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HomeMy WebLinkAboutTract No. 14245 Hydrology StudyCITY OF FONTANA TRACT No. 14245 HYDROLOGY AND HYDRAULICS REPORT July 2005 Prepared By: Van Dell and Associates, Inc. 17801 Cartwright Road Irvine, CA 92614 Tel. (949) 474-1400 hg, eitr 7/Wks- TABLE OF CONTENTS I. INTRODUCTION 1 II. RATIONAL METHOD ANALYSIS 2 III. CATCH BASIN HYDRAULIC ANALYSIS 3 IV. HYDRAULIC ANALYSIS 3 V. RESULTS 4 VI. FIGURES 8 VII. TECHNICAL APPENDICES 9 i 1. Introduction Tract 14245 (Project) is a proposed single-family residential subdivision approximately 15 acres and contains 82 lots located in the City of Fontana, San Bernardino County, California. The proposed tract is bounded on the north by existing Elm Avenue, on the east by existing Tract No. 14050, on the south by dedicated open space in Planning Area 132A, and on the west by the undeveloped hillside of the Jurupa Mountains. The proposed tract is situated on a mass graded pad within the South Fontana drainage area. An existing storm drain system has been constructed to drain the adjacent westerly hillside and protect the mass grading until the tract is developed. The existing storm drain system consists of several earthen embankments, debris risers, and laterals that capture off -site flows from the adjacent slopes and convey it through the Project in a main line located in future Yucatan Drive. In the existing condition, on -site runoff generally sheet flows from southwest to northeast and collects in an existing storm drain running down Elm Avenue to Beech Avenue and outlets to the Declez Channel. The Declez Channel flows westerly along the base of the Jurupa Mountains and discharges to the San Sevaine Channel. The soils in the area are gravel and sand with some sandy -loam soils. Additional hydrology information for the existing condition is contained in the City of Fontana and "Sphere of Influence" Master Storm Drainage Plan Study Summary Report of Volume 1 and Volume 1A (Study), by Hall & Foreman, Inc., dated June, 1992. The tributary area for the hydrology study for the Project includes all of the lots within the tract boundary. The proposed condition will include the typical street section sized to contain the 25-year runoff within the curbs and the 100-year flows within the street right-of-way. At locations where the street capacity is exceeded, new catch basins and new storm drain lines will be sized to collect the 100-year storm flows. A portion of the storm runoff from the Project is collected in three (3) new laterals and one (1) existing lateral that join an existing storm drain located in Yucatan Drive. Another portion of the storm runoff from the Project is collected in a new storm drain with three (3) laterals that joins an existing lateral located in Cancun Drive. The remainder of the storm runoff exits the Project by street flow on the east side of Cancun below Terracina and on the north and south side of Terracina. These flows continue downstream to existing catch basins in Elm Avenue and Tract 14050 as discussed in detail in the Results section of this report. Requests were made to the City of Fontana (City) for the supporting hydrology and hydraulic calculations for the existing storm drain facilities. The City has responded to these requests by indicating that this information is no longer available. A review of the proposed Project and discussions with the City, however, confirm that the proposed Project configuration is consistent with the land -use assumptions used in the design of the existing storm drain facilities. Therefore, this report assumes that the exiting storm drain facilities have been adequately designed and constructed to collect and covey developed condition X:\Projects\887 0103\ENO\WRHYDRO\Tract 14245_rev072205 Textdoc 1 100-year runoff from the Project as well as manage existing flow and debris in off -site areas, as indicated on the As -Built plans for these facilities. Thus, this report contains the hydrology and hydraulic analyses for only the proposed (new) storm drain facilities for the Project. In instances where proposed storm drain facilities junction with existing facilities, the 100-year Hydraulic Grade Line (HGL) as shown on the As -Built plans at the point of connection has been used as the downstream control for the hydraulic analysis of the proposed facility. Furthermore, a hydraulic analysis of the existing storm drain facilities with the flow rates computed in this report would produce impugnable results due to the inconsistency between the probable methodology used for the design of the existing storm drain system and the conservative, more detailed methodology applied to the proposed Project. II. Rational Method Analysis The revised County of San Bernardino Hydrology Manual published in 1986, (Hydrology Manual) provided the guidelines and procedures for the 25- and 100- year Rational Method analyses. The parameters used for the rational method are summarized below. • Hydrologic boundaries were based on street grading plans for the subdivisions as depicted on Figure 1, Hydrology Map, included in this report. • The underlying hydrologic soil group is Type B as shown on Figure C-15 of the Hydrology Manual. A copy of this figure is included in the technical appendices of this report. • The rainfall depths used in the rational method analyses were based on those reported on Hydrology Manual Figure B-3 and B-4 for the 10-year, 1-hour and 100-year, 1-hour storm events, respectively. These values were used to calculate the 1-hour rainfall intensity. • The slope of the intensity-durationcurve is assumed to be 0.6 for watersheds in the southwest portion of the County as discussed in Section D.4, Intensity —Duration Curves, of the Hydrology Manual. • The development density of the Project will be approximately 5.3 dwelling units per acre, which corresponds to 50% impervious areas per Figure C-4. The rational method analysis was performed with software developed by CIVILDESIGN Corporation for both the 25- and 100-year storm events. The software was designed to accept watershed data and perform rational method analyses in accordance with the Hydrology Manual. The software defines subareas and routing paths by means of upstream and downstream node numbers, node elevation, travel distance, soil group, and type of conveyance. The Hydrology Map, Figure 1, shows the location of all node numbers used in the rational method analysis. X:\Projects1881_0103\ENO\WFWYDRO\Tract 14245_rev072205 Textdo 2 Ill. Catch Basin Hydraulic Analysis Catch basins were analyzed in accordance with the procedures provided in the Hydraulic Engineering Circular No.12 (HEC-12) published by the U.S. Federal Highway Administration using the FlowMaster Version 6.0 (FlowMaster) Computer Program developed by Haestad Methods, Inc. The FlowMaster input includes street cross slope, gutter slope, local depression depth, and inlet length. The program calculates inlet efficiency, intercepted flow, bypass flow, depth of flow, and spread. The Project site has eight (8) locations with proposed curb opening type catch basins. The Project uses 6-inch curbs with 3-inch local depressions at sump and flow by locations, respectively. These inlets were analyzed for their interception capacities for both the 25-yr and 100-yr storm discharges depending on whether the installation was in a flow by or a sump condition. The catch basins on the easterly side of Yucatan Drive and Cancun Drive as well as the southerly side of Terracina are all flow by conditions sized to intercept the 25-yr storm discharge. The catch basins on the westerly side of Yucatan Drive and Cancun Drive are sized to intercept the 100-yr storm discharge due to the sump conditions at the downstream end. The Flowmaster analyses and summary table of the catch basin design data are included in the technical appendices of this report. Street capacity calculations have been provided for locations immediately upstream of catch basin locations to show that 100-year peak discharges do not inundate areas outside the street right-of-way. Emergency overflow calculations have also been provided for sump condition catch basins to show that flow escaping the sump area would not inundate private property in the event of an operational failure of a sump condition catch basin. IV. Hydraulic Analysis The hydraulic analysis of the storm drain lines used the Water Surface Pressure Gradient (WSPG) computer software. WSPG calculates frictional losses and corresponding velocities and depths in prismatic conveyances. The input parameters consist of station and invert elevation as well as conveyance geometry and horizontal alignment. WSPG also considers losses resulting from manhole structures and lateral junctions. The initial water surface elevation (WSEL) at the outlets was set equal to the 100-year WSEL's shown on the Southridge Village Storm Drain Plans (Dwg. No.1822). As stated in the introduction to this report, the City has confirmed that the existing storm drain facilities were designed and constructed to collect and convey the developed condition 100-year runoff from the Project. Therefore, only new storm drain facilities have been analyzed in the preparation of this report. The WSPG input and output files for the new facilities are included in the report's technical appendices. X:\Projects\8B1 Ot03\ENO\WF HYDRUTrect 14245rev072205 Texl.doc The WSPG analyses for proposed storm drain laterals were analyzed under the conservative assumption that the peak flow rate for the main storm drain line will occur at the same time as the peak flow rate in the laterals (Peak -to -Peak). The results of this assumption provide for the maximum computed hydraulic grade line (HGL) at the upstream end of the laterals for comparison with adjoining local depression elevations, street grades, and freeboard requirements. Another result of the conservative Peak -to -Peak assumption, however, is that the computed 100-year flow velocities in the laterals are less than the 2 feet -per - second (fps) City -minimum. Therefore, the following factors should also be considered during the review of the hydraulics of the laterals. These factors represent more realistic and less conservative assumptions, which if implemented, would result in flow velocities that exceed the 2 fps City -minimum in the laterals. These factors were reviewed verbally with Mr. Ricardo Garay of the City Public Works Department and were found to be acceptable justification for proposed storm drain improvements in neighboring proposed Tracts in the Southridge Village area. These factors are: The peak flow rate for the laterals, which drain relatively small areas, will not occur at the same time that the peak flow rate in the main storm drain line occurs. Thus, the flow velocity in the laterals at the time of their respective peaks will be approximately equal to their respective normal depth velocities, which exceed 2 fps. • In the unlikely occurrence that the aforementioned Peak -to -Peak assumption is realized under a 100-year storm event, the maximum HGL in the main storm drain line will only exist for a very short duration. Once the peak flow rate is reached in the main line, the HGL will recede and flow velocities in the adjoining laterals will increase beyond 2 fps. • Low -flows from the development that are conveyed through the two laterals will occur in the absence of significant flow in the main storm drain line. Thus, low -flows in the laterals will occur at normal depth with respective velocities that exceed 2 fps. V. Results The results of the Rational Method Hydrology Study are included in the Technical Appendices to this report and summarized in the Hydrology Map, Figure 1. The storm runoff is separated into three watersheds, System A, B, and C. System A accounts for the bulk of the on -site runoff and includes the proposed storm drain system. System B and System C account for on -site runoff that will cross the tract boundary by surface flow in the curb and gutter. This runoff continues downstream to existing storm drains in Elm Avenue and Tract 14050. System A, B, and C are described in detail below. X:\ProJecte\881 O103\ENO\WRHYDRO\Tract 14245_rev072205 Text.doc 4 System A models the proposed storm drain system required to capture on -site flows. The proposed storm drain system uses the existing 36-inch diameter storm drain located in Yucatan Drive and the existing 24-inch diameter stub located in Cancun Drive. The existing storm drain in Yucatan Drive will be modified by adding two (2) junction structures, three (2) 18-inch diameter laterals, one (1) 24-inch diameter lateral and four (4) curb opening -type catch basins with standard local depressions. One of the catch basins is connected to the existing 24-inch stub located in front of Lot 82 as described below. The tributary area for Laterals 4 and 6 includes all of the Tots on the easterly side of Yucatan Drive, north of the intersection with Cancun Drive as illustrated on Figure 1. Lateral 4 is an 18-inch reinforced concrete pipe (RCP) located in front of Lot 76 and Lateral 6 is an existing 24-inch RCP stub in front of Lot No. 82. The two catch basins are sized to intercept the total 25-year runoff in a flow by condition. Due to a sump condition at the southwest corner of Yucatan Drive and Elm Avenue, the tributary area for Laterals 5 and 7 includes all of the Tots on the westerly side of Yucatan Drive and the southerly half of Elm Avenue as illustrated on Figure 1. Lateral 5 is an 18-inch RCP in front of Lot 7 with a catch basin sized to intercept the 25-yr runoff of 2.39 cfs. Lateral 7 is a 24-inch RCP in front of Lot 1 with a catch basin sized to intercept the total 100-yr runoff of 12.46 cfs in a sump condition. The combined flow is carried off -site in an existing 39-inch RCP northerly and then turns easterly down Elm Avenue to a tie-in point with the existing 24-inch stub serving Cancun Drive. It has been determined that these existing lines were designed to accept the developed condition runoff from the Project. Therefore, a hydraulic analysis of these existing lines was not performed. The existing 24-inch stub will be extended up Cancun Drive to the intersection with Terracina Lane. The proposed storm drain, called Line No.1, is engineered with two (2) junction structures, three (3) 18-inch diameter laterals, and four (4) curb opening -type catch basins with standard local depressions as described below. The tributary area for Line No.1 and Lateral 1 includes the easterly portion of Cancun Drive north of the intersection with Terracina Lane and the two easterly lots at the cul-de-sac on Yucatan Drive as shown on Figure 1. Line No.1 is an 18-inch RCP in front of Lot 43 and Lateral 1 is an 18-inch RCP in front of Lot 44. The two catch basins are sized to intercept the total 25-year runoff in a flow by condition. Similar to the intersection of Yucatan Drive and EIm Avenue, the street grading at the southwest corner of Cancun Drive and EIm Avenue creates a sump condition. Therefore, the tributary area for Laterals 2 and 3 includes all of the lots on the westerly side of Cancun Drive and the southerly half of Elm Avenue east of Yucatan Drive as shown in Figure 1. Lateral 2 is an 18-inch RCP in front of X:\Projects\081_0103\ENG\W PHYDROITract 14245_rev072205 Textdoc 5 Lot 49 with a catch basin sized to intercept the 25-yr runoff. Lateral 3 is a 24- inch RCP in front of Lot 47 with a catch basin sized to intercept the total 100-yr runoff of 12.10 cfs in a sump condition. The combined flow is carried northerly off -site in the existing 24-inch RCP stub, confluences with the existing 36" RCP main line in Elm Avenue, and then proceeds downstream. Table 5-1 below summarizes the peak discharges at various points along the proposed storm drain system. Table 5-1 Rational Method Hydrology Maximum 10-Year and 100-Year Storm Drain Flow Rates Storm Drain Downstream Tributary Maximum Maximum Line Node Area 25-Year Q 100-Year Q Number (Ac) (cfs) (cfs) Line No.1, Lateral 1 49AB 3.5 7.7 10.1 Lateral 2 57 3.0 8.3 10.7 Jxn Str.1 71 6.5 15.2 19.7 Lateral 3 61 0.9 3.0 3.9 Jxn Str.2 73 6.4 17.6 22.8 Lateral 4 6 5.2 5.1 6.6 Lateral5 7 3.4 8.0 10.4 Jxn Str.3 9 * * 109.9** Exist. Jxn Str.4 10 * * 130.7** Lateral6 33 0.8 2.4 3.1 Lateral 7 23 1.4 3.7 4.8 Jxn Str.4 11 * * 136.5 Exist. Jxn Str.5 13 * * 153.2 Exist. Jxn Str.6 75 * * 170.2 * The tributary area and 25-yr runoff for these locations is not known. wa The 100-yr flow rate upstream of these locations is listed on the Storm Drain Plans for Southridge Village (Dwg. No.1822) and included in the CivilD analysis as User Defined Input of 96 cfs at Node 9 and 21 cfs at Node 10. However, the depth from finished grade to the HGL of the proposed storm drain system is always greater than 2.36-ft. Therefore, above Junction Structure 4, the proposed storm drain system has sufficient capacity to convey the flow increases indicated above. As shown on Figure 1, System B and System C account for on -site runoff that will cross the tract boundary by surface flow in the curb and gutter. System B represents the remaining street surface area in Cancun Drive north of Terracina Lane. This residual area measures 0.16 acres and generates 0.77 cfs in a 100- X:\Projects\881 0103\ENG\W RHYDRO\Tract 14245_rev072205 Text.doc 6 year event. An analysis of the existing catch basin has been included in the technical appendices of this report that demonstrates the adequacy of the existing catch basin to intercept the 100-year flow. System C describes Lots 45 and 46, which complete the build -out of lots fronting Terracina Lane. This area measures 0.57 acres, and the runoff from these lots will flow easterly to the existing catch basins at the intersection of Terracina Lane and Willow Drive inside Tract 14050. It has been determined through discussions with the City that the design of these catch basins include the presence of Lots 45 and 46 due to grade restrictions that prohibit flow to any other collection point. X:\Projects\881_0103\ENG\WF HYDRO1Tract 14245_rev072205 Text.doc VI. Figures Figure 1 — Vicinity Map and Rational Method Hydrology Map X;\Projects\881 01031ENG\WFWYDR01Tract 14245_rev072205 Textdoc VA VAN DELL AND ASSOCIATES, INC. Engineers Planners Surveyors 17801 Cartwright Road, Irvine, CA. 92814 7:(944) 474.1400 F:(949) 281.8482 Internet Site: www.VanfeiICE.00rn CITY OF FONTANTA SOUTHRIDGE VILLAGE TRACT 14245 DATE 05/04 FIGURE 01 VICINITY MAP L X:/PROJECTS/881_0103/ENG/MISC/VICINITY MAP.DGN HYDROLOGY MAP FOR TRACT NO. 14245 City of Fontana CATCH BASIN SUMMARY C.B# TYPE OF CB NODE DESIGN Q25 (cfs) Q25 INTERCEPTED (cfs) Q25 BY-PASS (cfs) DESIGN Qioo (cfs) Qioo INTERCEPTED (cfs) Qioo BY-PASS (cfs) LENGTH OF C.B. REMARK 1 FLOW -BY 49B 2.92 2.92 - 4.53 4.53 - 24.0 Collects By -Pass flow from CB#8 2 FLOW -BY 57 8.25 2.43 5.82 10.66 2.74 7.92 7.0 Sends By -Pass flow into CB#3 3 SUMP 61 3.04 8.86* - 3.87 12.10* - 8.0 Collects By -Pass flow from CB#2 and CB#6 4 FLOW -BY 6 5.13 3.81 1.32 6.62 4.41 2.21 16.0 Sends By -Pass flow into CB#6 5 FLOW -BY 7 8.00 2.39 5.61 10.40 2.70 7.70 7.0 Sends By -Pass flows into CB#7 6 FLOW -BY 33 2.39 3.71* - 3.05 4.95* 0.31 20.0 Collectsesy-a By -Pass flow intofrom CB#4, Sends By -Pass flows into CB#3 7 SUMP 23 3.72 3.72 - 4.76 12.46* - 9.0 Collects By -Pass flow from CB#5 8 FLOW -BY 49A 7.74 4.82 2.92 10.09 5.56 4.53 16.0 Sends By -Pass flows into CB#1 *Q Intercepted=Q By -Pass flowing in + Design Q TO EXISTING CATCH BASIN AT TERRACINA LANE AND WILLOW DRIVE BY-PAa FLOW TO OFF TE Q25 = 0.03 \Qioo =0.07 v \�� .t� \\. ELM S\\ EXISTING • e �\ \ 50 =1. Q25 = 0.61 XJS 6 EL=1018.2 -Q,00 =170.24 Q25 = 163.78 Tc=13.48 min. JS2 EL=1019.8 L=105 ft. Q,00 =22.78 Q25 = 17.60 Tc=8.52 min. XJS 5 EL=1037.4 L=304 ft. Qioo =153.24 Q25 = 148.78 Tc=13.29 min. Quo =17 OFFSITE FLOW JS 4 EL=1040.4 L=60 ft. Quo =136.53 Q25 = 132.09 Tc=13.25 min. EX. 24" RCP W/ RISER - • (SEE DWG. 1822, SHT. 30) CBl.3 30. �l= 026.3 25 ft 'Q25 Tc= L1 1035.3 L2 ,031:3 L.-27 ago = Q25\= 8. Tc- .3 EL=1057.5` =293 ` f lI cci n Li-1 M \ v2 E =1046;4 Q26 �� L 6 ft. wo 6 .05 5 Qc2.39j � i sae _- -i EL1=1050. t EL2=1046.1\ �3 L,5of 6 A�. 1 t w'°-3%2 i c=8.64 min. . a \\ 6 • CI-40 L=1048.2 =277 ft. EX. 24" RCP W/ RISER (SEE DWG. 1822, SHT. 30) Q,00 = 21 OFFSITE FLOW 50' 0' 14050 1 < ao Cr_ L.C1 EL \ L= 1=1064.0 1060 0 1, L 6ft. 10 62 won tY ' L=1069.6 =450 ft. FLOW it t\ 1 a_ CO 25' 50' GRAPHIC SCALE: 1" = 50' 11 1 ! srri„...0 Vie- EX. 24" RCP W/ RISER % (SEE DWG. 1822, SHT. 30) EL:.1067.4 =1`87.1 EX. 18" RCP W/ RISER (SEE DWG. 1822, SHT. 30) LEGEND: (88) SURFACE EL. ■ INVERT EL. ■ Q100 = Q25 = TC= NODE POINTS W/ ELEVATION TRIBUTARY AREA, ACRES DRAINAGE BOUNDRY SUBAREA DRAINAGE BOUNDRY FLOW PATH 100 -YR RUNOFF (CFS) 25 -YR RUNOFF (CFS) TIME OF CONCENTRATION (MIN) EL=1097.2 L=258 ft. z < 4 r ELtit) a 2\ 4-0•* **-1° EX. 24" RCP W/ RISER (SEE DWG. 1822, SHT. 32) TETIND MULBERRY AVE JURUPA AVE DECLEZ BASIN � EX. 30" RCP W/ RISER / ` --(SEE DWG. 1822, SHT. 32) CHERRY AVE tti W Q Q Q O 2 > K am g 3 a a W W yM H IL mI IIJURUPA 1 IIAVE 1.�91:1'rni i C MAP N.T.S. N 1- IL CASCADA CT WILLOWIV ALPINE DRIVE PROJECT SITE THOMAS BROTHERS MAP REFERENCE SAN BERNARDINO AND RIVERSIDE COUNTY 2003 EDITION PAGE 644, F-4 LOT #2 PAD EL=55.5 20' 23 EL=1095.3 L=462 ft. i 4:4 4 E1100.0 LL=13 0 1 SD EASEMENT 0.46' 4' SECTION A -A N.T.S. 20' LOT #3 PAD EL=58.5 LOT #7 PAD EL=68.9 LOT #13 PAD EL=84.8 SD EASEMENT 0.35' 4' SECTION B-B N.T.S. 20' LOT #8 PAD EL=71.9 LOT #18 PAD EL=93.4 SD EASEMENT 0.25' 4' SECTION C-C N.T.S. 20' LOT #14 PAD EL=87.7 SD EASEMENT 0.51' 1 4' SECTION D-D N.T.S. LOT #19 PAD EL=94.7 NO. DATE REVISIONS APP. VAN DELL AND ASSOCIATES, INC. CIVIL ENGINEERS SURVEYORS LAND PLANNERS 17801 CARTWRIGHT ROAD IRVINE CA 92714 (714) 474-1400 HYDROLOGY MAP TRACT 14245 CITY OF FONTANA LATEST REV DATE: 01/05 PROJECT NO: 881_0103 PROJ MGR: DDV 1" = 50' DES MGR: DESIGNER: RTC DRAFTER: SWL FIGURE X: \Projects\881 _0100\ENG\SHT\Tract 14245\HM\14245E01 _XHM_B02.dwg 11/10/2004 3: 48: 31 PM PST VII. Technical Appendices • 25-Year Storm Hydrology Calculations 100-Year Storm Hydrology Calculations FlowMaster Catch Basin Calculations > Catch Basin Summary > Catch Basin #1 > Catch Basin #2 > Catch Basin #3 > Catch Basin #4 > Catch Basin #5 > Catch Basin #6 ➢ . Catch Basin #7 > Catch Basin #8 > Existing Catch Basin on Elm Street 25-Year Storm WSPG Hydraulic Calculations (Line No.1, Lateral 1, 2, 3, 4, 5, 6, & 7) 100-Year Storm WSPG Hydraulic Calculations (Proposed Condition Storm Drain in Yucatan Drive) X:\Projects\881 0103\ENQ\WFWYDR01Tract 14245_rev072205 Text.doc 1 ACTUAL IMPERVIOUS COVER 4 Recommended Value • For Average Land Use (1) Range -Percent Conditions -Percent (2) Natural or Agriculture 0 - 0 0 Public Park 10 - 25 15 School 30 - 50 40 Single Family Residential: (3) . 2.5 acre lots . 5 - 15 10 1 acre lots 10 - 25 20 2 dwellings/acre • 20 - 40 30 3-4 dwellings/acre goz 5-7 dwellings/acre ('is,4 = S. 3 22-qc) 30 - 50 35 - 55 40 50 • 6060 8-10 dwellings/acre More than 10 dwellings/acre 50 - 70 65 - 90 • Multiple Family Residential: Condominiums 45 - 70 65 Apartments 65 - 90 80 \ Mobile Home Park 60 - 85 75 Commercial, Downtown Business or Industrial 80 - 100 90 Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some- areas to use ornamental gravels underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area shall always be made, and a review of aerial photos, where available, may assist in estimating the percentage of impervious cover in developed areas. 3. For typical equestrian subdivisions increase values recommended in the table above. impervious area 5 percent over the ACTUAL IMPERVIOUS COVER SAN BERNARDINO COUNTY FOR HYDROLOGY MANUAL DEVELOPED AREAS w r.-R O U_ ' ' • • em[•�i•II��r7:t•1.1]1�iT 1 • Q Ui l � i l = � ' l • • \ j YDROLOGY MANUA R6W FWELIA o7.30 I -/-1 1.7 1 1 -....„. ....70. _ ,--- 1- -r- J , R2W RIW RIE .),- ,.. . 1:,.0 • - --1 I \ i_ r-- t-1 J r- , 1.7 3•41 MO . r, 1 .1.., : \ I . ! IL • .. K .-1. • I ' - • • ,. L ARROr• :1 '':t. ,9 61 .i! . I4G4.6T :.1...- • . ....z. - - ts- '11/71 lilt . ' 1 . •!' % z II/Ftfl..21...14Esraissommu z 2 . r .•,..... - . . •i- r,.. • .9 . ..rt -4111111111.1rulan, _ t: 1; I7 %. :i • ; ,e. ••c, • -s -:- f .16 1 ' L7 Ii ! ' .•;`-1:-.. If.."*" ‘...i s - - 1-'. -1- - 4- 1 •I.L I.E. .111111/111 IIV4. VN1 - .:*"''''4 I -.- 47,7. -... 7 e, 0 ;7. • • ' I _.,„d1Sriraiell11111111111/11111121111111111111iirileffiii i I '- ---- z.... 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RSIDE 'HY° RI R3 4W 5AN • RERNA DINO _.E.•r AV( SAN. BERNARDINO COUNTY HYDROLOGY MANUAL 1-' R I W • CITY- ARLOAc R 2 E + I!4,5' T4N • •i.I . • I 3N'_ 1< I. ): 1 !it. 40 . 1,71./40 -: . , 1 1 I- -I- ALDWI N L (DRY) I N 1 I II L -134aT? N .% - I 1/-c • - -+-- -- r_ r • • 4AN Gcn�°tT% I r� .I. ..I • -r-4 -- r- H- --:- --I -1= - i 1 H6445 1;5: RIE r 1 1 ;I R•E II -I 1-34•Do REDUCED DRAWING 1 I SCALE 11.= . 4 1LES j � LEGENDS -8 ISOLINNEESpRECIP1TATION (INCHES) SAN BERNARDINO - - COUNTY FLOOD CONTROL DISTRICT . VALLEY: AREA" ISOHYETALS` YIDS - 10. YEAR -I HOUR BASED ON U.S.D.C, NAA.4. ATLAS 2, 1973,... APf'FBNED BY �� • FLOO'G TRDL At DATE 1982 SCALE ` FILE NO. r•2Mi WRO-1 (GI NEER'" DRWC NO -3 lr_rroc c_z 3.5 3 2.5 cn W 0 z z 0 w 0 J a (1) . SS) 0.5 .04 3.5 2.5 2 1.5 ,(l00,1.33) (s,' .15) (.$).04) CID,. 5 10 25 RETURN PERIOD IN YEARS 0.5 0 50 100 NOTEt I. FOR INTERMEDIATE RETURN PERIODS PLOT 10-YEAR AND 100-YEAR ONE HOUR VALUES FROM MPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIOD. FOR EXAMPLE GIVEN 10-YEAR ONE HOUR ■ 0.95" AND 100-YEAR CNE HOUR ■ 1.60" , 25-YEAR ONE HOUR ■ 1.1e". REFERENCE 'NO A A ATLAS 2, VOLUME Mt-CAL.,19T3 SAN BERNARDINO COUNTY HYDROLOGY MANUAL RAINFALL DEPTH VERSUS RETURN PERIOD FOR PARTIAL DURATION SERIES D-7 FIGURE D-2 25-Year Storm Hydrology Calculations X:\ProIecta\881_o1 O31ENG\W PHYDRO\Tract 14245_rev072205 Text.doc 10 • Rational Method Hydrology Calculation — Area A T14245A25 San Bernardino County Rational Hydrology Program (Hydrology Manual Date.- August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 11/10/04 FONTANA - TRACT 14245 DEVELOPED CONDITION HYDROLOGY STUDY 25 YEAR 1 HOUR STORM - FLOW PATH A NOVEMBER 2004 Van Dell & Associates, Inc., Irvine, CA - S/N 953 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 0.890(In.) 100 Year storm 1 hour rainfall = 1.330(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.065 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from,Point/Station 1.000 to Point/Station 3.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 213.000(Ft.) Top (of initial area) elevation = 1100.000(Ft.) Bottom (of initial area) elevation = 1095.300(Ft.) Difference in elevation = 4.700(Ft.) Slope = 0.02207 s(%)= 2.21 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.121 min. Rainfall intensity = 3.826(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.814, Subarea runoff = 0.872(CFS) Total initial stream area = 0.280(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 5.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1095.300(Ft.) End of street segment elevation = 1083.000(Ft.) Length of street segment = 462.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.)' Slope from gutter to grade break (v/hz) = 0.093 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft ) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.642(CFS) Depth of flow = 0.188(Ft.), Average velocity = 3.478(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.300(Ft.) Flow velocity = 3.48(Ft/s) Travel time = 2.21 min. TC = 9.33 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 3.252(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.798 Page 1 T14245A25 Subarea runoff = 4.478(CFS) for 1.780(Ac.) Total runoff = 5.350(CFS) Effective area this stream = 2.06(Ac.) Total Study Area (Main Stream No. 1) = 2.06(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 5.350(CFS) Half street flow at end of street = 5.350(CFS) Depth of flow = 0.219(Ft.), Average velocity = 3.832(Ft/s) Flow width (from curb towards crown)= 11.874(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 7.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1083.000(Ft.) End of street segment elevation = 1064.200(Ft.) Length of street segment = 380.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.093 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.025(CFS) Depth of flow = 0.216(Ft.), Average velocity = 5.175(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.710(Ft.) Flow velocity = 5.17(Ft/s) Travel time = 1.22 min. TC = 10.56 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 3.021(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.791 Subarea runoff = 2.651(CFS) for 1.290(Ac.) Total runoff = 8.001(CFS) Effective area this stream = 3.35(Ac.) Total Study Area (Main Stream No. 1) = 3.35(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 8.001(CFS) Half street flow at end of street = 8.001(CFS) Depth of flow = 0.227(Ft.), Average velocity = 5.347(Ft/s) Flow width (from curb towards crown)= 12.289(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 9.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1060.200(Ft.) Downstream point/station elevation = 1050.700(Ft.) Pipe length = - 33.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.001(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.001(CFS) Normal flow depth in pipe = 4.58(In.) Flow top width inside pipe = 15.68(In.) Critical Depth = 13.15(In.) Pipe flow velocity = 22.58(Ft/s) Travel time through pipe = 0.02 min Time of concentration (TC) = 10.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 9.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.350(Ac.) Runoff from this stream = 8.001(CFS). Time of concentration = 10.58 min... Rainfall intensity = 3.017(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Page 2 T14245A25 Process from Point/Station 2.000 to Point/Station **** INITIAL AREA EVALUATION **** 4.000 RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 198.000(Ft.) Top (of initial area) elevation = 1092.400(Ft.) Bottom (of initial area) elevation = 1087.100(Ft.) Difference in elevation = 5.300(Ft.) Slope = 0.02677 s(%)= 2.68 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.654 min. Rainfall intensity = 3.985(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.817 Subarea runoff = 1.172(CFS) Total initial stream area = 0.360(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 6.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****' Top of street segment elevation = 1087.100(Ft.) End of street segment elevation = 1064.000(Ft.) Length of street segment = 501.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutterr to grade break (v/hz) = 0.093 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.631(CFS) Depth of flow = 0.168(Ft.), Average velocity = 4.268(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.298(Ft.) Flow velocity = 4.27(Ft/s) Travel time = 1.96 min. TC = 8.61 min. Adding area flow to street. RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 3.414(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.803 Subarea runoff = 3.956(CFS) for 1.510(Ac.) Total runoff = 5.128(CFS) Effective area this stream = 1.87(Ac.) Total Study Area (Main Stream No. 1) = 5.22(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 5.128(CFS) Half street flow at end of street = 5.128(CFS) Depth of flow = 0.193(Ft.), Average velocity = 4.656(Ft/s) Flow width (from curb towards crown)= 10.560(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 9.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1060.000(Ft.) Downstream point/station elevation = 1050.700(Ft.) Pipe length = 16.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.128(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.128(CFS) Normal flow depth in pipe = 3.09(In.) Flow top width inside pipe = 13.57(In.) Critical Depth = 10.46(In.) Pipe flow velocity = 25.42(Ft/s) Travel time through pipe 0.01 min. Time of concentration (TC) = 8.62 min. Page 3 LATE -AL q-• INTO Pf 5,el c_fs LEN PASS = 1.32 c.fs) T14245A25 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 9.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.870(Ac.) Runoff from this stream = 5.128(CFS) Time of concentration = 8.62 min. Rainfall intensity = 3.411(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** UNDEVELOPED (dense cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 61.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.666(In/Hr) Rainfall intensity = 2.666(In/Hr) for a 25.0 year storm User specified values are as follows: TC = 13.00 min. Rain intensity = 2.67(In/Hr) Total area this stream = 50.00(Ac.) Total Study Area (Main Stream No. 1) = 55.22(Ac.) Total runoff = 96.00(CFS) C2S*112- OW-_ Noy- 1'^ tM1,1) Process from Point/Station 9.000 to Point/Station 9.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 50.000(Ac.) Runoff from this stream = 96.000(CFS) Time of concentration = 13.00 min. Rainfall intensity = 2.666(In/Hr) Area averaged loss rate (Fm) = 0.6657(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 8.001 10.58 3.017 2 5.128 8.62 3.411 3 96.000 13.00 2.666 Qmax(1) _ 1.000 * 1.000 * 8.001) + 0.870 * 1.000 * 5.128) + 1.175 * 0.814 * 96.000) + = 104.298 Qmax(2) _ 1.149 * 0.815 * 8.001) + 1.000 * 1.000 * 5.128) + 1.372 * 0.663 * 96.000) + = 99.993 Qmax(3) = 0.868 * 1.000 * 8.001) + 0.755 * 1.000 * 5.128) + 1.000 * 1_000.* 96..000) + = 106.816 Total of 3 streams to confluence: Flow rates before confluence point: 8.001 5.128 96.000 Maximum flow rates at confluence using above data: 104.298 99.993 106.816 Area of streams before confluence: 3.350 1.870 50.000 Effective area values after confluence: 45.924 37.757 55.220 Results of confluence: Total flow rate = 106.816(CFS) Time of concentration = 13.000 min. Effective stream area after confluence = 55.220(Ac.) Stream Area average Pervious fraction(Ap) = 0.953 Stream Area average soil loss rate(Fm) = 0.638(In/Hr) Study area (this main stream) = 55.22(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 10.