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Home My WebLink AboutHydrology Study & Hydraulic Calculation Reportgg f )1 AQ ;q>✓ 2 i 'All �Sc t!ti? r a{�q �f fr gg f )1 AQ ;q>✓ 2 i 'All �Sc 1 0 RANPAC COUNTY OF RIVERSIDE HYDROLOGY STUDY AND HYDRAULIC CALCULATIONS for YY ,7:Cy1%1 Z�7�51 Prepared by: rlf4w8r:"lK" ri R. MICHAEL CALL November 27, 1990 27447 Enterprise Ciule West • Temecula, CA 92390 USA • TEL 714 676-7000 • FAX 714 676-8527 q I* 114.0. - 122-14-_4 SUE ECT_' DATE: PLACE: ENG;NErr NGCcUctia-oN H2moRAy-0pv OF U DERSTA_*'DING PRE -DESIGN HE ETT -NG TRACT 23064 Aril 26, 1990 Riverside County Flood Ccntrol District ATTENDEES: Coen Couwenberg/F1ccd Control. Dale Anderson/Flcod Control Mike Call/RANPAC Richard Valdez/RANPAC Kaveh Haghighi/RP_NPAC A, CONDITIONS OF APPROVAL -FCD LETTS'R 6/22/88 C.O.A. ,},1 - a=changa Creek Breakout Ed Lotz was consulted regarding RCFC's objectives when writing this condition. Mr. Lctz stated that RCFC was trying .to balance the additional runoff flows from Redhawk Tract 23064 by eliminating the 180 CFS breakout from Pechanga Creek. • ,Mr. Couwenberg stated that a written agreement from the wurdv ownership, agreeing to our diversion/concentration could replace the requirement of containing the breakout -rom Pechanga Creek. Ranpac is to provide an exhibit from RVAD 159 showing alignment, size and extent of drainage improvements associated with the upcoming supplemental assessment for RVAD 159. C.O.A. ,#r2 - GOLF COURSE DRAINAGEWAYS Lots adjacent to the golf course need to be elevated and protected from the 100 -year storm event. Flood Control will need documentation regarding the entity responsible (ie: CSA, commercial golf course, etc.) for maintenance of drainageways. C.O.A.-4a3 - Drainacre Easements •r Standard RCFC requirements include the dedication of drainage easements where drainage facilities are located outside of road right-of-way. The Road Department has recently adopted a requirement that all drainage easements be a minimum of 20 feet wide. We should also use the RCFC chart for determining easement width. Flood Control prefers that the easement be contained within one lot and not straddle the lot line. 27447 Enterprise Circle Fest • Temecula. CA 92390 USA • TEL 714 676-7000 9 FAX 714 bitr6J/✓ • • • �.er^ P_e =___ pace .' O C.O.A.x 4,5,6 - Off -Site Drama^e Easements Lot Drainace 10 -Yea - and 100 -Year plow Depth Standard RCFC Reaui—ments C.O.A.i 7 - EMERGENCY DRAINAGE ESCAPE Emergency escape routes are needed to prevent house flccding. They don't necessarily need to be lined unless t ey are on z steep slope. Flood Control will allow grouted rip -ran in lieu of concrete lining. Emergency escames need to be designed for Qo or higher since catch basins never clog 100%. C.O.A.i 8 and 9 - Concent ation/Diversion Easements and 0,,, Design Standard RCFC Recruirements C.O.A.# 10 - Erosion Protection For projects graded during rainy season (October -April) temporary erosion control measures will need to be designed and constructed. C.O.A.# 11 - Unobstructed Waterways Standard RCFC Requirement C.O.A.# 12 - Existing Flood Plains Although there are no mapped floodplains within Tract 23064 it is advisable to contact Army Corps and Fish and Game to determine their requirements if any. B. DISCHARGE TO MURDY The storm drain outlet at the northwest corner of Tact 23064 will outlet onto the Murdy Property. Redhawk will construct an energy dissipator (preferably a St. Anthony Falls type) and a wide rip rap apron to spread the flow before entering Murdy's property. Redhawk- and Murdy are currently negotiating the details of improvements along their common property line. A formal written Property Agreement will be obtained and will provide for their acceptance of the drainage flow. Mr. Couwenberg asked that Redhawk try to get a recorded drainage easement at this location. If this easement cannot be obtained we will need to meet with Flood Control again. Page Three • C. ROY STREET The tentative maps show proposed Rcv Street along the eastern edge crosses the of Tract 2306;. major drainage�.:ay (Q1C7 _, 700 CFS) aligment of Roy Street, thus requiring _nstallap.on or a u rge n drainage culvert. If we can size the culvert so that the resulting upstream water surface elevation does not increase more that 6" (o" mghtbe 0.3.) Flood Control. will not require easemenps for ponding. Drainage easements will be needed for phvsical drainage improvements outside of the road right-of-way. The upszream watershed should be considered fully developed. D. DESIGN CRITERIA There was some discussion abut the criteria for catch basin interception. Mr. Anderson indicated that he would need to do some research and call us back on Monday, April 30, 1990. in a subsecruent telephone conversation with him we were given the following criteria: - small amounts of Qo flow by are permissible as long as it is kept track of - 100% of Q10 needs to be picked -up at the Tract boundary. We should review the Assessment District Hec-2 calculations for drainage through the golf course, and use similar roughness values. l / �� R. Michael Call RANPAC ENGINEERING CORPORATION Coen Couwenberg FLOOD CONTROL DISTRICT cc: Meeting Attendees John Ochsner/WW DEAN & ASSOCIATES David Christian/WW DEAN & ASSOCIATES • S p, n-C C_r a • 0 %C Z -t I.C-IQ?. MP.? VAU;CC:. T* -'-c C QA'TJC. DIiJ tiCT =',%^Fa•=z ��,':G'Z-.�'.� a.i�l n1�.r� c�.�.�.5�.� vT..—:Ss �C-' L �cAT;`1.t.•. =-% ��1'�1C`• r�C G'.�E � "� �2 e �: L�% UEz � i�==:� �1 ; .� n7AP l.._7` � . PiA.LIA:C-i _M4C- mwT F.. (L % " F -C 11"r.><<•�'J'��cf I&:CLtiC:r.:G fLATiCSL L>� -P\ t I J am. 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AND FOIL"' WATER CONSERVATION DISTRICT •-t•1•�L_ Yr' � / ..a, 1 \ Yom` J�Y��..•��,_i Y� Y i'�!�.._ •1 ��.r -'n• r ••,•f��1, �y _ ' i•'1� ?._Jl •t '\ •�.'_(=5�1¢A\ NAR' .A q�'T•'t?•�•u�•ou II`��j. l.,Y.: ,!._ ^� . w.r�ti. �. 1'..1 _ti.' ..�•y �� ' ,,//'`'-�'.sa •��`,-;`tas:' SLOPE OF ' f Iw w.... -aev lw1.[11•In Iwa�� - y.ra - .. _ - ./"a \ r. •• 3 • r ♦ j F.. .ws 'I �_•• 1+ • •••.. ..r.� y ., ��+., i 1. /•':.. rr...� ! ' t _ �"' :rte: _ _�?�- ! � � '' _��♦ ►.. '!r. � i%r•• • :A•, \� `i�� /e i•iar sn.•tz'+; l - .nAr��T,�-�J ' £iri •'/�'=... 'fJ= T[PWi.)•� ~_•Y.'I,Naw!�NP�",•: `��: '• .:�\. �/C_'''_','_,.� r;.- ! INTENSITY DURATION �� 1 ,.I ;.'r..! L• FLC ! •J -. �2. ..:�$,s. s._\�. .ui.iuw ;:tar:e--_.�•.:W r. r.' _ __r CURVE I � ` `�•. .w �L:rf'F .,.'. ... +•v�u..f C_ <_-�r�l4 NS P.tf.• v.0un ter:. '�'-'--- -•�C. �. «__ �T�� \ I n.a "• ! X \. •'� : 4 7 = .V.�.s; Y.3 r .roP[sr r --' •�• ..s ' �•"`. : ' . 7 R'Vn R�i� .{i :,�•�. . I -w.. r' ,.. ,.nil �I. .: � ..a�Y''�•+•rP[tr!NINPN��. ` `�J.'•'.Py'�` "a a' _t.'i ,......'��i,.rnT ;.�Y't�,: J-v.,�iy �itS.rGr.+s y'`j.�(: .r p .-�.•• ''" '°�; „"PF: y....�,�1.�....?+r-•_...�t'1E.-' � R2E � `RiF _%-r'�+vi•� ;� "r. >^p��•'-�' �- :..- - -- '- Riverside County Rational hydrology Program BASIN A CiviICADO/Civi IOESIGN Engineering Software, (c) 1990 Version 2.5 10 YEAR is Rational hydrology Study Date; 09/25/90 ----------------------------- --..-._.