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HomeMy WebLinkAboutSierra and Juniper Ave Storm Drain1 L r F U L P R, 0 CITY OF FONTANA HYDROLOGY /HYDRAULIC REPORT FOR THE SIERRA AND JUNIPER AVENUE STORM DRAIN IMPROVEMENTS WILLDAN 27042 Towne Center Drive, Suite 270 Foothill Ranch, California 92610 949470 -8840 fax 949 - 770 -9041 APRIL 4, 2003 Prepared Under the Supervision Of Kenneth C. Taylor, P.E. Supervising Engineer R.C.E. No. 56185 Exp. Date: 12 -31 -04 / *ennethhr, P.E. Date Q �pFESS /04 N0. C56185 m EXP 7 3� -oy �rF OF 7 c v c t a c a t c r r v CITY OF FONTANA HYDROLOGY /HYDRAULIC REPORT FOR THE SIERRA AND JUNIPER AVENUE STORM DRAIN IMPROVEMENTS TABLE OF CONTENTS HYDROLOGY CALCULATIONS 100 - YEAR - SIERRA AVE. 100 -YEAR- B& H JUNIPER AVE. EXCERPTS HYDRAULIC CALCULATIONS PROPOSED MAINLINE LATERALS DESILTING BASIN SEDIMENT GRAPH CATCH BASIN CALCULATIONS PROPOSED DRAINAGE EXHIBIT STORM DRAIN PLANS HYDROLOGY MAPS CITY OF FONTANA 1 Willdan DESCRIPTION PAGE I. PURPOSE 2 II. DESCRIPTION OF WATERSHED 2 III. METHODOLOGY 2 IV. EXISTING STORM DRAIN 3 V. PROPOSED PROJECT 4 VI. SUMMARY 6 VII. VICINITY MAP 8 VIII. CALCULATIONS 9 HYDROLOGY CALCULATIONS 100 - YEAR - SIERRA AVE. 100 -YEAR- B& H JUNIPER AVE. EXCERPTS HYDRAULIC CALCULATIONS PROPOSED MAINLINE LATERALS DESILTING BASIN SEDIMENT GRAPH CATCH BASIN CALCULATIONS PROPOSED DRAINAGE EXHIBIT STORM DRAIN PLANS HYDROLOGY MAPS CITY OF FONTANA 1 Willdan 0 CITY OF FONTANA HYDROLOGY/HYDRAULICREPORT FOR THE SIERRA AND JUNIPER AVENUE STORM DRAIN IMPROVEMENTS I. PURPOSE Willdan is under contract with the City of Fontana to design storm drain improvements at the intersection of Sierra and South Highland Avenue (See vicinity map). The following Hydrology/Hydraulic Report has been prepared as part of these services. The purpose of this report is to summarize our review of the Hydrology Report prepared by Berryman & Henigar dated June 5, 2002 and the results of our hydraulic calculations performed as part of the design for the proposed storm drain mainline, laterals and catch basins. The storm drain system has been designed to intercept and convey the storm water run off generated by a 100 -year return frequency storm. II. DESCRIPTION OF WATERSHED The project is located at the intersection of Sierra and South Highland Avenue just south of the 210 freeway. The drainage area tributary to the storm drain system is bounded by the 210 freeway on the north and Baseline on the South. The drainage area that is tributary from the west extends approximately 600' to the west and up to Highland Avenue to the east. The topography is such that it slopes in a southerly direction. In general, approximately 34 acres are tributary to this intersection. The majority of the soil is type A, and consists of commercial use per the Land Use Map provided by Berryman & Henigar in the aforementioned Hydrology/Hydraulics report. Approximately 34 acres will be tributary to the proposed storm drain at this concentration point. The intersection at South Highland and Juniper Avenue is also included in this report. Approximately 23.1 acres is tributary to this intersection and drains westerly to a sump at the northeast corner. III. METHODOLOGY The hydrology calculations were performed using the 100 -year return frequency storm flows, which is consistent with City of Fontana design criteria and the San Bernardino County Hydrology Manual. The following calculations and tasks were performed: u CITY OF FONTANA 2 Willdan D A. Topography maps were provided b Berryman & Henigar. Willdan Po ln'a PY P P Y � performed a visual survey by walking the project area to establish contributory drainage areas and street flow patterns. B. Berryman & Henigar and Allard Engineering provided a hydrology map of the watershed. This map was used to verify and summarize drainage boundaries, drainage acreage, and flow rates. C. Hydrology calculations were performed by Willdan to verify the accuracy of the hydrology calculations performed by Berryman & Henigar and Allard Engineering, which established the peak flows for each catch basin. D. Utilized the Rational Method as established by the San Bernardino County Hydrology Manual. Prepared hydrology calculations using AES software. See hydrology calculations in appendix of report. E. Performed catch basin sizing calculations for all proposed catch basins. See catch basin calculations in appendix of report. CITY OF FONTANA 3 Willdan F. Performed Hydraulic calculations using Water Surface Pressure Gradient (WSPG) for the proposed storm drain mainline and laterals. See Hydraulic calculations in appendix of report. basin G. Performed street flooded width calculations to determine catch locations and street capacity. IV. EXISTING STORM DRAIN There are two existing 7 -foot long Caltrans Standard curb opening inlets located north of the South Highland Avenue and Sierra Avenue intersection and on opposite sides of the Sierra Avenue. The 7 -foot basins connect to the two 24" RCP's located along each side of Sierra Avenue. There is an existing Caltrans outlet structure located on the east side of Sierra Avenue approximately 260 feet upstream (north) of the intersection (See proposed drainage exhibit). from The existing street width along Sierra Avenue is approximately 38' wide edge of pavement to edge of pavement on the south side of the intersection and 1 widens to approximately 114' with curb and gutter to the north side up to the 210 freeway. South Highland Avenue is approximately 40' wide with curb and gutter on the south side. Currently, storm runoff enters the existing inlets from the north side and is conveyed under the intersection by the existing 24" RCP's located on each side of Sierra Avenue. The Caltrans outlet structure collects flow from a portion of the eastbound exit ramp and outlets onto a graded earth swale which is then collected by a 24 "storm drain which connects to the existing catch basin on CITY OF FONTANA 3 Willdan n r the north east edge along Sierra Avenue. These pipes then outlet the flows south of the intersection onto the adjacent lots near the edge of pavement which then sheet flows southerly along Sierra Avenue by graded swales (See proposed drainage exhibit in the appendix of the report). The existing storm drain system will be completely removed. 0 r� 77 There are existing inlets on each side of the Juniper Avenue intersection which collects flow from north side portion of the site which is then conveyed by two 24 "storm drain. These pipes then outlet the flows south of the intersection onto the adjacent lots near the edge of pavement which then sheet flows southerly along Juniper Avenue by graded swales. A portion of the existing storm drain system will be removed. V. PROPOSED PROJECT The following storm drain improvements for Sierra Avenue and South Highland intersection are as follows: • Extend a new 42" RCP storm drain mainline from the proposed storm drain at station 90 +64.55 (street centerline) connecting to the proposed storm drain prepared Berryman & Henigar to the intersection of Sierra Avenue and South Highland Avenue. Based on hydraulic analysis of the proposed storm drain, the proposed 36" RCP stub shown on the storm drain improvement plans is not adequately sized to convey a total of 112.36 cfs from the intersection. Therefore, the proposed RCP stub from the Berryman & Henigar Storm drain Plans should be increased from a 30 "RCP to a 42" RCP. • Construct laterals and curb opening inlets north of South Highland Avenue on both sides of Sierra Avenue to intercept all flows north of the intersection. r� • : Construct laterals and curb opening inlets on South Highland Avenue, on both sides of the street and on both the east and west legs of the intersection. • Incorporate improvements to intercept flows from the Caltrans Outlet Structure, located near the westbound on -ramp. 0 J • Desilting basins will be constructed on the northeast and northwest corner to convey the onsite flows from the undeveloped land north of South Highland Ave. The desilting basins were sized to collect silt for the undeveloped site. The worst case scenario was used for the design. The following were used to calculate the desilting basin size. CITY OF FONTANA 4 Willdan Usin g the sediment tables Sediment Yield =31 SL *, Slope Length =300 ft (91.4m), site slope =6 %, Graded area =1.3 acre =0.53 Ha From graph (see attached in appendix of the report) SL =1.2, Sediment yield =31 x 1.2= 37.2 m3 /ha E ll, Total sediment =37.2 m3/ha x.53 ha m3 =700 ft3 Basin size =700ft Volume =cube= 1/3 (3.14 r 700 ft3 =1/3 (3.14 r Solve for h= 3', r =15' 1W Therefore, basin height =3', radius= 15' • Since the design of intersection is off camber on south highland, median inlets were required. Proposed catch basin will be required on the east and west legs of the intersection at the medians. The following storm drain improvements for Juniper and South Highland intersection are as follows: • The proposed storm drain improvement will consist of the construction of one new catch basin on the northeast side of the intersection and connecting to the existing 24" RCP culvert that outlets flows on the southeast side of the intersection. The inlet riser at the northeast corner will be removed and capped and a new inlet riser will be constructed directly upstream. The inlet riser at the northeast side will be removed and a catch basin will be constructed. Only the north east side of the intersection will be constructed with curb and gutter. Therefore, these improvements will be constructed as an interim condition. CITY OF FO [TANA 5 Willdan VI. SUMMARY Sierra and South Highland Avenue The Hydrology report prepared by Berryman & Henigar dated June 5, 2002 and Hydrology report prepared by Allard Engineering dated January 1998 were reviewed and used as a basis for this study. Both of these reports do not represent the current or proposed conditions at the intersection of Sierra and South Highland Avenue. Also, the Hydrology Report prepared by Allard Engineering does not include South Highland Avenue in the study. This report was prepared before the construction of South Highland Avenue. Therefore, the hydrology calculations do not route any flows tributary to this intersection from South Highland Avenue. A field review of the site was conducted and hydrology calculations were performed to account for all flows from South Highland Avenue that are tributary to this intersection. The hydrology map prepared by Berryman & Henigar show a portion of the 210 eastbound exit ramp tributary to this intersection. However, based on a field review of the site, it appears that this area is flowing away from the intersection and into existing Caltrans inlets along the freeway off ramp. Approximately 6.0 acres from the northwest side (20.61 cfs) is tributary to this intersection of which 3.1 acres (11.35 cfs) is collected by two catch basins on the freeway on ramp and outlets onto a graded earth swale on the east side of Sierra Avenue. This flow is then collected by a 24 "storm drain which will be connected to the proposed north east catch basin (CB # 2) along Sierra Avenue (See drainage location map in appendix of the report). Ik The hydrology report prepared by Allard Engineering does distribute the flows from East of the Sierra/South Highland Avenue intersection. Based on our new hydrology calculations approximately 2.9 acres (9.96 cfs) is tributary from the north -east side (CB # 1) along Sierra Avenue and approximately 7.30 acres (27.37 cfs) from the north -east side along South Highland Avenue (CB # 3). 6.7 acres (23.69 cfs) is tributary from the southeast side along South Highland Avenue (CB# 4) and 2.90 acres (9.12 cfs) from the southwest side along South Highland Avenue (CB # 5) and 2.4 acres (10.79 cfs) from the northwest side along South Highland Avenue (CB # 6) (refer to the summary table in the body of this report). Approximately 0.40 acres (1.41 cfs) (CB #7) and 0.41 acres (1.72 cfs) (CB # 8). L Lt CITY OF FONTANA 6 Willdan r [1 11 The following is a list of data summarizing flow volumes calculated at the intersection. EXISTING CONDITIONS Street Location Runoff Runoff Flooded Flow Catch Street Half Q 100 Intercepted Width Depth Basin Width cfs 100 cfs Size Sierra Avenue (northwest side) 10.65 3.6 15.35 0.60 7.0' 50' reduces to 18' Sierra Avenue (northeast side) 17.07 3.6 15.35 0.60 7.0' 50' reduces to 18' South Highland Avenue 31.65 1.2 24.09 0.48 24" drop 20' (northeast side ) inlet South Highland Avenue 23.69 0 20.81 0.46 None 20' (southeast side South Highland Avenue 9.1 0 18.14 0.36 None 20' (southwest side South Highland Avenue 13.37 0 30.18 0.60 None 20' (northwest side PROPOSED CONDITIONS Street Location Runoff Runoff Flooded Flow Catch Street Half Q100 Intercepted Width Depth Basin Width cfs loo cfs Size Sierra Avenue (northwest side) 9.96 9.46 16.14 0.34 21' 69' (flow b Sierra Avenue (northeast side) 17.07 16.01 17.32 0.41 28' 69' (flow b South Highland Avenue 27.37 27.37 23.67 0.90 28' 54' (northeast side ) (sump) South Highland Avenue (median 2.47 2.07 10.68 0.31 7' 46' island northeast side ) (flow b South Highland Avenue 23.69 21.45 26.31 0.62 21' 46' (southeast side ) I (flow b South Highland Avenue 9.12 9.12 19.42 0.48 14' 54' (southwest side ) (flow b South Highland Avenue (median 2.22 2.22 22.25 0.48 3.5' 46' island northwest side ) (sum South Highland Avenue 10.79 10.79 16.16 0.83 14' 46' (northwest side) I (sump) 1 11 Juniper and South Highland Avenue • The 100 -year return frequency storm flow volume tributary to the northeast corner of South Highland and Juniper Avenue is 34.77 cfs (See Berryman & Henigar Hydrology report dated June 5, 2002 at node 26). • The total 100 -year return frequency storm flow volume is 96.55 cfs to the intersection of South Highland and Juniper Avenue. 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ONE HOUR POINT RAINFALL = 1-a) INCHES ,,)(15./0 - 0., 24-C, 7 LOG -LOG SLOPE _ ' G ' ° n PROJECT LOCATION = - • - Abe �� • It`_? i A BERNARDINO COUNTY I.NTENSI T Y - DURATION S CURVES HYDROLOGY MANUAL CALCULATION` SHEET D - FIGURE D— 3 - 1111 IF 1111 � 1111111111111 1 111111111111111 111111111111111 11111111111p �: a Date: 04/04/03 File name: SIERRA.RES Ra } R•af aarRrarR +erRaa+aaRaaRt }rRr. }aRra +rra +f Rf of RR+aRRf + }fRR ♦aRtw.Raaata wff RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2002 Advanced Engineering Software (sea) Ver. 8.0 Release Date: 01/01/2002 License ID 1273 Analysis prepared by: Willdan 27042 Towne Centre Drive, Suite 270 Foothill Ranch, CA 92610 Phone: 949- 470 -8840 Fax: 949 - 770 -9041 Ra +rf rraf er Rr +sat «f rrf «rrf DESCRIPTION OF STUDY rf aaarf}raa•arrf rr +aar :raa • SIERRA AVENUE STORM DRAIN + • CITY OF FONTANA + • 100 -YEAR HYDROLOGY Ra+• f« aar• aRrRaaRrrRra} ar+} ra• rRR. arRafaaaaRa «RrfrRR «rRR «aarRaa + aRraaRaa rr FILE NAME: SIERRA.DAT TIME /DATE OF STUDY: 14:39 03/19/2003 .. .... . ......... . ......... . ......... USERSPECIFIED ... HYDROLOGY AND HYDRAULIC MODEL INFORMATION` ............................................. ............................... --•TIME -OF- CONCENTRATION MODEL­ USER SPECIFIED STORM EVENT(YEAR) 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 16.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 •USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL+ SLOPE OF INTENSITY DURATION CURVE (LOG (I; IN /HR) vs. LOG(TC;MIN)) . 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) . 1.5200 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* +USER - DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 69.0 64.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)•(Velocity) Constraint . 6.0 (FT•FT /S) +SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.• •USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ffarrRr• +aRaf ra•rflrrarRffrrtaf rf} ft} ff} fr4ff RfaRrRiffaaffRfaaffRaar }•sari}• FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE . 21 ---------------------------------------------------------------------------- .....RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ............................................. ............................... INITIAL SUBAREA FLAW- LENGTH(FEET) = 400.00 ELEVATION DATA: UPSTREAM(FEET) . 1528.00 DOWNSTREAM(FEET) . 1527.08 Tc = K +[(LENGTH•+ 3.00) /(ELEVATION CHANGE)]+ +0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.255 • 100 YEAR RAINFALL INTENSITY(INCH /HR) . 4.149 1 Date: 04 File name: SIERRA.RES 2 SUBAREA Tc AND LASS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS Tc WAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 3.10 0.80 0.10 52 11.26 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) . 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap . 0.10 SUBAREA RUNOFF(CFS) . 11.35 TOTAL AREA(ACRES) . 3.10 PEAK FLOW RATE(CFS) = 11.35 r }f Rtf arrt♦ far : }f Rf rf }aaaraR :ftwrrffRRawr Ras }f RararrRf }RRtf}RRRf «rant rt +af +« FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 ---------------------------------------------------------------------------- »» COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA «« »» (STREET TABLE SECTION # 1 USED)­­ ................................................. = ....... UPSTREAM BLEVATION(FEET) . 1527.08 DOWNSTREAM ELEVATION(FEET) = 1509.82 STREET LENGTH(FEET) . 440.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 69.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) . 64.00 INSIDE STREET CROSSFALL(DECIMAL) . 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) . 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) . 0.020 Manning's FRICTION FACTOR for Street£low Section(curb -to -curb) . 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section . 0.0197 ­TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) . 16.34 STREETFLOW MODEL RESULTS USING ESTIMATED FLAW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) . 16.16 AVERAGE FLAW VELACITY(FEET /SEC.) = 5.92 PRODUCT OF DEPTH &VELOCITY(FT•FT /SEC.) . 2.91 STREET FLAW TRAVEL TIME(MIN.) . 1.24 Tc(MIN.) . 12.49 • 100 YEAR RAINFALL INTENSITY(INCH /HR) . 3.897 SUBAREA LASS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS WAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 2.90 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LASS RATE, Fp(INCH /HR) . 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap . 0.10 SUBAREA AREA(ACRES) . 2.90 SUBAREA RUNOFF(CFS) = 9.96 EFFECTIVE AREA(ACRES) 6.00 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap . 0.10 TOTAL AREA(ACRES) = 6.00 PEAK FLAW RATE(CFS) . 20.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) . 0.52 HALFSTREET FLOOD WIITTH WEET) . 17.72 FLOW VELOCITY(FEET /SEC.) . 6.27 DEPTH•VELOCITY(FT•FT /SEC.) . 3.28 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 840.00 FEET. aaaf RalRra ♦ar +rtaRRiRarrra ♦ }ar}ffr ♦Rf trawl• RrrrffrtataRrraRRaa• FLAW PROCESS FROM NODE 3.00 TO NODE 7.00 IS CODE . 