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HomeMy WebLinkAboutJurupa Ave Street Improvement Project between Etiwanda Ave and Tamarind Ave Hydrology/Hydraulic Study Report for Jurupa Avenue Street Improvements Project Between Etiwanda Avenue and Tamarind Avenue November 2005 Prepared for: C I T Y O F .1117 el R1 WrAl filgieghl:tit* .;4. IZAGI1DO'C'ZP:aal CITY OF FONTANA 8353 Sierra Avenue Fontana, CA 92335 Submitted by HDR Engineering, Inc. HR Final Report Issue Date: November 2005 Jurupa Ave Street Improvements HDR Engineering, Inc. CONTENTS SECTION PAGE 1 INTRODUCTION 1 1.1 Project Background 1 1.2 Project Description 1 2 EXISTING DRAINAGE FACILITIES, CONDITIONS,AND DESIGN 2 2.1 Drainage Analysis and Design Introduction 2 2.2 Drainage Conditions 2 3 HYDROLOGY/HYDRAULIC ANALYSIS 4 3.1 Runoff 4 3.2 Rainfall 4 3.3 Infiltration 4 3.4 Pipe Hydraulics 5 3.5 Pavement Drainage 5 4 CONCLUSION 6 4.1 Summary of Results 6 REFERENCES 7 ATTACHMENTS 8 • Appendix A—Pertinent Hydrology Data • Appendix B—Hydrology Map and Calculations • Appendix C—Pavement Drainage Design Calculations • Appendix D—Hydraulic Calculations Final Report Issue Date: November 2005 Jurupa Ave Street Improvements HDR Engineering,Inc. This Hydrology/Hydraulic Report has been prepared by HDR Engineering, Inc. under the direction of the following Registered Civil Engineer. The undersigned attests to the technical information contained herein and the qualifications of any technical specialist providing engineering data upon which recommendations, conclusions, and decisions are based: Sherry Nour,P.E. Date Final Report Issue Date:October 2004 Jurupa Ave Street Improvements HDR Engineering, Inc. ATTACHMENTS • Appendix A—Pertinent Hydrology Data • Appendix B—Hydrology Map and Calculations • Appendix C—Pavement Drainage Design Calculations • Appendix D—Hydraulic Calculations 8 Final Report Issue Date: November 2005 Jurupa Ave Improvements HDR Engineering, Inc SECTION 1 INTRODUCTION 1.1 PROJECT BACKGROUND As part of the Robert W. Weddle Capital Improvements Program for the City of Fontana, the need to improve Jurupa Avenue is essential. Improvements to Jurupa Avenue are necessary to reduce traffic congestion and improve the safety along this roadway. 1.2 PROJECT DESCRIPTION Currently, the cross section of Jurupa Avenue from Etiwanda Avenue to Sierra Avenue varies from two-lanes to five-lanes (two lanes in the eastbound direction and three lanes in the westbound direction). The majority of the roadway east of Sierra Avenue to Tamarind Avenue consists of a four-lane facility (two lanes in each direction). A few segments of roadway between Etiwanda Avenue to Tamarind Avenue have already been improved by adjacent residential and commercial development. The City's ultimate goal is to improve Jurupa Avenue to provide a consistent six-lane major highway from Etiwanda Avenue to Sierra Avenue and a four-lane primary highway from Sierra Avenue to Tamarind Avenue. This major east-west corridor continues to serve as access for the newer residential areas south of Jurupa Avenue and the older residential, commercial and industrial uses to the north. Jurupa Avenue runs from Tamarind Avenue west to the I-15 freeway where it eventually terminates near the Ontario Airport. Proposed Improvements • Widen south side of Jurupa Avenue between Etiwanda Ave and Pacific Ave adjacent to the industrial park. • Widen the south side of Jurupa Avenue between Mulberry Avenue and a location 500 feet east of Ponderosa Avenue. • Widen the north side of Jurupa Avenue from Mulberry Avenue to Sierra Avenue and join to existing improvements on the adjoining side streets. • Widening on the south side of Jurupa Avenue just east of Volante Drive to Tamarind Avenue. 1 H_H Final rpt 11-10-05.doc Final Report Issue Date: November 2005 Jurupa Ave Improvements HDR Engineering, Inc SECTION 2 DRAINAGE FACILITIES, CONDITIONS AND DESIGN 2.1 DRAINAGE ANALYSIS AND DESIGN INTRODUCTION This Hydrologic/Hydraulic Study Report documents storm water runoff for the proposed Jurupa Avenue improvements as described above. The report examines the existing drainage systems that are impacted by this project and proposed drainage system connections to these storm drains. The drainage design is limited to drainage facilities within the project limits for the proposed Jurupa Widening. The objective of the Hydrology/Hydraulic Study Report is to determine street capacities, catch basin locations and size, connector pipe diameters and other requirements to convey runoff from the roadway areas within the project limits. The existing storm drain systems that serve the project are master planned facilities that were designed to convey ultimate development runoff. These systems will be extended to the northerly limits of the proposed improvements and connections made for the drainage of Jurupa Avenue. It is not the intent of this study to analyze the tributary area or capacity of these systems. The storm drain laterals designed to drain the Jurupa Avenue improvements are analyzed for conveyance of 10-year return frequency storm runoff unless the lateral drains a sump location. Fifty-year return frequency storm runoff is utilized in the design of laterals for sump conditions. Laterals and catch basins that are designed to collect drainage from the north/south streets that connect to Jurupa Avenue have been designed to collect the full flow street capacity at these locations. This conservative approach increases the amount of runoff collected at these locations over existing conditions and should not be exceeded with future development conditions if current design criteria is used in the future design. The following sections describe the assumptions, methods and calculations used in the hydrologic and hydraulic analyses of the existing and proposed facilities. Descriptions of calculation procedures and drainage layout plans with existing and proposed systems are provided. The County of San Bernardino Rational Method is used to generate rainfall runoff rates along Jurupa Avenue. The following methodology is utilized in determining the required storm drain facilities for this project: • Define drainage patterns and divide tributary watershed into sub-areas that reflect the proposed widening improvements. The watershed tributary to the north side of Jurupa Avenue is assumed to include 300' north of the right of way from Mulberry to Sierra. • Calculate 25-year (sump areas only) return frequency flows for Jurupa Avenue tributary areas. Determine catch basin locations along Jurupa Avenue based upon roadway geometries and street capacity. The construction or relocation of catch basins on the north/south streets that intersect with Jurupa are sized based upon the following criteria: 2 H_H Final rpt 11-10-05.doc Final Report Issue Date: November 2005 Jurupa Ave Improvements HDR Engineering, Inc 1. If existing made the same size. 2. If grate inlet/riser made 14' 3. If new sized 14' or street capacity which ever is greater Qintercept=90% of possible street flow(Top of Curb) Qsump = 100% of possible street flow(Top of Curb) • Check pavement drainage flood widths and size proposed catch basins. (Haestad- Flowmaster computer software). • Verify proposed design with supporting hydraulic analysis 2.2 DRAINAGE CONDITIONS Existing Conditions The project site is located within San Bernardino County in the City of Fontana. The project limits are approximately Etiwanda Avenue east to Tamarind Avenue. The general topography in the project vicinity slopes from northeast to southwest. The watershed for this project includes only the roadway area and the properties immediately adjacent to Jurupa Avenue. The City's master plan of drainage (MPD) clearly delineates large watersheds and future storm drain facilities to the north of the project that are tributary to Jurupa Avenue and the existing storm drain systems. This proposed project however is not intended to address the drainage needs at the MPD level. Existing and proposed storm drain facilities are analyzed and sized only for the