__-_..._-- TRACT 23064.1 FN-641AT • ........................................................................ ......••• Hydrology Study Control Information ......•••• ------------------------------------------------------------------------ RanPac Engineering Corporation, Temecula, CA - SIN 560 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control 8 Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition - 2 2 year, 1 hour precipitation = 0.580 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year - 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.000 (in./hr.) Slope of intensity duration curve = 0.5500 Process from Point/Station 1.000 to Point/Station 5.000 ...' INITIAL AREA EVALUATION ***- Initial area flow distance = 760.000(Ft.) Top (of initial area) elevation = 1238.690(Ft.) Bottom (of initial area) elevation = 1204.800(Ft.) Difference in elevation - 33.890(Ft.) Slope = 0.04459 s(percent)- 4.46 TC = k(0.370)-[(length-3)/(elevation change)1^0.2 Initial area time of concentration = 9.788 min. Rainfall intensity = 2.710(ln/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient - 0.856 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 2 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 RI index for soil(AMC 2) = 75.00 Initial subarea r ff - 6.353(CFS) Total initial stream area = 2.740(Ac.) Pervious area fraction = 0.350 • Process from Point/Station 5.000 to Point/Station 6.000 'Rea STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION --*- Top of street segment elevation - 1204.800(Ft.) End of street segment elevation = 1173.200(Ft.) 1l Length of street segment = 700.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) • Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) z 0.017 Street flow is on 121 side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Mam ing's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 12.208(CFS) Depth of flow = 0.316(Ft.) Average velocity - 5.450(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.7770t.) Flow velocity = 5.45(Ft/s) Travel time = 2.14 min. TC = 11.93 min. Adding area fLow to street CONDOMINIUM subarea type Runoff Coefficient = 0.851 Decimal fraction sail group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Rainfall intensity - 2.431(ln/Hr) for a 10.0 year storm Subarea runoff = 10.449(CFS) for 5.050(Ac.) Total runoff = 16.802(CFS) Total area = 7.790(Ac.) • Street flow at end of street = 16.802(CFS) Half street flow at end of street = 8.401(CFS) Depth of flow = 0.344(Ft.) Average velocity = 5.826(Ft/s) Flow width (from curb towards crown)= 12.412(Ft.) .NNNN..NNNN........N..1N..NM.NNN....N.. iii.i.. H.ii1i. Process from Point/Station 6.000 to Point/Station 6.000 •••. USER DEFINED FLOW INFORMATION AT A POINT .... Rainfall intensity • 2.430(ln/Nr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.851 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) - 75.00 User specified values are as follows: TC = 11.93 min. Rain intensity - 2.43(ln/Hr) Total area a 7.79(Ae.) Total runoff - 8.30(CFS) .Ni..H1...NNN.N... Process from Point/Station 6.000 to Point/Station 7.000 " STREET FLOW TRAVEL TIME . SUBAREA FLOW ADDITION a==' Top of street segment elevation = 1173.200(Ft.) End of street segment elevation - 1165.050(Ft.) Length of street segment - 345.000(Ft.) Height of curb above gutter flowline - 6.00n.) l(�•. bod -r _ I�'Ohl Ia width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hzl = 0.017 • Street flow is on [2) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline - 2.000(ln.) Nanning's M in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Mannings N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.637(CFS) Depth of flow = 0.323(Ft.) Average velocity = 4.015(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.206(Ft.) Flow velocity = 4.02(Ft/s) Travel time = 1.43 min. TC = 13.36 min. Adding area flow to street CCNDOMINIUM subarea type Runoff Coefficient = 0.849 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 RI index for soil(AMC 2) = 75.00 Rainfall intensity = 2.283(In/Mr) for a 10.0 year storm Subarea runoff = 4.864(CFS) for 2.510(Ac.) Total runoff = 13.164(CFS) Total area - 10.300(Ac.) Street flow at end of street = 13.164(CFS) Half street flow at end of street - 6.582(CFS) •Depth of flow = 0.351(Ft.) Average velocity = 4.285(Ft/s) Flow width (from curb towards crown)- 12.850(Ft.) Process from Point/Station 7.000 to Point/Station 7.000 ffe= USER DEFINED FLOW INFORMATION AT A POINT =_'• Rainfall intensity = 2.284(ln/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.849 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil UMC 2) = 75.00 User specified value are as follows: TC - 13.36 min. Rain intensity = 2.28(ln/Nr) Total area = 10.30(Ac.) Total runoff = 0.76(CFS) Process from Point/Station 7.000 to Point/Station 8.000 ___= STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION =e=e Top of street segment elevation = 1165.050(Ft.) •End of street segment elevation = 1154.800(Ft.) Length of street segment - 345.000(Ft.) Height of curb above gutter flowline - 6.0(ln.) Width of half street (curb to crown) - 20.000(Ft.) Distance from crown to crossfall grade break - 12.000(Ft.) 7�O2306�/-/ �3 Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 Street flow is on (2) side(s) of the street • Distance from curb to property line = 10.000(11.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(ln.) Maming's N in gutter = 0.0150 Mannings N from gutter to grade break = 0.0150 ManningOS N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.853(CFS) Depth of flow = 0.155(Ft.) Average velocity = 2.942(Ft/s) Streetflow hydraulics at midpoint of street travel: Nalfstreet flow width = 2.000(Ft.) Flow velocity = 2.94(Ft/s) Travel time = 1.95 min. TO = 15.31 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.845 Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Rainfall intensity = 2.118(ln/Mr) for a 10.0 year storm Subarea runoff = 4.495(CFS) for 2.510(Ac.) Total runoff = 5.255(CFS) Total area a 12.810(Ac.) Street flow at end of street - 5.255(CFS) Nalf street flow at erd of street 2.628(CFS) Depth of flow - 0.269(Ft.) • Average velocity a 3.859(Ft/s) Flow width (from curb towards crown)= 8.031(Ft.) «««««««ma�«aaaa«a«««aa««««««««H««a Process from Point/Station 10.000 to Point/Station 11.000 "" INITIAL AREA EVALUATION "" Initial area flow distance = 800.000(Ft.) Top (of initial area) elevation = 1213.100(Ft.) Bottoms (of initial area) elevation - 1203.100(Ft.) Difference in elevation - 10.000(Ft.) Slope = 0.01250 s(percent)= 1.25 TO - k(0.370)-[(length'3)/(elevation change))"0.2 Initial area time of concentration = 12.884 min. Rainfall intensity - 2.330(ln/Nr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient - 0.850 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal traction soil group C = 0.000 Decimal fraction soil group D a 1.000 RI index for soil(AMC 2) - 75.00 Initial subarea runoff - 10.925(CFS) Total initial stream area = 5.520(Ac.) Pervious area fraction - 0.350 Process from Point/Station 11.000 to Point/Station 12.000 "" STREET FLOW TRAVEL TIME « SUBAREA FLOW ADDITION "" Top of street segment elevation a 1203.100(Ft.) 4 End of street segment elevation = 1171.970(Ft.) Length of street segment = 1030.