 0.00 0.00 0.00 ELEMENT NO 12 IS A JUNCTION + * * * + U/S DATA STATIOfi ?NVERT SECT LAT -1 'AT-2., N O3 04 INVERT -3 INVERT -4 PHI 3 PHI 4 2626.00 36.08 36 18 0 0.014 2.9 0.4 ;6.80 0.00 90.00 0.00 ELEMENT NO 13 IS A REACH * } U/S DATA STATION INVERT SECT N RADIUS ANGLE Atli PT MAN H 2110.00 37.00 36 0.014 0.00 0.00 0.00 0 ELEMENT NO 14 IS A TRANSITION * ?� U/S DATA STATION INVERT SECT N 2114.x!0 39.00 18 0.014 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N RADIUS VIGLE *6 PT ":AN H 2715.00 39.01 18 0.014 0.00 0.00 0.00 0 ELEMENT NO 16 IS A SYSTEM HEADWORKS U /S DATA STATION INVERT SECT W S ELEV 2715.00 39.01 18 0.00 NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING INING NO. 2 * - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC �y. LICENSE`: !GORSE CONSULTING GROUP F0515P PAGE WATER SURFACE PROFILE LISTING LA 4UIN7A RESORT LIME "R" 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 12/27/97 FN LB STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTi BASEr ZL ;'0 AVRPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIED, L/ ELE,M SO SF AVE HF NORM DEPTH ZR 2007.00 32.48 8.790 41.270 22.0 3.11 0.150 41.420 0.00 1.509 3.00 0.00 0.00 0 0.00 15.86 0.00462 .001262 0.24 1.540 0.00 2162.86 33.20 8.289 41.489 ^.0 3.11 0.150 41.639 4.00 1.509 3.00 0.00 0.00 0 0.00 5.90 0.00678 .001262 0.01 1.7 6 0.00 2168.76 JJ.14 8.256 41.496 22.4 3.11 ':.150 41.646 0.00 11.509 3.00 0.00 0.00 0.40 LbT 3 � 1UNCT STR 0.00500 .001206 0.00 0.00 2170.76 23.25 8.271 41.524 21.0 2.97 0.137 41.661 0.00 1.472 3.00 0.00 0.00 0 0.00 49.37 0.00446 .001150 0.06 1.513 0.00 1. 13 374.47 8.131 41.601 21.0 2.97 0.137 41.7'-8 0.00 1.472 3.00 0.00 0.00 0 0.00 J 1 .�TLSC 3UNCT STR 0.00500 .000988 0.00 0.00 ''24.13 23.49 8.192 41.682 17.8 2.52 0.��98 41.780 0.00 1.350 3.40 0.40 0.00 ;� 0.00 135.87 0.00442 .000826 0.11 I.-Ao 0.00 236U.G0 x4,09 7.'04 41.794 17.8 2.52 11.09E 41.892 0.00 1.Z50 Z.00 0.00 0.00 0.00 ;--u TurLc 1UNCT STR 0.00500 .000722 11:.00 0.00 2362.00 34.10 1.745 41.845 15.4 2.18 0.074 41.919 0.00 1.252 3.00 0.00 0.00 0 0.00 136.00 0.00463 .000618 0.08 1.253 4.00 2498.00 34.73 7.199 41.929 15.4 2.18 4,074 42.003 0.00 1.252 3.00 0.00 0.00 0 0.00 1UNCT STR 0.00500 .000367 (,1,00 0.00 2502.00 34.75 7.300 42.050 6.7 0.95 0.014 42.064 0.00 0.814 3.00 0.00 0.00 0 0.00 122.00 0.01082 .000117 0.41 0.651 0.00 2624.00 36.07 5.995 42.065 6.7 0.95 ' 0.014 42.079 0.00 0.814 3.00 0.00 0.00 0 0.00 r T'U ZLV STR 0.00500 .000o73 0.00 0.00 ICENSEE: MORSE C11,411SULTING GRDUP F05I5P PAGE _ WATER SURFACE PROFILE 'LISTING LA QUINTA RESORT LINE "?" 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 12/27/97 FN LB 'TATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASEr tL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DiA ID NO. PIER !E'tEM SD 5F AVE HF NORM DEPTH IR 2626.J0 36.08 6.005 42.085 3.4 0.48 0.004. 42.089 0.00 0.575 3.00 0.00 0.00 0 0.00 84.00 0.01095 .000030 0.00 0.470 0.00 2710.04 37.00 5.088 42.088. 3.4 0.48 0.004 42.02 0.00 0.575 3.00 0. Of) 0.00 0 0.00 TRANS STR 0.50000 .000623 0.00 0.00 _'14.00 ./y.04 :,.447 4L.V�/ ;.4 1.92 :.057 42.104 0.40 4.70.; 1.50 0.00 0.00 0 0.00 :.04 0.01000 .001215 0.00 0.61+0 0.00 2715.x% 39.01 3.019 42.049 3.4 1.92. 0.057 42.106 0.00 0.7013 1.50 0.00 0.00 0 4.00 IDATE: 111C1199E -IME: 17:56 x0515P WATER SURFACE PROFILE - CHANNEL Dt- FINITION LISTING PAGE CARD SECT CHN NO OF A'v'E PIER HEIGHT 1 BASE CODE 'NO TYPE PIERS WIDTH DIAMETER WIDTH '.L :R IMF Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) DROP CD I 3 0 0.00 4.00 4.00 01.00 0.00 .0U CD 15 4 1.25 CD 16 4 1.50 CD 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 CD 42 4 3.50 CD 48 q 4.00 CD 60 4 5.00 ERROR MESSAGE NiUMBER 7 IN SEQUENCE CHEDtING THRU CHANNEL DEFINITION DATA 1Me4LID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE = HtHOING LINE NO 1 IS - HEADING LINE NO 2,10S - HEADING LINE NO 7- IS - 1 c c WATER SURFACE PROFILE - TITLE CARD LISTING :A QUINTA RESORT LAT "B1" 1MYR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 12 /27/97 FN LB1 ?AGE " _ F 0 1 5 P WATER. 5�'AFA'"E PROFILE - ELEMENT CARD LISTING _6EMENT F!O 1 IS A SYSTEt". OUTLET U/S DATA STATION INVERT S.-CT W S ELEV x.00 34,00 18 41.35 CEMENT NO _ IS A REACH x ?AGE NO 2 U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H X0.60 X6.8 ^.• 18 0.014 0.00 0.00 0.00 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -C N 03 Q4 INVERT -3 INRIERT -4 PHI C PHI 4 L4.50 36.81 18 1 0 0.014 0.4 0.5 ';6.81 0.00 90.00 0.00 ELEMENT NO 4 IS A REACH U/S BATA STATION INVERT SECT N AADIi1S ANGLE ANG ?T MAN H 527.60 37.40 18 0.014 0.00 0.00 0.00 C. ELEMENT Q 5 IS A WALL ENTRANCE UiS DATA STATION INVERT SECT =P 52.60 37.41 1 0.500 ERROR MESSAGE NUMBER 13 IN EDITING THE ELEMENT CARD DATA THE PREVIOUS SECTION OR CHAIV4EL DEFINITION DID NOT COINCIDE WITH THE DATA UTILIZED IN THIS E0ftNT INVERT ELEMENT NO 6 IS A REACH f U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 54.00 7.41 1 ).014 0.00 0.00 0.00 0 ELEMENT NO I5 A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 54.00 37.41 1 0.00 DURINS EDIT PHASE 1 ERRORS WERE ENCOUNTERED- PROCESSING WILL NOT START JL�v.. :ATE: 1'1 .. .9E 71M1: 16: 2 -051`P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 .ARL' SEC HN NO OF AVE PIER HEIGHT 1 CASE L ZLR INV Y(1) Y(2) Y(3", Y(4) Y(5) Y(6) Y(7l Y(8) Y(9) 'T(101, :ODE No TYPE PIERS WIDTH DIAMETER AIDTH DROP CD 3 !} 0.00 4.00 4.00 0.00 0.00 0.00 CD 15 4 1 -5 CD 18 4 1.50 CD 24 4 2.00 CD0 ? 2.50 :D v6 4 3.00 CD 4- 4 3.50 CD 46 4 4.00 CD 60 4 5,00 ,IRROR MESSAGE NUMBER 7 IN SECUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE _.4G LINE NO I IS - HEADING LINE NO 2 IS - HEADING LINE NO-3 iS - rG5;5P PAGE NO WATER SURFACE PROFILE - TITLE CARD LISTINS LA QUINT" RESORT LAT °Bi° 'OOYR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 12/2 i97 FN LBi L 0 5 1 5 P MATER E10R ACE PROFILE - ELEMENT CARD LISTING ;c1T ND I I5 A SYSTEM OUTLET * ?� U/S DATA STATION INVERT SECT ..00 34.00 18 ELEMENT NO 2 IS A REACH * * + U/S DATA STATION INVERT SECT N 20.60 36.80 18 0.014 ELEMENT NO 3 IS A 1114CTIDN + U/S DATA STATION INVERT SECT LAT -1 LAT -2 N :2.60 ;,6.81 18 1 0 0.014 ELENe.;T NO 4 IS A REACH U/S DATA S T AT jI N IWFT SECT N c.60 ;i.40 18 0.014 W S ELEV 41.35 RADIUS Iw.? 04 INVERT -3 INVERT -4 0.4 0.5 ll . 0.00 PAGE " ANGLE ANG PT MAN H PHI, Z PHI 4 ?C.00 0.00 PADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 5 IS A WALL ENTRANCE U/S DATA :TATiON iNVER? SECT r? 52.60 :;7.40 1 0.500 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MOAN H 53.00 37 .41 0.014 0.00 0.00 0.00 0 'tiT NO -r IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SEC' W E ELEV 53.00 37.41 1 0.00 NO EDIT ERRORS ENCOL'NTERED-COMPUTATION IS NOW BEGINNING +* WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELF) : INV + DC LICENSEE: MORSE CONSULTIN:-3 GROUP F0515P PAGE 1 WATER SURFACE PROFILE LISTING LA QUINTA RESORT LAT IV 100YR HYDRAULIC ;':ALCULATIOINS PREPARED BY MDS CONSULTING 12127/97 F4 LK STATION INVERT DE?:H W.S. y VEL VEL ENERGY SUPER CRITICAL HGTi' BASE/ iL NO AVBFR EL t± OF FLOIx ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM co SF AYE HF NORM DEPTH ZR .Ofi 34.00 7.350 41.3`0 1.4 .).74 0.010 41.360 0.00 0.443 1.50 0.00 0.00 0 0.00 15.60 0.15054 .000:06 0.00 0.200 0.00 20.60 3b.n0. 4.554 41.354 1.4 0.79 0.010 41.:,64 0.00 0.443 1.50 0.00 0.00 0 0. CH) JUNCT STR 0.00500 .000116 0.00 0.00 C2.60 30.81 4.561 41.371 ;.5 1.28 0.001 41.372 0.00 0.262 1.50 0.00 0.00 0.00 30.00 ;1.01967 .000026' 0.00 0.200 0.00 52.60 27.40 3.972 41.372 0.5 0.28 0.001 41.373 0.00 6.262 1.50 0.00 0.00 00 WALL ENTRANCE 0.00 `2.60 37.40 3.9 7 41.3375 0.5 0.03. 0.000 41.375 0.00 0.079 4.00 4.00 0.00 0 0.00 0.40 0.02500 .000000 0.00 0.050 0.00 53.00 37.41 3.965. 1.375 0.5 0.03. 0.000 41.375 0.00 0.0119 4.00 4.00 0.00 U 0.00 DATE: :i14i199c TIME: 15:5" F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE :L lR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(b) Y R Y(E) Y(9) Y(10) :ODE :0 TYPE PIE"t5 WIDTH DIAMETER WIDTH DROP CD 1 3 0 030 440 COO 100 ON 0.00 CD 15 4 1.25 ED IS 4 1.50 .D 24 4 2XO CD 30 4 210 ED 36 4 3.00 CD 42 4 3.50 CD 48 4 4.00 CD 60 4 5.00 ERROR MESSAGE NUMBER IN SEQUENCE CHECKING TH U CHANNEL DEFINITION DATA INVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTO, CARDS - CODE Ll - ctMNG LINE NO i IS - HEADING LINE NO 7. IS - HEADING LINE NO 3 IS - F 0 5 1 5 p WATER SURFACE PROFFILE - TITLE CARD LISTING LA QUINN RESORT LINE "C" IOOYR H'Y'DRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 12127/97 FN LC PAGE NO ?c 1 WATER SURFACE PROFILE — ELEMENT CARD LISTIN!= _CEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 2000.00 34.70 24 ELEMENT NO 2 IS A REACH U/S DATA STATION 2021.50 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION 2025.50 INVERT SECT N 34.77 24 0.014 INVERT SECT LAT -1 LA? 2 N 34.79 24 18 1S 0.014 PAGE NO WSELEI' 41.35 .. r- RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q- 04 INVERT -3 INVERT -4 PHI 3 PHI 4 0.5 0.1 834.90 34.90 90.00 90.00 ELEMENT NO 4 1 A REACH U/S DATA STATICN INVERT SECT N RADIUS ANGLE ANG PT MAN H 2345.01 7b.07 24 0.014 0.00 `90.00 0.00 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 2345.01 36.07 24 0.00 NO EDIT ERRORS ENCOUNTERED — COMPUTATION IS NOW BEGINNING ** WARNING 11M. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV = INV + DC LICE'+f5cc: MORSE CO!VSUL'% GROUP "0515P PAGE 1 WAitR SURFACE PROFILE LISTING LA QUINTA RESORT LINE "`_" MOYR HYDRAULIC CALCULATIONS PREPARED BY MDS CMULTING 12/27/97 FN STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLN ELEV HEAD GM EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE . HF NORM DEPTH ?R xi�iF�FiFFiF�F# iii* jHtjNFi#? t�# iF�} i* �F��F�Fi�} iFi; FiF�F* f1F1F4# �iF�F�F4� #�FiHF�iFi��i�Fik�dHFi�if iF�f�FiHFf� } i# iFiHFiNFi#?F�F #�iF� *iF�iiHFi * *} jF?F #tjHFiFiiFii� }iif�if #f 2000.00 34.70 6.650 41.350 2.6 0.83 0.011 41.361 0.00: 0.562 100 0.00 0.00 0 0.00 21.50 0.00326 .000153 0.00 0.630 0.00 2021.50 34.77 6.553 41.353 2.6 0.83 0.011 41.364 0.00 0.562 2.00 0.00 0.00 0 0.00 L&r U s C-L 1UNCT ETR 0 ,00500 .00011"" 0.00 0.00 nAnr.J I 34.79 6. °.',2 »:.362 2.0 0.64 .0.006 = 1.;;68 0.00 0.491 2.00 0.00 0.00 0 ri.00 X19.51 1.00401 .OGGG91 0.03 0.520 0.00 :345.01 x6.07 5.323 41.393 2.0 0.64 0.006 41.399 0.00 0.491 2.00 0.00 0.04 0 0.00 L&--r C G L DATE: i/1.'J1 �9E TIME: 15:40 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE CARD SECT CHN NO OF AVE PIER HEIGHT i BASE 7 ZR INV Y(1) Y(2) Y(3l Y(4) Y(5) Y(b) Y(7) Y(8) Y(91, CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 3 0 0.00 4.00 4.00 0.00 0.00 0.00 CD 15 4 1.25 CD 18 4 1.50 CD 24 4 =.00 CD 30 4 2.50 CD 36 4 x.00 CD 42 4 x.50 CD 48 4 4.00 CD 60 4 5.00 ERROR MESSAGE N'i1M>BER 7 IN SEQUENCE CHED%ING THRU CHANNEL DEFINITION DATA INVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE = rEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO a iS - _0515P WATER SURFACE PROFILE - TITLE CARD LISTING LA OUINTA RESORT LAT "Cl'' 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 01/09/98 FILE NAME LC1 PAGE NO 0 5 1 . 