31 ­­COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA­ ... ­USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ............................................. ............................... ELEVATION DATA: UPSTREAM(FEET) . 1509.82 DOWNSTREAM(FEET) - 1506.00 FLOW LENGTH(FEET) . 35.00 MANNING'S N . 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLAW IN 18.0 INCH PIPE IS 10.1 INCHES PIPE -FLAW VELOCITY(FEET /SEC.) . 20.08 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 EGON (Savoy) (HH /HJNI) (HH /HJNI) ('NIW) (SAO) HSawnK HSIVMaySH ay dy (w3) d3 A 0I 0 wwavls .+ alawL alyu M073 XvHd .r 'SWv3HIS Z uoa assn v7nWV03 sommidNoo OIIva NOIIvammoNOJ d0 SWII am AIISNad.NI 7riwam H 00'4 6'S OL'0 (80'0 )08'0 TINE ZL'9T LO'LT Z 00 0 01'0 (80'0 )08'0 T68'£ ZS'ZT T9'OZ T EGON (S3UOV) (HH /HJNI) (vH/HJNI) ('NIW) (SAO) Haeum v3IVMav3H aV dV (wd)dd A7ieualuI 31 0 WISHIS .. viva SJNmrimoJ .. 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(7VWIJ3(1)77V3550H3 I33HIS SOIS.LnO ozo'o - (7VWI33a)77v3ssoso Sa3His Sam, 00'69 = (L983)XVSHESCIVHO 77VSSSOHJ OI NMOHJ 14OH3 3JNVISI(1 00'69 - (133d)HLOIM3T4H I33HIS 0'8 - (SSHOMI)JIMISH HUM 00'59£ _ (IS33)HION3'I USHIS 90'80ST - (I333)NOILVA37S WVSHISNMO(1 OL'ZTST = (1333)HOIIVAS73 WV3HISdn ............................................. ............................... - -(a3Sn T # NOIIMS 3'ISVI S3SH1S) —"— — > >V3HV8ns nHH.L 3WII 73AVHI MUM I33HIS S.MdWOO «-- ---------------------------------------------------------------------------- Z9 = 300J SI 00'6 SOON OI 00 SOON WOH3 SSSOOHd M073 ....... 4.. f....if f.ff..ff........i.iff. 4. f ... ................ ♦......f.iff 06'TT (S33)3IVd MOTS XV3d 06'Z - (SMV)V3HV 7VIO1 WIT - (saa)330NnH V3HV8nS OT - dV 'NOIIJVH3 VSHV SnOIAH3d 3'JVHSAV VHS MS 08'0 = (HH /HJNI)d3 '3IVH SSO'I SnOIAHSd 3OVH3AV VSHVanS bE'6 ZS OT'0 08'0 06'Z V 7VIJH3WWOJ ('NIW) NO (2V14I33(I) (HH /HJNI) (S3HOV dfIOH9 3sn (1NV7 oI SOS dV d3 VSHV 'IIOS SOS /3dAI LNSWdOIaA3C3 '(III JWV)VLVa 31VH SSO'I aNV o1 V3HV8nS 0119'11 - (HH/HJNI)AIISN3INI TIV&U" HVSA OOT f Ob£ - ('NIW)o1 WMININ a3Sn SISA'IVNV V3HV8fs OZ'Of4I(30NVH0 NOIIVA3'I3) /(00'£ .fHI'JN3'I))fx - 0 1 OL'ZTST = (I333)W"HISNMOa OS'LZST - (L333)WVSHISdn :V1V(1 NOI.LVAS73 00'011L - (1SUMLONS7-M073 V3HVUaS 'IVIIINI ............................................. ............................... »VSHVBfIS 7VIIINI H03 HdVHOOWON HOIIVH1NSJNOJ-30 -3WII 3Sn« -- STSArIVNV V3HV8fIS 7VIIINI CIOHISW 'IVNOIIVH-- TZ - S(1OJ SI 00'8 EGON OI 00'4 SOON WOHd SS3JOHd M073 ff... ....... .. ......*...ii....f.i..... • 4 .... if ..... ♦............ ..._... »»> T # XKVB AHOWSW OINO a3IdOJ .LHOWSW WVSHSS- NIVW -- ---------------------------------------------------------------- OT = 3(1OJ SI 00'9T SCION OI 00 SOON WOHS SS3JOHd M073 •+ .f....... i .... i ....... ifi...... if ................... f. +ii..... '1333 00'809T - 00'9T EGON 01 00'11 SCION 14OH3 HIVdWna ISSON07 99 ('NIW) 11T'0 - ('NIW)3WII 7SAVHI 3dId 88'5£ _ (S3J)M073 -3dId T - S3dId 30 USE" 00'0£ _ (HJNI)H3L9WVIa 3dId (13IVWI1S3 L6'6 = COSS /1333)AX13013A MO7d -SdId S3HJNI 9'OZ SI 3dId HJNI 0'OE NI M073 30 H7d3a ETO'0 = N S,ONINNVW WEB = (1333)HMX37 M073 00'SOST - (,L333)WVSH.LSNMOCI 00'90ST - (XaSd)WVSHLSdn :VIVA NOIIVA373 ............................................. ..................... = = =....... »»> (M07d 3HfISSUd-NON) 3ZISSdId CI31VWI.LS3-H3.LndWO3 ONIS[I —" »» >VSHV8nS nHH1 3WII 73AVH.L M073-3dId 3If1dWOO- -« TE - 3QOJ SI 00'91 SOON OI 00'L SOON Wous SSSOOHd MUM ..i....i........ f .... if...........fii..if.f.i.... i....... l...... 1333 00'SZST - 00'L SOON 01 00'4 SOON WOHd HIVdM073 IS30N07 06' TT - (53HJV) V3HV 1 IVI07. 0T'0 - dV a30VH3AV -V3HV 08'0 = (HH/HJNI)d3 asovasAV -V3HV 80'0 = (HH /HJNI) a (130VH3AV -V3HV ZV OT = (S3HJV)V3HV SAIIOUdS ZS'ZT = ('NIW)oI 88'5£ _ (Sdo)31VH MO'T3 X :SM07703 SV SHV S3.LVWISS3 3JN3n73NOJ (131ndwoo 00'6 6'11 01 (80'0 )08'0 TLZ'E ZL'9T EU K 00'T 11 01'0 (80'0 )08'0 T68'E ZS'ZT 88'SE 9 abed SSH'VHH3IS :aweu OTT3 EO /110/60 :alea I I S abed SSH'VHH3IS :aweu aTTd EO /60/110 :agea d �aC(p Date: 04/04/03 File name: SIERRA.RES _____________________________________________ __________ ___ _____ ______ ____ ___ » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « < »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA— INITIAL =SUBAREA =FLOW- LENGTH(FEET1 = =.. =730`00 = :__________________________: ELEVATION DATA: UPSTREAM(FEET) . 1527.50 DOWNSTREAM(FEET) = 1512.70 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) - 9.264 * 100 YEAR RAINFALL INTENSITY(INCH /HR) - 4.663 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 4.70 0.80 0.10 52 9.26 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap . 0.10 SUBAREA RUNOFF(CFS) 19.39 TOTAL AREA(ACRES) . 4.70 PEAK FLOW RATE(CFS) - 19.39 aa•a•aaa : :r•aaarr rasa :raaraaww•rrrwar a••arar•r••r•a•rw+••raa•ra•a aa•w ++a•ra+ FLOW PROCESS FROM NODE 8.00 TO NODE 10.00 IS CODE - 62 _____________________________________________ ____ _____ _____ ______ ____ _____ __ ­­COMPUTE >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>( STREET TABLE SECTION # 1 USED) « «< ............................................. ............................... UPSTREAM ELEVATION(FEET) - 1512.70 DOWNSTREAM ELEVATION(FEET) . 1507.15 STREET LENGTH(FEET) . 595.00 CURB HEIGHT(INCHES) - 8.0 STREET HALFWIDTH(FEET) . 69.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) . 64.00 INSIDE STREET CROSS£ALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) . 0.020 Manning's FRICTION FACTOR for Streetflow Section (curb - to- curb) . 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section . 0.0197 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 22.93 STREETFLAW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) - 0.66 RALFSTREET FLOOD WIDTH(FEET) - 24.47 AVERAGE FLOW VELOCITY(FEET/SEC.) - 3.74 PRODUCT OF DEPTH6VELOCITY(FT *FT /SEC.) - 2.46 STREET FLAW TRAVEL TIME(MIN.) . 2.65 Tc(MIN.) - 11.92 * 100 YEAR RAINFALL INTENSITY(INCH /HR) - 4.009 SUBAREA LASS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 2.00 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LASS RATE, FP(INCH /HR) . 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA AREA(ACRES) - 2.00 SUBAREA RUNOFF(CFS) EFFECTIVE AREA(ACRES) 6.70 AREA - AVERAGED Fm(INCH /HR) AREA - AVERAGED Fp(INCH /HR) - 0.80 AREA- AVERAGED Ap . 0.10 TOTAL AREA(ACRES) . 6.70 PEAK FLAW RATE(CFS) 7.07 0.08 23.69 END OF SUBAREA STREET FLAW HYDRAULICS: DEPTH(FEET) . 0.66 HALFSTREET FLOOD WIDTH(FEET) - 24.78 FLAW VELOCITY(FEET /SEC.) . 3.77 DEPTH *VELOCITY(FT *FT /SEC.) = 2.50 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 10.00 . 1325.00 FEET. +araa•aawraaa. :raarara•arr aaa •aa •araa•rarrrr•rra•aaaaaarrr •aar : :raraaararaar FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE . 31 Date: 04/04/03 File name: SIERRA.RES Page 8 _____________________________________________ ______________ _________________ ­­COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« »» USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW).­­ ............................. « DATA: UPSTREAM(FEET) .... = .1507. ............... s s = :.. 15 DOWNSTREAM(FEET) =1506 50 ELEVATION _ FLOW LENGTH(FEET) - 42.00 MANNING'S N . 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) . 9.83 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES . 1 PIPE- FLOW(CFS) = 23.69 PIPE TRAVEL TIME(MIN.) . 0.07 Tc(MIN.) - 11.99 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 11.00 - 1367.00 FEET. a•arr•••rraa r+•••• a+• rrr• ra+ ra: raawr aara♦ a+:• arw +a +•••r. + +rrraawr•a :rw :awwwa FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE - 81 ______________________________________________ _______ _________ _________ _____ » >>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« <_________________________________________ __ MAINLINE Tc(MIN) - 11.99 * 100 YEAR RAINFALL INTENSITY(INCH /HR) . 3.994 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.40 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) . 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA AREA(ACRES) . 0.40 SUBAREA RUNOFF(CFS) 1.41 EFFECTIVE AREA(ACRES) . 7.10 AREA - AVERAGED Fm(INCH /HR) - 0.08 AREA - AVERAGED Fp(INCH /HR) . 0.80 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) . 7.10 PEAK FLOW RATE(CFS) - 25.01 ar•rrwa +rrwra ar• araaa + +rr• +•r•aa+rrawa•aaraaaa :rr aawa araaaraa•ww :raa•••aaa a• FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE - 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA «« > > ,USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) —— ............................................. ............................... ELEVATION DATA: UPSTREAM(FEET) . 1506.50 DOWNSTREAM(FEET) . 1506.00 FLOW LENGTH(FEET) . 95.00 MANNING'S N . 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) . 6.65 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES - 1 PIPE- FLOW(CFS) - 25.01 PIPE TRAVEL TIME(MIN.) . 0.24 Tc(MINA = 12.23 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 12.00 = 1462.00 FEET. a +ra : +••rraaaa a •ra•ra•a+ra•a••raaar +•aaa••rara aarrara +aaa+•raaw+ra•aarr•a••• FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE . 1 , » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< ............................................. ............................... TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 12.23 RAINFALL INTENSITY(INCH /HR) . 3.95 AREA - AVERAGED Fm(INCH /HR) - 0.08 AREA - AVERAGED Fp(INCH /HR) - 0.80 AREA- AVERAGED Ap . 0.10 EFFECTIVE STREAM AREA(ACRES) . 7.10 TOTAL STREAM AREA(ACRES) - 7.10 PEAK FLAW RATE(CFS) AT CONFLUENCE = 25.01 ** CONFLUENCE DATA ** ZL'T - (S3O)330Nna vallwaIS 011'0 - (S3H3Y)Y3HY Y321VtSnS 01'0 - dY 'NOIIJYH3 Y3HY snoiAH3d amaAY Y3HVNI s 08'0 - (HH /HJNI) dd '3LYH SSO'I SnOIAHSd 35V URAY VP3HY8nS ZS OT 08'0 04'0 Y ZYIJHBWWOO NO ('IYWIJSCI) (HH /HJNI) (S3HOY) dnOHE) 3Sn CINY'I SOS dY d3 Y3HY' 'IIOS SOS /3dAL LNZWd0'I3A30 :(III JWY)YLYO 3IYH ssoi Y3WSns S118'11 = (HH /HJNI)ALISNBINI 'I'IY3NIYH HY3)L COT . 69'8 - (NIWIOL 3NI7NIYW .............. = ......................... =................................... »»>MO'I3 nad 3NI'ICIIYW OL Y3HY8nS 30 NOILICIav -- ---------------------------------------------------------------------------- LB = 3CIOJ SI 00'SS SOON oI 00 SOON WOH3 SSSOOHd 14013 ...+...+....+.+++..+.+..++..++.+....+...++..+ ...................+ + ++.+.+•..* 8S'11T = (S3J)3IYH MOTS XVad 011 _ (SHHJY)Y3HY RYIOL OT'0 - dY CI30YH3AY -Y3HY 08'0 = (HH/HJIiI)d3 CI30YH3AY - Y3HY 80'0 - (HH /HJNI)uId ClSD"SAY-Y3HY O11'E _ (SSHJY)Y3HY 3AILJ3d33 6Z'11 = (SaW 33ONRH Y3HYMS 00 - (S3HJY)Y3HY Y3HY3nS OT - dY 'NOILJYH3 YSITY SIIOIAH3d 30YH3AY Y3HYBnS 08'0 - (HH /HJNI)dS '3LYH SSO'I SnOIAHSd SOYH3AY Y3HY8nS ZS 01'0 08'0 00'1 Y 'IYIJHSWWOJ NJ ('fimosa) (HH /HJNI) (S3HJY) dnOHO 3Sn CINTI SOS dY d3 Y3HY 'IIOS SOS /3dAL mawdo'I3A30 :(III JWY)YLYQ 3LYH SSo'I Y3HYSns S118'11 - (HH /HONI)ALISNHINI 'I7'd3NIYH HY3A OOT + 69'8 - (NIW)OI 3NI'INIYW » » >MO'I3 xY3d 3NI'INIYW OS Y3HYHIIS 30 NOILICIav -- ---------------------------------------------------------------- T8 = SCIOO SI 00 SCION OL 00 SOON WOH3 SS30011d MUM .........................+....... .............+................. OL 1333 00'01L = 00 "ST SCION OL 00 "ET SCION WOM HLYdMO'I3 ISSON0'I 69'8 = ('NIN)DS S9'0 - ('NIW)SWLL 43AYHL 3dId 64'01 - (SaO)M043 -3dId T = S3dId 30 H3skm 00'TZ = (H3NI)H3.LSWYIa SdId CaLYWI.LSS 26'5 = ('J3S /L333)AIZJ073A M073 -3dId SSHJNI Z'9T SI SdId HJNI O'TZ NI MOTS 30 H.Ld3CI ETO'0 - N S.`JNINNYW 00'ZTZ - (1SS3)H.LONS'I MOTS 00'40ST - (5333)WY3HLSNMOCI LT'80ST - (1333)WY3HISdn -YIYQ NOIIYAS'I3 ....................................=.. ............................... >— -(MOTS 3Hnssaud -NON) 3ZIS3dId asLYWIIs3-uaLndWOJ ONISn -- »»>Y3HYSIIS nHHL SWIL 'I3AYH.L MO'13 -3dId 3LndWOO -- TE = 3CIOJ SI 00 SCION OI 00 SCION WOH3 S58JOHd MOTS .+ ........................................... . +....... +..................... 61.'01 - (Sa3)3LYH MO'Id XVSd 011'2 - (53HJY)Y3HY 'IYLOL 6 L'OT = (sawaa0Nn'd Y3HY8ns OT'0 - dY 'NOILJYH3 Y3HY SnOIAHSd 30YH3AY Y3HYHIIS 08'0 - (HH /HONI)d3 'SLYH SSO'I SllOIAHSd 21EMMAY YSITYBnS 40'8 ZS OT'0 08 011'2 Y 'iYIOHawwoo ('NIW) NO ('IYWIJSCI) (HH /HJNI) (S3HJY) dnOHO 3Sn CINY'I 0 ,L SOS dY d3 Y3HY 'IIOS SOS /3dAL ,LNSWdO'IaMO :(III JWY)YLYCI BLYH SSo'I CINY al Y3HYSnS 9LO'S = (HH/HONI)ALISN31NI 7ZYJNIYH W13A OCT i T110'8 - ('NIW)01 WnWINIW CISSn SISA'IYNY Y3HYBns OZ'0•.((30NYHJ NOLLYA3'IS)/(00'E ..HI`JN3'I)) +X - 31 LT'BOST - (L333)WY3HLSNMOCI 00'OZST - (I333)MMISdn :YLYCI NOILYAS'IS OO'SES . (I383)HIONSI -MOTS Y3HY8nS TdI.LINI ----------- = ..................... = ................ =......................... — vswanS 'IYILINI Hod HdYHOOWON NOIIYHLNSJNOJ-30 -3WII HSn« S3H'YHHSIS :awL'u aTT3 EO /110/110 :a7pCI » » >SISA'lYNY YSITYBnS 'IYIIINI CIOHISW ZYNOILYH « «< ------------------------------ -------------------- IZ - 3CIOJ SI 00'61 SOON OI CIVET SOON WOH3 SSBJOHd MOTS ............................................. .....•......................... ............................................. ............................... >>— 2 # xNYB AHOW3W OINO CI3IdOJ AHOWSW WY3HIS-NIYW-- ---------------------------------------------------------------------------- OT - Saw SI 00'9i SCION OI 00'91 SOON WOH3 SSSOOHd MO'13 .....................•......................+ ....+... +......... +..........•. 'I333 00'6191 - 00'91 SCION OL 00'6 SOON WOH3 HIYdMO'Id ISSONO'I 811'TT . ("NIW) 0£'0 - ('NIW)3WII 'I3AYHI 3dId OS'SS - (SdO)MO'I3 - 3dId T - SSdId 30 HS61M 00 _ (HONI)H3.73WYICI 3dId CIBLYWIIS3 TL'8 - ('JSS /1333)AIIOO'I8A MOTS - 3dId SSHJNI 0'BZ SI SdId HONI 0'6£ NI MOTS 30 HLd3CI ETO'0 - N S.ONINNYW 00'LST - (1333)HION34 MOU 00'SOST - (L333)WY3HLSNMOCI 00'90ST = (I.Saa)W HIllsdn :YLYQ NOILYAS'I3 ___ ...___.. » »>(MO'I3 -NON) 3ZIS3dld CI3LYWILS3- H3.LndWOJ ONISn -- » » >YSHMS nHHL 3WII 'ISAYHL 14OR3 -3dId 3.LndWOJ««< TE = 3CIOJ SI 00'91 SOON OL 00'ZT SOON WOH3 SSSOOHd MOTS ................+................ ......... +.............+....... OS'SS - (S3J)SLYH MOTS N4Sd OU ST = (SSHJY)Y3HY 'IYLOI OT'0 - dY CI30YH3AY -Y3HY 08'0 - (HH /HJNI)d3 CI30YH3AY -Y3HY 80'0 = (HH /HJNI)W9 CI30YH3AY -Y3HY 60 (53HJY)Y3HY 3AILJ3333 Wt = (SaWlIdONnH YSITYBnS 0£'T = (SSHOY)Y3HY WSITY8nS OT'0 - dY 'NOILOYH3 Y3HY SnOIAH3d 3OYH3AY YSITY3nS 08'0 - (HH /HONI)d3 '31YH SSO'I SnOIAHSd 3`JYHBAY Y311VEMS ZS 01"0 08'0 0£'T Y ZYIJH3WWOJ NO ('IYWIO3CI) (HH /HJNI) (S3HJY) dnOHJ 3Sn CIMM SOS dY d3 Y3HY ZIOS SOS /3dAL IN3Wd0'IaMCI '(III JWY)YLYCI 3LYH SSo'I Y3HY3ns 991'6 = (HH/HONI)AIISMINI 'I'IY3NIYH HY3A OOT . 8T'TT = (NIW)D.L 3NI'INIYW ......................... — > >MO'I3 xY3d 3NI'INIYW OL V SITY8nS 30 HOIII004 "— ---------------------------------------------------------------------------- T8 = SCIOJ SI 00'ZT SCION OS 00'21 SCION WOH3 SS3JOHd MOTS +•...........•••....•..........• ............. ........ +...................... 1333 00'29111 - 00'ZT SCION OL 00'6 SOON WOH3 HLYdMO'I3 .LS35NOq O11' 11T - (SSHJY)Y3HY'IYIO.L OL'0 - dY CI30YH3AY -Y3HY 08'0 - (HH /HJNI)d3 CI30YH3AY -Y3HY 80'0 - (HH /HJNI) 030YH3AY -YSITY 6L'ET = (S3HJY)Y3HY 3AILJ333S 81'11 - ('NIW)JI ZS'TS - (S3O)3LYH MO'Id xY3d : SMO'I'I03 SY SHY S3IYWI.LS3 SJN3n'I3NOJ CI3LndWOJ 00'6 11 '111 OS'O (80'0 )08'0 L116'E EZ'ZT Z6'OS Z 00'11 9 E 01'0 (80'0 )08'0 99T'11 ST'TT ZS'TS T SCION (S3HOY) (HH /HJNI) (HH/HJNI) ('NIW) (S3J) H3MYHIN H3LYMCIYSH aY dY (w3)dd AlTsualul 31 0 WV3H.LS .. 3'ISY.L 31" MOTS xY3d .. SWY3HIs Z H03 GEM vill H03 3ONaMINOJ OLLYH NOIIYHSN3JNoJ 30 3WI.L CINY ALISN3LNI 'I'IYdNIYH 00'11 T'L OT"0 (80'0 )08'0 4.116'E EZ'ZT TO'SZ Z 00'11 E'L CT'0 (80'0 )08'0 991'11 8i'TT LE'LZ T SCION (S3HJY) (HH /HJNI) (HH /HJNI) ('NIW) (S3J) H3SWnN HSIYMCIY3H aY dY (w3)d3 A1Feua:juI -.L 0 WVSHLS S3H'YHH3IS :awVu aTTA EO /110/60 :DleG Date: 04/04/03 File name: SIERRA.RES EFFECTIVE AREA(ACRES) = 3.80 AREA - AVERAGED FM(INCH /HR) . 0.08 AREA - AVERAGED Fp(INCH /HR) . 0.80 AREA- AVERAGED Ap . 0.10 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) . 16.30 .aakar... +faka +aa r.+ar.a +..raf aaf +.a.krff rf ak.•aawf.•+fa +fa.f.ff FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 ­­COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« »» USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ELEVATION DATA: Z UPSTREAM(FEET)�. 1507 = • 00 DOWNSTREAM(FEET) _ 1505.00 . 0__= FLOW LENGTH(FEET) . 100.00 MANNING'S N . 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) . 9.96 ESTIMATED PIPE DIAMETER(INCH) . 21.00 NUMBER OF PIPES . 1 PIPE- FLOW(CFS) . 16.30 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) . 8.86 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.00 = 847.00 FEET. .f +.f +a..r.aaa. :a «r.+aaw.f +aar rf +w.a.f.aaaf r..wra «.•fff.ar a....ff.a.f.waawaa FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 11 _____________________________________________ ___ ____ ________ ___ ___ __ _____ _ __ ­-CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY« «< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 16.30 8.86 4.789 0.80( 0.08) 0.10 3.8 13.00 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 16.00 . 847.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 35.88 12.66 3.666 0.80( 0.08) 0.10 10.4 1.00 2 34.33 16.86 3.255 0.80( 0.08) 0.10 11.9 4.00 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 16.00 = 1608.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 47.52 8.86 4.789 0.80( 0.08) 0.10 11.1 13.00 2 48.98 12.66 3.866 0.80( 0.08) 0.10 14.2 1.00 3 45.32 16.86 3.255 0.80( 0.08) 0.10 15.7 4.00 TOTAL AREA(ACRES) = 15.70 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 48.98 Tc(MIN.) . 12.662 EFFECTIVE AREA(ACRES) . 14.22 AREA - AVERAGED Fm(INCH /HR) . 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap . 0.10 TOTAL AREA(ACRES) • 15.70 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 16.00 . 1608.00 FEET. r :.raarrf a :aaa.aa.f. «a: a arc +arffarf ar..f aaaa.f+w.a +a :.arc :aaaaaaaaaaa :r +aar FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE • 11 _____________________________________________ __ ___ __ ____ _____ _____ ____ ___ _ __ » »> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY««< ............................................. ............................... ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 47.52 8.86 4.789 0.80( 0.08) 0.10 11.1 13.00 2 48.98 12.66 3.866 0.80( 0.08) 0.10 14.2 1.00 Page 11 Date: 04/04/03 File name: SIERRA.RES Page 12 3 45.32 16.86 3.255 0.80( 0.08) 0.10 15.7 4.00 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 16.00 . 1608.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 55.50 11.48 4.100 0.80( 0.08) 0.10 15.1 4.00 2 54.65 12.53 3.890 0.80( 0.08) 0.10 15.7 4.00 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 16.00 = 1619.