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) • Distance from crown to crossfall grade break a 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) a 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 ' Marring's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 23.116(CFS) Depth of flow = 0.396(Ft.) Average velocity = 5.313(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.502(Ft.) Flow velocity = 5.31(Ft/s) Travel time - 3.23 min. TC = 16.11 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.844 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction sail group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Rainfall intensity - 2.060(In/Hr) for a 10.0 year storm Subarea runoff a 21.422(CFS) for 12.320(Ac.) •Total runoff - 32.346(CFS) Total area = 17.840(Ac.) Street flow at end of street = 32.346(CFS) Half street flow at end of street 16.173(CFS) Depth of flow = 0.436(Ft.) Average velocity = 5.704(Ft/s) Flow width (from curb towards crown)- 17.831(Ft.) Process from Point/Station 12.000 to Point/Station 12.000 ...• USER DEFINED FLOW INFORMATION AT A POINT •••• Rainfall intensity = 2.060(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient a 0.844 Decimal fraction sail group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 RI index for soil(AMC 2) = 75.00 User specified values are as follows: TC • 16.11 min. Rain intensity a 2.06(In/Hr) Total area • 17.84(Ac.) Total runoff = 8.35(CFS) Process from Point/Station 12.000 to Point/Station 13.000 is "" STREET FLOW TRAVEL TIME • SUBAREA FLOW ADDITION •••• Top of street segment elevation a 1171.970(Ft.) End of street segment elevation a 1161.800(Ft.) Length of street segment a 315.000(Ft.) /S Height of curb above gutter fLowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfa(L grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.017 • SLope from grade break to crown (v/hz) = 0.017 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from f(owline - 2.0000n.) Naming's N in gutter - 0.0150 Maming's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.902(CFS) Depth of flow = 0.304(Ft.) Average velocity - 4.468(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.079(Ft.) Flow velocity = 4.47(Ft/s) Travel time = 1.17 min. TC = 17.28 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient - 0.842 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D = 1.000 RI index for soiL(AMC 2) = 75.00 Rainfall intensity = 1.982(In/Hr) for a 10.0 year storm Subarea runoff 3.940(CFS) for 2.360(Ac.) Total runoff - 12.290(CFS) Total area - 20.200(Ac.) Street flow at end of street = 12.290(CFS) • Half street flow at end of street = 6.145(CFS) Depth of flow = 0.331(Ft.) Average velocity - 4.780(Ft/s) Flow width (from curb towards crown)= 11.646(Ft.) • �M�Hf�M M��1HNfiN�fN��M+H�MIMI�M�1�1M��f•�I�MNM1N�Nf Process from Point/Station 13.000 to Point/Station 13.000 _'•= USER DEFINED FLOW INFORMATION AT A POINT -••_ Rainfall intensity - 1.982(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.842 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 - 0.000 Decimal fraction soil grail C = 0.000 oecimaL fraction soil group D - 1.000 RI index for soil(AMC 2) = 75.00 User specified values are as follows: TC - 17.28 min. Rain intensity - 1.98(ln/Nr) Total area - 20.20(Ac.) Total runoff - 0.69(CFS) Process from Point/Station 13.000 to Point/Station 14.000 *e=• STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION fe'• Top of street segment elevation - 1162.800(Ft.) End of street segment elevation a 1156.000(Ft.) Length of street segment = 260.000(Ft.) Height of curb above gutter f(pwline = 6.0(In.) Width of half street (curb to crown) - 20.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 Street flow is on [2) side(s) of the street •Distance from curb to property Line - 10.000(Ft.) Slope from curb to property Line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from fLowline = 2.000(ln.) Mannings N in gutter = 0.0150 Naming's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.722(CFS) Depth of flow = 0.150(Ft.) Average velocity = 2.690(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.000(Ft.) Flow velocity = 2.69(Ft/s) Travel time = 1.61 min. TC 18.89 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient z 0.840 Decimal fraction soil group A = 0.000 Decimal traction soil group B = 0.000 Decimal traction soil group C = 0.000 0eci mal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Rainfall intensity 1.887(In/Nr) for a 10.0 year storm Subarea runoff = 2.949(CFS) for 1.860(Ac.) Total runoff = 3.639(CFS) Total area = 22.060(Ac.) Street flow at end of street = 3.639(CFS) Half street flow at end of street = 1.819(CFS) •Depth of flow = 0.248(F1.) Average velocity = 3.494(F Vs) Flow width (from curb towards crown)= 6.757(Ft.) Process from Point/Station 13.000 to Point/Station 14.000 ___= CONFLUENCE OF MAIN STREAMS =__• The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 22.060(Ac.) Runoff from this stream 3.639(CFS) Time of concentration 18.89 min. Rainfall intensity - 1.887(ln/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 15.000 to Point/Station 16.000 _•_- INITIAL AREA EVALUATION a=fe Initial area flow distance - 830.000(Ft.) Top (of initial area) elevation = 1195.500(Ft.) Batton (of initial area) elevation - 1168.380(Ft.) Difference in elevation - 27.120(Ft.) Slope = 0.03267 s(percent)= 3.27 TC a 110.370)a11lengt1^3)/(elevation change))'0.2 Initial area time of concentration - 10.789 min. Rainfall intensity - 2.569(ln/Mr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient - 0.854 Decimal fraction sail group A - 0.000 Decimal fraction soil group 8 = O.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 RI index for soil(AMC 2) = 75.00 •Initial subarea runoff - 13.658(CFS) Total initial stream area - 6.230(Ac.) Pervious area fraction - 0.350 .N.......a.aa.NN....N...N..................N...NN........... Process from Point/Station 16.000 to Point/Station 16.000 •••• USER DEFINED FLOW INFORMATION AT A POINT •... Rainfall intensity = 2.568(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient - 0.854 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 - 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for sail(AMC 2) = 75.00 User specified values are as follows: TC • 10.79 min. Rain intensity = 2.57(In/Hr) Total area - 6.23(Ac.) Total runoff = 2.46(CFS) .....N.NNN.N.H........N..M.H..NN....f.. H.......N.N...1.. Process from Paint/Station 16.000 to Point/Station 14.000 ••" CONFLUENCE OF MAIN STREAMS •••• The following data inside Main Stream is listed: In Main Stream number: 2 • Stream flow area = 6.230(Ac.) Runoff from this stream - 2.460(CFS) Time of concentration 10.79 min. Rainfall intensity = 2.568(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.639 18.89 1.887 2 2.460 10.79 2.568 Largest stream flow has longer time of concentration OP = 3.639 . sue of Ob Ia/Ib 2.460 • 0.735 1.808 Op = 5.447 Total of 2 main streams to confluence: Flow rates before confluence point: 