5 p WATER SURFACE PROFILE - ELEMENT CARD LISTING _LEMENT NO 1 19 A SYSTEM OUTLET U/S DATA STATION INVERT SECT i.00 34.90 16 ELEMENT 90 3 I5 A REACH � U/S DATA STATION 10.50 ELEMegT NO IS A WALL ENTRANCE U/S DATA STATION 10.50 INVERT SECT N 39.61 19 0.014 INVERT SECT rP 39.61 1 0.504 W S ELE1. 41.36 PAGE NO RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 4 i5 A SYSTEM HEADWORK.S U/S DATA STATION INVERT SECT W S ELEV 10.50 39.61 1 0.00 NO EDIT EP.RORS EPICOUNTERED-COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATEM SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWkTiS. W.S.ELEV = INV + DC LICENSEE: MORSE CONSULTING GROUP F0515F PAGE WATER SURFACE PROFILE LISTING LA QUINTA RESORT LAT "C1" 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 011'09/98 FILE NAME LC' STATION INVERT DEPTH W.S. Q VEL 14E ENERGY SUPER CRITICAL HGT/ BASEi ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELE.M SO SF AVE aF NORM DEPTH ZR ��** �+ �* ?��* ��r�x; r��* �* �*; �a�4 ��* �r��+ ��r� f��;� *;�► *��r *ter *�� *��;�►��► 1.00 34.90 6.460 41.360 0.5 0.2E 0.001 41.361 0.00 0.262 1.50 0.00 0.00 0 0.00 9.50 0.39052 .000026 0.00 0.100 0.00 10.50 38.61 -7 50 41.360 0.5 0.28 0.001 41.;61 0.0+) 0.262 1.50 .0.00 0.0<) 0 0,00 WALL ENTRANCE y /� /^� ^ 0�.00� ♦,J.,�) Jrl•61 r.iSJ 11.x6,: :,.r 0.05 0.00if) 11.J63 0.00 O.0 9 4.00 4,00 0.00 0 0.00 DATE: 1/14;199E 'IME: 14:55 -0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE CARD SECT CHN NO OF AVE PIER. HEIGHT I BASE 'tL ?R INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(B) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 3 0 0.00 4.00 4.00 0.00 0.00 0.00 CD 15 4 1:25 CD IS 4 1.50 CD -4 4 =•00 CD 30 4 2.50 CD 36 4 3.00 CD 42 4 3.50 CD 49 4 4.00 CD 60 4 5.00 ENROR MESSAGE NUMBER 7 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA TNVALID CARD CODE ENCOUNTERED WHILE PPROCESSING CD AND PTS CARDS - CODE = _.43 LINE NO : IS - iEADING LINE NO ? iS - HEADING LINE NO IS - r;5 1 5 a WATER SURFACE PROFILE - TITLE CARD LISTING LA OUINTA RESORT LAT "' 100YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 01/09/99 rFILE NAME LC2 ?AGE NO _ IF 5 150 WATER SURFACE PROFILE - ELEMENT CARD LISTING NO 1 IS A SYSTEM OUTLET f +� U/S DATA STATION INVERT SECT 1.00 34.90 18 ELEMENT NO C IS A REACH } U/S DATA STATION 10.50 ELEMENT NO C IS A WALL ENTRANCE U/S DATA STATION 10.50 INVERT SECT 38.61 18 0.014 INVERT SECT FP 38.61 1 0.500 W S ELEV 41.36 PAGE NO ? RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS �► U/S DATA STATION INVERT SECT W Sc ELEV 10.50 38.61 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTAT TON IS NOW BEGINNING ++ WARNING N.. 2 +* - WATER -SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWT -,DS, W.S.E:EV = INV + DC ERROR MESSAGE NO. 31 - UNABLE TC CALCJLATE FRICTION SLOPE WITH MANNINGS,EUUATION IN EF AREA = 0.000 WETTED PERIMETER = 0.000 DATE: 1!1411M :IME: 14 :50. F0515P WATER. SURFACE PROFILE - CHANNEL DEFINITION LIFTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL 7R INV Y(1! Y(2 Y M Y(4i Y(5i Y(bi Y(7% r(8' Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 3 0 0.00 4.00 4.00 0.00 0.00 0.00 CD 15 4 1.25 CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 CD 42 4 3.50 CD 48 4 4.00 CD 60 4 5.00 ERROR MESSAGE NUMBER 7 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA INVALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS — CODE = rcnCING LINE NO.' IS - HEADING LINE NO C IS - HEADING LINE NO 3 IS - F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING LA QUINTA RESORT LAT "C;° 100YR HYDRAULIC.CALOULATIONS PREPARED BY MDS CONSULTING 01/09/98 FILE NAME LC3 PAGE NO . z 0 G 1; P WATER SURFACE PROFILE - ELEMENT CARD LISTING -_C"e f NO 1 IS A SYEMEM OUTLET WS DATA STATION INVERT SECT 2.00 316.19 19 E';: T NO C IS A REACH U/S DATA STATION 10.50 EL-20T '10 IS A WALL ENTRANCE U/S DATA STATION 10.50 a INVERT SECT N 39.31 18 0.014 INVERT SECT FP 39.3: 1 0.500 W S E-LEV 4 i .37-' PAGE NO RADIUS ANGLE MG P? MAN H 0.00 0.00 0.00 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 10.50 39.31 1 .).00 NO EDIT ERRORS ENCOUNTERr,D- COMPLrrATION IS NOW BEGINNING iARNING NO, 3 x+ - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, �.S.ELEV = INV + CSC ICENSEE. MORSE CONSULTING GROUP F0515F PAGE 1 WATER SURFACE PROFILE LISTING LA OUINTA RESORT LAT °C3" 10 *YR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 01/09/98 PILE NAME LC3 STATION INVERT DEPTH. W.S. 0 VEL YEEL ENERGY EUPER CRITICAL HGT/ BASE;` L NO AVBPR. ELEV OF FLOW ELEV HEAD 3RD.EL. ' ELEV DEPTH DIA ID No. PIER /ELEM EO SF AVE HF NORM DEPTH ZR D.!)0 3b.19 5.20 41.390 0.5 :?.D8 0.001 41.391 0.00 O.D6D 1.50 0.00 0.00 0 0.00 6.50 0.36706 .0000-6 i.00 0.100 0.00 10.50 39.31 _.080 41.390 0.5 0..8 0.001 41.391 0.00 0.262? 1.50 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 i0.`0 ;9.31 2.:Je3 X1...:'3 -).5 x'.06 !x.000 41.:93 :x.00 0.079 100 4.00 0.00 DATE: 1114/1996 '!ME: 14: 59 =0515P WATIER SURFACE PROF -LE - CHANNEL DEEFINITION LISTIN2 PAGE 1 CARD SECT CAL "; P;0 OF AVE r ^iER HEIGHT 1 RASE ZL :R IW Y(1) Y(?) Y(C) Yf4) Y(5) r(b) Y(') YfB) Y(9) Yf10'. CODE . NG TYPE PIERS WIDTH DIAMETER WIDTH DROP .D 1 2 t) 0.00 4.00 4.00 q,00 0.00 0.00 CD 15 4 1.25 CD 18 4 1.50 N 24 4 2.00 :.D aO 4 x.50 CD 36 4 CD 42 4 3.50 CD 46 4 4.000' f:D 60 4 5.00 ERROR MESSAGE NUMBER ? IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA %'ALID CARD CODE RZOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE _ v, j 1 i P ?AGE NO _ WATER SUR=ACE PROFILE - TITLE CARD LIFTING mdING LME NO 1 1 - LA OUINTA RESORT LAT "C4" 100YR HYDRAULIC CALCULATION'S HERING LINE NO 2 IS - PREPARED BY MDS CONSULTING 01/09/92 rEADING LINE NO Z iS - FILE NAME LC4 - / PAGE 'Nu 2 WATER SURFACE PROFILE - ELBIENT CARD LISTlNG .m�ENT NC lS A SYSTEM OUTLET * * * U/S DATA STATION INVERT 5EC7: W S ELEV 2. 00 7-6.19 18 4 L39 :-'LEME§7 NC Z IS A REACH * * * 0S DATA STATION INY8F.T E C T N :�ADlUS ANGLE ANG PT MAN H 10.50 39.31 18 0,014 0.00 0.00 0.V0 0 ELEMENT NO 3 IS A WALL ENTRANCE * 0S DATA STATION INVERT SECT FP 0.50 39.31 1 0.500 ELEXENT NO IS A SYSTEM HEADWDRKS * * 0S DATA STATION INVERT SECT WSELB 0,50 39.31 1 O.OS NG EDIT E B . IO e WARNING KO. 2 ** - -,%'ATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEYATION "IM HDWKDS. �.S.EiEV INV + DC O 7O r' eke r ri Ln rn 4=3 `n IT7 cn -,, cri <71 C) CA W c Cl C:d r7 [`n l'IJ U rr, -a CJ ?I- -4 Cl A- ;]a 1> rn cr) cv- rn a 3> r- I-TI Cfl =9 fTI xs ca t-3 C'.. Z 3> 4 C- Cn Ln 4�! C, In in iLl CIS VJ I-n rVI rvl C[) 1=3 M o --> 1= r R7 r M -1 -U LJn ED :b — :0 un C-1 Ca rn ILn ffA t-- I'T -TI r.rj M -.ju C-) Co C-1 4- Cv• O 7O r' eke r ri Ln rn 4=3 is cri CA W c Cl [`n r-3 C, rri zi -4 Cl A- ;]a 1> rn cr) p rn a 3> r- I-TI Cfl =9 fTI xs 7O r' eke r ri Ln rn 4=3 is cri L3 W c Cl [`n r-3 C= rri zi -4 Cl A- ;]a 1> rn cr) p rn a 3> r- I-TI Cfl =9 fTI xs Z 3> 4 C- -A 4�! In VJ rVI rvl C[) 1=3 M o cl 1= r R7 r M -1 -U LJn ED :b — :0 un C-1 Ca rn ILn ffA t-- I'T -TI r.rj M -.ju C-) C-1 I. CS t1-• CF) En OK 7O r' eke rn 4=3 W DATE: 2GG9E SS :R89 S22 WATER SURFACE PROFILE - aAN£LDEFINITION g7lm PACE : CARD 32 C® NOW 7 AVE Re EIGHT! mE 2 Iq 95 /2 gt 9@ 9E 5£ t?1 eE gp «2i :ODE 2 9R ge; WIDTH EmER WISH ' m7 2 ! 3 9 Gm %m 4y %m Gm %3 2 5 4 R2 2 2 4 sy . 2 a 2. m 2 y 4 &y 2 �6 ; &m . C Q 4 Gk CD 4E 4 tm . 3 3 4 .S/ ERROR MESSAGE %#e IN E&DEE CHECKING Tmu CHANNEL DEFINITION QG :g%ID 9Q 2E S3uNTERE: WHILE PROGEm CD AND PTS CARDS - CODE = 313 LI Cry cn . 1-j laJ X :Ec uJ F-1 SL cc L3 Ex, ( Z (j ) cr.: iL IT LAJ re- T. n- 1.1.1 X: V.,71 :0: (LI Ca r. a, C-w3 T g::4 rA W LD �x IML. ;A.. (D CJd LAI UJ IL Ci L .1 at )OC Vj 011 I CA LAJ CCI =-C cJ rx.1 C7 It If, C�) L L ltl zd ;z .x U) C> C-4 ro F- U. rr- -ki til Z, Cr 17 ,-T C,4 fj-,, to CJ uj - j Ljj LA- rr - cl- Or- E:!v Na U] V.4 r Jj I -.,. 0.- 4.! �X r'-4 0) <C IS) t -A tz) 7-v is- u- W �n- -I C, CD - �x Cr W CJ 17"! LLJ C' •4 Is 7 U7 X, rr: I IT. Cfl LA I--- rj- G- cr: CJ L-1 CL ci 071 I'A r7 r -i cL- CJ rr) r--:3 LIl ED Ljl A U I -1: al �E UJI C, cr hT ZE C.714 (.j co Cl ::i -::x ki.1 fIy W 7: W &I O LO —I Lt! r0 J 3 =-V W CD LU S ra u. <r Mj 1,4, crJ Lo I . -41 IX II - ii u :> 41 071 .:L C::j Ll- E LM to L LO t 1:_0 0, cx� <r Kfj -3 C L: I'D 4, —4 , L I r- I C; zr: U4 CT A W : i� I13 I ri :;.r I, , -�: I ri ul 1-ti III 0 -A f -4 ol Cj r rtl Cl TI :,Tl M 2K rn J:. CA k r7 rr- CA Ol C.4 C.r. I FT! m rl) ri I I=- n r= r-- r1i T .0 j I Tl C3 2- X> Ir r_n ;Jr fli �_n r. n IM M r .4 77-1 tzi R! ci r O L 4 f.q rp Zy cri rn 71 co r - -1 CI- Cl. 75 rrJ 4. 4- -41 <> n f-n L4 C, C> cn: I13 I ri :;.r I, , -�: I ri ul 1-ti III -A ImD ol r rtl Cl TI :,Tl M 2K rn J:. k r7 FT! m rl) ri I I=- n r= r-- r1i T j I Tl C3 X> Ir fli �_n IM M 77-1 tzi R! ci r O Zy rn 71 r - -1 rrJ r. Fri _U 71 l:" C-1 r- 1:1 h.1 CI :L, P m CO U.1 0- CD --4 -cl to m M Fri J:1 to C-1 C=J rrl --i "Ll tri fr) l :70 o Iii vj 1) r(l rTl 111 CD I r 1-1 - 1� n In fT, rT H!i C, " l i� .3 FT r-rl ::E- 7n zc r> rtl --I m - XI rr) 1-- CD r--j -Tl rri rn r-I 1-r f F. -Tj C.11 Of r-1 ry m :2. ra) fn rrl V. -A rz) ,- „;jiNG LINE NO . IS - HEADING LINE NO 2 IS - HEADING LINE NO ? IS - WATER. SURFACE PROFILE - TITLE CARD LISTING LA QUUINTA RESORT LAT "D1” " ?YR. HYDRAULIC CALCULATIONS PREPARED BY MDS CMULTING 01/09/99 FILE NAME LD1 PAGE NO c 0 5 1 5 P WATER SURFACE PROFILE — ELEMENT CARD LISTING .!,ENT NO 1 IS A SYSTEM !CUTLET Ui5 DATA STATION INVERT SECT 1.00 :6.55 18 W S ELEV 41. =.. 0 PAGE NO �LEMENT NO . I5 A REACH U/S DATA STATION INVERT SECT N RADIUS 4NGLE ANG PT MAN 10.50 38.65 1B 0.014 0.0i 3.00 11.00 0 ELE'SENT NO C IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 10.50 38.65 1 0.500 ELEMENT ':O 4 IS A SYSTEM HEADWORKS U/S DATA cTATIOf'l INVERT SECT W S ELEV 10.50 38.65 1 ?.00 VO.EDIT ERRORS r;NCOUNTERED- COMPUTATION IS "dOW BEG IFu"�INO !x INV + WARNING NC. ^ ?�+ — MATER SURFACE ELEVATION GIVEN I5 LESS TAN CR E3UALS INVERT E..'i !T I =': ?N HDW1::DS. ? C 3> -13 U) ul i-ir C-1 r1l r' Ln +: cf. III Cri r- Fil rv! rri st c T, VI Fn f73 V7 In 4- 730 J> u (-n ZK t-I C3 f-i (n Ex rn .7 :1> —1 v a) -, _.: rrl * k 1-71 :33 .11 -ja ML V! ri r-O :xa -XI -fl X� <D rn C, c I ri C-. 