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1050.700(Ft.). Downstream point/station elevation = 1042.090(Ft.) Pipe length = 218.00(Ft.) Manning's N = 0.013 Page 4 T14245A25 No. of pipes = 1 Required pipe flow = 106.816(CFS) Given pipe size = 39.00(In.) Calculated individual pipe flow = 106.816(CFS) Normal flow depth in pipe = 22.92(In.) Flow top width inside pipe = 38.39(In.) Critical Depth = 36.78(In.) Pipe flow velocity = 21.06(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 13.17 min. Process from Point/Station 10.000 to Point/Station 10.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 55.220(Ac.). Runoff from this stream = 106.816(CFS) Time of concentration = 13.17 min. Rainfall intensity = 2.645(In/Hr) Area averaged loss rate (Fm) = 0.6375(In/Hr) Area averaged Pervious ratio (Ap) = 0.9527 Process from Point/Station 10.500 to Point/Station 10.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** UNDEVELOPED (dense cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 61.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm).. 0.666(In/Hr) Rainfall intensity = 2.666(In/Hr) for a 25.0 year storm User specified values are as follows: TC = 13.00 min. Rain intensity = 2.67(In/Hr) Total area this stream = 50.00(Ac.) Total Study Area (Main Stream No. 1) = 105.22(Ac.) Total runoff = 21.00(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 10.000 **** CONFLUENCE OF'MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 50.000(Ac.) Runoff from this stream = 21.000(CFS) Time of concentration = 13.00 min. Rainfall intensity = 2.666(In/Hr) 'Area averaged loss rate (Fm) = 0.6657(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary. of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 106.816 13.17 .. 2.645 2 21.000 13.00 2.666 Qmax(1) = 1.000 * 1.000 * 106.816) + 0.990 * 1.000 * 21.000) + = 127.596 Qmax(2) = 1.010 * 0.987 * 106.816) + 1.000 * 1.000 * 21.000) + = 127.520 Total of 2 streams to confluence: Flow rates before confluence point: 106.816 21.000 Maximum flow rates at confluence using above data: 127.596 127.520 Area of streams before confluence: 55.220 50.000 Effective area values after confluence: 105.220 104.497 Results of confluence: Total flow rate = 127.596(CFS) Time of concentration =- 13.172 min. Effective stream area after confluence = 105.220(Ac.) Stream Area average Pervious fraction(Ap) = 0.975 Stream Area average soil loss rate(Fm) = 0.651(In/Hr) Study area (this main stream) = 105.22(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 ****.PIPEFLOW TRAVEL'TIME (User specified size) **** Page 5 T14245A25 Upstream point/station elevation = 1042.090(Ft.) Downstream point/station elevation = 1040.400(Ft.) Pipe length = 83.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 127.596(CFS) Given pipe size = 39.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 5.802(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 1.981(Ft.) Minor friction loss = 5.510(Ft.) K-factor = 1.50 Pipe flow velocity = 15.38(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 13.26 min. Process from Point/Station 11.000 to Point/Station 11.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 105.220(Ac.) Runoff from this stream = 127.596(CFS) Time of concentration = 13.26 min. Rainfall intensity = 2.635(In/Hr) Area averaged loss rate (Fm) = 0.6509(In/Hr) Area averaged Pervious ratio (Ap) = 0.9752 Process from Point/Station 31.000 to Point/Station 33.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 392.000(Ft.) Top (of initial area) elevation = 1065.300(Ft.) Bottom (of initial area) elevation = 1050.400(Ft.) Difference in elevation = 14.900(Ft.) Slope = 0.03801 s(%)= 3.80 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.152 min. Rainfall intensity = 3.528(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.806 Subarea runoff = 2.390(CFS) Total initial stream area = 0.840(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 11.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1046.400(Ft.) Downstream point/station elevation = 1040.400(Ft.) Pipe length = 16.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.390(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.390(CFS) Normal flow depth in pipe = 2.37(In.) Flow top width inside pipe =12.18(In.) Critical Depth = 7.02(In.) Pipe flow velocity = 17.36(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 8.17 min. --� LA102AL 5. INVIEK6PT 2.as c{$ STOW, 4 PAY PACs 1, 92 cis ®SfE C$ CALCS tK 3.7I c fS NOcA TA 1_FT Du ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 11.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.840(Ac.) Runoff from this stream = 2.390(CFS) Time of concentration = 8.17 min. Rainfall intensity = 3.524(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 23.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Page 6 T14245A25 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 432.000(Ft.) Top (of initial area) elevation = 1065.000(Ft.) Bottom (of initial area) elevation = 1050.100(Ft.) Difference in elevation = 14.900(Ft.) Slope = 0.03449 s(%)= 3.45 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.642 min. Rainfall intensity = 3.407(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.803 Subarea runoff = 3.201(CFS) Total initial stream area = 1.170(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 23.000 **** SUBAREA FLOW ADDITION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)=. 0.367(In/Hr) Time of concentration = 8.64 min. Rainfall intensity = 3.407(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.803 Subarea runoff = 0.520(CFS) for 0.190(Ac.) Total runoff = 3.720(CFS) Effective area this stream = 1.36(Ac.) Total Study Area (Main Stream No. 1) = 107.42(Ac.) Area averaged Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 11.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1046.100(Ft.) Downstream point/station elevation = 1040.400(Ft.) Pipe length = 24.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.720(CFS), Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.720(CFS) Normal flow depth in pipe = 3.28(In.) Flow top width inside pipe = 13.90(In.) Critical Depth = 8.85(In.) Pipe. flow velocity = 16.87(Ft/s) Travel time through pipe ,= 0.02 min. Time of concentration (TC) = 8.67 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 11.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 1.360(Ac.) Runoff from this stream = 3.720(CFS) Time of concentration = 8.67 min. Rainfall intensity = 3.401(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 127.596 13.26 2.635 2 2.390 8.17 3.524 3 3.720 8.67, 3.401 Qmax(1) _ 1.000 * 1.000 * 127.596) + 0.718 * 1.000 * 2.390) + 0.747 * 1.000 * 3.720) + = 132.093 Qmax(2) _ 1.448 * 0.616 * 127.596) + 1.000 * 1.000 * 2.390) + 1.041 * 0.943 * 3.720) + _ Qmax (3) 119.849 Page 7 T14245A25 1.386 * 0.653 * 127.596) + 0.961 * 1.000 * 2.390) + 1.000 * 1.000 * 3.720) + = 121.599 Total of 3 streams to confluence: Flow rates before confluence point: 127.596 2.390 3.720 Maximum flow rates at confluence using above data: 132.093 119.849 121.599 Area of streams before confluence: 105.220 0.840 1.360 Effective area values after confluence: 107.420 66.922 70.949 Results of confluence: Total flow rate = 132.093(CFS) Time of concentration = 13.262 min. Effective stream area after confluence = 107.420(Ac.) Stream Area average Pervious fraction(Ap) = 0.965 Stream Area average soil loss rate(Fm) = 0.645(In/Hr) Study area (this main stream) = 107.42(Ac.) Process from Point/Station 11.000 to Point/Station 13.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1040.400(Ft.) Downstream point/station elevation = 1037.400(Ft.) Pipe length = 60.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 132.093(CFS) Given pipe size = 39.00(In.) Calculated individual pipe flow = 132.093(CFS) Normal flow depth in pipe = 24.40(In.) Flow top width inside pipe = 37.75(In.) Critical depth could not be calculated. Pipe flow velocity = 24.19(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 13.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 13.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 107.420(Ac.) Runoff from this stream = 132.093(CFS) Time of concentration = 13.30 min. Rainfall intensity = 2.630(In/Hr) Area averaged loss rate (Fm) = 0.6451(In/Hr) • Area averaged Pervious ratio (Ap) = 0.9655 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 13.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** UNDEVELOPED (dense cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 61.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.666(In/Hr) Rainfall intensity = 2.666(In/Hr) for a 25.0 year storm User specified values are as follows: TC = 13.00 min. Rain intensity = 2.67(In/Hr) Total area this stream = 50.00(Ac.) Total Study Area (Main Stream No. 1) = 157.42(Ac.) Total runoff = 17.00(CFS) ._..--1- (2 /1 _ V# LL) Nor rdo ++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 13.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 50.000(Ac.) Runoff from this stream = 17.000(CFS) Time of concentration = 13.00 min. Rainfall intensity = 2.666(In/Hr) Area averaged loss rate (Fm) = 0.6657(In/Br) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 132.093 17.000 Rainfall Intensity (In/Hr) 13.30 2.630 13.00 2.666 Page 8 Qmax(1) = Qmax(2) = T14245A25 1.000 * 1.000 * 132.093) + 0.982 * 1.000 * 17.000) + = 148.781 1.018 * 0.977 * 132.093) + 1.000 * 1.000 * 17.000) + = 148.464 Total of 2 streams to confluence: Flow rates before confluence point: 132.093 17.000 Maximum flow rates at confluence using above data: 148.781 148.464 Area of streams before confluence: 107.420 50.000 Effective area values after confluence: 157.420 154.967 Results of confluence: Total flow rate = 148.781(CFS) Time of concentration = 13.304 min. Effective stream area after confluence = 157.420(Ac.) Stream Area average Pervious fraction(Ap) = 0.976 Stream Area average soil loss rate(Fm) = 0.652(In/Hr) Study area (this main stream) = 157.42(Ac.) Process from Point/Station 13.000 to Point/Station 75.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1037.400(Ft.) Downstream point/station elevation = 1018.200(Ft.) Pipe length = 304.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 148.781•(CFS) Given pipe size = 39.00(In.) Calculated individual pipe flow = 148.781(CFS) Normal flow depth in pipe = 24.42(In.) Flow top width inside pipe = 37.74(In.) Critical depth could not be calculated. Pipe flow velocity = 27.20(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 13.49 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 75.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Effective stream flow area = 157.420(Ac.) Total study area this main stream = 157.420(Ac.) Runoff from this stream = 148.781(CFS) Time of concentration = 13.49 min. Rainfall intensity = 2.608(In/Hr) Area averaged loss rate (Fm) = 0.6517(In/Hr) Area averaged Pervious ratio (Ap) = 0.9764 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 43.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 258.000(Ft.) Top (of initial area) elevation = 1097.200(Ft.) Bottom (of initial area) elevation = 1093.000(Ft.) Difference in elevation = 4.200(Ft.) Slope = 0.01628 s(%)= 1.63 TC = k(0.389)*((length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.171 min. Rainfall intensity = 3.523(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.806 Subarea runoff = 1.307(CFS) Total initial stream area = 0.460(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 45.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = '1093.000(Ft.) Page 9 T14245A25 End of street segment elevation = 1067.400(Ft.) Length of street segment = 391.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.093 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.769(CFS) Depth of flow = 0.140(Ft.), Average velocity = 4.543(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.896(Ft.) Flow velocity = 4.54(Ft/s) Travel time = 1.43 min. TC = 9.61 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 3.197(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.797 Subarea runoff = 2.489(CFS) for 1.030(Ac.) Total runoff = 3.795(CFS) Effective area this stream = 1.49(Ac.) Total Study Area (Main Stream No. 2) = 1.49(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 3.795(CFS) Half street flow at end of street = 3.795(CFS) Depth of flow = 0.159(Ft.), Average velocity = 4.920(Ft/s) Flow width (from curb towards crown)= 8.861(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 47.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1067.400(Ft.) End of street segment elevation = 1048.200(Ft.) Length of street segment = 400.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.093 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.311(CFS) Depth of flow = 0.194(Ft.), Average velocity = 4.769(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.618(Ft.) Flow velocity = 4.77(Ft/s) Travel time = 1.40 min. TC = 11.00 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.947(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.788 Subarea runoff = 2.427(CFS) for 1.190(Ac.) Total runoff = 6.223(CFS) Effective area this stream = 2.68(Ac.) Total Study Area (Main Stream No. 2) = 2.68(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 6.223(CFS) Half street flow at end of street = 6.223(CFS) Depth of flow = 0.207(Ft.), Average velocity = 4.963(Ft/s) Flow width (from curb towards crown) 11.259(Ft.) Page 10 T14245A25 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 47.000 to Point/Station 49.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1048.200(Ft.) End of street segment elevation = 1035.000(Ft.) Length of street segment = 277.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.093 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.198(CFS) Depth of flow = 0.220(Ft.), Average velocity = 5.134(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.899(Ft.) Flow velocity = 5.13(Ft/s) Travel time = 0.90 min. TC = 11.90 min. Adding area flow to street RESIDENTIAL(5 -.7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.811(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.783 Subarea runoff = 1.521(CFS) for 0.840(Ac.) Total runoff = 7.743(CFS) Effective area this stream = 3.52(Ac.) Total Study Area (Main Stream No. 2) = 3.52(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 7.743(CFS) Half street flow at end of street = 7.743(CFS) Depth of flow = 0.226(Ft.), Average velocity = 5.229(Ft/s) Flow width (from curb towards crown)= 12.225(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 49.000 to Point/Station 71.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1031.000(Ft.) Downstream point/station elevation = 1025.500(Ft.) Pipe length = 13.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.743(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 7.743(CFS) ---mot Normal flow depth in pipe = 4.09(In.) Flow top width inside pipe = 15.09(In.) Critical Depth = 12.94(In.) Pipe flow velocity = 25.64(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 11.91 min. LINE NO lAaEFAL ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 71.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.520(Ac.) Runoff from this stream = 7.743(CFS) Time of concentration = 11.91 min. Rainfall intensity = 2.810(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 53.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: 0.367(In/Hr) Page 11 i: 1 r 4: C T 4-. 0 2 cis COS PASS 2., 92. c1 ) i s I140.CEPT 2. S Z C(S \1 PA s 0.00 CkS) sEE CACCS C ict)M Lail A" T14245A25 Initial area flow distance = 269.000(Ft.) Top (of initial area) elevation = 1092.000(Ft.) Bottom (of initial area) elevation = 1069.600(Ft.) Difference in elevation = 22.400(Ft.) Slope = 0.08327 s(%)= 8.33 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 5.994 min. Rainfall intensity = 4.243(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.822 Subarea runoff = 1.465(CFS) Total initial stream area = 0.420(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 55.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1069.600(Ft.) End of street segment elevation = 1047.400(Ft.) Length of street segment = 450.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.093 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.238(CFS) Depth of flow = 0.176(Ft.), Average velocity = 4.551(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.721(Ft.) Flow velocity = 4.55(Ft/s) Travel time = 1.65 min. TC = 7.64 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 3.667(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.810 Subarea runoff = 4.505(CFS) for 1.590(Ac.) Total runoff = 5.970(CFS) Effective area this stream = 2.01(Ac.) Total Study Area (Main Stream No. 2) = 5.53(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 5.970(CFS) Half street flow at end of street = 5.970(CFS) Depth of flow = 0.202(Ft.), Average velocity = 4.962(Ft/s) Flow width (from curb towards crown)= 11.032(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 57.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1047.400(Ft.) End of street segment elevation = 1035.300(Ft.) Length of street segment = 252.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.093 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.396(CFS) Depth of flow = 0.222(Ft.), Average velocity = 5.184(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.002(Ft.) Flow velocity = 5.18(Ft/s) Travel time = 0.81 min. TC = 8.45 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Page 12 T14245A25 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fractionsoil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 3.452(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.804 Subarea runoff = 2.276(CFS) for 0.960(Ac.) Total runoff = 8.247(CFS) Effective area this stream = 2.97(Ac.) Total Study Area (Main Stream No. 2) = 6.49(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 8.247(CFS) Half street flow at end of street = 8.247(CFS) Depth of flow = 0.232(Ft.), Average velocity = 5.328(Ft/s) Flow width (from curb towards crown)= 12.496(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 71.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1031.300(Ft.) Downstream point/station elevation = 1025.500(Ft.) Pipe length = 27.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.247(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.247(CFS) Normal flow depth in pipe = 5.01(In.) Flow top width inside pipe = 16.13(In.) Critical Depth = 13.35(In.) Pipe flow velocity = 20.51(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 8.47 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 71.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.970(Ac.) Runoff from this stream = 8.247(CFS) Time of concentration = 8.47 min. Rainfall intensity = • 3.447(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity. (In/Hr) 1 7.743 11.91 2.810 2 8.247 8.47 3.447 Qmax(1) = Qmax(2) = 1.000 * 1.000 * 7.743) + 0.793 * 1:000 * 8.247) + _ 1.261 * 0.711 * 7.743) + 1.000 * 1.000 * 8.247) + _ 14.285 15.192 Total of 2 streams to confluence: Flow rates before confluence point: 7.743 8.247 Maximum flow rates at confluence using above data: 14.285 15.192 Area of streams before confluence: 3.520 2.970 Effective area 'values after confluence: 6.490 5.474 Results of confluence: Total flow rate = 15.192(CFS) Time of concentration = 8.474 min. Effective stream area after confluence = 5.474(Ac.) Stream Area average Pervious fraction(Ap) = 0.500 Stream Area average soil loss rate(Fm) = 0.367(In/Hr) Study area (this main stream) = 6.49(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 73.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1025.500(Ft.) Downstream point/station elevation = 1019.800(Ft.) Pipe length = ' 150.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.192(CFS) Given pipe size = 18.00(In.) Page 13 T14245A25 Calculated individual pipe flow = 15.192(CFS) Normal flow depth in pipe = 11.54(In.) Flow top width inside pipe = 17.27(In.) Critical Depth = 16.92(In.) Pipe flow velocity = 12.69(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 8.67 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 73.000 to Point/Station 73.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.474(Ac.) Runoff from this stream = 15.192(CFS) Time of concentration = 8.67 min. Rainfall intensity = 3.400(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.000 to Point/Station 61.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 293.000(Ft.) Top (of initial area) elevation = 1057.500(Ft.) Bottom (of initial area) elevation = 1030.300(Ft.) Difference in elevation = 27.200(Ft.) Slope = 0.09283 s(%)= 9.28 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.070 min. Rainfall intensity = 4.211(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.822 Subarea runoff = 2.145(CFS) Total initial stream area = 0.620(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) Process from Point/Station 61.000 to Point/Station 61.000 **** SUBAREA FLOW ADDITION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Time of concentration = 6.07 min. Rainfall intensity = 4.211(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.822 Subarea runoff = 0.900(CFS) for 0.260(Ac.) Total runoff = 3.044(CFS) Effective area this stream = 0.88(Ac.) Total Study Area (Main Stream No. 2) = 7.37(Ac.) Area averaged Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 73.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1026.300(Ft.) Downstream point/station elevation = 1019.800(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 3.044(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.044(CFS) Normal flow depth in pipe = 2.91(In.) Flow top width inside pipe = 13.26(In.) Critical Depth = 7.96(In.) Pipe flow velocity = 16.41(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 6.09 min. Process from Point/Station 73.000 to Point/Station 73.000 Page 14 T14245A25 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area.= 0.880(Ac.) Runoff from this stream = 3.044(CFS) Time of concentration = 6.09 mina Rainfall intensity = 4.200(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 15.192 8.67 3.400 2 3.044 6.09 4.200 Qmax(1) = 1.000 * 1.000 * 15.192) + 0.791 * 1.000 * 3.044) + = Qmax(2) _ 1.264 * 0.703 * 15.192.) + 1.000 * 1.000 * 3.044) + = 17.600 16.542 Total of 2 streams to confluence: Flow rates before confluence point: 15.192 3.044 Maximum flow rates at confluence using above data: 17.600 16.542 Area of streams before confluence: 5.474 0.880 Effective area values after confluence: 6.354 4.728 Results of confluence: Total flow rate = 17.600(CFS) Time of concentration = 8.672 min. Effective stream area after confluence = 6.354(Ac.) Stream Area average Pervious fraction(Ap) = 0.500 Stream Area average soil loss rate(Fm) = 0.367(In/Hr) Study area (this main stream) = 6.35(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 73.000 to Point/Station 75.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation 1019.800(Ft.) Downstream point/station elevation = 1018.200(Ft.) Pipe length = 105.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.600(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 17.600(CFS) Normal flow depth in pipe = 13.83(In.) Flow top width inside pipe = 23.72(In.) Critical Depth = 18.13(In.) Pipe flow velocity = 9.40(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 8.86 min. Process from Point/Station 75.000 to Point/Station 75.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Effective stream flow area = 6.354(Ac.) Total study area this main stream = 7.370(Ac.) Runoff from this stream = 17.600(CFS) Time of concentration = 8.86 min. Rainfall intensity = 3.356(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 148.781 13.49 2.608 2 17.600 8.86 3.356 Qmax(1) = 1.000 * 1.000 * 148.781) + 0.750 * 1.000 * 17.600) + = 161.973 Qmax(2) = 1.383 * 0.657 * 148.781) + 1.000 * 1.000 * 17.600) + = 152.683 Total of 2 main streams to confluence: Flow rates before confluence point: 149.781 18.600 Page 15 T14245A25 Maximum flow rates at confluence using above data: 161.973 152.683 Effective Area of streams before confluence: 157.420 6.354 Effective area values after confluence: 163.774 109.718 Results of confluence: Total flow rate = 161.973(CFS) Time of concentration = 13.490 min. Effective stream area after confluence = 163.774(Ac.) Stream Area average Pervious fraction(Ap) = 0.958 Stream Area average soil loss rate(Fm) = 0.641(In/Hr) Steam effective area = 163.77(Ac.) End of computations, Total Study Area = 164.79 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.955 Area averaged SCS curve number = 60.6 Page 16 • Rational Method Hydrology Calculation — Area B SystemB25.out San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 05/06/05 FONTANA - TRACT 14245 DEVELOPED CONDITION HYDROLOGY STUDY 25-YEAR 1 HOUR STORM SYSTEM B 5/6/05 SWL Van Dell & Associates, Inc., Irvine, CA - S/N 953 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 25.0 10 Year storm 1 hour rainfall = 0.890(In.) 100 Year storm 1 hour rainfall = 1.330(In.) Computed rainfall intensity: Storm year = 25.00 1 hour rainfall = 1.065 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 75.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 150.000(Ft.) Top (of initial area) elevation = 1025.500(Ft.) Bottom (of initial area) elevation = 1018.200(Ft.) Difference in elevation = 7.300(Ft.) Slope = 0.04867 s(%)= 4.87 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 5.284 min. Rainfall intensity = 4.576(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.828 Subarea runoff = 0.606(CFS) Total initial stream area = 0.160(Ac.) Pervious area fraction = 0.500 Initial area FM value = 0.367(In/Hr.) End of computations,. Total Study Area = 0.16 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.500 Area averaged SCS curve number = 56.0 Page 1 • 100-Year Storm Hydrology Calculations X\Projects\881 0103\ENO\WF\HYDRG\Tract 14245_rev072205 Text.doc • Rational Method Hydrology Calculation — Area A San Bernardino County Rational Hydrology Program. (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 11/10/04 FONTANA - TRACT 14245 DEVELOPED CONDITION HYDROLOGY STUDY 100 YEAR 1 HOUR STORM - FLOWPATH A NOVEMBER 2004 Van Dell & Associates, Inc., Irvine, CA- S/N 953 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.890(In.) 100 Year storm 1 hour rainfall = 1.330(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.330 (In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 3.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 213.000(Ft.) Top (of initial area) elevation = 1100.000(Ft.) Bottom (of initial area) elevation = 1095.300(Ft.) Difference in elevation = 4.700(Ft.) Slope = 0.02207 s(%)= 2.21 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.121 min. Rainfall intensity = 4.778(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.831 Subarea runoff = 1.111(CFS) Total initial stream area = 0.280(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++. Process from Point/Station 3.000 to Point/Station 5.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1095.300(Ft.) End of street segment elevation = 1083.000(Ft.) Length of street segment = 462.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.093 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.644(CFS) Depth of flow = 0.207(Ft.), Average velocity = 3.698(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.268(Ft.) Flow velocity = 3.70(Ft/s) Travel time = 2.08 min. TC = 9.20 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 4.096(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.819 Subarea runoff = 5.802(CFS) for 1.780(Ac.) Total runoff = 6.914(CFS) Effective area this stream = 2.06(Ac.) Total Study Area (Main Stream No. 1) = 2.06(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 6.914(CFS) Half street flow at end of street = 6.914(CFS) Depth of flow = 0.243(Ft.), Average velocity = 4.087(Ft/s) Flow width (from curb towards crown)= 13.059(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 7.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1083.000(Ft.) End of street segment elevation = 1064.200(Ft.) Length of street segment = 380.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.093 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = ,1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.079(CFS) Depth of flow = 0.239(Ft.), Average velocity = 5.520(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.879(Ft.) Flow velocity = 5.52(Ft/s) Travel time = 1.15 min. TC = 10.35 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 3.817(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.813 Subarea runoff = 3.489(CFS) for 1.290(Ac.) Total runoff = 10.403(CFS) Effective area this stream = 3.35(Ac.) Total Study Area (Main Stream No. 1) = 3.35(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 10.403(CFS) Half street flow at end of street = 10.403(CFS) Depth of flow = 0.253(Ft.), Average velocity = 5.712(Ft/s) Flow width (from curb towards crown)= 13.547(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station . 7.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 9.000 Upstream point/station elevation = 1060.200(Ft.) Downstream point/station elevation = 1050.700(Ft.) Pipe length = 33.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.403(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 10.403(CFS) Normal flow depth in pipe = 5.24(In.) Flow top width inside pipe = 16.35(In.) Critical Depth = 14.89(In.) Pipe flow velocity = 24.34(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 10.37 min. —� LA- EIzAL. i t�T tZC�PT '2 7 cfs (�✓1 PASS 1,3 ifs) Q CALLS FOZ. ''JUCl\1jAi`.J 1 C1 k T &WA ? �y (1UU``fV- FLO r )A ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 9.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.350(Ac.) Runoff from this stream = 10.403(CFS) Time of concentration = 10.37 min. Rainfall intensity = 3.812(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++. Process from Point/Station 2.000 to Point/Station 4.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 198.000(Ft.) Top (of initial area) elevation = 1092.400(Ft.) Bottom (of initial area) elevation = 1087.100(Ft.) Difference in elevation = 5.300(Ft.) Slope = 0.02677 s(%)= 2.68 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.654 min. Rainfall intensity = 4.976(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.834 Subarea runoff = 1.493(CFS) Total initial stream area = 0.360(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station ****`STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 6.000 Top of street segment elevation = 1087.100(Ft.) Total Study Area (Main Stream No. 1) = 3.35(Ac.) Area averaged Fm value = 0.367(In/Hr) Street• flow at end of street = 10.403(CFS) Half street flow at end of street = 10.403(CFS) Depth of flow = 0.253(Ft.), Average velocity = 5.712(Ft/s) Flow width (from curb towards crown)= 13.547(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 9.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1060.200(Ft.) Downstream point/station elevation = 1050.700(Ft.) Pipe length = 33.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.403(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 10.403(CFS) Normal flow depth in pipe = 5.24(In.) Flow top width inside pipe = 16.35(In.) Critical Depth = 14.89(In.) Pipe flow velocity = 24.34(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 10.37 min. Process from Point/Station 9.000 to Point/Station 9.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.350(Ac.) Runoff from this stream = 10.403(CFS) Time of concentration = 10.37 min. Rainfall intensity = 3.812(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Process from Point/Station 2.000 to Point/Station 4.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 198.000(Ft.) Top (of initial area) elevation = 1092.400(Ft.) Bottom (of initial area) elevation = 1087.100(Ft.) Difference in elevation = 5.300(Ft.) Slope = 0.02677 s(%)= 2.68. TC = k(0.389)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 6.654 min. Rainfall intensity = 4.976(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.834 Subarea runoff = 1.493(CFS) Total initial stream area = 0.360(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 6.000 **** STREET FLOW. TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1087.100(Ft.) End of street segment elevation = 1064.000(Ft.) Length of street segment = 501.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.093 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint -of street = 4.625(CFS) Depth of flow = 0.185(Ft.), Average velocity = 4.537(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.165(Ft.) Flow velocity = 4.54(Ft/s) Travel time = 1.84 min. TC = 8.49 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 4.298(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.823 Subarea runoff = 5.122(CFS) for 1.510(Ac.) Total runoff = 6.616(CFS) Effective area this stream = 1.87(Ac.) Total Study Area (Main Stream No. 1) = 5.22(Ac.) Area averaged Pm value = 0.367(In/Hr) Street flow at end of street = 6.616(CFS). Half street flow at end of street = 6.616(CFS) Depth of flow = 0.214(Ft.), Average velocity = 4.965(Ft/s) Flow width (from curb towards crown)= 11.603(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 9.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1060.000(Ft.) Downstream point/station elevation = 1050.700(Ft.) Pipe length = 16.