3.639 2.460 Area of streams before confluence: 22.060 6.230 Results of confluence: Total flow rate - 5.447(CFS) • Time of concentration = 18.891 min. Effective stream area after confluence = 28.290(Ac.) H Process from Paint/Station 14.000 to Paint/Station 9.000 •... INITIAL AREA EVALUATION ••.. Initial area flow distance = 420.000(Ft.) •Top (of initial area) elevation = 1156.300(Ft.) gottom (of initial area) elevation = 1144.100(Ft.) Difference in elevation = 12.200(Ft.) Slope = 0.02905 s(percent)= 2.90 TC = k(0.370)`((Iength-3)/(elevation chan(je)0'0.2 Initial area time of concentration = 8.412 min. Rainfall intensity - 2.945(In/Nr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.859 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C 2 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Initial subarea runoff = 5.286(CFS) Total initial stream area = 2.090(Ac.) Pervious area fraction = 0.350 Process from Point/Station 14.000 to Point/Station 9.000 ••'= CONFLUENCE OF MAIN STREAMS =__• The following data inside Main Stream is listed: In Main Stream rnmber: 1 Stream flow area = 2.090(Ac.) Runoff from this stream = 5.286(CFS) •Time of concentration = 8.41 min. Rainfall intensity = 2.945(in/Nr) Program is now starting with Main Stream No. 2 Process from Point/Station 8.000 to Point/Station 9.000 '=ee INITIAL AREA EVALUATION -**- Initial area flow distance - 355.000(Ft.) Top (of initial area) elevation = 1154.800(Ft.) Bottom; (of initial area) elevation = 1143.610(Ft.) Difference in elevation = 11.190(Ft.) Slope - 0.03152 s(percent)= 3.15 TC - k(0.370)=I((ength"3)/(e(evation change))"0.2 Initial area time of concentration - 7.737 min. Rainfall intensity = 3.084(In/Nr) for a 10.0 year storm CONDOMINIUM subarea type Runaff Coefficient = 0.860 Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group 0 - 1.000 RI index for soil(AMC 2) - 75.00 Initial subarea runoff = 5.784(CFS) Total initial stream area - 2.180(Ac.) Pervious area fraction - 0.350 • Process from Point/Station 8.000 to Point/Station 9.000 1eM CONFLUENCE OF MAIN STREAMS e=** /9 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.180(Ac.) Runoff from this stream = 5.784(CFS) • Time of concentration = 7.74 min. Rainfall intensity = 3.084(ln/Nr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Nr) 1 5.286 8.41 2.945 2 5.784 7.74 3.084 Largest stream flow has shorter time of concentration 0p = 5.784 sum of Oa Tb/Ta 5.286 0.920 = 4.862 Op = 10.646 Total of 2 main streams to confluence: Flow rates before confluence point: 5.286 5.784 Area of streams before confluence: 2.090 2.180 Results of confluence: Total flow rate = 10.646(CFS) Time of concentration • 7.737 min. Effective stream area after confluence 4.270(Ac.) End of computations, total study area = 107.73 (Ac.) The following figures nay be used for a wit hydrograph study of the same area. Area averaged pervious area fractiori = 0.350 Area averaged RI index number = 75.0 0 O Riverside County Rational Hydrology Program CiviICADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.5 is Rational Hydrology Study Date: 09/25/90 ---------------------------------------------------- -- --------- TRACT 23342-1 • --------------------------------------------------------"------........ •"""" Hydrology Study Control Information ""•""a ------------------------------------------------------------------------ RanPac Engineering Corporation, Temecula, CA - S/N 560 --------------------- Method Hydrology Program based on Riverside County Flood Control 8 Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.580 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in./hr.) Slope of intensity duration curve = 0.5500 Process from Point/Station 1.000 to Point/Station 5.000 "" INITIAL AREA EVALUATION '*** Initial area flow distance = 760.000(Ft.) Top (of initial area) elevation = 1238.690(Ft.) Bottom (of initial area) elevation = 1204.800(Ft.) Difference in elevation - 33.890(Ft.) Slope - 0.04459 s(percent). 4.46 TC - k(0.370)-[(lengW3)/(elevation change))"0.2 Initial area time of concentration . 9.788 min. Rainfall intensity . 4.337(ln/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.871 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) • 75.00 Initial subarea runoff = 10.348(CFS) Total initial stream area = 2.740(Ac.) Pervious area fraction = 0.350 •Process from Point/Station 5.000 to Point/Station 6.000 "'e STREET FLOW TRAVEL TIME ' SUBAREA FLOW ADDITION "" Top of street segment elevation a 1204.800(Ft.) End of street segment elevation a 1173.200(Ft.) 3°b BASIN A 100 YEAR Length of street segment = 700.000(Ft.) Height of curb above gutter f(cwline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break - 12.000(Ft.) • Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 Street flow is on [2) side(s) of the street Distance from curb to property line - 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Nanning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street 19.884(CFS) Depth of flow = 0.360(Ft.) Average velocity = 6.034(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 13.351(Ft.) Flow velocity = 6.03(Ft/s) Travel time - 1.93 min. TC = 11.72 min. Adding area flow to street ' CONDOMINIUM subarea type Runoff Coefficient = 0.868 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) - 75.00 Rainfall intensity = 3.928(ln/Mr) for a 100.0 year storm Subarea runoff = 17.217(CFS) for 5.050(Ac.) Total runoff = 27.566(CFS) Total area = 7.790(Ac.) • Street flow at end of street - 27.566(CFS) Half street flow at end of street 13.783(CFS) Depth of flow - 0.393(Ft.) Average velocity = 6.460(Ft/s) Flow width (from curb towards crown)- 15.342(Ft.) +NNa++++Na+++N++++++++N++r+as+N+++a++N+N++N+Na+a+N++++NNS Process from Point/Station 6.000 to Point/Station 6.000 ••+• USER DEFINED FLOW INFORMATION AT A POINT eee• • Rainfall intensity = 3.928(ln/Nr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.868 Decimal fraction soil group A - 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) - 75.00 User specified values are as follows: TC = 11.72 min. Rain intensity - 3.93(ln/Br) Total area - 7.79(Ac.) Total ruruoff - 19.77(CFS) Process from Point/Station 6.000 to Point/Station 7.000 •Me STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION •... Top of street segment elevation - 11T3.200(Ft.) End of street segment elevation a 1165.050(Ft.) Length of street segment . 