17! C> 3 I C3 I n xy Js k t:_j M, fo 4=� It Cl CA I DATE: a 9 1rYlt 11!4/199E �M —TIE: il." =C;15P WATER SURFACE ANN PROFILE - CHANNEL DEFINITION L ISTI "+G PAGE ; :ARD CK CHP; ';0 OF AVE PIES HEIGHT 1 EASE ?L ?R INV Y(1) 1'(C; ',(71 Y(4) Y(5) 'Y(6) Y 7) Y(8) Y(9) Y(10) CODE E PIERS WIDTH DIAMETER. WIDTH DROP CD ? 3 0 0.00 :3,,0-. ^. 4.00 .00 " ".00 i .00 CD 15 4 CC' '18 4 ;.501 rD4 4 x.00 rD 70 4 2.50 CD vD 42 4 -50 CD 46 4 4.00 rD 60 4 5.00 ERROR MESSAGE ULnEP IN SEQUENCE CHEC:ING THRU CHANNEL DEFINITION DATA INVA',0 CARD CODE ENZ9UNTERED WHILE PROCESSING CD AND PTS CARDS - CODE n�NtilNu LINE N'O . IS — HEADI`5 LINE NO 2 15 — BEADING LINE NO C I5 — WATEi� SURFACE GRi2FI E — TITLE CAR .I5T: "dG LA CUINTA RESORT LAT 12° ?i?QYR HYDRAULIC i,ALCULATiONS PREPARED BY MDS CONSULTING 01/09/48 FILE NAME LD2 PAGE 1 ;0 _ WATER :SURFACE PROFILE - ELEMENT CARD :TcTIN�G "t ;EN'T \^, 1 IS A SYSTEM OUTLET +� U/S DATA STATION INNER. w- 1.00 34.0 18 Elc ENT NO ` IS A REACH U/S DATA �TATiON 8.00 ELEMENT. PD C IS A REACH U/S DATA STATION 10.50 INVERT SECT J6.6,2 16 INVERT SECT 38.65 18 N 0.014 N 0.014 wSE; 41.5; PAGE NO C RADIUS ANGLE ANG PT MAN r 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0. (K 0,00 0.00 0 ELEMENT NO 4 IS A WALL ENTRANCE. U/S DATA STATION: INVERT SECT r-P 10.50 38.65 1 0.500 E:EMEN;T NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S 'Lc 10.50 38.65 1 0,00 NO EDIT ERRORS ENCOUj'v7 ED- COMPUTATION IS NOW BEGINNING ++ WARNING NO.: 4* - WATER SURFACE ELEVATION GIVP4 IS LESS THAN OR EQUALS INVERT ELEVATION IN HDkKDS, d.S.E_EV = INV + DC ERROR MESSAGE :ti0. 31 - UNABLE TO CALCULATE FRICTIOIN SLOPE WITH MANNINGS EQUATION IN SF AREA = 0.000 WETTED PERIMETER = +:.000 NEGLIGIBLE FLOW IN LATERAL SL f, I '" r., , c - j L S') :x) t=3 a) .A (..4 L C:3 rn r irl 'ZI :E m m -1 C) co cri C> f.0 fT cn r.-) C-3 C'l 1=3 M. cn I C) X, fT, UA o p 1 XI G G rd rri S'1 r: 1> ff! :x ap M 4 - a -i 3> rj.l Fjj ry3.1 On -c- ni a 3> r-I m -tj O fil zr k _"j it M r7l El cri M M lLl _AIG LINE NO 1 15 - HEADINS LINE NO C IS - I HEADING LINE NO 3 IS - - 55 r, WATER SURFACE Pr ^..OFILc - TITLE CARD .ISTING LA �UINTA RESORT LAT 13" 104YR HYDRAULIC CALCILA ±IONS PREPARED BY MESS CONSULTING 01 /09 / 9E FILE NAME L D3 PAGE um J c0= 15p WATER SURFACE PROFILE - ELEMENT CARD' LISTING iENT NO i iS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 1.00 -'.12 18 cLEMEtrT NO 2 IS A REACH * f U/S DATA STATION INVERT SECT N 10.50 40.20 IS 0.014 r!Sfty" 41.50 PAGE O RADIUS ANGLE ANG FT MAN H 0.00 .00 0.00 i! ELEMENT `;O 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 10.50 40.20 1 0.50f ELEMENT NO 4 IS A SYSTEM HEADWORKS + U/S DATA STATION INVERT SECT W S ELEV 10.50 10.20 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING t+ WARNING N0. 2 ** - WATER SURFACE ELEVATION GIVEN IS :BSS THAN R EWALS ;AVERT ELEVATION IN HDWKJ)S, W.S.ELEV = INV + DC . MORSE :ONS .1.3 +GROUP F0515P AGE FAGS MATER. SU'RFA'CE PROFILE LIETIN6 LA QUINTA RESORT 1AT "D3" 1(n)YR PYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 01/09/98 ILE NAME 0 STATiCN INVERT ?EPTH W.S. W VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR. ELEt OF FLOW ELEV HEAD GRD.0 . ELEV DEPTH DIA ID Nu. PIER : /ELEM SO Sr" AVE HF NORM DEPTH ZR 1.00 Z7. :2 4.';80 41.500 0.7 0.40 0.002 41.50 0.00 0.311 1.50 0.00 0.00 0 0.00 B.88 0.3.421 .000051 0.00 0.100 0.00 9.88 40,00 1.500 41.500 0.7 0.40 0.00. 41.502) 0.00 0.311 1.50 0.00 0.00 0 0.00 0.4„ ^R7- O.3cYU .000046 0.00 0.100 0.00 :0.31 40.14 b0 41.49? 0.7 i.4� .003 41. °!)2 '•.00 0.:;11 1.50 O.t -O 0.00 0.00 0.19 '.32421 .000046 0.00 0.100 0.00 10.50 40.20 1.299 41.499 0.7 0.43 0.00 41.502 0.00 0.311 1.50 0.00 0.00 0 0.00 WAIL ENTRANCE 0.00 ').50 40.20 1.305 41.505 0.7 0.13 0.000 41.505 0.00 0.098 4.00 4.00 0.00 0 0.00 I `[ATE: ' -015\5P WATER SURFACE 'zROFILE - CHANNEL DEFINITION LT STING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT I BASE ZL ZR �N Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(E) Y(9) Y(0> CODE NO -YPE PlBG WIDTH DIAMETER WDD� DROP / 1 3 0 0.00 4.00 4,00 3.00 C.00 0,00 -�D 15 4 L25 CD 19 4 1.50 � � 4 2.VV -Ln 30 4 2.50 D 6 4 3.VV 0 42 4 3.50 :-D 48 4 4.00 C 60 4 5.00 ��R �ESSAGE NUMBER 7 IN SEQUENCE CHECKING THRU CHANNEL DEFIN ERROR lTION DATA I"VALlD CARD CODE ENCOUNTERED WHILE PROCESSING CO AND PTS CARDS - CODE ` LINE NO I iS - I HEADING L M N IS - I HEADING :INE NO J IS PAGE NO Z WATER SURFACE Pn.UFILE - TITLE CARD LISTING LA WUIN+; RESORT LAT 14" 0MR HYDRAULIC CALCULATIONS PREPARED BY MDS CONSULTING 01/G9/98 FILE NAME ;34 FA515P WATER SURFACE PROF LE - ELEMENT CARD LISTINE __:,LENT NO 1 IS A SYSTEM OUTLET * ±� U/S DATA STATION INVER- SETT 1.00 37. L 18 :CEMENT NO ? IS A REACH U/S DATA STATION INVERT SECT N 10.50 40.20 1S 0.014 W S ELE 41.:') PATE NO N. . RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.0; 0 ELEMENT NO C IS A WALL ENTRANCE U/S DATA STATION INVERT SEC?. FP 10.50 40.1.0 1 0.500 ELEMENT NO 4 IS A SYSTEM HEADWORK5 U /S. DATA STATION INVERT. SECT W S ELEV 10.50 40,20 1 NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING WARNING NO. ' ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWk'DS, A.S.ELEV = INV + DC ERROR MESSAGE ENO. 31 - UNABLE TO CALCULATE FRICTION SLOPE WITH MANNINGS EQUATION IN Sc AREA = 0.000 WETTED PERIMETER = 0.000 NEGLIGIBLE FLOW IN LATERAL I:;ATE: 1/14!1996 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR iNV Y(1) Y(2' Y(3) Y(4) Y(5) Y(6) Y(i) Y(8 Y(9) Y(10) CODE NO TY?E PIERS WIDTH DIAMETER WIDTH DROP 3 0 0.00 4.0;) 4.00 ;).0() ).0() ().X! CD 15 4 ..:.2 5 CD 18 4 1.50 CD 24 CD 30 4 '.50 LD 36 4 0.00 CD 44 4 3.50 CD 48 4 4.00 D 60 4 5.00 EaROR MESSAGE NUMBER 7 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA :NVALiD CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE = ,L,i;INE LINE NO 1 ._ - HEADI ;'G LINE ING . iS - HEADING LINE NO 3 IS - _ .. i y WATER SURFACE PROFILE - TITLE CARD LISTING LA GUINTA RESORT LAT "D5" 100YR HYDRAULIC CALCJIATIONS PREPARED BY MDS CONSULTING 01 /09/98 FILE NAME LD5 ?AGE Ncl .j 0 5 1 1 P WATER SURr'ACE PROFILE - ELEMEtvi CARD LISTING -- LtypJT IS A SYSTEM !OUTLET U/S DATA STATION INVERT SECT .za 18 ELEMENT NO E IS A REACH * � U/S DATA STATION IPJVERT SECT `, 16.50 39.31 18 0.014 ELEMENT NO '; IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 16.50 39.31 1 0.500 W S ELEV 41.51 ?AGE NOW RADIUS ANGLE ANG FT MAN H 0.O1" 0.00 0.00 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS. U!E DATA STATION INVERT SECT W S ELEV 16.50 39.31 1 0.00 NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW EEGINNING ++ WARNING NO. WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDW.:DS, iW.S.ELEV = INV l DC LICENIEEE: MORE: CONSULTING GROUP Fi.:515P SAGE WATER SURFACE PROFILE LiSTI;IG LA QUINTA RESORT LAT °DS" 100YR HYDRAULIC CALCULATICNE PREPARED FY MDS CONSULTING 01!09/98 FILE NAME 1D5 TATID "+ INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL '..GT BASE/ .L NO AVBPR ELEY OF FLOk ELE1 HEAD GRD.EL. ELEV DEPTH CIF ID NO. PIER LiELEM EO SF AVE HF NORM DEPTH ZR l- } 1.00 37.38 4.130 v 0.2 0.11 0.000 41.`:;0 0.00 0.164 1.5!i . ).0 0.00 0 0,00 15.50 0.1:45: .000004 0.00 0.100 0,00 16.50 39.31 2.2700 41.510 0.2 0,11 0.000. 41.510 0.00 0.164 1.50 0. Oil 0.00 ;: 0 .00 WALL ENTRANCE 0.00 0.50 41.51. 0.2 .'.0: 0.000 41.511 'x.00 j.043 1.00 4.00 0.Oo x,00 n IDATE: 1/14/1996 - -ME: 11:'-4 70515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE I CARL; :SECT rF6 NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(Z) Y(4) Y(5 Y(b) Y(;) Y(6) Y(9) Y(10; C—O:E NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 ; 0 0.00 4.00 4.00 0',00 0.00 0.00 CD 1 4 1.415 �D 16 4 1.50 D 24 4 2.00 C r 1 x.50 0 4 :D J6 4 3.00 CD 42 4 3.50 '.D 46 4 4.00 CD 60 4 5.00 7ROR "'ESSAGE NUMBER 7 IN SEQUENCE CHECKING THRU CHANNEL DEFINITION DATA '."VALID CARD CODE ENCOUNTERED WHILE PROCESSING CD AND PTS CARDS - CODE JOB NO: MDS CONSUL TING �.� PLANNERS *ENGINEERS • SURVEYORS BY t 17320 Redhill Avenue, Suite 350 OAT E: Irvine, CA $2714 sHT-L-OF Zo LL--f Am 14pi l4LY s ,Qj57 -&V MIME CA M E F'FEC TY VE C3 Paj A2&% as /PL) S 12 c \/6- ZC/,66 Cup rr "61zA M AA14 FIZAM6 &N. L u 30 S T Me Z� —�� AU� 47447B / &9A44Gf Y.-)." x 3�s� FLU 6s ; 3o Vg N TOM L OP&r AL. - o,'- GZ 4r6 D5rL- YZMlqe ge-DJIRtxDJLbT atb%s sir, - Z, ZZ&O - o.vd65 4.1oZ2 3 s,►-, Q= c A X CLO,�61146 F,+e z SO % �9 SS JM a $fit w /'?oU V\ m .Q ti Es C - o , � s 3 � x • , Si USE I - C70A M W /�- �� Z s ► p, JOB NO: MDS CONSUL TIN Byt 6Io PLANNERS a ENGINEERS a SURVEYORS �1 17320 Redhill Avenue, Suite 350 DATE: J Irvine, CA 92714 eMT Z of L (f 0.1401 42 Q= o,�I GFS =p,8 �,c5�67KD,So 14 = 3 -79 s.ro dse I - C-r2,4e w/ F �i Aaaw am Amw AT ar AvAfr r C. f FL. afV.. At SAWRED AY - moEYENr /!LAME. W. I A 7DWED IARS A (SMO O rl .. 4 - -- - -- - -- - -1 -- - - -- --- I--- I`- --J- -- -- _� �' I I l� ;I I I I I I ► W_ scmvm Lw * -fin • v W s?m *&rS AND AW T7- c _ e A LAMASNERS ! v t �Eo "". : Q ! OC (SAL v LXA/S�/14ESSK.W B B or AS SrEC my Ar ! Ftow b ` _ 0 41.1 O O+�JYVNG v o Zf j' // �►" o I- N /N�i e A LL i SEE STD. 3/? CASE A FOR N � to aurTER DEPRESS /ON p4mm"t of AII am"CUM 1i u . (o Gc wt�Jh A GvrtL N1oQ� �-ic>a rlo� , - Fir CwA &f .w/ Sao"" Ar/w'M set M. "4 •y� s r• NORMAL stirrEp FLOW L1#f s: • . • sLD�i � :r 4a • J fir hw and p.IAW H ,» ~ t '�•. Mope m ovarr AV ALL MRECMACS ' A- !- :�- :,;,�;�= :� --fir:• h/�rw purr �Nr/sJ Arnr/ -� I �' 3 "MiNAM" SECTION 13-8 ewwevAffmr SECTION A -A CONCRETE SHALL BE CLASS ~A~ P.C.C. County of Riverside COMB /NAT /ON /NLET CATCH BASIN No.2 REY /S /ONS 8 -24.71 !STANDARD N0. 302 9- ea moo F16 L1 MOTES BASIN SMALL NAVE AYE 6RAr/NG UNLESS OT/AERWISE SPECIFIED ON IMPROVEMENT PLANS. COWCRE7E SMALL BE CLASS A' wHEN THE BASIN is ra of COWSTRUC7E0 W/r/IIN rME L /AfIrS OF A PROPOSED SIDEWALK OM IS CONTIGUOUS TO SUCH A SIDEWALK, ME rOP OF rNE BASIN SMALL of POURED MONOL/TM /C w/TM THE SIDEWALK, JIS /N0 CLASS W LnWCRETE /N rNE SIDEWALK. rHE Tap OF THE CATCH BASIN SMALL of FINISHED PER SIDEWALK STANDARDS. CONNEMON PIPES MAY BE PLACED /N ANr• PWIr /ON AROI/ND THE WALLS, PROVIDED TNEr POVNT IN rHE PROPER OVRECrIOW AND rME POSITION is OTMERw /SE CAYS/SrENT w/TN THE AVAWWM£Nr PLAN. CN4VATUp£ AF rw END -WALLS Ar cm OMEN/NG SHALL of FORMED or CIMVEO FORMS AND SHALL MDT BE ANDS or PLASTER/N0. AWENS/ONS: CRATE SMALL BE PARALLEL TO PLANE OF GUTTER SLOPE. .14" TO / -0` J z 6 /ACMES IF N IS B FEET OR LESS. J + B INCHES IF M IS 69EAMR TMAN B FEET AND LESS THAN 20 FEET. N + J FEET 6 INCMES, LAYLESS OTMERwISE SPEC /FIFO OW /NPROVEA/ENr PLANS. W+ 2 FEET I/ 5/B /MCNES Pap OWE 6RAr/NG. ADO 5 FEET 5 5/B INCHES FOR EACH ADO/rAOYAL GRATING. EXPOSED SURFACES or rME CATCH BASIN SMALL cOWFOow /N swot, sorADE, COLA4, n#lsv, AND SCORING m EXISTING /NPROVEMENTS ADJACENT TO ME BASIN. wNERC NO SIDEWALK EXISTS, THE TOP SMALL BE FINISHED TO CONFORM rO STANDARD SIDE- BALK SLopf AND F/N/SN. aweRE NO CURB EX /Srs, rME BATTER OF EXPOSED ENn wALLS ABOVE THE SrREEr SURFACE SMALL LIDNFOpM r0 BATTER FOR S7ANDARC Cl/RB. FLOOR or BASIN ANAL of B /YEN A STEEL- rwOwfUED FINISH. OUTLET PVPE SMALL BE rR/MMED ro rNE FINAL SHAPE AND LENGTH BEFORE GbNCRErf IS POURED. RE /NFiORCIAW STEEL SMALL OF NO. I DEFORMED BARS. CLEARANCE SMALL BE I.4.4 /ACHES FROM/ INSIDE OF BOX. SPACING IS AS SNOWN /N rGP SLAB AND AT /B /NCM CENTLrRS /N SIDES OF BOX. SLOPE AF FLOOR PARALLEL WrN CURB SMALL BE I /N /2 UNLESS OTMERW /SE SPECIFIED. SLOPE FLOOR FAm ALL BYRECTADWS Ta me oil7LET. STEPS: 44 INCH PLAIN AO&*D 6ALMN /ZED STEEL STEPS ARE REDU/RED AS FOLLOWS: IALNANBRA PVY. A -5520 OR EDUALI /F N IS S.1 FEET OR LESS, no STEPS ME RFaV /RED. IF M IS MORE TMAN 5.5 FEET, AND AOr A W rNAN 5.0 FEEL INSTALL OWE STEP M INCMES ABOVE FLOOR OF BASIN. /F N IS AWE THAN 10 FEEL, AYSULL STEPS I2 INCMES APM97, W /TN rmf rOP STEP 6 INCMES BELOW rw rOP OF GRADING. ALL STEPS SHALL Be 6 AMCAAES CLEAR FROM TAE wALL EXCEPT THE rOP STEP, OWICH SMALL BE 2 11, /MCNES ICLEARI PROY 7ME WALL AND ANCHORED NOT LESS THAN 3 INCHES AV WALL OF BASIN. County of Rlv*rslds commwrw INLET CATCH BAS IN S etilitolioas REVISIONS e -24-71 F STANDARD N0. 