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.616(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.616(CFS) Normal flow depth in pipe = 3.50(In.) Flow top width inside pipe = 14.24(In.) Critical Depth = 11.94(In.) Pipe flow velocity = 27.40(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 8.50 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++• Process from Point/Station 9.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS ** 9.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.870(Ac.) Runoff from this stream = 6.616(CFS) Time of concentration = 8.50 min. Rainfall intensity = 4.295(In/Hr) Area averaged loss rate (Fin) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** UNDEVELOPED (dense cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 61.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.666(In/Hr) Rainfall intensity = 3.329(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 13.00 min. Rain intensity = 3.33(In/Hr) Total area this stream = 50.00(Ac.) Total Study Area (Main Stream No. 1) = 55.22(Ac.) Total runoff = 96.00(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 9.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 50.000(Ac.) Runoff from this stream = 96.000(CFS) Time of concentration = 13.00 min. Rainfall intensity = 3.329(In/Hr) Area averaged loss rate (Fm) = 0.6657(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 10.403 10.37 3.812 2 6.616 8.50 4.295 3 96.000 13.00 3.329 Qmax(1) = 1.000 * 1.000 * 10.403) + 0.877 * 1.000 * 6.616) + 1.181 * 0.798 * 96.000) + = 106.695 Qmax(2) = 1.140 * 0.820 * 10.403) + 1.000 * 1.000 * 6.616) + 1.362 * 0.654 * 96.000) + = 101.903 Qmax(3) = 0.860 * 1.000 * 10.403) + 0.754 * 1.000 * 6.616) + 1.000 * 1.000 * 96.000) + = 109.935 Total of 3 streams to confluence: Flow rates before confluence point: 10.403 6.616 96.000 Maximum flow rates at confluence using above data: 106.695 101.903 109.935 Area of streams before confluence: 3.350 1.870 50.000 Effective, area values after confluence: 45.118 37.326 55.220 Results of confluence: Total flow rate = 109.935(CFS) Time of concentration = 13.000 min. Effective stream area after confluence = 55.220(Ac.) Stream Area average Pervious fraction(Ap) = 0.953 Stream Area average soil loss rate(Fm) = 0.638(In/Hr) Study area (this main stream) = 55.22(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 10.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1050.700(Ft.) Downstream point/station elevation = 1042.090(Ft.) Pipe length = 218.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 109.935(CFS) Given pipe size = 39.00(In.) Calculated individual pipe flow = 109.935(CFS) Normal flow depth in pipe = 23.34(In.) Flow top width inside pipe = 38.23(In.) Critical Depth = 37.00(In.) Pipe flow velocity = 21.20(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 13.17 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 10.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 55.220(Ac.) Runoff from this stream = 109.935(CFS) Time of concentration = 13.17 min. Rainfall intensity = 3.303(In/Hr) Area averaged loss rate (Fm) = 0.6375(In/Hr) Area averaged Pervious ratio (Ap) = 0.9527 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.500 to Point/Station 10.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** UNDEVELOPED (dense cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC-2) = 61.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.666(In/Hr) Rainfall intensity = 3.329(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 13.00 min. Rain intensity = 3.33(In/Hr) Total area this stream = 50.00(Ac.) Total Study Area (Main Stream No. 1) = 105.22(Ac.) Total runoff = 21.00(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 10.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 50.000(Ac.) Runoff from this stream = 21.000(CFS) Time of concentration = 13.00 min. Rainfall intensity = 3.329(In/Hr) Area averaged loss rate (Fm) = 0.6657(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 109.935 13.17 3.303 2 21.000 13.00 3.329 Qmax(1) = 1.000 * 1.000 * 109.935) + 0.990 * 1.000 * 21.000) + = 130.729 1.010 * 0.987 * 109.935) + 1.000 * 1.000 * 21.000) + = 130.565 Qmax(2) = Total of 2 streams to confluence: Flow rates before confluence point: 109.935 21.000 Maximum flow rates at confluence using above data: 130.729 130.565 Area of streams before confluence: 55.220 50.000 Effective area values after confluence: 105.220 104.501 Results of confluence: Total flow rate = 130.729(CFS) Time of concentration = 13.171 min. Effective stream area after confluence = 105.220(Ac.) Stream Area average Pervious fraction(Ap) = 0.975 Stream Area average soil loss rate(Fm) = 0.651(In/Hr) Study area (this main stream) = 105.22(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1042.090(Ft.) Downstream point/station elevation = 1040.400(Ft.) Pipe length = 83.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 130.729(CFS) Given pipe size = 39.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 6.174(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 2.080(Ft.) Minor friction loss = 5.784(Ft.) K-factor = 1.50 Pipe flow velocity = 15.76(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 13.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 11.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 105.220(Ac.) Runoff from this stream = 130.729(CFS) Time of concentration,= 13.26 min. Rainfall intensity = 3.290(In/Hr) Area averaged loss rate (Fm) = 0.6509(In/Hr) Area averaged Pervious ratio (Ap) = 0.9752 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 33.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group S = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 392.000(Ft.) Top (of initial area) elevation = 1065.300(Ft.) Bottom (of initial area) elevation = 1050.400(Ft.) Difference in elevation = 14.900(Ft.) Slope = 0.03801 s(%)= 3.80 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.152 min. Rainfall intensity = 4.405(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.825 Subarea runoff = 3.053(CFS) Total initial stream area = 0.840(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 11.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1046.400(Ft.) Downstream point/station elevation = 1040.400(Ft.) Pipe length = 16.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.053(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.053(CFS) Normal flow depth in pipe = 2.67(In.) Flow top width inside pipe = 12.79(In.) Critical Depth = 7.97(In.) Pipe flow velocity = 18.67(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 8.17 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 11.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.840(Ac.) Runoff from this stream = 3.053(CFS) Time of concentration = 8.17 min. Rainfall intensity = 4.401(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 23.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 432.000(Ft.) Top (of initial area) elevation = 1065.000(Ft.) Bottom (of initial area) elevation = 1050.100(Ft.) Difference in elevation = 14.900(Ft.) Slope = 0.03449 s(%)= 3.45 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.642 min. Rainfall intensity = 4.254(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.822 Subarea runoff = 4.093(CFS) Total initial stream area = 1.170(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr)• ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 23.000 **** SUBAREA FLOW ADDITION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil. group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Time of concentration = 8.64 min. Rainfall intensity = 4.254(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.822 Subarea runoff = 0.665(CFS) for 0.190(Ac.) Total runoff = 4.758(CFS) Effective area this stream = 1.36(Ac.) Total Study Area (Main Stream No. 1) = 107.42(Ac.) Area averaged Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 11.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1046.100(Ft.) Downstream point/station elevation = 1040.400(Ft.) Pipe length = 24.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.758(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.758(CFS) Normal flow depth in pipe = 3.71(In.) Flow top width inside pipe = 14.56(In.) Critical Depth = 10.05(In.) Pipe flow velocity = 18.14(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 8.66 mina See. c3a CALLS te0E- YUCAIAtJ eiteMT SOMA Process from Point/Station 11.000 to Point/Station 11.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 1.360(Ac.) Runoff from this stream = 4.758(CFS) Time of concentration = 8.66 min. Rainfall intensity = 4.247(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 130.729 13.26 3.290 2 3.053 8.17 4.401 3 4.758 8.66 4.247 Qmax(1) = Qmax (2) Qmax(3) 1.000 * 1.000 * 130.729) + 0.725 * 1.000 * 3.053) + 0.753 * 1.000 * 4.758) + = 136.526 1.421 * 0.616 * 130.729) + 1.000 * 1.000 * 3.053) + 1.040 * 0.943 * 4.758) + = 122.108 1.363 * 0.653 * 130.729) + 0.962 * 1.000 * 3.053) + > LATEIZAL7 INii:R'.EPT 4,76) c(s LAILizAL r3v'/)I S 7.7 0 Cfs t2.j ifs 1.000 * 1.000 * 4.758) + = 124.090 Total of 3 streams to confluence: Flow rates before confluence point: 130.729 3.053 4.758 Maximum flow rates at confluence using above data: 136.526 122.108 124.090 Area of streams before confluence: 105.220 0.840 1.360 Effective area values after confluence: 107.420 66.929 70.953 Results of confluence: Total flow rate = 136.526(CFS) Time of concentration = 13.259 min. Effective stream area after confluence = 107.420(Ac.) Stream Area average Pervious fraction(Ap) = 0.965 Stream Area average soil loss rate(Fm) = 0.645(In/Hr) Study area (this main stream) = 107.42(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 13.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1040.400(Ft.) Downstream point/station elevation = 1037.400(Ft.) Pipe length = 60.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 136.526(CFS) Given pipe size = 39.00(In.) Calculated individual pipe flow = 136.526(CFS) Normal flow depth in pipe = 24.94(In.) Flow top width inside pipe = 37.45(In.) Critical depth could not be calculated. Pipe flow velocity = 24.35(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 13.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 13.000 **** CONFLUENCE OF MINOR STREAMS **** 'Along Main Stream number: 1 in normal stream number 1 Stream flow area = 107.420(Ac.) Runoff from this stream = 136.526(CFS) Time of concentration = 13.30 min. Rainfall intensity = 3.284(In/Hr) Area averaged loss rate (Fm) = 0.6451(In/Hr) Area averaged Pervious ratio (Ap) = 0.9655 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 13.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** UNDEVELOPED (dense cover) subarea Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 61.00 Pervious ratio(Ap) = 1.0000 Max loss rate(Fm)= 0.666(In/Hr) Rainfall intensity = 3.329(In/Hr) for a 100 0 year storm User specified values are as follows: TC = 13.00 min. Rain intensity = 3.33(In/Hr) Total area this stream = 50.00(Ac.) Total Study Area (Main Stream No. 1) = 157.42(Ac.) Total runoff = 17.00(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 13.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 50.000(Ac.) Runoff from this stream = 17.000(CFS) Time of concentration = 13.00 min. Rainfall intensity = 3.329(In/Hr) Area averaged loss rate (Fm) = 0.6657(In/Hr) Area averaged Pervious ratio (Ap) = 1.0000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 136.526 13.30 3.284 2 17.000 13.00 3.329 Qmax(1) = Qmax(2) 1.000 * 1.000 * 136.526) + 0.983 * 1.000 * 17.000) + = 1.017 * 0.977 * 136.526) + 1.000 * 1.000 * 17.000) + _ 153.237 152.734 Total of 2 streams to confluence: Flow rates before confluence point: 136.526 17.000 Maximum flow rates at confluence using above data: 153.237 152.734 Area of streams before confluence: 107.420 50.000 Effective area values after confluence: 157.420 154.995 Results of confluence: Total flow rate = 153.237(CFS) Time of concentration = 13.300 min Effective stream area after confluence = 157.420(Ac.) Stream Area average Pervious fraction(Ap) = 0.976 Stream Area average soil loss rate(Fm) = 0.652(In/Hr) Study area (this main stream) = 157.42(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 75.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1037.400(Ft.) Downstream point/station elevation = 1018.200(Ft.) Pipe length = 304.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 153.237(CFS) Given pipe size = 39.00(In.) Calculated individual pipe flow = 153.237(CFS) Normal flow depth in pipe = 24.94(In.) Flow top width inside pipe = 37.45(In.) Critical depth could not be calculated. Pipe flow velocity = 27.37(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 13.49 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 75.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Effective stream flow area = 157.420(Ac.) Total study area this main stream = 157.420(Ac.) Runoff from this stream = 153.237(CFS) Time of concentration = 13.49 min. Rainfall intensity = 3.257(In/Hr) Area averaged loss rate (Fm) = 0.6517(In/Hr) Area averaged Pervious ratio (Ap) = 0.9764 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 43.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 258.000(Ft.) Top (of initial area) elevation = 1097.200(Ft.) Bottom (of initial area) elevation = 1093.000(Ft.) Difference in elevation = 4.200(Ft.) Slope = 0.01628 s(%)= 1.63 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.171 min. Rainfall intensity = 4.399(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.825 Subarea runoff = 1.669(CFS) Total initial stream area = 0.460(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) +++'+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 45.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1093.000(Ft.) End of street segment elevation = 1067.400(Ft.) Length of street segment = 391.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.093 Slope from grade break to crown (v/hz) =. 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.538(CFS) Depth of flow = 0.154(Ft.), Average velocity = 4.833(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.636(Ft.) Flow velocity = 4.83(Ft/s) Travel time = 1.35 min. TC = 9.52 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 4.014(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is'C = 0.818 Subarea runoff = 3.221(CFS) for 1.030(Ac.) Total runoff = 4.891(CFS) Effective area this stream = 1.49(Ac.) Total Study Area (Main Stream No. 2) = 1.49(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 4.891(CFS) Half street flow at end of street = 4.891(CFS) Depth of flow = 0.176(Ft.), Average velocity = 5.245(Ft/s) Flow width (from curb towards crown)= 9.727(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 47.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1067.400(Ft.) End of street segment elevation = 1048.200(Ft.) Length of street segment = 400.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.093 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.844(CFS) Depth of flow = 0.215(Ft.), Average velocity = 5.083(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.662(Ft.) Flow velocity = 5.08(Ft/s) Travel time = 1.31 min. TC = 10.83 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000. SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap)= 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 3.715(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.811 Subarea runoff = 3.184(CFS) for 1.190(Ac.) Total runoff = 8.075(CFS) Effective area this stream = 2.68(Ac.) Total Study Area (Main Stream No. 2) = 2.68(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street =, 8.075(CFS) Half street flow at end of street = 8.075(CFS) Depth of flow = 0.230(Ft.), Average velocity = 5.299(Ft/s) Flow width (from curb towards crown)= 12.400(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 47.000 to Point/Station 49.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1048.200(Ft.) End of street segment elevation = 1035.000(Ft.) Length of street segment = 277.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.093 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.341(CFS) Depth of flow = 0.244(Ft.), Average velocity = 5.482(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.106(Ft.) Flow velocity = 5.48(Ft/s) Travel time = 0.84 min. TC = 11.67 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 3.552(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.807 Subarea runoff = 2.014(CFS) for 0.840(Ac.) Total runoff = 10.089(CFS) Effective area this stream = 3.52(Ac.) Total Study Area (Main Stream No. 2) = 3.52(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 10.089(CFS) Half street flow at end of street = 10.089(CFS) Depth of flow = 0.251(Ft.), Average velocity = 5.589(Ft/s) Flow width (from curb towards crown)= 13.487(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 49.000 to Point/Station 71.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1031.000(Ft.) Downstream point/station elevation = 1025.500(Ft.) Pipe length = 13.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.089(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 10.089(CFS) Normal flow depth in pipe 4.68(In.) Flow top width inside pipe = 15.79(In.) Critical Depth = 14.68(In.) Pipe flow velocity = 27.69(Ft/s) Travel time through pipe = 0.01.min. Time of concentration (TC) = 11.68 min ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 71.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.520(Ac.) Runoff from this stream = 10.089(CFS) Time of concentration = 11.68 min. Rainfall intensity = 3.550(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 53.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 269.000(Ft.) Top (of initial area) elevation = 1092.000(Ft.) Bottom (of initial area) elevation = 1069.600(Ft.) Difference in elevation = 22.400(Ft.) Slope = 0.08327 s(%)= 8.33 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 5.994 min. Rainfall intensity = 5.298(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.838 Subarea runoff = 1.864(CFS) Total initial stream area = 0.420(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 55.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1069.600(Ft.) End of street segment elevation = 1047.400(Ft.) Length of street segment = 450.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.093 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.392(CFS) Depth of flow = 0.194(Ft.), Average velocity = 4.836(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.624(Ft.) Flow velocity = 4.84(Ft/s) Travel time = 1.55 min. TC = 7.55 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 4.615(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.828 Subarea runoff = 5.820(CFS) for 1.590(Ac.) Total runoff = 7.684(CFS) Effective area this stream = 2.01(Ac.) Total Study Area (Main Stream No. 2) = 5.53(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 7.684(CFS) Half street flow at end of street = 7.684(CFS) Depth of flow = 0.224(Ft.), Average velocity = 5.287(Ft/s) Flow width (from curb towards crown)= 12.112(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 57.000 Top of street segment elevation = 1047.400(Ft.) End of street segment elevation = 1035.300(Ft.) Length of street segment = 252.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.093 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.140(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.519(CFS) Depth of flow = 0.245(Ft.), Average velocity = 5.523(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.180(Ft.) Flow velocity = 5.52(Ft/s) Travel time = 0.76 min. TC = 8.31 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 4.356(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.824 Subarea runoff = 2.979(CFS) for 0.960(Ac.) Total runoff = 10.663(CFS) Effective area this stream = 2.97(Ac.) Total Study Area (Main Stream No. 2) = 6.49(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 10.663(CFS) Half street flow at end of street = 10.663(CFS) Depth of flow = 0.257(Ft.), Average velocity = 5.683(Ft/s) Flow width (from curb towards crown)= 13.748(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 71.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1031.300(Ft.) Downstream point/station elevation = 1025.500(Ft.) Pipe length = 27.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.663(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 10.663(CFS) `7 Normal flow depth in pipe = 5.72(In.) Flow top width inside pipe = 16.77(In.) Critical Depth = 15.03(In.) Pipe flow velocity = 22.07(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 8.33 min. LA-TML_.. 2 IN1I' Ce-ii 2, 41- csS (t3y),ASS 7,92 cfS) SEE cpj CALCS Fog. CANCON (2ICi HI (10D -`Ik2. LO4t4) "r ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 71.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.970(Ac.) 1 Runoff from this stream = 10.663(CFS) Time of concentration = 8.33 min. Rainfall intensity = 4.350(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 10.089 11.68 3.550 2 10.663 8.33 4.350 Qmax(1) = 1.000 * 1.000 * 10.089) + 0.799 * 1.000 * 10.663) + = Qmax(2) _ 1.251 * 0.713 * 10.089) + 1.000 * 1.000 * 10.663) + = 18.612 19.662 Total of 2 streams to confluence: Flow rates before confluence point: 10.089 10.663 Maximum flow rates at confluence using above data: 18.612 19.662 Area of streams before confluence: 3.520 2.970 Effective area values after confluence: 6.490 5.479 Results of confluence: Total flow rate = 19.662(CFS) Time of concentration = 8.326 min. Effective stream area after confluence = 5.479(Ac.) Stream Area average Pervious fraction(Ap) = 0.500 Stream Area average soil loss rate(Fm) = 0.367(In/Hr) Study area (this main stream) = 6.49(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 73.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1025.500(Ft.) Downstream point/station elevation = 1019.800(Ft.) Pipe length = 150.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.662(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 19.662(CFS) Normal flow depth in pipe = 14.16(In.) Flow top width inside pipe = 14.75(In.) Critical depth could not be calculated. Pipe flow velocity = 13.20(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 8.52 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 73.000 to Point/Station 73.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.479(Ac.) Runoff from this stream = 19.662(CFS) Time of concentration = 8.52 min. Rainfall intensity = 4.292(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++'++++++++++++++++++++++++++++++++++ Process from Point/Station 59.000 to Point/Station 61.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 293.000(Ft.) Top (of initial area) elevation = 1057.500(Ft.) Bottom (of initial area) elevation = 1030.300(Ft.) Difference in elevation = 27.200(Ft.) Slope = 0.09283 s(%)= 9.28 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 6.070 min. Rainfall intensity = 5.258(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.837 Subarea runoff = 2.729(CFS) Total initial stream area = 0.620(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station **** SUBAREA FLOW ADDITION **** 61.000 to Point/Station 61.000 RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Time of concentration = 6.07 min. Rainfall intensity = 5.258(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.837 Subarea runoff = 1.145(CFS) for 0.260(Ac.) Total runoff = 3.874(CFS) Effective area this stream = 0.88(Ac.) Total Study Area (Main Stream No. 2) = 7.37(Ac.) Area averaged Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from, Point/Station 61.000 to Point/Station 73.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1026.300(Ft.) Downstream point/station elevation = 1019.800(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.874(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.874(CFS) —'a' LA_ L, INTET2CEPT 5. 7 Normal flow depth in pipe = 3 .28 (In. ) 'AT-MAL 7 VS1 92 CAS Flow top width inside pipe = 13.89(In.) Critical Depth = 9.04(In.) G� Pipe flow velocity = 17.62(Ft/s) 11• 7 ✓ c- s Travel time through pipe = 0.02 min. c� _ Time of concentration (TC) = 6.09 min. ° O � C6 C LCS FOR. C JCUN RI GMT ( !O `" ! OW) Process from Point/Station 73.000 to Point/Station 73.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.880(Ac.) Runoff from this stream = 3.874(CFS) Time of concentration = 6.09 min. Rainfall intensity = 5.246(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 19.662 8.52 4.292 2 3.874 6.09 5.246 Qmax(1) _ 1.000 * 1.000 * 19.662) + 0.804 * 1.000 * 3.874) + = Qmax(2) = 1.243 * 0.716 * 19.662) + 1.000 * 1.000 * 3.874) + 22.778 21.364 Total of 2 streams to confluence: Flow rates before confluence point: 19.662 3.874 Maximum flow rates at confluence using above data: 22.778 21.364 Area of streams before confluence: 5.479 0.880 Effective area values after confluence: 6.359 4.800 Results of confluence: Total flow rate = 22.778(CFS) Time of concentration = 8.516 min. Effective stream area after confluence = 6.359(Ac.) Stream Area average Pervious fraction(Ap) = 0.500 Stream Area average soil loss rate(Fm) = 0.367(In/Hr) Study area (this main stream) = 6.36(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 73.000 to Point/Station 75.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1019.800(Ft.) Downstream point/station elevation = 1018.200(Ft.) Pipe length = 105.00(Ft.) Manning's N = 0.013 No. of pipes: 1 Required pipe flow = 22.778(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 22.778(CFS) Normal flow depth in pipe = 16.48(In.) Flow top width inside pipe = 22.27(In.) Critical Depth = 20.38(In.) Pipe flow velocity = 9.91(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 8.69 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 75.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Effective stream flow area = 6.359(Ac.) Total study area this main stream = 7.370(Ac.) Runoff from this stream = 22.778(CFS) Time of concentration = 8.69 min. Rainfall intensity = 4.239(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 153.237 13.49 3.257 2 22.778 8.69 4.239 Qmax(1) = 1.000 * 1.000 * 153.237) + 0.746 * 1.000 * 22.778) + = Qmax(2) = 1.377 * 0.645 * 153.237) + 1.000 * 1.000 * 22.778) + = 170.238 158.774 Total of 2 main streams to confluence: Flow rates before confluence point: 154.237 23.778 Maximum flow rates at confluence using above data: 170.238 158.774 Effective Area of streams before confluence: 157.420 6.359 Effective area values after confluence: 163.779 107.825 Results of confluence: Total flow rate = 170.238(CFS) Time of concentration = 13.485 min. Effective stream area after confluence = 163.779(Ac.) Stream Area average Pervious fraction(Ap) = 0.958 Stream Area average soil loss rate(Fm) = 0.641(In/Hr) Steam effective area = 163.78(Ac.) End of computations, Total Study Area = 164.79 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.955 Area averaged SCS curve number = 60.6 • Rational Method Hydrology Calculation — Area B SystemB100.out San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2001 Version 6.4 Rational Hydrology Study Date: 05/06/05 FONTANA - TRACT 14245 DEVELOPED CONDITION HYDROLOGY STUDY 100-YEAR 1 HOUR STORM SYSTEM B 5/6/05 SWL Van Dell & Associates, Inc., Irvine, CA - S/N 953 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 10 Year storm 1 hour rainfall = 0.890(In.) 100 Year storm 1 hour rainfall = 1.330(In.) Computed rainfall intensity: Storm year = 100.00 1 hour rainfall = 1.330 (In.) Slope used for rainfall intensity curve b.= 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 75.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 150.000(Ft.) Top (of initial area) elevation = 1025.500(Ft.) Bottom (of initial area) elevation = 1018.200(Ft.) Difference in elevation = 7.300(Ft.) Slope = 0.04867 s(%)= 4.87 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 5.284 min. Rainfall intensity = 5.715(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.842 Subarea runoff = 0.770(CFS) Total initial stream area = 0.160(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) End of computations, Total Study Area = 0.16 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.500 Area averaged SCS curve number = 56.0 Page 1 • FlowMaster Catch Basin Calculations X:\ProIecte\881_0103\ENO\W PIHYDRO\Tract 14245_rev072205 Text.doc 12 on o um g am- am r I r r r r M N s O I r CATCH BASIN SUMMARY C.B. # TYPE OF C.B. NODE DESIGN Q25 (cfs) Q25 INTERCEPTED (cfs) Q25 BY-PASS (cfs) DESIGN Q1oo (cfs) Q100 INTERCEPTED (cfs) Q100 BY-PASS (cfs) LENGTH OF C.B. (ft) REMARK 1 FLOW -BY 49B 2.92 2.92 - 4.53 4.53 - 24.0 Collects By -Pass flow from CB #8 2 FLOW -BY 57 8.25 2.43 5.82 10.66 2.74 7.92 7.0 Sends By -Pass flow into CB #3 3 SUMP 61 3.04 8.86* - 3.87 12.10* - 8.0 Collects By -Pass flow from CB #2, and CB #6 4 FLOW -BY 6 5.13 3.81 1.32 6.62 4.41 2.21 16.0 Sends By -Pass flow into CB #6 5 FLOW -BY 7 8.00 2.39 5.61 10.40 2.70 7.70 7.0 Sends By -Pass flows into CB #7 6 FLOW -BY 33 2.39 3.71* - 3.05 4.95* 0.31 20.0 Collects By -Pass flow from CB #4, Sends By -Pass flows into CB #3 7 SUMP 23 3.72 3.72 - 4.76 12.46* - 9.0 Collects By -Pass flow from CB #5 8 FLOW -BY 49A 7.74 4.82 2.92 10.09 5.56 4.53 16.0 Sends By -Pass flows into CB #1 *Q Intercepted = Q By -Pass flowing in+ Design Q • Catch Basin #1 FlowMaster Calculations - Catch Basin Calculation - Street Capacity Calculation S E I mg s i- r s-- NM MS MN NE 1 I- V Curb Inlet On Grade Cancun — 49B — 25 Yr — Flow By Condition Project Description Worksheet CANCUN - LEFT - B (FLOW BY) Type Curb Inlet On Grade Solve For Efficiency Input Data Discharge 2.92 cfs Slope 0.026000 ft/ft Gutter Width 1.50 ft Gutter Cross Slope 0.093300 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.016 Curb Opening Length 24.00 ft Local Depression 3.0 in Local Depression Width 4.00 ft Results Efficiency 1.00 Intercepted Flow 2.92 cfs Bypass Flow 0.00 cfs Spread 8.17 ft Depth 0.27 ft Flow Area 0.8 ft2 Gutter Depression 1.3 in Total Depression 4.3 in Velocity 3.89 ft/s Equivalent Cross Slope 0.067802 ft/ft Length Factor 1.27 Total Interception Length 18.92 ft Project Engineer: MIS Department x:\...\881_0100\eng\misc\catch basin\t14245.fm2 FlowMaster v6.0 [614b] 5/3/2005 9:40 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 N N mg s m■ me— MO— M I M NM M MI OM OM i Curb Inlet On Grade Cancun — 49B —100 Yr — Flow By Condition Project Description Worksheet CANCUN - LEFT - B (FLOW BY) Type Curb Inlet On Grade Solve For Efficiency Input Data Discharge 4.53 cfs Slope 0.026000 ft/ft Gutter Width 1.50 ft Gutter Cross Slope 0.093300 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.016 Curb Opening Length 24.00 ft Local Depression 3.0 in Local Depression Width 4.00 ft Results Efficiency 1.00 Intercepted Flow 4.53 cfs Bypass Flow 4.03e-3 cfs Spread 9.93 ft Depth 0.31 ft Flow Area 1.1 ft2 Gutter Depression 1.3 in Total Depression 4.3 in Velocity 4.24 ft/s Equivalent Cross Slope 0.059949 ft/ft Length Factor 0.98 Total Interception Length 24.49 ft Project Engineer: MIS Department x:\...\881_0100\eng\misc\catch basin\t14245.fm2 FlowMaster v6.0 [614b] 5/3/2005 9:38 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Worksheet Worksheet for Irregular Channel Project Description Worksheet Terracina Lane CB#1 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.017 Slope 0.013845 ft/ft Water Surface Elevation -0.15 ft Elevation Range -0.65 to 0.00 Discharge 4.53 cfs -0.10 -0.20 -0.30 - -0.40 -0.50 -._. -0.60 -0.70 0+00 0+05 0+10 0+15 0+20 0+25 V:10.0h\ H:1 NTS Project Engineer: MIS Department x:\...\eng\wf\hydra\street capacity 01.fm2 FlowMaster v6.0 [614b] 3/31/2005 1:31 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Worksheet Worksheet for Irregular Channel Project Description Worksheet Terracina Lane CB#1 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 0.013845 ft/ft Discharge 4.53 cfs Options Current Roughness Method Open Channel Weighting Method Closed Channel Weighting Method Improved Lotter's Method Improved Lotter's Method Horton's Method Results Mannings Coefficient 0.017 Water Surface Elevation -0.15 ft Elevation Range -0.65 to 0.00 Flow Area 1.7 ft2 Wetted Perimeter 12.87 ft Top Width 12.34 ft Actual Depth 0.50 ft Critical Elevation -0.11 ft Critical Slope 0.008188 ft/ft Velocity 2.70 ft/s Velocity Head 0.11 ft Specific Energy -0.03 ft Froude Number 1.29 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+03 0.020 0+03 0+09 0.015 0+09 0+25 0.017 Natural Channel Points Station Elevation (ft) (ft) 0+00 0.00 0+03 -0.05 0+07 -0.15 0+07 -0.65 0+09 -0.36 0+25 -0.03 Project Engineer: MIS Department x:\...\eng\wf\hydra\street capacity 01.fm2 FlowMaster v6.0 [614b] 3/31/2005 1:31 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 • Catch Basin #2 FlowMaster Calculations - Catch Basin Calculation - Street Capacity Calculation N - 101111 IIIIII I 1111111 101111 I MO INN =I Mill Project Description Worksheet CANCUN - RIGHT (FLOW BY) Type Curb Inlet On Grade Solve For Efficiency Input Data Discharge 8.25 cfs Slope 0.048000 ft/ft Gutter Width 1.50 ft Gutter Cross Slope 0.093300 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.016 Curb Opening Length 7.00 ft Local Depression 3.0 in Local Depression Width 4.00 ft Results Efficiency 0.29 Intercepted Flow 2.43 cfs Bypass Flow 5.82 cfs Spread 11.24 ft Depth 0.33 ft Flow Area 1.3 ft2 Gutter Depression 1.3 in Total Depression 4.3 in Velocity 6.13 ft/s Equivalent Cross Slope . 0.055409 ft/ft Length Factor 0.18 Total Interception Length 39.70 ft Curb Inlet On Grade %AL 2, tupole- Cancun - Right - Flow By Condition (s-- \Az _ou - ) Project Engineer: MIS Department x:\...