345.000(Ft.) Height of curb above gutter flowlim = 6.0(In.) �/. GG it�ifhl IL. y�GE'�-S 3�j.37 crs width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfaLL grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) 0.017 • Street flow is on (21 side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline - 2.000(In .) Naming's N in gutter - 0.0150 Mannings N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 22.955(CFS) Depth of flow = 0.409(Ft.) Average velocity = 4.814(Ft/s) Streetflow hydraulics at midpoint of street travel: HaLfstreet flow width = 16.276(Ft.) Flow velocity = 4.81(Ft/s) Travel time = 1.19 min. TC 12.91 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient - 0.866 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D = 1.000 RI index for so1L(AMC 2) = 75.00 Rainfall intensity = 3.724(ln/Mr) for a 100.0 year storm Subarea runoff = 8.099(CFS) for 2.510(Ac.) Total runoff = 27.869(CFS) Total area = 10.300(Ac.) Street flow at end of street = 27.869(CFS) Half street flow at end of street = 13.934(CFS) •Depth of flow = 0.433(Ft.) Average velocity = 5.016(Ft/s) Flow width (from curb towards crown)- 17.642(Ft.) Process from Point/Station 7.000 to Point/Station 7.000 a=aa USER DEFINED FLOW INFORMATION AT A POINT aaa' Rainfall intensity a 3.725(ln/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.866 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C a 0.000 Decimal fraction soil group 0 a 1.000 RI index for soil(AMC 2) a 75.00 User specified values are as follows: TC - 12.91 min. Rain intensity = 3.72(In/Hr) Total area a 10.30(Ac.) Total runoff = 10.67(CFS) �"W MMMMIM�-�-1-��M�H�N�NN�NNNMiNMN�N�NN��NN♦N�1�� Process from Point/Station 7.000 to Point/Station 8.000 •aaa STREET FLOW TRAVEL TIME • SUBAREA FLOW ADDITION •`a• Top of street segment elevation = 1165.050(Ft.) �. End of street segment elevation a 1154.800(Ft.) Length of street segment a 345.000(Ft.) Height of curb above gutter flowline a 6.0(In.) Width of half street (curb to crown) a 20.000(Ft.) Distance from crown to crossfall grade break a 12.000(Ft.) 1�3 Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 Street flow is on (2) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width - 2.000(Ft.) • Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Mannings N from gutter to grade break = 0.0150 Maming•s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 11.970(CFS) Depth of flow = 0.332(Ft.) Average velocity = 4.600(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.725(Ft.) Flow velocity - 4.60(Ft/s) Travel time = 1.25 min. TC 14.16 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient • 0.865 Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for Soil(AMC 2) = 75.00 Rainfall intensity = 3.540(ln/Hr) for a 100.0 year storm Subarea runoff = 7.685(CFS) for 2.510(Ac.) Total runoff = 18.355(CFS) Total area = 12.810(Ac.) Street flow at end of street - 18.355(CFS) Half street flow at end of street = 9.177(CFS) Depth of flow - 0.373(Ft.) Average velocity - 5.029(Ft/s) • Flow width (from curb towards crown)- 14.111(Ft Process from Point/Station 10.000 to Point/Station 11.000 •••• INITIAL AREA EVALUATION •••• Initial area flow distance = 800.000(Ft.) Top (of initial area) elevation = 1213.100(Ft.) Bottom (of initial area) elevation = 1203.100(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01250 s(percent)= 1.25 TC - k(0.370)•I(len9th"3)/(elevation change))"0.2 Initial area time of concentration - 12.884 min. Rainfall intercity - 3.729(ln/Mr) for a 100.0 year stoma CONDOMINIUM subarea type Runoff Coefficient = 0.866 Decimal fraction soil group A = 0.000 Debi met fraction soil group 8 - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil grog D - 1.000 RI index for soil(AMC 2) - 75.00 Initial subarea runoff - 17.B34(CFS) Total initial stream area - 5.520(Ac.) Pervious area fraction - 0.350 •" Process iraa Paint/Station 11.000 to Point/S to tion 12.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION •••• Top of street segment elevation - 1203.100(Ft.) jL/ Process from Paint/Station 12.000 to Point/Station 12.000 '•" USER DEFINED FLOW INFORMATION AT A POINT ...• Rainfall intensity a 3.333(ln/Mr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient - 0.863 Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 Rl index for soil(AMC 2) = 75.00 User specified values are as follows: TC a 15.80 min. Rain intensity - 3.33(In/Hr) Total area a 17.84(Ac.) Total runoff - 23.27(CFS) • Process from Point/Station 12.000 to Point/Station 13.000 ••" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION tet• O/ J End of street segment elevation = 1171.970(Ft.) Length of street segment = 1030.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 20.000(Ft.) • Distance from crown to crassfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hi) - 0.017 Slope from grade break to crown (v/ha) = 0.017 Street flow is on (21 side(s) of the street Oistance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/ht) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowtine = 2.000(In.) Manning's N in gutter - 0.0150 ' Mannings N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 37.736(CFS) Depth of flow = 0.456(Ft.) Average velocity 5.895(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 18.999(Ft.) Flow velocity = 5.89(Ft/s) Travel time = 2.91 min. TC = 15.80 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.863 Decimal fraction sail group A - 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D • 1.000 RI index for sail(AMC 2) = 75.00 Rainfall intensity = 3.333(ln/Mr) for a 100.0 year storm Subarea runoff = 35.440(CFS) for 12.320(Ac.) •Total runoff = 53.274(CFS) Total area = 17.840(Ac.) Street flow at end of street = 53.274(CFS) Half street flow at end of street = 26.637(CFS) Depth of flow = 0.503(Ft.) Average velocity = 6.421(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property 0.17(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) Process from Paint/Station 12.000 to Point/Station 12.000 '•" USER DEFINED FLOW INFORMATION AT A POINT ...• Rainfall intensity a 3.333(ln/Mr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient - 0.863 Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 Rl index for soil(AMC 2) = 75.00 User specified values are as follows: TC a 15.80 min. Rain intensity - 3.33(In/Hr) Total area a 17.84(Ac.) Total runoff - 23.27(CFS) • Process from Point/Station 12.000 to Point/Station 13.000 ••" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION tet• O/ J Top of street segment eievation = 1171.970(Ft.) End of street segment elevation - 1161.800(Ft.) Length of street segment = 315.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) •Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft .) Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) - 0.017 Street flow is on (2) side(s) of the street Distance from curb to property line - 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width - 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Mannings N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 24.809(CFS) Depth of flow - 0.400(Ft.) Average velocity = 5.535(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.749(Ft.) Flow velocity - 5.54(Ft/s) Travel time = 0.95 min. TC = 16.75 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.862 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal traction soil grog C - 0.000 Decimal fraction soil group D - 1.000 RI index for SoiL(AMC 2) - 75.00 Rainfall intensity s 3.228(ln/Nr) for a 100.0 year storm is Subarea runoff = 6.566(CFS) for 2.360(Ac.) Total runoff = 29.836(CFS) Total area - 20.200(Ac.) Street flow at end of street = 29.836(CFS) Half street flow at end of street : 14.918(CFS) Depth of flow = 0.422(Ft.) Average velocity = 5.755(Ft/s) Flow width (from curb towards crown)= 17.010(Ft.) Process from Point/Station 13.000 to Point/Station 13.000 e•e• USER DEFINED FLOW INFORMATION AT A POINT `ee` Rainfall intensity - 3.228(ln/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.862 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil grog C = 0.000 Decimal fraction soil grog D - 1.000 RL index for soiL(AMC 2) a 75.00 User specified values are as follows: TC = 16.75 min. Rain intensity a 3.23(ln/Nr) Total area = 20.20(Ac.) Total runoff s 13.04(CFS) . •Process from Point/Station 13.000 to Point/station 14.000 fe`• STREET FLOW TRAVEL TIME • SUBAREA FLOW ADDITION ee•e Top of street segment elevati on a 1162.800(Ft.) End of street segment elevation a 1156.000(Ft.) WIN Length of street segment = 260.