302 (A) ■ r TF L V+1 w 1 Jjp" * MR -' SEC MW A -A M 1.11111 II M III I Illlllllllluiiil� W rX AL TERNAT/VE WfLOED 6RATE /: // ` sus "av 1u "AA71cEs BARS 1 I—Ir 1". w y ti w—II- 1 -- BOLTED END BLOCIr BAR SPACER �� w BAN WQ,o'V T -- �Spor T AIASNERS 1 W SPACER �.,� X PEEN """0, 44 BOLTING DETAIL ALTERNATIVE SPACER ALTERNAT /VE JMW GRATE GRATE DETA /L S /SEE MOLE BELOW/ rrPE BARS -w- r- USAGE Z4-9 9 t " /;/N' USE /NLOCAr oMS OFF rNE AIWOBEO ow ALL rrPES of N /6NwArs.. t4 -/t /t /.�• /((+ USEw,MIN FINENIWOA ►EOOVNlg~rSWMERESIMLESAND _p h h P *DCSrI MANS ARE EXCLUMO — oM FM RURAL CO#D/rA7#S. 26 -/B /C J / * ` /J /A6'_ USE WfrKAW MEAVAMEOUNDER URBAN CUMO/TIbNSWERE L 6'. J'. l/t' B/CrCLES AND AtOESFR/ANS APE PeRw/rrFO. w I ti /(/t' '----------------- U7'AAACI�GWS FRAME DETAILS I omit aw bw ff for &VOm mewp rt is ~.. ME /6NTS 770E M MO BALrEO t1 -9 zw tJ[+ 04 -12 PSS 206 t1- /B JTt 400 I tV - fAA�IE so GENERAL #OWS: /. - do/ FE MWArOAAIERS AEfE'R m worm OF MArF w AICNES AND M(AWSEN Or MRS Ars E•CT/YELY. Z. - C=7W&TW AMS AYE• OgJgM Or MOMS OEUYEO oW MLrED dwAFEs J. - OWMT AAG ONAAlS rD Ar AA/NTCO. I. - AVEMOED RVPOrMMS OPrIOVAL oW ALL OWES. !L- amyrSMALL EALAaysor1WrMRS AWMAWLLEL rO AMECrAaM OFM,N- C/AAL SURFACE FLOM: County of Rivorsids GRATE AND FRAME DETA /L STANDARD N0. 305. .LM'Mae.s. AYis+s rw wr alalr e►AI�1 ai�lr d /imlr A A A _p h h t L 6'. J'. l/t' ti /(/t' '----------------- U7'AAACI�GWS FRAME DETAILS I omit aw bw ff for &VOm mewp rt is ~.. ME /6NTS 770E M MO BALrEO t1 -9 zw tJ[+ 04 -12 PSS 206 t1- /B JTt 400 I tV - fAA�IE so GENERAL #OWS: /. - do/ FE MWArOAAIERS AEfE'R m worm OF MArF w AICNES AND M(AWSEN Or MRS Ars E•CT/YELY. Z. - C=7W&TW AMS AYE• OgJgM Or MOMS OEUYEO oW MLrED dwAFEs J. - OWMT AAG ONAAlS rD Ar AA/NTCO. I. - AVEMOED RVPOrMMS OPrIOVAL oW ALL OWES. !L- amyrSMALL EALAaysor1WrMRS AWMAWLLEL rO AMECrAaM OFM,N- C/AAL SURFACE FLOM: County of Rivorsids GRATE AND FRAME DETA /L STANDARD N0. 305. GENERAL #OWS: /. - do/ FE MWArOAAIERS AEfE'R m worm OF MArF w AICNES AND M(AWSEN Or MRS Ars E•CT/YELY. Z. - C=7W&TW AMS AYE• OgJgM Or MOMS OEUYEO oW MLrED dwAFEs J. - OWMT AAG ONAAlS rD Ar AA/NTCO. I. - AVEMOED RVPOrMMS OPrIOVAL oW ALL OWES. !L- amyrSMALL EALAaysor1WrMRS AWMAWLLEL rO AMECrAaM OFM,N- C/AAL SURFACE FLOM: County of Rivorsids GRATE AND FRAME DETA /L STANDARD N0. 305. Appendix 1. Indicates a lateral controlling water surface elevation which is higher than the water surface elevation which was calculated for the mainline at the subject confluence. The result is a more conservative lateral hydraulic calculation producing a slightly higher water surface profile. Since all laterals are shown to perform in the more conservative calculation, it follows that laterals will also perform for the lower water surface as calculated in current mainline run. Since the entire system is under pressure, subtraction of 0.16' from the calculated lateral water surface will yield precise water surface values. 2. Santa Rosa Cove H.O.A. chose not to participate in storm drain improvements. Offsite runoff from Nodes 8 and 10 were therefore not included in the associated hydraulic calculations. �T 1� s :2 PRELIMINARY SOILS INVESTIGATION TRACT 28545 LA QUINTA RESORT & CLUB LA QUINTA, CALIFORNIA - Prepared By- SLADDEN ENGINEERING 39 -725 GARAND LANE, SUITE G PALM DESERT, CA 90621 (760) 772 -3893 (714) 523 -0952 ME Slodden Engineering J 1' '- Sladden Engineering 6782 Stanton Ave., Suite E, Buena Park, CA 90621 (310) 864 -4121 (714) 523 -0952 Fax (714) 523 -1369 39 -725 Garand Ln., Suite G, Palm Desert, CA 92211 (619) 772 -3893 Fax (619) 772 -3895 August 18, 1997 KSL Desert Resorts, Inc. 56 -140 PGA Boulevard La Quinta, California 92253 Attention: Mr. Chevis Hosea Project: Tract 28545 - Resort Residential Units La Quinta Resort and Club La Quinta, California Subject: Preliminary Soils Investigation Project No. 544 -7026 Presented herewith is the report of our Preliminary Soils Investigation conducted at the site of the resort residential development proposed for the property located on the western portion of the La Quinta Resort and Club grounds in the City of La Quinta, California. The investigation was performed in order to provide recommendations for site preparation and to assist in foundation design for the proposed residential structures as well as the related site improvements. This report presents the results of our field investigation and laboratory testing along with conclusions and recommendations for foundation design and site grading. This report completes: our scope of services as described in our proposal dated June 11, 1997 and our contract dated July .23, 1997. We appreciate the opportunity to provide services to. you on this project. If you have any questions regarding this report please contact the undersigned. Respectfully submitte ,. SLADD N blGINEE Brett L. nderson `` No.coMe9 *1 Principal Engineer. EV 9 -ao -ss Copies: 4- KSL Desert Resorts, Inc. /Chevi.s Hosea 2- MDS Consulting/Ed Lenth 1 - McLaren Vasquez & Partners /John Bonnici r I� i August 18 INTRODUCTION Project No. 544 -7026 This report presents the results of a Preliminary Soils Investigation performed in order to provide recommendations for the design and construction of the foundations for the proposed resort residential units to be located west of the existing La Quinta Resort hotel facilities in the City of La Quinta, California. It is our understanding that the proposed resort residential units will consist of multi -unit one or two story residential structures. The proposed development will also include swimming pools, courtyards, landscape areas and parking lots. SCOPE OF WORK The purpose of our investigation was to determine certain engineering characteristics of the near surface soils on the site in order to develop recommendations for foundation design and site preparation. Our investigation included field exploration, laboratory testing, engineering analysis and the preparation of this report. Evaluation of environmental concerns or hazardous wastes was not within the scope of services provided. Our investigation was performed in accordance with contemporary soil engineering principles and practice. We make no other warranty, either express or implied. PROJECT DESCRIPTION The proposed project is to be located west of the existing La Quinta Resort facilities in the City of La Quinta, California. The majority of the residential units will be located south and west of the existing Tennis Club facilities on presently vacant portions of the La Quinta Resort property. Future phases may involve the removal of some existing structures, tennis courts or parking areas. The existing La Quinta Resort facilities occupy the majority of the resort property east of Avenida Obregon. The property west of Avenida Obregon includes vacant areas, the Tennis Club facilities /tennis courts, the Real Estate office, the maintenance yard and paved parking areas. There are existing condominiums north and west of the site that form part of the Santa Rosa Cove community. The property is fairly level throughout with some minor drainage related grade variations. There are several tennis courts (grass, clay and hard courts) located within potential future development areas near the northwestern portion of the property. Paved parking lots presently occupy the southwestern portion of the property as well as portions of the existing resort facilities. There are numerous underground utilities along the existing roadways and servicing the existing facilities. It is our understanding that the proposed resort residential units will be of relatively lightweight one or two story wood -frame construction. The proposed structures will be supported by conventional shallow spread footings and concrete slabs on grade. Column loads of up to 25 kips and wall loads of up to 2.5 kips per linear foot were assumed in the development of the recommendations included in this report. The assumed loading is based upon the foundation loading expected for similar structures, if the actual foundation loading is expected to exceed the assumed loading, the recommendations provided should be reevaluated. Siodden Engineering ) August 18 ' 2 Project No. 544 -7026 SUBSURFACE CONDITIONS The site is underlain primarily by sandy silts, silty fine grained sands and clayey silts. The soils were found to be of generally low density with undisturbed samples indicating relative compaction as low as 75 percent. The site soils were found to be generally moist throughout the depth of our borings but some of the vacant areas were quite dry and the presently landscaped areas were wet. Moisture content varied from 1.5 to 26.6 percent. Consolidation testing .indicates that the site soils are somewhat compressible and may be susceptible to settlements due to increased loading and the introduction of moisture (hydroconsolidation). Laboratory classification testing indicates that the near surface soils consist primarily of sandy silts overlying silty fine grained sands and clayey silts. Expansion testing indicates that the surface soils fall within the "low" expansion category in accordance with the Uniform Building Code classification system. Groundwater was not encountered in our borings and is expected to be in excess of 80 feet below the existing ground surface. Groundwater should not be a factor in foundation design or construction. Wet soils may be encountered within