\881_0100\eng\misc\catch basin\t14245.fm2 Van Dell & Associates FlowMaster v6.0 [614b] 11/6/2004 3:54 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 MI 1111 EN EN E 11110 VIII r NW 11111 MO NE MIN 0 1111 LATERAL_ 2 OOP ( loci' YR FLOP Curb Inlet On Grade Cancun - Right - Flow -By Condition Project Description Worksheet Curb Inlet - 1 Type Curb Inlet On Grade Solve For Efficiency Input Data Discharge 10.66 cfs Slope 0.048000 ft/ft Gutter Width 1.50 ft Gutter Cross Slope 0.093300 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.016 Curb Opening 7.00 ft Length . Local Depression 3.0 in Local Depression 4.00 ft Width Results Efficiency 0.26 Intercepted Flow 2.74 cfs Bypass Flow 7.92 cfs Spread 12.50 ft Depth 0.36 ft Flow Area 1.6 ft2 Gutter Depression 1.3 in Total Depression 4.3 in Velocity 6.48 ft/s Equivalent Cross 0.051858 ft/ft Slope Length Factor 0.15 Total Interception 46.01 ft Length Project Engineer: MIS Department x:\...\881_0100\eng\misc\catch basin\t14245.fm2 Van Dell & Associates FlowMaster v6.0 [614b] 5/2/2005 3:20 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Worksheet Worksheet for Irregular Channel Project Description Worksheet Cancun Drive CB#2 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.016 Slope 0.046614 ft/ft Water Surface Elevation -0.12 ft Elevation Range -0.65 to 0.00 Discharge 10.66 cfs 0.00C -0.10 - -0.20-.._...-- -0.30 -0.40 -0.50 -0.60 -0.70 0+00 0+05 0+10 0+15 0+20 0+25 V:1 0.0 N H:1 NTS Project Engineer: MIS Department x:\...\eng\wf\hydra\street capacity 01.fm2 FlowMaster v6.0 [614b] 3/31/2005 1:31 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Worksheet Worksheet for Irregular Channel Project Description Worksheet Cancun Drive CB#2 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 0.046614 ft/ft Discharge 10.66 cfs Options Current Roughness Method Open Channel Weighting Method Closed Channel Weighting Method Improved Lotter's Method Improved Lotter's Method Horton's Method Results Mannings Coefficient 0.016 Water Surface Elevation -0.12 ft Elevation Range -0.65 to 0.00 Flow Area 2.0 ft2 Wetted Perimeter 15.41 ft Top Width 14.88 ft Actual Depth 0.53 ft Critical Elevation-1.57e-3 ft Critical Slope 0.006804 ft/ft Velocity 5.22 ft/s Velocity Head 0.42 ft Specific Energy 0.30 ft Froude Number 2.48 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+03 0.020 0+03 0+09 0.015 0+09 0+25 0.017 Natural Channel Points Station Elevation (ft) (ft) 0+00 0.00 0+03 -0.05 0+07 -0.15 0+07 -0.65 0+09 -0.36 0+25 -0.03 Project Engineer: MIS Department x:\...\eng\wf\hydra\street capacity 01.fm2 FlowMaster v6.0 [614b] 3/31/2005 1:31 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 • Catch Basin #3 FlowMaster Calculations Catch Basin Calculation Street Capacity Calculation Sump Condition Emergency Escape Route Analysis NM NM In MINI NIS In En ER MN INN UN Ell NEI Project Description Worksheet CANCUN - RIGHT (SUMP) Type Curb Inlet In Sag Solve For Spread Input Data Discharge 12.10 cfs Gutter Width 1.50 ft Gutter Cross Slope 0.093300 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 8.00 ft Opening Height 0.50 ft Curb Throat Type Horizontal Local Depression 2.0 in Local Depression Width 4.00 ft Results Spread 3.59 ft Throat Incline Angle 90.00 degrees Depth 0.49 ft Gutter Depression 1.3 in Total Depression 3.3 in Curb Inlet On Grade Cancun - Right - Sump Condition ouo LAIR AL Project Engineer: MIS Department x:\...\881_0100\eng\misc\catch basin\t14245.fm2 Van Dell & Associates FlowMaster v6.0 [614b] 5/2/2005 4:28 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Worksheet Worksheet for Irregular Channel Project Description Worksheet Cancun Drive CB#3 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.017 Slope 0.020000 ft/ft Water Surface Elevation -0.18 ft Elevation Range -0.65 to 0.00 Discharge 3.87 cfs 0.00( -0.10 -0.20 .. _ -0.30 .. _.._._ -0.40 -0.50 -0.60 -0.70 0+00 0+05 0+10 0+15 Project Description 0+20 0+25 V:10.0 H:1 NTS Project Engineer: MIS Department x:\...\eng\wf\hydra\street capacity 01.fm2 FlowMaster v6.0 [614b] 3/31/2005 1:31 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 r Worksheet Worksheet for Irregular Channel Project Description Worksheet Cancun Drive CB#3 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 0.020000 ft/ft Discharge 3.87 cfs Options Current Roughness Method Open Channel Weighting Method Closed Channel Weighting Method Improved Lotter's Method Improved Lotter's Method Horton's Method Results Mannings Coefficient 0.017 Water Surface Elevation -0.18 ft Elevation Range -0.65 to 0.00 Flow Area 1.3 ft2 Wetted Perimeter 10.91 ft Top Width 10.41 ft Actual Depth 0.47 ft Critical Elevation -0.13 ft Critical Slope 0.008258 ft/ft Velocity 3.02 ft/s Velocity Head 0.14 ft Specific Energy -0.04 ft Froude Number 1.52 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+03 0.020 0+03 0+09 0.015 0+09 0+25 0.017 Natural Channel Points Station Elevation (ft) (ft) 0+00 0.00 0+03 -0.05 0+07 -0.15 0+07 -0.65 0+09 -0.36 0+25 -0.03 Project Engineer: MIS Department x:\...\eng\wt\hydra\street capacity 01.fm2 FlowMaster v6.0 [614b] 3/31/2005 1:31 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 Cross Section Cross Section for Irregular Channel Project Description Worksheet CANCUN_ELM_SECTION Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.014 Slope 0.020000 ft/ft Water Surface Elevation 29.82 ft Elevation Range 29.50 to 36.80 Discharge 12.10 cfs 37.00. 35.00 33.00 , 31.00 Y- -- 29.00 29+40 ELtA 29+60 29+80 30+00 3.0+20 30+40 o P EDA a CA D# CAN ,t,, 30+60 i LOT 1-6 Pfv.) et, 34-` 1-o i&7 30+80 V :4.0 H:1 NTS Project Engineer: MIS Department x:\users\swl\haestad\yucatan_elm_section.fm2 FlowMaster v6.0 [614b] 5/3/2005 2:14 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Worksheet Worksheet for Irregular Channel Project Description Worksheet CANCUN_ELM_SECTION Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 0.020000 ft/ft Discharge 12.10 cfs Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method Results Mannings Coefficient 0.014 Water Surface Elevation 29.82 ft Elevation Range 29.50 to 36.80 Flow Area 2.7 ft2 Wetted Perimeter 17.25 ft Top Width 17.21 ft Actual Depth 0.32 ft Critical Elevation 29.92 ft Critical Slope 0.004832 ft/ft Velocity 4.41 ft/s Velocity Head 0.30 ft Specific Energy 30.12 ft Froude Number 1.95 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 29+45 30+77 0.014 Natural Channel Points Station Elevation (ft) (ft) 29+45 36.80 30+00 32.62 30+17 29.50 30+50 30.18 30+77 30.22 Project Engineer: MIS Department x:\users\swl\haestad\yucatan_elm_section.fm2 FlowMaster v6.0 [614b] 5/3/2005 2:08 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 • Catch Basin #4 FlowMaster Calculations - Catch Basin Calculation - Street Capacity Calculation EN M gm um In i am EN M-- NB En— EN UN N 111111 Curb Inlet On Grade Yucatan — Left — A — Flow By Condition Project Description Worksheet YUCANTAN - LEFT - A (FLOW BY) Type Curb Inlet On Grade Solve For Efficiency Input Data Discharge 5.13 cfs Sr � � ?it?, fk-A Slope 0.049000 ft/ft Gutter Width 1.50 ft Gutter Cross Slope 0.093300 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.016 Curb Opening Length 16.00 ft Local Depression 3.0 in Local Depression Width 4.00 ft Results Efficiency 0.74 Intercepted Flow 3.81 cfs Bypass Flow 1.32 cfs Spread 9.13 ft Depth 0.29 ft Row Area 0.9 ft2 Gutter Depression 1.3 in Total Depression 4.3 in Velocity 5.60 ft/s Equivalent Cross Slope 0.063231 ft/ft Length Factor 0.53 Total Interception Length 30.23 ft Nova LAYrii- 4-) Project Engineer: MIS Department x:\...\881_0100\eng\misc\catch basin\t14245.fm2 Van Dell & Associates FlowMaster v6.0 [614b] 11/6/2004 3:57 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 1 To / m■ mg gm gm gm mg u r i MI N M MI NM MO M r Curb Inlet on Grade NO C Yucatan — Left — A — Flow By Condition Los t n -ye_ Project Description Worksheet YUCANTAN - LEFT - A (FLOW BY) Type Curb Inlet On Grade Solve For Efficiency Input Data Discharge 6.62 cfs Slope 0.049000 ft/ft Gutter Width 1.50 ft Gutter Cross Slope 0.093300 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.016 Curb Opening 16.00 ft Length Local Depression 3.0 in Local Depression 4.00 ft Width Results Efficiency 0.67 Intercepted Flow 4.41 cfs Bypass Flow 2.21 cfs Spread 10.20 ft Depth 0.31 ft Flow Area 1.1 ft2 Gutter Depression 1.3 in Total Depression 4.3 in Velocity 5.90 ft/s Equivalent Cross 0.058935 ft/ft Slope Length Factor 0.46 Total Interception 35.10 ft Length Project Engineer: MIS Department x:\...\881_0100\eng\misc\catch basin\t14245.fm2 FlowMaster v6.0 [614b] 5/2/2005 4:24 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Worksheet Worksheet for Irregular Channel Project Description Worksheet Yucatan Lane CB#4 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.017 Slope 0.048616 ft/ft Water Surface Elevation -0.17 ft Elevation Range -0.65 to 0.00 Discharge 6.62 cfs 0.00c -0.10 -0.20 -- -0.30 -0.40 -0.50 -0.60 -0.70 0+00 0+05 0+10 0+15 0+20 0+25 V:10.0 H:1 NTS Project Engineer: MIS Department x:\...\eng\wf\hydra\street capacity 01.fm2 FlowMaster v6.0 [614b] 3/31/2005 1:33 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Worksheet Worksheet for Irregular Channel Project Description Worksheet Yucatan Lane CB#4 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 0.048616 ft/ft Discharge 6.62 cfs Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method Results Mannings Coefficient 0.017 Water Surface Elevation -0.17 ft Elevation Range -0.65 to 0.00 Flow Area 1.4 ft2 Wetted Perimeter 11.37 ft Top Width 10.87 ft Actual Depth 0.48 ft Critical Elevation -0.06 ft Critical Slope 0.007884 ft/ft Velocity 4.81 ft/s Velocity Head 0.36 ft Specific Energy 0.19 ft Froude Number 2.38 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 0+03 0.020 0+03 0+09 0.015 0+09 0+25 0.017 Natural Channel Points Station Elevation (ft) (ft) 0+00 0.00 0+03 -0.05 0+07 -0.15 0+07 -0.65 0+09 -0.36 0+25 -0.03 Project Engineer: MIS Department x:\...\eng\wf\hydra\street capacity 01.fm2 FlowMaster v6.0 [614b] 3/31/2005 1:33 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 • Catch Basin #5 FlowMaster Calculations - Catch Basin Calculation - Street Capacity Calculation N MIN IMO IMO NM Curb Inlet On Grade Yucatan — Right — Flow By Condition 0-5- `/C_ Fain.... A Project Description Worksheet YUCATAN - RIGHT (FLOW BY) Type Curb Inlet On Grade Solve For Efficiency Input Data Discharge 8.00 cfs Slope 0.049000 ft/ft Gutter Width 1.50 ft Gutter Cross Slope 0.093300 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.016 Curb Opening Length 7.00 ft Local Depression 3.0 in Local Depression Width 4.00 ft Results Efficiency 0.30 Intercepted Flow 2.39 cfs Bypass Flow 5.61 cfs Spread 11.05 ft Depth 0.33 ft Flow Area 1.3 ft2 Gutter Depression 1.3 in Total Depression 4.3 in Velocity 6.14 ft/s Equivalent Cross Slope 0.056014 ft/ft Length Factor 0.18 Total Interception Length 39.18 ft Project Engineer: MIS Department x:\...\881_0100\eng\misc\catch basin\t14245.fm2 Van Dell & Associates FlowMaster v6.0 [614b] 11/6/2004 3:55 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 M MI= I M I- r- - - -- r MI M M INN Curb Inlet On Grade Yucatan — Right — Flow By Condition too r Project Description Worksheet Curb Inlet - 3 Type Curb Inlet On Grade Solve For Efficiency Input Data Discharge 10.40 cfs Slope 0.049000 ft/ft Gutter Width 1.50 ft Gutter Cross Slope 0.093300 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.016 Curb Opening Length 7.00 ft Local Depression 3.0 in Local Depression Width 4.00 ft Results Efficiency 0.26 Intercepted Flow 2.70 cfs Bypass Flow 7.70 cfs Spread 12.32 ft Depth 0.36 ft Flow Area 1.6 ft2 Gutter Depression 1.3 in Total Depression 4.3 in Velocity 6.50 ft/s Equivalent Cross Slope 0.052321 ft/ft Length Factor 0.15 Total Interception Length 45.57 ft Project Engineer: MIS Department x:\...\881_0100\eng\misc\catch basin\t14245.fm2 Van Dell & Associates FlowMaster v6.0 [614b] 5/2/2005 3:24 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Worksheet Worksheet for Irregular Channel Project Description Worksheet Yucatan Lane CB#5 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.016 Slope 0.048616 ft/ft Water Surface Elevation -0.13 ft Elevation Range -0.65 to 0.00 Discharge 10.40 cfs -0.20 -0.30 ... -0.40 -0.50 -0.60 -0.70 0+00 0+05 0+10 0+15 0+20 0+25 V:10.0 H:1 N TS Project Engineer: MIS Department x:\...\eng\wt\hydra\street capacity 01.fm2 FlowMaster v6.0 [614b] 3/31/2005 1:38 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Worksheet Worksheet for Irregular Channel Project Description Worksheet Yucatan Lane CB#5 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 0.048616 ft/ft Discharge 10.40 cfs Options Current Roughness Method Open Channel Weighting Method Closed Channel Weighting Method Improved Lotter's Method Improved Lotter's Method Horton's Method Results Mannings Coefficient 0.016 Water Surface Elevation -0.13 ft Elevation Range -0.65 to 0.00 Flow Area 1.9 ft2 Wetted Perimeter 14.71 ft Top Width 14.18 ft Actual Depth 0.52 ft Critical Elevation -4.89e-3 ft Critical Slope 0.006660 ft/ft Velocity 5.37 ft/s Velocity Head 0.45 ft Specific Energy 0.32 ft Froude Number 2.56 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0.+00 - 0+03 0.020 0+03 0+09 0.015 0+09 0+25 0.017 Natural Channel Points Station Elevation (ft) (ft) 0+00 0.00 0+03 -0.05 0+07 -0.15 0+07 -0.65 0+09 -0.36 0+25 -0.03 Project Engineer: MIS Department x:\...\eng\wf\hydra\street capacity 01.fm2 FlowMaster v6.0 [614b] 3/31/2005 1:38 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 • Catch Basin #6 FlowMaster Calculations - Catch Basin Calculation - Street Capacity Calculation an Ems on mg ma um am NMI MI an Project Description Curb Inlet On Grade ivovE Yucatan — Left - B — Flow By Condition GENE O Ls Worksheet YUCANTAN - LEFT - B (FLOW BY) Type Curb Inlet On Grade Solve For Efficiency Input Data Discharge 3.71 cfs ----- SCE 2_ 'Yi(d. Slope 0.020000 ft/ft Gutter Width 1.50 ft Gutter Cross Slope 0.093300 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.016 Curb Opening Length 20.00 ft Local Depression 3.0 in Local Depression Width 4.00 ft Results Efficiency 1.00 Intercepted Flow 3.70 cfs Bypass Flow 0.01 cfs Spread 9.64 ft Depth 0.30 ft Flow Area 1.0 ft2 Gutter Depression 1.3 in Total Depression 4.3 in Velocity 3.67 ft/s Equivalent Cross Slope 0.061089 ft/ft Length Factor 0.97 Total Interception Length 20.58 ft t i rEThov NODE 33 -rh 11 Project Engineer: MIS Department x:\...\881_0100\eng\misc\catch basin\t14245.fm2 Van Dell & Associates FlowMaster v6.0 [614b] 11/6/2004 3:55 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 IIIIII ism me um mg gm M r MI N IIIIII MINI MN 11111 NIB2BIM INN INN Curb Inlet On Grade Yucatan - Left — B — Flow By Condition Project Description Worksheet YUCANTAN - LEFT - B (FLOW BY) Type Curb Inlet On Grade Solve For Efficiency Input Data Discharge 5.26 cfs Slope 0.020000 ft/ft Gutter Width 1.50 ft Gutter Cross Slope 0.093300 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.016 Curb Opening Length 20.00 ft Local Depression 3.0 in Local Depression Width 4.00 ft Results Efficiency 0.94 Intercepted Flow 4.95 cfs Bypass Flow 0.31 cfs Spread 11.19 ft Depth 0.33 ft Flow Area 1.3 ft2 Gutter Depression 1.3 in Total Depression 4.3 in Velocity 3.94 ft/s Equivalent Cross Slope 0.055590 ft/ft Length Factor 0.79 Total Interception Length 25.22 ft Project Engineer: MIS Department x:\...\881_0100\eng\misc\catch basin\t14245.fm2 FlowMaster v6.0 [614b] 5/3/2005 9:43 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 CLAD. FAL- Worksheet Worksheet for Irregular Channel Project Description Worksheet Yucatan Lane CB#6 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.017 Slope 0.034159 ft/ft Water Surface Elevation -0.23 ft Elevation Range -0.65 to 0.00 Discharge 3.05 cfs 0.00? -0.10 -0.20-- -0.30 - -0.40 -0.50 -0.60 -0.70 0+00 0+05 0+10 0+15 0+20 0+25 V:10.0 H:1 NTS Project Engineer: MIS Department x:\...\eng\wl\hydra\street capacity 01.fm2 FlowMaster v6.0 [614b] 3/31/2005 1:42 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Worksheet Worksheet for Irregular Channel Project Description Worksheet Yucatan Lane CB#6 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data ' Slope Discharge 0.034159 ft/ft 3.05 cfs I Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method I Results I Mannings Coefficient 0.017 Water Surface Elevation -0.23 ft Elevation Range -0.65 to 0.00 Flow Area 0.9 ft2 I Wetted Perimeter 8.58 ft Top Width 8.12 ft Actual Depth 0.42 ft I Critical Elevation -0.16 ft Critical Slope 0.008349 ft/ft Velocity 3.57 ft/s Velocity Head 0.20 ft I Specific Energy -0.03 ft Froude Number 1.94 Flow Type Supercritical IRoughness Segments Start End Mannings Station Station Coefficient 0+00 0+03 0.020 0+03 0+09 0.015 0+09 0+25 0.017 Natural Channel Points Station Elevation (ft) (ft) 0+00 0.00 0+03 -0.05 0+07 -0.15 0+07 -0.65 0+09 -0.36 0+25 -0.03 1 Project Engineer: MIS Department x:\...\eng\wf\hydra\street capacity 01.fm2 FlowMaster v6.0 [614b] 3/31/2005 1:42 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 • Catch Basin #7 FlowMaster Calculations Catch Basin Calculation - Street Capacity Calculation Sump Condition Emergency Escape Route Analysis I MN M EN EN i Nin I— 1 I S a N-- NM NM NM Project Description Worksheet YUCATAN - RIGHT (SUMP) Type Curb Inlet In Sag Solve For Spread Input Data Discharge 12.46 cfs Gutter Width 1.50 ft Gutter Cross Slope 0.093300 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 9.00 ft Opening Height 0.50 ft Curb Throat Type Horizontal Local Depression 2.0 in Local Depression Width 4.00 ft Results Spread 3.57 ft Throat Incline Angle 90.00 degrees Depth 0.48 ft Gutter Depression 1.3 in Total Depression 3.3 in Curb Inlet On Grade LA-reiz1 , I� ..23 Yucatan - Right — Sump Condition (:o-'i 1Lc7A 1a Project Engineer: MIS Department x:\...\881_0100\eng\misc\catch basin\t14245.fm2 Van Dell & Associates FlowMaster v6.0 [614b] 11/6/2004 3:55 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Worksheet Worksheet for Irregular Channel Project Description Worksheet Yucatan Lane CB#7 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.017 Slope 0.018692 Mt Water Surface Elevation -0.16 ft Elevation Range -0.65 to 0.00 Discharge 4.76 cfs 0.00c? -0.10 -0.20 -0.30 _.._.... -0.40 -0.50 -0.60 -0.70 0+00 0+05 0+10 0+15 0+20 0+25 V:10.0_ H:1 NTS Project Engineer: MIS Department x:\...\eng\wf\hydra\street capacity 01.fm2 FlowMaster v6.0 [614b] 3/31/2005 1:44 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Worksheet Worksheet for Irregular Channel Project Description I Worksheet Flow Element Yucatan Lane CB#7 Irregular Channel Method Manning's Formula ISolve For Channel Depth Input Data I Slope Discharge 0.018692 ft/ft 4.76 cfs I Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method IClosed Channel Weighting Method Horton's Method Results I Mannings Coefficient 0.017 Water Surface Elevation -0.16 ft Elevation Range -0.65 to 0.00 Flow Area 1.5 ft2 I Wetted Perimeter 12.14 ft Top Width 11.62 ft Actual Depth 0.49 ft I Critical Elevation -0.11 ft Critical Slope 0.008161 ft/ft Velocity 3.08 ft/s Velocity Head 0.15 ft I Specific Energy -0.01 ft Froude Number 1.49 Flow Type Supercritical IRoughness Segments Start End Mannings I Station Station Coefficient 0+00 0+03 0.020 0+03 0+09 0.015 I0+09 0+25 0.017 Natural Channel Points I Station Elevation (ft) (ft) 0+00 0.00 I 0+03 -0.05 0+07 -0.15 0+07 -0.65 0+09 -0.36 I0+25 -0.03 Project Engineer: MIS Department x:\...\eng\wf\hydra\street capacity 01.fm2 FlowMaster v6.0 (614b] 3/31/2005 1:44 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 Cross Section Cross Section for Irregular Channel Project Description NorksheetSECTION Flow Element Irregular Channel Method Monhing'sFonnuha Solve For Channel Depth Section Data ManningoCneffioont 0.014 Slope 0.020000ft/ft Water Surface Elevation 49.66 ft Elevation Range 49.37to55.30 Discharge 12.46cfo � | 53.00| 51.OD! ---~-~~-~-_]_ ,- �� 51.OD| ,_ � , - - 4SDD/ ' --�_--� ' /rm���=���� - I Tt R� ECT/12n V:48 Project Engineer: MIS Department .fm2 RuwMasterv6.0 [614b] 5/3/20051:50PM mxH000tauMethods, Inc. o7Brookside Road Waterbury, CTUe7nuUSA (203)755'166e Page Worksheet Worksheet for Irregular Channel Project Description Worksheet YUCATAN_ELM_SECTION Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 0.020000 ft/ft Discharge 12.46 cfs Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method Results Mannings Coefficient 0.014 Water Surface Elevation 49.66 ft Elevation Range 49.37 to 55.30 Flow Area 3.0 ft2 Wetted Perimeter 20.34 ft Top Width 20.33 ft Actual Depth 0.29 ft Critical Elevation 49.75 ft Critical Slope 0.004966 ft/ft Velocity 4.18 ft/s Velocity Head 0.27 ft Specific Energy 49.93 ft Froude Number 1.92 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 8+90 10+98 0.014 Natural Channel Points Station Elevation (ft) (ft) 8+90 55.30 10+18 49.37 10+50 50.04 10+73 50.56 10+98 51.83 Project Engineer: MIS Department x:\users\swl\haestad\yucatan_elm_section.fm2 FlowMaster v6.0 [614b] 5/3/2005 2:10 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 • Catch Basin #8 FlowMaster Calculations - Catch Basin Calculation - Street Capacity Calculation EN mg NE gm um mg NE NM I Project Description Worksheet Type Solve For CANCUN - LEFT - A (FLOW BY) Curb Inlet On Grade Efficiency Input Data Discharge 7.74 cfs Slope 0.048000 ft/ft Gutter Width 1.50 ft Gutter Cross Slope 0.093300 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.016 Curb Opening Length 16.00 ft Local Depression 3.0 in Local Depression Width 4.00 ft Curb Inlet On Grade Li kte Cancun - Left - A - Flow By Condition (461 Results Efficiency 0.62 Intercepted Flow 4.82 cfs Bypass Flow 2.92 cfs Spread 10.95 ft Depth 0.33 ft Flow Area 1.3 ft2 Gutter Depression 1.3 in Total Depression 4.3 in Velocity 6.04 ft/s Equivalent Cross Slope 0.056353 ft/ft Length Factor 0.42 Total Interception Length 38.26 ft set=. is Yk l j l j .. NooE Project Engineer: MIS Department x:\...\881_0100\eng\misc\catch basin\t14245.fm2 Van Dell & Associates FlowMaster v6.0 [614b] 11/6/2004 3:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 To / EN NM INN NE I INN MN MO HMI Project Description Worksheet CANCUN - LEFT - A (FLOW BY) Type Curb Inlet On Grade Solve For Efficiency Input Data Discharge 10.09 cfs Slope 0.048000 ft/ft Gutter Width 1.50 ft Gutter Cross Slope 0.093300 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.016 Curb Opening Length 16.00 ft Local Depression 3.0 in Local Depression Width 4.00 ft Results Efficiency 0.55 Intercepted Flow 5.56 cfs Bypass Flow 4.53 cfs Spread 12.22 ft Depth 0.35 ft Flow Area 1.6 ft2 Gutter Depression 1.3 in Total Depression 4.3 in Velocity 6.40 ft/s Equivalent Cross Slope 0.052588 ft/ft Length Factor 0.36 Total Interception 44.58 ft Length Curb Inlet On Grade Cancun — Left — A - Flow By Condition Project Engineer: MIS Department x:\...\881_0100\eng\misc\catch basin\t14245.fm2 FlowMaster v6.0 [614b] 5/3/2005 9:23 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Sao Worksheet Worksheet for Irregular Channel Project Description Worksheet Cancun Drive CB#8 Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.016 Slope 0.047820 ft/ft Water Surface Elevation -0.13 ft Elevation Range -0.65 to 0.00 Discharge 10.09 cfs 0.00c -0.10 ....... -0.20 -0.30 -0.40 -0.50 -0.60 -0.70 0+00 0+05 0+10 0+15 0+20 0+25 V:1 0.0 H:1 NTS Project Engineer: MIS Department x:\...\eng\wf\hydra\street capacity 01.fm2 FlowMaster v6.0 [614b] 3/31/2005 1:47 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Worksheet Worksheet for Irregular Channel Project Description I Worksheet Flow Element Cancun Drive CB#8 Irregular Channel Method Manning's Formula 1 Solve For Channel Depth Input Data ' Slope Discharge 0.047820 ft/ft 10.09 cfs I Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method I Closed Channel Weighting Method Horton's Method Results I Mannings Coefficient 0.016 Water Surface Elevation -0.13 ft Elevation Range -0.65 to 0.00 Flow Area 1.9 ft2 I Wetted Perimeter 14.34 ft Top Width 13.81 ft Actual Depth 0.52 ft I Critical Elevation -0.01 ft Critical Slope 0.006576 ft/ft Velocity 5.37 ft/s Velocity Head 0.45 ft I Specific Energy 0.32 ft Froude Number 2.56 Flow Type Supercritical Roughness Segments Start End Mannings I Station Station Coefficient 0+00 0+03 0.020 0+03 0+09 0.015 I0+09 0+25 0.017 Natural Channel Points I Station Elevation (ft) (ft) 0+00 0.00 0+03 -0.05 0+07 -0.15 0+07 -0.65 0+09 -0.36 0+25 -0.03 Project Engineer: MIS Department x:\...\eng\wf\hydra\street capacity 01.fm2 FlowMaster v6.0 [614b] 3/31/2005 1:47 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 • Existing Catch Basin on Elm Street FlowMaster Calculations - Catch Basin Calculation - Street Capacity Calculation Worksheet Worksheet for Curb Inlet On Grade Project Description Worksheet ELM -EXISTING Type Curb Inlet On Grade Solve For Efficiency Input Data Discharge 0.77 cfs Slope 0.060000 ft/ft Gutter Width 1.50 ft Gutter Cross Slope 0.093300 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.016 Curb Opening Length 7.00 ft Local Depression 4.0 in Local Depression Width 4.00 ft Results Efficiency 0.91 Intercepted Flow 0.70 cfs Bypass Flow 0.07 cfs Spread 2.77 ft Depth 0.17 ft Flow Area 0.2 ft2 Gutter Depression 1.3 in Total Depression 5.3 in Velocity 4.84 ft/s Equivalent Cross Slope 0.126732 ft/ft Length Factor 0.73 Total Interception Length 9.54 ft Project Engineer: MIS Department x:\...\881_0100\eng\misc\catch basin\t14245.fm2 FlowMaster v6.0 [614b] 5/6/2005 10:59 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Cross Section Cross Section for Irregular Channel Project Description Worksheet ELM_EXISTING Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.015 Slope 0.071883 ft/ft Water Surface Elevation -0.42 ft Elevation Range -0.65 to 0.00 Discharge 0.77 cfs -0.10 -0.20- -0.30 -0.40 -0.50 -0.60 -0.70 0+00 0+05 0+10 0+15 0+20 0+25 V:1 0.0 H:1 NTS Project Engineer: MIS Department x:\...\eng\wt\hydra\street capacity 01.fm2 FlowMaster v6.0 [614b] 5/6/2005 11:09 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Worksheet Worksheet for Irregular Channel Project Description I Worksheet ELM_EXISTING Flow Element Irregular Channel Method Manning's Formula I Solve For Channel Depth Input Data I Slope Discharge 0.071883 ft/ft 0.77 cfs I Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method I Results I Mannings Coefficient 0.015 Water Surface Elevation -0.42 ft Elevation Range -0.65 to 0.00 Flow Area 0.1 ft2 I Wetted Perimeter 1.45 ft Top Width 1.20 ft Actual Depth 0.23 ft I Critical Elevation -0.29 ft Critical Slope 0.008097 ft/ft Velocity 5.55 ft/s Velocity Head 0.48 ft I Specific Energy 0.06 ft Froude Number 2.88 Flow Type Supercritical IRoughness Segments ' Natural Channel Points ' Station Elevation (ft) (ft) 0+00 0.00 10+03 -0.05 0+07 -0.15 0+07 -0.65 0+09 -0.36 0+25 -0.03 Start End Mannings Station Station Coefficient 0+00 0+03 0.020 0+03 0+09 0.015 0+09 0+25 0.017 Project Engineer: MIS Department x:\...\eng\wf\hydra\street capacity 01.fm2 FlowMaster v6.0 [614b] 5/6/2005 11:08 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 • 25-Year Storm WSPG Hydraulic Calculations (Line No.1, Lateral 1, 2, 3, 4, 5, 6, & 7) X:\Projecte\887 0103\ENG\WF HYDRO\Tract 14245_rev072205 Text.doc 13 CANCUN_PR25.WSW T1 881_0103 City of Fontana Tract 14245 0 T2 Cancun Drive - 25 year Proposed Condition T3 4/1/05 SWL SO 1005.2501013.600 1 1017.593 R 1028.2401017.090 1 .013 58.550 .000 0 R 1050.7401019.800 1 .013 .000 .000 0 JX 1054.7301020.450 3 1 .013 8.860 1021.000 58.5 000 R 1149.4901024.970 3 .013 .000 .000 0 JX 1153.4801025.340 3 3 3.013 2.920 2.4301025.7001025.700 60.0-60.0 000 R 1166.2501025.910 3 .013 .000 .000 0 R 1221.1401029.190 3 .013 10.280 .000 0 R 1245.3801030.638 3 .013 60.430 .000 0 WE 1245.3801030.638 4 .500 SH 1245.3801030.638 4 1030.638 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 2 0 .000 6.000 16.000 .000 .000 .00 Q 4.820 0 Page 1 EN gm gm M N I 1 s-- 1 S 1 MI M FILE: CANCUN PR25.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:37: 6 881_0103 City of Fontana Tract 14245 Cancun Drive - 25 year Proposed Condition 4/1/05 SWL ************************************************************************************************************************** ******** Station L/Elem ********* 1005.250 3.488 1008.738 HYDRAULIC 1008.738 2.984 1011.722 6.857 1018.579 5.353 1023.932 4.307 1028.240 .079 1028.319 5.305 Invert Elev C- h Slope ********* 1013.600 .1518 1014.130 JUMP 1014.130 .1518 1014.582 .1518 1015.623 .1518 1016.436 .1518 1017.090 .1204 1017.100 .1204 1033.625 1017.739 4.279 .1204 Depth (FT) ******** 3.993 3.505 .715 .723 Water Elev ********* 1017.593 1017.635 1014.844 1015.306 .749 1016.372 .776 .805 .805 .834 1017.212 1017.895 1017.905 1018.573 0 (CFS) ********* 19.03 19.03 19.03 19.03 19.03 19.03 19.03 19.03 19.03 Vel Vel (FPS) Head - -I- - SF Ave *******I******* 6.06 .57 .0071 6.06 18.88 18.56 17.70 .57 5.54 .0925 5.35 .0847 4.86 .0743 16.87 4.42 .0652 16.09 16.08 15.33 4.02 .0609 4.01 .0571 3.65 .0502 Energy Grd.El. HF ********* 1018.16 .02 1018.20 1020.38 .28 1020.65 .58 1021.23 .40 1021.63 .28 1021.91 .00 1021.92 .30 1022.22 .21 Super ICriticallFlow ToplHeight/ Elev I Depth I Width IDia.-FT S- E DpthlFroude NiNorm Dp I "N" *******I********I********I******* I I I .00 1.57 .00 2.000 .00 .00 .63 .013 I I I .00 1.57 .00 2.000 - -I- -I- -I- - I I I .94 1.57 1.92 2.000 - -I- -I- -I- - 1.66 4.59 .63 .013 I I I .91 1.57 1.92 2.000 - -I- -I- -I- 1.64 4.48 .63 .013 I I I .84 1.57 1.94 2.000 - -I- _I_ _I_ _ 1.59 4.18 .63 .013 I I I .77 1.57 1.95 2.000 - -I- -I- -I- - 1.54 3.91 .63 .013 I I I .00 1.57 1.96 2.000 .80 3.65 .67 .013 I I 1 .00 1.57 1.96 2.000 .81 3.65 .67 .013 I I I .00 1.57 1.97 2.000 .83 3.41 .67 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 No Wth ZL Prs/Pip ZR ***** .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Type Ch ******* 1 .0 PIPE 1 .0 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE NE am NB 11111 EN MI all nil all N MN FILE: CANCUN_PR25.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:37: 6 881_0103 City of Fontana Tract 14245 Cancun Drive - 25 year Proposed Condition 4/1/05 SWL ***************:r********************************************************************************************************** ******** Invert Station Elev L/Elem Ch Slope ********* ********* 1037.904 1018.254 3.530 .1204 1041.434 1018.679 2.951 .1204 1044.385 1019.035 2.480 .1204 1046.865 1019.333 2.096 .1204 1048.961 1019.586 1.779 .1204 1050.740 1019.800 JUNCT STR .1629 1054.730 1020.450 17.440 .0477 1072.170 1021.282 28.737 .0477 1100.907 1022.652 14.418 .0477 Depth (FT) ******** .865 .897 .930 .965 1.002 1.041 .709 Water Elev ********* 1019.119 1019.576 1019.965 1020.298 1020.588 1020.841 1021.159 .716 1021.998 .743 1023.396 Q (CFS) ********* 19.03 19.03 19.03 19.03 19.03 19.03 10.17 10.17 10.17 Vel Vel Energy Super ICriticallFlow Top Height/ Base Wt (FPS) Head Grd.E1. Elev I Depth I Width Dia.-FT or I.D. - -I- - - - SF Ave HF SE DpthlFroude NlNorm Dp "N" X-Fall *******I******* ********* *******I********I******** ******* ******* 14.62 3.32 - -I- .0441 13.94 3.02 .0387 13.29 2.74 .0341 12.67 2.49 .0300 12.08 2.27 .0264 11.52 2.06 .0351 12.37 2.37 12.21 11.65 .0447 2.32 .0413 2.11 1022.44 .16 1022.59 .11 1022.71 .08 1022.79 .06 1022.85 .05 1022.90 .14 1023.53 .78 1024.31 1.19 1025.50 .0364 .52 .00 1.57 .87 3.18 I I 1.98 .67 .00 1.57 1.99 - -I- -I- - .90 2.96 .67 I I .00 1.57 2.00 .93 2.76 .67 I I .00 1.57 2.00 .97 2.58 .67 I I .00 1.57 2.00 1.00 2.40 .67 I I .00 1.57 2.00 1.04 I I .00 1.23 1.50 .71 2.94 .70 I i .00 1.23 1.50 .72 2.89 .70 I I .00 1.23 1.50 .74 2.69 .70 2.23 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 1.500 .013 1.500 .013 1.500 .013 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 000 .00 .000 .00 000 .00 .000 .00 No Wth ZL Prs/Pip ZR ***** .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Type Ch ******* 1 .0 P- IPE 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 'PIPE FILE: CANCUN PR25.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:37: 6 881_0103 City of Fontana Tract 14245 Cancun Drive - 25 year Proposed Condition 4/1/05 SWL ************************************************************************************************************************** ******** Station L/Elem ********* 1115.324 9.196 Invert Elev Ch Slope ********* 1023.340 .0477 1124.521 1023.779 6.542 .0477 1131.063 1024.091 4.869 .0477 1135.931 1024.323 3.732 .0477 1139.663 1024.501 2.904 1142.567 2.239 1144.806 1.740 1146.546 1.303 .0477 1024.640 .0477 1024.746 .0477 1024.829 .0477 1147.848 1024.892 .907 .0477 Depth (FT) ******** Water Elev ********* .771 1024.111 .801 1024.580 .832 1024.923 .865 1025.188 .900 1025.401 .937 1025.577 .977 1025.724 1.019 1025.849 1.064 1025.956 4 (CFS) ********* 10.17 10.17 10.17 10.17 10.17 10.17 10.17 10.17 10.17 Vel Vel (FPS) Head - _I_ SF Ave *******I******* 11.10 - -1- 1.91 .0320 10.59 1.74 .0283 Energy Grd.El. HF ********* 1026.03 .29 1026.32 .18 10.09 1.58 1026.51 .0249 .12 9.62 1.44 .0220 9.18 1.31 .0195 8.75 1.19 .0173 8.34 1.08 .0154 7.95 .98 .0137 7.58 .89 .0122 1026.63 .08 1026.71 .06 1026.77 .04 1026.80 .03 1026.83 .02 1026.85 .01 Super ICriticaliFlow Top Elev I Depth I Width - -1- -1- SE DpthjFroude NINorm Dp 1 .00 1.23 1.50 - -I- -1- .77 2.50 .70 1 .00 1.23 1.50 .80 2.33 .70 .00 1.23 1.49 - -I- -1- .83 2.16 .70 1 .00 1.23 1.48 .87 2.01 .70 .00 1.23 1.47 - -1- -1- .90 1.86 .70 1 .00 1.23 1.45 -1- .94 1.72 .70 .00 1.23 1.43 .98 1.59 .70 .00 1.23 1.40 -1- 1.02 1.47 .70 1 .00 1.23 1.36 -1- 1.06 1.35 .70 Height/ Dia.-FT ******* 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 ZL ZR ***** No Wth Prs/Pip Type Ch ******* .00 1 .0 .00 P- IPE .00 1 .0 .00 P- IPE .00 1 .0 .00 P- IPE .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 P- IPE .00 1 .0 .00 P- IPE .00 1 .0 .00 P- IPE ■r r rr rr rr r r r r Br MN r - - - - r - r FILE: CANCUN PR25.