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) • 20.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 • Street flow is on 121 side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Mannings N in gutter = 0.0150 Mannings N from gutter to grade break = 0.0150 Mannings N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 13.640(CFS) Depth of flow = 0.350(Ft.) Average velocity = 4.494(Ft/5) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.764(Ft.) Flow velocity = 4.49(Ft/s) Travel time - 0.96 min. TC = 17.71 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient • 0.861 Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Rainfall intensity = 3.130(ln/Hr) for a 100.0 year storm Subarea runoff 5.011(CFS) for 1.860(Ac.) Total runoff = 18.051(CFS) Total area = 22.060(Ac.) •Street flow at end of street - 18.051(CFS) Half street flow at end of street 9.026(CFS) Depth of flow = 0.377(Ft.) Average velocity = 4.765(Ft/s) Flow width (from curb towards crown)= 14.396(Ft.) Process from Point/Station 13.000 to Point/Station 14.000 ==ee CONFLUENCE OF MAIN STREAMS .... The following data inside Main Stream is listed: in Main Stream nunber: 1 Stream flow area = 22.060(Ac.) Runoff from this stream = 18.051(CFS) Time of concentration = 17.71 min. Rainfall intensity = 3.130(ln/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 15.000 to Point/Station 16.000 e'" INITIAL AREA EVALUATION ===e Initial area flow distance - 830.000(Ft.) Top (of initial area) elevation - 1195.500(Ft.) Bottom (of initial area) elevation = 1168.380(Ft.) Difference in elevation - 27.120(Ft.) Slope a 0.03267 s(percent)- 3.27 TC - k(0.370)`((length^3)/(elevation change)]"0.2 Initial area time of concentration a 10.789 min. Rainfall intensity - 4.111(ln/Hr) for a 100.0 year storm 99 CONDOMINIUM subarea type Runoff Coefficient = 0.869 Decimal fraction soil group A - 0.000 Decimal fraction soil group e = 0.000 • Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 - 1.000 RI index for soil(AMC 2) a 75.00 Initial subarea runoff - 22.264(CFS) Total initial stream area - 6.230(Ac.) Pervious area fraction - 0.350 • • •wHSM+++ - ++........................... f a i.......;......... Process from Point/Station 16.000 to Paint/Station 16.000 "" USER DEFINED FLOW INFORMATION AT A POINT "" Rainfall intensity = 4.111(ln/Hr) for a 100.0 year storm CONDOMIMIUM subarea type Runoff Coefficient = 0.869 Decimal fraction soil group A a 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 User specified values are as follows: TC • 10.79 min. Rain intensity - 4.11(ln/Hr) Total area = 6.23(Ac.) Total runoff = 8.46(CFS) ♦��r M��N ��MH1�i��M 1��M N�N�N ��4�1��H��1M��i??N �4f f f Process from Point/Station 16.000 to Point/Station 14.000 ***' CONFLUENCE OF MAIN STREAMS "" The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 6.230(Ac.) Runoff from this stream = 8.460(CFS) Time of concentration = 10.79 min. Rainfall intensity = 4.111(ln/Mr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Mr) 1 18.051 17.71 3.130 2 8.460 10.79 4.111 Largest stream flow has longer time of concentration ap = 18.051 • sum of ab la/Ib 8.460 0.761 = 6.441 Dp = 24.492 Total of 2 main streams, to confluence: Flow rates before confluence point: 18.051 8.460 Area of streams before confluence: 22.060 6.230 Results of confluence: Total flow rate - 24.492(CFS) Time of concentration a 17.714 win. Effective stream area after confluence : 28.290(Ac.) • ---------------------------......................... Process from Point/Station 14.000 to Point/Station 14.000 *'** USER DEFINED FLOW INFORMATION AT A POINT "" Rainfall intensity - 3.130(ln/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.861 Decimal fraction soil group A - 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) - 75.00 User specified values are as follows: TC = 17.71 min. Rain intensity = 3.13(ln/Hr) Total area = 28.29(Ac.) Total runoff = 8.89(CFS) ..... M.M...N.HiH.ii.f...M.M.-hi Hi.iNM N......if......i....... Process from Point/Station 14.000 to Point/Station 9.000 _•.. STREET FLOW TRAVEL TIME SUBAREA FLOW ADDITION "•. Top of street segment elevation = 1156.300(Ft.) End of street segment elevation = 1144.100(Ft.) Length of street segment = 420.000(Ft.) Height of curb above gutter flowline = 6.0(In .) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break a 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 Street flow is on (2] side(s) of the street •Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline - 2.000(In.) Manning's N in gutter = 0.0150 Nanning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street - 9.218(CFS) Depth of flow - 0.311(Ft.) Average velocity - 4.317(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 10.488(Ft.) Flow velocity - 4.32(Ft/s) Travel time - 1.62 min. TO = 19.33 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.859 Decimal fraction soil group A - 0.000 Decimal fraction soil group a = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil grail D - 1.000 RI index for soil(AMC 2) = 75.00 Rainfall intensity = 2.9830n/Hr) for a 100.0 year storm Subarea runoff = 5.356(CFS) for 2.090(Ac.) Total runoff = 14.246(CFS) Total area a 30.380(Ac.) Street flow at end of street = 14.246(CFS) Half street flow at end of street = 7.123(CFS) •Depth of flow - 0.349(Ft.) Average velocity - 4.727(Ft/s) Flow width (from curb towards crown)- 12.715(Ft.) .91 ............................ _............. I......................... Process from Point/Station 14.000 to Point/Station 9.000 .... CONFLUENCE OF MAIN STREAMS ."' The following data inside Main Stream is listed: In Main Stream number: I Stream flow area = 30.380(Ac.) Runoff from this stream = 14.246(CFS) Time of concentration = 19.33 min. Rainfall intensity = 2.983(ln/Hr) Program is now starting with Main Stream No. 2 ♦M-�M�aNMHM-MM....................N........................ Process from Paint/Station 8.000 to Point/Station 8.000 .... USER DEFINED FLOW INFORMATION AT A POINT .... Rainfall intensity = 3.540(ln/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.865 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction sail group 0 = 1.000 Al index for soit(AMC 2) = 75.00 User specified values are as follows: TC = 14.16 min. Rain intensity = 3.54(ln/Hr) Total area - 12.53(Ac.) Total runoff = 4.76(CFS) ...a�aa..a-r..........w..+.....a..s...t+.++..............