previously landscaped areas because of long -term irrigation. Wet soils may require additional processing and drying prior to use as compacted fill material. Unstable areas may occur due to the high moisture content, unstable areas should be dried and stabilized prior to fill placement. CONCLUSIONS AND RECOMMENDATIONS Based upon our field and laboratory investigation, it is our opinion that the proposed development is feasible from a soil_ mechanic's standpoint provided that the recommendations included in this report are considered in building foundation design and site preparation. We recommend that remedial grading within the proposed building areas include the removal and recompaction of the bearing soils. Specific recommendations for site preparation are presented in the Site Grading section of this report. Groundwater was not encountered within our borings that extended to a maximum depth of 41 feet below the existing ground surface. Groundwater is expected to be in excess of 80 feet below the existing ground surface. Due to the depth to groundwater, specific liquefaction analyses were not performed. Based upon the depth to groundwater and the prominence of silts and clays, the potential for liquefaction and the related surficial affects of liquefaction impacting the site are considered negligible. Caving did not occur within any of our borings however, the materials encountered may be susceptible to caving within deeper excavations. All excavations should be constructed in accordance with the normal CalOSHA excavation criteria. On the basis of our observations of the materials encountered, we anticipate that the subsoils will conform to those described by CalOSHA as Type B or C. Soil conditions should be verified in the field by a "Competent person" employed by the Contractor. Slodden Engineering M ME August 18 3 Project No. 544 -7026 The surface soils encountered during our investigation were found to be moderately expansive. Laboratory testing indicated an Expansion Index of 53 which corresponds with the "medium" expansion category in accordance with the Uniform Building Code classification system.. The following recommendations present more detailed design criteria that have been developed on the basis of our field and laboratory investigation. Foundation Design: The results of our investigation indicate that either conventional shallow continuous footings or isolated pad footings, which are supported upon properly compacted soils, may be expected to provide satisfactory support for the proposed structures: Remedial grading within the foundation areas should be performed as recommended in the Site Grading section of this report. Perimeter .footings should extend at least 18 inches beneath lowest adjacent grade and interior footings should extend to a depth of at least 12 inches below grade. Isolated square or rectangular footings at least two feet square and continuous footings at least one foot wide may be designed using an allowable bearing value of 1800 pounds per square foot. The allowable bearing pressures are for dead and frequently applied live loads and may be increased by 1/3 to resist wind, seismic or other transient loading. Because the site soils may be susceptible to settlements due to the introduction of excessive amounts of water, care should be taken to see that bearing soils are not allowed to become saturated from the ponding of rain water or irrigation. Drainage from the building areas should be rapid and complete. The recommendations made in the preceding paragraph are based on the assumption that all footings will be supported upon properly compacted soil. All grading shall be performed under the testing and inspection of the Soils Engineer or his representative. Prior to the placement of concrete, we recommend that the footing excavations be inspected in order to verify that they extend into compacted soil and are free of loose and disturbed materials. Settlements: Settlements may result from the anticipated foundation loads. These estimated ultimate settlements are calculated to be a maximum of one inch when using the recommended bearing values. As a practical matter, differential settlements between footings can be assumed as one -half of the total settlement. Lateral Design: Resistance to lateral loads can be provided by a combination of friction acting at the base of the slabs or foundations and passive earth pressure along the sides of the foundations. A coefficient of friction of 0.45 between soil and concrete may be used for dead load forces only. A passive earth pressure of 275 pounds per square foot, per foot of depth, may be used for the sides of footings which are poured against properly compacted native soils. Passive earth pressure should be ignored within the upper one foot except where confined (such as beneath a floor slab). Slcdden Engineering August 18 4 Project No. 544 -7026 Retaining Walls: Cantilever retaining walls can be designed utilizing "active" soil pressures. The "active" pressures can be estimated utilizing an equivalent fluid weight of 35, pounds per cubic foot -(pcf) for free drained level native backfill soils. For restrained walls "at rest" pressures. should be utilized in design. The equivalent fluid weight should be increased to 60 pcf for restrained walls with level free - draining native backfill soils. Expansive Soils: Due to the presence of medium expansion category soils near the surface,. special expansive soil design criteria may be necessary for the design of foundations and concrete slabs -on- grade. Final design criteria should be based upon testing performed subsequent to rough grading and should be established by the Structural Engineer. Concrete Slabs -on- Grade: All surfaces to receive concrete slabs -on- grade. should be underlain by compacted soils as described in the Site Grading section of this report. Where slabs are to receive moisture sensitive floor coverings or where dampness of the floor slab is not desired, we recommend the use of an appropriate vapor barrier. Vapor barriers should be protected by sand in order to reduce the possibility of puncture and to aid in obtaining uniform concrete curing. We suggest that the membrane be placed near the middle of a four inch thick layer of sand. The floor slab thickness should be determined by the Structural Engineer based upon the anticipated floor slab loading. We recommend a minimum floor slab. thickness of 3.5 inches. Reinforcement of slabs -on -grade in order to resist expansive soil pressures may be required dependent upon post grading test results. Reinforcement will also have a beneficial effect in containing cracking due to concrete shrinkage. Temperature and shrinkage related cracking should be anticipated in all concrete slabs -on- grade. Slab reinforcement and the spacing of control joints should be determined by the Structural Engineer. Soluble Sulfates: The soluble sulfate concentrations of the surface soils were determined to be approximately 148 parts per. million (PPM). This is within the usual allowable limits for the use of Type II cement. However, sulfate related concrete corrosion problems have occurred in the area of the site and the .use of Type V cement and/or special sulfate resistant concrete mix designs should be considered. Percolation Testing: Percolation testing was performed in order to assess the infiltration potential of the subsurface soils for use in the design of stormwater runoff retention systems. It is our understanding that relatively shallow drywells are planned for the collection and dispersion of stormwater and nuisance water runoff. Four of the exploratory borings were utilized for percolation testing. Slodden Engineering __J 51 August 18 5 Project No. 544 -7026 Percolation testing was performed by filling the test holes with water and measuring the drop in the water surface with time. The testing was performed in general accordance with test procedures specified by the Riverside County Department of Environmental Health for use in seepage pit design. Test results are summarized on the attached percolation data sheets. Testing indicates percolation rates varying from approximately 5 to 31 gallons per square foot per day. It should be noted that each of the test holes located within undeveloped (or paved) areas indicated percolation rates of approximately 30 gallons per square foot per day while the test hole located adjacent to presently landscaped (and irrigated) areas indicated a percolation rate of approximately 5 gallons per square foot per day. It is our opinion that the lower percolation rate determined for test hole 6 is probably more. representative of the percolation rates to be expected for long term saturated soils conditions and should be used in system capacity analyses. It should be noted that the Riverside County test method includes a safety factor of between four or five. The built -in safety factors should adequately. address potential subsoil variations and additional safety factors should not be necessary. Tentative Pavement Design: All paving should be underlain by a minimum compacted fill thickness of 12 inches (excluding aggregate base). This may be performed as described in the Site Grading Section of this report. R -Value testing was not conducted during our investigation however, based upon the surface soil conditions observed, an R -Value in excess of 40 is expected. Based upon a design R -Value of 40, a preliminary pavement design section of 3.0 inches of asphalt on 4.0 inches of Class 2 base material is recommended for automobile parking areas and driveway areas (Traffic Index = 5.0). Thicker pavement sections should be considered in areas where heavy truck traffic is anticipated. Heavy duty pavement design sections can be determined if specific traffic information is provided. Pavement should be confined by curbs. Subgrade and base material should be compacted to at least 95 percent of maximum density. Final design for asphalt pavement should be based upon R -Value testing performed after site clearing and rough grading. Aggregate base should conform to the requirements for Class 2 Aggregate base in Section 26 of CalTrans Standard Specifications, January, 1992. Asphaltic concrete should conform to Section 39 of the CalTrans Standard Specifications. The recommended sections should be provided with a uniformly compacted subgrade and precise control of thickness and elevations during placement. Drainage from paved areas should be rapid and complete. It should be noted that the pavement sections recommended above are minimum sections, if heavily loaded vehicles are