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:37: 6 881_0103 City of Fontana Tract 14245 Cancun Drive - 25 year Proposed Condition 4/1/05 SWL ************************************************************************************************************************** ******** Station L/Elem 1148.755 .539 1149.295 .195 Invert Elev C- h Slope ********* 1024.935 .0477 1024.961 .0477 1149.490 1024.970 JUNCT STR 1153.480 7.274 .0927 1025.340 .0446 1160.754 1025.665 .287 .0446 1161.042 1025.677 HYDRAULIC JUMP 1161.042 5.208 1025.677 .0446 1166.250 1025.910 30.397 .0598 1196.647 1027.726 16.005 .0598 Depth (FT) ******** 1.113 Water Elev ********* 1026.048 1.167 1026.128 1.228 1.809 1026.198 1027.149 1.500 1027.165 1.500 .442 .442 1027.177 1026.120 1026.352 .451 1028.177 Q (CFS) ********* 10.17 10.17 10.17 4.82 4.82 4.82 4.82 4.82 4.82 Vel Vel I Energy (FPS) Head I Grd.E1. SF Ave; HF *******I*******I********* I 7.23 .81 1026.86 - -I- -I- .0110 .01 I 6.89 .74 1026.87 .0099 .00 I 6.57 .67 1026.87 - -I- -I- .0058 .02 I 2.73 .12 1027.26 - -I -I- .0021 .02 I 2.73 .12 1027.28 - -I- -I- .0021 .00 I 2.73 .12' 1027.29 - -I- -I- 1 11.08 1.91 1028.03 _I_ .0588 .31 I 11.08 1.91 1028.26 - -I- -I- .0564 1.71 I 10.75 1.79 1029.97 - -I- -I- .0506 .81 Super ICriticallFlow Top Elev I Depth I Width - -I- -I- - SE DpthlFroude NINorm Dp *******I********I******** .00 1.23 -I- -I- 1.11 1.23 I I .00 1.23 1.17 1.12 I I .00 1.23 1.23 1.00 I I .00 .84 1.81 .00 I I .00 .84 _I_ 1.50 .00 I I .00 .84 I I .00 .84 .44 3.46 I .02 .84 - _I- I_ .46 3.46 I I .02 .84 - _I_ I_ .47 3.32 1.31 .70 1.25 .70 1.16 .00 .47 .00 .47 .00 1.37 .47 1.37 .44 1.38 .44 Height/ Dia.-FT "N" ******* 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 1.500 .013 1.500 .013 1.500 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 ZL ZR ***** No Wth Prs/Pip Type Ch ******* .00 1 .0 .00 P- IPE .00 1 .0 .00 P- IPE .00 .00 1 .0 PIPE .00 1 .0 .00 PIPE .000 .00 .00 .00 .000 .00 .000 .00 .00 .00 .000 .00 .00 .00 .000 .00 1 .0 PIPE 1 .0 1 .0 PIPE 1 .0 P- IPE 1 .0 .00 .00 PIPE MI M-- M N r M N M M M i FILE: CANCUN_PR25.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:37: 6 881_0103 City of Fontana Tract 14245 Cancun Drive - 25 year Proposed Condition 4/1/05 SWL ************************************************************************************************************************** ******** Invert Station Elev L/Elem Ch Slope ********* ********* 1212.652 1028.683 8.488 .0598 1221.140 1029.190 2.009 .0597 1223.149 1029.310 5.089 .0597 1228.239 1029.614 3.740 1231.979 2.874 1234.852 2.295 1237.147 1.843 1238.990 1.469 .0597 1029.837 .0597 1030.009 .0597 1030.146 .0597 1030.256 .0597 1240.459 1030.344 1.215 .0597 Depth (FT) ******** .467 .484 .489 Water Elev ********* 1029.150 1029.674 1029.799 .506 1030.120 .524 1030.361 .543 .562 .582 .604 1030.552 1030.708 1030.838 1030.948 Q (CFS) ********* 4.82 4.82 4.82 4.82 4.82 4.82 4.82 4.82 4.82 Vel Vel (FPS) Head SF Ave *******I******* 10.25 - -1- 1.63 .0443 9.77 1.48 .0406 9.63 1.44 .0373 Energy Grd.El. HF ********* 1030.78 .38 1031.16 .08 1031.24 .19 9.18 1.31 1031.43 .0327 .12 8.76 1.19 -1- .0287 8.35 1.08 - -1- .0251 7.96 .98 .0220 7.59 .89 .0193 7.24 .81 - -1- .0170 1031.55 .08 1031.63 .06 1031.69 .04 1031.73 .03 1031.76 .02 Super ICriticaliFlow Top Elev I Depth I Width SE DpthlFroude NINorm Dp *******I********!******** .01 .84 1.39 -1- .48 3.10 .44 .18 .84 1.40 - -1- -1- .67 2.90 .44 .18 .84 1.41 .67 2.85 .44 1 1 .16 .84 1.42 .67 2.66 .44 .15 .84 1.43 -1- .67 2.49 .44 .14 .84 1.44 - -1- -1- .68 2.33 .44 .12 .84 1.45 .69 2.17 .44 .11 .84 1.46 .70 2.03 .44 .10 .84 1.47 .71 1.90 .44 Height/ Dia.-FT - " N " ******* 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE ggig as EN MIN NM NM NS NM EN NM N RIM 11111 FILE: CANCUN PR25.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 6 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:37: 6 881_0103 City of Fontana Tract 14245 Cancun Drive - 25 year Proposed Condition 4/1/05 SWL Station L/Elem ********* 1241.674 .986 1242.660 .796 1243.456 .634 1244.089 .494 1244.583 .372 1244.955 .245 Invert Elev Ch Slope ********* 1030.417 .0597 1030.475 .0597 1030.523 .0597 1030.561 .0597 1030.590 .0597 1030.613 .0597 1245.200 1030.627 .131 1245.332 .048 1245.380 .0597 1030.635 .0597 1030.638 WALL ENTRANCE Depth (FT) ******** .626 .649 .673 .698 .724 .751 Water Elev ********* 1031.043 1031.125 1031.196 1031.259 1031.314 1031.364 .780 1031.407 .811 .844 1031.446 1031.482 4 (CFS) ********* 4.82 4.82 4.82 4.82 4.82 4.82 4.82 4.82 4.82 Vel Vel (FPS) Head - _1- SF Ave *******I******* 6.90 .74 .0149 6.58 .67 .0131 6.27 .61 .0115 5.98 .56 .0101 5.70 .50 .0089 Energy Grd.E1. HF ********* 1031.78 .01 1031.80 .01 1031.81 .01 1031.81 .01 1031.82 .00 5.44 .46 1031.82 - -1- - .0078 .00 5.18 .42 .0069 4.94 .38 .0061 4.71 .34 1031.82 .00 1031.83 .00 1031.83 Super ICriticallFlow Top Elev I Depth I Width S- E DpthlFroude NlNorm Dp *******I********I******** 1 .10 .84 1.48 .72 1.77 .44 1 .09 .84 1.49 .74 1.65 .44 .08 .84 1.49 .75 1.54 .44 .07 .84 1.50 .77 1.44 .44 .07 .84 1.50 - -1- -1- .79 1.34 .44 .06 .84 1.50 .81 1.25 .44 1 1 .05 .84 1.50 .83 1.16 .44 .05 .84 1.50 .86 1.08 .44 .04 .84 1.49 Height/ Dia.-FT "N" ******* 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 1 .0 .00 P- IPE .00 .00 .00 .00 .00 .00 .00 .00 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 P- IPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 1- .00 PIPE 1 .00 1 .0 all MIN MO Ell 11111 OM NMI III M N FILE: CANCUN PR25.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 7 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:37: 6 881_0103 City of Fontana Tract 14245 Cancun Drive - 25 year Proposed Condition 4/1/05 SWL Invert Station Elev L/Elem Ch Slope ********* ********* 1245.380 1030.638 Depth (FT) ******** 1.355 Water Elev ********* 1031.993 4 (CFS) ********* 4.82 Vel Vel (FPS) Head - -I- - SF Ave *******I******* .22 .00 Energy Grd.El. HF ********* 1031.99 Super ICriticallFlow Top Elev I Depth I Width SE DpthlFroude NINorm Dp *******I********I******** i I .00 .14 16.00 Height/ Dia.-FT N ******* 6.000 Base Wt or I.D. X-Fall ******* 16.000 ZL ZR ***** .00 No Wth Prs/Pip Type Ch ******* 0 .0 CANCUN LAT1_25.wsw Ti 881_0103 City of Fontana Tract 14245 0 T2 Lateral No. 1, Connector to CH at Terracina Ave, 25 Year T3 4/1/05 SWL SO 2.0201025.700 1 1027.149 R 57.5901028.770 1 .013 .000 .000 0 WE 57.5901028.770 2 .500 SH 57.5901028.770 2 1028.770 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 5.000 18.000 .000 .000 .00 Q 2.920 .0 Page 1 NE gm- gm- Ms N OM r M M MR N w I 1 M NM IMO FILE: CANCUN LAT1_25.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 3:14:13 881_0103 City of Fontana Tract 14245 Lateral No. 1, Connector to CB at Terracina Ave, 25 Year 4/1/05 SWL Station L/Elem ********* 2.020 1.900 3.920 1.325 5.244 1.079 6.323 .942 7.265 .561 7.826 HYDRAULIC 7.826 16.169 23.995 10.611 34.606 5.899 Invert Elev Ch Slope ********* 1025.700 .0552 1025.805 .0552 1025.878 .0552 1025.938 .0552 1025.990 .0552 1026.021 JUMP 1026.021 .0552 1026.914 .0552 1027.500 .0552 Depth (FT) ******** Water Elev ********* 1.449 1027.149 1.341 1027.146 1.264 1027.142 1.200 1027.138 1.143 1.091 1027.133 1027.112 .350 1026.371 .359 1027.273 .371 1027.871 4 (CFS) ********* 2.92 2.92 2.92 2.92 2.92 2.92 2.92 2.92 2.92 Vel Vel (FPS) Head - -I- - SF Ave *******I******* 1.67 .04 -I- - .0007 1.75 .05 .0007 1.84 .05 .0008 1.93 .06 .0009 2.02 - -1- 2.12 .06 .0009 Energy Grd.El. HF ********* 1027.19 .00 1027.19 .00 1027.19 .00 1027.20 .00 1027.20 .00 .07 1027.18 9.31 1.35 1027.72 - -I- - - .0514 .83 8.98 1.25 - -I- .0457 8.56 1.14 .0399 1028.52 .48 1029.01 Super Elev SE Dpth ******* .00 1.45 .00 1.34 .00 1.26 .00 1.20 .00 1.14 .00 .00 .35 .00 .36 .00 .24 .37 CriticaliFlow ToplHeight/ Base Wt Depth I Width IDia.-FT or I.D. Froude NINorm Dp I "N" X-Fall ********I********1******* ******* I I .65 .54 1.500 -I- -I- .16 .35 .013 1 .65 .92 1.500 .23 .35 .013 I .65 1.09 1.500 .27 .35 .013 I I .65 1.20. 1.500 .30 .35 .013 I I .65 1.28 1.500 .33 .35 .013 I I .65 1.34 1.500 .65 1.27 1.500 3.30 .35 .013 I .65 1.28 1.500 -1- -I- 3.14 .35 .013 .65 1.29 1.500 2.94 .35 .013 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .000 .00 .000 .00 .000 .00 No Wth ZL Prs/Pip ZR ***** .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Type Ch ******* 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 1 .0 P- IPE 1 .0 P- IPE .00 1 .0 .00 PIPE N E g mg EN No mg OM r N r-- an UN N-- FILE: CANCUN LAT1_25.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 3:14:13 881_0103 City of Fontana Tract 14245 Lateral No. 1, Connector to CB at Terracina Ave, 25 Year 4/1/05 SWL Station L/Elem ********* 40.505 3.985 44.490 2.893 47.382 2.233 49.615 1.746 51.361 1.386 52.748 1.136 53.883 .937 54.820 .753 55.573 .598 Invert Elev Ch Slope ********* 1027.826 .0552 1028.046 .0552 1028.206 .0552 1028.329 .0552 1028.426 .0552 1028.502 .0552 1028.565 .0552 1028.617 .0552 1028.659 .0552 Depth (FT) ******** .384 Water Elev ********* 1028.210 .397 1028.443 .411 1028.617 .425 .440 .456 .472 .488 .505 1028.755 1028.866 1028.958 1029.037 1029.105 1029.164 0 (CFS) ********* 2.92 2.92 2.92 2.92 2.92 2.92 2.92 2.92 2.92 Vel Vel (FPS) Head SF Ave *******I******* 8.16 -I- 1.03 .0349 7.78 .94 .0306 7.42 .85 .0267 7.07 .78 _I_ .0234 6.74 .71 .0205 6.43 .64 .0180 .58 .0157 5.84 .53 .0138 Energy Grd.El. HF ********* 1029.24 .14 1029.38 .09 1029.47 .06 1029.53 .04 1029.57 .03 1029.60 .02 1029.62 .01 1029.64 .01 5.57 .48 1029.65 - -I- - - - .0121 .01 Super Elev SE Dpth ******* .00 .38 .00 .40 .00 .41 .00 .43 .00 .44 .00 .46 .00 .47 .00 .49 .00 .51 CriticallFlow TopIHeight/ Depth I Width IDia.-FT - -I- -I- - Froude NINorm Dp I "N" ********I********I******* I I .65 1.31 1.500 2.75 .35 .013 I .65 1.32 1.500 2.57 .35 .013 .65 1.34 1.500 2.41 .35 .013 1 .65 1.35 1.500 2.26 .35 .013 I .65 1.37 1.500 -I- 2.11 .35 .013 I .65 1.38 1.500 -I- -I- - 1.98 .35 .013 � I .65 1.39 1.500 1.85 .35 .013 I I .65 1.41 1.500 1.73 .35 .013 I .65 1.42 1.500 _I_ -I_ 1.62 .35 .013 Base Wt or I.D. - X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 000 .00 .000 .00 .000 .00 000 .00 ZL ZR ***** No Wth Prs/Pip Type Ch ******* .00 1 .0 .00 P- IPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE I .00 1 .0 .00 PIPE .00 1 .0 1- .00 PIPE .00 1 .0 I- .00 PIPE .00 1 .0 I- .00 PIPE i- me um mg NE r MIN M r r- U I= i IIIIIII FILE: CANCUN LAT1 25.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 3:14:13 881_0103 City of Fontana Tract 14245 Lateral No. 1, Connector to CB at Terracina Ave, 25 Year 4/1/05 SWL ************************************************************************************************************************** Invert Station Elev L/Elem Ch Slope ********* ********* 56.171 .467 56.638 .375 57.013 .253 57.266 .186 57.452 .107 57.558 .032 57.590 1028.692 .0552 1028.717 .0552 1028.738 .0552 1028.752 .0552 1028.762 .0552 1028.768 .0552 1028.770 WALL ENTRANCE 57.590 1028.770 Depth (FT) ******** Water Elev ********* .523 1029.215 .542 1029.260 .561 1029.299 .582 .603 .625 .649 1.009 1029.334 1029.366 1029.393 1029.419 1029.779 4 (CFS) ********* 2.92 2.92 2.92 2.92 2.92 2.92 2.92 2.92 Vel Vel (FPS) Head SF Ave *******I******* 5.31 - -I- .44 .0106 5.07 .40 .0093 4.83 .36 .0081 4.61 .33 .0071 4.39 4.19 3.98 .16 - _I_ .30 .0063 .27 .0055 .25 .00 Energy Grd.El. HF ******** 1029.65 .00 1029.66 .00 1029.66 .00 Super Elev S- E Dpth ******* .00 .52 .00 .54 .00 .56 1029.66 .00 .00 .58 1029.67 .00 1029.67 .00 1029.67 1029.78 .00 .60 .00 .63 .00 CriticallFlow TopIHeight/ Depth I Width IDia.-FT Froude NINorm Dp I "N" .65 1.43 1.500 -I- 1.51 .35 .013 I I .65 1.44 1.500 1.41 .35 .013 I I .65 1.45 1.500 1.32 .35 .013 I I .65 1.46 1.500 1.23 .35 .013 I I .65 1.47 1.500 1.15 .35 .013 I I .65 1.48 1.500 1.07 .35 .013 I I .65 1.49 1.500 -1- I I I .00 .09 18.00 5.000 - -I- -I- -I- - Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 18.000 ******** No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE .00 1 .00 PIPE .00 .00 .00 .00 .00 .00 .00 .00 0 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 0 .0 CANCUN_LAT2_25.wsw Ti 881_0103 City of Fontana Tract 14245 0 T2 Lateral No. 2, Cancun Drive, 25 YR T3 4/1/05 SWL 50 2.0201025.700 1 1027.149 R 28.2101029.490 1 .013 .000 .000 0 WE 28.2101029.490 2 .500 SH 28.2101029.490 2 1029.490 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 7.000 7.000 .000 .000 .00 Q 2.430 .0 Page 1 gm mg mg um mg me gm NM N 11M 11111 NE 11111 11111 OM EN =1 =I MI FILE: CANCUN LAT2_25.WSW Station L/Elem ********* Invert Elev C- h Slope ********* 2.020 1025.700 .728 .1447 2.748 1025.805 .511 .1447 3.259 1025.879 .419 3.678 .164 .1447 1025.940 .1447 3.842 1025.964 HYDRAULIC 3.842 6.023 9.864 3.986 JUMP 1025.964 .1447 1026.835 .1447 13.850 1027.412 2.770 16.621 .1447 1027.813 2.069 .1447 W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING 881_0103 City of Fontana Tract 14245 Lateral No. 2, Cancun Drive, 25 YR 4/1/05 SWL Depth (FT) ******** Water Elev ********* 1.449 1027.149 1.341 1027.146 1.264 1027.143 1.200 1027.140 1.143 1027.107 .260 1026.224 .269 1027.104 .278 1027.690 .287 1028.100 Q (CFS) ********* 2.43 2.43 2.43 2.43 2.43 2.43 2.43 2.43 2.43 Vel (FPS) Vel Head SF Ave *******I******* 1.39 - _i_ .03 .0005 .03 .0005 Energy Grd.E1. HF ********* 1027.18 .00 1027.18 .00 1.53 .04 1027.18 .0005 .00 1.60 .04 1027.18 - -I- - - .0006 .00 1.68 .04 1027.15 -I- - - 11.86 2.18 1028.41 - _1- .1167 11.29 1.98 - _I_ .1018 10.77 1.80 _I_ .0889 10.27 1.64 -I- .0777 .70 1029.08 .41 1029.49 .25 1029.74 .16 PAGE 1 Date: 5- 3-2005 Time: 3:14:58 Super ICriticallFlow ToplHeight/ Base Wt Elev I Depth 1 Width IDia.-FT or I.D. - -I- -I- -I- - SE DpthlFroude NlNorm Dp I "N" X-Fall *******I********1********I******* ******* I I I .00 .59 .54 1.500 .000 - -I- -I- -1- - - - 1.45 .14 .25 .013 .00 I I I .00 .59 .92 1.500 .000 - -1- -1- -1- - - - 1.34 .19 .25 .013 .00 1 I I .00 .59 1.09 1.500 .000 - -I- -I- -I- - - 1.26 .22 .25 .013 .00 I I I .00 .59 1.20 1.500 .000 - -I- -I- _1_ - - 1.20 .25 .25 .013 .00 I I I .00 .59 1.28 1.500 - -1- -1- -I- I I I .00 .59 1.14 1.500 -I- -I- -I- - .26 4.92 .25 .013 I I I .00 .59 1.15 1.500 .27 4.60 .25 .013 I I I .00 .59 1.17 1.500 .28 4.31 .25 .013 I I I .00 .59 1.18 1.500 .29 4.04 .25 .013 ZL ZR ***** .00 .00 .00 .00 .00 .00 .00 ******* No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 .00 PIPE .000 .00 _I- .000 .00 .00 .00 .000 .00 .00 .00 .000 .00 .00 .00 .000 .00 .00 .00 1 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE INN NE NMI N N. INN 1 NE MO N INN EMI N FILE: CANCUN LAT2 25.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 3:14:58 881_0103 City of Fontana Tract 14245 Lateral No. 2, Cancun Drive, 25 YR 4/1/05 SWL ****************,********************************************************************************************************* 1 Invert Station 1 Elev L/Elem I- Ch Slope *********I********* 1 18.690 1028.112 1.630 .1447 1 20.319 1028.348 _1_ 1.322 .1447 1 21.641 1028.540 - 1- 1.084 .1447 1 22.726 1028.697 - 1- .911 .1447 1 23.637 1028.828 _1_ .764 .1447 1 24.401 1028.939 .654 .1447 1 25.055 1029.034 _1_ .562 .1447 1 25.617 1029.115 .477 .1447 1 26.094 1029.184 _1_ .404 .1447 Depth (FT) ******** .297 Water Elev ********* 1028.410 .307 1028.655 .317 1028.857 .328 1029.025 .339 1029.167 .351 .363 .375 .388 1029.290 1029.397 1029.490 1029.572 Q (CFS) ********* 2.43 2.43 2.43 2.43 2.43 2.43 2.43 2.43 2.43 Vel Tel (FPS) Head 9.79 _1_ 9.33 1- 8.90 - _1_ 8.48 - _1_ SF Ave 1.49 .0679 1.35 .0593 1.23 .0518 1.12 .0453 Energy Grd.El. HF ******** 1029.90 .11 1030.01 .08 1030.09 .06 1030.14 04 8.09 1.02 1030.18 .0396 .03 7.71 .92 .0346 7.35 - _1_ .84 .0303 7.01 .76 _1_ .0265 6.69 .69 - -1- .0232 1030.21 .02 1030.24 .02 1030.25 .01 1030.27 .01 SE Super ICriticalIFlow Top Elev 1 Depth 1 Width Dpth- lFroude NjNorm Dp ****I********I******** I 1 .00 .59 1.20 - -1- -1- .30 3.79 .25 1 1 .00 .59 1.21 - _I_ .31 1 .00 _I_ .32 1 .00 .33 1 .00 _1_ .34 1 .00 .35- 1 1 .00 -1- .36 1 .00 _1_ .38 1 .00 _1_ .39 Height/ Dia.-FT 1.500 .013 1.500 _I_ 1_ 3.55 .25 .013 1 1 .59 1.22 1.500 - 1- 1- 3.32 .25 .013 1 1 .59 1.24 1.500 _1_ 1- 3.11 .25 .013 1 1 .59 1.25 1.500 - 1- 1- 2.91 .25 .013 1 1 .59 1.27 1.500 _1_ 1_ 2.73 .25 .013 1 1 .59 1.29 1.500 _1_ 1- 2.56 .25 .013 1 1 .59 1.30 1.500 _i_ 1_ 2.39 .25 .013 1 1 .59 1.31 1.500 _1_ 2.24 .25 .013 Base Wt or I.D. X-Fall .000 .00 .000 .00 ******** No Wth ZL Prs/Pip ZR Type Ch *** ******* .00 .00 .00 .00 .000 .00 .00 .000 .00 .00 .00 .00 1 .000 .00 - -1- .00 .00 1 .000 .00 - -1- .00 .00 1 .000 .00 - -1- .00 .00 1 .000 .00 - -1- .00 .00 1 .000 .00 - -1- .00 .00 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE me gm aim S MI FILE: CANCUN_LAT2_25.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 3:14:58 881_0103 City of Fontana Tract 14245 Lateral No. 2, Cancun Drive, 25 YR 4/1/05 SWL ************************************************************************************************************************** ******** Station L/Elem ********* 26.498 .348 26.846 .300 27.146 .251 27.397 .207 27.604 .174 27.778 .139 27.917 .113 28.030 .084 28.114 .056 Invert Elev C- h Slope ********* 1029.242 .1447 1029.293 .1447 1029.336 .1447 1029.372 .1447 1029.402 .1447 1029.428 .1447 1029.448 .1447 1029.464 .1447 1029.476 .1447 Depth (FT) ******** .402 .416 .430 Water Elev 1029.644 1029.709 1029.766 .445 1029.818 .461 .477 .494 .511 .529 1029.863 1029.905 1029.942 1029.975 1030.005 4 (CFS) ********* 2.43 2.43 2.43 2.43 2.43 2.43 2.43 2.43 2.43 Vel Vel (FPS) Head 6.37 SF Ave .63 .0203 6.08 .57 .0177 5.79 .52 - -I- .0155 Energy Grd.E1. HF ********* 1030.28 .01 1030.28 .01 1030.29 .00 5.52 .47 1030.29 - -I- - - - .0136 .00 5.27 .43 .0119 5.02 .39 .0104 4.79 .36 .0091 4.57 4.35 .32 .0080 .29 .0070 1030.29 .00 1030.30 .00 1030.30 .00 1030.30 .00 1030.30 .00 Super Elev SE Dpth ******* .00 .40 .00 .42 .00 .43 .00 .45 .00 .46 .00 .48 .00 .49 .00 .51 .00 .53 CriticallFlow Top Depth I Width Froude NlNorm Dp ********I******** .59 1.33 2.10 .25 .59 1.34 1.96 .25 .59 1.36 1.84 .25 .59 1.37 1.72 .25 .59 1.38 1.61 .25 .59 1.40 1.50 .25 .59 1.41 1.41 .25 .59 1.42 1.32 .25 .59 1.43 1.23 Height/ Dia.-FT ******* 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 ZL - ZR ***** .00 .00 No Wth Prs/Pip Type Ch ******* 1 .0 PIPE .00 1 .0 .00 PIPE .00 .00 .00 .00 1 .0 P- IPE 1 .0 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 P- IPE 1 .0 .25 .013 .00 .00 PIPE MN M-- 11•1 MI NMI M N 1 M M--- I M N N FILE: CANCUN_LAT2_25.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 3:14:58 881_0103 City of Fontana Tract 14245 Lateral No. 2, Cancun Drive, 25 YR 4/1/05 SWL ************************************************************************************************************************** Station L/Elem ********* 28.170 .031 28.201 .009 28.210 Invert Elev Ch Slope ********* 1029.484 .1447 1029.489 .1447 1029.490 WALL ENTRANCE 28.210 1029.490 Depth (FT) ******** .548 Water Elev ********* 1030.032 .568 1030.057 .590 .907 1030.080 1030.397 4 (CFS) ********* Vel Vel (FPS) Head SF Ave 2.43 4.15 .27 .0061 2.43 3.96 .24 2.43 3.76 2.43 Energy Grd.El. HF ********* 1030.30 .00 1030.30 .0054 .00 .22 1030.30 .38 .00 1030.40 Super Elev S- E Dpth ******* .00 .55 .00 .57 .00 .00 CriticaliFlow Top Height/ Depth 1 Width Dia.-FT - -1- Froude NINorm Dp "N" .59 1.44 1.500 - -I- 1.15 .25 .013 .59 1.46 1.500 1.07 .25 .013 .59 1.47 1.500 .16 7.00 7.000 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 7.000 ZL ZR ***** .00 .00 .00 .00 .00 .00 ******* No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 0 .0 CANCUN LAT3_25.wsw Ti 881_0103 City of Fontana Tract 14245 0 T2 Lateral No. 3, RCP Along Cancun Avenue, 25 YR T3 4/1/05 SWL SO 1.7901021.000 1 1021.159 R 12.0001024.000 1 .013 .000 .000 0 R 25.0101024.800 1 .013 .000 .000 0 WE 25.0101024.800 2 .500 SH 25.0101024.800 2 1024.800 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 5.000 8.000 .000 .000 .00 Q 8.860 0 Page 1 N. am am gm 111111 FILE: CANCUN LAT3 25.WSW Station L/Elem ********* 1.790 1.548 3.338 1.522 4.860 1.304 6.164 1.123 7.287 .976 8.263 .849 9.113 .741 9.853 .647 Invert Elev C- h Slope ********* 1021.000 .2938 1021.455 .2938 1021.902 .2938 1022.285 .2938 1022.615 .2938 1022.902 .2938 1023.152 .2938 1023.369 .2938 10.500 1023.559 .570 .2938 W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 3:15:49 881_0103 City of Fontana Tract 14245 Lateral No. 3, RCP Along Cancun Avenue, 25 YR 4/1/0t SWL Depth (FT) ******** .466 .480 .497 .514 .532 .550 .569 1023.721 .589 .610 1024.169 Water Q Vel Vel Energy Super ICriticallFlow ToplHeight/ Elev (CFS) (FPS) Head Grd.El. Elev I Depth I Width IDia.-FT - - - - - -I- - - - - -I- -1- -I- - SF Ave HF SE DpthlFroude NINorm Dp I "N" ********* ********* *******I******* ****************I********I********I******* 1 I I 1021.466 8.86 15.92 3.93 1025.40 .00 1.06 1.69 2.000 - - I - - - -I- -I- -I- - .1016 .16 .47 4.89 .36 .013 I I I 1021.935 8.86 15.24 3.61 1025.54 .00 1.06 1.71 2.000 - -I- - - - - -I- -I- -I- - .0894 .14 .48 4.61 .36 .013 I I I 1022.399 8.86 14.53 3.28 1025.68 .00 1.06 1.73 2.000 - - - - -I- - - - - -I- -I- -I- - .0782 .10 .50 4.31 .36 .013 I I I 1022.799 8.86 13.86 2.98 1025.78 .00 1.06 1.75 2.000 - - -I- - - - -I- -I- -I- - .0684 .08 .51 4.04 .36 .013 I I I 1023.147 8.86 13.21 2.71 1025.86 .00 1.06 1.77 2.000 - - - -I- - - - - -I- -I- -1- - .0599 .06 .53 3.78 .36 .013 I I I 1023.452 8.86 12.60 2.46 1025.92 .00 1.06 1.79 2.000 - -I- - -I- -I- -I- - .0524 .04 .55 3.54 .36 .013 I I I I 8.86 12.01 2.24 1025.96 .00 1.06 1.80 2.000 i - .0458 .03 .57 3.31 .36 .013 I I I I 1023.958 8.86 11.45 2.04 1026.00 .00 1.06 1.82 2.000 - - -I- -I- - - - -I- -I- -I- - .0401 .03 .59 3.10 .36 .013 I I I I 8.86 10.92 1.85 1026.02 .00 1.06 1.84 2.000 - -I- -I- - - - - -I- -I- -I- - .0351 .02 .61 2.90 .36 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 000 .00 000 .00 .000 .00 .000 .00 .000 .00 INo Wth ZL Prs/Pip - -I ZR 'Type Ch ***** I******* I .00 1 .0 I_ .00 PIPE I .00 1 .0 I_ .00 PIPE I .00 1 .0 - I_ .00 PIPE I .00 1 .0 .00 PIPE 1 .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE I .00 1 .0 I_ .00 PIPE I .00 1 .0 I_ .00 PIPE gm um gm am mg gm gm FILE: CANCUN_LAT3_25.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 3:15:49 881_0103 City of Fontana Tract 14245 Lateral No. 3, RCP Along Cancun Avenue, 25 YR 4/1/05 SWL ************************************************************************************************************************** ******** Station L/Elem ********* 11.070 .498 11.568 .432 12.000 1.233 13.233 2.485 15.719 2.011 17.730 Invert Elev Ch Slope ********* 1023.727 .2938 1023.873 .2938 1024.000 .0615 1024.076 .0615 1024.229 .0615 1024.352 1.676 .0615 19.406 1.360 1024.455 .0615 20.766 1024.539 1.137 21.903 .0615 1024.609 .909 .0615 Depth (FT) ******** .631 .653 .677 .687 Water Elev ********* 1024.358 1024.526 1024.677 1024.763 .711 1024.940 .737 .763 .791 .819 1025.089 1025.219 1025_.330 1025.428 4 (CFS) ********* 8.86 8.86 8.86 8.86 8.86 8.86 8.86 8.86 8.86 Vel Vel (FPS) Head - -I- - SF Ave 10.41 1.68 .0308 9.93 1.53 .0270 9.47 1.39 9.27 8.84 -I- .0245 1.34 .0223 1.21 .0196 8.43 1.10 .0172 8.04 1.00 .0150 7.66 .91 .0132 7.31 .83 .0116 Energy Grd.El. HF ********* 1026.04 .02 1026.06 .01 1026.07 .03 1026.10 .06 1026.15 .04 1026.19 .03 1026.22 .02 1026.24 .02 1026.26 Super ICriticaliFlow Top Elev I Depth I Width S- E DpthlFroude NINorm Dp I � .00 1.06 1.86 .63 2.71 .36 I � .00 1.06 1.88 .65 2.54 .36 I I .00 1.06 1.89 .68 2.37 .54 .00 1.06 -1.90 .69 2.30 .54 .00 1.06 1.91 .71 2.15 .54 I I .00 1.06 1.93 .74 2.01 .54 I I .00 1.06 1.94 .76 1.88 .54 .00 1.06 1.96 .79 1.76 .54 I I .00 1.06 1.97 .01 .82 1.64 .54 Height/ Dia.-FT ******* 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 Base Wt No Wth or I.D. ZL Prs/Pip X Fall ZR Type Ch ******* ***** ******* .000 .00 1 .0 .00 .00 P- IPE 000 .00 1 .0 .00 .00 P- IPE .000 .00 1 .0 .00 .00 PIPE 000 .00 1 .0 .00 .00 P- IPE 000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 .00 .00 P- IPE .000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 .00 .00 PIPE -- r- E-- I M M N M- I I MI M ME FILE: CANCUN LAT3 25.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 3:15:49 881_0103 City of Fontana Tract 14245 Lateral No. 3, RCP Along Cancun Avenue, 25 YR 4/1/05 SWL ************************************************************************************************************************** ******** Station L/Elem ********* 22.812 .712 23.523 .576 24.100 .403 24.503 .284 24.786 .177 Invert Elev Ch Slope ********* 1024.665 .0615 1024.709 ..0615 1024.744 .0615 1024.769 .0615 1024.786 .0615 24.963 1024.797 .047 25.010 .0615 1024.800 WALL ENTRANCE 25.010 1024.800 Depth (FT) ******** .849 .881 .913 .948 .984 1.021 Water Elev ********* 1025.514 1025.590 1025.657 1025.717 1025.770 1025.818 1.062 1025.862 1.677 1026.477 4 (CFS) ********* 8.86 8.86 8.86 8.86 8.86 8.86 8.86 8.86 Vel Vel (FPS) Head SF Ave *******I******* 6.97 .75 .0102 6 64 Energy Grd.El. HF ********* 1026.27 .01 .69 1026.27 .0089 6.33 .62 .0079 6.04 .57 .0069 5.76 .51 .0061 5.49 .47 .0054 5.23 .42 .66 .01 .01 1026.28 .00 1026.28 .00 1026.29 .00 1026.29 .00 1026.29 1026.48 Super ICriticaliFlow Top Elev I Depth I Width SE DpthlFroude NINorm Dp *******I********I******** .00 1.06 1.98 .85 1.53 .54 .00 1.06 1.99 .88 1.43 .54 .00 1.06 1.99 .91 1.33 .54 .00 1.06 2.00 .95 1.24 .54 .00 1.06 2.00 .98 1.16 .54 .00 1.06 2.00 1.02 1.08 .54 .00 1.06 2.00 .00 .34 8.00 Height/ Dia.-FT - "N" ******* 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 5.000 Base Wt or I.D. - X-Fall ******* 000 .00 000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 8.000 No Wth ZL Prs/Pip ZR ***** .00 .00 .00 .00 Type Ch ******* 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 P- IPE .00 1 .0 .00 PIPE .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 0 .0 YUCATAN_LAT4_25.WSW T1 CITY OF FONTANA TRACT 14245 T2 LATERAL NO. 4, YUCATAN DRIVE, 25-YEAR 0 T3 5/2/05 SWL SO 2.1201053.010 1 1058.597 R 17.6801058.470 1 .013 .000 .000 0 SH 17.6801058.470 1 1058.470 CD 1 4 1 .000 1.500 .000 .000 .000 .00 Q 3 810 .0 Page 1 on gm E gm am EN am M-- MN M- S 1 M s E I FILE: YUCATAN_LAT4_25.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:49:18 CITY OF FONTANA TRACT 14245 LATERAL NO. 4, YUCATAN DRIVE,, 25-YEAR 5/2/05 SWL ************************************************************************************************************************** ******** Station L/Elem ********* 2.120 11.691 13.811 .377 14.188 .070 14.258 Invert Elev Ch Slope 1053.010 .3509 1057.112 .3509 1057.245 .3509 1057.269 HYDRAULIC JUMP 14.258 .321 14.579 .452 15.030 .397 15.428 .347 15.775 .306 1057.269 .3509 1057.382 .3509 1057.540 .3509 1057.680 .3509 1057.801 .3509 Depth (FT) ******** 5.587 1.500 1.360 1.360 .381 .394 .408 .422 Water Elev ********* 1058.597 1058.612 1058.605 1058.629 1057.650 1057.776 1057.948 1058.102 .437 1058.239 4 (CFS) ********* 3.81 3.81 3.81 3.81 3.81 3.81 3.81 3.81 3.81 Vel Vel (FPS) Head - -17 - SF Ave 2.16 .07 .0013 2.16 .07 - -1- .0012 2.26 2.26 10.78 10.25 - _1- 9.77 .08 .0012 .08 1.80 .0614 1.63 .0535 1.48 .0468 Energy Grd.El. HF ********* 1058.67 .02 1058.68 .00 1058.68 .00 1058.71 1059.45 .02 1059.41 .02 1059.43 .02 9.32 1.35 1059.45 8.89 .0409 1.23 .J358 .01 1059.46 .01 Super ICriticalIFlow Top Elev 1 Depth 1 Width - -1- -1- SE DpthlFroude NjNorm Dp *******I********I******** .00 .75 .00 - -I- -I- 5.59 .00 .25 1 .00 .75 .00 1.50 .00 .25 .00 .75 .87 1.36 .29 .25 1 .00 .75 .87 1 .00 .75 1.31 .38 3.65 .25 1 .00 .75 1.32 .39 3.40 .25 .00 .75 1.34 .41 3.19 .25 1 .00 .75 1.35 .42 2.98 .25 1 .00 .75 1.36 .44 2.79. .25 Height/ Dia.-FT "N" ******* 1.500 .013 1.500 .013 1.500 .013 1.500 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 000 .00 .000 000 .00 000 .00 000 .00 000 .00 .000 No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE .00 .00 1 .0 PIPE .00 1 .0 .00 .00 PIPE um am wig ow me gm N. 1111, NMI MN 111111 N NE MIN NEI Nil INN MS NM FILE: YUCATAN_LAT4_25.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:49:18 CITY OF FONTANA TRACT 14245 LATERAL NO. 4, YUCATAN DRIVE, 25-YEAR 5/2/05 SWL 1 Invert Station l Elev L/Elem ICh Slope 1 16.081 1057.909 .267 .3509 1 16.348 1058.003 _l_ .232 .3509 I 16.580 1058.084 -l- .204 .3509 I 16.784 1058.156 _l_ .176 .3509 1 16.961 1058.218 .154 .3509 1 17.115 1058.272 -1- .131 .3509 17.246 1058.318 .110 .3509 1 17.356 1058.356 _1_ .092 .3509 1 17.448 1058.389 _1_ .074 .3509 Depth (FT) ******** Water Elev ********* .452 1058.361 .468 .485 .502 1058.471 1058.569 1058.658 .520 1058.738 .538 1058.810 .557 1058.875 .577 1058.934 .598 1058.987 Q Vel Vel 1 Energy Super lCriticallFlow Top Height/ (CFS) (FPS) Head 1 Grd.E1. Elev 1 Depth l Width Dia.-FT �- - - -1- -1- SF Ave' HF SE DpthlFroude NlNorm Dp ********* *******l*******l********* *******l********l******** 3.81 3.81 3.81 3.81 3.81 3.81 3.81 3.81 3.81 1 8.47 1.11 1059.48 .0314 .01 1 8.08 1.01 1059.48 - 1- -1- .0275 .01 7.70 .92 1059.49 - 1- -1 .0241 .00 1 7.34 .84 1059.50 - 1- -1- .0211 .00 I 7.00 .76 1059.50 .0185 .00 6.68 .69 1059.50 -1- -1- .0162 .00 I 6.36 .63 1059.50 - -1- -l- .0142 .00 I 6.07 .57 1059.51 -1- -l- .0125 .00 I 5.79 .52 1059.51 - _l_ .0109 .00 I I .00 .75 .45 2.61 1 .00 .75 .47 2.44 1 I .00 .75 -I- .49 2.29 1 1 .00 .75 .50 2.14 1 1 .00 .75 - -1- .52 2.00 I I .00 .75 -1- -1- .54 1.87 1 1 .00 .75 .56 1.75 1 .00 .75 .58 1.63 I 1 .00 .75 -1 -1- .60 1.52 1.38 .25 1.39 .25 1.40 .25 1.42 .25 1.43 .25 1.44 .25 1.45 .25 1.46 .25 1.47 .25 ******* 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 Base Wt or I.D. - X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .000 .00 .000 .00 No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 .00 1 .0 P- IPE 1 .0 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 P- IPE .00 1 .0 .00 PIPE .00 1 .0 .00 P- IPE 1 M I NMI 111111 NMI NM Ell FILE: YUCATAN_LAT4_25.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:49:18 CITY OF FONTANA TRACT 14245 LATERAL NO. 4, YUCATAN DRIVE, 25-YEAR 5/2/05 SWL Station L/Elem ********* 17.522 .059 17.581 .044 17.625 .031 17.655 .018 17.674 .006 17.680 Invert Elev Ch Slope ********* 1058.415 .3509 1058.435 .3509 1058.451 .3509 1058.461 .3509 1058.468 .3509 1058.470 Depth (FT) ******** .620 .643 .667 Water Elev ********* 1059.035 1059.078 1059.118 .692 1059.153 .718 .746 1059.186 1059.216 4 (CFS) ********* 3.81 3.81 3.81 3.81 3.81 3.81 Vel Vel (FPS) Head SF Ave *******I******* 5.52 .47 - -I- - .0096 5.26 .43 -I- .0084 5.02 .39 - -I- .0074 4.78 .36 - -I- .0065 4.56 .32 - -I- - .0057 4.34 .29 - -I- Energy I Super ICriticallFlow Top Grd.El.I Elev I Depth I Width - -I- -I- -I- - HF ISE DpthlFroude NINorm Dp I I I 1059.51 .00 .75 -I- -1- -I- .00 .62 1.42 I I I 1059.51 .00 .75 - I- -I- -I- .00 .64 1.33 I I I .1059.51 .00 .75 .00 .67 1.24 I 1 I 1059.51 .00 .75 - -I- -I- -I- .00 .69 1.15 I I 1 1059.51 .00 .75 -I- -I- -I- .00 .72 1.08 I 1 I 1059.51 .00 .75 _I_ -I_ -1- 1.48 .25 1.48 .25 1.49 .25 1.50 .25 1.50 .25 1.50 Height/ Dia.-FT - " N " ******* 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 No Wth ZL Prs/Pip ZR ***** .00 .00 Type Ch ******* 1 .0 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 P- IPE .00 .00 .000 .00 - _I_ 1 .0 PIPE 1 .0 YUCATAN_LAT5_25.WSW T1 CITY OF FONTANA TRACT 14245 0 T2 LATERAL NO. 5, YUCATAN DRIVE, 25-YEAR T3 5/2/05 SWL SO 2.1201053.010 1 1058.597 R 34.6501061.050 1 .013 .000 .000 0 SH 34.6501061.050 1 1061.050 CD 1 4 1 .000 1 500 .000 .000 .000 .00 Q 2.390 .0 Page 1 Egg mg mg E. gm gm No 11111 111111 EN N 1111 11111 M 1111 FILE: YUCATAN_LAT5_25.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:50:11 CITY OF FONTANA TRACT 14245 LATERAL NO. 5, YUCATAN DRIVE, 25-YEAR 5/2/05 SWL ************************************************************************************************************************** :ram****** Station L/Elem ********* 2.120 16.571 18.691 .552 19.242 .312 Invert Elev Ch Slope ********* 1053.010 .2472 1057.106 .2472 1057.242 .2472 19.554 1057.319 .144 19.698 HYDRAULIC 19.698 1.662 21.360 2.424 23.784 1.816 25.600 .2472 1057.354 JUMP 1057.354 .2472 1057.766 .2472 1058.365 .2472 1058.813 1.439 .2472 Depth (FT) ******** 5.587 1.500 1.360 Water Elev ********* 1058.597 1058.606 1058.602 1.280 1058.599 1.213 .233 .241 .249 .258 1058.568 1057.588 1058.007 1058.614 1059.072 4 (CFS) ********* 2.39 2.39 2.39 2.39 2.39 2.39 2.39 2.39 2.39 Vel Vel (FPS) Head - -I- - SF Ave *******I******* 1.35 .03 .0005 1.35 .03 .0005 1.42 .03 .0005 Energy Grd.El HF ********* 1058.63 .01 1058.63 .00 1058.63 .00 1.49 .03 1058.63 .0005 .00 1.56 .04 - -I- - 13.66 2.90 .1761 12.96 2.61 .1526 12.36 2.37 -I- - .1333 11.79 2.16 .1165 1058.61 1060.49 .29 1060.62 .37 1060.99 .24 1061.23 .17 Super Elev SE Dpth ******* .00 5.59 .00 1.50 .00 1.36 .00 1.28 .00 .00 .23 .00 .24 .00 .25 .00 .26 CriticaljFlow Top Depth I Width Froude NINorm Dp ********I******** .58 .00 00 .22 .58 .00 00 .22 .58 .87 18 .22 .58 1.06 .21 .22 .58 1.18 .58 1.09 6.00 .22 .58 1.10 5.59 .22 .58 1.12 - -I- 5.23 .22 .58 1.13 4.91 Height/ Dia.-FT ******* 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 1.500 .013 1.500 .013 1.500 .013 1.500 Base Wt or I.D. - X-Fall ******* No Wth ZL Prs/Pip ZR ***** 000 .00 .00 .00 .000 .00 .000 .00 .000 .00 .000 .000 .00 .000 .00 .000 .00 .000 .00 .00 .00 .00 Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE .00 1 .0 .00 P- IPE .00 .00 .00 .00 .00 .00 .00 .00 1 .0 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 .22 .013 .00 .00 PIPE M I MN I------ NM r-- r FILE: YUCATAN_LAT5_25.