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM O Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 97.70 8.86 4.789 0.80( 0.08) 0.10 22.7 13.00 2 104.02 11.48 4.100 0.80( 0.08) 0.10 28.3 4.00 3 103.58 12.53 3.890 0.80( 0.08) 0.10 29.8 4.00 4 103.28 12.66 3.866 0.80( 0.08) 0.10 29.9 1.00 5 90.86 16.86 3.255 0.80( 0.08) 0.10 31.4 4.00 TOTAL AREA(ACRES) = 31.40 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) . 104.02 Tc(MIN.) . 11.479 EFFECTIVE AREA(ACRES) = 28.34 AREA - AVERAGED Fm(INCH /HR) • 0.08 AREA - AVERAGED Fp(INCH /HR) . 0.80 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) • 31.40 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 16.00 . 1619.00 FEET. aaar as : +•.aa +.a.. + +a.r +arrf a•+... FLOW PROCESS FROM NODE 16.00 r+ a...+ wrfffaaraaaaaraf+saaaff TO NODE 19.00 IS CODE « «aa + +fa . 31 , » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < » > >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)­­ .................. ELEVATION DATA: UPSTREAM(FEET) 1505.00 DOWNSTREAM(FEET) .150400 = FLOW LENGTH(FEET) . 85.00 MANNING'S N • 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.6 INCHES PIPE -FLOW VELOCITY(FEEI /SEC.) = 12.60 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 104.02 PIPE TRAVEL TIME(MIN.) • 0.11 Tc(MIN.) = 11.59 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 19.00 . 1704.00 FEET. aaa.f :w.aa +scar. +af aaa.a.a.aaf.a•f ..sass +rra.ra +rasa +araf ara af.a FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE . 1 ________________________________________________________________ --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) . 11.59 RAINFALL INTENSITY(INCH /HR) . 4.08 AREA - AVERAGED Fm(INCH /HR) . 0.08 AREA - AVERAGED Fp(INCH /HR) . 0.80 AREA- AVERAGED Ap • 0.10 EFFECTIVE STREAM AREA(ACRES) . 28.34 TOTAL STREAM AREA(ACRES) . 31.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 104.02 r +a«.ffwr.•a+aa..ara..af rrafaaa.af aa.afa.a :r.af •.af ..aaaaaa.. :a. aaa :a + rf.ar FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE . 21 ______________________________________________ ____ ______ ______ __ ____ __ __ _ ___ ­..RATIONAL METHOD INITIAL SUBAREA ANALYSIS «« >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ............................................. ............................... Date: 04/04/03 File name: SIERRA.RES INITIAL SUBAREA FLOW- LENGTH(FEET) . 680.00 ELEVATION DATA: UPSTREAM(FEET) = 1508.00 DOWNSTREAM(FEET) . 1506.70 Tc - Kr)(LENGTHar 3.00) /(ELEVATION CHANGE))aa0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.441 r 100 YEAR RAINFALL INTENSITY(INCH /HR) - 3.573 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 2.90 0.80 0.10 52 14.44 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap . 0.10 SUBAREA RUNOFF(CFS) 9.12 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) - 9.12 •araaaaaaar.rraaarraar raaaarr aarrraarrrrraaar ra .arraar :aaaarrraarraaarrraara FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE - 31 ---------------------------------------------------------------------------- »» COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA.-< , >-USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ... = = ......................... = II6 = = ELEVATION DATAUPSTREAM( FEET) =1506.00 DOWNSTREAM (FEET) 1504.00 =_ FLOW LENGTH(FEET) - 90.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) . 9.02 ESTIMATED PIPE DIAMETER(INCH) . 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 9.12 PIPE TRAVEL TIME(MIN.) - 0.17 Tc(MIN.) = 14.61 LONGEST FLOWPATH FROM NODE 17.00 TO NODE 19.00 = 770.00 FEET. aaaaaar+r aarr• aara aaar arrarar• aaa raaarrrrarraararaarraarraarrarr FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 1 -- DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« - > ­>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< ... .................. _ ... _ ........... _..................... _................ TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 14.61 RAINFALL INTENSITY(INCH /HR) - 3.55 AREA - AVERAGED Fm(INCH /HR) . 0.08 AREA - AVERAGED Fp(INCH /HR) - 0.80 AREA- AVERAGED Ap - 0.10 EFFECTIVE STREAM AREA(ACRES) - 2.90 TOTAL STREAM AREA(ACRES) - 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.12 ar CONFLUENCE DATA rr STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 97.70 8.97 4.753 0.80( 0.08) 0.10 22.7 13.00 1 104.02 11.59 4.076 0.80( 0.08) 0.10 28.3 4.00 1 103.58 12.64 3.869 0.80( 0.08) 0.10 29.8 4.00 1 103.28 12.77 3.845 0.80( 0.08) 0.10 29.9 1.00 1 90.86 16.98 3.242 0.80( 0.08) 0.10 31.4 4.00 2 9.12 14.61 3.548 0.80( 0.08) 0.10 2.9 17.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. rr PEAK FLOW RATE TABLE ar STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 13 Date: 04/04/03 File name: SIERRA.RES 1 105.25 8.97 4.753 0.80( 0.08) 0.10 24.5 13.00 2 112.36 11.59 4.076 0.80( 0.08) 0.10 30.6 4.00 3 112.20 12.64 3.869 0.80( 0.08) 0.10 32.3 4.00 4 111.93 12.77 3.845 0.80( 0.08) 0.10 32.5 1.00 5 106.98 14.61 3.548 0.80( 0.08) 0.10 33.5 17.00 6 99.17 16.98 3.242 0.80( 0.08) 0.10 34.3 4.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) . 112.36 Tc(MIN.) - 11.59 EFFECTIVE AREA(ACRES) 30.64 AREA - AVERAGED Fm(INCH /HR) - 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap . 0.10 TOTAL AREA(ACRES) - 34.30 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 19.00 . 1704.00 FEET. END OF STUDY SUMMARY: TOTAL ARSA(ACRES) 34.30 TC(MIN.) 11.59 EFFECTIVE AREA(ACRES) . 30.64 AREA - AVERAGED Fm(INCH /HR). 0.08 AREA - AVERAGED FP(INCH /HR) = 0.80 AREA- AVERAGED Ap - 0.10 PEAK FLOW RATE(CFS) . 112.36 ra PEAK FLOW RATE TABLE as STREAM Q Tc Intensity FP(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 105.25 8.97 4.753 0.80( 0.08) 0.10 24.5 13.00 2 112.36 11.59 4.076 0.80( 0.08) 0.10 30.6 4.00 3 112.20 12.64 3.869 0.80( 0.08) 0.10 32.3 4.00 4 111.93 12.77 3.845 0.80( 0.08) 0.10 32.5 1.00 5 106.98 14.61 3.548 0.80( 0.08) 0.10 33.5 17.00 6 99.17 16.98 3.242 0.80( 0.08) 0.10 34.3 4.00 END OF RATIONAL METHOD 653 ANALYSIS _ 14 100 -YEAR HYDROLOGY - JUNIPER AVE iM 1 1 CITY OF FONTANA Willdan i 0 FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS ODE = 8 .----- » >ADDITION OF SUBAREA TO MAINLINE PEA4,OW «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.546 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) _ .0970 1 SUBAREA AREA(ACRES) = 11.20 SUBAREA RUNOFF(CFS) = 34.77 EFFECTIVE AREA(ACRES) = 31.10 AVERAGED Fm(INCH/HR) = .097 TOTAL AREA(ACRES) = 31.10 I PEAK FLOW RATE(CFS) = 96.55 TC(MIN) = 14.62 1 * * * *, **************************************** * * * * * * * * * ** * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 3 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< 1 » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< _ _ DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.7 f UPSTREAM NODE ELEVATION(FEET) = 1508.00 DOWNSTREAM NODE ELEVATION(FEET) = 1489.00 FLOW LENGTH(FEET) = 800.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 96.55 TRAVEL TIME (MIN.) = .85 TC(MIN.) = 15.47 r **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 8 » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.428 SOIL CLASSIFICATION IS "A" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0970 r SUBAREA AREA(ACRES) = 11.77 SUBAREA RUNOFF(CFS) = 35.29 EFFECTIVE AREA(ACRES) = 42.87 AVERAGED Fm(INCH /HR) = .097 TOTAL AREA(ACRES) = 42.87 r PEAK FLOW RATE(CFS) = 128.54 TC(MIN) = 15.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< r 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.428 SOIL CLASSIFICATION IS "A" RESIDENTIAL -> 3 -4 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) = .5820 SUBAREA AREA(ACRES) = 10.73 SUBAREA RUNOFF(CFS) = 27.49 EFFECTIVE AREA(ACRES) = 53.60 AVERAGED Fm(INCH /HR) = .194 r TOTAL AREA(ACRES) = 53.60 PEAK FLOW RATE(CFS) = 156.03 TC(MIN) = 15.47 r r L i N HYDRAULIC CALCULATIONS r! 1 1 CITY OF FONTANA Willdan c "ll PROPOSED MAINLINE LINE "A" 0 Ni CITY OF FONTANA Willdan 0 FILE: SIERRAALT.WSW W S P G W - EDIT LISTING - Version 12.95 Date: 4- 4 -2003 Time: 2:33:33 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 3.500 CD 2 4 1 3.000 CD 3 4 1 1.500 CD 4 4 1 1.500 CD 5 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SIERRA STORM DRAIN HEADING LINE NO 2 IS - 42" MAINLINE (LINE "A") HEADING LINE NO 3 IS - 100 -YEAR W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * ASSUMED Y BELOW FINISED U/S DATA STATION INVERT SECT W S ELEV SURFACE. B &H TO MATCH 52664.850 1477.520 1 1483.500 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 53219.000 1487.650 1 .013 .000 .000 .000 2 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 53420.760 1488.457 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 53431.510 1488.500 1 .013 89.996 6.844 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 53475.290 1488.670 1 .013 .000 .000 .000 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 53486.040 1488.718 1 .013 89.996 -6.844 .000 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 53534.330 1488.910 1 .013 .000 .000 .000 0 ELEMENT NO 8 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 53540.090 1488.960 2 3 0 .013 8.340 .000 1489.680 .000 - 30.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 53619.000 1489.720 2 .013 .000 .000 .000 0 ELEMENT NO 10 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 53627.000 1490.800 5 3 5 .013 11.580 56.560 1490.100 1490.100 - 30.000 45.000 RADIUS ANGLE .000 .000 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N 53697.800 1495.880 5 .013 ELEMENT NO 12 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 53705.800 1496.000 5 3 3 .013 8.610 ELEMENT NO 13 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 53705.800 1496.000 5 * PAGE NO 3 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 27.270 1496.130 1496.130 - 45.000 30.000 RADIUS ANGLE .000 .000 W S ELEV 1496.000 FILE: SIERRAALT.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 1 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 2:33:37 SIERRA STORM DRAIN 42" MAINLINE (LINE "A ") 100 -YEAR +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /lSase Wtj INo Wth Station I Elev I (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINOrm Dp I "N" I X -Fall ZR IType Ch 52664.850 1477.520 5.980 1483.500 112.36 11.68 2.12 1485.62 .00 3.19 .00 3.500 .000 .00 1 .0 389.957 .0183 .0125 4.86 5.98 .00 2.42 .013 .00 .00 PIPE 53054.810 1484.649 3.862 1488.511 112.36 11.68 2.12 1490.63 .00 3.19 .00 3.500 .000 .00 1 .0 HYDRAULIC JUMP 53054.810 1484.649 2.525 1487.173 112.36 15.12 3.55 1490.72 .00 3.19 3.14 3.500 .000 .00 1 .0 59.797 .0183 .0160 .96 2.52 1.73 2.42 .013 .00 .00 PIPE 53114.610 1485.742 2.580 1488.322 112.36 14.78 3.39 1491.71 .00 3.19 3.08 3.500 .000 .00 1 .0 53.648 .0183 .0148 .80 2.58 1.66 2.42 .013 .00 .00 PIPE 53168.250 1486.722 2.703 1489.426 112.36 14.09 3.08 1492.51 .00 3.19 2.94 3.500 .000 .00 1 .0 29.141 .0183 .0134 .39 2.70 1.51 2.42 .013 .00 .00 PIPE 53197.390 1487.255 2.840 1490.095 112.36 13.43 2.80 1492.90 .00 3.19 2.74 3.500 .000 .00 1 .0 15.961 .0183 .0122 .19 2.84 1.35 2.42 .013 .00 .00 PIPE 53213.360 1487.547 2.997 1490.544 112.36 12.81 2.55 1493.09 .00 3.19 2.46 3.500 .000 .00 1 .0 5.645 .0183 .0112 .06 3.00 1.19 2.42 .013 .00 .00 PIPE 53219.000 1487.650 3.190 1490.840 112.36 12.21 2.32 1493.16 .00 3.19 1.99 3.500 .000 .00 1 .0 15.250 .0040 .0114 .17 3.19 1.00 3.50 .013 .00 .00 PIPE 53234.250 1487.711 3.500 1491.211 112.36 11.68 2.12 1493.33 .00 3.19 .00 3.500 .000 .00 1 .0 186.512 .0040 .0122 2.27 3.50 .00 3.50 .013 .00 .00 PIPE Mill FILE: SIERRAALT.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 2 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 2:33:37 SIERRA STORM DRAIN 42" MAINLINE (LINE "A ") 100 -YEAR Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CPS) (FPS) Head I Grd.El.1 Elev I Depth I Width jDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem. ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I ''N" I X -Fall ZR IType Ch 53420.760 1488.457 5.080 1493.537 112.36 11.68 2.12 1495.66 .00 3.19 .00 3.500 .000 .00 1 .0 10.750 .0040 .0125 .13 .00 .00 3.50 .013 .00 .00 PIPE 53431.510 1488.500 5.288 1493.788 112.36 11.68 2.12 1495.91 .00 3.19 .00 3.500 .000 .00 1 .0 43.777 .0039 .0125 .55 5.29 .00 3.50 .013 .00 .00 PIPE 53475.290 1488.670 5.664 1494.334 112.36 11.68 2.12 1496.45 .00 3.19 .00 3.500 .000 .00 1 .0 10.750 .0045 .0125 .13 .00 .00 3.50 .013 .00 .00 PIPE 53486.040 1488.718 5.867 1494.585 112.36 11.68 2.12 1496.70 .00 3.19 .00 3.500 .000 .00 1 .0 -I- -I- -I- -I -�- -�- -I- -I- -I- -I- -I- -I- -I- I- 48.289 .0040 -r %% it .0125 .60 5.87 .00 3.50 .013 .00 .00 PIPE 53534.330 1488.910 6.277 1495.187 112.36 11.68 2.12 1497.31 .00 3.19 .00 3.500 .000 .00 1 .0 JUNCT STR 0087 .0184 .11 6.28 .00 .013 .00 .00 PIPE 53540.090 1488.960 5.393 1494.353 104.02 14.72 3.36 1497.72 .00 2.91 .00 3.000 .000 .00 1 .0 78.910 .0096 / 14-T 0243 1.92 5.39 .00 3.00 .013 .00 .00 PIPE 53619.000 1489.720 6.552 1496.272 104.02 14.72 3.36 1499.64 .00 2.91 .00 3.000 .000 .00 1 .0 JUNCT STR 1350 .0247 .20 6.55 .00 .013 .00 .00 PIPE 53627.000 1490.800 7.710 1498.510 35.88 11.42 2.03 1500.54 .00 1.93 .00 2.000 .000 .00 1 .0 70.801 .0718 .0252 1.78 7.71 .00 1.11 .013 .00 .00 PIPE 53697.800 1495.880 4.411 1500.291 35.88 11.42 2.03 1502.32 .00 1.93 .00 2.000 .000 .00 1 .0 JUNCT STR .0150 %\ hD .0126 .10 4.41 .00 .013 .00 .00 PIPE � FILE: SIERRAALT.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 3 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 2:33:37 SIERRA STORM DRAIN 42" MAINLINE (LINE "A ") 100 -YEAR Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch -------------- - - - - -- WARNING - Junction Analysis - Large Lateral Flow(s)------------------ I 1 1 53705.800 1496.000 6.417 1502.417 .00 .00 .00 1502.42 .00 01 .00 2.000 .000 .00 1 .0 i PI PROPOSED LATERAL LATERAL "A" I C , CITY OF FONTANA Willdan 0 FILE: SIERRALATA.WSW W S P G W - EDIT LISTING - Version 12.95 Date: 4- 4 -2003 Time: 2:48:29 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SIERRA STORM DRAIN HEADING LINE NO 2 IS - 18" LATERAL (LATERAL "A ") HEADING LINE NO 3 IS - 100 -YEAR W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1001.750 1489.680 1 1495.187 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1009.170 1490.570 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1032.680 1493.390 1 .013 22.500 - 59.868 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1081.060 1499.190 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1098.730 1501.320 1 .013 22.500 - 44.996 .000 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1100.000 1501.540 1 .013 .000 .000 .000 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1100.000 1501.540 1 1501.540 FILE: SIERRALATA.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 1 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 2:48:33 SIERRA STORM DRAIN 18" LATERAL (LATERAL "A ") 100 -YEAR +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /1Base Wt1 INo Wth Station I Elev I (FT) 1 Elev i (CFS) 1 (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fa111 ZR IType Ch 1001.750 I I 1489.680 I 5.507 1495.187 I I 10.79 6.11 I .58 I 1495.77 .00 I I 1.26 .00 I I 1.500 I .000 .00 I 1 .0 7.420 .1199 .0106 .08 5.51 .00 .56 .013 .00 .00 PIPE 1009.170 I I 1490.570 I 4.695 1495.265 I I 10.79 6.11 I .58 I 1495.84 .00 I I 1.26 .00 I 1.500 I I .000 .00 I 1 .0 16.426 .1200 .0106 .17 .00 .00 .56 .013 .00 .00 PIPE 1025.596 I I 1492.540 I 2.964 1495.504 I I 10.79 6.11 I .58 I 1496.08 .00 I I 1.26 .00 I I 1.500 I .000 .00 I 1 .0 HYDRAULIC JUMP I_ 1025.596 I I 1492.540 i .577 1493.117 I I 10.79 17.21 I 4.60 I 1497.72 .60 i I 1.26 1.46 I I 1.500 I .000 .00 i 1 .0 7.084 .1200 .1071 .76 1.17 4.63 .56 .013 .00 .00 PIPE 1032.680 1493.390 .577 1493.967 10.79 17.21 4.60 1498.57 .00 1.26 1.46 1.500 .000 .00 1 i_ .0 16.355 .1199 .1022 1.67 .58 4.63 .56 .013 I .00 I .00 PIPE I 1049.035 I I 1495.351 I .592 I 1495.943 I 10.79 16.63 I 4.29 I 1500.24 .00 I I 1.26 1.47 I 1.500 .000 -I- .00 1 1- .0 -I- 12.964 -I- .1199 -I- -I- -I- -I- -I- .0914 -I- 1.18 -I- .59 -I- 4.41 -I- .56 -I- .013 I .00 I .00 PIPE I 1061.999 I I 1496.905 I .613 I 1497.518 I 10.79 15.86 I 3.90 I 1501.42 .00 I I 1.26 1.47 I 1.500 .000 .00 1 .0 8.370 .1199 .0802 .67 I .61 4.11 I .56 .013 I I .00 I .00 PIPE I 1070.368 I I 1497.908 I .636 I 1498.544 I 10.79 15.12 I 3.55 1502.09 .00 I 1.26 1.48 -I- 1.500 -I- .000 -I- .00 1 1- .0 -I- 6.064 -I- .1199 -I- -I- -I- -I- -I- .0705 -I- .43 I -1- .64 -I- 3.84 I .56 .013 I I .00 I .00 PIPE I 1076.433 I I 1498.635 I .659 I 1499.294 I 10.79 14.41 I 3.23 1502.52 .00 I 1.26 1.49 1.500 .000 -I- .00 1 1- .0 -I- 4.627 -I- .1199 -I- -I- -I- -I- -I- .0619 -I- .29 -I- .66 -I- 3.58 -i- .56 -I- .013 .00 .00 PIPE FILE: SIERRALATA.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 2 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 2:48:33 SIERRA STORM DRAIN 18" LATERAL (LATERAL "A ") 100 -YEAR ++**++•«+**** r ar**•+**+**++ w+* rt*• �*++** rr*+ r* r+• �**, r*•.*** t**• r*« r***, t* �+**«, t, r.:*« r+ �w* : + + *w * *�t.�r * * * *x +• +r.. + + : +. *•+ ,r +,t * + +•. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wti INo Wth Station I Elev (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ***** �«*« ICh Slope I I*. �****** I �+ �**.* I I�..+..,.*. I I I*****.«* � �**..* SF Avel I ** ,. ***,. I :..*,+**««. HF ISE I ** DpthlFroude � �** �I+.*..*, NINorm Dp �* Ir *w « * *. +I I "N" * * *� *� *I I X -Fall) * *•. * +.I ZR * * * ** IType Ch I,r *� + *« 1081.060 I I 1499.190 .684 I 1499.874 I I 10.79 13.74 I 2.93 I 1502.81 .39 I 1.26 I 1.49 I 1.500 I I .000 .00 I 1 .0 1.537 .1205 .0565 .09 1.07 3.34 .56 .013 .00 .00 PIPE 1082.597 I I 1499.375 .694 I 1500.069 I I 10.79 13.49 I 2._82 I 1502.89 .38 i I 1.26 1.50 I 1.500 I I .000 .00 I 1 .0 3.354 .1205 .0517 .17 1.07 3.25 .56 .013 .00 .00 I_ PIPE 1085.951 I I 1499.779 .720 I 1500.499 I I 10.79 12.86 I 2.57 I 1503.07 .34 I I 1.26 1.50 I 1.500 I I .000 .00 I 1 .0 2.751 .1205 .0455 .13 1.06 3.03 .56 .013 .00 .00 PIPE 1088.702 I I 1500.111 .747 I 1500.858 I I 10.79 12.26 i 2.33 I 1503.19 .31 I I 1.26 1.50 I 1.500 I I .000 .00 I 1 .0 2.277 .1205 .0401 .09 1.06 2.82 .56 .013 .00 I I .00 PIPE 1090.978 I I 1500.385 .776 I 1501.161 i I 10.79 11.69 I 2.12 I 1503.28 .28 I I 1.26 1.50 I 1.500 .000 .00 I 1 .0 I_ 1.911 .1205 .0353 .07 1.06 2.63 .56 .013 .00 I I .00 PIPE I 1092.890 I I 1500.616 .806 I 1501.422 I I 10.79 11.15 I 1.93 I 1503.35 .26 I I 1.26 1.50 I 1.500 .000 .00 1 .0 I_ 1.604 .1205 .0312 .05 1.06 2.44 .56 .013 I .00 I I .00 PIPE I 1094.494 I I 1500.809 .838 I 1501.647 I I 10.79 10.63 I 1.75 I 1503.40 .23 I I 1.26 1.49 1.500 .000 .00 1 .0 I_ 1.359 .1205 .0275 .04 1.07 2.27 .56 .013 I .00 I I .00 PIPE I 1095.852 I I 1500.973 I .871 1501.844 I I 10.79 10.13 I 1.59 I 1503.44 .21 I I 1.26 1.48 1.500 .000 .00 1 .0 I_ 1.142 .1205 .0243 .03 I 1.08 2.11 I I .56 .013 I .00 I I .00 PIPE i 1096.995 I I 1501.111 .906 I 1502.017 I I 10.79 9.66 I 1.45 1503.47 .19 1.26 1.47 1.500 .000 .00 1 .0 .947 .1205 .0215 .02 1.10 1.95 .56 .013 .00 .00 PIPE III ROSS!! FILE: SIERRALATA.