+tt.aa....... • Process from Point/Station 8.000 to Point/Station 9.000 ""e STREET FLOW TRAVEL TIME - SUBAREA FLOW ADDITION 'e•• Top of street segment elevation = 1154.800(Ft.) End of street segment elevation = 1143.610(Ft.) Length of street segment = 355.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 12.000(Ft.) Slope from gutter to grade break (v/ht) = 0.017 Slope from grade break to crown (v/hz) - 0.017 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) - 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline - 2.000(ln.) Manningms N in gutter = 0.0150 Manning0s N from gutter to grade break = 0.0150 Mannings N from grade break to crown - 0.0150 Estimated mean flow rate at midpoint of street = 5.174(CFS) Depth of flow = 0.266(Ft.) Average velocity = 3.949(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width a 7.839(Ft.) Flow velocity - 3.95(Ft/s) Travel time - 1.50 min. TC 15.66 min. Adding area flow to street CONOOMINIUM subarea type Runoff Coefficient - 0.863 Decimal fraction soil group A - 0.000 Decimal fraction soil group a = 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 -30 RI index for soll(AMC 2) = 75.00 Rainfall intensity = 3.350(ln/Mr) for a 100.0 year storm Subarea runoff = 6.303(CFS) for 2.180(Ac.) Total runoff = 11.063(CFS) Total area = 14.710(Ac .) • Street flow at end of street = 11.063(CFS) Nalf street flow at end of street 5.531(CFS) Depth of flow - 0.323(Ft.) Average velocity = 4.632(Ft/s) Flow width (from curb towards crown)= 11.175(Ft.) ...........................................I......I................... Process from Point/Station 8.000 to Point/Station 9.000 •••• CONFLUENCE OF MAIN STREAMS •••• The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 14.710(Ac.) Runoff from this stream 11.063(CFS) Time of concentration = 15.66 min. Rainfall intensity = 3.350(ln/Nr) Summary of stream data: Stream Flaw rate TC Rainfall Intensity No. (CFS) (min) (In/Nr) 1 14.246 19.33 2.983 2 11.063 15.66 3.350 Largest stream flow has longer time of concentration Op = 14.246 . sum of Db la/Ib •11.063 • 0.891 9.852 Op = 24.098 Total of 2 main streams to confluence: Flow rates before confluence point: 14.246 11.063 Area of straws before confluence: 30.380 14.710 Results of confluence: Total flow rate . 24.098(CFS) Time of concentration = 19.331 min. Effective stream area after confluence = 45.090(Ac.) End of computations, total study area 148.55 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fracti on(Ap) a 0.350 Area averaged RI index rxArber - 75.0 • 31 Riverside County Rational Hydrology Program BASIN B • Civi ICADO/Civi[DESIGN Engineering Software, (c) 1990 version 2.5 Rational Hydrology Study Date: 09/26/90 TRACT 23064-1 FN=64187 • ________________________________________________________________________ '"""" Hydrology Study Control Information .........._ RanPac Engineering Corporation, Temecula, CA - S/N 560 ________________________________________________________________________ Rational Method Hydrology Program based on Riverside County Flood Control 8 hater Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.580 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year - 10.0 Calculated rainfall intensity data: 1 hour intensity - 1.000 (in./hr.) Slope of intensity duration curve = 0.5500 Process from Point/Station 1.000 to Point/Station 2.000 '"' INITIAL AREA EVALUATION "" Initial area flow distance = 700.000(Ft.) Top (of initial area) elevation = 1238.690(Ft.) Bottom (of initial area) elevation - 1231.340(Ft.) Differetice in elevation = 7.350(Ft.) Slope • 0.01050 s(percent)- 1.05 TC - k(0.390)-[(length^3)/(elevation change))^0.2 Initial area time of concentration - 13.331 min. Rainfall intensity - 2.286(ln/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.827 Decimal fraction soil group A = 0.000 Decimal fraction soil group e = 0.000 Oecimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 RI index for soil(AMC 2) - 75.00 Initial subarea runoff = 5.898(CFS) Total initial stream area = 3.120(Ac.) Pervious area fraction - 0.500 Process }ron Point/Station 3.000 to Poi n[/Station 4.000 '••• INITIAL AREA EVALUATION '•ea Initial area flow distance - 720.000(Ft.) Top (of initial area) elevation • 1237.400(Ft.) .3,2 Bottom (of initial area) elevacion = 1230.800(Ft.) Difference in elevation = 6.600(Ft.) Slope - 0.00917 s(percent)= 0.92 •TC = k(0.390)e[(L ength'3)/(elevation change))'0.2 Initial area time of concentration = 13.853 min. Rainfall intensity a 2.239(In/Mr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.825 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction sail group D = 1.000 RI index for soiL(AMC 2) = 75.00 Initial subarea runoff = 3.936(CFS) Total initial stream area = 2.130(Ac.) Pervious area fraction = 0.500 Erd of computations, total study area = 5.25 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index n er = 75.0 is • M_' Riverside County Rational Hydrology Program • CiviICADD/CiviIDESIGN Engineering Software, (c) 1990 Version 2.5 Rational Hydrology Study Date- 09/25/90 -------- _--------- _____ TRACT 23064-1 FN=6418H Ll ________________________________________________________________________ •e•'••••' Hydrology Study Control Information ""••"•• . ________________________________________________________________________ RanPac Engineering Corporation, Temecula, CA - S/N 560 ________________________________________________________________________ Rational Method Hydrology Program based on Riverside County Flood Control 8 water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.580 (Inches) 100 year, 1 hour precipitation = 1.600 (inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity • 1.600 (in./hr.) Slope of intensity duration curve = 0.5500 ��r��4i��rN��r�NNFiiiri�NN�H�N�Yi1iH�� HY��1iMfffFf?1fN�N Process from Point/Station 1.000 to Point/Station 2.000 •... INITIAL AREA EVALUATION •••• Initial area flow distance = 700.000(Ft.) Top (of initial area) elevation = 1238.690(Ft.) Bottom (of initial area) elevation = 1231.340(Ft.) Difference in elevation = 7.350(Ft.) Slope - 0.01050 s(percent)- 1.05 TC - k(0.390)e(0ength^3)/(elevation change))^0.2 Initial area time of concentration - 13.331 min. Rainfall intensity • 3.660(ln/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Ru ff Coefficient - 0.851 Decimal fraction soil gray A = 0.000 Decimal fraction soil gray 8 - 0.000 C_cimal fraction soil gray C - 0.000 Decimal fraction sail gray D = 1.000 R1 index for soil(AMC 2) - 75.00 Initial subarea runoff - 9.720(CFS) Total initial stream area - 3.120(Ac.) Pervious area fraction - 0.500 • � Process frac Point/Station 3.000 to Point/Station 4.000 ••" INITIAL AREA EVALUATION ="• Initial area fl ow distance • 720.000(Ft.) Top (of initial area) elevation • 1237.400(Ft.) 3q Bat -,cm (of initial area) elevation = 1230.800(Ft.) Difference in elevation = 6.600(Ft.) Slope = 0.00917 s(percent)= 0.92 • TC = k(0.390)`[(length"3)/(elevation change))"0.2 Initial area time of concentration = 13.853 min. Rainfall intensity - 3.583(ln/Mr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre lot) Runoff Coefficient - 0.850 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Initial subarea runoff = 6.490(CFS) Total initial stream area = 2.130(Ac.) Pervious area fraction = 0.500 End of computations, total study area = 5.25 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 75.0 •/ 3s BASIN C Riverside County Rational Hyarology Program • CiviICADD/CiviIOESIGN Engineering Software, (c) 1990 version 2.5 Rational Hydrology Study Date: 09/26/90 TRACT 23C64-1 FN=641CT ................................................................... ......