expected to cross automobile parking and driving areas, thicker pavement sections may be desired at these locations. Slodden Engineering August 18 6 . Project No. 544 -7026 Pavement and slab designs are tentative and should be confirmed at the completion of site grading when the subgrade soils are in- place. This will include sampling and testing of the actual subgrade soils and an analysis based upon the specific use. Shrinkage and Subsidence: Volumetric shrinkage of the material which is excavated and replaced as controlled compacted fill should be anticipated. We estimate that this shrinkage could be up to 30 percent. Subsidence of the surfaces which are scarified and. compacted should be between than 0.2 and 0.3 tenths of afoot. This will vary depending upon the type of equipment used, the moisture content of the soil at the time of grading and the actual degree of compaction attained. These values for shrinkage and subsidence are exclusive of losses which will occur due to the site clearing, the removal of deleterious materials, and other subsurface obstructions. General Site Grading: All grading should be performed in accordance with the grading ordinance of the City of La Quinta, California. The following recommendations have been developed on the basis of our field and laboratory testing: 1. Clearing and Grubbing: Proper clearing along with proper demolition of the existing structures and pavements should be performed prior to grading. All surfaces should be cleared of existing surface vegetation and debris. The structure foundations, abandoned. utilities, cesspools or seepage pits should be removed and properly backfilled. Soils that are disturbed due to the removal of the previous improvements or structures should be removed and replaced as controlled compacted fill under the direction of the Soils Engineer. 2. Preparation of Building and Foundation Areas: In order to provide a firm and uniform bearing condition we recommend that the building foundations be supported by properly compacted soil. In building areas, we recommend that any previously placed fill soils be removed and the underlying native soils be . overexcavated to a minimum depth of two feet below natural grade or two, feet below the bottom of the footings, whichever is deeper. The exposed surface should be scarified, moisture conditioned and recompacted to at least 90 percent relative compaction. Once unsuitable. materials are removed, the excavated soils may be replaced as controlled compacted fill. Overexcavation should be observed and compaction should be verified by testing. 3. Preparation of Slab and Pavement Areas: Exterior slab and pavement areas should be scarified to a minimum depth of one foot, brought to near optimum moisture content, and compacted to a minimum of 90 percent relative compaction. 4. Placement of Compacted Fill: Fill materials consisting of on -site soils or approved- imported granular soils, should be spread in thin lifts, and compacted at near optimum - moisture content to a minimum of 90 percent relative compaction. Imported material should have an Expansion Index not exceeding 20. Slodden Engineering f August 18 7 Project No. 544 -7026 The contractor shall notify the Soils Engineer at least 48 hours in advance of importing soils in order to provide sufficient time for the evaluation of proposed import materials. The contractor shall be responsible for delivering material to the site which complies with the project specifications. Approval by the Soils Engineer will be based upon material delivered to the site and not the preliminary evaluation of import sources. Our observations of the material encountered during our investigation indicate that compaction will be most readily obtained by means of heavy rubber- wheeled equipment and/or vibrating sheepsfoot compactors. At the time of our investigation, the subsoils were found to be very inconsistent in moisture content. A more uniform moisture content should be attained during compaction and fill placement. Some wet and potentially unstable soils should be expected in and around presently landscaped areas.. 5. Testing and Inspection: During grading tests and observations should be performed by the Soils Engineer or his representative in order to verify that the grading is being performed in accordance with the project specifications. Field density . testing should `be performed in accordance with applicable ASTM Standards. The minimum acceptable degree of compaction shall be 90 percent of the maximum dry density as obtained by the ASTM D1557 -91 test method. Where testing indicates insufficient density, additional compactive effort shall be applied until retesting indicates satisfactory compaction. GENERAL The findings and recommendations presented in this report are based upon an interpolation of the soil conditions between boring locations and extrapolation of these conditions throughout the proposed building areas. Should conditions encountered during grading (or clearing) appear different than those indicated in this report, this office should be notified. This report is considered to be applicable for use by KSL.Desert Resorts, Inc. for the specific site and project described herein. The use of this report by other parties or for other projects is not authorized. The recommendations of this report are contingent upon monitoring of the grading operations by a representative of Sladden Engineering. All recommendations are considered to be tentative pending our review of the grading operations and additional testing, if deemed necessary. If others are employed to perform soil testing, this office should be notified prior to such testing in order to coordinate any required site visits by our representative and to assure indemnification of Sladden Engineering. Our investigation was conducted prior to the completion of plans for the project. We recommend that a pre -job conference be held on the site prior to the initiation of site grading. The purpose of this meeting will be to assure a complete understanding of the recommendations presented in this report as they apply to the actual grading performed. t� Sladden Engineering J APPENDIX A Feld Exploration Boring Logs Site Plan Percolation Test Results Slodden Engineering August 18 9 Project No. 544 -7026 FIELD EXPLORATION For our field investigation, seven shallow exploratory borings were excavated on July 30, 1997 using hollow -stem augers powered by a CME 75 drilling rig. The approximate boring locations are indicated on the site plan included in this appendix. Continuous logs of the materials encountered were made on the site by a representative of Sladden Engineering. Representative undisturbed samples were obtained within our borings by driving a thin- walled steel penetration sampler (California split spoon sampler) with a 140 pound hammer dropping approximately 30 inches. The sampler type was 3.0 inches in diameter, carrying brass sample rings having inner diameters of 2.5 inches. Undisturbed samples were removed from the sampler and placed in moisture sealed containers in order to preserve the natural soil moisture content. Samples were then transported to our laboratory for further observations and testing. l ISlodden Engineering x AVENIDA FERNAND( �M8gT5712•r 7g7.J� rag'5213rw .... ,. i , F Ae i M ;•r rorw 924.a3' R 200.00' 7 . a1.Eg' Approximate Boring Locations Not to Scale Boring Location Map I Tract 28545 Date: 7-30-97 Boring No.: 2 Job No.: 544-7026' DESCRIPTION co Cz REMARKS &4 >1 Sandy Silt: Light brown, clayey ML 0 R U A.C. on surface 0 with fine grained sand 30 92.0 21.2 75 29 95.0 5.3 77 10 36 E35.0 9.3 15 54 85.0 5.3 20 �42 i 84.0 5.3 Total Depth 21, Recovered Sample No Bedrock 1 No Ground Water 25 30 35 Tract 28545 Boring No.: 3 — - - T Job No.: 544 -7026 Date: 7 -30 -97 3 N I o " 0 Q) DESCRIPTION i A N " " 1 p' I REMARKS o ° c it 0 'poi; -� p Sandy Silt: Light brown, clayey ML 1 ' 1 A.C. on surface with fine grained sand I 5 i Thin interbedded silty sand layers throughout upper 10' 10 56 86.0 I 10.5 • 15 i I i Clayey Silt: Gray brown, clayey i ML •. With fine grained sand 20 27 i _ 90.0 2.6 - Recovered Sample ~ 'Total Depth = 21' No Bedrock j No Ground Water 25 30 I 36 - I ` I• II I 40 ,I 1 �I I 46 _ 50 I , I I Note: The statification lines 65 represent the approximate boundaries between the soil types; the transitions may be gradual. Tract 28545 Date: 7 -30 -97 Boring No.: 4 Job No.: 544 -7026 i I 3 N O O 1 > i. 4j 4J DESCRIPTION F q o 0 Cz REMARKS aw l$4 o j I M U P� _ M -- Gravelly sand on surface o Sandy Silt: Light brown, clayey ML with fine grained sand ! 5 33 89.0 9.9 j 72 I Scattered thin silty sand layers I i I � � I to ii I it 15 Silty Sand: Brown, fine grained SM 31 ( 88.0 I 3.6 Scattered thin silt layers 20 — —_ -- _:_ -�— -- Total Depth = 20' -Recovered Sample No Bedrock No Ground Water 25 1 30 i I 35 i 40 II 45 - I 50 ( i, - I i Note: The statification lines 55 represent the approximate 1 boundaries between the soil types; the transitions ma v be gradual. - -. 11 Tract 28545 — ......... . Date: 7 -30 -97 Borin g No.: 5 Job No.: 544 -7026 I 3 I Q) o I ' DESCRIPTION ; i q i o �2 � v` REMARKS -[ a`~(� N c I1 ! �4 � a I ~i >, o o ,� T o A.C. on surface Sandy Silt: Light brown, clayey ! ML with fine grained sand II Scattered thin silty sand layers 5 34 I 90.0 8.7 1 73 -0 Silty Sand: Brown, fine grained SM I 15 l I 41 20 25 " 87.0 1 1.5 Recovered Sam le I —� P Total Depth = 21' No Bedrock j Unrecovered Sample No Ground Water 25 30 I 35 I I I 40 II 45 I , 50 I li ' Note: The statification lines 55 represent the approximate boundaries between the soil types; the transitions may be gradual. Tract 28545 Date: 7 -30 -97 Boring No.: 6 Job No.: 544 -7026 �,, Q o .a rn �, U, DESCRIPTION. a L GA ! I 3 . o j >,� if q � i I ; REMARKS f o �. 0 5 I 7 i Sandy Silt: Light brown, clayey i ML . , with fine grained sand 42 � I i -- A.C. - Poor Condition I 96.0 ! 