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 3 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 2:48:33 SIERRA STORM DRAIN 18" LATERAL (LATERAL "A ") 100 -YEAR Invert Depth Water Q Vel Vel Energy I super ICriticallFlow ToplHeight /Base wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head Grd.El.] Elev I Depth I Width jDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1097.942 1501.225 .944 1502.169 10.79 9.21 1.32 1503.49 .17 1.26 1.45 1.500 .000 .00 1 .0 .788 .1205 .0191 .02 1.11 1.81 .56 .013 .00 .00 PIPE 1098.730 1501.320 .984 1502.304 10.79 8.78 1.20 1503.50 .00 1.26 1.43 1.500 .000 .00 1 .0 .146 .1733 .0176 .00 .98 1.67 .51 .013 .00 .00 PIPE 1098.875 1501.345 .997 1502.342 10.79 8.65 1.16 1503.50 .00 1.26 1.42 1.500 .000 .00 1 .0 .399 .1733 .0164 .01 1.00 1.62 .51 .013 .00 .00 PIPE 1099.274 1501.414 1.040 1502.454 10.79 8.25 1.06 1503.51 .00 1.26 1.38 1.500 .000 .00 1 .0 .309 .1733 .0146 .00 1.04 1.49 .51 .013 .00 .00 PIPE 1099.583 1501.468 1.087 1502.555 10.79 7.86 .96 1503.51 .00 1.26 1.34 1.500 .000 .00 1 .0 .226 .1733 .0130 .00 1.09 1.37 .51 .013 .00 .00 PIPE 1099.809 1501.507 1.138 1502.645 10.79 7.50 .87 1503.52 .00 1.26 1.28 1.500 .000 .00 1 .0 .138 .1733 .0117 .00 1.14 1.25 .51 .013 .00 .00 PIPE 1099.948 1501.531 1.195 1502.726 10.79 7.15 .79 1503.52 .00 1.26 1.21 1.500 .000 .00 1 .0 .052 .1733 .0106 .00 1.20 1.13 .51 .013 .00 .00 PIPE 1100.000 1501.540 1.260 1502.800 10.79 6.81 .72 1503.52 .00 1.26 1.10 1.500 .000 .00 1 .0 N Ils H Li i� i7 ; a: 0 C� PROPOSED LATERAL LATERAL "B" CITY OF FONTANA Willdan FILE: sierralatb.WSW W S P G W - EDIT LISTING - Version 12.95 Date: 4- 4 -2003 Time: 4:54: 8 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SIERRA STORM DRAIN HEADING LINE NO 2 IS - LATERAL "B" HEADING LINE NO 3 IS - 100 YEAR W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1001.750 1490.100 1 1496.270 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1009.200 1490.670 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1032.680 1492.480 1 .013 22.500 - 59.791 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1110.300 1498.490 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1115.120 1498.590 1 2 2 .013 4.290 1.220 1499.770 1499.770 90.000 90.000 RADIUS ANGLE .000 .000 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1300.820 1502.210 1 .013 .000 .000 .000 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1318.460 1502.550 1 .013 22.500 44.920 .000 0 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1319.470 1502.590 1 .013 .000 .000 .000 0 ELEMENT NO 9 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1319.470 1502.590 1 1502.590 tit 1w-41 wrIIIIIIIIIIiiiii M FILE: sierralatb.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 1 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 4:54:11 SIERRA STORM DRAIN LATERAL "B" 100 YEAR +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF (SE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1001.750 1490.100 6.170 1496.270 16.30 5.19 .42 1496.69 .00 1.46 .00 2.000 .000 .00 1 .0 7.450 .0765 .0052 .04 6.17 .00 .70 .013 .00 .00 PIPE 1009.200 1490.670 5.639 1496.309 16.30 5.19 .42 1496.73 .00 1.46 .00 2.000 .000 .00 1 .0 23.480 .0771 .0052 .12 .00 .00 .70 .013 .00 .00 PIPE 1032.680 1492.480 4.019 1496.499 16.30 5.19 .42 1496.92 .00 1.46 .00 2.000 .000 .00 1 .0 17.732 .0774 .0052 .09 4.02 .00 .69 .013 .00 .00 PIPE 1050.412 1493.853 2.737 1496.590 16.30 5.19 .42 1497.01 .00 1.46 .00 2.000 .000 .00 1 .0 HYDRAULIC JUMP 1050.412 1493.853 .743 1494.596 16.30 15.33 3.65 1498.25 .00 1.46 1.93 2.000 .000 .00 1 .0 8.667 .0774 .0580 .50 .74 3.64 .69 .013 .00 .00 PIPE 1059.080 1494.524 .756 1495.280 16.30 14,97 3.48 1498.76 .00 1.46 1.94 2.000 .000 .00 1 .0 11.698 .0774 .0527 .62 .76 3.52 .69 .013 .00 .00 PIPE 1070.778 1495.430 .783 1496.213 16.30 14.28 3.16 1499.38 .00 1.46 1.95 2.000 .000 .00 1 .0 8.292 .0774 .0462 .38 .78 3.29 .69 .013 .00 .00 PIPE 1079.070 1496.072 .812 1496.884 16.30 13.61 2.88 1499.76 .00 1.46 1.96 2.000 .000 .00 1 .0 6.311 .0774 .0406 .26 .81 3.07 .69 .013 .00 .00 PIPE 1085.381 1496.561 .841 1497.402 16.30 12.98 2.62 1500.02 .00 1.46 1.97 2.000 .000 .00 1 .0 4.946 .0774 .0356 .18 .84 2.87 .69 .013 .00 .00 PIPE „ [ 111 7 111111 1111 1 1 FILE: sierralatb.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 2 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 4:54:11 SIERRA STORM DRAIN LATERAL "B" 100 YEAR Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wti INo Wth Station I Elev (FT) Elev i (C I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I SIN" I X -Fal1I ZR IType Ch 1090.327 1496.943 .872 1497.816 16.30 12.37 2.38 1500.19 .00 1.46 1.98 2.000 .000 .00 1 .0 3.971 .0774 .0313 .12 .87 2.68 .69 .013 .00 .00 PIPE 1094.298 1497.251 .905 1498.156 16.30 11.80 2.16 1500.32 .00 1.46 1.99 2.000 .000 .00 1 .0 3.257 .0774 .0275 .09 .91 2.50 .69 .013 .00 .00 PIPE 1097.555 I I 1497.503 .939 I I 1498.442 I 16.30 11.25 I 1.96 I 1500.41 .00 I 1.46 I 2.00 I I 2.000 I .000 .00 I 1 .0 2.699 .0774 .0242 .07 .94 2.33 .69 .013 .00 .00 PIPE 1100.254 1497.712 .974 1498.686 16.30 10.73 1.79 1500.47 .00 1.46 2.00 2.000 .000 .00 1 .0 2.234 .0774 .0213 .05 .97 2.17 .69 .013 .00 .00 I_ PIPE 1102.489 I I 1497.885 I 1.011 I 1498.896 I 16.30 10.23 I 1.62 I 1500.52 .00 I 1.46 I 2.00 I I 2.000 I .000 .00 I 1 .0 1.852 .0774 .0188 .03 1.01 2.02 .69 .013 .00 .00 I_ PIPE 1104.341 I I 1498.029 I 1.050 I 1499.079 I 16.30 9.75 I 1.48 I 1500.55 .00 I I 1.46 2.00 I I 2.000 I .000 .00 I 1 .0 1.531 .0774 .0166 .03 1.05 1.88 .69 .013 .00 .00 PIPE 1105.872 1498.147 1.091 1499.238 16.30 9.30 1.34 1500.58 .00 1.46 1.99 2.000 .000 .00 1 .0 1.258 .0774 .0146 .02 1.09 1.75 .69 .013 .00 .00 I_ PIPE 1107.129 I I 1498.245 I 1.134 I 1499.379 I 16.30 8.86 I 1.22 I 1500.60 .00 I I 1.46 1.98 I I 2.000 I .000 .00 I 1 .0 1.021 .0774 .0129 .01 1.13 1.62 .69 .013 .00 .00 I_ PIPE 1108.151 1498.324 1.179 1499.503 16.30 8.45 1.11 1500.61 .00 1.46 1.97 2.000 .000 .00 1 .0 .785 .0774 .0114 .01 1.18 1.50 .69 .013 .00 .00 I_ PIPE I OWN FILE: sierralatb.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 3 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 4:54:11 SIERRA STORM DRAIN LATERAL "B" 100 YEAR +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow Top[Height /Base Wtj ENO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1108.936 1498.384 1.228 1499.613 16.30 8.06 1.01 1500.62 .00 1.46 1.95 2.000 .000 .00 1 .0 .604 .0774 .0101 .01 1.23 1.39 .69 .013 .00 .00 PIPE 1109.540 1498.431 1.279 1499.710 16.30 7.68 .92 1500.63 .00 1.46 1.92 2.000 .000 .00 1 .0 .428 .0774 .0090 .00 1.28 1.29 .69 .013 .00 .00 PIPE 1109.968 1498.464 1.333 1499.797 16.30 7.33 .83 1500.63 .00 1.46 1.89 2.000 .000 .00 1 .0 .256 .0774 .0080 .00 1.33 1.19 .69 .013 .00 .00 PIPE 1110.224 1498.484 1.391 1499.875 16.30 6.98 .76 1500.63 .00 1.46 1.84 2.000 .000 .00 1 .0 .076 .0774 / G �'� .0071 .00 1.39 1.09 .69 .013 .00 .00 PIPE 1110.300 1498.490 1.456 1499.946 16.30 6.65 .69 1500.63 .00 1.46 1.78 2.000 .000 .00 1 .0 JUNCT STR 0207 .0045 .02 1.46 1.00 .013 .00 .00 PIPE 1115.120 1498.590 2.171 1500.761 10.79 3.43 .18 1500.94 .00 1.18 .00 2.000 .000 .00 1 .0 9.908 .0195 .0023 .02 2.17 .00 .81 .013 .00 .00 PIPE 1125.028 1498.783 2.000 1500.783 10.79 3.43 .18 1500.97 .00 1.18 .00 2.000 .000 .00 1 .0 9.583 .0195 .0021 .02 2.00 .00 .81 .013 .00 .00 PIPE 1134.611 1498.970 1.814 1500.784 10.79 3.60 .20 1500.99 .00 1.18 1.16 2.000 .000 .00 1 .0 5.039 .0195 .0021 .01 1.81 .40 .81 .013 .00 .00 PIPE 1139.650 1499.068 1.706 1500.774 10.79 3.78 .22 1501.00 .00 1.18 1.42 2.000 .000 .00 1 .0 1.422 .0195 .0022 .00 1.71 .47 .81 .013 .00 .00 PIPE < h Oft FILE: sierralatb.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 4 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 4:54:11 SIERRA STORM DRAIN LATERAL "B" 100 YEAR +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem (Ch Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1141.072 1499.096 1.672 1500.768 10.79 3.85 .23 1501.00 .00 1.18 1.48 2.000 .000 .00 1 .0 HYDRAULIC JUMP 1141.072 1499.096 .806 1499.902 10.79 9.10 1.29 1501.19 .00 1.18 1.96 2.000 .000 .00 1 .0 6.641 .0195 .0195 .13 .81 2.06 .81 .013 .00 .00 PIPE 1147.713 1499.225 .806 1500.031 10.79 9.10 1.29 1501.32 .00 1.18 1.96 2.000 .000 .00 1 .0 75.941 .0195 .0192 1.46 .81 2.06 .81 .013 .00 .00 PIPE 1223.654 1500.706 .812 1501.518 10.79 9.00 1.26 1502.78 .00 1.18 1.96 2.000 .000 .00 1 .0 47.920 .0195 .0177 .85 .81 2.03 .81 .013 .00 .00 PIPE 1271.574 1501.640 .842 1502.482 10.79 8.58 1.14 1503.63 .00 1.18 1.97 2.000 .000 .00 1 .0 18.626 .0195 .0156 .29 .84 1.90 .81 .013 .00 .00 PIPE 1290.200 1502.003 .873 1502.876 10.79 8.18 1.04 1503.92 .00 1.18 1.98 2.000 .000 .00 1 .0 10.620 .0195 .0137 .15 .87 1.77 .81 .013 .00 .00 PIPE 1300.820 1502.210 .906 1503.116 10.79 7.80 .95 1504.06 .17 1.18 1.99 2.000 .000 .00 1 .0 6.578 .0193 .0121 .08 1.07 1.65 .81 .013 .00 .00 PIPE 1307.398 1502.337 .936 1503.273 10.79 7.48 .87 1504.14 .15 1.18 2.00 2.000 .000 .00 1 .0 5.138 .0193 .0107 .06 1.09 1.55 .81 .013 .00 .00 PIPE 1312.536 1502.436 .971 1503.407 10.79 7.13 .79 1504.20 .14 1.18 2.00 2.000 .000 .00 1 .0 3.532 .0193 .0094 .03 1.11 1.44 .81 .013 .00 .00 PIPE FILE: sierralatb.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 5 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 4:54:11 SIERRA STORM DRAIN LATERAL "B" 100 YEAR Invert Depth Water Q Vel Vel Energy I Super ICriticallFlow ToplHeight /Base wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1316.068 1502.504 1.008 1503.512 10.79 6.80 .72 1504.23 .13 1.18 2.00 2.000 .000 .00 1 .0 2.392 .0193 .0083 .02 1.14 1.34 .81 .013 .00 .00 PIPE 1318.460 1502.550 1.047 1503.597 10.79 6.48 .65 1504.25 .00 1.18 2.00 2.000 .000 .00 1 .0 .004 .0395 .0078 .00 1.05 1.25 .67 .013 .00 .00 PIPE 1318.464 1502.550 1.047 1503.597 10.79 6.48 .65 1504.25 .00 1.18 2.00 2.000 .000 .00 1 .0 .567 .0395 .0073 .00 1.05 1.25 .67 .013 .00 .00 PIPE 1319.031 1502.573 1.088 1503.661 10.79 6.18 .59 1504.25 .00 1.18 1.99 2.000 .000 .00 1 .0 .328 .0395 .0065 .00 1.09 1.16 .67 .013 .00 .00 PIPE 1319.359 1502.586 1.131 1503.717 10.79 5.89 .54 1504.26 .00 1.18 1.98 2.000 .000 .00 1 .0 .111 .0395 .0057 .00 1.13 1.08 .67 .013 .00 .00 PIPE 1319.470 1502.590 1.177 1503.767 10.79 5.61 .49 1504.26 .00 1.18 1.97 2.000 .000 .00 1 .0 0 PROPOSED LATERAL LATERAL "C" 'A CITY OF FONTANA Willdan f� FILE: sierralatc.WSW W S P G W - EDIT LISTING - Version 12.95 Date: 4- 4 -2003 Time: 5: 2: 2 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SIERRA STORM DRAIN HEADING LINE NO 2 IS - LATERAL "C" HEADING LINE NO 3 IS - 100 YEAR W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1001.750 1496.130 1 1500.291 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1003.900 1496.530 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1021.570 1499.870 1 .013 22.500 - 44.996 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1038.900 1503.150 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1038.900 1503.150 1 1503.150 n; FILE: sierralatc.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 1 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 5: 2: 6 SIERRA STORM DRAIN LATERAL "C" 100 YEAR +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch I I I I I I I I I I 1001.750 -I- 1496.130 -I- 4.161 -I- 1500.291 -I- 9.96 -I- 5.64 -I- .49 -I- 1500.78 .00 1.22 .00 1.500 i I .000 .00 I 1 .0 2.150 .1861 I I I I I .0090 I -I- .02 -I- 4.16 -I- .00 -I- .48 -I- .013 -I- .00 .00 1- PIPE 1003.900 1496.530 3.780 1500.310 9.96 5.64 .49 I 1500.80 .00 I 1.22 I .00 I 1.500 I I .000 .00 I 1 .0 4.866 .1890 .0090 .04 .00 .00 .48 .013 .00 .00 I_ PIPE 1008.766 I I 1497.450 I 2.925 1500.375 I I 9.96 5.64 I .49 I 1500.87 .00 I I 1.22 .00 I 1.500 I I .000 .00 I 1 .0 HYDRAULIC JUMP I_ 1008.766 I I 1497.450 .530 I 1497.980 I I 9.96 17.83 I 4.94 I 1502.92 .63 I 1.22 I 1.43 I 1.500 I I .000 .00 I 1 .0 4.779 .1890 .1174 .56 1.16 5.04 .48 .013 .00 I I .00 I_ PIPE 1013.546 I I 1498.353 I .549 1498.902 I I 9.96 16.98 I 4.48 I 1503.38 .58 I I 1.22 1.45 I 1.500 .000 .00 I 1 .0 4.489 .1890 .1028 .46 1.12 4.70 .48 .013 I .00 I I .00 I_ PIPE I 1018.035 I I 1499.202 I .569 I 1499.771 I 9.96 16.19 i 4.07 I 1503.84 .53 I I 1.22 1.46 1.500 .000 .00 1 I_ .0 3.535 .1890 .0902 .32 1.10 4.39 I .48 .013 I .00 I I .00 PIPE I 1021.570 I I 1499.870 I .590 1500.460 I I 9.96 15.44 I 3.70 I 1504.16 .00 I 1.22 1.47 1.500 .000 .00 1 .0 .488 .1893 .0833 .04 .59 4.10 I .48 .013 i .00 I I .00 PIPE I 1022.058 I I 1499.963 I .593 I 1500.556 I 9.96 15.31 I 3.64 I 1504.20 .00 I 1.22 1.47 1.500 .000 .00 1 I_ .0 2.760 .1893 .0773 .21 .59 4.05 I I .48 .013 .00 I I .00 PIPE 1 1024.819 I I 1500.485 I .615 I 1501.100 I 9.96 14.60 I 3.31 I 1504.41 .00 1.22 1.48 I 1.500 .000 .00 1 I_ .0 2.298 .1893 .0679 .16 .62 3.78 .48 .013 .00 .00 PIPE w: FILE: sierralatc.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 2 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 5: 2: 6 SIERRA STORM DRAIN LATERAL "C" 100 YEAR Invert Depth Water Q Vel Vel I Energy I Super ICriticaliFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTlor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch •**+* a** rle« r**+..* I*.+.* �r. l***+.*«+++ I. �* xt r r* �I«* r**.* I****+ rrl*+* �., r++ rl* r.*+** I++*, r**.* I* r *� * *,r *I * * * + * * *I *,r * *,r. *I * * * +* I * * * *+ *� 1027.116 1500.920 .637 1501.557 9.96 13.92 3.01 1504.57 .00 1.22 1.48 1.500 .000 .00 1 .0 1.925 .1893 .0596 .11 .64 3.53 .48 .013 .00 .00 PIPE 1029.041 1501.284 .661 1501.945 9.96 13.27 2.73 1504.68 .00 1.22 1.49 1.500 .000 .00 1 .0 1.641 .1893 .0524 .09 .66 3.29 .48 .013 .00 .00 PIPE 1030.682 1501.595 .685 1502.280 9.96 12.65 2.49 1504.77 .00 1.22 1.49 1.500 .000 .00 1 .0 1.397 .1893 .0461 .06 .69 3.07 .48 .013 .00 .00 PIPE 1032.079 1501.859 .711 1502.570 9.96 12.07 2.26 1504.83 .00 1.22 1.50 1.500 .000 .00 1 .0 1.200 .1893 .0405 .05 .71 2.86 .48 .013 .00 .00 PIPE 1033.279 1502.086 .738 1502.824 9.96 11.50 2.05 1504.88 .00 1.22 1.50 1.500 .000 .00 1 .0 1.034 .1893 .0357 .04 .74 2.67 .48 .013 .00 .00 PIPE 1034.313 1502.282 .766 1503.048 9.96 10.97 1.87 1504.92 .00 1.22 1.50 1.500 .000 .00 1 .0 .892 .1893 .0314 .03 .77 2.48 .48 .013 .00 .00 PIPE 1035.205 1502.451 .795 1503.246 9.96 10.46 1.70 1504.94 .00 1.22 1.50 1.500 .000 .00 1 .0 .758 .1893 .0277 .02 .80 2.31 .48 .013 .00 .00 PIPE 1035.963 1502.594 .827 1503.421 9.96 9.97 1.54 1504.97 .00 1.22 1.49 1.500 .000 .00 1 .0 .657 .1893 .0245 .02 .83 2.15 .48 .013 .00 .00 PIPE 1036.620 1502.719 .859 1503.578 9.96 9.51 1.40 1504.98 .00 1.22 1.48 1.500 .000 .00 1 .0 .552 .1893 .0216 .01 .86 1.99 .48 .013 .00 .00 PIPE M-44 6 FILE: sierralatc.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 3 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 5: 2: 6 SIERRA STORM DRAIN LATERAL "C" 100 YEAR * w+** � a��*, rr++ w* r* r�+ r+**++ r�r, r+ r+ �,.**«*** r+++ �* �r*++** rr* �*+*, r*+++*++« t*++, r+ w�:*t r** r, r+ r * *,r,. ++. * *,rrr * +,r * * *w * *xr *,t +,rte *r * *� * ** Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I SIN" I X -Fall ZR IType Ch ++«+* r*. �Ir r+ r+*t trlw�r�* r, r• I+++ �*. �+* I•, r***+*+.' �+*, r+ ��lr* r+* wrrl+* ��* t*+, tl+ r� *tr�lr + + + *� *�Ir,r,r *,r + *tl *t *,t ,r *,+I� * +,r ,t *•I *�,r +• Ir +r * « *+ 1037.173 1502.823 .894 1503.717 9.96 9.06 1.28 1504.99 .00 1.22 1.47 1.500 .000 .00 1 .0 .470 .1893 .0191 .01 .89 1.85 .48 .013 .00 .00 PIPE 1037.643 1502.912 .930 1503.842 9.96 8.64 1.16 1505.00 .00 1.22 1.46 1.500 .000 .00 1 .0 .386 .1893 .0170 .01 .93 1.71 .48 .013 .00 .00 PIPE 1038.029 1502.985 .969 1503.954 9.96 8.24 1.05 1505.01 .00 1.22 1.43 1.500 .000 .00 1 .0 .309 .1893 .0151 .00 .97 1.58 .48 .013 .00 .00 PIPE 1038.338 1503.044 1.011 1504.055 9.96 7.86 .96 1505.01 .00 1.22 1.41 1.500 .000 .00 1 .0 .240 .1893 .0134 .00 1.01 1.46 .48 .013 .00 .00 PIPE 1038.577 1503.089 1.056 1504.145 9.96 7.49 .87 1505.02 .00 1.22 1.37 1.500 .000 .00 1 .0 .176 .1893 .0120 .00 1.06 1.34 .48 .013 .00 .00 PIPE 1038.754 1503.122 1.104 1504.226 9.96 7.14 .79 1505.02 .00 1.22 1.32 1.500 .000 .00 1 .0 .112 .1893 .0107 .00 1.10 1.23 .48 .013 .00 .00 PIPE 1038.866 1503.144 1.156 1504.300 9.96 6.81 .72 1505.02 .00 1.22 1.26 1.500 _I_ .000 .00 1 .0 .034 .1893 .0097 .00 1.16 1.11 .48 .013 .00 .00 PIPE 1038.900 1503.150 1.216 1504.366 9.96 6.49 .65 1505.02 .00 1.22 1.17 1.500 .000 .00 1 .0 0 0 DI 0 0 PROPOSED LATERAL LATERAL "D" L CITY OF FONTANA Willdan FILE: sierralatd.WSW W S P G W - EDIT LISTING - Version 12.95 Date: 4- 4 -2003 Time: 5:26:30 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SIERRA STORM DRAIN HEADING LINE NO 2 IS - LATERAL 'D" HEADING LINE NO 3 IS - 100 YEAR W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1001.750 1496.130 1 1500.291 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1018.940 1497.180 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1066.070 1500.050 1 .013 45.000 60.008 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1114.000 1502.980 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1114.000 1502.980 1 1502.980 FILE: sierralatd.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 1 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 5:26:33 SIERRA STORM DRAIN LATERAL 'D" 100 YEAR +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev I (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I ( SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1001.750 1496.130 4.161 1500.291 27.36 15.48 3.72 1504.01 .00 1.49 .00 1.500 .000 .00 1 .0 17.190 .0611 .0678 1.17 4.16 .00 1.32 .013 .00 .00 PIPE 1018.940 1497.180 4.277 1501.457 27.36 15.48 3.72 1505.18 .00 1.49 .00 1.500 .000 .00 1 .0 47.130 .0609 .0678 3.20 .00 .00 1.32 .013 .00 .00 PIPE 1066.070 1500.050 5.212 1505.262 27.36 15.48 3.72 1508.98 .00 1.49 .00 1.500 .000 .00 1 .0 47.930 .0611 .0678 3.25 5.21 .00 1.32 .013 .00 .00 PIPE 1114.000 1502.980 5.534 1508.514 27.36 15.48 3.72 1512.24 .00 1.49 .00 1.500 .000 .00 1 .0 A C L PROPOSED LATERAL rl LATERAL "E" Nil p CITY OF FONTANA Willdan FILE: sierralate.WSW W S P G W - EDIT LISTING - Version 12.95 Date: 4- 4 -2003 Time: 5:19:55 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SIERRA STORM DRAIN HEADING LINE NO 2 IS - LATERAL "E" HEADING LINE NO 3 IS - 100 YEAR W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1001.750 1499.480 1 1501.270 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1010.390 1500.250 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1020.000 1501.120 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1028.060 1501.280 1 .013 22.500 20.525 .000 0 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1054.410 1501.800 1 1 0 .013 2.070 .000 1502.120 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1097.300 1502.740 1 .013 .000 .000 .000 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1097.300 1502.740 1 1502.740 WIN WIN iii FILE: sierralate.