watershed limits described above with the understanding that improvements identified in the MPD are necessary to resolve flooding issues in and around the project limits. The hydrology maps contained in Appendix B of this report delineate the assumed watershed boundaries. Existing storm drain facilities including catch basins along Jurupa Avenue that are not directly impacted by this project are assumed to be fully functional. Hydrology and hydraulic calculations for these systems not part of this study. The existing area is currently drained by storm drain facilities in Jurupa Ave that collect runoff from storm drain laterals that intercept runoff from the north in the north-south cross- streets. All runoff is conveyed southerly to the Declez Channel. The Declez Channel begins at approximately Oleander Ave. and runs-southwesterly. Existing drainage immediately west of Mulberry Ave. is collected in a detention basin and other drainage facilities that drain to the San Sevaine Channel. Existing drainage facilities were identified using City of Fontana's Jurupa Avenue Storm Drain System plan, Master Storm Drainage Plan prepared by Hall &Foreman, Inc. (June 1992),previous drainage reports, and as-built plans. 3 H_H Final rpt 11-10-05.doc Final Report Issue Date: November 2005 Jurupa Ave Improvements HDR Engineering, Inc Existing drainage flow patterns are maintained for the proposed improvements. Specific drainage patterns and locations of existing and new conveyance systems are shown in greater detail on the hydrology maps (Appendix B). Proposed Drainage Systems For the proposed drainage systems, runoff is collected in proposed and modified existing catch basins and laterals, as needed. Based on the improvements and field observations, the majority of the proposed drainage improvements entail replacement of existing catch basins to accommodate street widening, extension of lateral pipes, and connections to the existing mainline storm drains. Additional drainage improvements consist of removing headwalls replaced by curb opening catch basins, parkway drains and curb drains. Proposed drainage improvements include extension of master plan storm drain systems in Jurupa Avenue or its cross-streets to complete these systems through the project area. The extension of these systems follows the recommendations of the Master Storm Drainage Plan prepared by Hall & Foreman, Inc. 4 H_H Final rpt 11-10-05.doc Final Report Issue Date: November 2005 Jurupa Ave Improvements HDR Engineering, Inc SECTION 3 HYDROLOGIC/HYDRAULIC ANALYSES 3.1 RUNOFF Hydrologic calculations are prepared in accordance with standards and practices outlined in the SBC Hydrology Manual (Reference 2) and the City of Fontana's accepted standards. The Rational Method is used for the computation of runoff for the Project. Using the Rational Method Hydrology peak runoff flows are calculated for the 10-year and 25-year storm return frequencies. The following criteria/assumptions are used for the computerized analysis: • A minimum storm drain diameter of 18" is used for all storm drains per City of Fontana's standards. • USGS Quad Maps (Gausti and Fontana) are used to determine runoff travel slopes for limits outside of surveyed area. • An intensity duration of 0.6 is utilized for the Log-Log Slope per SBC Hydrology Manual. • The watershed tributary to the north side of Jurupa Avenue from Mulberry to Sierra is assumed to extend 300' north of the right of way. Output data from the hydrologic analysis is attached in Appendix B. 3.2 RAINFALL Rainfall data for the study area is based on the SBC Hydrology Manual's Isohyetal Maps (Figures B-3 and B-4, Appendix A). Using the 10-year and 100-year rainfall intensities and the SBC Hydrology Manual's "Rainfall Depth Versus Return Period For Partial Duration Series" chart (Figure D-2, Appendix A), the 10-year and 50-yearl-hour storm event rainfall intensities are estimated. 3.3 INFILTRATION The SBC Hydrology Manual bases infiltration rate on land usage, Antecedent Moisture Content(AMC), and soil type. The land use assumed for this study along the project limits is based on the City of Fontana's Land Use Policy Map dated March 2003. The proposed land use is mainly residential on south side of Jurupa Avenue and a mix of industrial, commercial, and low-density residential on the north side. Based on the land use and the San Bernardino County(SBC) Hydrology Manual, the hydrologic soil for the study area is Type "A" soil and location is "Southwest-C Area" (See Figure C-15, Appendix A). As specified by the Manual, AMC Type II was used. 5 H_H Final rpt 11-10-05.doc Final Report Issue Date: November 2005 Jurupa Ave Improvements HDR Engineering, Inc 3.4 PIPE HYDRAULICS Hydraulic calculations utilize data from design topography, survey, and as-built plans. Verification of existing storm drain capacities and sizing of proposed storm drain facilities is completed utilizing the WSPG computer software. Hydraulic calculations were not prepared for the existing master plan mainline facilities. If the hydraulic grade line (HGL) was available, the elevation at the proposed junction was utilized for the HGL calculations of the connector pipe. If the hydraulic grade line (HGL) was not available, the elevation of the soffit of the mainline at the proposed junction plus two feet (2') was utilized for the HGL calculations of the connector pipe. See Table I in Appendix D for a list of Hydraulic control and Hydraulic Assumptions and Table II in Appendix D for a list assumed flows for master plan mainline facilities. The design flow rate in Lateral C-1 (See Drainage and Utility Plan) was determined based on an estimated ultimate 25-year storm flow at the intersection of Jurupa Avenue and Calabash Avenue (Ultimate 25-year flow being defined as the total net flow rate including residential runoff, street flow, storm drain flow, and lateral flow/catch basin flow.). The tributary area for this drainage was estimated from the Jurupa Avenue Storm Drain System Master Plan Map dated 9/30/04. This tributary drainage area was estimated to have the following hydrology parameters: • Total Area= 196.97 Acres • Average Slope= 1.2% • Development Type/Land Use=3-4 Dwelling/Acre. • Longest Flow Path=7,100 Feet. • 25-year Flow Event. The parameters as stated above were inputted into AES hydrology software and resulting ultimate 25-year flow of 181 CFS was determined (See Appendix B Hydrology Map and Calculations.). This 181 CFS flow rate is therefore assumed to equal the finale existing flow rate of Lateral C-1 and is also assumed to equal the sum of the pipe flow from Calabash Avenue and Catch Basin flow from Laterals C-2, C-3, C-4, and C-6. A weighted Average Flow rate (routed) was determined and the resulting values are shown in the following table: 6 H_H Final rpt 11-10-05.doc Final Report Issue Date: November 2005 Jurupa Ave Improvements HDR Engineering, Inc Table I.Assumed routed flow rates for Tributaries of Lateral C-1 C-1 Flow Tributary Assumed Routed Flow Rates (CFS) Pipe flow from Calibash Avenue 150 Lateral Flow from C-2 8.6 Lateral Flow from C-3 8.6 Lateral flow from C-4 8.2 Lateral flow From C-6 5.6 Total resultant flow Rate At C-1 181 The methodology employed to determine the adequacy of the proposed drainage systems consisted of comparing the Upstream Hydraulic Grade Line (U/S HGL) to the Maximum Allowable Upstream Water Surface Elevation (U/S WSE). The U/S WSE is calculated as the water surface elevation at a point 0.5' below the gutter flow line of the curb opening catch basin. 