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:50:11 CITY OF FONTANA TRACT 14245 LATERAL NO. 5, YUCATAN DRIVE, 25-YEAR 5/2/05 SWL Station L/Elem ********* 27.040 1.163 Invert Elev C- h Slope ********* 1059.169 .2472 28.203 1059.457 .961 29.164 .816 29.980 .691 30.671 .590 31.260 .515 31.776 .444 32.220 .383 32.603 .335 .2472 1059.694 .2472 1059.896 .2472 1060.067 .2472 1060.212 .2472 1060.340 .2472 1060.449 .2472 1060.544 .2472 Depth (FT) ******** .266 .275 .285 .294 .304 .315 Water Elev ********* 1059.435 1059.732 1059.979 1060.190 1060.371 1060.527 .325 1060.665 .336 .348 1060.786 1060.892 4 (CFS) ********* 2.39 2.39 2.39 2.39 2.39 2.39 2.39 2.39 2.39 Vel Vel (FPS) Head SF Ave *******I******* Energy Grd.El. HF ********* 11.24 1.96 1061.40 10.71 10.22 - -1- 9.74 9.29 .1016 1.78 .0889 1.62 .0777 1.47 .0678 1.34 .0593 .12 1061.51 .09 1061.60 .06 1061.66 .05 1061.71 .03 8.86 1.22 1061.74 .0518 .03 8.44 1.11 .0453 1061.77 .02 8.05 1.01 1061.79 .0396 .02 7.68 .91 1061.81 - -I- - - - .0346 .01 Super Elev SE Dpth ******* .00 .27 .00 .28 .00 .29 .00 .29 .00 .30 .00 .32 .00 .33 .00 .34 .00 .35 CriticaliFlow Top Height/ Depth I Width Dia.-FT Froude NlNorm Dp ********I******** ******* .58 1.15 4.60 .22 .58 1.16 4.31 .22 .58 1.18 4.04 .22 .58 1.19 3.78 .22 .58 1.21 3.54 .22 .58 1.22 3.32 .22 .58 1.24 3.11 .22 .58 1.25 2.91 .22 .58 1.27 2.73 .22 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 1 .0 .00 PIPE .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 .00 PIPE .00 .00 1 .0 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 .00 PIPE um um NE m am gm in I EN I-- r A ar - r i um FILE: YUCATAN_LAT5_25.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING CITY OF FONTANA TRACT 14245 LATERAL NO. 5, YUCATAN DRIVE, 25-YEAR 5/2/05 SWL ************************************************************************************************************************** Station L/Elem ********* 32.937 .293 33.231 .253 33.483 .221 33.704 .189 33.893 .164 Invert Elev Ch Slope ********* 1060.627 .2472 1060.699 .2472 1060.762 .2472 1060.816 .2472 1060.863 .2472 34.057 1060.903 .138 34.195 .114 34.309 .097 34.406 .2472 1060.938 .2472 1060.966 .2472 1060.990 .081 .2472 Depth (FT) ******** .360 .372 .385 .398 .412 Water Elev ********* 1060.987 1061.071 1061.147 1061.214 1061.275 .426 1061.330 .441 .457 .473 1061.379 1061.423 1061.463 0 (CFS) ********* 2.39 2.39 2.39 2.39 2.39 2.39 2.39 2.39 2.39 Vel Vel (FPS) Head - -1- SF Ave *******I******* 7.32 .83 .0303 6.98 .76 - -1- 6.65 6.34 6.05 5.77 _1- .0265 Energy Grd.E1. HF ********* 1061.82 .01 1061.83 .01 .69 1061.83 .0231 .01 .62 .0202 .57 .0177 .52 .0155 1061.84 .00 1061.84 .00 1061.85 .00 5.50 .47 1061.85 - 1 .0136 5.24 .43 - -1- .0119 .00 1061.85 .00 5.00 .39 1061.85 - -1- - - .0104 .00 Super ICriticaliFlow Top Elev I Depth I Width S- E DpthlFroude NINorm Dp Height/ Dia.-FT - "N" ******* .00 .58 1.28 1.500 - -1- -1- .36 2.55 .22 .013 .00 .58 1.30 1.500 -1- -1- - .37 2.39 .22 .013 .00 .58 1.31 1.500 -1- -1- .39 2.24 .22 .013 .00 .58 1.32 1.500 - -1- -1- .40 2.10 .22 .013 1 1 ! .00 .58 1.34 1.500 -1_ _1_ _1_ .41 1.96 .22 .013 1 .00 .58 1.35 1.500 .43 1.84 .22 .013 .00 .58 1.37 1.500 - -1- -1- -1- .44 1.72 .22 .013 1 1 1 .00 .58 1.38 1.500 .46 1.61 .22 .013 .00 .58 1.39 1.500 .47 1.50 .22 .013 Base Wt or I.D. - X-Fall ******* .000 .00 .000 .00 000 .00 .000 .00 000 .00 .000 .00 .000 .00 .000 .00 .000 .00 PAGE 3 Date: 5- 3-2005 Time: 2:50:11 ******** No Wth ZL Prs/Pip ZR ***** .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 P- IPE .00 1 .0 .00 PIPE gin gm gm mg mu NE gm 1 1111111 N NM FILE: YUCATAN_LAT5_25.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING CITY OF FONTANA TRACT 14245 LATERAL NO. 5, YUCATAN DRIVE, 25-YEAR 5/2/05 SWL Station L/Elem ********* 34.487 .059 34.546 .047 34.593 .031 34.624 .021 34.645 .005 34.650 Invert Elev C- h Slope ********* 1061.010 .2472 1061.024 .2472 1061.036 .2472 1061.044 .2472 1061.049 .2472 1061.050 Depth (FT) ******** .489 .507 .525 .544 .563 .585 Water Elev ********* 1061.499 1061.531 1061.561 1061.588 1061.612 1061.635 4 (CFS) ********* 2.39 2.39 2.39 2.39 2.39 2.39 Vel Vel I Energy (FPS) Head I Grd.E1. - -I- -I- SF Ave! HF *******I*******I********* 4.77 .35 1061.85 .0091 .00 4.54 .32 1061.85 .0080 .00 4.33 .29 1061.85 .0070 .00 4.13 .26 1061.85 .0061 .00 3.94 .24 1061.85 .0054 .00 3.75 .22 1061.85 PAGE 4 Date: 5- 3-2005 Time: 2:50:11 Super ICriticallFlow Top Elev I Depth I Width S- E DpthlFroude NlNorm Dp *******I********I******** I I .00 .58 1.41 .49 1.41 .22 I i .00 .58 1.42 .51 1.32 .22 I I .00 .58 1.43 .53 1.23 .22 I I .00 .58 1.44 .54 1.15 .22 I I .00 .58 1.45 .56 1.07 .22 I I .00 .58 1.46 Height/ Dia.-FT ******* 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 • Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 ******** No Wth ZL Prs/Pip ZR ***** .00 .00 Type Ch ******* 1 .0 PIPE .00 1 .0 .00 PIPE .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 YUCATAN LAT6_25.WSW T1 CITY OF FONTANA TRACT 14245 0 T2 LATERAL NO. 6, YUCATAN DRIVE, 25-YEAR T3 5/2/05 SWL SO 2.0301040.410 1 1049.547 R 17.6801040.650 1 .013 .000 .000 0 SH 17.6801040.650 1 1040.650 CD 1 4 1 .000 2.000 .000 .000 .000 .00 Q 3.710 0 Page 1 UN NMI NE NE— all M UN N—— MI MN r EN NMI -■■- r FILE: YUCATAN_LAT6_25.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:50:56 CITY OF FONTANA TRACT 14245 LATERAL NO. 6, YUCATAN DRIVE, 25-YEAR 5/2/05 SWL ************************************************************************************************************************** ******** Invert Station Elev L/Elem Ch Slope ********* ********* 2.030 1040.410 15.650 .0153 17.680 1040.650 Depth (FT) ******** Water Elev ********* 9.137 1049.547 8.901 1049.551 4 (CFS) ********* 3.71 3.71 Vel Vel (FPS) Head SF Ave *******I******* Energy Grd.E1. HF ********* 1.18 .02 1049.57 .0003 .02 .00 1049.57 Super ICriticallFlow Top Elev I Depth I Width SE DpthlFroude NINorm Dp *******I********I******** I I .00 .67 .00 9.14 .00 .49 .00 .67 .00 Height/ Dia.-FT ******* 2.000 .013 2.000 Base Wt or I.D. X-Fall ******* .000 .00 .000 No Wth ZL Prs/Pip ZR ***** .00 .00 .00 Type Ch ******* 1 .0 PIPE 1 .0 YUCATAN_LAT7_25.WSW T1 CITY OF FONTANA TRACT 14245 0 T2 LATERAL NO. 7, YUCATAN DRIVE, 25-YEAR T3 5/2/05 SWL SO 1.6201040.670 1 1049.547 R 11.0101046.080 1 .013 R 24.5301046.590 1 .013 SH 24.5301046.590 1 1040.650 CD 1 4 1 .000 1.500 .000 .000 .000 .00 Q 3.720 0 Page 1 .000 .000 0 .000 .000 0 mg ee ee ee - - - - e e - MIN e MI - ee - Me - FILE': YUCATAN LAT7_25.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING CITY OF FONTANA TRACT 14245 LATERAL NO. 7, YUCATAN DRIVE, 25-YEAR 5/2/05 SWL Station L/Elem ********* 1.620 9.390 11.010 13.520 24.530 Invert Elev Ch Slope ********* 1040.670 .5761 1046.080 .0377 1046.590 Depth (FT) ******** 8.877 3.479 2.986 Water Elev ********* 1049.547 1049.559 1049.576 4 (CFS) PAGE 1 Date: 5- 3-2005 Time: 2:51:28 *************************************************************************** ******** ********* 3.72 3.72 3.72 Vel Vel (FPS) Head SF Ave 2.11 .07 _ I _ .0013 2.11 .07 - -I- .0013 2.11 .07 Energy Grd.El. HF ********* 1049.62 .01 1049.63 .02 1049.64 Super ICriticaliFlow Top Elev I Depth I Width - -I- -I- SE DpthlFroude NlNorm Dp *******I********I******** I I .00 .74 .00 8.88 .00 .22 .00 .74 .00 3.48 .00 .43 .00 .74 .00 Height/ Dia.-FT "N" ******* 1.500 .013 1.500 .013 1.500 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 ZL ZR ***** .00 No Wth Prs/Pip Type Ch ******* 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 • 100-Year Storm WSPG Hydraulic Calculations (Proposed Condition Storm Drain in Yucatan Drive) X:\Projecte\881 0103\ENO\W PWYDRO\Trect 14245_rev072205 Text.doc 14 ELM_EX.WSW Ti 881_0103 City of Fontana Tract 14245 T2 Elm Avenue - 100 Year Existing Condition 0 T3 4/1/05 SWL SO 45.310 976.200 1 989.300 R 68.870 977.990 1 .013 59.995 .000 0 R 116.000 981.300 1 .013 .000 .000 0 JX 118.000 981.500 1 2 .013 4.500 982.480 45.0 .000 R 123.000 982.000 1 .013 .000 .000 0 JX 125.000 982.200 1 2 .013 4.500 983.010 -45.0 .000 R 173.000 986.000 1 .013 .000 .000 0 R 208.010 988.560 1 .013 6.555 .000 0 JX 218.610 989.870 3 2 .013 .001 990.300 -45.0 1.985 R 347.750 999.800 3 .013 24.180 .000 0 R 497.3801011.060 3 .013 .000 .000 0 JX 502.5401011.410 3 2 2.013 7.500 7.5001011.9901011.990 60.0-60.0 .966 R 549.7001015.200 3 .013 8.830 .000 0 JX 557.4301015.400 3 4 .013 .001 1015.720 -45.0 1.447 R 720.9701029.000 3 .013 .000 .000 0 R 757.8501030.800 3 .013 5.205 .000 0 TS 759.8501031.000 5 .013 .282 R 800.8501033.860 5 .013 5.786 .000 0 JX 811.9501036.450 2 5 .013 139.000 1034.740 -45.0 1.566 R 1118.2401059.730 2 .013 43.224 .000 0 R 1142.4001061.000 2 .013 .000 .000 0 JX 1151.4001061.400 2 2 .013 8.000 1061.210 30.0 .000 R 1198.9001065.350 2 .013 .000 .000 0 SH 1198.9001065.350 2 1065.350 CD 1 4 1 .000 3.500 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 CD 3 4 1 .000 3.000 .000 .000 .000 .00 CD 4 4 1 .000 2.000 .000 .000 .000 .00 CD 5 4 1 .000 3.250 .000 .000 .000 .00 Q 9.000 .0 Page 1 IIIIII MIN EN as am Mlle MIN FILE: ELM_EX.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING 881_0103 City of Fontana Tract 14245 Elm Avenue - 100 Year Existing Condition 4/1/05 SWL Station L/Elem ********* 45.310 23.560 68.870 47.130 116.000 JUNCT STR 118.000 5.000 123.000 JUNCT STR 125.000 48.000 173.000 3.756 176.756 Invert Elev Ch Slope ********* 976.200 .0760 977.990 .0702 981.300 - .1000 981.500 .1000 982.000 .1000 982.200 .0792 986.000 .0731 986.275 HYDRAULIC JUMP 176.756 986.275 31.254 .0731 Depth (FT) ******** 13.100 12.952 11.150 11.523 11.175 11.532 9.118 8.980 2.008 Water Elev ********* 989.300 990.942 992.450 993.023 993.175 993.732 995.118 995.254 988.283 Q (CFS) ********* 180.00 180.00 180.00 175.50 175.50 171.00 171.00 171.00 171.00 Vel Vel (FPS) Head SF Ave *******I******* 18.71 -1- 18.71 5.44 .0320 5.44 .0320 18.71 5.44 .0312 18.24 5.17 .0304 18.24 5.17 Energy Grd.El. HF ********* PAGE 1 Date: 4- 1-2005 Time: 2:39: 9 Super ICriticaljFlow Top Elev 1 Depth 1 Width SE DpthlFroude NINorm Dp *******I********I******** 1 994.74 .00 3.44 .00 -1- -1- .75 .00 .00 2.05 996.38 .00 3.44 .00 -I- -1- 1.51 12.95 .00 2.11 997.89 .00 3.44 .00 .06 11.15 .00 998.19 .00 3.44 .00 -1- -1- .15 11.52 .00 1.86 998.34 .00 3.44 .00 .0297 .06 11.18 .00 17.77 4.91 998.64 .00 3.43 - -1- - - - - -I- -I- .0289 1.39 11.53 .00 17.77 4.91 1000.02 .00 3.43 - -1- - - - - -1- -I- .0289 .11 .00 .00 17.77 4.91 1000.16 .00 3.43 1 1 29.94 13.92 1002.20 .0736 2.30 .00 1.96 .00 2.01 .00 .31 3.43 3.46 2.32 4.11 Height/ Dia.-FT N ******* 3.500 .013 3.500 .013 3.500 .013 3.500 .013 3.500 .013 3.500 .013 3.500 .013 3.500 3.500 2.01 .013 Base Wt or I.D. - X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .000 .00 ******** No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 .00 1 .0 P- IPE 1 .0 P- IPE .00 1 .0 .00 PIPE .00 .00 .00 .00 .00 .00 1 .0 P- IPE 1 .0 P- IPE 1 .0 P- IPE .00 1 .0 .00 PIPE .00 .00 1 .0 1 .0 .00 PIPE agig gm gm on l 1 EN En r r NM -- N N S 11111 FILE: ELM_EX.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 4- 1-2005 Time: 2:39: 9 881_0103 City of Fontana Tract 14245 Elm Avenue - 100 Year Existing Condition 4/1/05 SWL Station L/Elem ********* 208.010 JUNCT STR 218.610 129.140 347.750 93.929 441.679 55.701 497.380 JUNCT STR 502.540 47.160 549.700 JUNCT STR 557.430 8.016 Invert Elev Ch Slope ********* 988.560 .1236 989.870 .0769 999.800 .0753 1006.868 .0753 1011.060 .- 0678 1011.410 .0804 1015.200 .0259 1015.400 .0832 565.446 1016.067 57.130 .0832 Depth (FT) ******** 2.007 2.328 Water Elev ********* 990.567 992.198 2.416 1002.216 2.544 2.702 2.177 2.225 2.193 2.203 1009.412 1013.762 1013.587 1017.425 1017.593 1018.270 Q (CFS) ********* 171.00 171.00 171.00 171.00 171.00 156.00 156.00 156.00 156.00 Vel Vel (FPS) Head SF Ave *******I******* 29.97 13.95 .0735 Energy Grd.E1. HF ********* 1004.51 .78 29.05 13.11 1005.30 .0706 9.12 28.04 12.20 1014.42 .0650 6.11 26.75 11.11 .0600 25.51 10.10 .0645 28.40 12.52 .0694 27.75 28.18 11.96 .0687 12.33 .0695 28.03 12.20 .0656 1020.52 3.34 1023.86 .33 1026.11 3.27 1029.38 .53 1029.92 .56 1030.47 3.75 Super Elev SE Dpth ******* .32 2.32 .21 2.54I .00 2.42 .00 2.54 .12 2.82 .22 2.40 .21 2.43 .00 2.19 .00 2.20 CriticaliFlow Top Depth I Width - -I- - Froude NINorm Dp ********I******** 3.43 4.11 2.99 3.34 2.99 3.08 2.99 2.74 2.99 2.33 2.98 3.49 2.98 3.34 2.98 3.44 2.98 3.41 3.46 2.50 2.28 2.38 2.30 2.15 2.30 1.79 2.68 2.08 2.63 2.66 2.05 2.65 2.05 Height/ Dia.-FT ******* 3.500 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 Base Wt or I.D. - X-Fall ******* 000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 No Wth ZL Prs/Pip - ZR Type Ch ***** ******* .00 .00 1 .0 PIPE .00 1 .0 .00 .00 PIPE 1 .0 .00 P- IPE .00 1 .0 .00 P- IPE .00 1 .0 .00 PIPE .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 .00 PIPE O am gm i No u-- M M ! M S- S I M- I FILE: ELM_EX.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 4- 1-2005 Time: 2:39: 9 881_0103 City of Fontana Tract 14245 Elm Avenue - 100 Year Existing Condition 4/1/05 SWL ************************************************************************************************************************** Station L/Elem ********* 622.576 37.064 659.640 26.589 686.229 20.024 706.253 14.717 720.970 36.880 757.850 Invert Elev C- h Slope ********* 1020.818 .0832 1023.900 .0832 1026.111 .0832 1027.776 .0832 1029.000 .0488 1030.800 757.850 1030.800 TRANS STR - .1000 759.850 1031.000 41.000 .0698 800.850 1033.860 JUNCT STR .2333 811.950 1036.450 113.802 .0760 Depth (FT) ******** 2.308 2.424 Water Elev ********* 1023.126 1026.324 2.557 1028.668 2.718 2.982 2.921 2.982 5.161 1030.494 1031.982 1033.721 1033.782 1036.161 4.044 1037.903 8.729 1045.179 Q (CFS) ***** 156.00 156.00 156.00 156.00 156.00 156.00 156.00 156.00 156.00 17.00 Vel Vel (FPS) Head SF Ave *******I******* 26.73 25.48 11.09 .0591 10.08 .0537 Energy Grd.E1. HF ********* 1034.22 2.19 1036.41 1.43 24.30 9.17 1037.84 .0496 .99 23.17 8.33 .0496 22.09 7.58 22.23 .0498 7.67 22.09 7.58 .0435 1038.83 .73 1039.56 1.84 1041.39 1041.36 .09 18.80 5.49 1041.65 .0357 1.46 18.80 5.49 1043.39 .0309 .34 9.62 1.44 1046.62 .0262 2.98 Super Elev S- E Dpth ******* .00 2.31 .00 2.42 .00 2.56 .00 2.72 .02 3.00 .04 .02 3.00 .00 .00 .00 .00 .00 .00 CriticallFlow Top1Height/ Depth I Width IDia.-FT Froude NlNorm Dp I "N" ********I********I******* 2.98 3.10 2.98 2.79 2.98 2.47 2.98 2.08 2.98 1.00 2.98 2.98 1.00 3.21 .00 3.21 .00 1.44 .00 2.53 3.000 -I- - 2.05 .013 2.36 3.000 2.05 .013 2.13 3.000 2.05 .013 1.75 3.000 2.05 .013 .47 3.000 2.66 .013 .96 3.000 .47 3.000 .013 .00 3.250 2.03 .013 .00 3.250 .013 .00 1.500 .83 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .000 .00 .000 .00 .000 .00 .000 .00 ZL ZR ***** .00 .00 .00 .00 ******* No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 P- IPE .00 1 .0 .00 PIPE .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 .00 1 .0 .00 P- IPE .00 1 .00 PIPE .00 .00 1 .0 PIPE .00 1 .0 .00 P- IPE i r ma gm mg gm mg S r 1 MN N- all NM NM N FILE: ELM EX.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 4- 1-2005 Time: 2:39: 9 881_0103 City of Fontana Tract 14245 Elm Avenue - 100 Year Existing Condition 4/1/05 SWL ************************************************************************************************************************** ******** Station L/Elem ********* 925.752 HYDRAULIC 925.752 21.265 947.016 84.398 Invert Elev Ch Slope ********* 1045.100 JUMP 1045.100 .0760 1046.716 .0760 1031.414 1053.131 37.033 1068.448 18.392 1086.840 11.764 1098.604 8.380 .0760 1055.945 .0760 1057.343 .0760 1058.238 .0760 1106.984 1058.875 6.340 1113.324 .0760 1059.356 4.916 .0760 Depth (FT) ******** 3.163 Water Elev ********* 1048.263 .826 1045.926 .826 1047.542 .845 1053.976 .879 1056.825 .914 .952 .993 1.036 1058.257 1059.190 1059.868 1060.392 4 (CFS) ********* 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 Vel Vel (FPS) Head - -1- - SF Ave *******I******* 9.62 1.44 - -1- 17.04 4.51 - -1- .0760 17.04 4.51 .0733 Energy Grd.E1. HF ********* 1049.70 1050.44 1.62 1052.05 6.19 16.56 4.26 1058.24 - -1- - - .0665 2.46 15.79 15.06 - -1- 3.87 .0588 3.52 1060.70 1.08 1061.78 .0520 .61 1 14.36 3.20 1062.39 .0462 .39 1 13.69 2.91 1062.78 -1- -1- .0411 .26 1 13.05 2.65 1063.04 -1- -1- .0366 .18 Super Elev SE Dpth ******* .00 .03 .86 .03 .86 .03 .88 .03 .91 .03 .94 .02 .97 .02 1.01 .02 1.05 CriticaliFlow Top Depth 1 Width -1- Froude NiNorm Dp ********I******** 1.44 .00 1.44 1.49 3.67 .83 1 1.44 1.49 3.67 .83 1 1.44 1.49 - -I- 3.51 .83 1 1.44 1.48 3.26 .83 1 1.44 1.46 302 .83 1 1.44 1.44 2.79 .83 1 1.44 1.42 _1- 2.58 .83 1 1.44. 1.39 2.37 .83 Height/ Dia.-FT "N" ******* 1.500 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 Base Wt or I.D. X-Fall ******* .000 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 ZL ZR ***** .00 No Wth Prs/Pip Type Ch ******* 1 .0 .00 1 .0 .00 P- IPE .00 .00 .00 .00 .00 1 .0 P- IPE 1 .0 P- IPE 1 .0 .00 PIPE .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE w i--- mg i=- -- i- I OM NB- En M FILE: ELM_EX.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 4- 1-2005 Time: 2:39: 9 881_0103 City of Fontana Tract 14245 Elm Avenue - 100 Year Existing Condition 4/1/05 SWL ************************************************************************************************************************** ******** Station L/Elem ********* Invert Elev Ch Slope ********* 1118.240 1059.730 1.059 .0526 1119.299 1059.786 8.179 1127.478 5.992 1133.470 4.380 1137.849 3.052 1140.901 1.499 1142.400 JUNCT STR 1151.400 7.630 .0526 1060.216 .0526 1060.531 .0526 1060.761 .0526 1060.921 .0526 1061.000 .- 0444 1061.400 .0832 1159.031 1062.035 HYDRAULIC JUMP Depth (FT) ******** Water Elev ********* 1.083 1060.813 1.088 1.139 1.195 1.259 1.335 1060.874 1061.355 1061.726 1062.020 1062.256 1.440 1062.440 2.743 2.164 1064.143 1064.198 0 (CFS) ********* 17.00 17.00 17.00 17.00 17.00 17.00 17.00 9.00 9.00 Vel Vel (FPS) Head SF Ave *******I******* 12.45 2.41 .0343 12.38 2.38 .0323 11.80 2.16 - I- - 11.25 10.73 - I- .0291 1.97 .0264 1.79 .0242 10.23 1.63 .0230 9.75 1.48 .0151 5.09 .40 .0073 5.09 .40 Energy Grd.E1. HF ********* 1063.22 .04 1063.25 .26 1063.52 .17 1063.69 .12 1063.81 .07 1063.88 .03 1063.92 .14 1064.55 .06 Super Elev SE Dpth ******* .00 1.08 .00 1.09 .00 1.14 .00 1.20 .00 1.26 .00 1.34 .00 1.44 .00 2.74 1064.60 .00 - -I- - CriticallFlow Top Depth I Width Froude NlNorm Dp ********I******** Height/ Dia.-FT "N" ******* 1.44 1.34 1.500 2.18 .93 .013 1.44 1.34 1.500 - -I- 2.15 .93 .013 1.44 1.28 1.500 1.96 .93 .013 1.44 1.21 1.500 1.77 .93 .013 1.44 1.10 1.500 1.58 .93 .013 1.44 .94 1.500 1.36 .93 .013 1.44 .59 1.500 1.00 .013 1.16 .00 1.500 .00 .56 .013 1.16 .00 1.500 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 (No Wth ZL IPrs/Pip ZR IType Ch ***** I******* .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 E---- gm ! MR M= I-- N N- M= NM FILE: ELM_EX.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING 881_0103 City of Fontana Tract 14245 Elm Avenue - 100 Year Existing Condition 4/1/05 SWL Station L/Elem ********* 1159.031 4.863 1163.893 7.938 1171.831 5.708 1177.538 4.385 1181.924 3.447 1185.371 2.787 Invert Elev C- h Slope ********* 1062.035 .0832 1062.439 .0832 1063.099 .0832 1063.574 .0832 1063.938 .0832 1064.225 .0832 1188.158 1064.457 2.286 1190.444 1.875 .0832 1064.647 .0832 1192.319 1064.803 1.558 .0832 Depth Water (FT) Elev ******** .605 .616 .638 .662 .686 ********* 1062.640 1063.055 1063.737 1064.236 1064.624 .712 1064.937 .739 1065.196 .767 1065.414 .797 1065.600 4 (CFS) ********* 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 Vel Vel (FPS) Head SF Ave *******I******* 13.47 2.82 .0607 13.16 2.69 .0551 12.55 2.45 .0484 11.97 2.22 .0425 11.41 2.02 .0374 Energy Grd.E1. HF ********* 1065.46 .29 1065.75 .44 1066.18 .28 1066.46 .19 1066.65 .13 10.88 1.84 1066.77 .0329 .09 10.37 1.67 .0290 9.89 1.52 .0255 9.43 1.38 1066.87 .07 1066.93 .05 1066.98 .0225 .04 Super Elev SE Dpth ******* .00 .61 .00 .62 .00 .64 .00 .66 .00 .69 .00 .71 .00 .74 .00 .77 .00 .80 PAGE 6 Date: 4- 1-2005 Time: 2:39: 9 CriticallFlow Top Depth I Width Froude NINorm Dp ********I******** 1.16 1.47 3.53 .56 1.16 1.48 3.41 .56 1.16 1.48 3.18 .56 1.16 1.49 2.97 .56 1.16 1.49 2.77 .56 1.16 1.50 2.58 .56 1.16 1.50 2.40 .56 1.16 1.50 2.24 .56 1.16 1.50 - -I- 2.08 .56 Height/ Dia.-FT " N " ******* 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .013 .00 ******** No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE .00 .00 .00 .00 1 .0 P- IPE 1 .0 P- IPE .00 1 .0 .00 P- IPE NE gm gm EN EN NIM M IMO NE M NW MEI FILE: ELM_EX.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING 881_0103 City of Fontana Tract 14245 Elm Avenue - 100 Year Existing Condition 4/1/05 SWL ************************************************************************************************************************** Station L/Elem ********* 1193.877 1.281 1195.158 1.063 1196.221 .847 1197.069 .673 1197.742 .507 Invert Elev C- h Slope ********* 1064.932 .0832 1065.039 .0832 1065.127 .0832 1065.198 .0832 1065.254 .0832 1198.249 1065.296 .358 1198.606 .223 .0832 1065.326 .0832 1198.830 1065.344 .070 .0832 1198.900 1065.350 Depth (FT) ******** Water Elev ********* .828 1065.760 .861 1065.900 .895 1066.022 .932 .971 1.013 1.058 1.106 1.160 1066.130 1066.225 1066.309 1066.384 1066.450 1066.510 4 (CFS) ********* 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 Vel Vel (FPS) Head SF Ave *******I******* 8.99 1.26 .0199 8.57 1.14 .0176 8.17 1.04 7.79 7.43 .0155 .94 .0138 .86 .0122 7.08 .78 .0109 6.75 .71 .0097 6.44 .64 .0087 6.14 .58 Energy Grd.El. HF ********* 1067.02 .03 1067.04 .02 1067.06 .01 1067.07 .01 1067.08 .01 1067.09 .00 1067.09 .00 1067.09 .00 1067.09 Super CriticallFlow Top Elev Depth I Width - - - -I- - SE Dpth Froude NlNorm Dp ******* ********I******** 00 .83 00 .86 00 .90 .00 .93 .00 .97 .00 1.01 .00 1.06 .00 1.11 .00 1.16 1.49 1.93 .56 1.16 1.48 1.80 .56 1.16 1.47 1.67 .56 1.16 1.46 1.54 .56 1.16 1.43 1.42 .56 1.16 1.40 1.31 .56 1.16 1.37 - _I_ 1.21 .56 1.16 1.32 1.10 .56 1.16 1.26 Height/ Dia.-FT ******* 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 Base Wt or I.D. X-Fall ******* 000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 PAGE 7 Date: 4- 1-2005 Time: 2:39: 9 ******** No Wth ZL Prs/Pip ZR ***** .00 .00 .00 .00 .00 Type Ch 1 .0 P- IPE 1 .0 PIPE 1 .0 .00 PIPE .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 .00 PIPE .00 1 .0 ELM_PR.WSW Ti 881_0103 City of Fontana Tract 14245 0 T2 Elm Avenue - 100 Year Proposed Condition T3 4/1/05 SWL SO 45.310 976.200 1 989.300 R 68.870 977.990 1 .013 59.995 .000 0 R 116.000 981.300 1 .013 .000 .000 0 JX 118.000 981.500 1 2 .013 4.500 982.480 45.0 .000 R 123.000 982.000 1 .013 .000 .000 0 JX 125.000 982.200 1 2 .013 4.500 983.010 -45.0 .000 R 173.000 986.000 1 .013 .000 .000 0 R 208.010 988.560 1 .013 6.555 .000 0 JX 218.610 989.870 3 2 .013 .001 990.300 -45.0 1.985 R 347.750 999.800 3 .013 24.180 .000 0 R 497.3801011.060 3 .013 .000 .000 0 JX 502.5401011.410 3 2 2.013 7.500 7.5001011.9901011.990 60.0-60.0 .966 R 549.7001015.200 3 .013 8.830 .000 0 JX 557.4301015.400 3 4 .013 24.930 1015.720 -45.0 1.447 R 720.9701029.000 3 .013 .000 .000 0 R 757.8501030.800 3 .013 5.205 .000 0 TS 759.8501031.000 5 .013 .282 R 800.8501033.860 5 .013 5.786 .000 0 JX 811.9501036.450 2 5 .013 141.830 1034.740 -45.0 1.566 R 1118.2401059.730 2 .013 43.224 .000 0 R 1142.4001061.000 2 .013 .000 .000 0 JX 1151.4001061.400 2 2 .013 8.000 1061.210 30.0 .000 R 1198.9001065.350 2 .013 .000 .000 0 SH 1198.9001065.350 2 1065.350 CD 1 4 1 .000 3.500 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 CD 3 4 1 .000 3.000 .000 .000 .000 .00 CD 4 4 1 .000 2.000 .000 .000 .000 .00 CD 5 4 1 .000 3.250 .000 .000 .000 .00 Q 9.000 0 Page 1 min gm gm No mg No MI IMO ISM NMI FILE: ELM_PR.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:35:31 881_0103 City of Fontana Tract 14245 Elm Avenue - 100 Year Proposed Condition 4/1/05 SWL ************************************************************************************************************************** ******** Station L/Elem ********* 45.310 23.560 68.870 47.130 116.000 JUNCT STR 118.000 5.000 123.000 JUNCT STR 125.000 48.000 173.000 35.010 208.010 JUNCT STR 218.510 129.140 Invert Elev Ch Slope 976.200 .0760 977.990 .0702 981.300 .1000 981.500 .1000 982.000 .1000 982.200 .0792 986.000 .0731 988.560 .1236 989.870 .0769 Depth (FT) ******** 13.100 13.497 12.197 12.675 12.379 12.839 10.913 10.077 3.926 Water Elev ********* 989.300 991.487 993.497 994.175 994.379 995.039 996.913 998.637 993.796 4 (CFS) ********* 207.76 207.76 207.76 203.26 203.26 198.76 198.76 198.76 198.76 Vel Vel (FPS) Head - -I- - SF Ave -*******I******* 21.59 -I- 21.59 - -I- 7.24 .0426 7.24 .0426 21.59 7.24 - -1- 21.13 _I_ .0417 6.93 .0408 21.13 6.93 - -I- .0399 20.66 6.63 - -I- .0390 20.66 6.63 - -I- .0390 20.66 6.63 _I_ .0639 28 12 -I- Energy Grd.E1. • HF ********* 996.54 1.00 998.73 2.01 1000.74 .08 1001.11 .20 1001.31 .08 1001.67 1.87 1003.54 1.37 1005.26 .68 12.28 1006.07 .0888 11.47 Super ICriticallFlow Top Elev I Depth I Width - 1- SE DpthlFroude NINorm Dp *******I********I******** I .00 3.47 .00 - _I_ _I- .00 .00 2.26 I I .00 3.47 .00 - -I- -I- 13.50 .00 2.32 I I .00 3.47 .00 - _I_ _I- 12.20 .00 I I .00 3.47 .00 - _I_ _I- 12.67 .00 2.03 I I .00 3.47 .00 12.38 .00 I I .00 3.46 .00 - I- 12.84 .00 2.16 I 1 .00 3.46 .00 - -I- .00 I .00 -1- .00 I .00 - -I- .00 .00 3.46 .00 2.99 2.22 .00 .00 Height/ Dia.-FT ******* 3.500 .013 3.500 .013 3.500 .013 3.500 .013 3.500 .013 3.500 .013 3.500 .013 3.500 .013 3.000 .013 Base Wt or I.D. X-Fall ******* 000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 1 .0 .00 PIPE .00 1 .0 .00 P- IPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 P- IPE .00 1 .0 .00 PIPE .00 1 .0 .00 P- IPE .00 1 .0 .00 .00 PIPE N NM INN NE NMI FILE: ELM_PR.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING 881_0103 City of Fontana Tract 14245 Elm Avenue - 100 Year Proposed Condition 4/1/05 SWL Station L/Elem ********* Invert Elev Ch Slope ********* 347.750 999.800 149.630 .0753 497.380 1011.060 JUNCT STR .0678 502.540 1011.410 47.160 .0804 549.700 1015.200 JUNCT STR .0259 557.430 1015.400 163.540 .0832 720.970 1029.000 36.880 .0488 1 757.850 1030.800 TRANS STR .1000 759.850 1031.000 41.000 .0698 800.850 1033.860 -I_ JUNCT STR .2333 Depth (FT) ******** 6.737 8.765 Water Elev ********* 1006.537 1019.825 12.266 1023.676 12.713 17.720 13.394 14.062 16.318 15.264 1027.913 1033.120 1042.394 1044.862 1047.318 1049.124 Q (CFS) ********* 198.76 198.76 183.76 183.76 158.83 158.83 158.83 158.83 158.83 Vel Vel (FPS) Head - -I- - SF Ave *******I******* 28.12 12.28 .0888 28.12 12.28 - -I- .0824 26.00 10.49 - -1- .0759 26.00 10.49 -1- .0663 22.47 22.47 7.84 .0567 7.84 .0567 22.47 7.84 .0469 19.15 5.69 .0370 19.15 5.69 .0316 Energy Grd.E1. HF ********* 1018.81 13.29 1032.10 .42 1034.17 3.58 1038.41 .51 1040.96 9.27 1050.23 2.09 1052.70 .09 1053.01 1.52 1054.82 .35 Super Elev SE Dpth ******* .00 6.74 .00 .00 .00 .00 .00 .00 .00 17.72 :00 .00 .00 .00 .00 .00 .00 .00 CriticaliFlow Top Depth I Width Froude NINorm Dp ********I******** 2.99 .00 00 3.00 2.99 .00 - -1- .00 2.99 .00 - -1- .00 2.39 2.99 .00 .00 2.98 .00 - -1- .00 2.08 2.98 .00 -1- .00 3.00 2.98 .00 .00 3.21 .00 .00 2.06 3.21 .00 .00 PAGE 2 Date: 5- 3-2005 Time: 2:35:31 Height/ Dia.-FT N" ******* 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.250 .013 3.250 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 000 ******** No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 P- IPE 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE 1 .0 P- IPE 1 .0 .013 .00 .00 PIPE S FILE: ELM_PR.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING 881_0103 City of Fontana Tract 14245 Elm Avenue - 100 Year Proposed Condition 4/1/05 SWL PAGE 3 Date: 5- 3-2005 Time: 2:35:31 ************************************************************************************************************************** ******** Station L/Elem ********* 811.950 306.290 1118.240 24.160 1142.400 JUNCT STR 1151.400 47.500 1198.900 Invert Elev Ch Slope ********* 1036.450 .0760 1059.730 .0526 1061.000 .- 0444 1061.400 .0832 1065.350 Depth (FT) ******** 20.202 5.143 4.506 5.774 2.173 Water Elev 1056.652 1064.873 1065.506 1067.174 1067.523 4 (CFS) ********* 17.00 17.00 17.00 9.00 9.00 Vel Vel (FPS) Head - -1- SF Ave *******I******* 9.62 1.44 - -1- .0262 9.62 1.44 .0262 9.62 1.44 .0168 5.09 .40 -1- .0073 5.09 .40 -1- Energy Grd.E1. HF ********* 1058.09 8.02 1066.31 :63 1066.94 .15 1067.58 .35 1067.93 Super Elev SE Dpth ******* .00 .00 .00 5.14 .00 4:51 .00 5.77 .00 CriticaliFlow Top Depth 1 Width - -1- - Froude NiNorm Dp ********I******** 1 1 44 .00 .00 .83 1 1 44 .00 - -1- .00 .93 1 1.44 .00 - -1- .00 1.16 I .00 - -1- .00 .56 1 1 16 .00 - -1- Height/ Dia.-FT N ******* 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 Base Wt or I.D. - X-Fall ******* .000 .00 .000 .00 .000 .00 000 .00 .000 No Wth ZL Prs/Pip ZR ***** .00 .00 .00 .00 .00 .00 .00 .00 .00 Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 YUCATANEX.WSW T1 881_0103 City of Fontana Tract 14245 0 T2 Yucatan Drive - 100 YR Existing Condition T3 4/1/05 SWL SO 2008.4001033.860 1 1045.179 R 2026.1401036.040 1 .013 .000 .000 0 R 2051.3401037.200 1 .013 -64.171 .000 0 R 2059.0001038.000 1 .013 .000 .000 0 JX 2061.0001038.400 1 2 .013 22.000 1038.240 -45.0 R 2142.0101041.460 1 .013 .000 .000 0 JX 2149.4801042.600 3 2 .013 21.000 1042.200 30.0 R 2243.1701046.090 3 .013 6.460 .000 0 R 2412.1301051.860 3 .013 .000 .000 0 JX 2420.8101052.360 3 2 .013 13.000 1052.680 30.0 R 2754.0201070.000 3 .013 .000 .000 0 JX 2757.7301070.660 5 4 .013 7.000 1070.950 45.0 R 2847.8301073.710 5 .013 .000 .000 0 R 2984.2001078.330 5 .013 -13.732 .000 0 R 3004.8101079.010 5 .013 .000 .000 0 JX 3008.8901079.145 5 .2 .013 26.000. 1080.330 45.0 R 3192.0701084.230 5 .013 .000 .000 0 R 3339.5701088.330 5 .013 -44.715 .000 0 R 3372.5701089.250 5 .013 84.034 .000 0 R 3461.1801091.710 5 .013 .000 .000 0 R 3473.4301092.040 5 .013 31.194 .000 0 R 3504.3701103.180 5 .024 .000 .000 0 R 3527.5801104.340 5 .024 .000 22.500 0 R 3569.2101106.420 5 .024 .000 .000 0 SH 3569.2101106.420 5 1106.420 CD 1 4 1 .000 3.250 .000 .000 .000 .00 CD 2 4 1 .000 2.000 .000 .000 .000 .00 CD 3 4 1 .000 3.000 .000 .000 .000 .00 CD 4 4 1 .000 1.500 .000 .000 .000 .00 CD 5 4 1 .000 2.500 .000 .000 .000 .00 Q 50.000 0 Page 1 .000 000 000 000 000 NE NE wig ism mg NE all MI NEI MN INN 11111 MI MIN 111111 FILE: YUCATAN_EX.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:41:51 881_0103 City of Fontana Tract 14245 Yucatan Drive - 100 YR Existing Condition 4/1/05 SWL Station L/Elem ********* Invert Elev Ch Slope ********* 2008.400 1033.860 17.740 2026.140 25.200 2051.340 7.660 2059.000 JUNCT STR 2061.000 81.010 2142.010 JUNCT STR .1229 1036.040 .0460 1037.200 .1044 1038.000 .2000 1038.400 .0378 1041.460 .1526 2149.480 1042.600 93.690 2243.170 168.960 .0373 1046.090 .0342 2412.130 1051.860 JUNCT STR .0576 Depth (FT) ******** Water Elev ********* 11.319 1045.179 9.642 1045.682 9.932 1047.132 9.349 11.131 9.698 1047.349 1049.531 1051.158 9.619 1052.219 8.223 1054.313 5.953 1057.813 4 (CFS) ********* 139.00 139.00 139.00 139.00 117.00 117.00 96.00 96.00 96.00 Vel Vel (FPS) Head SF Ave *******I******* 16.76 4.36 .0283 Energy Grd.El. HF ********* 1049.54 .50 16.76 4.36 1050.04 .0283 .71 16.76 4.36 1051.49 .0283 .22 16.76 4.36 .0242 1051.71 .05 14.10 3.09 1052.62 - - .0201 1.63 14.10 13.58 3.09 .0204 2.86 .0207 1054.25 .15 1055.08 1.94 13.58 2.86 1057.18 .0207 3.50 13.58 2.86 1060.68 .0181 .16 Super CriticaliFlow ToplHeight/ Elev Depth I Width IDia.-FT SE Dpth ******* .00 11.32 .00 .00 .00 9.93 .00 9.35 .00 11.13 .00 .00 .00 .00 .00 8.22 .00 5.95 Froude NjNorm Dp I "N" ********I********I******* 3.18 .00 3.250 .00 1.59 .013 3.18 .00 3.250 .00 2.17 .013 3.18 .00 3.250 .00 1.66 .013 3.18 .00 3.250 .00 .013 3.12 .00 3.250 .00 2.06 .013 3.12 .00 3.250 .00 .013 2.88 .00 3.000 .00 1.93 .013 2.88 .00 3.000 .00 1.99 .013 2.88 .00 3.000 .00 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 .00 .00 PIPE u N M N MINI MINI FILE: YUCATAN_EX.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:41:51 881_0103 City of Fontana Tract 14245 Yucatan Drive - 100 YR Existing Condition 4/1/05 SWL ************************************************************************************************************************** ******** Station L/Elem ********* 2420.810 33.516 2454.326 HYDRAULIC 2454.326 163.868 2618.194 60.179 2678.372 34.767 2713.139 23.599 2736.738 17.282 2754.020 JUNCT STR 2757.730 90.100 Invert Elev C- h Slope ********* 1052.360 .0529 1054.134 JUMP 1054.134 .0529 1062.809 .0529 1065.995 .0529 1067.836 .0529 1069.085 .0529 1070.000 .1779 1070.660 .0339 Depth (FT) ******** 6.852 5.597 Water Elev 1059.212 1059.731 1.576 1055.710 1.636 1.701 1.769 1.841 1.918 1064.446 1067.696 1069.605 1070.926 1071.918 2.090 1072.750 4 (CFS) ********* 83.00 83.00 83:00 83.00 83.00 83.00 83.00 83.00 76.00 Vel Vel (FPS) Head - -I- - SF Ave 11.74 2.14 .0155 11.74 2.14 - _I_ 22.07 7.56 .0494 21.05 6.88 .0436 20.07 6.25 .0385 19.13 5.68 .0341 18.24 5.17 .0302 17.39 4.70 - -I- .0308 Energy Grd.E1. HF ********* 1061.35 .52 1061.87 1063.27 8.10 1071.32 2.63 1073.95 1.34 1075.29 .80 1076.09 .52 1076.62 .11 17.33 4.67 1077.42 - - .0327 2.95 Super ICriticallFlow Top Elev I Depth I Width -1- S- E DpthlFroude NlNorm Dp *******I********I******** I I .00 2.80 .00 - _I_ I_ 6.85 .00 1.57 I I .00 2.80 I I .00 2.80 _I_ 1.58 3.47 I I .00 2.80 1.64 3.23 I I .00 2.80 1.70 3.00 I I .00 2.80 1.77 2.78 I I .00 2.80 1.84 2.58 I I .00 2.80 1.92 2.38 I I .00 2.46 2.09 1.98 .00 3.00 1.57 2.99 1.57 2.97 1.57 2.95 1.57 2.92 1.57 2.88 1.85 Height/ Dia.