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 1 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 5:19:58 SIERRA STORM DRAIN LATERAL "E" 100 YEAR Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1001.750 1499.480 1.095 1500.575 24.56 13.94 3.02 1503.59 .00 1.75 1.99 2.000 .000 .00 1 .0 1.706 .0891 .0340 .06 1.10 2.61 .83 .013 .00 .00 PIPE 1003.456 1499.632 1.112 1500.744 24.56 13.68 2.91 1503.65 .00 1.75 1.99 2.000 .000 .00 1 .0 3.801 .0891 .0312 .12 1.11 2.54 .83 .013 .00 .00 PIPE 1007.257 1499.971 1.156 1501.127 24.56 13.04 2.64 1503.77 .00 1.75 1.98 2.000 .000 .00 1 .0 3.133 .0891 .0276 .09 1.16 2.35 .83 .013 .00 .00 PIPE 1010.390 1500.250 1.203 1501.453 24.56 12.44 2.40 1503.86 .00 1.75 1.96 2.000 .000 .00 1 .0 2.051 .0905 .0247 .05 1.20 2.18 .83 .013 .00 .00 PIPE 1012.440 1500.436 1.242 1501.678 24.56 11.98 2.23 1503.91 .00 1.75 1.94 2.000 .000 .00 1 .0 2.203 .0905 .0222 .05 1.24 2.05 .83 .013 .00 .00 PIPE 1014.643 1500.635 1.294 1501.929 24.56 11.42 2.03 1503.95 .00 1.75 1.91 2.000 .000 .00 1 .0 1.823 .0905 .0197 .04 1.29 1.90 .83 .013 .00 .00 PIPE 1016.467 1500.800 1.349 1502.149 24.56 10.89 1.84 1503.99 .00 1.75 1.87 2.000 .000 .00 1 .0 1.471 .0905 .0175 .03 1.35 1.75 .83 .013 .00 .00 PIPE 1017.938 1500.933 1.409 1502.342 24.56 10.38 1.67 1504.02 .00 1.75 1.82 2.000 .000 .00 1 .0 1.178 .0905 .0157 .02 1.41 1.61 .83 .013 .00 .00 PIPE 1019.115 1501.040 1.473 1502.513 24.56 9.90 1.52 1504.03 .00 1.75 1.76 2.000 .000 .00 1 .0 .885 .0905 .0140 .01 1.47 1.47 .83 .013 .00 .00 PIPE FILE: sierralate.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 2 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 5:19:58 SIERRA STORM DRAIN LATERAL "E" 100 YEAR Invert Depth Water ( Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /ISase WtI INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I SF Avel HF ISE DpthlFroude NINorm Dp I „N„ X -Fa11I ZR IType Ch I I I I I I I I I 1020.000 1501.120 1.544 1502.664 24.56 9.44 1.38 1504.05 .21 1.75 1.68 I 2.000 I I .000 .00 I 1 .0 2.803 .0199 .0131 .04 1.75 1.34 1.32 .013 .00 .00 PIPE 1022.803 -I- 1501.176 -I- 1.570 -I- 1502.746 -I- 24.56 -I- 9.28 -I- 1.34 1504.08 -I- .20 1.75 1.64 2.000 .000 .00 1 .0 5.257 .0199 -I- .0122 .06 -I- 1.77 -I- 1.29 -I- 1.32 -I- .013 -I- .00 .00 1- PIPE 1028.060 I I 1501.280 1.652 I I 1502.932 I 24.56 8.85 I 1.22 I 1504.15 .00 I 1.75 I 1.52 I 2.000 I I .000 .00 I 1 .0 JUNCT STR 0197 4 / 0145 .38 1.65 1.15 .013 .00 .00 PIPE 1054.410 1501.800 1.297 1503.097 22.49 10.43 1.69 1504.79 .00 1.69 1.91 2.000 .000 .00 1 .0 13.650 .0219 .0167 .23 1.30 1.73 1.20 I .013 .00 I I .00 I_ PIPE 1068.060 I I 1502.099 1.336 I I 1503.435 I 22.49 10.08 I 1.58 I 1505.01 .00 I 1.69 1.88 I 2.000 .000 .00 I 1 .0 12.398 .0219 .0151 .19 1.34 1.63 1.20 .013 .00 .00 PIPE 1080.457 1502.371 1.395 1503.766 22.49 9.61 1.43 1505.20 .00 1.69 1.84 2.000 .000 .00 1 .0 7.987 .0219 .0135 .11 1.40 1.50 1.20 I .013 I .00 I I .00 PIPE I 1088.444 I I 1502.546 1.458 I I 1504.004 I 22.49 9.16 I 1.30 I 1505.31 .00 I 1.69 -I- 1.78 -I- 2.000 -I- .000 -I- .00 1 .0 1- -I- 5.031 -I- .0219 -I- -I- -I- -I- -I- .0121 -I- .06 -I- 1.46 1.37 I 1.20 I .013 I .00 I I .00 PIPE I 1093.475 I I 1502.656 1.527 I I 1504.183 I 22.49 8.74 I 1.19 I 1505.37 .00 1.69 1.70 2.000 .000 .00 1 .0 2.875 .0219 .0109 .03 1.53 1.25 I 1.20 I .013 I .00 I I .00 PIPE I 1096.350 I I 1502.719 1.603 I I 1504.322 i 22.49 8.33 I 1.08 I 1505.40 _ .00 1.69 1.60 2.000 _I_ .000 .00 1 .0 .950 .0219 .0098 .01 1.60 1.13 1.20 .013 .00 .00 PIPE FILE: sierralate.WSW W S P G W - CIVILDESIGN Version 12.95 PAGE 3 n For: Willdan Engineers & Planers, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 5:19:58 SIERRA STORM DRAIN LATERAL "E" 100 YEAR *+.+*+** w* �«**, r•*• �•*+, t**+ wrw**, t**«.* r*++ * « «. * « + + *t * +r *,t + *w «,r�xr * * * *,+ wry:+**. �* �r•.., t, t*+•«•* r, r* ,r *� «r +• * * « * *x * * * *e «• «r,r��,t ** * * «,r * «r* Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /1Base Wti INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width 1Dia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I 'IN" I X -Fall) ZR IType Ch I I I I I I i I I I I I I 1097.300 1502.740 1.691 1504.431 22.49 7.94 .98 1505.41 .00 1.69 1.45 2.000 .000 .00 1 .0 _I_ _1_ _I_ _i_ _I_ _I_ _1_ hi C 8 PROPOSED LATERAL LATERAL "F" CITY OF FONTANA Willdan FILE: sierralatf.WSW W S P G W - EDIT LISTING - Version 12.95 Date: 4- 4 -2003 Time: 4:59:27 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.500 CD 2 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SIERRA STORM DRAIN HEADING LINE NO 2 IS - LATERAL "F" HEADING LINE NO 3 IS - 100 YEAR W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1001.750 1490.100 1 1496.270 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1019.590 1491.090 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1055.030 1493.080 1 .013 45.000 45.124 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1159.150 1498.910 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1163.570 1499.150 1 2 2 .013 4.380 23.900 1499.470 1499.470 90.000 45.000 RADIUS ANGLE .000 .000 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1323.110 1501.800 1 .013 .000 .000 .000 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1343.420 1502.140 1 .013 22.500 - 51.719 .000 0 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1349.500 1502.240 1 .013 .000 .000 .000 0 ELEMENT NO 9 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1349.500 1502.240 1 1502.240 FILE: sierralatf.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 1 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 4:59:30 SIERRA STORM DRAIN LATERAL "F" 100 YEAR Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI INO Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fa111 ZR IType Ch 1001.750 I I 1490.100 6.170 I 1496.270 I I 55.65 11.34 I 2.00 I 1498.27 .00 I 2.36 I .00 I 2.500 I I .000 .00 I 1 .0 17.840 .0555 .0184 .33 6.17 .00 1.36 .013 .00 .00 PIPE 1019.590 1491.090 5.508 1496.598 55.65 11.34 2.00 1498.59 .00 2.36 .00 2.500 .000 .00 1 .0 -I- 35.440 -I- .0562 -I- -I- -I- -I- -I- .0184 -I- .65 -I- .00 -I- .00 -I- 1.36 -I- .013 -I- .00 .00 1- PIPE 1055.030 I I 1493.080 4.453 I 1497.533 I I 55.65 11.34 I 2.00 I 1499.53 .00 I 2.36 I .00 I 2.500 I I .000 .00 I 1 .0 8.425 .0560 .0184 .16 4.45 .00 1.36 .013 .00 .00 PIPE 1063.455 I I 1493.552 4.135 I 1497.687 I I 55.65 11.34 I 2.00 I 1499.68 .00 I 2.36 I .00 I 2.500 I I .000 .00 I 1 .0 HYDRAULIC JUMP 1063.455 1493.552 1.474 1495.026 55.65 18.48 5.30 1500.33 .00 2.36 2.46 2.500 .000 .00 1 .0 21.131 .0560 .0411 .87 1.47 2.94 1.36 .013 .00 .00 PIPE 1084.586 1494.735 1.520 1496.255 55.65 17.81 4.92 1501.18 .00 2.36 2.44 2.500 .000 .00 1 .0 20.140 .0560 .0369 .74 1.52 2.77 1.36 .013 .00 .00 PIPE 1104.726 1495.863 1.583 1497.446 55.65 16.98 4.48 1501.92 .00 2.36 2.41 2.500 .000 .00 1 .0 I_ 14.612 .0560 .0327 .48 1.58 2.57 1.36 .013 .00 .00 PIPE 1119.338 1496.681 1.650 1498.331 55.65 16.19 4.07 1502.40 .00 2.36 2.37 2.500 .000 .00 1 .0 I_ 11.111 .0560 .0291 .32 1.65 2.37 1.36 I .013 I .00 I I .00 PIPE I 1130.449 I I 1497.303 1.721 I 1499.024 I I 55.65 15.43 I 3.70 I 1502.72 .00 I 2.36 2.32 2.500 .000 .00 1 .0 8.590 .0560 .0259 .22 1.72 2.18 1.36 .013 .00 .00 PIPE FILE: sierralatf.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 2 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 4:59:30 SIERRA STORM DRAIN LATERAL "F" 100 YEAR +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super (CriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1139.039 1497.784 1.799 1499.583 55.65 14.72 3.36 1502.95 .00 2.36 2.25 2.500 .000 .00 1 .0 6.789 .0560 .0232 .16 1.80 2.00 1.36 .013 .00 .00 PIPE 1145.828 1498.164 1.882 1500.046 55.65 14.03 3.06 1503.10 .00 2.36 2.16 2.500 .000 .00 1 .0 5.259 .0560 .0208 .11 1.88 1.82 1.36 .013 .00 .00 PIPE 1151.087 1498.458 1.975 1500.434 55.65 13.38 2.78 1503.21 .00 2.36 2.04 2.500 .000 .00 1 .0 4.029 .0560 .0188 .08 1.98 1.65 1.36 .013 .00 .00 PIPE 1155.116 1498.684 2.078 1500.762 55.65 12.76 2.53 1503.29 .00 2.36 1.87 2.500 .000 .00 1 .0 2.779 .0560 .0172 .05 2.08 1.47 1.36 .013 .00 .00 PIPE 1157.895 1498.840 2.200 1501.040 55.65 12.16 2.30 1503.34 .00 2.36 1.62 2.500 .000 .00 1 .0 -I- 1.255 -I- .0560 -I- C I1\ _ .I ki- Z /1 -I- -I- .0162 -I- .02 -I- 2.20 -I- 1.28 -I- 1.36 -I- .013 -I- .00 .00 1- PIPE 1159.150 1498.910 2.360 1501.270 55.65 11.59 2.09 1503.36 .00 2.36 1.15 2.500 .000 .00 1 .0 JUNCT STR 0543 .0102 .05 2.36 1.00 .013 .00 .00 PIPE 1163.570 1499.150 3.854 1503.004 27.37 5.58 .48 1503.49 .00 1.78 .00 2.500 .000 .00 1 .0 111.361 .0166 .0044 .49 3.85 .00 1.28 .013 .00 .00 PIPE 1274.931 1501.000 2.500 1503.500 27.37 5.58 .48 1503.98 .00 1.78 .00 2.500 .000 .00 1 .0 11.853 .0166 .0041 .05 2.50 .00 1.28 .013 .00 .00 PIPE 1286.784 1501.197 2.319 1503.516 27.37 5.76 .52 1504.03 .00 1.78 1.29 2.500 .000 .00 1 .0 HYDRAULIC JUMP FILE: sierralatf.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 3 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 4:59:30 SIERRA STORM DRAIN LATERAL "F" 100 YEAR Invert Depth Water Q ( Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd..El.I Elev I Depth I Width IDia. -FTIor I.D.1 ZL (Prs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1286.784 1501.197 1.349 1502.546 27.37 10.13 1.59 1504.14 .00 1.78 2.49 2.500 .000 .00 1 .0 18.169 .0166 .0133 .24 1.35 1.71 1.28 .013 .00 .00 PIPE 1304.953 1501.498 1.380 1502.879 27.37 9.85 1.51 1504.38 .00 1.78 2.49 2.500 .000 .00 1 .0 18.157 .0166 .0121 .22 1.38 1.64 1.28 .013 .00 .00 PIPE 1323.110 1501.800 1.435 1503.235 27.37 9.39 1.37 1504.60 .30 1.78 2.47 2.500 .000 .00 1 .0 5.376 .0167 .0110 .06 1.74 1.52 1.27 .013 .00 .00 PIPE 1328.486 1501.890 1.459 1503.349 27.37 9.20 1.31 1504.66 .29 1.78 2.46 2.500 .000 .00 1 .0 9.123 .0167 .0101 .09 1.75 1.48 1.27 .013 .00 .00 PIPE 1337.609 1502.043 1.518 1503.561 27.37 8.77 1.19 1504.76 .26 1.78 2.44 2.500 .000 .00 1 .0 5.811 .0167 .0090 .05 1.78 1.37 1.27 .013 .00 .00 PIPE 1343.420 1502.140 1.581 1503.721 27.37 8.36 1.09 1504.81 .00 1.78 2.41 2.500 .000 .00 1 .0 3.204 .0164 .0080 .03 1.58 1.26 1.28 .013 .00 .00 PIPE 1346.624 1502.193 1.635 1503.828 27.37 8.04 1.00 1504.83 .00 1.78 2.38 2.500 .000 .00 1 .0 2.198 .0164 .0072 .02 1.64 1.18 1.28 .013 .00 .00 PIPE 1348.823 1502.229 1.706 1503.935 27.37 7.67 .91 1504.85 .00 1.78 2.33 2.500 .000 .00 1 .0 .677 .0164 .0064 .00 1.71 1.09 1.28 .013 .00 .00 PIPE 1349.500 -I- 1502.240 -I- 1.783 -I- 1504.023 -I- 27.37 -I- 7.31 -I- .83 -I- 1504.85 -I- .00 -I- 1.78 -I- 2.26 -I- 2.500 -I- .000 -I- .00 1 .0 I- [Ti A PROPOSED LATERAL LATERAL "G" H30 0 CITY OF FONTANA Willdan FILE: sierralatg.WSW W S P G W - EDIT LISTING - Version 12.95 Date: 4- 4 -2003 Time: 5:24:33 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SIERRA STORM DRAIN HEADING LINE NO 2 IS - LATERAL "G" HEADING LINE NO 3 IS - 100 YEAR W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1001.000 1502.120 1 1503.097 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1016.110 1504.490 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1016.110 1504.490 1 1504.490 k° FILE: sierralatg.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 1 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 5:24:37 SIERRA STORM DRAIN LATERAL "G" 100 YEAR +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth ( Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I ( SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1001.000 1502.120 .246 1502.366 2.07 10.94 1.86 1504.22 .00 .54 1.11 1.500 .000 .00 1 .0 .974 .1568 .1110 .11 .25 4.67 .23 .013 .00 .00 PIPE 1001.974 1502.273 .248 1502.521 2.07 10.77 1.80 1504.32 .00 .54 1.11 1.500 .000 .00 1 .0 2.798 .1568 .1016 .28 .25 4.57 .23 .013 .00 .00 PIPE 1004.772 1502.711 .257 1502.969 2.07 10.26 1.64 1504.60 .00 .54 1.13 1.500 .000 .00 1 .0 2.066 .1568 .0887 .18 .26 4.28 .23 .013 .00 .00 PIPE 1006.838 1503.036 .265 1503.301 2.07 9.79 1.49 1504.79 .00 .54 1.14 1.500 .000 .00 1 .0 1.590 .1568 .0774 .12 .27 4.01 .23 .013 .00 .00 PIPE 1008.427 1503.285 .274 1503.559 2.07 9.33 1.35 1504.91 .00 .54 1.16 1.500 .000 .00 1 .0 1.267 .1568 .0677 .09 .27 3.76 .23 .013 .00 .00 PIPE 1009.694 1503.484 .284 1503.768 2.07 8.90 1.23 1505.00 .00 .54 1.18 1.500 .000 .00 1 .0 1.052 .1568 .0592 .06 .28 3.52 .23 .013 .00 .00 PIPE 1010.746 1503.649 .293 1503.942 2.07 8.48 1.12 1505.06 .00 .54 1.19 1.500 .000 .00 1 .0 .871 .1568 .0517 .04 .29 3.30 .23 .013 .00 .00 PIPE 1011.617 1503.785 .303 1504.088 2.07 8.09 1.02 1505.10 .00 .54 1.20 1.500 .000 .00 1 .0 .737 .1568 .0451 .03 .30 3.09 .23 .013 .00 .00 PIPE 1012.354 1503.901 .313 1504.214 2.07 7.71 .92 1505.14 .00 .54 1.22 1.500 .000 .00 1 .0 .621 .1568 .0395 .02 .31 2.90 .23 .013 .00 .00 PIPE FILE: sierralatg.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 2 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 5:24:37 SIERRA STORM DRAIN LATERAL "G" 100 YEAR +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL jPrs /Pip L /Elem lCh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1012.976 1503.998 .324 1504.322 2.07 7.35 .84 1505.16 .00 .54 1.23 1.500 .000 .00 1 .0 .534 .1568 .0345 .02 .32 2.71 .23 .013 .00 .00 PIPE 1013.510 1504.082 .335 1504.417 2.07 7.01 .76 1505.18 .00 .54 1.25 1.500 .000 .00 1 .0 .453 .1568 .0302 .01 .34 2.54 .23 .013 .00 .00 PIPE 1013.963 1504.153 .347 1504.500 2.07 6.68 .69 1505.19 .00 .54 1.27 1.500 .000 .00 1 .0 .399 .1568 .0264 .01 .35 2.38 .23 .013 .00 .00 PIPE 1014.362 1504.216 .358 1504.574 2.07 6.37 .63 1505.20 .00 .54 1.28 1.500 .000 .00 1 .0 .331 .1568 .0231 .01 .36 2.23 .23 .013 .00 .00 PIPE 1014.693 1504.268 .371 1504.639 2.07 6.08 .57 1505.21 .00 .54 1.29 1.500 .000 .00 1 .0 .286 .1568 .0202 .01 .37 2.09 .23 .013 .00 .00 PIPE 1014.980 1504.313 .384 1504.697 2.07 5.79 .52 1505.22 .00 .54 1.31 1.500 .000 .00 1 .0 .247 .1568 .0177 .00 .38 1.95 .23 .013 .00 .00 PIPE 1015.227 1504.351 .397 1504.748 2.07 5.52 .47 1505.22 .00 .54 1.32 1.500 .000 .00 1 .0 .206 .1568 .0154 .00 .40 1.83 .23 .013 .00 .00 PIPE 1015.432 1504.384 .411 1504.795 2.07 5.27 .43 1505.23 .00 .54 1.34 1.500 .000 .00 1 .0 .176 .1568 .0135 .00 .41 1.71 .23 .013 .00 .00 PIPE 1015.608 1504.411 .425 1504.836 2.07 5.02 .39 1505.23 .00 .54 1.35 1.500 .000 .00 1 .0 .142 .1568 .0118 .00 .43 1.60 .23 .013 .00 .00 PIPE FILE: sierralatg.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 3 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 5:24:37 SIERRA STORM DRAIN LATERAL "G" 100 YEAR +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticaliFlow ToplHeight/ Base WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1015.750 1504.433 .440 1504.874 2.07 4.79 .36 1505.23 .00 .54 1.37 1.500 .000 .00 1 .0 .119 .1568 .0104 .00 .44 1.50 .23 .013 .00 .00 PIPE 1015.869 1504.452 .455 1504.907 2.07 4.57 .32 1505.23 .00 .54 1.38 1.500 .000 .00 1 .0 .091 .1568 .0091 .00 .46 1.40 .23 .013 .00 .00 PIPE 1015.959 1504.466 .471 1504.937 2.07 4.35 .29 1505.23 .00 .54 1.39 1.500 .000 .00 1 .0 .065 .1568 .0079 .00 .47 1.31 .23 .013 .00 .00 PIPE 1016.025 1504.477 .488 1504.965 2.07 4.15 .27 1505.23 .00 .54 1.41 1.500 .000 .00 1 .0 .049 .1568 .0070 .00 .49 1.23 .23 .013 .00 .00 PIPE 1016.074 1504.484 .505 1504.989 2.07 3.96 .24 1505.23 .00 .54 1.42 1.500 .000 .00 1 .0 .027 .1568 .0061 .00 .51 1.15 .23 .013 .00 .00 PIPE 1016.101 1504.489 .523 1505.012 2.07 3.77 .22 1505.23 .00 .54 1.43 1.500 .000 .00 1 .0 .009 .1568 .0053 .00 .52 1.07 .23 .013 .00 .00 PIPE 1016.110 1504.490 .543 1505.033 2.07 3.59 .20 1505.23 .00 .54 1.44 1.500 .000 .00 1 .0 H 0 L PROPOSED LATERAL LATERAL "H" u CITY OF FONTANA Willdan FILE: sierralath.WSW W S P G W - EDIT LISTING - Version 12.95 Date: 4- 4 -2003 Time: 5:29:27 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SIERRA STORM DRAIN HEADING LINE NO 2 IS - LATERAL "Hl- HEADING LINE NO 3 IS - 100 YEAR W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1001.750 1499.770 1 1499.940 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1025.630 1504.620 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1025.630 1504.620 1 1504.620 ;,. FILE: sierralath.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 1 For: willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 5:29:30 SIERRA STORM DRAIN LATERAL "H" 100 YEAR +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I SIN" I X -Fa11I ZR IType Ch 1001.750 I I 1499.770 .328 I 1500.098 I I 4.29 15.02 I 3.50 I 1503.60 .00 I .79 I 1.24 I 1.500 I I .000 .00 I 1 .0 .754 .2031 .1500 .11 .33 5.51 .31 .013 .00 .00 PIPE 1002.504 1499.923 .329 1500.252 4.29 14.89 3.44 1503.70 .00 .79 1.24 1.500 .000 .00 1 .0 4.693 .2031 .1389 .65 .33 5.45 .31 .013 .00 .00 PIPE 1007.197 I I 1500.877 .341 I 1501.218 I I 4.29 14.20 I 3.13 I 1504.35 .00 I .79 I 1.26 I 1.500 I I .000 .00 I 1 .0 3.353 .2031 .1215 .41 .34 5.11 .31 .013 .00 .00 PIPE 1010.551 1501.558 .352 1501.910 4.29 13.54 2.85 1504.76 .00 .79 1.27 1.500 .000 .00 1 .0 2.545 .2031 .1061 .27 .35 4.78 .31 .013 .00 .00 PIPE 1013.096 1502.075 .364 1502.439 4.29 12.91 2.59 1505.03 .00 .79 1.29 1.500 .000 .00 1 .0 2.016 .2031 .0928 .19 .36 4.48 .31 .013 .00 .00 PIPE 1015.112 1502.484 .377 1502.861 4.29 12.31 2.35 1505.21 .00 .79 1.30 1.500 .000 .00 1 .0 1.649 .2031 .0812 .13 .38 4.19 .31 .013 .00 .00 PIPE 1016.761 1502.819 .390 1503.209 4.29 11.74 2.14 1505.35 .00 .79 1.32 1.500 .000 .00 1 .0 I_ 1.374 .2031 .0710 .10 .39 3.92 .31 .013 .00 .00 PIPE 1018.135 1503.098 .403 1503.501 4.29 11.19 1.94 1505.45 .00 .79 1.33 1.500 .000 .00 1 .0 I_ 1.155 .2031 .0621 .07 .40 3.67 I I .31 .013 I .00 I I .00 PIPE I 1019.289 I I 1503.332 .417 I I 1503.750 I 4.29 10.67 I 1.77 I 1505.52 .00 .79 1.34 1.500 .000 .00 1 .0 .980 .2031 .0544 .05 .42 3.44 .31 .013 .00 .00 PIPE FILE: sierralath.WSW W S P G W - CIVILDESIGN Version 12.95 PAGE 2 For: Willdan Engineers n & Planers, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 5:29:30 SIERRA STORM DRAIN LATERAL "H" 100 YEAR +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wt) INo Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTjor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1020.269 1503.531 .432 1503.964 4.29 10.17 1.61 1505.57 .00 .79 1.36 1.500 .000 .00 1 .0 .843 .2031 .0476 .04 .43 3.22 .31 .013 .00 .00 PIPE 1021.112 1503.703 .447 1504.150 4.29 9.70 1.46 1505.61 .00 .79 1.37 1.500 .000 .00 1 .0 .724 .2031 .0417 .03 .45 3.01 .31 .013 .00 .00 PIPE 1021.836 1503.850 .463 1504.313 4.29 9.25 1.33 1505.64 .00 .79 1.39 1.500 .000 .00 1 .0 .629 .2031 .0365 .02 .46 2.82 .31 .013 .00 .00 PIPE 1022.465 1503.977 .479 1504.456 4.29 8.82 1.21 1505.66 .00 .79 1.40 1.500 .000 .00 1 .0 .542 .2031 .0320 .02 .48 2.63 .31 .013 .00 .00 PIPE 1023.007 1504.087 .496 1504.583 4.29 8.41 1.10 1505.68 .00 .79 1.41 1.500 .000 .00 1 .0 .473 .2031 .0280 .01 .50 2.46 .31 .013 .00 .00 PIPE 1023.479 1504.183 .513 1504.697 4.29 8.02 1.00 1505.69 .00 .79 1.42 1.500 .000 .00 1 .0 .402 .2031 .0245 .01 .51 2.30 .31 .013 .00 .00 PIPE 1023.881 1504.265 .532 1504.797 4.29 7.64 .91 1505.70 .00 .79 1.44 1.500 .000 .00 1 .0 .349 .2031 .0215 .01 .53 2.15 .31 .013 .00 .00 PIPE 1024.230 1504.336 .551 1504.887 4.29 7.29 .82 1505.71 .00 .79 1.45 1.500 .000 .00 1 .0 .304 .2031 .0189 .01 .55 2.01 .31 .013 .00 .00 PIPE 1024.534 1504.398 .570 1504.968 4.29 6.95 .75 1505.72 .00 .79 1.46 1.500 .000 .00 1 .0 .253 .2031 .0165 .00 .57 1.88 .31 .013 .00 .00 PIPE o� k . FILE: sierralath.