3.5 PAVEMENT DRAINAGE The proposed pavement sections within the Project limits are designed to drain as sheet flow towards the outside edge of the pavement to a gutter and then to an existing or proposed catch basin. For pavement drainage collection improvements, such as catch basins, the flood width is the governing factor. The surface system must collect and convey peak runoff from the roadway without exceeding the allowable flooded width (10-year storm flows must keep one lane open in each direction). Catch basins are placed where maximum flood widths are exceeded. The design frequency for checking catch basin capacities is 10-year for flowby conditions and 50-year for sump conditions. Allowable flow varies with the longitudinal slope of the roadway, and the cross slope of the section. Once the capacity is exceeded, a catch basin is required to convey flow from the pavement surface. Depending on the type and size of the catch basin, some flow may carryover and add to the pavement runoff further downstream, which is then collected by other existing catch basins and eventually outlet to larger existing mainline drainage system in Jurupa Avenue. Catch basins are provided at curb returns of cross streets to intercept flow coming from north of Jurupa Avenue. The catch basins that are designed to collect drainage from the north/south streets at these intersections have been designed to collect the full flow street capacity of the north/south streets. Based on the peak flows, the flood widths along Jurupa Avenue are within the allowable limits. The existing or proposed catch basins along Jurupa Ave are sized to convey 100% pavement runoff. The Flowmaster program spreadsheets, in Appendix C, contain detailed calculations for checking flow capacities. 7 H_H Final rpt 11-10-05.doc Final Report Issue Date: November 2005 Jurupa Ave Improvements HDR Engineering,Inc SECTION 4 CONCLUSION 4.1 SUMMARY OF RESULTS Based on the results of the hydrologic and hydraulic calculations, the pipe laterals and catch basins to the mainline storm drain systems, in general, match existing conditions. A few lateral sizes need to be increased in order to convey peak flows. The proposed project improvements, pavement widening, curb and gutter, sidewalk, will require the relocation of storm drain connector pipes and catch basins at various locations. The proposed improvements increase impervious surface areas nominally and was in the ultimate conditions of the Master Plan of Drainage. Therefore, the proposed northbound pavement widening within the project limits will not significantly increase runoff to existing drainage systems along Jurupa Ave and no redirection of runoff flow patterns are proposed with the proposed street widening. The drainage improvements, consisting of catch basins and laterals, along the cross-streets to Jurupa Avenue to the north are provided with curb opening length of up to 21 feet. The City of Fontana's Master Storm Drainage Plan (June 1992) provided by Hall & Foreman, Inc. proposes mainline storm drain facilities convey 25-year runoff along the following streets: Calabash, Banana,Almond, Cherry, Redwood, Live Oak, Poplar, Citrus, and Oleander. Without the master plan storm drain improvements to the above streets, storm runoff will surface flow to these intersections.The proposed catch basins and connector pipes will improve the existing conditions at these intersections and conform with the future master planned drainage facilities. Drainage improvements for this Project at these intersections consists of providing catch basins and laterals per existing conditions unless specified otherwise by the City. At the intersections of Mulberry/Jurupa, Cherry/Jurupa, and Citrus/Jurupa, drainage improvements will not be provided due to current City project improvements (Project Numbers 3320, 3154, and 3153). These improvements will be in place prior to the Jurupa Ave Widening improvements. 8 H_H Final rpt 11-10-05.doc Final Report Issue Date: November 2005 Jurupa Ave Improvements HDR Engineering, Inc REFERENCES 1. San Bernardino County Hydrology Manual,Hydraulic Division, revised March 1989. 2. Haestad Methods, Flowmaster for Windows (Version 6.1), 2000. 3. Rational Method Hydrology Computer Program Package, Advanced Engineering Software (Version 8.0),January 2001. 4. Hydrology Calculations, Watershed Runoff for Phase 1, Boyle Engineering Corporation, March 1982. 5. Jurupa Avenue Storm Drain System, Master Storm Drainage PIan, Hall & Foreman, Inc., June 1992 9 H_H Final rpt 11-10-05.doc Appendix A Pertinent Hydrology Data • 10-Year 1-Hour Isohyetal Map • 100-Year 1-Hour Isohyetal Map • Actual Impervious Cover For Developed Areas (Figure C-4, SBHM) • Hydrologic Soils Group Map(Figure C-15, SBHM) • Rain Depth Versus Return Period (Figure D-2, SBHM) • Intensity-Duration Curve Calculation Sheet(Figure D-3, SBHM) Final Hydrology/Hydraulic Report Issue Date: November 2005 Jurupa Avenue Widening HDR Engineering, Inc. 3.5 3,5 3 - - - 3 2.5 - 2.5 W U Z ' = 2 2 CL U.1 LL 1.5 1.5 z � cTI CC 05 0.5 0 - 0 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE' I. FOR INTERMEDIATE RETURN PERIODS PLOT IO—YEAR AND 100—YEAR ONE HOUR VALUES FROM MAPS, 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", E5—YEAR ONE HOUR■1.18". REFERENCE'NOAA ATLAS 2,VOLUME ZI—CAL.,I9T3 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES D-7 FIGURE D-2 � 7.0 gd — - EiI 5.0 _ .ice_ :_ --_- - -. 3.0 _��;' _. r _ MI� ___ E -=1--. - - -- �_ _ _ ......____ cc ___. m. 1 ._wki_ �_. Gid- _- - _ -•••__ _+ ....__ _ rmsa�ass�_-� i�i� twt�scii� - I=-r. r _.......... M 0"sMsr .T a�KMMEM__y-11111111111 ,... .... . ,....:::_yr----f.s...7i— ,iftimsoiromme L,• ., ., 41., , : ME mn o..w wn. ■ ■v `.. tr." ..... I'. ! r . I.�.. ■111u oo m on■ wm ■u x i • z 1 'III;. n mu rwn �mr r %Iil.Ill. ■rrwrreamxsrn O - d , r' is r mon o� nnxn r �rum r,. r ISI .I •r N.4 tet.,. oa.n.u� r '�"� - �,a. mtln janandlas• •nnr uwinnut �t,. i-. ., 1 . Ii 1 i :, t,i� m: :n lupn {� l'11r11iiiii• si rinnnt� L I I Ii , i>' '11 w manmr I mm�m' ' L � i•;Iri 1 I 1.- 1.o . r •••, • •1 g 11'Y!" 11Ni1 n u 191Y.Y1pMAIM�ilr�ljro�nnn_i 1 I I r t I i r+-nniiiw . ar-"'_� z 0.9 a -u isa ���. s rwe: 7I { • r!� 72 t W 0.8 ���M r4 • . 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RiiMUMMiillti . -417 ' - l`b ti Ai . . -t: .seal nurwtllt Umlamrynnttmr®nnntriaa emimnn la ahhlmmum ILiY��unnimmo rt.R....nnOn I InniImmn � 11111 PM 0.1 2 3 4 5 6 7 6 9 10 20 30 40 50 60 10 BQ 90 STORM DURATION (MINUTES) • DESIGN STORM FREQUENCY= YEARS ONE HOUR POINT RAINFALL= INCHES LOG-LOG SLOPE _ PROJECT LOCATION= SAN BERNARDINO COUNT'S INTENSITY — DURATION CURVES HYDROLOGY MANUAL CALCULATION SHEET D-8 FIGURE D-3 Appendix B Hydrology Map and Calculations • Hydrology Map(HM-1 to HM-26) • Rational Method Hydrology Calculations • Street Flow Calculations Final Hydrology/Hydraulic Report Issue Date: November 2005 Jurupa Avenue Widening HDR Engineering, Inc. LEGEND ==== EXISTING DRAINAGE SYSTEM ---- EXISTING_ORAINAGE.SYSTEM • [D EXISTING CATCH BASIN . I 0 PROPOSED CATCH BASIN . PROPOSED DRAINAGE SYSTEM wy DRAINAGE SUB-AREA.BOUNDARY , Y ® STORM DRAIN NUMBER '-it - .i COLLECTION NODE 1 1r' I .; AILSUB-AREADESIGNATION A • NW " (ACRES) -...�_ - i 414 E— SURFACE FLOW DIRECTIONi. 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I s.i / .' 66' x` / / � a 1 i ',to . .. / / 'L.4-:-!.,-- 1 I ' 238441-U • ./'_�� /. / • y ‘s r ra 238-14409 1 1 ,-s•' / { ji/:.J� 61, /' \• Irl ; ; .P • � li j . I A/ ji. y / sm % r • / g06 3' i,• I 238-'143-04 Y ', ,1 n -=•I I �� 4 '/ ✓' f 3 /./ / :Ii) • ---.— is i.,^ .. =, / 62 0 i '� 3 �'�'” !' E. , '.CURB OPENING CB LAT A-2 / i- \ TC=900.91 nl --_„...... ...-,..77_77—.--,..=,--,-, _ _ _ _ 1:,_____,,.,.__,__ _ - i ! r ti INV=896.91 1.- „...,,..-.;-4+--- � 010 =2,20 cfs 'mow --- - - . 70.h 'c^ 'y 1 ' t w 59 ,'. `: x ” 58 — f �_ Z '-— -- — — — - • - - + :'t E '! '"10l 4 .-s�' t , r \\ \ \ 238-144-11 —LAI — i, l J r:l t` , 1 - ,-. L A r 7 28814310 "•- 1 _ _ - i . I obi. ti CURB OPEN-`4C CB LATA-I ,L't` . .2.80Cho I I-6 I PACIFIC AVENUE REV. REN4W DE9fFPna DATE D1fR a„ DATE- CITY OF FONTANA, CALIFORNIA �tottss,o. ALERT Proao-W oder The Suwvlslm Df r j rp; 238-143-07 DO{ ��J�r� SHOULD CONSTRUCTION OF THE REOUIRED IMPROVEMENTS NOT HYDROLOGY MAP "M CCCIIIVVVnnn COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL pia Err: h SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, JURUPA AVENUE cu I"=40' * PREPARED BY: DIAL I ITWO WORKING THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO aso[0 Eft WIG 'rcen:nyle•J HDR INC. BEFORE \'� �, /04YOOOBDIG BRING THEM INTO CONFORMANCE WITH CONDITIONS YOU DIG / AND STANDARDS IN EFFECT. OatA, OWERD BY: APPROVED en DIMING 1936 E.DEERE AVENUE TOLL FREE 1-800-22T-2600 'EL / SANTA ANA,CA.92705 A PIBLC SERVICE 8T UNWOUND SERVCE ALERT O ENGINEER R.C.E.51152 DATE: HM-2 •\7nnnot‘nwirnlnnv\9nnnCtrin,don 11/1tr9MK 11 75.12 Au .nr,;,,,, 4 V i. f , }7 F f , I OS R fi, . -,,-- 238-111-28 :/_.,...,..,,� I w JJ. "„ �� 238091-¢¢ 7 0 N e' -- - _ CV P t y.S - ^ Vii' '-r .. y •:I°t 1 :•1 .. r N w r Y: �. :� :,ems ,{5- u. 111 1 -��— �.