-FT N ******* 3.000 .013 3.000 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 2.500 2.07 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 P- IPE 1 .0 1 .0 P- IPE 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE um mg um mg mg EN EN w r--- MN N NM --- - FILE: YUCATAN_EX.WSW W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING 881_0103 City of Fontana Tract 14245 Yucatan Drive - 100 YR Existing Condition 4/1/05 SWL Station L/Elem ********* Invert Elev Ch Slope ********* 2847.830 1073.710 70.012 2917.842 66.358 2984.200 20.610 3004.810 JUNCT STR 3008.890 180.983 3189.873 .0339 1076.082 .0339 1078.330 .0330 1079.010 .0331 1079.145 .0278 1084.169 HYDRAULIC JUMP 3189.873 2.198 3192.070 5.688 1084.169 .0278 1084.230 .0278 3197.758 1084.388 93.804 .0278 Depth (FT) ******** Water Elev ********* 2.126 1075.836 2.192 2.348 2.457 5.710 3.373 1.562 1.562 1.560 1078.274 1080.678 1081.467 1084.855 1087.542 1085.731 1085.792 1085.948 4 (CFS) ********* 76.00 76.00 76.00 76.00 50.00 50.00 50.00 50.00 50.00 Vel Vel (FPS) Head SF Ave *******I******* 17.08 4.53 .0316 Energy Grd.E1. HF ********* 1080.37 2.22 16.65 4.31 1082.58 .0303 2.01 15.88 3.92 1084.59 .0303 .62 15.54 3.75 10 19 .0229 1.61 .0149 1085.22 .09 1086.47 2.69 10.19 1.61 1089.15 15 50 3.73 .0291 1089.46 .06 15.50 3.73 1089.52 .0292 .17 15.52 3.74 1089.69 .0311 2.92 Super Elev SE Dpth ******* .03 2.15 .02 2.22 .00 2.35 .00 2.46 .00 5.71 .00 .00 1.56 .10 1.66 .10 1.66 PAGE 3 Date: 5- 3-2005 Time: 2:41:51 CriticallFlow Top Depth I Width F- roude NlNorm Dp ********I******** 2.46 2.46 1.76 1.91 2.46 1.40 2.46 1.00 2.30 .00 2.30 2.30 2.37 2.30 2.37 2.30 2.37 1.78 2.06 1.64 2.06 1.19 2.10 .65 .00 1.59 .00 2.42 1.59 2.42 1.59 2.42 1.59 Height/ Dia.-FT ******* 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 2.500 .013 2.500 .013 2.500 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 000 .00 000 .00 000 .00 .000 000 .00 .000 .00 .000 .00 ******** No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 .00 .00 .00 .00 .00 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE .00 .00 .00 .00 .00 1 .0 1 .0 PIPE 1 .0 P- IPE .00 1 .0 .00 PIPE MN NM MEI NMI Mil 0 M E E MIMI INN NM M I MN FILE: YUCATAN_EX.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING 881_0103 City of Fontana Tract 14245 Yucatan Drive - 100 YR Existing Condition 4/1/05 SWL Station L/Elem ********* 3291.563 48.008 3339.570 33.000 3372.570 12.352 3384.922 23.576 3408.498 19.890 3428.388 17.351 3445.739 15.441 3461.180 12.250 3473.430 Invert Elev Ch Slope ********* 1086.995 .0278 1088.330 .0279 1089.250 .0278 1089.593 .0278 1090.247 .0278 1090.800 .0278 1091.281 .0278 1091.710 .0269 1092.040 4.791 .3601 Depth (FT) ******** Water Elev ********* 1.498 1088.494 1.441 1.386 1.362 1.311 1.262 1.216 1.172 1.135 1089.771 1090.636 1090.955 1091.558 1092.062 1092.497 1092.882 1093.175 Q (CFS) ********* 50.00 50.00 50.00 50.00 50.00 50.00 50.00 50.00 50.00 Vel Vel (FPS) Head 16.28 SF Ave 4.11 .0352 Energy Grd.El. HF ********* 1092.61 1.69 17.07 4.53 1094.30 .0398 1.31 17.90 4.97 .0434 18.28 5.19 .0476 19.17 5.71 - -I- .0540 20.11 6.28 .0613 21.09 6.91 .0697 22.12 7.60 .0786 23.08 8.27 .2733 1095.61 .54 1096.14 1.12 1097.27 1.07 1098.34 1.06 1099.41 1.08 1100.48 .96 1101.44 1.31 Super Elev SE Dpth ******* .11 1.60 .99 2.43 .00 1.39 .00 1.36 .00 1.31 .00 1.26 .00 1.22 2.50 2.50 .00 1.13 PAGE Date: 5- 3-2005 Time: 2:41:51 CriticaliFlow Top Depth I Width - -I- - Froude NINorm Dp 2.30 2.56 2.30 2.76 2.30 2.97 2.30 3.07 2.30 3.31 2.30 3.55 2.30 3.82 2.30 4.10 2.30 4.36 2.45 1.59 2.47 1.59 2.49 1.59 2.49 1.59 2.50 1.59 2.50 1.59 2.50 1.59 2.50 1.60 2.49 1.06 Height/ Dia.-FT "N" ******* 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .024 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 ******** No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 .00 .00 1 .0 P- IPE 1 .0 P- IPE 1 .0 .00 PIPE .00 .00 1 .0 P- IPE .00 1 .0 .00 PIPE .00 1 .0 .00 P- IPE .00 .00 .00 .00 .00 1 .0 P- IPE 1 .0 P- IPE • 1 .0 .00 PIPE ummg gm gm mg mg MN NMI = MINI = =II MIN M IMO FILE: YUCATAN EX.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:41:51 881_0103 City of Fontana Tract 14245 Yucatan Drive - 100 YR Existing Condition - 4/1/05 SWL ************************************************************************************************************************** ******** Station L/Elem ********* 3478.221 5.953 3484.174 4.232 3488.406 3.217 3491.623 2.542 3494.165 2.057 3496.222 1.697 3497.919 1.409 3499.328 1.178 3500.506 .992 Invert Elev Ch Slope ********* 1093.765 .3601 1095.908 .3601 1097.432 .3601 1098.590 .3601 1099.506 .3601 1100.246 .3601 1100.857 .3601 1101.365 .3601 1101.789 .3601 Depth (FT) ******** 1.158 Water Elev ********* 1094.923 1.201 1097.109 1.247 1.295 1.345 1.398 1098.679 1099.885 1100.851 1101.644 1.453 1102.310 1.512 1102.877 1.575 1103.364 0 (CFS) ********* 50.00 50.00 50.00 50.00 50.00 50.00 50.00 50.00 50.00 Vel Vel (FPS) Head _I_ SF Ave *******I******* 22.47 7.84 .2475 Energy Grd.El. HF ********* 1102.76 1.47 21.42 7.13 1104.24 .2178 .92 20.43 6.48 .1919 19.48 5.89 .1691 18.57 5.35 .1492 17.71 4.87 .1317 16.88 _I_ 16.10 4.43 .1164 4.02 .1031 1105.16 .62 1105.78 .43 1106.21 .31 1106.51 .22 1106.74 .16 1106.90 .12 15.35 3.66 1107.02 .0914 .09 Super Elev SE Dpth ******* .00 1.16 .00 1.20 .00 1.25 .00 1.30 .00 1.35 .00 1.40 .00 1.45 .00 1.51 .00 1.58 CriticalIFlow TopIHeight/ Depth I Width IDia.-FT Froude NlNorm Dp I "N" ********1********I******* I I 2.30 2.49 2.500 4.19 1.06 .024 I I 2.30 2.50 2.500 3.91 1.06 .024 2.30 2.50 2.500 3.64 1.06 .024 I I 2.30 2.50 2.500 3.39 1.06 .024 � I 2.30 2.49 2.500 3.15 1.06 .024 I I 2.30 2.48 2.500 2.93 1.06 .024 2.30 2.47 2.500 2.71 1.06 .024 2.30 2.44 2.500 2.52 1.06 .024 2.30 2.41 2.500 2.33 1.06 .024 Base Wt or I.D. X-Fall ******* 000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 No Wth ZL Prs/Pip ZR ***** .00 .00 Type Ch ******* 1 .0 PIPE .00 1 .0 .00 PIPE .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE ME N E NM I MI N-- r M MN M- N I MN MN NM FILE: YUCATAN_EX.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 6 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:41:51 881_0103 City of Fontana Tract 14245 Yucatan Drive - 100 YR Existing Condition 4/1/05 SWL Station L/Elem ********* 3501.498 .829 3502.327 .691 3503.018 .565 3503.583 .451 3504.033 .337 3504.370 23.210 Invert Elev Ch Slope ********* 1102.146 .3601 1102.444 .3601 1102.693 .3601 1102.897 .3601 1103.059 .3601 1103.180 .0500 3527.580 1104.340 34.676 3562.256 6.954 3569.210 .0500 1106.073 .0500 1106.420 Depth (FT) ******** 1.641 1.712 1.788 1.871 1.962 2.065 2.066. Water Elev ********* 1103.787 1104.157 1104.481 1104.768 1105.021 1105.245 1106.406 2.157 1108.230 2.300 1108.720 Q (CFS) ********* 50.00 50.00 50.00 50.00 50.00 50.00 50.00 50.00 50.00 Vel Vel (FPS) Head SF Ave 14.63 3.32 .0812 13.95 3.02 - -1- 13.30 - _1_ .0724 2.75 .0647 12.68 2.50 .0581 12.09 _1_ 11.53 _1_ 2.27 .0525 2.06 .0499 11.53 2.06 - -1- .0483 Energy Grd.El. HF ********* 1107.11 .07 1107.18 .05 1107.23 .04 1107.27 .03 1107.29 .02 1107.31 1.16 1108.47 1.68 1 11.10 1.91 1110.14 - -1- -1- .0453 .32 1 10.58 1.74 1110.46 - -1- -1- Super Elev S- E Dpth ******* .00 1.64 .00 1.71 .00 1.79 .00 1.87 .00 1.96 .00 2.06 .00 2.07 .00 2.16 .00 CriticallFlow Top Depth 1 Width - -1- Froude N1Norm Dp 2.30 - -1- 2.15 1 2.30 - _1_ 1.98 1 2.30 _1_ 1.82 1 2.30 _1- 1.66 I 2.30 - _1_ 1.50 2.30 -1- 1.34 1 2.30 _1- 1.34 2.30 _1_ 1.21 1 2.30 - -1- 2.37 1.06 2.32 1.06 2.26 1.06 2.17 1.06 2.05 1.06 1.90 2.06 1.89 2.06 1.72 2.06 1.36 Height/ Dia.-FT " N ******* 2.500 .024 2.500 .024 2.500 .024 2.500 .024 2.500 .024 2.500 .024 2.500 .024 2.500 .024 2.500 Base Wt or I.D. X-Fall ******* .000 .00 000 .00 000 .00 .000 .00 000 .00 .000 .00 .000 .00 .000 .00 .000 ZL ZR ***** .00 .00 _00 .00 .00 .00 .00 .00 ******* No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE .00 .00 .00 .00 .00 .00 .00 1 .0 P- IPE 1 .0 P- IPE 1 .0 P- IPE 1 .0 YUCATAN_PR.WSW T1 881_0103 City of Fontana Tract 14245 0 T2 Yucatan Drive - 100 YR Proposed Condition T3 4/1/05 SWL SO 2008.4001033.860 1 1045.179 R 2026.1401036.040 1 .013 .000 .000 0 R 2051.3401037.200 1 .013 -64.171 .000 0 R 2059.0001038.000 1 .013 .000 .000 0 JX 2061.0001038.400 1 2 2.013 4.950 12.4601038.2401038.240-45.0 90.0 R 2142.0101041.460 1 .013 .000 .000 0 JX 2149.4801042.600 3 2 .013 21.000 1042.200 30.0 .000 R 2243.1701046.090 3 .013 6.460 .000 0 R 2355.5001050.280 3 .013 .000 .000 0 JX 2363.5001050.580 3 4 4.013 4.410 2.7001050.3301050.330-45.0 45.0 .000 R 2412.1301051.860 3 .013 .000 .000 0 JX 2420.8101052.360 3 2 .013 13.000 1052.680 30.0 .000 R 2754.0201070.000 3 .013 000 .000 0 JX 2757.7301070.660 5 4 .013 7.000 1070.950 45.0 .000 R 2847.8301073.710 5 .013 .000 .000 0 R 2984.2001078.330 5 .013 -13.732 .000 0 R 3004.8101079.010 5 .013 .000 .000 0 JX 3008.8901079.145 5 2 .013 26.000 1080.330 45.0 .000 R 3192.0701084.230 5 .013 .000 .000 0 R 3339.5701088.330 5 .013 -44.715 .000 0 R 3372.5701089.250 5 .013 84.034 .000 0 R 3461.1801091.710 5 .013 .000 .000 0 R 3473.4301092.040 5 .013 31.194 .000 0 R 3504.3701103.180 5 .024 .000 .000 0 R 3527.5801104.340 5 .024 .000 22.500 0 R 3569.2101106.420 5 .024 .000 .000 0 SH 3569.2101106.420 5 1106.420 CD 1 4 1 .000 3.250 .000 .000 .000 .00 CD 2 4 1 .000 2.000 .000 .000 .000 .00 CD 3 4 1 .000 3.000 .000 .000 .000 .00 CD 4 4 1 .000 1.500 .000 .000 .000 .00 CD 5 4 1 .000 2.500 .000 .000 .000 .00 Q 50.000 0 Page 1 .000 EN mg mil gm M MIN NMI I= r INN OM MI r MINI I= FILE: YUCATAN_PR.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:42:25 881_0103 City of Fontana Tract 14245 Yucatan Drive - 100 YR Proposed Condition 4/1/05 SWL Station L/Elem ********* 2008.400 17.740 2026.140 25.200 2051.340 7.660 2059.000 JUNCT STR 2061.000 81.010 2142.010 JUNCT STR 2149.480 93.690 2243.170 112.330 2355.500 JUNCT STR Invert Elev Ch Slope ********* 1033.860 .1229 1036.040 .0460 1037.200 .1044 1038.000 .2000 1038.400 .0378 1041.460 .1526 1042.600 .0373 1046.090 .0373 1050.280 .0375 Depth (FT) ******** 11.319 9.660 10.004 9.429 11.147 9.917 9.885 8.811 7.306 Water Elev ********* 1045.179 1045.700 1047.203 1047.428 1049.547 1051.377 1052.485 1054.901 1057.586 0 (CFS) ********* 141.52 141.52 141.52 141.52 124.11 124.11 103.11 103.11 103.11 Vel Vel (FPS) Head SF Ave *******I******* 17.06 4.52 .0294 17.06 4.52 .0294 17.06 4.52 .0294 17.06 4.52 .0260 14.96 3.48 .0226 14.96 3.48 .0232 14.59 3.30 .0239 14.59 3.30 .0239 14.59 3.30 .0223 Energy Grd.E1. HF ********* 1049.70 .52 1050.22 .74 1051.72 .23 1051.95 .05 1053.02 1.83 1054.85 .17 1055.79 2.24 1058.21 2.68 1060.89 .18 Super ICriticalIFlow Top Elev I Depth I Width SE Dpth- lFroude NINorm Dp Height/ Dia.-FT ******* .00 3.19 .00 3.250 - -I- -I- - 11.32 .00 1.60 .013 .00 3.19 .00 3.250 - I- -I- - - - .00 .00 2.20 .013 .00 3.19 .00 3.250 - -I- -I- - - - 10.00 .00 1.68 .013 .00 3.19 .00 3.250 - -I- -I- - 9.43 .00 .013 .00 3.14 .00 3.250 - -I- -I- - - - 11.15 .00 2.15 .013 .00 3.14 .00 3.250 - I_ -I- _I- - .00 .00 .013 .00 2.91 .00 3.000 - -I- -I- -I- - .00 .00 2.03 .013 .00 2.91 .00 3.000 8.81 .00 2.03 .013 .00 2.91 .00 3.000 7.31 .00 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 000 .00 .000 .00 .000 .00 No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 P- IPE um gm um NE i um am ! M MI I I- M I M- E MN FILE: YUCATAN_PR.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:42:25 881_0103 City of Fontana Tract 14245 Yucatan Drive - 100 YR Proposed Condition 4/1/05 SWL Invert Station I Elev L/Elem ICh Slope 2363.500 1050.580 48.630 .0263 2412.130 1051.860 JUNCT STR .0576 2420.810 1052.360 83.883 .0529 2504.693 1056.801 HYDRAULIC JUMP 2504.693 1056.801 113 500 .0529 2618 194 1062.809 60 179 .0529 2678 372 1065.995 34 767 .0529 2713 139 1067.836 23.599 .0529 2736.738 1069.085 17.282 .0529 Depth (FT) ******** Water Elev ********* 8.017 1058.597 7.744 8.643 5.501 1.594 1059.604 1061.003 1062.301 1058.395 1.636 1064.446 1.701 1067.696 1.769 1069.605 1.841 1070.926 4 (CFS) ********* 96.00 96.00 83.00 83.00 83.00 83.00 83.00 83.00 83.00 Vel Tel (FPS) Head SF Ave *******I******* 13.58 2.86 .0207 13.58 2.86 .0181 11.74 11.74 2.14 .0155 2.14 Energy Grd.El. HF ********* 1061.46 1.01 1062.47 .16 1063.14 1.30 1064.44 21.75 7.35 1065.74 .0484 5.50 21.05 6.88 1071.32 .0436 2.63 20.07 6.25 1073.95 .0385 1.34 19.13 5.68 1075.29 .0341 .80 18.24 5.17 1076.09 .0302 .52 Super Elev S- E Dpth ******* .00 8.02 .00 7.74 .00 8.64 .00 .00 1.59 .00 1.64 .00 1.70 .00 1.77 .00 1.84 CriticaliFlow Top Depth I Width Froude NINorm Dp 2.88 .00 .00 2.20 2.88 .00 .00 2.80 .00 .00 1.57 2.80 .00 2.80 3.40 2.80 3.23 2.80 3.00 2.80 2.78 2.80 2.58 2.99 1.57 2.99 1.57 2.97 1.57 2.95 1.57 2.92 1.57 Height/ Dia.-FT ******* 3.000 .013 3.000 .013 3.000 .013 3.000 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .000 .00 .000 .00 .000 .00 000 .00 .000 .00 ZL ZR ***** .00 .00 .00 .00 .00 No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 :0 .00 PIPE .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 1 .0 P- IPE 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 P- IPE N NE 11111 1E11 MB EN NMI INN FILE: YUCATAN_PR.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:42:25 881_0103 City of Fontana Tract 14245 Yucatan Drive - 100 YR Proposed Condition 4/1/05 SWL Station L/Elem ********* 2754.020 JUNCT STR Invert Elev Ch Slope ********* 1070.000 .1779 2757.730 1070.660 90.100 .0339 2847.830 70.012 2917.842 66.358 2984.200 20.610 3004.810 JUNCT STR 1073.710 .0339 1076.082 .0339 1078.330 .0330 1079.010 .0331 3008.890 1079.145 180.983 3189.873 HYDRAULIC .0278 1084.169 JUMP 3189.873 1084.169 2.198 .0278 Depth (FT) ******** 1.918 2.090 2.126 2.192 2.348 Water Q Vel Vel Elev (CFS) (FPS) Head ********* 1071.918 1072.750 1075.836 1078.274 1080.678 2.457 1081.467 5.710 1084.855 3.373 1087.542 1.562 1085.731 ********* 83.00 76.00 76.00 76.00 76.00 76.00 50.00 50.00 50.00 SF Ave *******I******* 17.39 4.70 .0308 17.33 4.67 .0327 17.08 4.53 .0316 16.65 4.31 .0303 15.88 3.92 .0303 15.54 3.75 .0229 10.19 1.61 .0149 10.19 1.61 15.50 3.73 .0291 Energy I Super Grd.E1.I Elev HF [SE Dpth *********I******* 1076.62 .00 .11 1.92 1077.42 2.95 .00 2.09 1080.37 .03 2.22 2.15 1082.58 .02 2.01 2.22 1084.59 .00 .62 2.35 1085.22 .00 .09 2.46 1086.47 .00 2.69 5.71 1089.15 .00 1089.46 .00 .06 1.56 CriticallFlow Top Depth I Width Froude NlNorm Dp ********I******** 2.80 2.88 2.38 2.46 -1- 1.98 2.46 1.91 2.46 1.76 2.46 1.40 2.46 -I- 1.00 2.30 .00 2.30 -I- 2.30 2.37- 1.85 2.07 1.78 2.06 1.64 2.06 1.19 2.10 .65 .00 1.59 .00 2.42 1.59 Height/ Dia.-FT "N" ******* 3.000 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 2.500 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .000 .00 No Wth ZL Prs/Pip ZR ***** .00 .00 .00 .00 Type Ch ******* 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE .00 .00 .00 .00 1 .0 PIPE 1 .0 1 .0 .00 PIPE N En NE NM- an MN M N S MI NM- MI M I In FILE: YUCATAN PR.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:42:25 881_0103 City of Fontana Tract 14245 Yucatan Drive - 100 YR Proposed Condition 4/1/05 SWL ***********************************************************:,************************************************************** ******** Station L/Elem ********* Invert Elev C- h Slope ********* 3192.070 1084.230 5.688 .0278 3197.758 1084.388 93.804 3291.563 48.008 3339.570 33.000 3372.570 12.352 3384.922 23.576 3408.498 19.890 3428.388 17.351 3445.739 15.441 .0278 1086.995 .0278 1088.330 .0279 1089.250 .0278 1089.593 .0278 1090.247 .0278 1090.800 .0278 1091.281 .0278 Depth (FT) ******** 1.562 Water Elev ********* 1085.792 1.560 1085.948 1.498 1088.494 1.441 1.386 1089.771 1090.636 1.362 1090.955 1.311 1.262 1.216 1091.558 1092.062 1092.497 Q (CFS) ********* 50.00 50.00 50.00 50.00 50.00 50.00 50.00 50.00 50.00 Vel Vel (FPS) Head SF Ave *******I******* 15.50 3.73 .0292 15.52 3.74 .0311 16.28 4.11 .0352 17.07 4.53 .0398 17.90 4.97 .0434 18.28 5.19 .0476 19.17 5.71 - -I- - .0540 20.11 6.28 21.09 .0613 6.91 .0697 Energy Grd.El. HF ********* 1089.52 .17 1089.69 2.92 1092.61 1.69 1094.30 1.31 1095.61 .54 1096.14 1.12 1097.27 1.07 1098.34 Super Elev SE Dpth ******* .10 1.66 .10 1.66 .11 1.60 .99 2.43 .00 1.39 .00 1.36 .00 1.31 .00 1.06 1.26 1099.41 .00 1.08 1.22 CriticaliFlow Top Depth I Width F- roude NjNorm Dp ********I******** 2.30 2.42 2.37 2.30 2.37 2.30 .2.56 2.30 2.76 2.30 - -I- 2.97 2.30 3.07 2.30 2.30 3.55 2.30 - -I- 3.82 1.59 2.42 1.59 2.45 1.59 2.47 1.59 2.49 1.59 2.49 1.59 2.50 1.59 2.50 1.59 2.50 1.59 Height/ Dia.-FT ******* 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 Base Wt or I.D. - X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 ..00 000 .00 000 .00 000 .00 000 .013 .00 ZL ZR ***** No Wth Prs/Pip Type Ch ******* .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 P- IPE mg aim RR FILE: YUCATAN_PR.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:42:25 881_0103 City of Fontana Tract 14245 Yucatan Drive - 100 YR Proposed Condition 4/1/05 SWL ************************************************************************************************************************** ******** Station L/Elem ********* 3461.180 12.250 3473.430 4.791 3478.221 5.953 3484.174 4.232 3488.406 3.217 3491.623 2.542 3494.165 2.057 3496.222 1.697 3497.919 1.409 Invert Elev Ch Slope ********* 1091.710 .0269 1092.040 .3601 Depth (FT) ******** 1.172 1.135 1093.765 1.158 .3601 1095.908 .3601 1097.432 .3601 1098.590 .3601 1099.506 .3601 1100.246 .3601 1100.857 .3601 Water Elev ********* 1092.882 1093.175 1094.923 1.201 1097.109 1.247 1098.679 1.295 1099.885 1.345 1.398 1100.851 1101.644 1.453 1102.310 4 (CFS) ********* 50.00 50.00 50.00 50.00 50.00 50.00 50.00 50.00 50.00 Vel Vel (FPS) Head SF Ave *******I******* 22.12 7.60 23.08 22.47 _1_ .0786 8.27 .2733 7.84 .2475 21.42 7.13 .2178 Energy Grd.El. HF ********* 1100.48 .96 1101.44 1.31 1102.76 1.47 1104.24 .92 20.43 6.48 1105.16 .1919 .62 19.48 5.89 1105.78 .1691 .43 18.57 5.35 1106.21 .1492 .31 17.71 4.87 1106.51 .1317 .22 16.88 4.43 1106.74 .1164 .16 Super Elev SE Dpth ******* 2.50 2.50 .00 1.13 .00 1.16 .00 1.20 .00 1.25 .00 1.30 .00 1.35 .00 1.40 .00 1.45 CriticaljFlow Top Depth I Width Froude NINorm Dp ********I******** 2.30 2.50 4.10 2.30 4.36 2.30 4.19 2.30 3.91 2.30 -I- 3.64 2.30 3.39 2.30 3.15 2.30 2.93 2.30 2.71 1.60 2.49 1.06 2.49 1.06 2.50 1.06 2.50 1.06 2.50 1.06 2.49 1.06 2.48 1.06 2.47 1.06 Height/ Dia.-FT - "N" ******* 2.500 .013 2.500 .024 2.500 .024 2.500 .024 2.500 .024 2.500 .024 2.500 .024 2.500 .024 2.500 .024 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 000 .00 000 .00 000 ZL ZR ***** .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 P- IPE 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE .00 .00 .00 1 .0 PIPE 1 .0 .00 .00 PIPE gm um gum mg I INN 11111 11111 M 11111 NM MS INN N En Inn FILE: YUCATAN PR.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 6 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:42:25 881_0103 City of Fontana Tract 14245 Yucatan Drive - 100 YR Proposed Condition 4/1/05 SWL ************************************************************************************************************************** ******** Station L/Elem ********* 3499.328 1.178 3500.506 .992 3501.498 .829 Invert Elev C- h Slope ********* 1101.365 .3601 1101.789 .3601 1102.146 .3601 3502.327 1102.444 .691 .3601 3503.018 1102.693 .565 3503.583 .451 3504.033 .337 3504.370 23.210 3527.580 .3601 1102.897 .3601 1103.059 .3601 1103.180 .0500 1104.340 34.676 .0500 Depth (FT) ******** 1.512 1.575 1.641 Water Elev ********* 1102.877 1103.364 1103.787 1.712 1104.157 1.788 1104.481 1.871 1.962 2.065 2.066 1104.768 1105.021 1105.245 1106.406 Q (CFS) ********* 50.00 50.00 50.00 50.00 50.00 50.00 50.00 50.00 50.00 Vel Vel (FPS) Head SF Ave 16.10 4.02 .1031 15.35 3.66 .0914 14.63 3.32 .0812 Energy Grd.E1. HF ********* 1106.90 .12 1107.02 .09 1107.11 .07 13.95 3.02 1107.18 .0724 .05 13.30 2.75 .0647 12.68 2.50 .0581 12.09 2.27 11.53 11.53 .0525 2.06 .0499 2.06 .0483 1107.23 .04 1107.27 .03 1107.29 .02 1107.31 1.16 1108.47 1.68 Super Elev S- E Dpth ******* .00 1.51 .00 1.58 .00 1.64 .00 1.71 .00 1.79 .00 1.87 .00 1.96 .00 2.06 .00 2.07 CriticaliFlow Top Depth I Width Froude NINorm Dp ********I******** 2.30 2.52 2.30 2.33 2.30 2.15 2.30 1.98 2.30 1.82 2.30 1.66 2.30 1.50 2.30 1.34 2.30 1.34 2.44 1.06 2.41 1.06 2.37 1.06 2.32 1.06 2.26 1.06 2.17 1.06 2.05 1.06 1.90 2.06 1.89 2.06 Height/ Dia.-FT ******* 2.500 .024 2.500 .024 2.500 .024 2.500 .024 2.500 .024 2.500 .024 2.500 .024 2.500 .024 2.500 .024 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 1 .0 .00 PIPE .00 .00 .00 .00 1 .0 P- IPE 1 .0 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 PIPE .00 1 .0 um mg gm um EN gm 11E1 NB NM OM Ell 11111 11111 NM FILE: YUCATAN_PR.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 7 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING 881_0103 City of Fontana Tract 14245 Yucatan Drive - 100 YR Proposed Condition 4/1/05 SWL ************************************************************************************************************************** ******** Invert Station Elev L/Elem Ch Slope ********* ********* 3562.256 1106.073 6.954 .0500 3569.210 1106.420 Depth (FT) ******** 2.157 2.300 Water Elev ********* 1108.230 1108.720 Q (CFS) ********* 50.00 50.00 Vel Vel l Energy (FPS) Head l Grd.E1. SF Ave' HF *******l*******l********* 11.10 1.91 1110.14 -I- -I- .0453 .32 10.58 1.74 1110.46 Date: 5- 3-2005 Time: 2:42:25 Super ICriticallFlow Top Elev l Depth I Width SE DpthlFroude NINorm Dp I I .00 2.30 1.72 2.16 1.21 2.06 l l .00 2.30 1.36 -l- - Height/ Dia.-FT ******* 2.500 .024 2.500 Base Wt No Wth or I.D. ZL Prs/Pip X-Fall ZR Type Ch ******* ***** ******* .000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 CANCUN_PR100.WSW T1 881_0103 City of Fontana Tract 14245 0 T2 Cancun Drive - 100 year Proposed Condition T3 4/1/05 SWL SO 1005.2501013.600 1 1017.593 R 1028.2401017.090 1 .013 58.550 .000 0 R 1050.7401019.800 1 .013 .000 .000 0 JX 1054.7301020.450 3 1 .013 12.100 1021.000 58.5 .000 R 1149.4901024.970 3 .013 .000 .000 0 JX 1153.4801025.340 3 3 3.013 4.530 2.7401025.7001025.700 60.0-60.0 .000 R 1166.2501025.910 3 .013 .000 .000 0 R 1221.1401029.190 3 .013 10.280 .000 0 R 1245.3801030.638 3 .013 60.430 .000 0 WE 1245.3801030.638 4 .500 SH 1245.3801030.638 4 1030.638 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 2 0 .000 6.000 16.000 .000 .000 .00 Q 5.560 .0 Page 1 N. E. M NM N IMO MI FILE: CANCUN_PR100.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:37:39 881_0103 City of Fontana Tract 14245 Cancun Drive - 100 year Proposed Condition 4/1/05 SWL *********:r****************************************************************************************** ********************** ******** Station L/Elem ********* Invert Elev Ch Slope ********* 1005.250 1013.600 3.641 1008.891 8.035 1016.926 6.271 1023.197 5.043 1028.240 2.165 1030.405 5.777 1036.182 4.705 1040.887 3.875 1044.762 3.249 .1518 1014.153 .1518 1015.372 .1518 1016.324 .1518 1017.090 .1204 1017.351 .1204 1018.047 .1204 1018.613 .1204 1019.080 .1204 Depth (FT) ******** Water Elev ********* .825 1014.425 .836 .867 .899 .933 .944 .980 1.017 1014.989 1016.240 1017.224 1018.023 1018.295 1019.027 1019.630 1.057 1020.137 4 (CFS) ********* 24.93 24.93 24.93 24.93 24.93 24.93 24.93 24.93_ 24.93 Vel Vel (FPS) Head - -I- - SF Ave *******I******* Energy Grd.E1. HF ********* Super Elev SE Dpth ******* 20.39 6.45 1020.88 1.13 .0932 .34 1.95 20.01 6.22 1021.21 1.09 - -I- - - .0853 .69 1.93 19.08 5.65 1021.89 1.00 .0749 .47 1.86 18.19 5.14 1022.36 .91 .0659 .33 1.81 17.35 4.67 1022.70 .00 .0603 .13 .93 17.07 4.52 1022.82 .00 - -I- - - - .0555 .32 .94 16.28 4.11 1023.14 00 - - .0488 .23 .98 15.52 3.74 1023.37 .00 .0430 .17 1.02 14.80 3.40 1023.54 - - .0379 .12 .00 1.06 Critical1Flow ToplHeight/ Depth I Width 'Dia.-FT - -I- - Froude NlNorm Dp I "N" ********I********I******* 1.76 1.97 2.000 4.56 .73 .013 1.76 1.97 2.000 - -I- -I- - 4.44 .73 .013 1.76 1.98 2.000 4.14 .73 .013 1.76 1.99 2.000 3.86 .73 .013 1.76 2.00 2.000 3.60 .77 .013 1.76 2.00 2.000 3.52 .77 .013 1.76 2.00 2.000 3.28 .77 .013 1.76 2.00 2.000 3.05 .77 .013 1.76 2.00 2.000 2.84 .77 .013 Base Wt or I.D. - X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 000 .00 000 .00 .000 .00 000 .00 000 No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 .00 .00 1 .0 PIPE 1 .0 .00 .00 PIPE FILE: CANCUN_PR100.WSW Station L/Elem ********* 1048.011 2.729 1050.740 JUNCT STR 1054.730 6.955 1061.686 34.476 1096.162 16.799 1112.961 10.628 1123.589 7.422 1131.010 5.505 1136.515 4.164 Invert Elev Ch Slope ********* 1019.471 .1204 1019.800 .1629 1020.450 .0477 1020.782 .0477 1022.426 .0477 1023.228 .0477 1023.735 .0477 1024.089 .0477 1024.351 .0477 W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING 881_0103 City of Fontana Tract 14245 Cancun Drive - 100 year Proposed Condition 4/1/05 SWL Depth (FT) ******** 1.098 1.142 .817 .820 .852 .886 .922 .961 1.002 PAGE 2 Date: 5- 3-2005 Time: 2:37:39 ******************************************************************************************** Water Elev ********* 1020.569 1020.942 1021.267 1021.602 1023.278 1024.114 1024.657 1025.050 1025.353 Q (CFS) ********* 24.93 24.93 12.83 12.83 12.83 12.83 12.83 12.83 12.83 Tel Vel (FPS) Head SF Ave 14.11 3.09 .0335 13.45 2.81 .0381 13.04 2.64 .0446 12.98 2.62 .0417 12.37 2.38 .0369 11.80 11.25 10.73 2.16 .0326 1.97 .0289 1.79 .0256 10.23 1.62 .0228 Energy Grd.El. HF ********* 1023.66 .09 1023.75 .15 1023.91 .31 1024.22 1.44 1025.66 .62 1026.28 .35 1026.62 .21 1026.84 .14 1026.98 .10 Super Elev SE Dpth ******* .00 1.10 .00 1.14 .00 .82 .00 .82 .00 .85 .00 .89 .00 .92 .00 .96 .00 1.00 ******** CriticaliFlow Top Height/ Base Wt No Wth Depth I Width Dia.-FT or I.D. ZL Prs/Pip F- roude NINorm Dp "N" X-Fall ZR Type Ch ********I******** ******* ******* ***** ******* 1.76 1.99 2.64 .77 1.76 1.98 2.45 1.35 1.49 2.83 .80 1.35 1.49 2.81 .80 1.35 1.49 2.61 .80 1.35 1.48 2.42 .80 1.35 1.46 2.24 .80 1.35 1.44 2.07 .80 1.35 1.41 1.91 .80 2.000 .013 2.000 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 .000 .00 1 .0 .00 .00 P- IPE .000 .00 1 .0 .00 .00 P- IPE 000 .00 1 .0 .00 .00 P- IPE 000 .00 1 .0 .00 .00 PIPE 000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 .00 .00 P- IPE .000 .00 1 .0 .00 .00 PIPE mg MN FILE: CANCUN PR100.WSW Station L/Elem 1140.679 3.189 W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:37:39 881_0103 City of Fontana Tract 14245 Cancun Drive - 100 year Proposed Condition 4/1/05 SWL Invert Depth Elev (FT) Ch Slope .********* 1024.550 .0477 1143.868 1024.702 2.408 .0477 1146.276 1.690 1147.966 1.122 1149.089 .401 1149.490 JUNCT STR 1153.480 12.770 1166.250 3.131 1169.381 1024.817 .0477 1024.897 .0477 1024.951 .0477 1024.970 .0927 1025.340 .0446 1025.910 .0598 1026.097 HYDRAULIC JUMP ******** Water Elev ********* 1.046 1025.596 1.093 1.144 1.202 1.266 1.345 2.328 1.793 1.615 1025.795 1025.961 1026.099 1026.217 1026.315 1027.668 1027.703 1027.712 0 (CFS) ********* 12.83 12.83 12.83 12.83 12.83 12.83 5.56 Vel Vel (FPS) Head SF Ave *******I******* 9.75 1.48 .0203 Energy Super Grd.E1. Elev HF ********* 1027.07 .06 9.30 1.34 1027.14 8.86 .0182 .04 1.22 .0164 8.45 1.11 0149 8.06 1.01 .0137 7.68 .92 .0080 3.15 .15 .0028 5 56 3 15 .15 .0028 5 56 3 15 .15 -I- -I- - SE Dpth ******* .00 1.05 .00 1.09 1027.18 .00 .03 1.14 1027.21 .00 .02 1.20 1027.23 .00 .01 1.27 1027.23 .00 .03 1.35 1027.82 .00 .04 2.33 1027.86 .00 .01 .00 1027.87 .00 CriticaliFlow Top Depth I Width Froude NlNorm Dp 1.35 1.38 1.76 .80 1.35 1.33 1.61 .80 1.35 1.28 1.47 .80 1.35 1.20 1.32 .80 1.35 1.09 1.17 .80 1.35 .91 1.00 .91 .00 .00 .51 .91 .00 .00 .47 .91 .00 Height/ Dia.-FT N ******* 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 000 .00 000 .00 000 .00 .000 ******** No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 1 .0 .00 PIPE .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 mg gm gm am mg NEI r 11111 NMI FILE: CANCUN_PR100.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING 881_0103 City of Fontana Tract 14245 Cancun Drive - 100 year Proposed Condition 4/1/05 SWL Station L/Elem ********* 1169.381 29.618 1198.999 14.073 1213.072 8.068 1221.140 4.476 1225.616 4.390 1230.006 3.343 1233.350 2.626 1235.975 2.101 Invert Elev Ch Slope ********* 1026.097 .0598 1027.867 .0598 1028.708 .0598 1029.190 .0597 1029.458 .0597 1029.720 .0597 1029.919 .0597 1030.076 .0597 1238.076 1030.202 1.700 .0597 Depth (FT) ******** .477 Water Elev ********* 1026.574 .491 1028.358 1 .508 1029.216 - -1- 1 .527 1029.717 1 .541 1029.999 - -1- 1 .560 1030.280 1 .580 1030.500 - -1- .601 1030.677 .623 1030.825 - -1- 4 (CFS) ********* 5.56 5.56 5.56 5.56 5.56 5.56 5.56 5.56 5.56 8.00 - -1- Vel Vel (FPS) Head SF Ave *******I******* 11.51 2:06 -I- .0552 11.04 1.89 - -1- .0487 Energy Grd.E1. HF ********* 1028.63 1.63 1030.25 .69 10.52 1.72 1030.94 .0427 .34 10.03 - -1- 1.56 .0381 9.68 1.46 .0339 9.23 1.32 .0297 8.80 ' 1.20 -1- .0261 1031.28 .17 1031.45 .15 1031.60 .10 1031.70 .07 8.39 1.09 1031.77 .0229 .05 1 .99 1031.82 _1- .0201 .03 Super Elev SE Dpth ******* .02 .50 .02 .51 .02 .52 .19 .72 .18 .72 .17 .73 .15 .73 .14 .74 13 .75 PAGE 4 Date: 5- 3-2005 Time: 2:37:39 CriticaljFlow Top Height/ Base Wt Depth I Width Dia.-FT or I.D. F- roude NlNorm Dp "N" X-Fall ********I******** ******* ******* .91 1.40 3.45 .47 1 .91 1.41 3.25 .47 .91 1.42 3.04 .47 1 .91 1.43 - -1- 2.84 .47 1 .91 1.44 - -1- 2.70 .47 1 .91 1.45 2.52 .47 1 .91 1.46 2.36 .47 1 .91 1.47 -1_ 2.20 .47 1 .91 1.48 2.06 .47 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 .000 .00 .000 .00 .000 .00 000 .00 000 .00 000 .00 000 .00 000 .00 .000 .00 ZL ZR ***** .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ******* No Wth Prs/Pip Type Ch ******* 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE NE um mg so No NMI r 11E1 INN II1M1 OM 1 FILE: CANCUN_PR100.WSW Station L/Elem ********* 1239.776 1.382 1241.159 1.124 1242.282 .909 1243.191 .727 1243.919 .551 1244.470 .417 1244.887 .279 1245.166 .174 1245.340 .040 Invert Elev Ch Slope ********* 1030.303 .0597 1030.386 .0597 1030.453 .0597 1030.507 .0597 1030.551 .0597 1030.584 .0597 1030.609 .0597 1030.625 .0597 1030.636 .0597 W S P G W- CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:37:39 881_0103 City of Fontana Tract 14245 Cancun Drive - 100 year Proposed Condition 4/1/05 SWL Depth (FT) ******** Water Elev ********* .646 1030.949 .670 .695 .721 .748 .777 .807 .839 .872 1031.056 1031.148 1031.228 1031.299 1031.361 1031.416 1031.464 1031.508 Q (CFS) ********* 5.56 5.56 5.56 5.56 5.56 5.56 5.56 5.56 5.56 Vel Vel (FPS) Head SF Ave *******I******* 7.63 .90 .0177 Energy Grd.El. HF ********* 1031.85 .02 7.27 .82 1031.88 .0155 .02 6.93 .75 1031.89 .0137 .01 6.61 .68 .0120 1031.91 .01 6.30 .62 1031.92 .0106 .01 6.01 .56 .0093 1031.92 .00 5.73 .51 1031.93 - -I- - - .0082 .00 5.46 5.21 .46 1031.93 .0073 .00 .42 1031.93 .0064 .00 Super Elev S- E Dpth ******* .12 .76 .09 .81 .08 .83 .07 .85 .07 .87 .06 .90 .05 .93 CriticaljFlow Top Height/ Base Wt Depth I Width Dia.-FT or I.D. - -I- Froude NINorm Dp "N" X-Fall ********I******** ******* ******* .91 1.49 1.92 .47 .91 1.49 1.79 .47 .91 1.50 1.67 .47 .91 1.50 1.56 .47 .91 1.50 1.45 .47 .91 1.50 1.35 .47 .91 1.50 1.25 .47 .91 1.49 1.17 .47 .91 1.48 1.08 .47 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .013 .00 No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 1 .0 .00 P- IPE .00 1 .0 .00 PIPE .00 1 .0 .00 P- IPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 P- IPE .00 1 .0 .00 PIPE .00 1 .0 .00 P- IPE .00 1 .0 .00 P- IPE an um NM 11111 IIIIII MEI NIB =I OM INN FILE: CANCUN PR100.WSW Station L/Elem ********* W S P G W- CIVILDESIGN Version 14.06 PAGE 6 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:37:39 881_0103 City of Fontana Tract 14245 Cancun Drive - 100 year Proposed Condition 4/1/05 SWL * **** ** ************************************************************************************************** ******** Invert Elev Ch Slope ********* 1245.380 1030.638 WALL ENTRANCE 1245.380 1030.638 Depth (FT) ******** .909 1.483 Water Elev ********* 1031.547 1032.121 4 (CFS) ********* 5.56 5.56 Vel Vel (FPS) Head SF Ave ***** 4.96 .23 - -I- Energy Super CriticaliFlow Top Height/ Base Wt Grd.El. Elev Depth I Width Dia.-FT or I.D. HF SE Dpth Froude NINorm Dp - "N" X-Fall ******* ******* ********I******** ******* ******* ZL ZR ***** .38 1031.93 .05 .91 1.47 1.500 .000 .00 .00 1032.12 .00 .16 16.00 6.000 16.000 .00 -I - No Wth Prs/Pip Type Ch ******* 1 .0 0 .0 CANCUN_LAT1_100.wsw T1 881_0103 City of Fontana Tract 14245 0 T2 Lateral No. 1, Connector to CB at Terracina Ave, 100 Year T3 4/1/05 SWL SO 2.0201025.700 1 1027.668 R 57.5901028.770 1 .013 .000 .000 0 WE 57.5901028.770 2 .500 SH 57.5901028.770 2 1028.770 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 5.000 18.000 .000 .000 .00 Q 4 530 .0 Page 1 mg am gm ma am r N OM M r- N M-- NM INN FILE: CANCUN_LAT1_100.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 3:14:36 881_0103 City of Fontana Tract 14245 Lateral No. 1, Connector to CB at Terracina Ave, 100 Year 4/1/05 SWL ************************************************************************************************************************** ******** Station L/Elem ********* 2.020 8.766 10.786 1.824 12.611 Invert Elev Ch Slope ********* 1025.700 .0552 1026.184 .0552 1026.285 HYDRAULIC JUMP Depth (FT) ******** 1.968 1.500 1.395 - I - - Water Elev ********* 1027.668 1027.684 1027.680 12.611 1026.285 .443 1026.728 11.204 .0552 23.815 1026.904 .458 1027.362 9.221 .0552 33.036 1027.413 .475 1027.888 5.966 .0552 39.002 1027.743 .491 1028.234 4.189 .0552 43.192 1027.974 .509 1028.484 3.183 .0552 46.375 1028.150 .527 1028.677 2.475 .0552 4 (CFS) ********* 4.53 4.53 4.53 4.53 4.53 4.53 4.53 4.53 4.53 Vel Vel (FPS) Head SF Ave 2.56 .10 .0018 2.56 .10 2.64 .0017 .11 10.38 1.67 .0482 9.89 1.52 .0421 Energy Grd.E1. HF ********* 1027.77 .02 1027.79 .00 1027.79 1028.40 .54 1028.88 .39 9.43 1.38 1029.27 .0369 .22 8.99 1.25 .0323 8.57 8.17 1.14 .0283 1.04 .0248 1029.49 .14 1029.62 .09 1029.71 Super Elev S- E Dpth ******* .00 1.97 .00 1.50 .00 .00 .44 .00 .46 .00 .48 .00 .49 .00 .51 .00 .06 .53 CriticaljFlow Top Depth I Width Froude NjNorm Dp ********I******** .82 .00 .00 .44 .82 .00 .00 .44 .82 .76 .82 1.37 3.24 .44 .82 1.38 3.03 .44 .82 1.40 2.83 .44 .82 1.41 2.65 .44 .82 1.42 2.48 .44 .82 1.43 2.31 .44 Height/ Dia.