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 3 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 5:29:30 SIERRA STORM DRAIN LATERAL "H" 100 YEAR +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth Water Q Vel Vel I Energy I Super ICriticaliFlow ToplHeight/ Base WtI INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. - FTlor I.D.1 ZL jPrs /Pip L /Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1024.787 1504.449 .591 1505.040 4.29 6.62 .68 1505.72 .00 .79 1.47 1.500 .000 .00 1 .0 .217 .2031 .0145 .00 .59 1.76 .31 .013 .00 .00 PIPE 1025.004 1504.493 .612 1505.105 4.29 6.32 .62 1505.72 .00 .79 1.47 1.500 .000 .00 1 .0 .175 .2031 .0127 .00 .61 1.64 .31 .013 .00 .00 PIPE 1025.179 1504.528 .635 1505.164 4.29 6.02 .56 1505.73 .00 .79 1.48 1.500 .000 .00 1 .0 .147 .2031 .0112 .00 .64 1.53 .31 .013 .00 .00 PIPE 1025.326 1504.558 .658 1505.216 4.29 5.74 .51 1505.73 .00 .79 1.49 1.500 .000 .00 1 .0 .111 .2031 .0098 .00 .66 1.43 .31 .013 .00 .00 PIPE 1025.438 1504.581 .683 1505.264 4.29 5.47 .47 1505.73 .00 .79 1.49 1.500 .000 .00 1 .0 .089 .2031 .0087 .00 .68 1.33 .31 .013 .00 .00 PIPE 1025.526 1504.599 .708 1505.307 4.29 5.22 .42 1505.73 .00 .79 1.50 1.500 .000 .00 1 .0 .059 .2031 .0076 .00 .71 1.24 .31 .013 .00 .00 PIPE 1025.585 1504.611 .735 1505.346 4.29 4.98 .38 1505.73 .00 .79 1.50 1.500 .000 .00 1 .0 .036 .2031 .0067 .00 .74 1.16 .31 .013 .00 .00 PIPE 1025.621 1504.618 .763 1505.381 4,29 4.75 35 1505.73 .00 .79 1.50 1.500 .000 .00 1 .0 .009 .2031 .0059 .00 .76 1.08 .31 .013 .00 .00 PIPE 1025.630 1504.620 .794 1505.414 4.29 4.52 .32 1505.73 .00 .79 1.50 1.500 .000 .00 1 .0 r� N. - - FlIf C PROPOSED LATERAL LATERAL "I" Willdan CITY OF FONTANA FILE: sierralati.WSW W S P G W - EDIT LISTING - Version 12.95 Date: 4- 4 -2003 Time: 5:10:25 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SIERRA STORM DRAIN HEADING LINE NO 2 IS - LATERAL "I" HEADING LINE NO 3 IS - 100 YEAR W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1001.750 1499.480 1 1501.270 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1033.000 1502.300 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1033.000 1502.300 1 1502.300 I IF IN Maw FILE: sierralati.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 1 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 5:10:28 SIERRA STORM DRAIN LATERAL " I .. 100 YEAR Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev ( (CFS) (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1001.750 1499.480 1.790 1501.270 4.78 2.70 .11 1501.38 .00 .84 .00 1.500 .000 .00 1 .0 2.824 .0902 .0021 .01 1.79 .00 .39 .013 .00 .00 PIPE 1004.574 1499.735 1.541 1501.276 4.78 2.70 .11 1501.39 .00 .84 .00 1.500 .000 .00 1 .0 HYDRAULIC JUMP 1004.574 1499.735 .424 1500.159 4.78 11.64 2.10 1502.26 .00 .84 1.35 1.500 .000 .00 1 .0 6.495 .0902 .0636 .41 .42 3.72 .39 .013 .00 .00 PIPE 1011.069 1500.321 .439 1500.760 4.78 11.08 1.91 1502.67 .00 .84 1.37 1.500 .000 .00 1 .0 4.556 .0902 .0555 .25 .44 3.47 .39 .013 .00 .00 PIPE 1015.625 1500.732 .454 1501.186 4.78 10.57 1.73 1502.92 .00 .84 1.38 1.500 .000 .00 1 .0 3.397 .0902 .0486 .17 .45 3.25 .39 .013 .00 .00 PIPE 1019.022 1501.039 .470 1501.509 4.78 10.07 1.58 1503.08 .00 .84 1.39 1.500 .000 .00 1 .0 2.647 .0902 .0426 .11 .47 3.04 .39 .013 .00 .00 PIPE 1021.669 1501.278 .487 1501.765 4.78 9.60 1.43 1503.20 .00 .84 1.40 1.500 .000 .00 1 .0 2.138 .0902 .0373 .08 .49 2.84 .39 .013 .00 .00 PIPE 1023.807 1501.471 .504 1501.975 4.78 9.16 1.30 1503.28 .00 .84 1.42 1.500 .000 .00 1 .0 1.744 .0902 .0327 .06 .50 2.66 .39 .013 .00 .00 PIPE 1025.551 1501.628 .522 1502.150 4.78 8.73 1.18 1503.33 .00 .84 1.43 1.500 .000 .00 1 .0 1.454 .0902 .0286 .04 .52 2.49 .39 .013 .00 .00 PIPE FILE: sierralati.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 2 For: willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 5:10:28 SIERRA STORM DRAIN LATERAL "I" 100 YEAR +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert Depth water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1027.005 1501.759 .540 1502.299 4.78 8.33 1.08 1503.38 .00 .84 1.44 1.500 .000 .00 1 .0 1.195 .0902 .0251 .03 .54 2.32 .39 .013 .00 .00 PIPE 1028.200 1501.867 .560 1502.427 4.78 7.94 .98 1503.41 .00 .84 1.45 1.500 .000 .00 1 .0 1.010 .0902 .0220 .02 .56 2.17 .39 .013 .00 .00 PIPE 1029.211 1501.958 .580 1502.538 4.78 7.57 .89 1503.43 .00 .84 1.46 1.500 .000 .00 1 .0 .844 .0902 .0193 .02 .58 2.03 .39 .013 .00 .00 PIPE 1030.055 1502.034 .601 1502.635 4.78 7.22 .81 1503.44 .00 .84 1.47 1.500 .000 .00 1 .0 .703 .0902 .0169 .01 .60 1.89 .39 .013 .00 .00 PIPE 1030.757 1502.098 .623 1502.721 4.78 6.88 .74 1503.46 .00 .84 1.48 1.500 .000 .00 1 .0 .582 .0902 .0149 .01 .62 1.77 .39 .013 .00 .00 PIPE 1031.339 1502.150 .646 1502.796 4.78 6.56 .67 1503.46 .00 .84 1.49 1.500 .000 .00 1 .0 .476 .0902 .0131 .01 .65 1.65 .39 .013 .00 .00 PIPE 1031.815 1502.193 .670 1502.863 4.78 6.25 .61 1503.47 .00 .84 1.49 1.500 .000 .00 1 .0 .384 .0902 .0115 .00 .67 1.54 .39 .013 .00 .00 PIPE 1032.199 1502.228 .695 1502.923 4.78 5.96 .55 1503.48 .00 .84 1.50 1.500 .000 .00 1 .0 .302 .0902 .0101 .00 .70 1.44 .39 .013 .00 .00 PIPE 1032.501 1502.255 .721 1502.976 4.78 5.69 .50 1503.48 .00 .84 1.50 1.500 .000 .00 1 .0 .229 .0902 .0089 .00 .72 1.34 .39 .013 .00 .00 PIPE FILE: sierralati.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 3 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 5:10:28 SIERRA STORM DRAIN LATERAL "I" 100 YEAR Invert Depth Water Q Vel Vel I Energy I Super ICriticaliFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL jPrs /Pip L /Elem ICh Slope I I I SF Avel HF SSE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1032.730 1502.276 .748 1503.024 4.78 5.42 .46 1503.48 .00 .84 1.50 1.500 .000 .00 1 .0 .152 .0902 .0078 .00 .75 1.25 .39 .013 .00 .00 PIPE 1032.882 1502.289 .777 1503.067 4.78 5.17 .41 1503.48 .00 .84 1.50 1.500 .000 .00 1 .0 .093 .0902 .0069 .00 .78 1.16 .39 .013 .00 .00 PIPE 1032.975 1502.298 .807 1503.105 4.78 4.93 .38 1503.48 .00 .84 1.50 1.500 .000 .00 1 .0 .025 .0902 .0061 .00 .81 1.08 .39 .013 .00 .00 PIPE 1033.000 1502.300 .840 1503.140 4.78 4.69 .34 1503.48 .00 .84 1.49 1.500 .000 .00 1 .0 L H E PROPOSED LATERAL LATERAL "J" CITY OF FONTANA Willdan FILE: sierralatj.WSW W S P G W - EDIT LISTING - Version 12.95 Date: 4- 4 -2003 Time: 5:32:29 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SIERRA STORM DRAIN HEADING LINE NO 2 IS - LATERAL "J" HEADING LINE NO 3 IS - 100 YEAR W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1001.750 1499.770 1 1499.940 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1034.370 1502.930 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1034.370 1502.930 1 1502.930 FILE: sierralatj.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 1 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 5:32:33 SIERRA STORM DRAIN LATERAL "J" 100 YEAR Invert Depth Water Q Vel Vel I Energy I Super (CriticalIFlow ToplHeight/ Base Wtj ENO Wth Station Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1001.750 1499.770 .386 1500.156 4.29 11.93 2.21 1502.36 .00 .79 1.31 1.500 .000 .00 1 .0 3.306 .0969 .0776 .26 .39 4.01 .37 .013 .00 .00 PIPE 1005.056 1500.090 .390 1500.480 4.29 11.74 2.14 1502.62 .00 .79 1.32 1.500 .000 .00 1 .0 7.024 .0969 .0710 .50 .39 3.92 .37 .013 .00 .00 PIPE 1012.080 1500.771 .403 1501.174 4.29 11.19 1.94 1503.12 .00 .79 1.33 1.500 .000 .00 1 .0 4.685 .0969 .0621 .29 .40 3.67 .37 .013 .00 .00 PIPE 1016.765 1501.225 .417 1501.642 4.29 10.67 1.77 1503.41 .00 .79 1.34 1.500 .000 .00 1 .0 3.430 .0969 .0544 .19 .42 3.44 .37 .013 .00 .00 PIPE 1020.194 1501.557 .432 1501.989 4.29 10.17 1.61 1503.60 .00 .79 1.36 1.500 .000 .00 1 .0 2.662 .0969 .0476 .13 .43 3.22 .37 .013 .00 .00 PIPE 1022.856 1501.815 .447 1502.262 4.29 9.70 1.46 1503.72 .00 .79 1.37 1.500 .000 .00 1 .0 2.117 .0969 .0417 .09 .45 3.01 .37 .013 .00 .00 PIPE 1024.973 1502.020 .463 1502.483 4.29 9.25 1.33 1503.81 .00 .79 1.39 1.500 .000 .00 1 .0 1.735 .0969 .0365 .06 .46 2.82 .37 .013 .00 .00 PIPE 1026.708 1502.188 .479 1502.667 4.29 8.82 1.21 1503.87 .00 .79 1.40 1.500 .000 .00 1 .0 1.429 .0969 .0320 .05 .48 2.63 .37 .013 .00 .00 PIPE 1028.138 1502.326 .496 1502.823 4.29 8.41 1.10 1503.92 .00 .79 1.41 1.500 .000 .00 1 .0 1.202 .0969 .0280 .03 .50 2.46 .37 .013 .00 .00 PIPE ,. A FILE: sierralatj.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 2 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 5:32:33 SIERRA STORM DRAIN LATERAL "J" 100 YEAR + x++++ xxxxx++ xxxxxxx++++++ xxxx+++ x+ xxxxx+++ xxxxx++ xxxxx+ xxxxxxxxx+ x+ xxxxxxxxxx++ xxxxxxx++ xxxxxxxx +xxxxx + +xxxx +xxxxx + + + +xxx xxxxxxxx Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase WtI INO Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem x++++ xxx+ ICh Slope I Ixxxxxxx+ xlxxxxxxxxl++ I xxxxxx+ Ixxxxx+ xxxlxx++ xxxlxx+ SF Avel xx+ xlxxxx+ HF ISE DpthIFroude x+ x+ Ixxxxxx+ NINorm Dp Ixxxxxx++ Ixxxxx + +xlxxxx I "N" + + +Ixxxx I X -Fall + + +Ixx ZR + ++ IType Ch I + + xxx ++ 1029.340 -I- 1502.443 -I- .513 -I- 1502.956 -I- 4.29 -I- 8.02 -i- 1.00 1503.95 .00 .79 1.42 1.500 .000 .00 1 .0 .991 .0969 I I -I- .0245 -I- .02 -I- .51 -I- 2.30 -I- .37 -I- .013 -I- .00 .00 1- PIPE 1030.331 I I 1502.539 .532 1503.071 I 4.29 7.64 I .91 I 1503.98 .00 I .79 I 1.44 I 1.500 I I .000 .00 I 1 .0 .842 .0969 .0215 .02 .53 2.15 .37 .013 .00 .00 PIPE 1031.173 I I 1502.620 .551 i 1503.172 I I 4.29 7.29 I .82 I 1504.00 .00 I .79 I 1.45 I 1.500 I I .000 .00 I 1 .0 .717 .0969 .0189 .01 .55 2.01 .37 .013 .00 .00 PIPE 1031.891 1502.690 .570 1503.260 4.29 6.95 .75 1504.01 .00 .79 1.46 1.500 .000 .00 1 .0 .587 .0969 .0165 .01 .57 1.88 .37 .013 .00 .00 PIPE 1032.478 I I 1502.747 .591 I 1503.338 I I 4.29 6.62 I .68 I 1504.02 .00 I I .79 1.47 I I 1.500 I .000 .00 I 1 .0 .497 .0969 .0145 .01 .59 1.76 .37 .013 .00 I .00 PIPE 1032.975 I I 1502.795 .612 I 1503.407 I I 4.29 6.32 I .62 I 1504.03 .00 I I .79 1.47 I i 1.500 .000 .00 I 1 .0 .396 .0969 .0127 .01 .61 1.64 I .37 .013 I I .00 I .00 PIPE I 1033.371 I I 1502.833 .635 I 1503.469 I I 4.29 6.02 I .56 I 1504.03 .00 I .79 1.48 1.500 .000 .00 1 .0 .329 .0969 .0112 .00 .64 1.53 .37 .013 .00 .00 PIPE 1033.700 1502.865 .658 1503.523 4.29 5.74 .51 1504.04 .00 .79 -I- 1.49 -I- 1.500 -I- .000 -I- .00 1 .0 1- -I- .248 -I- .0969 -I- -I- -I- -I- -I- .0098 -I- .00 -I- .66 1.43 I I .37 .013 I I .00 I .00 PIPE I 1033.948 I I 1502.889 .683 I 1503.572 I I 4.29 5.47 I .47 I 1504.04 .00 .79 1.49 1.500 .000 .00 1 .0 .196 .0969 .0087 .00 .68 1.33 .37 .013 .00 .00 PIPE K FILE: sierralatj.WSW W S P G W - CIVILDESIGN Version 12.95 PAGE 3 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 4- 4 -2003 Time: 5:32:33 SIERRA STORM DRAIN LATERAL "J" 100 YEAR + x+++ xxx+++ xxxxx++ xxxxxxxx+++ xxx+++++ xxxx++ xx++++ x+ xxxxx+ x+++ xxx++++ xxxxxxx++ xxxxx+++ xxxx++ + +xxxxx +xxxxxx + + +xxxxxx + + + + + +xx x +xxx +xx Invert Depth Water Q Vel Vel Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station Elev (FT) ( Elev (CFS) I (FPS) Head Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR I Type Ch xxxxx+ xxxlx+ xxxx+ xxl+++ xxxx+ I+ xx++ xxxxl++++ xx+ x+ Ixxxxx+ xlxxxx+ xxlxxxx+++ xx�xx+++++ Ixxx++ xxxlx + + +xxx +I +xxxxx +I + + +xxxxl + +xx+ Ixxx + + +x 1034.144 1502.908 .708 1503.616 4.29 5.22 .42 1504.04 .00 .79 1.50 1.500 .000 .00 1 .0 .128 .0969 .0076 .00 .71 1.24 .37 .013 .00 .00 PIPE 1034.272 1502.921 .735 1503.656 4.29 4.98 .38 1504.04 .00 .79 1.50 1.500 .000 .00 1 .0 .077 .0969 .0067 .00 .74 1.16 .37 .013 .00 .00 PIPE 1034.350 1502.928 .763 1503.691 4.29 4.75 .35 1504.04 .00 .79 1.50 1.500 .000 .00 1 .0 .020 .0969 .0059 .00 .76 1.08 .37 .013 .00 .00 PIPE 1034.370 1502.930 .794 1503.724 4.29 4.52 .32 1504.04 .00 .79 1.50 1.500 .000 .00 1 .0 FILE: JUNIPPERLINEC.WSW W S P G W - EDIT LISTING - Version 12.95 Date: 2 -19 -2003 Time: 2:50:45 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SOUTH HIGHLAND AVE /JUNIPER AVE HEADING LINE NO 2 IS - LINE 'C" HEADING LINE NO 3 IS - 100- YEAR W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1002.170 1501.220 1 1503.220 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1037.810 1501.430 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1061.390 1501.570 1 .013 22.500 - 60.046 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1063.040 1501.580 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1063.040 1501.580 1 1501.580 FILE: JUNIPPERLINEC.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 1 For: Willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 2 -19 -2003 Time: 2 :50:49 SOUTH HIGHLAND AVE /JUNIPER AVE LINE 'C" 100- YEAR Invert Depth Water Q Vel Vel I Energy I Super ICriticaliFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I SF Ave) HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1002.170 1501.220 2.000 1503.220 34.70 11.05 1.89 1505.11 .00 1.92 .00 2.000 .000 .00 1 .0 35.640 .0059 .0235 .84 2.00 .00 2.00 .013 .00 .00 PIPE 1037.810 1501.430 2.628 1504.058 34.70 11.05 1.89 1505.95 .00 1.92 .00 2.000 .000 .00 1 .0 23.580 .0059 .0235 .55 .00 .00 2.00 .013 .00 .00 PIPE 1061.390 1501.570 3.353 1504.923 34.70 11.05 1.89 1506.82 .00 1.92 .00 2.000 .000 .00 1 .0 1.650 .0061 .0235 .04 3.35 .00 2.00 .013 .00 .00 PIPE 1063.040 1501.580 3.382 1504.962 34.70 11.05 1.89 1506.86 .00 1.92 .00 2.000 .000 .00 1 .0 FILE: JUNIPPERLINEC.WSW W S P G W- CIVILDESIGN Version 12.95 PAGE 1 For: willdan Engineers & Planners, Foothill Ranch, CA - SIN 836 WATER SURFACE PROFILE LISTING Date: 2 -19 -2003 Time: 2 :50:49 SOUTH HIGHLAND AVE /JUNIPER AVE LINE 'C" 100- YEAR Invert Depth water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase wtI INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fa11I ZR IType Ch I I I I I I I I I I I I I 1002.170 1501.220 2.000 1503.220 34.70 11.05 1.89 1505.11 .00 1.92 .00 2.000 .000 .00 1 .0 35.640 .0059 .0235 .84 2.00 .00 2.00 .013 .00 .00 PIPE I I I I i I I I I I I I I 1037.810 1501.430 2.628 1504.058 34.70 11.05 1.89 1505.95 .00 1.92 .00 2.000 .000 .00 1 .0 23.580 .0059 .0235 .55 .00 .00 2.00 .013 .00 .00 PIPE I I I I I I I I I I I I i 1061.390 1501.570 2.953 1504.523 34.70 11.05 1.89 1506.82 .00 1.92 .00 2.000 .000 .00 1 .0 1.650 .0061 .0235 .04 3.35 .00 2.00 .013 .00 .00 PIPE 1063.040 1501.580 2.982 1504.562 34.70 11.05 1.89 1506.86 .00 1.92 .00 2.000 .000 .00 1 .0 I!I 1� DESILTING BASIN SEDIMENT GRAPH A 0 CITY OF FONTANA Willdan r I ■ SL FACTORS FOR SEDIMENT YIELD EQUATION I 10.0 Isom igs �marramllll.'.. p :im:®tal i' annon ''' IllgraMIMANOMMISOriallies ®1111: .50LSC aSPEWINIEREa��aM 6.0 M me" ..bie E M 4.0 351 ► -fi P a ..ra 1 " : :--4::15PF' i - ` : 25% � � � � M SAE age 2 did ■adligP Aga ililt':11: tai: d� �° r ® = -= < 1.0 l2 %. :::.....d: 111 -' ® ����®�.a ®® ®.. ;._.:. - - N 0.7 INECO�..liMiMEn'aer 0.6 0.5 EN_ fr F gi��l 0.4 _ ME �� I 1 I 1 e 0.2 AliMELIi. i .. FM WM I li :WW' ' dialgladall 0.57. - --- - 1111 c0 9- I m m s m m m m m O 0 m 0 N M 'Q tt) t0 CG m M Q 0,1 in SLOPE LENGTH (METERS) Sediment Yield = 31SL. Example: Slope length = 300 m Site slope = 8% Graded area = 17.6 ha From graph it can be determined that SL = 3.10 Sediment yield = 31 x 3.10 = 96.1 m /ha Total sediment = 96.1 x 17.6 = 1691.4 m Basin size = 1700 m C •Based on universal soil loss equation for Orange County field conditions. retr, u ORANGE COUNTY PUBLIC FACILITIES & RESOURCES DEPARTMENT STD. PLA Approved W.LZoun lief Engineer 132 Adapted: Res. 79-1725 Revised: Res. 82-718: 83 -1442: 97 -117 DESILTING BASIN SHT. 5 OF 1 - H CATCH BASIN CALCULATIONS F 0 CITY OF FONTANA wwaan 0 CITY OF FONTANA Sierra Avenue Storm Drain Project SUMMARY TABLE DESIGN FREQUENCY: 100 YEAR U:\M3508 Fontana SD\ excel \floodwidthsummarySIERRA.xls 3/25/03 RUNOFF ROAD GEOMETRY INLET INFORMATION LOCATION (STREET STATION) PEAK RUNOFF Q CARRYOVER INTERCEPTED Qn TOTAL DISCHARGE QT HALF ST. WIDTH W CURB HEIGHT h X -FALL S x LONG. CONVEYANCE SLOPE S Q/S o.s FLOODED WIDTH T FLOW DEPTH d FLOW INTERCEPTED Qi BYPASS Qe SIZE TYPE LOCATION NUMBER NOTES (ft /s) (ft' /s) (ft' /s) ft ft ft/ft ft/ft (ft /s) ft ft (ft /s) W /s) ft SIERRA AVENUE STA 101 +16.88 9.96 0.00 9.96 69.00 0.67 0.0150 0.0258 62.01 16.14 0.34 9.46 0.50 21 FLOWBY WEST SIDE 1 PROPOSED INLET W=21', 0.50 CFS TO CB #8 STA 101 +49.96 17.07 0.00 17.07 63.00 0.67 0.0180 0.0300 98.55 17.32 0.41 16.01 1.06 28 FLOWBY EAST SIDE 2 PROPOSED INLET W =28', 1.06 CFS TO CB# 7 SOUTH HIGHLAND AVENUE STA 97 +15.64 27.37 0.00 27.37 54.00 0.67 0.0200 - - 23.67 0.90 27.37 0.00 28 SUMP NORTH SIDE 3 PROPOSED INLET W =28' STA 95 +31.92 23.69 0.00 23.69 46.00 0.67 0.0200 0.0048 341.94 26.31 0.62 21.45 2.24 21 FLOWBY SOUTH SIDE 4 PROPOSED INLET W=21',2.24 CFS TO DOWNSTREAM CB STA 95 +05.35 1.41 1.06 2.47 46.00 0.67 0.0200 1 0.0050 34.93 10.68 0.31 2.07 0.40 7 FLOWBY MEDIAN 7 PROPOSED INLET W =7' STA 92 +62.41 9.12 0.00 9.12 54.00 0.67 0.0200 0.0034 156.41 19.42 0.48 9.04 0.08 14 FLOWBY SOUTH SIDE 5 PROPOSED INLET W =14' STA 90+42.82 10.79 0.00 10.79 46.00 0.67 0.0250 - - 16.16 0.83 10.79 0.00 14 SUMP NORTH SIDE 6 PROPOSED INLET W =14' STA 92 +57.77 1.72 0.50 2.22 46.00 0.67 0.0130 - - 22.25 0.48 2.22 0.00 3.5 SUMP MEDIAN 8 PROPOSED INLET W =3.5' JUNIPER AVENUE STA 95 +14.15 34.77 0.00 34.77 40.00 0.67 0.0200 - - 33.60 0.90 1 34.80 0.00 1 21 1 SUMP I NORTH SIDE 1 9 11PR OPOSED INLET W =21' U:\M3508 Fontana SD\ excel \floodwidthsummarySIERRA.xls 3/25/03 FHWA Urban Drainage Design Program, HY -22 Drainage of Highway Pavements Inlets on Grade Date: 03/19/2003 Project No. 13508 Project Name.: south highland storm drain Computed by . JC SIERRA AVE CB #1 Inlets on Grade: Curb Opening Inlet Roadway and Discharge Data Gutter Flow Eo Gutter Flow Ratio 0.295 d Depth of Flow (ft) 0.34 V Average Velocity (ft /sec) 4.90 Inlet Interception Inlet Type Curb- Opening LT Length for 100% Inteception (ft) 25.91 L Curb - Opening Length (ft) 21.00 e Inlet Efficiency 0.950 Qi Intercepted Flow (cfs) 9.461 Qb By -pass Flow (cfs) 0.499 Cross Slope Composite S Longitudinal Slope (ft /ft) 0.0258 Sx Pavement Cross Slope (ft /ft) 0.0150 Sw Gutter Cross Slope (ft /ft) 0.0833 n Manning's Coefficient 0.015 W Gutter Width (ft) 1.50 a Gutter Depression (inch) 4.00 Q Discharge (cfs) 9.960 T Width of Spread (ft) 16.14 Gutter Flow Eo Gutter Flow Ratio 0.295 d Depth of Flow (ft) 0.34 V Average Velocity (ft /sec) 4.90 Inlet Interception Inlet Type Curb- Opening LT Length for 100% Inteception (ft) 25.91 L Curb - Opening Length (ft) 21.00 e Inlet Efficiency 0.950 Qi Intercepted Flow (cfs) 9.461 Qb By -pass Flow (cfs) 0.499 u FHWA Urban Drainage Design Program, HY -22 Drainage of Highway Pavements Inlets on Grade Date: 03/18/2003 Project No. 13508 