— — — — �— — — —_---` —..—. -I— / UV/ -- i 1 l l;c 7-B BO No , 7 3' �� - ,14 II <.,.. '` URUPA_AVENUE__—_ � — —-- --- - — — = — — — — — — — — — - - J — ,. I ,',,• _ , •• •-'- I - j1J X11:. _ ' r _„ _ 1 dZ3 - y ': I 1�QQi I •�11=.( ._ - - 4,. . 31a,• o- a:-..'.u'r'; Aifl, _ bi.�rll - X•':f. ^.1.',..1 r. ,I - II V -( ,,.I': 1' I lrl/ v , -i II- _ _f.i, • \ 115 J 4 ii N I coN 238-141-87 1 I I 238-144-18 f I-P I • ,,,,,IST„� Dk.,011,..LERT °N°�°^ON DATE D'. °TM DA's CITY OF FONTANA, CALIFORNIA 111. ` - PreoveC Unser 11�Supervision W, SCALE ,. . SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT HYDROLOGY MAP Mfl COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL DRAIN BY:* * Iii SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER. IURI I AAVENUE I =40 PREPARED BY: DIAL p; TWODAT NDflRBG THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO ocvolmeY DATE a,7 BEFORE I, DAYS BEFORE HDR INC. BRING THEM INTO CONFORMANCE WITH CONDITIONS per Ar It111^� YOU DIG v, / YOU DIG AND STANDARDS IN EFFECT. Dare 1 CHECKED APPROVED BP DRAINING 110r 1936 E.DEERE AVENUE TOIL FREE I-800-22T-2600 BY: SANTA ANA,CA.92705 A PLBLIG SERVICE BY UAOERGRDEOO SERVCE ALERT pTY ENGINEER R.C.E. 51152 DATE: HM-3 .‘7nnnow,,,-1rnlnnoA7nnnoSnni,Inn 11i11nnnc 11 75•7R ALI .,nice,. 10S-R W . I W — , p - -236-091-0 v 4 _ _ - _ _. �--��' --• --- _-__ _.. vf Iw W - — WN Z U 90: a a gg m JURUPA AVENUE ," - B 9 ...Y� , _.-. -Lam )- 4_•3 S- I 2 l J •• - - Cr / a,a; `. f iT c' �' �.i x>.. s• 238-144-16 1 ri., - - - .. _• -. alt.,. ',A,1',+y ^:;,�- �I'. i/! .•I.• I% .11� ..I - ..r. :'G' '^ •,I7''^ a 1 :;1i i Iy OA' n u :EIta. I 238-144-17 1 • - D , ,1'II\II�`�^yIIV_f Rn AMOR RDN DATE DKK °TM DATE n.oaea Under n.sw.r.lsla,a, _ CITY OF FONTANA, CALIFORNIA 4 LRTSHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT HYDROLOGY MAP Mzirti Valk' COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL -DRAW �i" _ _ __ __ _ __ SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER. JURUPA AVENUE £ I"�40' *s * PREPARED BY: DIAL n , Teo DOFF THE CITY ENGINEER MAY REOU I RE REVISIONS TO THE PLANS TO DC QAO er. DAs /!i n91E BEFORE \ �_Ip, /DAYS BEFORE BRING THEM INTO CONFORMANCE WITH CONDITIONS ___ ra uE119• HDR INC- You DIG �. You DIc AND STANDARDS IN EFFECT. Oo.., alEom BY: APFRDYEO BY: - CRANING NO: / SAN1936 AE.DEERE AVENUE TOPE FREEUCS I-Boo•VCE ALERT CITY ENGINEER R.C.E.57752 DATE: SANTA ANA,CA.92705 A nslAc SERVILE BY uwExulDlRro SERVICE ALERT HM-4 mono S\A..Irnl......vnnno-G1na.1n,. 11/11 Mr•IS 11'2 -SS AU ,in.nn W ® An L=630' yi \`41 ® L.800'L=800 CURB OPENING CB LAT C-2 V CURB OPENING CB LAT C-3 I I-P I TC=918.61 TC=918.31 I R-1E I INV=912.61 INV-912.31 Ow=10.30 cfs I 010=10.30 cfs A IA A L=340' I T I CURB OPENING CB LAT C-4 .1. TC=918.22 I CURB.OPEN#NG CB:LAT'C=6'' TC 67 INV=913.22 I I ; INV.9912.64 010• 10.03 cfs. , ;;, 010=6.70 cfs' o • S li . �, 1/ - o I I • Ili'," - s IT I I - =.II II .I -II II' - II' ll t. JI TIT iii : - _Q J '4'r f •. +4 f y. ,. -♦t„ fs 5 wN sv, •148 103 ' ,10 9 EZ J "1'i5_' (� 117" 118 ww J, L 732 N JURUA AVENUE _ _ • �1 B2 ;�� . xs — — 1g6 „ 0 IL-802 } I bV 24 RCP - — : - moi _t_ i. .:I e r ` .I y',,' I ..2_H : .e 1 f - .'�,i5\..).-......-,.�aL.,'1. H. -.4--k41• et, -�,-/' •,1s 71'•a .-.1"-,11,.'511i '.o� rt -7.....--.... . , y •s 7'1 / A'-, A r i '< i .�;<b • r ,i3 4f f . ,, n .t- _1 :BI Pio 48. Y. - -:21 1 L20 5 ;i I ! Cti�, n1t /' p �'� e ,r yte,..tr.d ,_/ • 'r 01.1 I ( 1 'v 1 f.1,41: 1 i / I R-PC I R-PC I PONDEROSA AVENUE 4 DioikliEiT REV. BYmafDEsaaaT 1 DAZE D« OTT DATE CITY OF FONTANA, CALIFORNIA 1.Ncsno PrevQea Urdu.n.Smxvlafm Df, � SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT HYDROLOGY MAP ii e7Dx : - 4 COIAMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL Drum BY: SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, PREPARED BY: DIAL `� 1 JURUPA AVENUE SCAM 1 '=40' I ",�, TWO WORKING THE CITY ENGINEER MAY REOUI RE REVISIONS TO THE PLANS TO DODO BY: DA>t; '4f e',T v HDR INC, BEFORE \ I• /I DAYS BEFORE BRING THEM INTO CONFORMANCE WITH CONDITIONS �=r uu1°� YOU DIG You DIG 1936 E.DEERE AVENUE AND STANDARDS IN EFFECT. Dot., DCOTD BY APPROVED BY: DUBUC ND; / TOLL FREE I-BODR22T-2ERT HM-6 l// SANTA ANA,CA.92705 A PUBIC!SAME BY uaERwtowo SERVICE ALERT CITY ENGINEER R.C.E. 51152 DATE: ...\Onnno Y\ti„anr,..,,.\onnnaY,lna.l..,, 11/11 tonna Ti•lT nn AM .tninn • W ,n > Ia W R IE a I > �, Ia {G I R-IE I / CO > IR IE I II Z IR IE I�/ CURB OPENING CB LAT D-2 I NQ a 1 TC=920.32 -z L=734' INV=912.32 ICURB OPENING CB LAT 0-3 / ® L=340' Z I 0,0=10.30 cfs a TC=920.30 !C CURB OPENING CB LAT C-5 W m INV=912.30 TC=916.55 = I . I 0,D=10.30 cfs INV=907.40 025=21. 10 cfs mirk L=1205' I 11 CURB OPENING CB LAT D-4 -. TC=920.87 .I.; !. 0,0=97.107 cfs • „I ;i.1 # ;I . .. � -_ `vim ; .,,Y,- = vo' i moi. :. . �� i E' : � ti _Iii.it '. l.{ I� K r B S ;ate -R :�.,— 1 ,r A , _ 4 I i l � ?I ! ++ � -o_ . 9' 0oi• Nilx S - i —�zwwIN JUR e •_ _ — I i_- :R15r I I n.. .4 ' - i • \• r.' .,1; .. • I • • I" I 1 ''':1-/, . . I ; 1„,-,1< � , r > -: 1 ._-,:'/ :;, I a;; it - ""` i I` i,1a n�.. •�iq: I.. ,i'•� I I" I(�• y� • ., q "f ^I ..S i.1 _ - ._. _ _ r '�''�j,�' •, I j (/ ) „ 'r� r IG i • R PC I `e:' I ';',-,-',e)..,,: ^, _m �,.,„Eu,,,�� �n [j,�� �O REV, REH9aNDF5OPD0N DALE DOC o>r DAT r.�.auarn.sv..�al�a. CITY OF FONTANA, CALIFORNIA : II // "��L� f' SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT HYDROLOGY MAP `wN U -rte • I, �l_ COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL GBAN�, r * �I�i\ SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, PREPARED BY: BIAL , ITWD WDRIUND JURUPA AVENUE I”=40' ie� THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO ''',?,..,'.1.,‘,,,.e HDR INC. BEFORE I� DAYS BEFORE oESlnmer: DALE: YOU DIG v, YOU DC BRING THEM INTO CONFORMANCE WITH CONDITIONS 1936 E.DEERE AVENUE Mi.FREE I-800-227-2600 AND STANDARDS IN EFFECT. SOY., NED¢r APO DYFO Ent MAIM ND, SANTA ANA,CA.92705 A PUBLIC SERVICE BY uwum ERraoSERVICE ALERT HM-7 CITY ENGINEER R.C.E. 51152 DATE: .. 7nnngl\h,...4,•,-4,,,-,A2nnna 1,-in 7.inn I,/11/7nn5 11-10-55 Au •rn,nn W 9 a APRICOT AVENUE o Ark Z Tar L=1205' / ' R lE a IR-IE I CURB OPENING CB LAT D-5 O T N TC=934.45 INV=923.45 0,0=10.30 cfs I n PROTECT II IN PLACE - I II I EXIST CB iRI _ — 4,1---g)•-•7'.1; ro ` : - L. .: 'i I L=495' 't '-'''.-""•' it ' 11 -,ss: f .•� . , -s. -• I ;(r. h • - •, Q o I I I Imo,... - —. F^ . I r CM „I rn fi I }-,r M1 �.� v �/.., r '. - :)iS ,2.: - -zb. i °H -rt . ;.F:.F:E - m _ � - I I I I 1 I _ 13.1 132r — 133 134 135 136.. - •137r — 14 147 J_URUPA ° ' - -- -- - - -- -•— - - - ll ---66--RCP • F- 3 f RCP a -- ;• --- - is k :,.",F5' — �' II1 -7 - �rL:. Ir"•-.-_ 4'1 - 7'' '; _ .. _ - �+YJ�{•+el�f`t' — �, �\ - .l - .:I'. �, _ :v -- -r,. - I • 1 II cl '7.";-•-. 7* --`ASF - - - 't'-57 i .'1 '.:i1-:F-',:i,.. r , r \ ',j /--y� ' i � I . l v �T� � _ 1 .1., I I. �F_r11 ;� 1 1 /; • � _ _e."N - tr. '_. ,�•��. I .9 n 'r ,.r• -'•_� �>'•G..i ..I ij �`.I ri. -L.-:-.74.,..::.....,=......' t•qs° .1'.1 L�,(�Lii;'� �tI I t'229 / /.. __�; .4.. A .•,, _1 tip.a / / I R-PC I �"" "�` OTT °"� CITY OF FONTANA, CALIFORNIA ,1Aercur°4/` u11sw DEsaaRnw treoo ea oder TN 5wrvtNm x 1 -� DoALE-ciT 1%-1:11!k.: , SHOULD CONSTRUCTION OF THE REDUIRED IMPROVEMENTS NOT HYDROLOGY MAP e.. p COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL If' SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, DRAew� SCUD• *, PREPARED BY: DIAL vJURUPAAVENUE I"=4o' \\„ Two woR we THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO L111 HDR INC. BEFORE I• OATS BEFORE [sam er �� /0F;I'LL YOU DIG YOU DIG BRING THEM INTO CONFORMANCE WITH CONDITIONS 1936 E.DEERE AVENUE TOLL FREE I-800-227-2600 AND STANDARDS IN EFFECT. Oaf., Of=8P ARROWBE Ds.siic R4 l SANTA ANA,CA.92705 A PUREE SERYEf BY It1AERCRDMO SERYCE ALERT HM-B f/ C1TY ENGINEER R,C,E51152 DATE: n 7nrino A\hNrnrnnt\7nnnouna Ann 11/11/Inns 11-11-aR AU •vi:nn . CHERRY AVENUE Ali L=810' L=495' lgi MY H1 . . I Ii I • EXISTING CURB OPENING CB I I-G I TC=931.55 INV=926.65 I' 1Qts=21.93 cfs • (AREAS A9 & A10) - _ s < . - , r -- - - o• NI Y. W '-� ... ,r,n ,.... — L_ — ._ —..