26.6 78 ; 10 15 25 1 30 35 i 29 Silty Sand: Brown, fine grained j SM j 33 „ i i i 92.0 3.6 i� �I 92.0 3.6 Total Depth = 20' No Bedrock iNo Ground Water II iI it I -Recovered Sample I Tract 28545 Date: 7 =30 -97 Boring No.: 7 Job No.: 544 -7026 F-F ' Total Depth = 20' No Bedrock . I DESCRIPTION I q o a a I REMARKS �� ° i it "� �flil A to U r. c°n a � i O I 40 o I 45 Sandy Silt: Light brown, clayey ML I' ; I with fine grained sand 1 I Note: The statification lines Interbedded silty Band layers `Ithroughout I I I represent the approximate i boundaries between the soil types; � io l I j � I ` is I I i III II f II li I 'Il 'I F-F ' Total Depth = 20' No Bedrock No Ground Water 26 i it 30 �I 35 40 I 45 I, i 60 I i , I I 1 I Note: The statification lines 66 I I I represent the approximate boundaries between the soil types; the transitions may be gradual. Leach Pit Percolation Data Sheet Project: --Tract 28545 _ _ Job No.:- 544 -7026 Boring: 2 _ _ Date Excavated: 7/31/97 Depth, of Test Hole: 20' _ Soil Classification: SM. Check for.Sandy Soil Criteria Tested by: Hogan Wright Date: 7/31/97 Presoak: - -- Actual Percolation Tested by: Hogan Wright Date: 7/31/97 eadin Time Time Total Depth Initial Final Difference Comments - No. of Interval of Hole Water Water Water Readina (min.) (ft.) Level (ft.) Level (ft.) Level (ft.) A 9:01 - 9:26 25 20.0 4.80 17.00 12.20 B 9:30 - 9:55 25 _ 20.0 5.00 16.60 11.60 1 9:59 - 10:09 10 20.0 4.50 10.20 8.00 2 10:12 - 10:22 10 20.0 4.50 9.00 9.70 3 10:25 - 10:35 10 20.0 3.20 8.00 9.00 4 10:36 - 10:46 10 20.0 5.00 8.40 8.20 5 10:47 - 10:57 10 20.0 4.50 8.00 9.30 6 10:59 - 11:09 10 20.0 5.00 8.00 9.20 Leach Pit Percolation Data Sheet Project: Tract 28545 Boring: 2 1 Depth of Test Hole: 20'__ Check for Sandy Soil Criteria Tested by: Hogan Wright .Actual Percolation Tested by: Hogan Wright Time Time Fall Time of Interval Interval Readina (min.) (ft.) (hr.) Job No.: 544 -7026 Date Excavated: 7/31/97 Soil Classification: SM Date: 7/31/97 _ Date: 7/31/97 Rate W. L. = 1 Average Q gal/ W.L. = 2 Wall sq ft/ (ft. /hr.) * Lenoth (ft 1 rinv 9:59 - 10:09 10 8.00 0.167 48.00 15.50 7.50 11.50 25.1 10:12 - 10:22 10 9.70 0.167 58.20 15.50 5.80 10.65 32.8 10:25 - 10:35 10 9.00 0.167 54.00 16.80 7.80 12.30 26.4 10:36 - 10:46 10 8.20 0.167 49.20 15.00 6.80 10.90 27.1 10:47 - 10:57 10 9.30 0.167 55.80 15.50 6.20 10.85 30.9 10:59 - 11:09 10 9.20 0.167 55.20 15.00 5.80 10.40 31.9 v Leach Pit Percolation Data Sheet Project: Tract 28545 Job No.: 544 -7026 Boring: 4 Date Excavated: 7/31/97 Depth of Test Hole: 20' Soil Classification: SM Check for Sandy Soil Criteria Tested by: Hogan Wright Date: 7/31/97 Presoak: - -- Actual Percolation Tested by: Hogan n Wright Date: 7/31/97 eadin Time. Time Total Depth Initial Final Difference Comments -No. of Interval of Hole Water Water Water Readina (min.) (ft.) Level (ft.) Level (ft.) Level (ft-) A 2:20 - 2:45 25 20.0 4.80 15.00 10.20 B 2:49 - 3:14 25 20.0 5.00 13.90 8.90 1 3:20 - 3:30. 10 20.0 4.10 8.90 8.00 2 3:34 - 3:44 10 20.0 3.00 6.50 9.70 3 3:46 - 3:56 10 20.0 4.90 . 7.50 9.00 4 3:58 - 4:08 10 20.0 4.50 6.70 8.20 5 4:11 - 4:21 10 20.0 5.00 7.10 9.30 6 4:24 - 4:34 10 20.0 4.90 7.00 9.20 Leach Pit Percolation Data Sheet j Project: Tract 28545 Boring: 4 Depth of Test Hole: 20' J Check for Sandy Soil Criteria Tested by: Hogan Wright Actual Percolation Tested by: Hogan Wright Time Time Fall Time of Interval Interval Readina (min.) (ft.) (hr.) Job No.: 544 -7026 Date Excavated: 7/31/97 _ Soil Classification: S_M_ Date: 7/31/97 _ Date: 7/31/97 Rate W.L. = 1 Average Q gal/ W.L. = 2 1 Wall sq ft/ (ft. /hr.) Lennth (ft) riav 3:20 - 3:30 10 8.00 0.167 48.00 15.90 7.90 11.90 24.2 3:34 - 3:44 10 9.70 0.167 58.20 17.00 7.30 12.15 28.8 3:46 - 3:56 10 9.00 0.167 .54.00 15.10 6.10 10.60 30.6 3:58 - 4:08 10 8.20 0.167 49.20 15.50 7.30 11.40 25..9 4:11 - 4:21 10 9.30 0.167 55.80 15.00 5.70 10.35 32.4 4:24 - 4:34 10 9.20 0.167 55.20 15.10 5.90 10.50 31.6 i I I Leach Pit Percolation Data Sheet Project: Tract 28545 2:20 - 2:45 Job No.: 544 -7026 Boring: 6 _ _ _ _ _- _ _ Date Excavated: 7/31/97 Depth of Test Hole: 20' Soil Classification: SM Check for.Sandy Soil Criteria Tested by: Hogan Wright Date: 7/31/97 Presoak: - -- Actual Percolation Tested y.__Hogan Wright Date: 7/31/97 eadin Time Time Total Depth Initial Final Difference Comments No. of . Interval of Hole Water Water Water Readino (min.) (ft.) Level (ft.) Level (ft.) Level (ft.) A 2:20 - 2:45 25 20.0 5.00 8.00 3.00 B 10:13 - 10:38 25 20.0 4.90 9.10 4.20 1 10:41 - 10:51 10 20.0 4.10 8.90 4.80 2 10:52 - 11:02 10 20.0 3.00 6.50 3.50 3 11:03 - 11:13 10 20.0 4.90 7.50 2.60 4 11:15 - 11:25 10 20.0 4.50 6.70 2.20 5 11:25 - 11:35 10 20.0 5.00 7.10 2.10 6 11:35 - 11:48 10 20.0 4.90 7.00 2.10 Leach Pit Percolation Data Sheet Project: Tract 28545 Boring: 6 Depth of Test Hole: 20' _ Check for Sandy Soil Criteria Tested by: Hogan Wright Actual Percolation Tested by: Hogan Wright- Time Time Fall. Time of Interval Interval Readina (min.) (ft.) (hr.) Job No.: 544 -7026 _ Date Excavated: 7/31/97_ Soil Classification: SM Date: 7/31/97 Date: 7/31/97 Rate W.L. = 1 Average o gal/ W. L. = 2 Wall sq ft/ (ft. /hr.) * Lenoth (ft -) day 10:41 - 10:51 10 4.80 0.167 28.80 15.90 11.10 13.50 12.8 10:52 - 11:02 10 3.50 0.167. 21.00 17.00 13.50 15.25 8.3 11:03 - 11:13 10 2.60 0.167 15.60 15.10 12.50 13.80 6.8 11:15 - 11:25 10 2.20 0.167 13.20 15.50 13.30 14.40 5.5 11:25 - 11:35 10 2.10 0.167 12.60 15.00 12.90 13.95 5.4 11:35 - 11:48 10 2.10 0.167 12.60 15.10 13.00 14.05 5.4 Leach Pit Percolation Data Sheet Project: Tract 28545 Boring: 7 Depth of Test Hole: 20' Check fo.r.Sandy Soil Criteria Tested by: Hogan Wright Actual Percolation Tested by: _Hogan Wright eadin Time Time Total Depth Initial - No. of Interval of Hole Water Reading (min.) (ft.) Level M Job No.: 544-7026 Date Excavated: 7/31/97 Soil Classification: SM Date: 7/31/97 Presoak: - -- Date: 7/31/97 Final Differe n*ce Comments Water Water Level (ft.) Level (ft.) A 12:01 - 12:26 25 20.0 4.80 13.50 8.70 B 12:30 - 12:55 25 20.0 4.90 13.00 8.10 1 1:00 - 1:10 10 20.0 4.50 10.20 8.00 2 1:12 - 1:22 10 20.0 4.50 9.00 9.70 3 1:24 - 1:34 10 20.0 3.20 8.00 9.00 4 1:38 - 1:48 .10 20.0 5.00 8.40 8.20 5 1:53 - 2:03 10 20.0 4.50 8.00 9.30 6 2:07 - 2:17 10 20.0 5.00 8.00 9.20 Leach Pit Percolation Data Sheet 'a I I Project: Tract 28545 Boring: 7 Depth of Test Hole: 20' Check for Sandy.Soil Criteria Tested by-Hogan Wright Actual Percolation Tested by_ Hogan Wright Time Time Fall Time of Interval Interval Readina (min.) (ft.1 .(hr.1 Job No.: 544 -7026 Date Excavated:- 7/31/97 Soil Classification: S_M Date: 7/31/97.--.-,.,.. Date: 7/31/97 Rate W.L. = 1 Average o gal/ W.L. = 2 Wall sq tt/ MAO * t annth (ft 1 rinv 1:00 - 1:10 10 8.00 0.167 48.00 15.50 7.50 11.50 25.1 1:12 - 1:22 10 9.70 0.167 58.20 15.50 5.80 10.65 32.8 1:24 - 1:34 10 9.00 0.167 54.00 16.80 7.80 12.30 26.4 1:38 - 1:48 10 8.20 0.167 49.20 15.00 6.80 10.90 27.1 1:53 - 2:03 10 9.30 0.167 55.80 15.50 6.20 10.85 30.9 2:07 - 2:17 10 9.20 0.167 55.20 .15.00 5.80 10.40 31.9 APPENDIX B Laboratory Testing Laboratory Test Results Siodden Engineering August 18 11 Project No. 544 -7026 LABORATORY TESTING Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to our laboratory for additional. observations and testing. Laboratory testing was generally performed in two phases. The first phase consisted of testing in order to determine the compaction of the existing natural and fill soils and the general engineering classifications of the soils underlying the site. This testing was performed in order to estimate the engineering characteristics of the soil and to serve as a basis for selecting samples for the second phase of testing. The second phase consisted of soil mechanics testing. This testing including consolidation, shear strength and expansion testing was performed in order to'provide a means of developing specific design recommendations based on the mechanical properties of the soil.. CLASSIFICATION AND COMPACTION TESTING Unit Weight and Moisture Content Determinations: Each undisturbed sample was weighed and measured in order to determine its unit weight. A small portion of each sample was then subjected to testing in order to determine its moisture content. This was used in order to determine the dry density of the soil in its natural condition. The results of this testing are shown on the Boring Logs. Maximum Density- Optimum Moisture Determinations: Representative soil types were selected for maximum density determinations. This testing was performed in accordance with the ASTM Standard D1557-91 Test Method A. The results of this testing are presented graphically in this appendix. The maximum densities are compared to the field densities of the soil in order to determine the existing relative compaction to the soil. This is shown on the Boring Logs, and is useful in estimating the strength and compressibility of the soil. Classification Testing: Representative soil samples were selected for classification testing. This testing consists of mechanical grain size analyses and Atterberg Limits determinations. These provide information for developing classifications for the soil in accordance with the Unified Classification System. This classification system categorizes the soil into groups having similar engineering characteristics. The results of this testing are very useful in detecting variations in the soils and in selecting samples for further testing. SOIL MECHANIC'S TESTING Direct Shear Testing: One bulk sample was selected for Direct Shear Testing. This testing measures the shear strength of the soil under various normal pressures and is used in developing parameters for foundation design and lateral design. Testing was performed using recompacted test specimens which were saturated prior to testing. Testing was performed using a strain controlled test apparatus with normal pressures ranging from 800 to 2300 pounds per square foot. Slodden Engineering August 18 12 Project No. 544 -7026 . i Expansion Testing: One sample was selected for Expansion testing. Expansion testing was performed in accordance with the UBC Standard 29 -2. This testing consists of remolding 4 -inch diameter by 1 -inch thick test specimens to a moisture content and dry density .corresponding to approximately 50 percent saturation. The samples are subjected to a surcharge of 144 pounds per square foot and allowed to reach equilibrium. At that point the specimens are inundated with distilled water. The linear expansion is then measured until complete. Consolidation Testing: Six relatively undisturbed samples were selected for consolidation testing. For this testing one inch thick test specimens are subjected to vertical loads varying from 575 psf to 11520 psf applied progressively. The consolidation at each load increment was recorded prior to placement of each subsequent load. The specimens were saturated at the 575 psf or 720 psf load increment. Slodden Engineering 124 123 C U a Y q 122 v A 4 A 121 120 Project No.: 544 -7026 9 10 11 12 13 14 Moisture Content ( %) METHOD OF COMPACTION ASTM D- 1557 -91, METHOD A OR C . SAMPLE MAXIMUM UNIT WEIGHT OPTIMUM MOISTURE CONTENT 1 123.0 11.7 Boring 1 @ 1 - 5' MAXIMUM DENSITY - OPTIMUM MOISTURE CURVE C U 0. v r+ a Q L. Q 126 125 Project No.: 544 -7026 124 ' 4 4 ' 8 8.5 9 9.5 10 10.5 11 11.5 12 Moisture Content ( %) METHOD OF COMPACTION ASTM D- 1557 -91, METHOD A OR C AMPLE MAXIMUM UNIT WEIGHT OPTIMUM MOISTURE CONTENT 2 126.0 9.9 Boring 5 @ 1 - 5' MAXIMUM DENSITY - OPTIMUM MOISTURE CURVE Fl/ Q330 0.0-40 -i QOb3 0 OA74 r O.10S m In a200 N Q250 0.420 100 L^ 4700 r CL 10,00 1905 25,40 s A _-4 n N PERCENT PASSING -NGIk (MG-4 (boo n r f n� C� DL270 D D.2'00 ? 