Project Name.: SOUTH HIGHLAND STORM DRAIN Computed by JC SIERRA AVE CB #2 Inlets on Grade: Curb Opening Inlet Roadway and Discharge Data Cross Slope Composite S Longitudinal Slope (ft /ft) 0.0300 Sx Pavement Cross Slope (ft /ft) 0.0180 Sw Gutter Cross Slope (ft /ft) 0.0833 n Manning's Coefficient 0.015 W Gutter Width (ft) 1.50 a Gutter Depression (inch) 4.00 Q Discharge (cfs) 17.070 T Width of Spread (ft) 17.32 Gutter Flow Eo Gutter Flow Ratio 0.261 d Depth of Flow (ft) 0.41 V Average Velocity (ft /sec) 6.16 Inlet Interception Inlet Type Curb - Opening LT Length for 100% Inteception (ft) 35.61 L Curb - Opening Length (ft) 28.00 e Inlet Efficiency 0.938 Qi Intercepted Flow (cfs) 16.008 Qb By -pass Flow (cfs) 1.062 Cross Slope Composite /Dep Sx Pavement Cross Slope (ft /ft) 0.0200 SW Gutter Cross Slope (ft /ft) 0.0833 n Manning's Coefficient 0.015 W Gutter Width (ft) 1.50 a Gutter Depression (inch) 4.00 Inlet Interception Inlet Type *Sag* Curb - Opening T Width of Spread (ft) 23.67 L Curb - Opening Length (ft) 28.00 H Curb - Opening Height (in) 12.00 d curb Depth at Curb (ft) 0.902 Qi Intercepted Flow (cfs) 27.370 C e FHWA Urban Drainage Design Program, HY -22 Drainage of Highway Pavements Inlets on Sag Date: 03/18/2003 Project No. 13508 Project Name.: SOUTH HIGHLAND STORM DRAIN Computed by JC SIERRA AVE CB #3 Sag: Curb - Opening Inlet Inlets on Roadway and Discharge Data Cross Slope Composite /Dep Sx Pavement Cross Slope (ft /ft) 0.0200 SW Gutter Cross Slope (ft /ft) 0.0833 n Manning's Coefficient 0.015 W Gutter Width (ft) 1.50 a Gutter Depression (inch) 4.00 Inlet Interception Inlet Type *Sag* Curb - Opening T Width of Spread (ft) 23.67 L Curb - Opening Length (ft) 28.00 H Curb - Opening Height (in) 12.00 d curb Depth at Curb (ft) 0.902 Qi Intercepted Flow (cfs) 27.370 C e 0 FHWA Urban Drainage Design Program, HY -22 Drainage of Highway Pavements Inlets on Grade Date: 03/18/2003 Project No. 13508 Project Name.: SOUTH HIGHLAND STORM DRAIN Computed by JC SIERRA AVE CB# 4 Inlets on Grade: Curb Opening Inlet Roadway and Discharge Data Gutter Flow Eo Gutter Flow Ratio 0.165 d Depth of Flow (ft) 0.62 V Average Velocity (ft /sec) 3.39 Inlet Interception Inlet Type Curb - Opening LT Length for 100% Inteception (ft) 28.75 L Curb - Opening Length (ft) 21.00 e Inlet Efficiency 0.906 Qi Intercepted Flow (cfs) 21.452 Qb By -pass Flow (cfs) 2.238 Cross Slope Composite S Longitudinal Slope (ft /ft) 0.0048 Sx Pavement Cross Slope (ft /ft) 0.0200 Sw Gutter Cross Slope (ft /ft) 0.0833 n Manning's Coefficient 0.015 W Gutter Width (ft) 1.50 a Gutter Depression (inch) 4.00 Q Discharge (cfs) 23.690 T Width of Spread (ft) 26.31 Gutter Flow Eo Gutter Flow Ratio 0.165 d Depth of Flow (ft) 0.62 V Average Velocity (ft /sec) 3.39 Inlet Interception Inlet Type Curb - Opening LT Length for 100% Inteception (ft) 28.75 L Curb - Opening Length (ft) 21.00 e Inlet Efficiency 0.906 Qi Intercepted Flow (cfs) 21.452 Qb By -pass Flow (cfs) 2.238 FHWA Urban Drainage Design Program, HY -22 Drainage of Highway Pavements Inlets on Grade Date: 03/18/2003 Project No. 13508 Project Name.: SOUTH HIGHLAND AVE Computed by JC SIERRA AVE CB # 5 Inlets on Grade: Curb Opening Inlet Roadway and Discharge Data Gutter Flow Eo Gutter Flow Ratio 0.227 d Depth of Flow (ft) 0.48 V Average Velocity (ft /sec) 2.37 Inlet Interception Inlet Type Curb - Opening LT Length for 100% Inteception (ft) 15.08 L Curb - Opening Length (ft) 14.00 e Inlet Efficiency 0.991 Qi Intercepted Flow (cfs) 9.041 Qb By -pass Flow (cfs) 0.079 1 U Cross Slope Composite S Longitudinal Slope (ft /ft) 0.0034 Sx Pavement Cross Slope (ft /ft) 0.0200 Sw Gutter Cross Slope (ft /ft) 0.0833 n Manning's Coefficient 0.015 W Gutter Width (ft) 1.50 a Gutter Depression (inch) 4.00 Q Discharge (cfs) 9.120 T Width of Spread (ft) 19.42 Gutter Flow Eo Gutter Flow Ratio 0.227 d Depth of Flow (ft) 0.48 V Average Velocity (ft /sec) 2.37 Inlet Interception Inlet Type Curb - Opening LT Length for 100% Inteception (ft) 15.08 L Curb - Opening Length (ft) 14.00 e Inlet Efficiency 0.991 Qi Intercepted Flow (cfs) 9.041 Qb By -pass Flow (cfs) 0.079 1 U e 0 0 v c 0 FHWA Urban Drainage Design Program, HY -22 Drainage of Highway Pavements Inlets on Sag Date: 03/18/2003 Project No. 13508 Project Name.: SOUTH HIGHLAND AVE Computed by JC SIERRA AVE CB #6 Inlets on Sag: Curb - Opening Inlet Roadway and Discharge Data Cross Slope Composite /Dep Sx Pavement Cross Slope (ft /ft) 0.0250 Sw Gutter Cross Slope (ft /ft) 0.0833 n Manning's Coefficient 0.015 W Gutter Width (ft) 1.50 a Gutter Depression (inch) 4.00 Inlet Interception Inlet Type *Sag* Curb - Opening T Width of Spread (ft) 16.16 L Curb - Opening Length (ft) 14.00 H Curb - Opening Height (in) 12.00 d curb Depth at Curb (ft) 0.825 Qi Intercepted Flow (cfs) 10.790 FHWA Urban Drainage Design Program, HY -22 Drainage of Highway Pavements Inlets on Grade Date: 03/18/2003 Project No. 13508 Project Name.: SOUTH HIGHLAND STORM DRAIN Computed by JC SIERRA AVE CB #7 Inlets on Grade: Curb Opening Inlet Roadway and Discharge Data Cross Slope Composite S Longitudinal Slope (ft /ft) 0.0050 Sx Pavement Cross Slope (ft /ft) 0.0200 Sw Gutter Cross Slope (ft /ft) 0.0833 n Manning's Coefficient 0.015 W Gutter Width (ft) 1.50 a Gutter Depression (inch) 1.00 Q Discharge (cfs) 2.470 T Width of Spread (ft) 10.68 Gutter Flow Eo Gutter Flow Ratio 0.418 d Depth of Flow (ft) 0.31 V Average Velocity (ft /sec) 2.04 Inlet Interception Inlet Type Curb - Opening LT Length for 100% Inteception (ft) 11.00 L Curb - Opening Length (ft) 7.00 e Inlet Efficiency 0.838 Qi Intercepted Flow (cfs) 2.071 Qb By -pass Flow (cfs) 0.399 x FHWA urban Drainage Design Program, HY -22 Drainage of Highway Pavements Inlets on Sag Date: 03/18/2003 Project No. 13508 Project Name.: SOUTH HIGHLAND STORM DRAIN Computed by JC Sierra ave CB #8 Inlets on Sag: Curb - Opening Inlet Roadway and Discharge Data Cross Slope Composite /Dep Sx Pavement Cross Slope (ft /ft) 0.0130 Sw Gutter Cross Slope (ft /ft) 0.0833 n Manning's Coefficient 0.015 W Gutter Width (ft) 1.50 a Gutter Depression (inch) 1.00 Inlet Interception Inlet Type *Sag* Curb - Opening T Width of Spread (ft) 23.69 L Curb - Opening Length (ft) 3.50 H Curb - Opening Height (in) 9.00 d curb Depth at Curb (ft) 0.497 Qi Intercepted Flow (cfs) 2.440 1 1 C Vurban.txt FHWA Urban Drainage Design Program, HY -22 Drainage of Highway Pavements Inlets on Sag Date: 04/04/2003 Project No. 13508 Project Name.: C i� *� I Computed by : jc south highland /Juniper ave Inlets on Sag: Curb - Opening Inlet Roadway and Discharge Data 1 1 1 1 0 Cross Slope Composite /Dep Sx Pavement Cross Slope (ft /ft) 0.0200 Sw Gutter Cross Slope (ft /ft) 0.0833 n Manning's Coefficient 0.015 W Gutter Width (ft) 1.50 a Gutter Depression (inch) 4.00 Inlet Interception Inlet Type *Sag* T Width of Spread (ft) L Curb - Opening Length (ft) H Curb - Opening Height (in) d curb Depth at Curb (ft) Qi Intercepted Flow (cfs) Page 1 Curb - Opening 33.64 21.00 14.00 1.101 34.770 0 it H HI - 11 PROPOSED DRAINAGE EXHIBIT H-1 u fl P L CITY OF FONTANA Willdan EXIST. INLETS EAST BOUND EXIT RAMP EXIST. — -� INLETS -w -• ! W W � I 1 I I I I If PROPOSED STORM DRAIN (WILLDAN) PROPOSED STORM DRAIN (BERRYMAN & HENIGAR) a! � EXIST, 24' RCP' ,'tb // I �T41t / L rvs — T � OUTLET I I f I EXIST. ( I GRADED SWALE EXIST. INLET I I � I � r I PROPOSED CB "2 PROPOSED CB •4 OSED CB °7 HIGHLAND AVENUE I I I I W I LL DA N 21042 Towne Centre Drive, 270 Foothill Ranch, California 9261 92610 Serving PLdc Agencies 949/470 -8840 fox 949/770-9041 PROPOSED DRAINAGE EXHIBIT _s, ... PROFILE SCALE REACH HOR1Z: r : 40• PIPE DIA n So } Vf (fps) Do 03.4 -:.. ,.... .� ............ t .A . 1 .__ .D:........ J � ... •„ .. . ; , ...... ' .0 10.33 BOT.TpM,L...:.... .. .. k.,......L.... .....1..._t...., .....�....d..._.. ..:...... .....L ....:..........1..... .........1........2.... :..... .....1._. + .... •.......,...<.... j..... ......... .....:.. ..:....:....... . . d I , � rr _ EXISTING. �I _SEWER. -... :. ._...:. �• ES SID OF PROPOSED i . I W SST M RAN. _ as _ i i ty i LLJ : p r � L ... .. .. ... .......... :. .. .. .. .. a n ._... r z ... ......... .. ..... ..... _.. .. : : IN } F. r 1 9 .� t � a =a_ : , ; 4 -S 1 A. a ,r: ¢g. p• ..�,i ..�.... ..ry "..j.....:.....e... .' ...i.... ...L.........g - O - I . " O V :. , , V ". j..._ � OM , ! :- m 'w m t wI o F o r I.. _ F ®l_ _a._�r - :_ . .. .,. N2v -. I +-xUl IAmN x _..i .. {4y�]y N: tN m?- N C O Y N W t V W V m CL : -,_ � i 1 I �. 1.. T ...r -, i.. CONST.UA3...LF _ A -c.. , - C N TR T F - . - - - - --- - - - - --- - - - :11 # - .:... 0 S UC 216.25 L T: 7 F S A. 5 9600. .' (413.69 Ml ; F U TURE :JOIN 48 OR 48' RCP '.. _ .. . _„..,..,..[ ..: ...._ - .. ... ... "C STR ' "[F tt .G • T -7 .2 4_ ONE ! (1476.23 INVJ (1350 0> - 115 11 .. .. ...... .......... .. .. ... <.....: N350-D1- ' ..!..;.....:. . 18'(457.2 . . R P . TH LE VERIFICATION s ; ......:.24'(609: �AMYRCR ...:.............._`........ ...;.... t150D- fH....;....t.....;..._._... .`:.. ... 6 117 118 119 120 121 122 12 a 3 10 i II CONSTRUCTION NOTESE � THE EXISTENCE W NO LOCATION OF ANY UNDERGROUND UTILITY PIPES OR 30 CONSTRUCT I8 -INCH RCP (D-LOAD PER PLAN) STRUCTURES SHOWN ON THESE PLANS WAS OBTAINED BY A SEARCH OF THE AVAILABLE RECORDS. ADDITIONAL UNDERGROUND FACILITIES MAY 5 EXIST. OR THE LOCATION OF FACILITIES MAY DIFFER FROM THE 31 CONSTRUCT 24 -INCH RCP (D -LOAD PER PLAN) N P.2 LOCATIONS SHOWN ON THE PLANS. THE CONTRACTOR SHALL. AT HIS OWN 7 O Ix EXPENSE. DETERMINE THE EXACT LOCATION OF ALL SUCH UNDERGROUND SOUTH HIGHLAND AVENUE m 3© CONSTRUCT 48-INCH RCP (D -LOAD PER PLAN) O U + N� L PRIOR TO DOING ANY WORK OR TAKING ANY ACTION THAT MAY • PROPOSED R/W ° Sio 35 CONSTRUCT CURB OPENING CATCH BASIN UNDERGROUND FACILITIES NOT SHOWN ACCURATELY ON THESE PLANS OR N DAMAGE SUCH FACILITES OR INTERFERE WITH THEIR CONTINUOUS ; OPERATIONS.UPON LEARNING OF,THE.EXISTENCE AND LOCATION OF ANY ..' 4 .. PER A.P.W.A. S D. PLAN NO.30 -2. ¢ F INT 121+ 0 4 SD :' ` - N i.i d �,� IMME D IA WRITI WRITING rt Y THE. UTILITY OWNER. THE CONTRACTOR SIfALL 40 STA 10 +00.� 36' SD M > S CU RB CATCH PER CALTRANS NOT PROPERLY MARKED:' ; ° ®5 CON TRUCT CU L.L.I HE UTILITY OWNER AND THE ENGINEER BY TELEPHONE A =30', 6.36', C•5' v, m E SOUTH ;, TOE OF SLOPE STD. PLAN D72 TYPE OL INLET .. ' R =1491 9 S 1491 45 HIGH OSED R/W TED APPURTENANCES x w D =24', D =48' z LANDVE: , �1 4 � .:.`�. ..' i " -- PR!)P � REMOVE EXISTING STORM DRAIN AND ASSOCIA ES Z TEMPORARY OUTLET STRUCTURE CITRUS `y ._.., .: .'` 37 T CRETE COLLAR PER A. P. W. A. :.::: = - �- _ _." : STD. PLAN NO. 380- W SHALL BE MAINTAINED.BY CONTRACTOR . A V t N U E ICALTRANS RLW - UNTIL SUCH TIME THAT THE DOWNSTREAM R/W STRUCTURE PER A P W A ........STORM. DRAIN IMPROVEMENTS HAVE ... L:.... i ... .. .. _ .__ .. . - _ Q ..... .. ,,. ; A ~ , {�. ;:c .... .... ....... - A.P _. ..,,.,_.,. E TO PIPE PER STD S PLAN 33N Z BEEN CONSTRUCTED ION ..... >........ - .. EXISTING 21'SEWEt�' ; ... :.. •7'.. STD. T PLAN NO. 322 -PIP ;Y . m CL CITRUS AVE. SEE SEWER - IMPROVEMENT - o 41 CONSTRUCT MANHOLE PER A.P.W.A. STD. C PLANS P Cl7Y, DWG, N0. 2500 ,..1�:,. PLAN NO. 320 - I � 3 . .. -.... .4 .... _ ....... 5 SHEE 2 AND 3 ..... o O .P gg 97 98 - p '+ - . 01 '� N00' 15'02'W' ® A.P.W.A. � -4 � 4 CONSTRUCT MANHOLE PER STD. _ EXIST. R/W _ - .. - _ LINE. "A' N - .38 .. �I .. ......:.... U e -3 .......... .... ....33 _ .. .,j._. .... ._. 43 ` nn. „ _.., . -. . PLAN NO 21- .... 75B - -' 0 4 "1 � CONSTRUCT RISER (TEMPORARY OUTLET 0 31 N B ,..- M. .: .... # . ,. ....... ....118 ' .. I ' 119 � `4 - - _ 1 . ~ �C�. ylf.. N00 5 Oz'W-- .- Ti20:._::.:..... - 21 "_..... 2 A �---}- _ - ..- '.....'. _ - - - _ - - - E PLACE 7 ONE l ROW R OF A SAND N BAGSA N TWO D BAGS NH NO H D I.5 "IS'02'W N4�'00'0' PROP THICK CONNECTION) PROPOSED 48,, RCP 70 BE � 45 CONSTRUCTEDB.Y OTHERS W u > - - _ EXIST. R/W 50 INSTALL TYPE I CLASS F DELINEATOR. PER STORM DRAIN IMPROVEMENT C ' PLANS PREPARED.BY .. ov ND 3. O : ; " " ,f EXIT. 2: ` BOYLE ENGINEERING' 4 L`" ,n EI LINE B t �.',l. R/W $ x _ PROPOSED CURB AND yj :� REFERENCE NOTES PROP. 36'SD I. SEE SHEET 2 OF 7 FOR TRENCH DETAIL N y + < ; : GUTTER SEE STREET O '` u u u •� N w o, v ° w ° w IMPROVEMENT PLANS SEE SHEET 2 - -. "'PF{OP6SED °-' m w + n STREET =m = 4 dn�- so Q o DWG.NO.2997 - ..(: - m :n =m°: PROPOSED d w ° w A:i r o - F�ii a ~ ~ PROPOSED 10'SEWER SEE,' m tO �`I' 2. LOCAL DEPRESSION TO BE CONSTRUCTED a n m v_: N SHEET NO. 27 i R/W : - LL o ,n do d < o PER STREET IMPROVEMENT PLANS DWG. N0. 2997 52' v, N c� < a x x SEWER IMPR ENT OVEM , ; > :' t N _ 9 43 N ca' o. w w PLANS DWG. N0. 3359' tH H�taF Ll► AVEIVU "#� N^ SHEET N0. 10 34' 'MIN 4 9 q3 SHEET NO 1 = "' "' m 3 FOR TITI E SHUT SHUT " 2 8.9' - E j P 8.5' MAX 11.5' PROPOSED SURFACE I DELINEATOR 2 10 0 20 40 60 80 100 MAX EXIST. GROUND SCALE: 1' =40' NOTE: E PLACE SAND BAGS AT ELEVATION HYDRAULIC DATA REACH 0(100) PIPE DIA n So Sf Vf (fps) Do LINE 'A'- STA. 115 #71.33 -STA. 118 +12.25 54.94 48' 0.013 0.0220 0.0220 14.21 2.23 STA. 118 +17.75 -STA. 121 +80.47 54.94 48' 0.013 0.0201 0.0201 13.76 2.23 STA. 121 +88.72 -STA. 122 +42.91 6.84 24' 0.013 0.0913 0.0824 13.62 0.93 STA. 122 +42.91 -STA. 123 +32.05 6.84 24' 0.013 0.0362 0.0347 9.93 0.93 STA. 123.36.72 -STA. 123.81937 3.64 24' 0.013 0.0363 0.0006 1.78 0.67 LAT 'A•- STA. 10 +01.75 -STA. 10 +81.01 3.20 18' 0.013 0.0164 0.0016 2.56 0.68 HIGHER THAN EDGE OF PAVEMENT rAIRG+wA1WIWT�`� REV. TO PROTECT ADJACENT PROPERTY PROPOSED 48'RCP DAL Two WORKING BEFORE DAYS BEFORE SECTION A -A YOU DIG YOU DIG NO GALE TOLL FREE 1- 800 227 -2600 A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT SEE STORM DRAIN PLAN 9 U 3e> NOTES, 841515 OF BEARINGS AND AN. BENCHMARK. ENERAL SHEET 2 5 SEE DWG. NO. 2997, SHEETS 170 3 CURVE DATA 4 4. TRENCH REPAIR SHALL BE PER CITY OF FONTANA NO. o R L T A 15 45.00' 11.78' 5.92 B 15 22.50" 5.89' 2.96' C 45 22.50" 17.77' 9.38' " WILL REQUIRE BEVELED PI REVISION DESCRIPTION DATE ENGILI CITY I DATE SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH STANDARDS IN EFFECT. STD. PLAN NO 131. SEE PROFILE FOR LIMITS 5. FOR A.P.W.A. AND CALTRANS STANDARD PLANS SEE DWG. NO. 2997 SHEETS 9 THRU 13 DRAFT - NOT FOR CONSTRUCTION PLANS PREPARED BY: CITY OF FONTANA Q ppFEiSI �" ` T,�` N0. to w WILLDAN 8TORM DRAIN IMPROVEMENTS v 56185 s 27042 Towne Centre Drive,SUlte 270 Foothill RAnch, CA 92610 DRAWN m'' CITRUS AVENUE EXP. 12-31-041 (949)470 -8840 UNDER THE SUPERVISION OF: WILLDAN DESKIED 815 FROM ±860' SOUTH OF SOUTH 1'•40' oATe �L n" WILLDAN HIGHLAND TO SOUTH H%LAND 03 -24 - 03 .Ij ENO ♦ ��CAL 1F Date : Of= BY, WILLDAN APPROVED Bri CITY ENGINEER R.C.E'99T------7A-TF, DRAWING Im. 3001 1 7 _ - - : i A + MH J i 3 i ' �50....6......C. t i... i . :.... i i i i i i t E 1ST .. .. .. ....................i.. _ _ , . , i.. _.l I I i I I ..:. ..........i....:.. .a. ...:...:..... ...; ' i : - d- . i i. .;- i 149}.;. N 149 . • i t op W LLI n.......... .... :....:.... :...... ....'....:........ N M Z C G P TM 1 YY > F t. $ O cr F } a ,':1 •' , i _ ... ONSTR CT"8 ;ii)4 P .; .? - -.,_ > $OMISTRUCT' :_ -- CON$ T :9ELF _ ?.._. _, ,..J :.RCP....._ ..i . ....:..:.........:... s..247,RCP...,.....! .... 2. 4:. RCP.,...i,.............,....t.. `..., ..' .. . E D1: i ; ? ! (1500 - ©1 (2000 - 1175tl -Di . i Z 10 II 11 10 II a TRENCH NOTES) NOTES 0 I. COMPACTION SHALL BE 90% IN ALL ZONES I. TRENCH WIDTH SHALL BE CONTROLLED TO TOP OF PIPE ZONE UNLESS OTHERWISE SPECIFIED. TRENCH STABILITY SHALL CONFORM TO 2. TRENCH DEPTHS OF GREATER THAN 5' SHALL HAVE ADEQUATE SHORING CAL -OSHA REQUIREMENTS. LOCAL DEPRESSION TO BE CONSTRUCTED 3 /4:ISLOPE OR GREATER O 2. 3. CLASS II ACG. BASE ALL TRENCHES LESS THAN 100' IN LENGTH. PER STREET IMPROVEMENT PLANS OR ADEQUATE SHORING 90% COMPACTED N CONSTRUCTION NOTES GRANULAR BEDDING FROM NATIVE BACKFILL PROPOSED CURB AND GUTTER PROPOSED STRUCTURAL SELECTED TRENCH SIDE \ W SEE STREET IMPROVEMENT TRENCH 3' MAX. SIZE MATERAIL 11' MAX. SIZE) -- 1 )- o i n CITRUS AVENUE SEE STORM DRAIN PLAN $e o SHEET 1 O C 20 m - F 20 q 0 20 40 60 BO 100 ?'" ? SCALE: 1' :40' 40 S O U T H : " A 30 CONSTRUCT 18-INCH RCP 10 -LOAD PER PLAN) - � N ,SHEET N0. 18 : 31 CONSTRUCT 24 -INCH RCP (D -LOAD PER PLAN) 1 26.05' a ..... _ N CONSTRUCT 36 -INCH RCP (D-LOAD PER PLAN) 30 P. H LAT 'C�: � 35 CONSTRUCT CURB OPENING CATCH BASIN , 0.0087 LINE i" r N O PER A. .W.A. STD. PLA NO.3 0-2 „QGQK� UN3 4.00 S EE Y M PLANS .DWG9 3 © REMOVE EX STORM DRAIN AND ASSOCIATED 0.0014 a v LAT 'C' -STA. 10 +03.82-STA. 10 +49.77 N APPURTENANCES - 12 N89'5 : 40 CONSTRUCT MANHOLE PER A.P.W.A. STD. 322-1 PLAN N0. CONSTRUCT DESILTING BASIN PER DETAIL ON SHEET 4 1.94 LAT 'D' -STA. 10 +05.35 -STA. 10 +78.26 LINE ,.- ' 0.013 _ - - : i A + MH J i 3 i ' �50....6......C. t i... i . :.... i i i i i i t E 1ST .. .. .. ....................i.. _ _ , . , i.. _.l I I i I I ..:. ..........i....:.. .a. ...:...:..... ...; ' i : - d- . i i. .;- i 149}.;. N 149 . • i t op W LLI n.......... .... :....:.... :...... ....'....:........ N M Z C G P TM 1 YY > F t. $ O cr F } a ,':1 •' , i _ ... ONSTR CT"8 ;ii)4 P .; .? - -.,_ > $OMISTRUCT' :_ -- CON$ T :9ELF _ ?.._. _, ,..J :.RCP....._ ..i . ....:..:.........:... s..247,RCP...,.....! .... 2. 4:. RCP.,...i,.............,....t.. `..., ..' .. . E D1: i ; ? ! (1500 - ©1 (2000 - 1175tl -Di . i Z 10 II 11 10 II a TRENCH NOTES) NOTES 0 I. COMPACTION SHALL BE 90% IN ALL ZONES I. TRENCH WIDTH SHALL BE CONTROLLED TO TOP OF PIPE ZONE UNLESS OTHERWISE SPECIFIED. TRENCH STABILITY SHALL CONFORM TO 2. TRENCH DEPTHS OF GREATER THAN 5' SHALL HAVE ADEQUATE SHORING CAL -OSHA REQUIREMENTS. LOCAL DEPRESSION TO BE CONSTRUCTED 3 /4:ISLOPE OR GREATER O 2. 3. CLASS II ACG. BASE ALL TRENCHES LESS THAN 100' IN LENGTH. PER STREET IMPROVEMENT PLANS OR ADEQUATE SHORING 90% COMPACTED N CONSTRUCTION NOTES GRANULAR BEDDING FROM NATIVE BACKFILL PROPOSED CURB AND GUTTER PROPOSED STRUCTURAL SELECTED TRENCH SIDE \ W SEE STREET IMPROVEMENT TRENCH 3' MAX. SIZE MATERAIL 11' MAX. SIZE) -- 1 )- o i n CITRUS AVENUE SEE STORM DRAIN PLAN $e o SHEET 1 O C 20 m - F 20 q 0 20 40 60 BO 100 ?'" ? SCALE: 1' :40' 40 S O U T H H I G H L A N D A V E N U E PLANS DWG. NO. 2997 30 CONSTRUCT 18-INCH RCP 10 -LOAD PER PLAN) - � N ,SHEET N0. 18 : 31 CONSTRUCT 24 -INCH RCP (D -LOAD PER PLAN) 1 26.05' a ..... _ N CONSTRUCT 36 -INCH RCP (D-LOAD PER PLAN) 30 P. H LAT 'C�: � 35 CONSTRUCT CURB OPENING CATCH BASIN , 0.0087 31 PROP. 10' SEWER' ' Z N O PER A. .W.A. STD. PLA NO.3 0-2 „QGQK� UN3 4.00 S EE Y M PLANS .DWG9 3 © REMOVE EX STORM DRAIN AND ASSOCIATED 0.0014 " - NO 335 NOT. ,...;. a SH EET I LAT 'C' -STA. 10 +03.82-STA. 10 +49.77 N APPURTENANCES - 12 N89'5 ; OF STREET ;08' + 44 - .. - � 5 32 .. :. 40 CONSTRUCT MANHOLE PER A.P.W.A. STD. 322-1 PLAN N0. CONSTRUCT DESILTING BASIN PER DETAIL ON SHEET 4 1.94 LAT 'D' -STA. 10 +05.35 -STA. 10 +78.26 LINE ,.