— — —, -...4)___7:,_,...„•_, . . ..— - — - - — — — L=360' _ 143 '3': ,/ ' ; ;149 "•.' 145 / •• _146 ! 147' 148 t49 150- — Ib[ I.DS I 4 x w LLT In ., .. ..,_- - - =v> • ., i =vwi - - - - -- - - •-r- - - - J-UR�IPA A EN_UE - - - - - - - �- - - - - - - - - - �- - - - - �' I _�,1 s. — — _ — .. •— —. — _ 36 RCP — — — — -- — — — — — — — ——/� — 1 I i F— _ f'1_ _ i _ — _. . � �I I' I y! • -__ - t 7,. - —• - 7—,I. - - =:,.' _ -- 1 'I. -- — 1 , � > i ' • • " ' ' 4'' i • Jv - ~f � r • • ` , (j;'r' '7-S ♦�• l-•.' s5' i. y . I ;;1^ /.. ,. , -''�'` I /4' � / ' 'ii' .< `l �.�.1 . , f i- 'A R: Y wFr }: fl:A f.:n ) � `. ' kilt V=922.00 6. :,,• CO I R-PC I •I 1 I t 1 4iN.n3I• I .J.,•<it< 7. • DioALEET DAIE ENaL ott DAISr,��°tYsr,°V( REV. R[vma DEsavw,l n.Rvaauar nre$cer.Ialal pYlCITY OF FONTANA, CALIFORNIA 4.. ASHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT HYDROLOGY MAP COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL DR�,w Bit SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, x DIAL h JURUPA AVENUE ` I"=40' PREPARED BY: �, , JTWO WORKING THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO DEWED BP DAM ', nm BEFORE t• /DAYS BEFORE /�,,,,,C';:,‘,. r c,L1,°�� HDR INC_ YOU DIG \ v, YOU DIG BRING THEM INTO CONFORMANCE WITH COND I T I ONS o., D Br. AMAMI BY. DRAMO NO: 1936 E.DEERE AVENUE TOLL FREE I-eoo-227-2500 AND STANDARDS IN EFFECT. DrO CAE SANTA ANA,CA.92705 A PUBLICSERVCE BY UTAFAGROIHM-9IU SERYCE ALERT cm'ENGINEER R,C.E. 51152 DATE: n•\7rtnr10i\,....t.nln,A9non0iAr10 Ann ,,/11/')MIG Li.i1.75 AU ',einem" ilk L=360' ® L=500' 917 at t L=360' iii CURB OPENING CB LAT E-2 1 I-P 1 TC=941.78 CURB OPENING CB LAT E-I I 1-PJ INV=935.78 TC=939.50 025=16.96 cfs INV=934.50 (AREAS AI2A & AI2B) 025=10.00 cfs .A RCP COLLAR RCP COLLAR- . o _________ v ID v = _ - - 'g t 155' 156 r 157 ' I 9 160 161 162. 163 164 165 TEE 5. W N Wv) PA 'AVENUE Z r JURU _� HIGH POINT = —R — w) v - _ -- _ - \ 72A REP �8 E_ - �P _ fi`1 . i P.L. (TYPICAL) _0/ MH MN •IM=941.6 7. `IM=941.97 8. INV=922.93 INV=924.20 R-MH 1 M. REN90RDESCRPDdi DATE ENOL. CITY DATEpr°pQy1A,�,r,h°SuR.h•ISIu,p1, CITY OF FONTANA, CALIFORNIA �•""`)" 4 �u DUIt5ti?it L� O lf SHOULO CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT HYDROLOGY MAP COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL °"""D"' JURUPA AVENUE SCNI: I"=40' ")"„ __ SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, * * DIAL TAD WORKING THE CITY ENGINEER MAY REOUIRE REVISIONS TO THE PLANS TO GC9O[DR: DATE PREPARED BY: BEFORE DAYS BEFORE BRING THEM INTO CONFORMANCE WITH CONDITIONS '�?c�cune�s HDR INC. YOU DIG Y, YOU Dib AND STANDARDS IN EFFECT. Dora, CHEM ED BO APPROVED 811 DRAY=NO.: SANTA1936 E DEERE AVENUE Tal FREE I-B00-227-26 HM-I 0 ANA,CA.92705 4 PUBLIC SERVICE BY umERDRou+D SERYCE ALERT CITY ENGINEER R.C.E. 51152 OA0E: n\Dnnno 1\hwlrtJnnovnnno irn n e,,. 11 114/MnIS 744.07 AIA bmnn • W >. a a' CURB OPENING CB LAT F-30 \_ TC=950.90 YYY - INV=947. 12 010=10.30 cfs CURB OPENING CB LAT F-4 TC-951.84 I INV=947.84 OID=10.30 cfs 180+17.75 SECTION LINE= I0+00.00 tt L I VE OAK AVE 1 P I I I-G I • co ---- Ci w - —�— — —1 — 1 �- w w2 • .3' 180 I 184.- 182 18184 86 187 188 189 190 N w z _� - - 66" RCP- .- _ - I. til - - - - - - - - - - W1Z W > �L=1180' I NW L=1274' W .1 I I CURB OPENING CB LAT G-2 TC=969.85 INV=959.85 CURB OPENING CB LAT G-I 010=10.30 cfs TC=969.B7 INV=961.87 I I-P I 010=10.30 cfs , I AK I I-P 7. TC=969.62 1 INV=965.62 010=14.10 cfs , , .. ilg+ QReP F— �A c _ - - .s J t _ : 203 - ' 2 /`T _ =-207 - 209_ • 210 2'1 I w ��Ci 20 r, ' � -w r•-', - ---- —__ —"-- - - r • - -' x _ 13 214 - z'=�' • `r i U - .,,._.... --..+,. __ - r=C -��__fir .. / °ti'3,- n. I i i '•• -i-,E.., �II J 4 _4' ,r,...,:-. f c`'.^,t:L. `. i - _ (t! ` rte.•` L ` ' . . _ �..� -...�..-'��.[,e......i -.- a`=.. ..a._e.�.�..e� �+,... ...—.._ - �a..........�_.. U tw/1 . .. ' 1 ,i 3 •. r-.�-•x;1 _ • / I I Y I • I .I, ` _._,..71'.-7=-..'.:7.,.-7.....1. -- - -_ - .! _ .9' I 'i' _ II I it 7 r ' I 'r .i1- _- •1 Jr'- -- --- '=--,-,- I- --- -- — f- - .- '11 - - - - `l\ 3' i1! T. I Imo" •- c4.::::',.. „ , ,•� ,�// '<. 5 `.'`.IAN `j� / / •'Jti ., _. } r II _ -. .- •- -. _ -r' t l >I�I - -1 n i - j !I (•q'.Jr I I I L T s� _ �. 97 ,i� 11 :; , 1 �{ I ; I a: I I 1 1 . It ; 5„5.4 ” ` Li t 3: 4 208+07.64 SECTION LINE- / 10+00.00 t BEECH AVE I P-PF 1 r Immo "" ""�°"°°°""°' DAlE D'� °" °^'� PraprW latl"r Tr Swarrlalp m 1 CITY OF FONTANA CALIFORNIA t. Gi SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT HYDROLOGY MAP emR r�D-oALERT L� COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL �,w at "►\ SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, * PREPARED BY: DIAL I' Two WDRwwc THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO S _ JURUPA AVENUE aL` I"=40' c,, BEFORE I"' P cars BEFOREDAIL �::01.1 r pVt,.``, HDR INC_ You DIG Y00 MO DR I NG THEM INTO CONFORMANCE WITH CONDITIONS 1936 E.DEERE AVENUE V AND STANDARDS IN EFFECT. DD,,, of RE APPROVED wr, Mow MO.: TOLL FREE 1-800-227-2600 SANTA ANA,CA,92705 A P11OLC SERVICE BU1I r ERGRD AD SERVICE ALERT CITY ENGINEER R.C.E.51152 DATE: HM-14 / ,.vnnnat\r.,,e.,.I,.,,,,VnnnOSA16,,,.. 11 n,ronnS 11 t2-'\A AM ,I„i,,n W• A•'°/. ` I54 Q Alitt W L=1180' CURB OPENING CO LAT H-1TCTayL=570' INV=972.54 CURB OPENING CB LAT H-2 a1=10.30 cfs TC=960.60 int INV=969.78 010=10.30 cfs I I-P I j i I I-P I L� / -- RCP •• I, . L� COLLAR TC=981,54 INV=975.54 Ow.1 1.60 cfs '' • �I AVENUEJURUPA 18 PCP 4 77 • I-= • ;r . }` 7 r S q' 8fl s a a t !• �w w — q. , Nv --771.7.7.1-7,,,7--= !e - -. .,,- «,.„ _ ....-.o -... _.-..__ _— ,..... .a1�� i ,N - ' '' ''"• i`JCR/ iA ill 'MINI1 "— — _W r — .t _..Y' 1 i _.. s�- ;: :. !._ :_� _ ••.;•.A i ,2: 41 X 8`;Q /l ��4 ,I...4 _A- ', •••\ - I.•.�I ✓K= 6 '\�;', 'il I_l 7 I I ` t,. I 1I4 I,. I ,{.., .. '4 '��` `1.1‘ •ii• �� -.r: ,F?~ :. •,I 'r. -`• 1 ' -'� I / 1 Ir'j • 4.3''&,'51, I{ - I Ir' '•i' 1 I k _ I a I .I I' I } 9''T- .e.. _ = a 't ll. '1 ':�.•. 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'p1 .0 M {�.>+ N O U.(U Q H O V U OU W N N )W A H py,1 O# N O U a'OO H O O i H u ati ?m.H A U II W 7Hz i n A.tXt *************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16:28 06/29/2005 Problem Descriptions: JURUPA AVENUE STA 49+25 to 62+80 VJ 06/27/05 **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.015500 CONSTANT STREET FLOW(CFS) = 2.74 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 41.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.67 PRODUCT OF DEPTH&VELOCITY = 0.90 Page 1 Al.tXt x************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16:30 06/29/2005 Problem Descriptions: JURUPA AVENUE STA 62+80 to 72+50 VJ 06/27/05 »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.015500 CONSTANT STREET FLOW(CFS) = 2 .16 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 41.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.40 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.61 PRODUCT OF DEPTH&VELOCITY = 0.82 Problem Descriptions: JURUPA AVENUE STA 62+80 to 72+50 VJ 06/27/05 **********{***************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.015500 CONSTANT STREET FLOW(CFS) = 2.16 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 41.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS Page 1 A3&4.txt 4.**'eirir*ieir4rsYir'fcirirYcicicieiricie*ic4cfedcicie4eie*ie****irirYr*irfc9edeir***3eitic*.rtfcieirklrir*ir*ir7rir*te&Yc***** HYDRAULIC ELEMENTS — I PROGRAM PACKAGE (C) Copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16:32 06/29/2005 Problem Descriptions: JURUPA AVENUE STA 88+50 to 100+00VD 06/27/05 »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.005300 CONSTANT STREET FLOW(CFS) = 4.64 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF—WIDTH(FEET) = 42.