140 U -11 C D- ZZ D -60 um D.40 D - - — N Z �^ p O m a20 D ZD Z• o a� 0 � X10 (11 CK rn :)..4 < rq (n < IN In1 I N. co. co V r -�c U r A NO.270 N Q 200 NO. 1.40. U'1 E D— J, Z Z NO.60 orn LOI 4 N0.0 D 4-- Z cn 0 D Z)D NQ 10 NO.4 < m D 1N. 1n r 3/411 A _-4 n N PERCENT PASSING -NGIk (MG-4 (boo n r f n� C� DL270 D D.2'00 ? 140 U -11 C D- ZZ D -60 um D.40 D - - — N Z �^ p O m a20 D ZD Z• o a� 0 � X10 (11 CK rn :)..4 < rq (n < IN In1 I N. co. co V N L Y Q 0 J Z . Q w I In • N L Y 0 Q 0 J Z X Q w I U1 DIRECT SHEAR TESTS DATE: 8-18-97 r rrrrrrrr rrr 40 * rrrrrrrr rrr� 3 5 0 p s f rrrrrrrr r BORING NO. 1 SAMPLENO. Bulk DEPTH 1 -5 Ft. O .2 A .6 .8 IA t2 1!4 L6 NORMAL LOAD, K /FT2 T BORING NO. SAMPLE NO. DEPTH O .2 •4 .6 .8 10 12 IA 1.6 NORMAL L O A D, K/ FT 2 Slodden Engineering I i BORING NO. 1 DATE: -8 -18 -97 DEPTH 10 Ft. - 544 -7026 C N S LIDATION- PRESSURE CURVE J W �o 0 0 Wal e A de 1 2 I i 1 3. ' 4 Z 5 I i I �- 6 Q I I e o u d I I 0 7 I 0 02 0:4 0.6 0.8 i.0 2.0 4.0 6.0 8.010.0 200 NORMAL- LOAD K PS PER SG. F T Slodden Engineering BORING .N10. 2 DATE: 8 -18 -97 DEPTH 2 Ft. 544 -7026 0.2 0.4 0.6 0.8 1.0 2.0 4.0 6.0 8.010.0 20.0 NORMAL LOAD KIPS DER SG rrT- Slodden Engineering ' ��■iNU��e��nun N01■nn IMIMMINIMINI NIMiiiiii w��■un • -��i �iiiiu° � �■isi�.Siiiin w�■ �iiniiiiri MEMINIMINSIN 0.2 0.4 0.6 0.8 1.0 2.0 4.0 6.0 8.010.0 20.0 NORMAL LOAD KIPS DER SG rrT- Slodden Engineering BORING NO. 2 DATE: 8 -18 -97 DEPTH 5 Ft. 544 -7026 C N �IDATION- PRESSURE CURVE J J W �0 a 0 > 2 I i i 3 1 4 { i Z I �odnd 5 R I �. 6 Q � I 0 t� 0.2 O.-4 0.6 0.8 1.0 Z.0 4.0 6.0 8.010.0 200 c NORM A l_ LOAD K Ps PAR sorT Slodden Engineering BORIN1G NO. 2 DATE' 8 -18 -97 DEPTH 15 Ft. 544 -7026 CON-501 I DAT ION - PRESSURE CURVE J W �4 0 0 I I 1 WatE r d4ed 2 I i ' 3 i 0 4 . I Z 5 ►' 0 i �-- 6 I Q I I Q 7 0 8 Z 9 U 10 I i � I i f � 02 04 Q.6 0.8 10 2.0 4.0 6.0 8.0 10.0 200 NORMAL LOAD K Ps r'ER so. 7 Slodden Engineering BORING NO. 4 DEPTH 5 Ft. DATE: 8 -18 -97 544 -7026 02 6 0.6 LO 2G 4.0 6.0 8010.0 240 NORMAL LOAD KIP 5 o c R S Q r T Slodden ENIneering NEESE 111MEM110111 11MEMIME! mmoommem �■��■� ■gnu Miiiiiiu MIMEMINIMEEM10111 Elm ImmoImNiII ��►�i viii° �N� 02 6 0.6 LO 2G 4.0 6.0 8010.0 240 NORMAL LOAD KIP 5 o c R S Q r T Slodden ENIneering BORING NO. 5 DATE: 8 -18 -97 Y DEPTH 20 Ft. 544 -7026 C N L I DAT ION - PRESSURE CURVE J .J W I 0 1 Watgr d ed i � I 2 3 i 1 0 4 Z 5 0 i I Rjbo4no I; 0 � i i .I Z 0 III O.Z O.4 O6 0.6 1C ?r 4.0 6.0 8.010.0 ZO,O NORMAL, LOAD K PS PER SO f-T Slodden Engineering • , I w ANAHEIM TEST LABORATORY j 3008 S. ORANGE AVENUE I SANTA ANA, CALIFORNIA 92707 PHONE (714) 549 -7267 jTO: SLADDEN ENGINEERING: 6782 STANTON AVE. STE. E BUENA PARK, CA. 9062,1 DATE: 8_6_9.7 P.O. No. VERBAL ATTN: BRETT ANDERSON Shipper No. Ilab. No. B 2044 Specification: Material: SOIL PROJECT: 544 -7026 LA QUINTA j BORING 1 @ 1 -5' ANALYTICAL REPORT SOLUBLE SULFATES per CA. 417 148 ppm RESCTF LLYS POPPY BRID iet •,a r -1 144.W FF < A- 4 U F a A-s;.,nn: 7 0 (F . " V . 7 �r ' '; . I I I I _ r. 95--91 ',j flD 7 _'4 2 �7 i-4 j ? 0- 20 40 80 1 60 0 (_44 P lil`��r_.`11__ 36 X lal A k 3 �4 F -7 L p 1 91 U� A'C JNt L V ST �'77� - 7- - - - lug -[3, ISF 06 0 [3 -7 "N PZ V r% 6 7 �j `4] Lp 20 5: 2` F 0, 6 -7-777 m 3 .7. -a iA C �4 + AG 6b 0 F—il V E E2 F ITE DOG 34' f 35' 40%,::,�M[N., m 2 t, 8, b D ? U N E ky' HYDRO 2 45' -32 AC �7 0 X 2 7, [2 - r , r, j Z I 9-81 L 8 5 r L F L 5 A c i,:. in, 0 L p 16 2 4 AG h 7' _sf - - - - ----- --- 7 7,' �w Z_ I TZ 7' 7 X, I I Al� 0 77-7 Z� '[37J] j I w L Ill iiiii ling Ill 11 MEN 11 V 7 �Z D 'Ll N E.,:- 0 M" T Al F2 .61 TMG L 7 V F C S 7� qk, EEL -OFFSITE HYDROLOGY 7* _,;JNT 40 x '1'03 '_U4 T- _0 /C F -EXI S, 5 j , S. G TT E R �CRO X/ L N Q 0 60 0 LP=4 1.2 .8 IV ik �7 C > RESORT' CLUB . . . . . . . . . . % 13 ON- S I T E HYDROLOGY L 73 r-Ali I F kAA7ATI AN Qloo =55.75 US w M" I I ai Is TENTATIVE TRACT NO. 28545 [427.8] V �'Z "M F LA QUINTA RESORT AND HOTEL J MDSM D S C 0 N S U L T N G WORK Doll= oc"tFiz 79-799 Old Avenue 52 (760) 771 -4013 Lo Quinta, CA 92253 FAX 771-4073 NF, Km" EMNEU" SURVEYM 79 r -1 144.W FF < A- 4 U F a A-s;.,nn: 7 0 (F . " V . 7 �r ' '; . I I I I _ r. 95--91 ',j flD 7 _'4 2 �7 i-4 j ? 0- 20 40 80 1 60 0 (_44 P lil`��r_.`11__ 36 X lal A k 3 �4 F -7 L p 1 91 U� A'C JNt L V ST �'77� - 7- - - - lug -[3, ISF 06 0 [3 -7 "N PZ V r% 6 7 �j `4] Lp 20 5: 2` F 0, 6 -7-777 m 3 .7. -a iA C �4 + AG 6b 0 F—il V E E2 F ITE DOG 34' f 35' 40%,::,�M[N., m 2 t, 8, b D ? U N E ky' HYDRO 2 45' -32 AC �7 0 X 2 7, [2 - r , r, j Z I 9-81 L 8 5 r L F L 5 A c i,:. in, 0 L p 16 2 4 AG h 7' _sf - - - - ----- --- 7 7,' �w Z_ I TZ 7' 7 X, I I Al� 0 77-7 Z� '[37J] j I w L Ill iiiii ling Ill 11 MEN 11 V 7 �Z D 'Ll N E.,:- 0 M" T Al F2 .61 TMG L 7 V F C S 7� qk, EEL -OFFSITE HYDROLOGY 7* _,;JNT 40 x '1'03 '_U4 T- _0 /C F -EXI S, 5 j , S. G TT E R �CRO X/ L N Q 0 60 0 LP=4 1.2 .8 IV ik �7 C > RESORT' CLUB . . . . . . . . . . % 13 ON- S I T E HYDROLOGY L 73 r-Ali I F kAA7ATI AN Qloo =55.75 US w M" I I ai Is TENTATIVE TRACT NO. 28545 [427.8] V �'Z "M F LA QUINTA RESORT AND HOTEL J MDSM D S C 0 N S U L T N G WORK Doll= oc"tFiz 79-799 Old Avenue 52 (760) 771 -4013 Lo Quinta, CA 92253 FAX 771-4073 NF, Km" EMNEU" SURVEYM m Q10 9.11 CFS W E 71_01� 0 -g- `7 f -S (1D (45.9) z Q10 INT 7.20 CFS Qloo FLOWBY 014 Q10 7.51 C SEE ON SITE FIYDRQL G Ploo- 30.66 C - 41, TO NODE -W Qjo FLOWBY 1.9 CFS 'g- HOTEL 12 Q100INT 25.80 tZ Ail LP w -1 HOTEL 13 Ap ✓ ANDO g� , klll,;� Qj FLQWBY 4.86 CFS HOTEL 14 Q100 INT = 9.20 CFS 7, . . . . . . . . . SCALE =ZUU' HYDROLOGY R Q100FLOWBY 5.31 CFS . . w j ! 7k""; iU Al 'elf_ '$ -in-q- App0I F5�= oo :1 w GOLF COURSE *r 2,7 2 L11 gg". "MT 21 L"D EXISTING 18" RCP ,N @ 1% 'V Z (49.4) m t pg, t RT p m "P. a m v"` m fV R-1 fir/ 1- "N g _g 116, r I W 5 7N7 5 p4lfw mmR UM LMEM POW"' I COVI= w y MF CONDOMINIUMS PER RCFC&WCD HYDROLOGY MANUAL 6,05, Ad Wu% PLATE 'D 5.6 IMPERVIOUS COVER .60 CFS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I'M SOL TYPE A- N Nu x EGEND DRAINAGE BASIN BOUNDARY SUB-BASIN BOUNDARY NODE NUMBER (51.5) GROUND ELEVATION FLOW DIRECTION PIPE ELEVATION OFF= SITE HYDROLOGY ry ------------------------------------------------------ ------------------------------------------------------------------------------- -------------------------------- TENTATIVE TRACT NO. 28545 1 f LA -QUINTA RESORT AND HOTEL NOTE: OFF—SITE DRAINAGE AREAS WERE DETERMINED USING APPROVED PLANS ON FILE WITH THE CITY OF LA QUINTA M D S CONSUL rING AND FIELD REVIEWED(TRACT NO. 14996) MORSE DOIKICH SCHULTZ 79 -799 Old Avenue 52 (760) 771-4013 La Quinta, CA 92253 FAX 771 -4073 SURVEYING PLANNING ENGINEERING Q10 9.11 CFS W E 71_01� 0 -g- Qloo INT = 7. f -S (1D (45.9) z Q10 INT 7.20 CFS Qloo FLOWBY 014 Q10 7.51 C SEE ON SITE FIYDRQL G Ploo- 30.66 C - TO NODE -W Qjo FLOWBY 1.9 CFS 'g- HOTEL 12 Q100INT 25.80 CFS w -1 HOTEL 13 Q100 14.51 CFS g� , 4 Qj FLQWBY 4.86 CFS HOTEL 14 Q100 INT = 9.20 CFS 7, . . . . . . . . . SCALE =ZUU' HYDROLOGY R Q100FLOWBY 5.31 CFS . . w j ! o -in-q- App0I F5�= oo GOLF COURSE _ES. gg". "MT 6 "K,_4 0 V! HOTEL SITE (SEE ON—SITE R;5 e/ 7.14 HYDROLO GY MAP) rQ10 CFS CD 'd Q., INT = 17.14 CFS t pg, t RT p m "P. a m v"` m fV R-1 fir/ 1- "N g _g 116, r I W 5 7N7 5 p4lfw mmR UM LMEM POW"' I COVI= w y MF CONDOMINIUMS PER RCFC&WCD HYDROLOGY MANUAL 6,05, Ad Wu% PLATE 'D 5.6 IMPERVIOUS COVER .60 CFS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I'M SOL TYPE A- N Nu x EGEND DRAINAGE BASIN BOUNDARY SUB-BASIN BOUNDARY NODE NUMBER (51.5) GROUND ELEVATION FLOW DIRECTION PIPE ELEVATION OFF= SITE HYDROLOGY ry ------------------------------------------------------ ------------------------------------------------------------------------------- -------------------------------- TENTATIVE TRACT NO. 28545 1 f LA -QUINTA RESORT AND HOTEL NOTE: OFF—SITE DRAINAGE AREAS WERE DETERMINED USING APPROVED PLANS ON FILE WITH THE CITY OF LA QUINTA M D S CONSUL rING AND FIELD REVIEWED(TRACT NO. 14996) MORSE DOIKICH SCHULTZ 79 -799 Old Avenue 52 (760) 771-4013 La Quinta, CA 92253 FAX 771 -4073 SURVEYING PLANNING ENGINEERING Qloo INT = 7. f -S (1D (45.9) z Qloo FLOWBY Q10 7.51 C SEE ON SITE FIYDRQL G Ploo- 30.66 C - TO NODE -W HOTEL 12 Q100INT 25.80 CFS w -1 HOTEL 13 Q10 INT 7.1 4 Qj FLQWBY 4.86 CFS HOTEL 14 SCALE =ZUU' HYDROLOGY R Q,. = 11.88 HOTEL 15 o -in-q- App0I F5�= oo _ES. t pg, t RT p m "P. a m v"` m fV R-1 fir/ 1- "N g _g 116, r I W 5 7N7 5 p4lfw mmR UM LMEM POW"' I COVI= w y MF CONDOMINIUMS PER RCFC&WCD HYDROLOGY MANUAL 6,05, Ad Wu% PLATE 'D 5.6 IMPERVIOUS COVER .60 CFS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I'M SOL TYPE A- N Nu x EGEND DRAINAGE BASIN BOUNDARY SUB-BASIN BOUNDARY NODE NUMBER (51.5) GROUND ELEVATION FLOW DIRECTION PIPE ELEVATION OFF= SITE HYDROLOGY ry ------------------------------------------------------ ------------------------------------------------------------------------------- -------------------------------- TENTATIVE TRACT NO. 28545 1 f LA -QUINTA RESORT AND HOTEL NOTE: OFF—SITE DRAINAGE AREAS WERE DETERMINED USING APPROVED PLANS ON FILE WITH THE CITY OF LA QUINTA M D S CONSUL rING AND FIELD REVIEWED(TRACT NO. 14996) MORSE DOIKICH SCHULTZ 79 -799 Old Avenue 52 (760) 771-4013 La Quinta, CA 92253 FAX 771 -4073 SURVEYING PLANNING ENGINEERING Qloo INT = 7. f (1D (45.9) Qloo FLOWBY SEE ON SITE FIYDRQL G HOTEL 11 TO NODE -W HOTEL 12 HOTEL 13 Ei HOTEL 14 HOTEL 15 o -in-q- App0I F5�= t pg, t RT p m "P. a m v"` m fV R-1 fir/ 1- "N g _g 116, r I W 5 7N7 5 p4lfw mmR UM LMEM POW"' I COVI= w y MF CONDOMINIUMS PER RCFC&WCD HYDROLOGY MANUAL 6,05, Ad Wu% PLATE 'D 5.6 IMPERVIOUS COVER .60 CFS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I'M SOL TYPE A- N Nu x EGEND DRAINAGE BASIN BOUNDARY SUB-BASIN BOUNDARY NODE NUMBER (51.5) GROUND ELEVATION FLOW DIRECTION PIPE ELEVATION OFF= SITE HYDROLOGY ry ------------------------------------------------------ ------------------------------------------------------------------------------- -------------------------------- TENTATIVE TRACT NO. 28545 1 f LA -QUINTA RESORT AND HOTEL NOTE: OFF—SITE DRAINAGE AREAS WERE DETERMINED USING APPROVED PLANS ON FILE WITH THE CITY OF LA QUINTA M D S CONSUL rING AND FIELD REVIEWED(TRACT NO. 14996) MORSE DOIKICH SCHULTZ 79 -799 Old Avenue 52 (760) 771-4013 La Quinta, CA 92253 FAX 771 -4073 SURVEYING PLANNING ENGINEERING