- ' 0.013 0.0313 :VVV VO 37 m . W NO. z W I R ONr Nn; U •M I,N J O,UY � N O F VI x m WU �•�' Y N 1 26.05' a 0.013 N OpmVlm�M CON�NM N 2a M m? P. H d Q N O N F Q O 0 ~OmmP N om , 0.0087 0.0037 Z N nc • �NQ " '�M „QGQK� UN3 4.00 24' 0.013 - ,�<KQKCI .w�I1NMNW ��� I 1 W DIAL TW0 WORKING BEFORE DAYS BEFORE YOU DIG YOU DIG TOLL FREE I- 800 -227 -2600 A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT CURVE DATA NO. A I R L T W1 60 1 45.00' 47.23' 1 26.05' CONCRETE BACKFILL (560 -C -3250) BEDDING :. I j ` STORM DRAIN 0.6'D' C� TYP , UNDISTURBED SOIL, GRANULAR BEDDING FROM SELECTED TYPICAL TRENCH SIDE MATERIAL FOR PIPE 10' OR GREATER IN DEPTH USE 1/2 CONCRETE ENCASEMENT DETAIL B EDDING DETAIL NO SCALE NO SCALE HYDRAULIC DATA REACH MIN. Lli _ So MAX. Vf (fps) s LINE 'B'-STA. 10.07.20 -STA. 10.93.16 48.10 a 0.013 F l i t m Ln 2.26 STA. 10.99.66 -STA. 12 +85.59 43.00 Ln I j ` STORM DRAIN 0.6'D' C� TYP , UNDISTURBED SOIL, GRANULAR BEDDING FROM SELECTED TYPICAL TRENCH SIDE MATERIAL FOR PIPE 10' OR GREATER IN DEPTH USE 1/2 CONCRETE ENCASEMENT DETAIL B EDDING DETAIL NO SCALE NO SCALE HYDRAULIC DATA REACH 01100) PIPE DIA n So Sf Vf (fps) Do LINE 'B'-STA. 10.07.20 -STA. 10.93.16 48.10 36' 0.013 0.0086 0.0083 9.57 2.26 STA. 10.99.66 -STA. 12 +85.59 43.00 36' 0.013 0.0087 0.0037 6.12 2.14 LAT 'B' -STA. 10.03.00 -STA. 10.74.52 4.00 24' 0.013 0.0394 0.0014 2.26 0,77 LAT 'C' -STA. 10 +03.82-STA. 10 +49.77 38.00 18' 0.013 0.0124 0.0257 12.20 1.94 LAT 'D' -STA. 10 +05.35 -STA. 10 +78.26 5900 24' 0.013 0.0313 0.0298 8.59 0.79 LAT 'E' -STA. 10 +03.00 -STA. 10 +14.04 1.10 18' 0.013 0.3850 0.0001 0.62 0.39 POTHOLE VERIFICATION REFERENCE NOTESe THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITY PIPES OR I. SEE SHEET 2 OF 7 FOR TRENCH DETAIL STRUCTURES SHOWN ON THESE PLANS WAS OBTAINED BY A SEARCH OF 2, LOCAL DEPRESSION TO BE CONSTRUCTED THE AVAILABLE RECORDS. ADDITIONAL UNDERGROUND FACILITIES MAY EXIST. OR THE LOCATION OF FACILITIES MAY DIFFER FROM THE PER STREET IMPROVEMENT PLANS OWG.NO.299T LOCATIONS SHOWN ON THE PLANS. THE CONTRACTOR SHALL, AT HIS OWN SHEET NO. 10 EXPENSE. DETERMINE THE EXACT LOCATION OF ALL SUCH UNDERGROUND 3. FOR TITLE SHEET, SHEET INDEX AND MAP, GENERAL UTILITIES PRIOR TO DOING ANY WORK OR TAKING ANY ACTION THAT MAY NOTES,BASIS OF BEARINGS AND BENCHMARK, DAMAGE SUCH FACILITIES OR INTERFERE WITH THEIR CONTINUOUS SEE DWG. NO. 2997, SHEETS ITO 3 OPERATIONS. UPON LEARNING OF THE EXISTENCE AND LOCATION OF ANY UNDERGROUND FACILITIES NOT SHOWN ACCURATELY ON THESE PLANS OR 4. TRENCH REPAIR SHALL BE PER CITY OF FONTANA NOT PROPERLY MARKED BY THE UTILITY OWNER, THE CONTRACTOR SHALL STD. PLAN NO 131.SEE PROFILE FOR LIMITS IMMEDIATELY NOT THE UTILITY OWNER AND THE ENGINEER BY TELEPHONE AND IN WRITING. S. FOR A.P,W.A. AND CALTRANS STANDARD PLANS SEE DWG. NO. 2997 SHEETS 9 THRU 13 DRAFT - NOT FOR CONSTRUCTION REVISION DESCRIPTION DATE i ENGR.I CITY I DATE SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER,THE CITY ENGINEER MAY REOUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH STANDARDS IN EFFECT. aDFE PLANS PREPARED BY: p SSi g w AA' � tHNO. r W W'„ n AN t LLlJ a` � 27042 Towne Centre Drive, Suite 270 56185 TA 949)470R8840 CA 9260 EXP. 12 -31-04 UNDER THE SUPERVISION OF: °v�LN45s p ') F aF GAI�o Date C ITY OF FONTANA STORM DRAIN IMPROVEMENTS DIAN WILLDAN SOUTH HIGHLAND AVENUE CITRUS AVE TO , 1'•40' DESDIEo M� WILLDAN DAWN 03 - a L er: WILDAN APPROVED er: WMWNG116, 3001 Y DATE. < ffi= 1 .. 93 H/W N00 16 ''W 94 _ - _ r 95 _ 1 96 _ r 97 111' WATER - SEE S SW R - ... iv a. �..... H ._ rvc �- - IMPROVEMENT �N .. �. - .. EX S T . PLANS DWG ..: .. - ._ ....... ...... LnQ N P EXIST. 2' TELEPHONE o N N . - . .... IB' MATER ... ....... .... ..... _ - -... _ _ N0.3133 e[ g . ! LA 'F' o °o rRT EXIST. LAJV) ..:.......... -'° ....... .... .,............:. - .. -... - _ - .. ........... .... .. _ - - .- ... .. " ........ .. ......,.... - ... .. - --- --. - - - ,�, .0 0 0 0, - , WATEEPHONE �LAJ ..._ . - ..... ..... - - ..... ... ............. - m - e -.,SHEET J .. SEE • SHEET 16 o o: ? EXIST. B' SEWEIY - - - N .. ... - .- ... � ", ...,: ....... _ + 4+ 4 S T. x �...�.. ..... �... .Z�" EXISR %MI .... .. FUTURE FIBER OPT 10..._ - n _ I 4' AS H 2 C - SEWER 2 m OY N N: ..:CABLE TO BE CONSTRUCTED L HS D �. Q - N0:313 - o EXIST. R/W � : � - T .. 3 • : PROPOSED AfN 2q@I•a QI n + Al11 210-IQl•06 .. : �� HE� 9 . " ` t, , PROPOSED CURB. ANO R/W �l11 2 ? m a;,,Q ` - LAT 9' PRO PO R/W Q GUTTER SEE STREET a COI�ISTRUCT10N NOTES = a�,,;�iv ?. PROP.IB•RCP ,L IMPROVEMENT PLANS Q r� 31 CONSTRUCT 24 -INCH RCP fD -LOAD PER PLAN) REFERENCE NOTES AT ° o.}ocT 'SEE SHEET 4 CHAIN LINK FENCE DWG. NO. 2997 SHT. NO. 318 32 7{ iK N N o o \-G r Q 32 CONSTRUCT 36 -INCH RCP (D -LOAD PER PLAN) I• SEE SHEET 2 OF 7 FOR '/ RENCH DETAIL ± gUS i �Tr PROP. IS' RC F ) 34 CONSTRUCT 42 -INCH RCP (D -LOAD PER PLAN) 2• LOCAL DEPRESSION TO BE CONSTRUCTED SEE SHEET n o 6 I ff+ 2 PER STREET IMPROVEMENT PLANS DWG NO 2997' ter HYDRAULIC DATA REACH - LINE 'A' (6(CFS) PIPED IA n So Sf Vf (fps) Do 526.64.85 - 529 +19.00 112.36 42' 0.013 0.0183 0.0125 11.68 3.19 529 +19.00 - 532.19.00 112.36 42' 0.013 0.0183 0.0112 12.21 3.19 532.19.00 - 535 +40.09 112.36 42' 0.013 0.0040 0.0184 11.68 3.19 535 +40.09 - 536 +27.00 104.02 36' 0.013 0.0097 0.0243 14.72 2.91 536 +27.00 - 536 +97.80 35.88 24' 0.013 0.717 0.0013 11.42 1.93 SHEET N0.10 Apj3 2gp�.Dy 37 REMOVE EXISTING STORM DRAIN AND ASSOCIATED i ;:' APPURTENANCES 3. FOR TITLE SHEET, SHEET INDEX AND MAP, GENERAL CONSTRUCT MANHOLE PER A.P.W.A. STD. NOTES, BASIS OF BEARINGS AND BENCHMARK, I AT SEE DWG. NO. 2997, SHEETS I TO 3 PROP. 24' SD PLAN N0. 322 -I P �$OUTHHIONLAND AVENUE 20 IO 0 20 40 60 80 100 41 CONSTRUCT MANHOLE PER A.P.W.A. STD. 4. TRENCH REPAIR SHALL BE PER CITY OF FONTANA SEE SHEET PLAN NO 320-1 STD. PLAN NO 131. SEE PROFILE FOR LIMITS CURVE DATA NO. 0 R L T A 6 40' 90.00 10. 75' 5.38' B 6'50'40• 90.00 10.75' 5.38' SCALE I' =40' 4© C AN m nCT i MANHOLE PER A.P.W.A. STD. 5, DWG. O 299THSHEETS R9 NT STANDARD D PL SEE DRAFT NOT FOR CONSTRUCTION TWO WORKING YOU DI DAYS BEFORE TaL FREE 1 800 227 2600 A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT REV. REVISION DESCRIPTION GATE ENGR. CITY DATE SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH STANDARDS IN EFFECT. PLANS PREPARED BY: �DFESSr � �g�° �� � r� W WILLDAN y t NO ' p ' 27042 Towne Centre Drive, Suite 270 v 56185 FoothlllRAnch,CA 92610 _ (949)470 -8840 (949)470-8840 12 - 31 - 0 UNDER THE SUPERVISION OF: q s'P4 ENDS a� Date : 'f OF C0i'l KENNETH C. TAYLOR R.C.E. 56165 C ITY OF FONTANA STORM DRAIN I PROVEMENTS DRAM B ., WILLDAN SIERRA AVENUE FROM STA. 526 +64 TO SOUTH HIGHLAND AVE SC I•.qp• DESIGNED er: WILLDAN DAM 3 -24 -03 t ECKm en WILLDAN APPROVED BY. 3001 xo, 3001 37 Y DATE: 13 12 II 10 II 12 13 14 59 22.50' ' 23.51' SIERRA AVENUE 45'00'00.00' 22.50' ' 17.67' 9.32' CHAIN LINK FENCE] 44 22.50' ' 36 51 T XI T 4' 9.30' f 59 22.50' • 23.48' 12.94' .. (609.6 MMl P 9 45 22.50' • 17.67' 9.32' -EXIST R /VIT CHAIN :LINK (1505.63 INV) VERIFY APN 280-121-06 47.13' 25.99' 1 EXIST. / FENCE. PRIOR TO CONSTRUCTION J 30' 00'0 1. 40' 22.50' ' 8' WATE I a E CO C '2 % 45.00' 35.44' 18.70' L a 22.50' ' ST. fE STA. 101 +49.96 10.96' ¢ s t W =28' 18.5 M), • Vi 'D' V =7.71' (2.35M) 30 PROP. IR RCP W. 2 SHEET 6 i 35 30 PROP. -' PROPOSED �. R/W •"" 5 -. ... ........... .. .. B'RCP .. SEE SHEET 6 _ •._ + : + I N89 4 9• E . • : �c �? m IL INT. STA 11 +07 .19, LAT 'B' CB •I c 10 +66.07 EC mv'? v + STA, 10 +00, LAT 'J• = STA. 10 +00, LAT 'H' ST. nL STA. 101 +16.88 Q H 10 +18.94 BC 3 = o o o o m + + m .a- 3 CURVE DATA NO. A R L T C 59 22.50' ' 23.51' 12.46' D 45'00'00.00' 22.50' ' 17.67' 9.32' E 44 22.50' ' 17.64' 9.30' f 59 22.50' • 23.48' 12.94' G 45 22.50' • 17.67' 9.32' 8 60' 00'33. 33' 1 45.00' 47.13' 25.99' 1 44 24, 00' 22.50' ' 17.67' 9.32' J 30' 00'0 1. 40' 22.50' ' 11.78' 6.03' E 45'07'16.74' 45.00' 35.44' 18.70' L 51 22.50' ' 20.40' 10.96' 30 CONSTRUCT 18-INCH RCP, (D -LOAD PER PLAN) 31 CONSTRUCT 24 -INCH RCP, (D -LOAD PER PLAN) 3© CONSTRUCT CURB OPENING CATCH BASIN PER A.P.W.A. STD. PLAN NO.300 -2. ® CONSTRUCT CURB OPENING CATCH BASIN PER CALTRANS STD. PLAN. D72 TYPE OL INLET 3® REMOVE INTERFERING PORTION OF EXISTING PIPE 3© REMOVE EXISTING STORM DRAIN AND ASSOCIATED APPURTENANCES 39 CONSTRUCT JUNCTION STRUCTURE PER A.P.W.A. STD. PLAN NO. 331 -2 Q CONSTRUCT MANHOLE PER A.P.W.A. STD. PLAN NO. 321 -1 51 CONSTRUCT CATCH BASIN CONNECTION PER A.P.W.A. STD. PLAN NO. 308 -1 5© CONSTRUCT 30 -INCH RCP, (D -LOAD PER PLAN) U u API1 24 -0!•39 V =7' (2.1 M) 4 - ,n 5® CONSTRUCT DESILTING BASIN PER DETAIL ON SHEET 4 d w m I n ;_ r N Q N • WILL REOUIRE BEVELED PIPE N a '5 g• q • W N MT. TAO , LAT LAT 'C' ?: w w n Q ti m Q m , - , =STA. I +00, LAT ' ' _ r o . 1ST..' LAT ' I' LAT 'F' LAT 'B' =STA. * _ E, + .. - - 31 . � LAT ' �' RC . :. 5 6 +99.10. LINE '4 - 5 30 5 _' ,,, u w n M PRaP uracP _ REFERENCE FOR 7NOT g RENCH DETAIL .. SHD:T 6.... R/W 7 T E. ... - .- -- POTHOLE VERIFICATION 2 N04 Hsi- I MPROVEMENT PLAN W q2 q ,.i LOCAL DEPRESSION '-� -- ""'" ' ` " ° ° "- '""--"' °` "` -"•- - 90' - -- ���. •7 THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITY PIPES OR SHEETT STREET 5 DWG. N0. 2997 I .. ." ION TO BE CONSTRUCTED ui t; L STRUCTURES SHOWN ON THESE PLANS WAS OBTAINED BY A SEARCH Of 'S0'I1•W I I S89 90 11 ,4 10+19.59 + - + _ + EXIST. 10'SEWER THE AVAILABLE RECORDS. ADDITIONAL UNDERGROUND FACILITIES MAY 3. FOR TITLE SHEET, SHEET INDEX AND MAP, GENERAL 4 tp N N ]EXIST. 3 0 LAT ' H 1 cO F _ G 10+28.06 C SEE SEWER PLANS -�^ EXIST. OR THE LOCATION OF FACILITIES MAY DIFFER FROM THE ao F NOTES, 631515 OF BEARINGS AND BENCHMARK, .O. CA 3 I + T NT. +A. 10 00 LA B'' F SHEET 9 EXPENSEN INE THE EXACT LOCATION N OF A ALL SUCHLUNDDERGROUNDWN SEE D � 3 � DING. NO 2997 SHEETS ITO 3 y ST _ f�- T MAY 4. NA 1 A. 536 +20 00, LINE.'A - s TRENCH REPAIR SHALL BE PER CITY OF FONTA I' �., b UTILITIES PRIOR TO DOING ANY WORK OR TAKING ANY ACTION THAT STD. PLAN NO 131. SEE PROFILE FOR LIMITS. _ 3 94 y ap N89'S0'22'E 6 _ DAMAGE SUCH FACILITIES OR INTERFERE WITH THEIR CONTINUOUS rn 35 ST + LAT 'A • EX1sr u+ L . .. ," PERATIONS.UPON LEARNING OF THE EXISTENCE AND LOCATION OF ANY 5. FOR A.P.W.A.AND CALTRANS STANDARD PLANS SEE .. o .. - UNDERGROUND FACILITIES NOT SHOWN ACCURATELY ON THESE PLANS OR W =3.5',V =4', 8 =3'• 30 P"I'B'RC 3 , I IB'WATER J b EXIST. .. PROPERLY MARKED BY THE UTILITY OWNER. THE CONTRACTOR SHALL DWG. N0. 2997 SHEETS 9 THRU 13 ,o SEE SHEET 6 ,� • o AT ' E' 3 A R /W `" IMMEDIATELY NOTIFY THE UTILITY OWNER AND THE ENGINEER BY TELEPHONE 30 SOUTH HIGHLAND _ AND IN WRITING. ... ..... t...., { AT P :- PROP.2 A . - ... - EXIST R/W . .D LINE 'A' E, ...SHEEi6 . - ET 6 RCP ." 2W E 3 .. - .. .. -. ... - - ..... T 3 .. ... _ SE S E EXIST.. " - - - - C a. :. TE °N PROPOSED LEP NE PROPOSED :UR1AND PROPOSED v a + Am 240..x.05 R/W GUTTER SEE STREET R/W �2;• u+ IMPROVEMENT PLANS O 4. 3 0 � - Q• DWG N0. 2997 APN 24W I)4 °' o o �^ $ °;.: SHEET 11 Fio ao w� n; +o o+m •$mQd> N + o am - + •+ SEXIST. 18• a. -g, rN WAT HYDRAULIC DATA REACH O(CFS) PIPE DIA n So Sf Vf (fps) Do LAT 'F' 10.01.75 TO 11 +63.57 55.65 30• 0.013 0.056 .0490 19.54 2.36 LAT 'F' 11.63.57 TO 13+49.50 27.37 30' 0.013 D. 0166 .0044 5.58 1.78 LAT 'B' 10.01.75 TO 10-22.73 16.30 24' 0.013 0.077 .0052 5.19 1.46 LAT 'B' 10.22.73 TO 11+15. 12 16.30 24' 0.013 0.077 .0676 16.30 1.46 LAT 'B' 11 +15.12 TO 13 +19.4 10. T9 24' 0.013 D.0195 .0023 3.43 I o > ,�i, 3 a • �F- 35 2 10 0 20 40 60 80 100 35 :^ FIB R "OPTIC CABLES N; SCALE: 1' =40' DRAFT- NOT FOR C O N S T R U C T I O N SI TO BE CONSTRUCTED 35 39 RY OTHERS NwpRRM� _ ���j� REV. REVISION DESCRIPTION DATE ENCR. CITY DATE D II 1 11 f IH1 ��� O I J SHOULD CONSTRUCTION OF THE REQUIRED p µOFESSi PLANS PREPARED BY: C ITY OF FONTANA � � W�LLD�AN IMPROVEMENTS NOT COMMENCE WITHIN TWO 49 ' C r� STORM DRAIN IMPROVEMENTS YEARS OF THE DATE OF APPROVAL SHOWN HEREON ? NO ' y ' 27042 Towne Centre Drive, Suite 270 DRAIN BY. SCAUD v 56185 F oothi ll 49)47 RAnch 92610 SIERRA AVENUE 1••40' DIAL Two WORKING AND CARRIED FORTH IN A DILIGENT MANNER, THE (949)470 -8840 WILLDAN BEFORE DAYS BEFORE DESKNED m: 320' WEST TO 350' EAST OF R T6 You D You DI E CITY ENGINEER MAY REQUIRE REVISIONS TO THE 0 EXP.12 -31-04 UNDER THE SUPERVISION OF: c WILLDAN 03 - 31 PUBLIC SERVICE BY UNDERGRWND RVICE6A�ERT PLANS TO BR STAND H ARDS N IN O EFPECORMANCE WITH S?4 n c W°R�' Dote : CHECKID BY. APPROVED BY, DRAWO xa, WILLDAN DATE: 3001 V Z Ld W O C � L Z Q Of O 1-- V) L IJ Z L.1J Lr- Q Q Ld Ln o > ,�i, 3 a • �F- 35 2 10 0 20 40 60 80 100 35 :^ FIB R "OPTIC CABLES N; SCALE: 1' =40' DRAFT- NOT FOR C O N S T R U C T I O N SI TO BE CONSTRUCTED 35 39 RY OTHERS NwpRRM� _ ���j� REV. REVISION DESCRIPTION DATE ENCR. CITY DATE D II 1 11 f IH1 ��� O I J SHOULD CONSTRUCTION OF THE REQUIRED p µOFESSi PLANS PREPARED BY: C ITY OF FONTANA � � W�LLD�AN IMPROVEMENTS NOT COMMENCE WITHIN TWO 49 ' C r� STORM DRAIN IMPROVEMENTS YEARS OF THE DATE OF APPROVAL SHOWN HEREON ? NO ' y ' 27042 Towne Centre Drive, Suite 270 DRAIN BY. SCAUD v 56185 F oothi ll 49)47 RAnch 92610 SIERRA AVENUE 1••40' DIAL Two WORKING AND CARRIED FORTH IN A DILIGENT MANNER, THE (949)470 -8840 WILLDAN BEFORE DAYS BEFORE DESKNED m: 320' WEST TO 350' EAST OF R T6 You D You DI E CITY ENGINEER MAY REQUIRE REVISIONS TO THE 0 EXP.12 -31-04 UNDER THE SUPERVISION OF: c WILLDAN 03 - 31 PUBLIC SERVICE BY UNDERGRWND RVICE6A�ERT PLANS TO BR STAND H ARDS N IN O EFPECORMANCE WITH S?4 n c W°R�' Dote : CHECKID BY. APPROVED BY, DRAWO xa, WILLDAN DATE: 3001 V Z Ld W O C � L Z Q Of O 1-- V) L IJ Z L.1J Lr- Q Q Ld Ln V Z Ld W O C � L Z Q Of O 1-- V) L IJ Z L.1J Lr- Q Q Ld Ln rel X JUNIPER AVENUE EXIST. R/W EXIST. INLET. SEE PROPOSED DRAINAGE IMPROVEMENTS 48 DWG. 2997 SHEET NO. 22 PROPOSED WIDENING PROTECT EXIST.' SEE STREET IMPROVEMENT INLET IN PLACE " PLANS DWG. NO. 2997 -- -- SHEET 10 - 36' 2 i 24.67 ° o EXIST. CURB AND GUTTER EXIST. " R /W J s EXIST 24'RCP STORM l DRAIN PLANS PREPARED BY DMJM CITY DWG NO. 2481 - SHEET 11, 24, 25 OF 31 1 SOUTH HIGHLAND m Q n FT4. tV 3 —EXIST R/W PROPOSED CURB GUTTER " - _ SEE STREET IMPROVEMENT PLANS DWG NO.2997 ,. EXIST. 18' WATER SHEET NO. 10 T EXIST. CABLE rd ,. .. , 9 - r:.. . - 31 2 * _ i0 3 NU' 50_1 1 * E EXIST. 10' SEWER LINE 'C' PER SEWE p DWG. NO. 3133 SHEET NO. 8 1 4 ' ,.�EXIST.CURB `EXIST. R /IV AND GUTTER AVENUE s 2010 0 20 40 60 80 100 SCALE: 1' =40' CONSTRUCTION NOTES 31 CONSTRUCT 24 -INCH RCP (D -LOAD PER PLAN) 35 CONSTRUCT CURB OPENING CATCH BASIN PER A. P.W. A. STD. PLAN NO. 300 -2 36 REMOVE INTERFERING PORTION OF EXISTING PIPE 46 CONSTRUCT JUNCTION STRUCTURE PER A.P.W.A. STD. PLAN NO. 332-1 48 REMOVE EXISTING INLET CURVE DATA NO. D I R L T A 58'05'37' 1 22.50' 23.56' 12.99' REFERENCE NOTES I. SEE SHEET 2 OF 7 FOR TRENCH DETAIL 2. LOCAL DEPRESSION TO BE CONSTRUCTED PER STREET IMPROVEMENT PLANS DWG.NO.299T SHEET NO. 10 3. FOR TITLE SHEET,SHEET INDEX AND MAP,GENERAL NOTES.BASIS OF BEARINGS AND BENCHMARK, SEE DWG. N0. 299T, SHEETS I TO 3 4. TRENCH REPAIR SHALL BE PER CITY OF FONTANA STD. PLAN NO 131. SEE PROFILE FOR LIMITS 5. FOR A.P.W.A.AND CALTRANS STANDARD PLANS SEE DWG. NO. 299T SHEETS 9 THRU 13 HYDRAULIC DATA REACH 1 D IPIPE DIA1 n I So I Sf jVf (fps) Do LINE 'C' 134. 7• 24' 1 0.013 1 0.0059 .0235 1 11.05 1 1.42 • ESTIMATED 0 BASED ON CATCH BASIN CAPACITY POTHOLE VERIFICATION THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITY PIPES OR STRUCTURES SHOWN ON THESE PLANS WAS OBTAINED BY A SEARCH OF THE AVAILABLE RECORDS. ADDITIONAL UNDERGROUND FACILITIES MAY EXIST. OR THE LDCAT ION OF FACILITIES MAY DIFFER FROM THE LOCATIONS SHOWN ON THE PLANS. THE CONTRACTOR SHALL. AT HIS OWN EXPENSE. DETERMINE THE EXACT LOCATION OF ALL SUCH UNDERGROUND UTILITIES PRIOR TO DOING ANY WORK OR TAKING ANY ACTION THAT MAY DAMAGE SUCH FAC ILITES OR INTERFERE WITH THEIR CONTINUOUS OPERATIONS.UPON LEARNING OF THE EXISTENCE AND LOCATION OF ANY UNDERGROUND FACILITIES NOT SHOWN ACCURATELY ON THESE PLANS OR NOT PROPERLY MARKED BY THE UTILITY OWNER. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE UTILITY OWNER AND THE ENGINEER BY TELEPHONE AND IN WRITING. DRAFT - NOT FOR CONSTRUCTION .0,4 MEE DAYS BEFORE tTO.ULIC FRE Two WORKING TW DIG OOD A SERVICE BY UNDERGROUND SERVId REV, REVISION DESCRIPTION DATE ENGR, CITY DATE SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH STANDARDS IN EFFECT. o FE55ip to W PLANS PREPARED BY: 1 � �yr� DiA � � r � WILLN �� ,� a NO' �o ° 27042 Towne Centre Drive, Sulte 270 56185 Tn F , CA 92610 � (949)470 - 8640 49)470 -8840 P. 12-31-04 UNDER THE SUPERVISION OF: �' WOP"� Dote : CAL C ITY OF FONTANA STORM DRAIN IMPROVEMENTS NMW� BY, WILLDAN JUNIPER AVENUE INTERSECTION WEST OF S. HIGHLAND AVE. SCALE, 1' '40' DE51REO BY, WILLDAN -- 3 -24 -03 CIECIDD 8r, WILLDAN APFROYEe BY, pMeWO x0., 3001 5 7 R . C. DATE, HYDRAULIC DATA REACH 0(100) TN F I So . 1. .`.. Vf (fps) Le LAT 'A'- STA. 10 +01.75 -STA. 11 +00.00 15 18' 0.013 0.120 0.0106 6.11 1,26 LAT 'C'- STA. 10.01.75 -STA. 10 +38.90 9.96 18' g 0.189 0.1354 18.43 W� + Z� 25.92 18' 0.013 0.0611 " + ... .. - 1 1490 N 00 _ o W _ 1 Q - Z O - N 1490 ACS N OOyi H W� O] 15.82 ." W N 1494 LAT 'E'- STA. 10 +20.00 -STA. 10.54.41 CONSTRUCT )5.11 LF 24' 0.013 0.020 0.0458 2.52 1.48 LAT 'E'- STA. 10 +54.41 -STA. 10.97.30 HYDRAULIC DATA REACH 0(100) PIPE DIA n I So Sf Vf (fps) Do LAT 'A'- STA. 10 +01.75 -STA. 11 +00.00 10.79 18' 0.013 0.120 0.0106 6.11 1,26 LAT 'C'- STA. 10.01.75 -STA. 10 +38.90 9.96 18' 09013 0.189 0.1354 18.43 1,22 LAT 'D'- STA. 10 +01.75 -STA. II +14.00 25.92 18' 0.013 0.0611 0.0609 3.34 1.49 LAT 'E'- STA. 10 +01.75 -STA. 10 +20.00 23.90 24' 0.013 0.089 0.0541 15.82 1.48 LAT 'E'- STA. 10 +20.00 -STA. 10.54.41 22.49 24' 0.013 0.020 0.0458 2.52 1.48 LAT 'E'- STA. 10 +54.41 -STA. 10.97.30 22.49 24' 0.013 0.020 0.0458 12.73 1.48 LAT 'G'- STA. 10 +01.75 -STA. 10.16.11 1.41 I8' 0.013 0.018 0.0003 1.13 0.45 LAT 'H'- STA. 10.01.75 -STA. 10 +25.63 Z. IB' 0.013 0.20 0.1215 14.20 0.79 LAT 'I'- STA. 10 +01.75 -STA. 10 +33.00 4.78 1 18' 1 0.013 0.090 0.0373 9.61 0.84 LAT 'J'- STA. 10 +01.75 -STA. 10 +34.37 4.29 18' 0.013 0.0968 0.0776 11.93 0.79 (1500 -D) . C "NSTR CT LF CONSTRUCT ;3.88 L _ 050-D) 0760- : o- ... ..: 10 , I I I o 1 , I , I .. + i W y .. .. A i .. s l ; } t , -S i i " � I bRA�t b T f:�l� bTlbN P DIAL WO watKlNC BEFORE YS BEFORE YOU DIG YOU DIG 9 1 - 800-2 � A P LN; SERVICE BY UNDERGROND 2T-260LERT _- __ REV. REVISION DESCRIPTION DATE ENCR.1 CITY I DATE SHOULD CONSTRUCTION OF THE REQUIRED NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BR STANDARDS N N EFOFECORMANCE WITH PLANS PREPARED BY: pOFESS /p IMPROVEMENTS �� SH 0 r G7 WILLDAN h a O ' p 27042 Towne Centre Drive.Sulte 270 v F 49)17 .CA 92610 & (949)47o EXP. 12 - 31 - 04 A? UNDER THE SUPERVISION OF: -t q. � of CNC ��p Dote : C ITY OF FONTANA STORM DRAIN IMPROVEMENTS DRAW BY. w1LLDAN SIERRA AVENUE STORM DRAW LATERALS SmF1 1' -40' 0119111 BA WILLDAN DATE 03 -24 -03 0ECR0) B Y, WILLDAN APP ROVED BY puWNG x0.: 3001 6 7 , , , DATE.