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER—WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER—LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER—HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.98 PRODUCT OF DEPTH&VELOCITY = 0.87 Page 1 A5.txt ************************************************************************ ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2005 Advanced Engineering Software (aes) ver. 10,2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16:33 06/29/2005 Problem Descriptions: JURUPA AVENUE STA 100+00 to 108+00VJ 06/27/05 »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.006600 CONSTANT STREET FLOW(CFS) = 11.73 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 42.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 21,69 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.65 PRODUCT OF DEPTH&VELOCITY = 1.46 Page 1 A6.txt •************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16:34 06/29/2005 Problem Descriptions: JURUPA AVENUE STA 108+00 to 114+50 VJ 06/27/05 **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.005100 CONSTANT STREET FLOW(CFS) = 10.03 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 41.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 21.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.37 PRODUCT OF DEPTH&VELOCITY = 1.29 Page 1 A7.txt ************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16:35 06/29/2005 Problem Descriptions: JURUPA AVENUE STA 114+50 to 127+50J 06/27/05 **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.005100 CONSTANT STREET FLOW(CFS) = 22.14 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 41.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC. , IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.69 HALFSTREET FLOOD WIDTH(FEET) = 29.12 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.83 PRODUCT OF DEPTH&VELOCITY = 1.94 Page 1 A8.txt HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16:36 06/29/2005 Problem Descriptions: JURUPA AVENUE STA 127+50 to 140+80 VJ 06/27/05 »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.007300 CONSTANT STREET FLOW(CFS) = 17.09 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 41.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 24.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.12 PRODUCT OF DEPTH&VELOCITY = 1.87 Page 1 A9.txt :************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16:38 06/29/2005 Problem Descriptions: JURUPA AVENUE STA 140+80 to 145+60VJ 06/27/05 **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.008900 CONSTANT STREET FLOW(CFS) = 8.78 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 39.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.90 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.85 PRODUCT OF DEPTH&VELOCITY = 1.38 Page 1 A10.txt HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16:39 06/29/2005 Problem Descriptions: JURUPA AVENUE STA 145+60 to 154+00 V] 06/27/05 **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.009100 CONSTANT STREET FLOW(CFS) = 13.15 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 41.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET 'CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 21.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.10 PRODUCT OF DEPTH&VELOCITY = 1.69 Page 1 All.txt HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16:40 06/29/2005 Problem Descriptions: JURUPA AVENUE STA 154+00 to 159+00 VJ 06/27/05 **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«<< CONSTANT STREET GRADE(FEET/FEET) = 0.011200 CONSTANT STREET FLOW(CFS) = 10.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 41.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.17 PRODUCT OF DEPTH&VELOCITY = 1.55 Page 1 Al2.txt t************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2005 Advanced Engineering software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16:41 06/29/2005 Problem Descriptions: JURUPA AVENUE STA 159+00 to 167+60 VJ 06/27/05 **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.005100 CONSTANT STREET FLOW(CFS) = 10.63 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 41.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 21.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.38 PRODUCT OF DEPTH&VELOCITY = 1.32 Page 1 A13.txt HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16:42 06/29/2005 Problem Descriptions: JURUPA AVENUE STA 171+00 to 180+20 VJ 06/27/05 »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.007900 CONSTANT STREET FLOW(CFS) = 18.94 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 41.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 24.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.29 PRODUCT OF DEPTH&VELOCITY = 2.01 Page 1 A14.txt .************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16:44 06/29/2005 Problem Descriptions: JURUPA AVENUE STA 194+40 to 208+00 V7 06/27/05 **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.001800 CONSTANT STREET FLOW(CFS) = 15 .93 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 41.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OP CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC. , IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0,72 HALFSTREET FLOOD WIDTH(FEET) = 30.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.81 PRODUCT OF DEPTH&VELOCITY = 1.30 Page 1 A15.txt HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2005 Advanced Engineering software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16:45 06/29/2005 Problem Descriptions: JURUPA AVENUE STA 208+00 to 220+90 vJ 06/27/05 **************************************************************************** >>»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.006200 CONSTANT STREET FLOW(CFS) = 14.13 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 41.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 23.02 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.85 PRODUCT OF DEPTH&VELOCITY = 1.64 Page 1 a16.txt ************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16:46 06/29/2005 Problem Descriptions : JURUPA AVENUE STA 220+90 to 227+80 VJ 06/27/05 ************************************************************************* ** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.008600 CONSTANT STREET FLOW(CFS) = 11.55 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 41.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2 .00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 19.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.05 PRODUCT OF DEPTH&VELOCITY = 1. 59 Page 1 A17.txt HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2005 Advanced Engineering software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16:47 06/29/2005 Problem Descriptions: JURUPA AVENUE STA 227+80 to 234+10 VJ 06/27/05 **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.008400 CONSTANT STREET FLOW(CFS) = 11.40 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 41.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 19.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.01 PRODUCT OF DEPTH&VELOCITY = 1.57 Page 1 A18.txt ************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2005 Advanced Engineering software (aes) ver. 10.2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16:48 06/29/2005 Problem Descriptions: JURUPA AVENUE STA 234+10 to 247+40 vJ 06/27/05 **************************************************************************** . »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.005800 CONSTANT STREET FLOW(CFS) = 16.61 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 41.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 25.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.76 PRODUCT OF DEPTH&VELOCITY = 1.71 Problem Descriptions: JURUPA AVENUE STA 234+10 to 247+40 VJ 06/27/05 **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.005800 CONSTANT STREET FLOW(CFS) = 16.61 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 41.