-FT - "N" ******* 1.500 .013 1.500 .013 1.500 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 000 No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 .00 .00 .00 1 .0 P- IPE 1 .0 PIPE 1 .0 1 .0 .00 PIPE .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 .00 PIPE gm mg Ns mg N INN FILE: CANCUN_LAT1_100.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 3:14:36 881_0103 City of Fontana Tract 14245 Lateral No. 1, Connector to CB at Terracina Ave, 100 Year 4/1/05 SWL Station L/Elem ********* Invert Elev Ch Slope ********* 48.850 1028.287 1.992 .0552 50.842 1028.397 1.574 52.415 1.294 53.710 1.045 54.755 .839 55.594 .665 56.259 .494 56.753 .387 57.140 .252 .0552 1028.484 .0552 1028.556 .0552 1028.613 .0552 1028.660 .0552 1028.696 .0552 1028.724 .0552 1028.745 .0552 Depth (FT) ******** Water Elev ********* .546 1028.833 .565 .586 .607 .629 1028.962 1029.070 1029.163 1029.242 .652 1029.312 .676 1029.373 .702 1029.426 .728 1029.473 4 (CFS) ********* 4.53 4.53 4.53 4.53 4.53 4.53 4.53 4.53 4.53 Vel Vel (FPS) Head SF Ave *******I******* Energy Grd.El. HF ********* 7.79 .94 1029.78 - -I- - - .0218 .04 7.43 .86 .0191 7.08 .78 .0168 6.75 .71 .0147 6.44 .64 - -I- - 6.14 5.85 - -I- 5.58 - _I_ 5.32 .0129 .59 .0113 .53 .0100 .48 .0088 .44 .0077 1029.82 .03 1029.85 .02 1029.87 .02 1029.89 .01 1029.90 .01 1029.90 .00 1029.91 .00 1029.91 .00 Super ICriticallFlow ToplHeight/ Base Wt Elev I Depth I Width IDia.-FT or I.D. - -I- -I- -I- SE DpthlFroude NlNorm Dp I "N" X-Fall *******I********I********I******* ******* I I I .00 .82 1.44 1.500 _ -I- -I- _I_ .55 2.16 .44 .013 I I I .00 .82 1.45 1.500 I- -I- -I- - .57 2.02 .44 .013 I I I .00 .82 1.46 1.500 _ I_ I_ I_ .59 1.89 .44 .013 I I I .00 .82 1.47 1.500 I I I- .61 1.76 .44 .013 I I I .00 .82 1.48 1.500 -I- -I- - .63 1.65 .44 .013 I I I .00 .82 1.49 1.500 .65 1.54 .44 .013 I I I .00 .82 1.49 1.500 _ I_ I_ I_ .68 1.43 .44 .013 I I I .00 .82 1.50 1.500 -I_ _I_ _ .70 1.34 .44 .013 I I I .00 .82 1.50 1.500 .73 1.24 .44 .013 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 ******** No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 1 .0 P- IPE .00 1 .0 .00 P- IPE .00 1 .0 .00 PIPE .00 1 .0 .00 P- IPE .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 .00 .00 PIPE um am I w No N. w NM N- NM - M M--- M FILE: CANCUN_LAT1_100.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 3:14:36 881_0103 City of Fontana Tract 14245 Lateral No. 1, Connector to CB at Terracina Ave, 100 Year 4/1/05 SWL Station L/Elem ********* 57.391 .151 57.543 .047 57.590 Invert Elev Ch Slope ********* 1028.759 .0552 1028.767 .0552 1028.770 WALL ENTRANCE 57.590 1028.770 Depth (FT) ******** .756 .785 .817 1.305 Water Elev ********* 1029.515 1029.553 1029.587 1030.075 4 (CFS) ********* 4.53 4.53 4.53 4.53 Vel Vel (FPS) Head SF Ave *******I******* 5.07 .40 .0068 4.84 - _I- 4.61 .19 - _I- 36 0060 .33 .00 Energy Grd.E1. HF ********* 1029.91 .00 1029.92 .00 1029.92 1030.08 Super Elev S- E Dpth ******* .00 .76 .00 .79 .00 .00 CriticallFlow Top Height/ Depth I Width Dia.-FT F- roude NlNorm Dp "N" ********I******** ******* .82 1.50 1.500 1.16 .44 .013 .82 1.50 1.500 - -I- 1.08 .44 .013 .82 1.49 1.500 .13 18.00 5.000 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 18.000 INo Wth ZL IPrs/Pip ZR IType Ch .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 I .00 0 - I- .0 CANCUN LAT2_100.wsw T1 881_0103 City of Fontana Tract 14245 0 T2 Lateral No. 2, Cancun Drive, 100 YR T3 4/1/05 SWL SO 2.0201025.700 1 1027.668 R 28.2101029.490 1 .013 .000 .000 0 WE 28.2101029.490 2 .500 SH 28.2101029.490 2 1029.490 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 7.000 7.000 .000 .000 .00 Q 2.740 .0 Page 1 um- mu mg mg NE!!- MI i I N-- NM NM = INN FILE: CANCUN_LAT2_100.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING 881_0103 City of Fontana Tract 14245 Lateral No. 2, Cancun Drive, 100 YR 4/1/05 SWL Station L/Elem ********* 2.020 3.249 5.269 .938 6.207 .527 6.734 .281 7.015 HYDRAULIC Invert Elev Ch Slope ********* 1025.700 .1447 1026.170 .1447 1026.306 .1447 1026.382 .1447 1026.423 JUMP 7.015 1026.423 1.351 .1447 8.366 4.335 12.701 2.989 15.689 1026.619 .1447 1027.246 .1447 1027.678 2.233 .1447 Depth (FT) ******** 1.968 1.500 1.360 1.280 1.213 Water Elev ********* 1027.668 1027.670 1027.666 1027.662 1027.636 .277 1026.700 .285 .294 .304 1026.904 1027.540 1027.982 4 (CFS) ********* 2.74 2.74 2.74 2.74 2.74 2.74 2.74 2.74 2.74 PAGE 1 Date: 5- 3-2005 Time: 3:15:25 r*******************************************************:ram**************** ******** Vel Vel (FPS) Head SF Ave *******I******* Energy Grd.El. HF ********* Super ICriticaliFlow Top Elev I Depth I Width SE DpthlFroude NINorm Dp *******I********I******** Height/ Dia.-FT N ******* Base Wt or I.D. X-Fall ******* 1.55 .04 1027.71 .00 .63 .00 1.500 .000 - - -I- -I- -I- -I - .0007 .00 1.97 .00 .27 .013 .00 1.55 .04 1027.71 .00 .63 .00 1.500 .000 - I- - - - - -I- -I- -I- -I- - .0006 .00 1.50 .00 .27 .013 .00 I I I I 1.63 .04 1027.71 .00 .63 .87 1.500 .000 - I- - - -I- -I- -I- -I- - .0006 .00 1.36 .21 .27 .013 .00 I I I I 1.71 .05 1027.71 .00 .63 1.06 1.500 .000 - -I- - - - - -I- -I- -I- - -I- - .0007 .00 1.28 .24 .27 .013 .00 I I I 1.79 .05 1027.69 .00 .63 1.18 1.500 .000 -I- _ _ _ _ _I_ _1_ -I- -I- I 12.22 2.32 1029.02 .00 .63 1.16 1.500 .000 - I- - - - -I- -I- -I- -I- - .1160 .16 .28 4.90 .27 .013 .00 11.71 2.13 1029.03 .00 .63 1.18 1.500 .000 - I- - - - -I- -I- -I- -I- .1021 .44 .29 4.63 .27 .013 .00 I I I 11.17 1.94 1029.48 .00 .63 1.19 1.500 .000 - -I- - - - - -I- -I- -I- -I- - .0891 .27 .29 4.34 .27 .013 .00 I I I I 10.65 1.76 1029.74 .00 .63 1.21 1.500 .000 -I- - - - - -I- -I- -I- -I- .0780 .17 .30 4.06 .27 .013 ZL ZR ***** .00 .00 .00 .00 .00 .00 .00 .00 No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE .00 1 .0 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 .00 PIPE .00 1 .0 .00 .00 PIPE EN mg Egli MIN =I MN EMI NMI FILE: CANCUN_LAT2_100.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 3:15:25 881_0103 City of Fontana Tract 14245 Lateral No. 2, Cancun Drive, 100 YR 4/1/05 SWL ************************************************************************************************************************** Station L/Elem 17.923 1.770 19.692 1.423 21.116 1.168 22.284 .981 23.265 .833 24.098 .704 Invert Elev Ch Slope 1028.001 .1447 1028.258 .1447 1028.464 .1447 1028.633 .1447 1028.775 .1447 1028.895 .1447 24.802 1028.997 .605 .1447 25.407 1029.084 .514 .1447 25.921 1029.159 .444 .1447 Depth (FT) .315 .325 .336 .348 .360 Water Elev 1028.317 1028.583 1028.800 1028..981 1029.135 .372 1029.267 .385 .398 1029.382 1029.482 .412 1029.571 Q (CFS) 2.74 2.74 2.74 2.74 2.74 2.74 2.74 2.74 2.74 Vel Vel (FPS) Head SF Ave Energy Grd.E1. HF ****** 10.15 1.60 1029.92 9.68- - -I- 9.23 .0681 .12 1.46 .0595 1.32 .0520 8.80 1.20 .0455 8.39 1.09 - -I- - 8.00 .0398 .99 .0348 7.63 .90 .0304 7.27 .82 - -I- .0266 6.93 .75 .0233 1030.04 .08 1030.12 .06 1030.18 .04 1030.23 .03 1030.26 .02 1030.29 .02 1030.30 .01 1030.32 .01 Super Elev SE Dpth ******* .00 .32 .00 .33 .00 .34 .00 .35 .00 .36 .00 .37 .00 .39 .00 .40 .00 .41 CriticallFlow ToplHeight/ Depth Width IDia.-FT Froude NINorm Dp I "N" ********I********I******* I I .63 1.22 1.500 3.81 .27 .013 .63 1.24 1.500 - -I- -I 3.57 .27 .013 I I .63 1.25 1.500 3.34 .27 .013 I I .63 1.27 1.500 3.13 .27 .013 .63 1.28 1.500 -I- 2.93 .27 .013 I I .63 1.30 1.500 2.74 .27 .013 .63 1.31 1.500 2.57 .27 .013 I I .63 1.32 1.500 - 2.40 .27 .013 I I .63 1.34 1.500 2.25 .27 .013 Base Wt No Wth or I.D. ZL Prs/Pip X-Fall ZR Type Ch ******* ***** ******* .000 .00 1 .0 .00 .00 P- IPE .000 .00 1 .0 .00 .00 P- IPE .000 .00 1 .0 .00 .00 P- IPE .000 .00 1 .0 .00 .00 P- IPE .000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 .00 .00 PIPE .000 .00 1 .0 .00 .00 P- IPE .000 .00 1 .0 .00 .00 PIPE MN = - I M - s 1111111 MN NM 11E11 MIN � FILE: CANCUN_LAT2_100.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 3:15:25 881_0103 City of Fontana Tract 14245 Lateral No. 2, Cancun Drive, 100 YR 4/1/05 SWL *******************************:t******************************** ******************* ***************************************.*** Station L/Elem ********* 26.365 .376 26.740 .316 Invert Elev Ch Slope ********* 1029.223 .1447 1029.277 .1447 27.057 1029.323 .271 27.328 .232 .1447 1029.362 .1447 27.560 1029.396 .182 27.742 .1447 1029.422 .151 .1447 27.893 .124 28.017 .085 28.103 .064 1029.444 .1447 1029.462 .1447 1029.474 .1447 Depth (FT) ******** Water Elev .426 1029.649 .441 1029.718 .457 1029.780 .473 1029.835 .489 .507 .525 .543 .563 1029.885 1029.929 1029.969 1030.005 1030.038 Q (CFS) ********* 2.74 2.74 2.74 2.74 2.74 2.74 2.74 2.74 2.74 Vel Vel (FPS) Head SF Ave *******I******* 6.61 Energy Grd.El. HF ********* .68 1030.33 .0204 .01 6.30 .62 1030.34 - -I -I- .0179 .01 6.01 .56 1030.34 .0156 .00 5.73 .51 1030.35 .0137 .00 5.46 .46 1030.35 - -I- -I .0120 .00 5.21 .42 1030.35 - -I- .0105 .00 4.97 .38 1030.35 - -I- .0092 .00 .35 1030.35 4.74 - -I- .0081 .00 4.52 .32 1030.35 .0071 .00 Super Elev S- E Dpth ******* .00 .43 .00 .44 00 .46 .00 :47 .00 .49 .00 .51 .00 .53 .00 .54 .00 .56 Critical Flow Top Depth I Width Froude NINorm Dp ********I******** .63 1.35 2.11 .27 .63 1.37 1.97 .27 .63 1.38 1.84 .27 .63 1.39. 1.72 .27 .63 1.41 1.61 .27 .63 1.42 1.51 .27 .63 1.43 - -►- 1.41 .27 .63 1.44 1.32 .27 .63 1.45 1.23 Height/ Dia.-FT - "N" ******* 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .27 .013 Base Wt or I.D. X-Fall ******* ZL ' ZR ***** .000 .00 .00 .00 .000 .00 .00 .00 .000 .00 .00 .00 .000 .00 .00 .00 .000 .00 .00 .00 .000 .00 .00 .00 .000 .00 .00 .00 .000 .00 .000 .00 ** No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE I MINI NM NMI NMI MIN FILE: CANCUN LAT2_100.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 3:15:25 881_0103 City of Fontana Tract 14245 Lateral No. 2, Cancun Drive, 100 YR 4/1/05 SWL ****************************************************************************************************************.********** Station L/Elem ********* 28.167 .037 28.204 .006 28.210 Invert Elev C- h Slope ********* 1029.484 .1447 1029.489 .1447 1029.490 WALL ENTRANCE 28.210 1029.490 Depth (FT) ******** .583 .604 .628 .970 Water Elev ********* 1030.067 1030.093 1030.118 1030.460 4 (CFS) ********* 2.74 2.74 Vel Vel (FPS) Head - - I - - SF Ave 4.31 .29 .0062 4.11 .26 .0054 2.74 3.91 .24 2.74 .40 .00 -I- -I- Energy Grd.E1. HF ********* 1030.35 .00 1030.35 .00 1030.35 1030.46 Super Elev S- E Dpth ******* .00 .58 .00 .60 .00 .00 CriticallFlow Top Depth I Width - -I- Froude NlNorm Dp .63 1.46 1.15 .27 .63 1.47 1.07 .27 .63 1.48 :17 7.00 Height/ Dia.-FT 1.500 .013 1.500 .013 1.500 7.000 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 7.000 ZL ZR ***** .00 .00 .00 .00 .00 .00 ******* No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 0 •.0 CANCUN LAT3_100.wsw Ti 881_0103 City of Fontana Tract 14245 0 T2 Lateral No. 3, RCP Along Cancun Avenue, 100 YR T3 4/1/05 SWL SO 1.7901021.000 1 1021.267 R 12.0001024.000 1 .013 .000 .000 0 R 25.0101024.800 1 .013 .000 .000 0 WE 25.0101024.800 2 .500 SH 25.0101024.800 2 1024.800 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 5.000 8.000 .000 .000 .00 Q 12.100 .0 Page 1 E. on--- gm gm UM i M M M V - - - - M UM FILE: CANCUN_LAT3_100.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING 881_0103 City of Fontana Tract 14245 Lateral No. 3, RCP Along Cancun Avenue, 100 YR 4/1/05 SWL Station L/Elem **_******* 1.790 .809 2.599 1.637 4.236 1.407 5.644 1.218 6.862 1.063 7.924 .923 8.848 .811 9.658 .710 10.368 .618 Invert Elev Ch Slope ********* 1021.000 .2938 1021.238 .2938 1021.719 .2938 1022.132 .2938 1022.490 .2938 1022.802 .2938 1023.074 .2938 1023.312 .2938 1023.521 .2938 Depth (FT) ******** .568 Water Elev ********* 1021.568 .576 1021.814 .596 .617 .639 0 (CFS) ********* 12.10 12:10 1022.315 12.10 1022.750 1023.129 .661 1023.464 .685 .709 .734 1023.759 1024.021 1024.255 12.10 12.10 12.10 12.10 12.10 12.10 Vel Vel (FPS) Head SF Ave *******I******* 16.49 4.22 .0898 16.13 4.04 - -1- - .0816 15.38 14.67 13.98 3.67 .0714 3.34 .0626 3.04 .0548 13.33 2.76 .0480 12.71 2.51 - -1- .0421 12.12 2.28 - -1- - .0369 11.56 2.07 .0323 Energy Grd.E1. HF ********* 1025.79 .07 1025.86 .13 1025.99 .10 1026.09 .08 1026.17 .06 1026.22 .04 1026.27 .03 1026.30 .03 1026.33 .02 Super ICriticaliFlow Top Elev I Depth I Width SE Dpth- lFroude NINorm Dp 1 .00 1.25 1.80 -1- -1- .57 4.56 .42 .00 1.25 1.81 .58 4.42 .42 .00 1.25 1.83 - 1- -1- .60 4.13 .42 .00 1.25 1.85 - 1- -1 .62 3.87 .42 1 .00 1.25 1.87 .64 3.62 .42 .00 1.25 1.88 - 1--1- .66 3.38 .42 .00 1.25 1.90 .69 3.16 .42 .00 1.25 1.91 .71 2.96 .42 .00 1.25 1.93 .73 2.76 .42 PAGE 1 Date: 5- 3-2005 Time: 3:16:12 Height/ Dia.-FT ******* 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 ZL ZR ***** .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00• .00 .00 .00 No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE .0 P- IPE 1 .0 .00 .00 PIPE gm -- -- N!-- I M 1 = M N M NM N M FILE: CANCUN_LAT3_100.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 3:16:12 881_0103 City of Fontana Tract 14245 Lateral No. 3, RCP Along Cancun Avenue, 100 YR 4/1/05 SWL Station L/Elem ********* Invert Elev C- h Slope ********* 10.986 1023.702 .544 .2938 11.530 .470 12.000 .701 12.701 2.694 15.394 2.191 1023.862 .2938 1024.000 .0615 1024.043 .0615 1024.209 .0615 17.586 1024.343 1.806 .0615 19.392 1.488 Depth (FT) *****.*** 1 1024.454 -1- .0615 Water Elev ********* .761 1024.463 .788 1024.650 .818 1024.817 .824 .854 1024.867 1025.063 .886 1025.229 .919 1 20.880 1024.546 .953 1.201 .0615 22.081 1024.620 .989 -1- -1- .954 .0615 1025.374 1025.499 1025.609 4 (CFS) ********* 12.10 12.10 12.10 12.10 12.10 12.10 12.10 12.10 12.10 Vel Vel (FPS) Head SF Ave 11.02 1.89 .0284 10.51 1.71 - -1- .0249 10.02 1.56 - -1- .0229 Energy Grd.El. HF ********* 1026.35 .02 1026.36 .01 1026.38 .02 9.91 1.52 1026.39 - -1- - - .0212 .06 9.45 1.39 .0186 1026.45 .04 9.01 1.26, 1026.49 .0164 .03 1 8.59 1.15 1026.52 - -1- .0144 .02 1 8.19 1.04 1026.54 .0127 .02 7.81 .95 1026.56 .0111 .01 Super ICriticalIFlow Top Elev 1 Depth 1 Width - -1- -1- SE DpthlFroude NiNorm Dp *******I********I******** .00 1.25 1.94 .76 2.58 .42 1 .00 1.25 1.95 - -I- -1- .79 2.41 .42 .00 1.25 1.97 -1- .82 2.25 .63 I I .00 1.25 1.97 - -1- -1- .82 2.22 .63 .00 1.25 1.98 - -1- -1- .85 2.07 .63 .00 1.25 1.99 - -I- -1- .89 1.93 .63 .00 1.25 1.99 - -1- -1- .92 1.80 .63 .00 1.25 2.00 .95 1.68 .63 .00 1.25 2.00 .99 1.56 .63 Height/ Dia.-FT N' ******* Base Wt or I.D. X-Fall ******* 2.000 .000 -1- .013 .00 1 2.000 .000 .013 .00 1 2.000 .000 .013 .00 1 2.000 .000 - -1- .013 .00 2.000 .000 .013 .00 1 2.000 .000 .013 I .00 1 2.000 .000 .013 .00 1 2.000 .000 .013 .00 1 2.000 .000 .013 .00 No Wth ZL Prs/Pip ZR ***-** .00 .00 .00 .00 .00 .00 Type Ch ******* 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 P- IPE 1111Ir MI - OM MIN 1=11 MI NM NMI MI N I= - FILE: CANCUN_LAT3_100.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 3:16:12 881_0103 City of Fontana Tract 14245 Lateral No. 3, RCP Along Cancun Avenue, 100 YR 4/1/05 SWL ************************************************************************************************************************** ******** Invert Depth Water Q Vel Vel Energy Super.ICriticallFlow Top Height/ Base Wt Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev I Depth I Width Dia.-FT or I.D. L/Elem C- h Slope SF Ave HF SE DpthlFroude NlNorm Dp "N" X-Fall ********* ********* ******** ********* ********* *******I******* ********* *******I********I******** ******* ******* I I 23.034 1024.679 1.027 1025.706 12.10 7.44 .86 1026.57 .00 1.25 2.00 2.000 .000 - - - - - -I - - - -I- -I- - - - - .739 .0615 .0098 .01 1.03 1.45 .63 .013 .00 I I I 23.774 1024.724 1.067 1025.791 12.10 7.10 .78 1026.57 .00 1.25 2.00 2.000 .000 I - I I -I- - - - - .570 .0615 .0087 .00 1.07 1.35 .63 .013 .00 I I I 24.343 1024.759 1.108 1025.867 12.10 6.77 .71 1026.58 .00 1.25 1.99 2.000 .000 -- -- -- -- -- -l- -- -I- -I- -I- -- -- - .383 .0615 .0076 .00 1.11 1.26 .63 .013 .00 I I I 24.727 1024.783 1.152 1025.935 12.10 6.45 .65 1026.58 .00 1.25 1.98 2.000 .000 - - -I- - - -I- -I- -I- - - - - .215 .0615 .0068 .00 1.15 1.17 .63 .013 .00 I I I 24.941 1024.796 1.199 1025.995 12.10 6.15 .59 1026.58 .00 1.25 1.96 2.000 .000 - - -I- - - -I I I i .069 .0615 .0060 .00 1.20 1.08 .63 .013 .00 I I I I 25.010 1024.800 1.250 1026.050 12.10 5.86 .53 1026.58 .00 1.25 1.94 2.000 .000 - - -I- - - -I- I (- WALL ENTR- ANCE I I I I 25.010 1024.800 2.041 1026.841 12.10 .74 .01 1026.85 .00 .41 8.00 5.000 8.000 - - - -I- - No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 P- IPE .00 .00 .00 .00 1 .0 PIPE 1 .0 0 .0 YUCATAN_LAT4_100.WSW T1 CITY OF FONTANA TRACT 14245 0 T2 LATERAL NO. 4, YUCATAN DRIVE, 100-YEAR T3 5/2/05 SWL SO 2.1201053.010 1 1058.597 R 17.6801058.470 1 .013 .000 .000 0 SH 17.6801058.470 1 1058.470 CD 1 4 1 .000 1.500 .000 .000 .000 .00 Q 4.410 .0 Page 1 mg am EN mg No gm INN FILE: YUCATAN_LAT4_100.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:49:46 CITY OF FONTANA TRACT 14245 LATERAL NO. 4, YUCATAN DRIVE, 100-YEAR 5/2/05 SWL ************************************************************************************************************************** ******** Station L/Elem ********* 2.120 11.706 13.826 .146 13.972 Invert Elev Ch Slope ********* 1053.010 .3509 1057.118 .3509 1057.169 HYDRAULIC JUMP 13.972 1057.169 .253 14.225 .506 14.731 .439 15.169 .387 15.556 .341 15.897 .298 .3509 1057.258 .3509 1057.435 .3509 1057.589 .3509 1057.725 .3509 1057.844 .3509 Depth (FT) ******** Water Elev ********* 5.587 1058.597 1.500 1058.618 1.447 1058.616 .408 .423 .437 .453 .469 1057.577 1057.681 1057.872 1058.042 1058.194 .485 1058.329 4 (CFS) ********* 4.41 4.41 4.41 4.41 4.41 4.41 4.41 4.41 4.41 Vel (FPS) Vel Head SF Ave 2.50 .10 .0017 2.50 _I_ 2.52 Energy Grd.E1. HF ********* 1058.69 .02 .10 1058.71 .0016 .00 .10 11.33 1.99 -I- - .0628 10.77 1.80 .0547 10.27 1.64 .0479 9.79 -1.49 .0419 9.34 1.35 -I- - .0367 8.90 1.23 .0322 1058.71 1059.57 .02 1059.48 .03 1059.51 , .02 1059.53 .02 1059.55 .01 1059.56 .01 Super ICriticallFlow Top Height/ Elev I Depth I Width Dia.-FT -I- - - - SE DpthlFroude NlNorm Dp "N" *******I********I******** ******* I I .00 .81 .00 1.500 -I- - - - 5.59 .00 .27 .013 I I .00 .81 .00 1.500 1.50 .00 .27 .013 I I .00 .81 .55 1.500 I I .00 .81 1.34 .41 3.70 .27 I i .00 .81 1.35 - -I- .42 3.45 .27 .00 .81 1.36 .44 3.23 .27 I I .00 .81 1.38 .45 3.02 .27 I I .00 .81 1.39 .47. 2.82 .27 I I .00 .81 1.40 .49 2.64 .27 1.500 .013. 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 Base Wt or I.D. X-Fall ******* .000 .00 000 .00 .000 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 .00 1 .0 .00 PIPE .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 .00 .00 PIPE N NEI MI 11111 NMI Mil NE FILE: YUCATAN_LAT4_100.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:49:46 CITY OF FONTANA TRACT 14245 LATERAL NO. 4, YUCATAN DRIVE, 100-YEAR 5/2/05 SWL Station L/Elem ********* 16.195 .260 16.454 .225 16.680 .198 16.877 .170 17.047 .145 17.193 .122 17.315 .102 17.417 .086 17.503 .066 Invert I Depth Elev I (FT) Ch Slope 1057.949 .502 .3509 1058.040 .3509 1058.119 .3509 1058.188 - I- .3509 1058.248 .3509 1058.299 - I- .3509 1058.342 .3509 1058.378 .3509 1058.408 .3509 .520 .539 .558 Water Elev • ********* 1058.451 1058.560 1058.658 1058.746 .578 1058.826 .599 1058.898 .621 1058.963 .644 1059.022 .667 1059.075 4 (CFS) ********* 4.41 4.41 4.41 4.41 4.41 4.41 4.41 4.41 4.41 Vel Vel (FPS) Head SF Ave 8 49 1.12 .0282 8.09 1.02 .0247 7.72 .93 .0217 7.36 7.02 .84 .0190 .76 .0167 6.69 .69 .0146 6.38 .63 .0128 6.08 .57 .0113 5.80 .52 .0099 Energy Grd.El. HF ********* Super Elev SE Dpth ******* 1059.57 .00 .01 .50 1059.58 .00 .01 .52 1059.58 .00 .00 .54 1059.59 .00 .00 .56 1059.59 .00 .00 .58 1059.59 .00 .00 .60 1059.59 .00 1059.60 .00 .62 .00 .00 .64 1059.60 .00 .00 .67 CriticaliFlow Top Height/ Base Wt Depth I Width Dia.-FT or I.D. Froude NlNorm Dp "N" - X-Fall ********I******** ******* ******* .81 1.42 2.47 .27 .81 1.43 2.31 .27 .81 1.44 2.16 .27 .81 1.45 2.02 .27 .81 1.46 1.88 .27 .81 1.47 1.76 .27 .81 1.48 1.64 .27 .81 1.48 1.53 .27 .81 1.49 1.43 ,.27 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 No Wth ZL Prs/Pip ZR ***** .00 .00 Type Ch ******* 1 .0 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 P- IPE .00 1 .0 .00 P- IPE am mil INN am gm gm um M = II IMO MINI OM FILE: YUCATAN_LAT4_100.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING CITY OF FONTANA TRACT 14245 LATERAL NO. 4, YUCATAN DRIVE, 100-YEAR 5/2/05 SWL ************************************************************************************************************************** Station L/Elem ********* 17.569 .050 17.619 .036 17.655 .019 17.674 1058.468 .006 .3509 17.680 1058.470 Invert Depth Water Q Vel Vel Energy Super ICriticallFlow Top Height/ Base Wt Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev I Depth I Width Dia.-FT or I.D. Ch Slope SF Ave HF SE DpthlFroude NINorm Dp "N" X-Fall ********* ******** ********* ********* *******I******* ********* *******I********I******** ******* ******* I I 1058.431 .692 1059.123 4.41 5.53 .47 1059.60 .00 .81 1.50 - _ - I - - - -I- -1- .3509 .0087 .00 .69 1.33 .27 I I 1058.448 .718 1059.167 4.41 5.27 .43 1059.60 .00 .81 1.50 .3509 .0077 .00 .72 1.24 .27 I I 1058.461 .745 1059.206 4.41 5.03 .39 1059.60 .00 .81 1.50 - - - - - - -I- - - - -I- -I- - .3509 .0068 .00 .75 1.16 .27 I I .774 1059.242 4.41 4.79 .36 1059.60 .00 .81 1.50 .805 1059.275 4.41 -I- - .0059 .00 4.56 .32 1059.60 .77 1.08 .27 I I .00 .81 1.50 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .000 .00 .000 .00 .000 .00 .000 .00 .000 PAGE 3 Date: 5- 3-2005 Time: 2:49:46 ******** No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 YUCATAN_LAT5_100.WSW T1 CITY OF FONTANA TRACT 14245 0 T2 LATERAL NO. 5, YUCATAN DRIVE, 100-YEAR T3 5/2/05 SWL SO 2.1201053.010 1 1058.597 R 34.6501061.050 1 .013 .000 .000 0 SH 34.6501061.050 1 1061.050 CD 1 4 1 .000 1.500 .000 .000 .000 .00 Q 2.700 0 Page 1 um am gm am um- ■w s r 1- NM M NM- NE I EN En FILE: YUCATAN_LAT5_100.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:50:34 CITY OF FONTANA TRACT 14245 LATERAL NO. 5, YUCATAN DRIVE, 100-YEAR 5/2/05 SWL ************************************************,r************************************************************************* ******** Station L/Elem ********* 2.120 16.580 18.700 .549 19.249 .130 19.380 HYDRAULIC 19.380 .908 20.288 2.630 22.918 1.966 24.883 1.543 26.427 1.261 Invert Elev Ch Slope ********* 1053.010 .2472 1057.108 .2472 1057.244 .2472 1057.276 JUMP 1057.276 .2472 1057.500 .2472 1058.150 .2472 1058.636 .2472 1059.018 .2472 Depth (FT) ******** 5.587 1.500 1.360 Water Elev ********* 1058.597 1058.608 1058.604 1.321 1058.597 .247 1057.523 .256 1057.756 .264 1058.414 .273 1058.909 .283 1059 301 4 (CFS) ********* 2.70 2.70 2.70 2.70 2.70 2.70 2.70 2.70 2.70 Vel Vel (FPS) Head SF Ave *******I******* 1.53 .04 .0007 1.53 .04 .0006 1.60 .04 .0006 1.64 14.18 13.45 .04 3.12 .1768 2.81 .1530 12.83 2.56 .1336 12.23 2.32 .1168 11.66 2.11 .1021 Energy Grd.E1. HF ******** 1058.63 .01 1058.64 .00 1058.64 .00 1058.64 1060.65 .16 1060.57 .40 1060.97 .26 1061.23 .18 1061.41 .13 Super Elev SE Dpth .00 5.59 .00 1.50 .00 1.36 .00 .00 .25 .00 .26 00 .26 .00 .27 .00 .28 CriticallFlow Top Depth I Width Froude NlNorm Dp .62 .00 .00 .23 .62 .00 .00 .23 .62 .87 .20 .23 .62 .97 .62 1.11 6.04 .23 .62 1.13 5.62 .23 .62 1.14 5.27 .23 .62 1.16 4.94 .23 .62 1.17 - -I- 4.63 .23 Height/ Dia.-FT ******* 1.500 .013 1.500 .013 1.500 .013 1.500 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 '.000 000 .00 000 .00 .000 .00 000 .00 000 ZL ZR ***** .00 .00 No Wth Prs/Pip Type Ch ******* 1 .0 P- IPE .00 1 .0 .00 P- IPE .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 .00 PIPE M EN am ma N. a-- N NM N NM E i -- N 11111 FILE: YUCATAN_LAT5_100.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:50:34 CITY OF FONTANA TRACT 14245 LATERAL NO. 5, YUCATAN DRIVE, 100-YEAR 5/2/05 SWL ************************************************************************************************************************** ******** Station L/Elem ********* 27.688 1.041 28.729 .878 Invert Elev Ch Slope ********* 1059.329 .2472 1059.587 .2472 29.607 1059.804 .744 .2472 30.351 1059.988 .640 .2472 30.992 1060.146 .554 .2472 31.546 1060.283 .478 .2472 32.024 1060.401 .417 .2472 32.441 1060.504 .360 .2472 32.801 1060.593 .316 .2472 Depth (FT) ******** .292 Water Elev 1059.621 .302 1059.889 .312 1060.116 .323 .334 .345 .357 .369 .382 1060.311 1060.480 1060.628 1060.758 1060.873 1060.975 4 (CFS) ********* 2.70 2.70 2.70 2.70 Vel Vel Energy Super CriticaliFlow Top Height/Base Wt 1No Wth (FPS) Head Grd.El. Elev Depth 1 Width Dia.-FTjor I.D. ZL 1Prs/Pip - - - -1- - - -I- - - -1 SF Ave HF SE Dpth Froude NiNorm Dp "N" I X-Fall ZR 'Type Ch *******I******* ********* ******* ********I******** *******I******* ***** 1******* 11.12 1.92 1061.54 .00 .62 1.19 1.500 .000 .00 1 .0 - I- - - - - - - -I- - - -I- - - `I- .0891 .09 .29 4.33 .23 .013 .00 .00 PIPE 10.60 1.75 1061.63 .0779 1.59 .0681 9.64 1.44 .0595 2.70. 9.19 1.31 .0520 2.70 2.70 2.70 2.70 8.76 1.19 .0455 8.35 1.08 .0397 7.97 .99 .0348 .07 1061.70 .05 1061.75 .04 1061.79 .03 1061.82 .02 1061.84 .02 1061.86 01 7.59 .90 1061.87 .0304 .01 .00 .30 .00 .31 .00 .32 .00 .33 .00 .35 .00 .36 .00 .37 .00 .38 .62 1.20 4.06 .23 .62 1.22 3.80 .23 .62 1.23 3.56 .23 .62 1.25 3.34 .23 .62 1.26 -I- 3.13 .23 .62 1.28 2.93 .23 .62 1.29 2.74 .23 .62 1.31 2.57 .23 1.500 .000 .013 .00 1.500 .000 .013 .00 1.500 .000 .013 .00 1.500 .000 .013 .00 1.500 .000 .013 .00 1.500 .000 .013 .00 1.500 .000 .013 .00 1.500 .000 .013 .00 .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE E--- mg mg gm- r w all NM 1 N--- En FILE: YUCATAN_LAT5_100.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:50:34 CITY OF FONTANA TRACT 14245 LATERAL NO. 5, YUCATAN DRIVE, 100-YEAR 5/2/05 SWL *************************************************************************************************************** ******** ********* Station L/Elem ********* 33.117 .272 33.389 .238 33.627 .204 33.831 .177 34.008 Invert Elev Ch Slope ********* 1060.671 .2472 1060.738 .2472 1060.797 .2472 1060.848 .2472 1060.891 .149 .2472 34.157 1060.928 .124 .2472 34.281 .105 34.386 .084 34.471 .069 1060.959 .2472 1060.985 .2472 1061.006 .2472 Depth (FT) ******** .395 .409 .423 .438 .453 .469 .486 .503 .521 Water Elev ********* 1061.066 1061.147 1061.220 1061.286 1061.344 1061.397 1061.445 1061.488 1061.527 4 (CFS) ********* 2.70 2.70 2.70 2.70 2.70 2.70 2.70 2.70 2.70 ***** Vel Vel (FPS) Head SF Ave ******* 7.24 .81 .0266 6.90 .74 - -1- 6.58 6.28 - -1- .0233 .67 .0204 Energy Grd.El. HF ********* 1061.88 .01 1061.89 .01 1061.89 .00 .61 1061.90 .0178 5.98 .56 - -I- .0156 5.71 .51 - -I- .0137 5.44 .46 .0120 5.19 .42 - -I- .0105 4.95 .38 - -I_ .0092 .00 1061.90 .00 1061.90 .00 1061.90 .00 1061.91 .00 1061.91 .00 Super Elev SE Dpth ******* .00 .40 .00 .41 .00 .42 .00 .44 .00 .45 .00 .47 .00 .49 .00 .50 .00 .52 CriticallFlow TopIHeight/ Depth I Width IDia.-FT Froude NlNorm Dp I "N" ********I********I******* 1 .62 1.32 2.40 .23 .62 1.34 2.25 .23 .62 1.35 2.10 .23 .62 1.36 1.97 .23 .62 1.38 - -1- 1.84 .23 .62 1.39 1.72 .23 .62 1.40 1.61 .23 .62 1.42 - -1- 1.51 .23 .62 1.43 -1- 1.41 .23 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 1- .013 1 1.500 .013 1 1.500 .013 1.500 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 ZL ZR ***** .00 .00 .00 .00 .00 .00 .00 No Wth Prs/Pip Type Ch ******* 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 .00 PIPE .00 1 .0 .00 P- IPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE mg am N ow mg m mg MINI SIN M I i- N M-- 1 M FILE: YUCATAN_LAT5_100.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING Date: 5- 3-2005 Time: 2:50:34 CITY OF FONTANA TRACT 14245 LATERAL NO. 5, YUCATAN DRIVE, 100-YEAR 5/2/05 SWL * ********************************************************************************************************************* ******** Invert Depth Water Q Vel Vel Energy Super lCriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev I Depth I Width Dia.-FT or I.D. ZL Prs/Pip -- - -- -- -1- -- -- -I- -I- -- -- -- - L/Elem Ch Slope SF Ave HF SE DpthlFroude NjNorm Dp "N" X-Fall ZR Type Ch ********* ********* ******** ********* ********* *******I******* ********* *******I********I*)******* ******* ******* ***** ******* 34.540 .048 34.588 .036 34.623 .021 34.644 .006 34.650 1061.023 .2472 1061.035 .2472 1061.043 .2472 1061.049 .2472 1061.050 .539 .559 .579 .600 .623 1061.562 1061.594 1061.623 1061.649 1061.673 2.70 2.70 2.70 2.70 2.70 4.72 .35 .0081 4.50 .31 .0071 4.29 .29 -I- - .0062 1061.91 .00 1061.91 .00 1061.91 .00 4.09 .26 1061.91 .0054 .00 3.89 .23 - -I- 1061.91 .00 .62 .54 1.32 .00 .62 .56 1.23 .00 .62 .58 1.15 .00 .62 .60 1.07 .00 .62 1.44 .23 1.45 .23 1.46 .23 1.47 .23 1.48 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .000 .00 .000 .00 000 .00 000 .00 .000 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 YUCATAN_LAT6_100.WSW T1 CITY OF FONTANA TRACT 14245 T2 LATERAL NO. 6, YUCATAN DRIVE, 100-YEAR T3 5/2/05 SWL SO 2.0301040.410 1 1049.547 R 17.6801040.650 1 .013 SH 17.6801040.650 1 1040.650 CD 1 4 1 .000 2.000 .000 .000 .000 .00 Q 4.950 .0 Page 1 0 .000 .000 0 um g-- - -!-- I I = 1 MN S M M FILE: YUCATANLAT6100.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1680 WATER SURFACE PROFILE LISTING CITY OF FONTANA TRACT 14245 LATERAL NO. 6, YUCATAN DRIVE, 100-YEAR 5/2/05 SWL ****************** Station L/Elem ********* 2.030 15.650 17.680 PAGE Date: 5- 3-2005 Time: 2:51:14 ************************************************************************************************ ******** Invert I Depth Elev I- (FT) Ch Slope I *********I*** I 1040.410 .0153 I 1040.650 *** 9.137 8.904 Water Elev ********* 1049.547 1049.554 4 (CFS) ********* 4.95 4.95 Vel Vel' (FPS) Head SF Ave *******1******* 1.58 .04 -I - .0005 .04 Energy Grd.E1. HF ********* 1049.59 .01 1049.59 Super Elev S- E Dpth ******* .00 9.14 .00 CriticallFlow ToplHeight/ Base Wt Depth I Width IDia.-FTIor I.D. Froude NINorm Dp I "N I X-Fall ********I********1*******1******* I I i .00 2.000 .000 -I- -1- .57 .013 .00 I I .00 2.000 .000 _I_ _I- ZL - ZR ***** No Wth Prs/Pip Type Ch ******* .00 1 .0 .00 P- IPE .00 1 .0 YUCATAN_LAT7_100.WSW T1 CITY OF FONTANA TRACT 14245 0 T2 LATERAL NO. 7, YUCATAN DRIVE, 100-YEAR T3 5/2/05 SWL SO 1.6201040.670 1 1049.547 R 11.0101046.080 1 .013 .000 .000 0 R 24.5301046.590 1 .013 .000 .000 0 SH 24.5301046.590 1 1040.650 CD 1 4 1 .000 1.500 .000 .000 .000 .00 Q 12.460 .0 Page 1 ims mg Station L/Elem ********* Invert Elev Ch Slope ********* 1.620 1040.670 9.390 .5761 11.010 1046.080 -I - 13.520 .0377 24.530 1046.590 Depth (FT) ******** 8.877 3.599 3.279 Water ' Q ' Vel Vel ' Energy Elev 1 (CFS) ' (FPS) Head 1 Grd.El. -I--'- -I- -I- 1 1 SF Ave' HF *********I*********I*******I*******I********* 1 1 1049.547 12.46 7.05 .77 1050.32 -I- -I- -I- -I- - .0141 .13 1 1 1049.679 12.46 7.05 .77 1050.45 -1_ _I- .0141 .19 1 1049.869 12.46 7.05 .77 1050.64 ' -I- -I- -I- Super Elev SE Dpth ******* .00 8.88 .00 3.60 .00 Critical'Flow Top Depth ' Width -'- Froude N'Norm Dp ********I******** ******** Height/ Base Wt No Wth Dia.-FT or I.D. ZL Prs/Pip "N" X-Fall ZR Type Ch ******* ******* ***** ******* 1.33 .00 1.500 .000 .00 1 .0 .00 .40 .013 .00 .00 PIPE 1.33 .00 1.500 .000 .00 1 .0 .00 .85 .013 .00 .00 PIPE 1.33 .00 1.500 .000 .00 1 .0 • Offsite Emergency Escape Route Analysis Cross Section Cross Section for Trapezoidal Channel Project Description Worksheet Yucatan_Lateral 4G Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Slope 0.020000 ft/ft Depth 0.46 ft Left Side Slope 0.25 V : H Right Side Slope 0.25 V : H Bottom Width 4.00 ft Discharge 21.00 cfs 4.00 ft 0.46 ft V:4.0 H:1 NTS Project Engineer: MIS Department x:\projects\881_0103\eng\misc\emergency route.fm2 FlowMaster v6.0 [614b] 5/9/2005 1:47 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Cross Section Cross Section for Trapezoidal Channel Project Description Worksheet Yucatan_Lateral 4H Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Slope 0.020000 ft/ft Depth 0.35 ft Left Side Slope 0.25 V : H Right Side Slope 0.25 V : H Bottom Width 4.00 ft Discharge 13.00 cfs 4.00 ft /I 0.35 ft V:4.0\ H:1 NTS Project Engineer: MIS Department x:\projects\881_0103\eng\misc\emergency route.fm2 FlowMaster v6.0 [614b] 5/9/2005 1:52 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Cross Section Cross Section for Trapezoidal Channel Project Description Worksheet Yucatan_Lateral 41 Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Slope 0.020000 ft/ft Depth 0.25 ft Left Side Slope 0.25 V : H Right Side Slope 0.25 V : H Bottom Width 4.00 ft Discharge 7.00 cfs 4.00 ft 0.25 ft V :4.0 H:1 N TS Project Engineer: MIS Department x:\projects\881_0103\eng\misc\emergency route.fm2 FlowMaster v6.0 [614b] 5/9/2005 1:50 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Cross Section Cross Section for Trapezoidal Channel Project Description Worksheet Yucatan_Lateral 4J Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Slope 0.020000 ft/ft Depth 0.51 ft Left Side Slope 0.25 V : H Right Side Slope 0.25 V : H Bottom Width 4.00 ft Discharge 26.00 cfs 4.00 ft 0.51 ft V:4.0\ H:1 NTS Project Engineer: MIS Department x:\projects\881_0103\eng\misc\emergency route.fm2 FlowMaster v6.0 [614b] 5/9/2005 1:51 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1