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS Page 1 A18.txt STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 25.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.76 PRODUCT OF DEPTH&VELOCITY = 1.71 Page 2 A19.txt HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16:49 06/29/2005 Problem Descriptions: JURUPA AVENUE STA 247+40 to 260+50 06/27/05 »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.005400 CONSTANT STREET FLOW(CFS) = 15.63 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 41.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 24.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.72 PRODUCT OF DEPTH&VELOCITY = 1.66 Page 1 A20.txt HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16: 50 06/29/2005 Problem Descriptions: JURUPA AVENUE STA 260+50 to 267+50 - VJ 06/27/05 »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.006000 CONSTANT STREET FLOW(CFS) = 11.72 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 41.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2 .00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0. 55 HALFSTREET FLOOD WIDTH(FEET) = 21.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.62 PRODUCT OF DEPTH&VELOCITY = 1.45 Page 1 A21.txt HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (c) Copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16:51 06/29/2005 Problem Descriptions: JURUPA AVENUE STA 267+50 to 276+10 VJ 06/27/05 **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.006900 CONSTANT STREET FLOW(CFS) = 13.73 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 41.00 DISTANCE FROM CROWN. TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 22.41 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.91 PRODUCT OF DEPTH&VELOCITY = 1.65 Page 1 A22.txt HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16:52 06/29/2005 Problem Descriptions: JURUPA AVENUE STA 276+10 to 281+60 vJ 06/27/05 **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0,005100 CONSTANT STREET FLOW(CFS) = 7.76 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 39.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0,018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.24 PRODUCT OF DEPTH&VELOCITY = 1.13 Page 1 A23.txt ************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16:53 06/29/2005 Problem Descriptions: 7URUPA AVENUE STA 281+60 to 289+40VJ 06/27/05 »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.007900 CONSTANT STREET FLOW(CFS) = 11.56 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 39.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 20.79 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.83 PRODUCT OF DEPTH&VELOCITY = 1.52 Page 1 A24.txt ******its't****************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16:54 06/29/2005 Problem Descriptions: JURUPA AVENUE STA 289+40 to 296+40 VJ 06/27/05 **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.012100 CONSTANT STREET FLOW(CFS) = 11.63 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 39.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.36 PRODUCT OF DEPTH&VELOCITY = 1.70 Page 1 A25 .txt HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16:55 06/29/2005 Problem Descriptions: JURUPA AVENUE STA 296+40 to 302+60 vJ 06/27/05 ************************************************************************* ** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.010400 CONSTANT STREET FLOW(CFS) = 9.50 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 39.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.90 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.09 PRODUCT OF DEPTH&VELOCITY = 1.50 Page 1 A26.txt HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16:56 06/29/2005 Problem Descriptions: JURUPA AVENUE STA 302+60 to 306+90 VJ 06/27/05 **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.007500 CONSTANT STREET FLOW(CFS) = 6.18 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 39.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.16 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.43 PRODUCT OF DEPTH&VELOCITY = 1.10 Page 1 A27.txt HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16:57 06/29/2005 Problem Descriptions: JURUPA AVENUE STA 306+90 to 316+20VJ 06/27/05 »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.007900 CONSTANT STREET FLOW(CFS) = 12.69 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 39.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 21.37 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.95 PRODUCT OF DEPTH&VELOCITY = 1.61 Page 1 A28.txt Y*********irsY*iciricfritYricir**irsY**Yc**4c**it*ir****YrYciric4cic*irie*4c4e*icit3c*ieieirir4e'koY*ic**irdr****** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1555 Analysis prepared by: TIME/DATE OF STUDY: 16:58 06/29/2005 Problem Descriptions: JURUPA AVENUE STA 320+00 to 336+50 VJ 06/27/05 **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.005300 CONSTANT STREET FLOW(CFS) = 3.04 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 39.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.018000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03130 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.16700 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1,85 PRODUCT OF DEPTH&VELOCITY = 0.72 Page 1 Appendix C Pavement Drainage Design Calculations • Worksheet for Curb Inlet at SAG • Worksheet for Curb Inlet at Grade Final Hydrology/Hydraulic Report Issue Date:November 2005 Jurupa Avenue Widening HDR Engineering, Inc. Worksheet Curb Inlet On Grade Lateral A-1 Project Description Worksheet Curb Inlet-1 Type Curb Inlet On Grade Solve For Length Input Data Discharge 2.78 cfs Efficiency 0.90 Slope 0.015500 ft/ft Gutter Width 2.00 ft Gutter Cross Slope 0.083300 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.013 Local Depression 2.0 in Local Depression Width 4.00 ft Results Curb Opening Length 12.53 ft Intercepted Flow 2.50 cfs Bypass Flow 0.28 cfs Spread 7.70 ft Depth 0.28 ft Flow Area 0.7 ft2 Gutter Depression 1.5 in Total Depression 3.5 in Velocity 3.87 ft/s Equivalent Cross Slope 0.071838 ft/ft Length Factor 0.72 Total Interception Length 17.36 ft Project Engineer:HDR Engineering Inc untitled.fm2 HDR Engineering FlowMasterv6.1 [614o] 11/14/2005 9:15:12 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 Worksheet Curb Inlet on Grade Lateral A-2 Project Description Worksheet Curb Inlet-1 Type Curb Inlet On Grade Solve For Length Input Data Discharge 2.16 cfs Efficiency 0.90 Slope 0.015500 ft/ft Gutter Width 2.00 ft Gutter Cross Slope 0.083300 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.013 Local Depression 2.0 in Local Depression 4.00 ft Width Results Curb Opening Length 10.85 ft Intercepted Flow 1.94 cfs Bypass Flow 0.22 cfs Spread 6.73 ft Depth 0.26 ft Flow Area 0.6 ft2 Gutter Depression 1.5 in Total Depression 3.5 in Velocity 3.73 ft/s Equivalent Cross Slope 0.076532 ft/ft Length Factor 0.72 Total Interception Length 15.03 ft Project Engineer:HDR Engineering Inc untitled.fm2 HDR Engineering FlowMaster v6.1 [6140] 11/14/2005 9:15:22 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 Worksheet Curb Inlet On Grade Lateral C-4 Project Description Worksheet C-4 Type Curb Inlet On Grade Solve For Length Input Data Discharge 10.03 cfs Efficiency 0.90 Slope 0.005 ft/ft 100 Gutter Width 2.00 ft Gutter Cross 0.083 ft/ft Slope 300 Road Cross 0.020 ft/ft Slope 000 Mannings 0.013 Coefficient Local Depression 4.0 in Local Depression 4.00 ft Width Results Curb Opening 17.24 ft Length Intercepted Flow 9.03 cfs Bypass Flow 1.00 cfs Spread 17.36 ft Depth 0.47 ft Flow Area 3.1 ft2 Gutter Depression 1.5 in Total Depression 5.5 in Velocity 3.19 ft/s Equivalent Cross 0.059 ft/ft Slope 449 Length Factor 0.72 Total Interception 23.88 ft Length Project Engineer:HDR Engineering Inc m:\...\hydraulics\flow master\catch basins.fm2 Cathcart Garcia von Langen Engineers FlowMaster v6.1 [614o] 3/15/2006 8:44:38 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 Worksheet Curb Inlet On Grade Lateral C-2 Project Description Worksheet C-2 Type Curb Inlet On Grade Solve For Length Input Data Discharge 10.30 cfs Efficiency 0.90 Slope 0.006 ft/ft 700 Gutter Width 2.00 ft Gutter Cross 0.083 ft/ft Slope 300 Road Cross 0.020 ft/ft Slope 000 Mannings 0.013 Coefficient Local Depression 4.0 in Local Depression 4.00 ft Width Results ' Curb Opening 18.58 ft Length Intercepted Flow 9.27 cfs Bypass Flow 1.03 cfs Spread 16.61 ft Depth 0.46 ft Flow Area 2.9 ftz Gutter Depression 1.5 in Total Depression 5.5 in Velocity 3.57 ft/s Equivalent Cross 0.061 ft/ft Slope 260 Length Factor 0.72 Total Interception 25.74 ft Length Project Engineer:HDR Engineering Inc m:\,..\hydraulics\flow master\catch basins.fm2 Cathcart Garcia von Langen Engineers FlowMaster v6.1 (6140) 3/15/2006 8:24:26 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 Worksheet Curb Inlet On Grade Lateral C-3 Project Description Worksheet C-3 Type Curb Inlet On Grade Solve For Length Input Data Discharge 10.30 cfs Efficiency 0.90 Slope 0.006 ft/ft 700 Gutter Width 2.00 ft Gutter Cross 0.083 ft/ft Slope 300 Road Cross 0.020 ft/ft Slope 000 Mannings 0.013 Coefficient Local Depression 4.0 in Local Depression 4.00 ft Width Results Curb Opening 18.58 ft Length Intercepted Flow 9.27 cfs Bypass Flow 1.03 cfs Spread 16.61 ft Depth 0.46 ft Flow Area 2.9 ft2 Gutter Depression 1.5 in Total Depression 5.5 in Velocity 3.57 ft/s Equivalent Cross 0.061 ft/ft Slope 260 Length Factor 0.72 Total Interception 25.74 ft Length Project Engineer:HDR Engineering Inc m:\...\hydraulics\flow master\catch basins.fm2 Cathcart Garcia von Langen Engineers FlowMaster v6.1 [614o] 3/15/2006 8:44:29 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 Worksheet Curb Inlet On Grade LATERAL C-6 project Description Worksheet C-6 Type Curb Inlet On Grade Solve For Length Input Data Discharge 6.70 cfs Efficiency 0.90 Slope 0.005 ft/ft 000 Gutter Width 2.00 ft Gutter Cross 0.083 ft/ft Slope 300 Road Cross 0.020 ft/ft Slope 000 Mannings 0.013 Coefficient Local Depression 2.0 in Local Depression 4.00 ft Width Results Curb Opening 16.14 ft Length Intercepted Flow 6.03 cfs Bypass Flow 0.67 cfs Spread 14.79 ft Depth 0.42 ft Flow Area 2.3 ft2 Gutter Depression 1.5 in Total Depression 3.5 in Velocity 2.90 ft/s Equivalent Cross 0.049 ft/ft Slope 534 Length Factor 0.72 Total Interception 22.36 ft Length Project Engineer:HDR Engineering Inc m:\...\hydraulics\flow master\catch basins.fm2 HDR Engineering FlowMaster v6.1 [614o] 11/21/2005 7:39:26 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 Worksheet Curb Inlet In Sag Lateral C-5 Project Description Worksheet Curb Inlet-1 Type Curb Inlet In Sag Solve For Spread Input Data Discharge 21.13 cfs Gutter Width 2.00 ft Gutter Cross 0.0833 ft/ft Slope 30 Road Cross 0.0200 ft/ft Slope 00 Curb Opening 21.00 ft Length Opening Height 0.67 ft Curb Throat Type Horizon tal Local Depression 4.0 in Local Depression 4.00 ft Width Results Spread 23.6 ft 7 Throat Incline 90.0 degre Angle 0 es Depth 0.60 ft Gutter 1.5 in Depression Total 5.5 in Depression Project Engineer:HDR Engineering Inc m:\...\hydraulics\flow master\catch basins.fm2 HDR Engineering FlowMaster v6.1 [614o] 11/21/2005 7:39:32 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 Worksheet Curb Inlet On Grade Lateral D-2 Project Description Worksheet D-2 Type Curb Inlet On Grade Solve For Length Input Data Discharge 10.30 cfs Efficiency 0.90 Slope 0.006 ft/ft 700 Gutter Width 2.00 ft Gutter Cross 0.083 ft/ft Slope 300 Road Cross 0.020 ft/ft Slope 000 . Mannings 0.013 Coefficient Local Depression 4.0 in Local Depression 4.00 ft Width Results Curb Opening 18.58 ft Length Intercepted Flow 9.27 cfs Bypass Flow 1.03 cfs Spread 16.61 ft Depth 0.46 ft Flow Area 2.9 ft2 Gutter Depression 1.5 in Total Depression 5.5 in Velocity 3.57 ft/s Equivalent Cross 0.061 ft/ft Slope 260 Length Factor 0.72 Total Interception 25.74 ft Length Project Engineer:HDR Engineering Inc m:\...\hydraulics\flow master\catch basins.fm2 Cathcart Garcia von Langen Engineers FlowMaster v6.1 [614o] 3/15/2006 8:44:52 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 Worksheet Curb Inlet On Grade Lateral D-3 Project Description Worksheet D-3 Type Curb Inlet On Grade Solve For Length Input Data Discharge 10.30 cfs Efficiency 0.90 Slope 0.006 ft/ft 700 Gutter Width 2.00 ft Gutter Cross 0.083 fUft Slope 300 Road Cross 0.020 ft/ft Slope 000 Mannings 0.013 Coefficient Local Depression 4.0 in Local Depression 4.00 ft Width Results Curb Opening 18.58 ft Length Intercepted Flow 9.27 cfs Bypass Flow 1.03 cfs Spread 16.61 ft Depth 0.46 ft Flow Area 2.9 ft2 Gutter Depression 1.5 in Total Depression 5.5 in Velocity 3.57 ft/s Equivalent Cross 0.061 ft/ft Slope 260 Length Factor 0.72 Total Interception 25.74 ft Length Project Engineer:HDR Engineering Inc m:\...\hydraulics\flow master\catch basins.fm2 Cathcart Garcia von Langen Engineers FlowMaster v6.1 [614o] 3/15/2006 8:45:01 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 Worksheet Curb Inlet On Grade D-4 Project Description Worksheet D-4 Type Curb Inlet On Grade Solve For Length Input Data Discharge 17.09 cfs Efficiency 0.85 Slope 0.005 ft/ft 100 Gutter Width 2.00 ft Gutter Cross 0.083 ft/ft Slope 300 Road Cross 0.020 fUft Slope 000 Mannings 0.013 Coefficient Local Depression 4.0 in Local Depression 4.00 ft Width Results Curb Opening 21.16 ft Length Intercepted Flow 14.53 cfs Bypass Flow 2.56 cfs Spread 21.45 ft Depth 0.56 ft Flow Area 4.7 ft2 Gutter Depression 1.5 in Total Depression 5.5 in Velocity 3.61 ft/s Equivalent Cross 0.051 fUft Slope 724 Length Factor 0.65 Total Interception 32.48 ft Length • Project Engineer:HDR Engineering Inc m:\...\hydraulics\flow master\catch basins.fm2 Cathcart Garcia von Langen Engineers FlowMaster v6.1 [614o] 3/15/2006 9:03:55 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 Worksheet Curb Inlet On Grade Lateral D-5 Project Description Worksheet D-5 Type Curb Inlet On Grade Solve For Length Input Data Discharge 10.30 cfs Efficiency 0.90 Slope 0.006 ft/ft 700 Gutter Width 2.00 ft Gutter Cross 0.083 ft/ft Slope 300 Road Cross 0.020 ft/ft Slope 000 Mannings 0.013 Coefficient Local Depression 4.0 in Local Depression 4.00 ft Width Results Curb Opening 18.58 ft Length Intercepted Flow 9.27 cfs Bypass Flow 1.03 cfs Spread 16.61 ft Depth 0.46 ft Flow Area 2.9 ft2 Gutter Depression 1.5 in Total Depression 5.5 in Velocity 3.57 ft/s Equivalent Cross 0.061 ft/ft Slope 260 Length Factor 0.72 Total Interception 25.74 ft Length Project Engineer:HDR Engineering Inc m:\...\hydraulics\flow master\catch basins.fm2 Cathcart Garcia von Langen Engineers FlowMaster v6.1 [614o) 3/15/2006 8:45:07 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 Worksheet Curb Inlet In Sag Lateral E-1 Project Description Worksheet Curb Inlet-1 Type Curb Inlet In Sag Solve For Spread Input Data Discharge 10.00 cfs Gutter Width 2.00 ft Gutter Cross Slope 0.083000 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 21.00 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 2.0 in Local Depression 2.00 ft Width Results Spread 15.75 ft Throat Incline Angle 90.00 degrees Depth 0.44 ft Gutter Depression 1.5 in Total Depression 3.5 in Project Engineer:HDR Engineering Inc untitled.fm2 HDR Engineering FlowMaster v6.1 (614o] 11/14/2005 9:15:43 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 Worksheet Curb Inlet In Sag Lateral E-2 Project Description Worksheet E-2 Type Curb Inlet In Sag Solve For Spread Input Data Discharge 16.96 cfs Gutter Width 2.00 ft Gutter Cross 0.0830 ft/ft Slope 00 Road Cross 0.0200 ft/ft Slope 00 Curb Opening 21.00 ft Length Opening Height 0.67 ft Curb Throat Type Horizon tal Local Depression 2.0 in Local Depression 2.00 ft Width Results Spread 22.3 ft 9 Throat Incline 90.0 degre Angle 0 es Depth 0.57 ft Gutter 1.5 in Depression Total 3.5 in Depression Project Engineer:HDR Engineering Inc m:1...\hydraulics\flow master\catch basins.fm2 Cathcart Garcia von Langen Engineers FlowMaster v6.1 [6140] 3/15/2006 8:45:14 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1