••• Hydrology Study Control Information ......•••• _ ........................................................................ RanPac Engineering Corporation, Temecula, CA - S/N 560 ----------------------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control B Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.580 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.000 (in./hr.) Slope of intensity duration curve = 0.5500 .............I.........a...a.a.aaaa..........Naataaaa Process from Point/Station 3.400 to Point/Station 3.500 •••• INITIAL AREA EVALUATION •••• Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 1184.840(Ft.) Bottom (of initial area) elevation = 1174.600(Ft.) Difference in elevation = 10.240(Ft.) Slope = 0.02560 s(percent)= 2.56 TC = k(0.390)•1(length'3)/(elevation change))'0.2 Initial area time of concentration = 8.917 in. Rainfall intensity = 2.852(ln/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.839 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Initial subarea runoff - 3.998(CFS) Total initial stream area = 1.670(Ac.) Pervious area fraction = 0.500 •.MaMMIa...ilaaafMa.f'Mi.M.a..Mf..NNaHMaMaa.MHMM.M1aH. Prxess from Point/Station 3.100 to Point/Station 3.200 • INITIAL AREA EVALUATION •••• Initial area flow distance - 320.000(Ft.) Top (of initial area) elevation - 1220.000(Ft.) 3G Bot := (of init al area) elevation - 1209.700(Ft.) Difference in elevation = 10.300(Ft.) Slope = 0.03219 s(percent)= 3.22 •TC = 4(0.940)=[(length'3)/(elevation change)1'0.2 Initial area time of concentration = 18.778 min. Rainfall intensity = 1.894(In/Hr) for a 10.0 year storm UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.765 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 80.00 Initial subarea runoff = 5.348(CFS) Total initial stream area = 3.690(Ac .) Pervious area fraction = 1.000 .a..s........11..................................................... Process from Point/Station 3.200 to Point/Station 3.300 •... NATURAL CHANNEL TIME • SUBAREA FLOW ADDITION .... Top of natural channel elevation = 1209.700(Ft.) End of natural channel elevation = 1192.000(Ft.) Length of natural channel = 580.000(Ft.) Estimated mean flow rate at midpoint of channel = 10.174(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity - (7 . 8(q-.352)(slope-0.5) Velocity using mean channel flow = 4.39(Ft/s) • Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0305 Corrected/adjusted channel slope = 0.0305 Travel time = 2.20 min. TC = 20.98 min. Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient • 0.882 Decimal fraction soil group A = 0.000 Oeci mal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 Rainfall intensity = 1.782(ln/Rr) for a 10.0 year storm Subarea runoff • 10.466(CFS) for 6.660(Ac.) Total runoff = 15.813(CFS) Total area 10.350(Ac.) End of computations, total study area = 12.02 (Ac.) The following figures Trey be used for a unit hydrograph study of the same area. • Area averaged pervious area fraction(Ap) = 0.432 Area averaged RI index number • 76.5 Tit a g o6 �/=/ 37 Riverside County Rational Hydrology Program • Civi ICAOD/Civi IDES IGN Engineering Software, (C) 1990 version 2.5 Rational Hydrology Study Date: 09/25/90 --------- ----- ----- ........................... TRACT 23064-1 FN=641CH -------------------------------------------------------" "'---......___ _•••••__• Hydrology Study Control Information e•••==•"' ........................................................ RanPac Engineering Corporation, Temecula, CA - S/N 560 Rational Method Hydrology Program based on Riverside County Flood Control 8 water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.580 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in./hr.) Slope of intensity duration curve - 0.5500 Process from Point/Station 3.400 to Point/Station 3.500 ...= INITIAL AREA EVALUATION =__' Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 1184.840(Ft.) Bottom (of initial area) elevation - 1174.600(Ft.) Difference in elevation - 10.240(Ft.) Slope = 0.02560 s(percent)= 2.56 TO - k(0.390)`((length^3)/(elevation change)1^0.2 Initial area time of concentration = 8.917 min. Rainfall intensity = 4.565(ln/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Aare Lot) Runoff Coefficient - 0.860 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for s01t(AMC 2) = 75.00 Initial subarea runoff = 6.557(CFS) Total initial stream area = 1.670(Ac .) Pervious area fraction = 0.500 •.-r-ea.s».-...a-�-�-..++-r�rNa+..-t.a-.a-�-r�-�a.aa.aaa.aaaa..-�-H+-.. Process from Point/Station 3.100 to Point/Station 3.200 ___= INITIAL AREA EVALUATION =__• Initial area flow distance = 320.000(Ft.) Top (of initial area) elevation = 1220.000(Ft.) gottom (of initial area) elevation = 1209.700(Ft.) Difference in elevation = 10.300(Ft.) Slope - 0.03219 s(percenU= 3.22 • TC - k(0.940)-[(length'3)/(elevation change WO.2 Initial area time of concentration = 18.778 min. Rainfall intensity - 3.031(In/Nr) for a 100.0 year storm UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.811 Decimal fraction soil group A = 0.000 Decimat fraction soil group 0 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 RI index for soil(AMC 2) = 80.00 Initial subarea runoff = 9.C69(CFS) Total initial stream area = 3.690(Ac.) Pervious area fraction = 1.000 ♦N++++++++M++++N+++N++NN+NN+++++++++INN++N+++NN+NN+N+i Process from Point/Station 3.200 to Paint/Station 3.300 e•ee NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION •ef* _ Top of natural channel elevation a 1209.700(Ft.) End of natural channel elevation a 1192.000(Ft.) Length of natural channel = 580.000(Ft.) Estimated mean flow rate at midpoint of charnel 17.253(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity a (7 + a(q'.352)(slope"0.5) Velocity using mean channel flow a 5.03(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope - 0.0305 Corrected/adjusted channel slope = 0.0305 Travel time = 1.92 min. TC • 20.70 min. Adding area flaw to channel COMMERCIAL subarea type Runoff Coefficient - 0.888 Decimal fraction soil group A - 0.000 Decimal fraction soil group 8 - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D = 1.000 RI index for scil(AMC 2) - 75.00 Rainfall intensity - 2.8730n/Nr) for a 100.0 year storm Subarea runoff = 16.990(CFS) for 6.660(Ac.) Total runoff = 26.059(CFS) Total area 10.350(Ac.) End of computations, total study area = 12.02 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) - 0.432 Area averaged RI index number - 76.5 39 Riverside County Rational Hydrology Program BASIN D • C(VilCAOD/CIvilDESIGN Engineering Software, (c) 1990 version 2.5 Rational Hydrology Study Date: 09/26/90 ........................... TRACT 23064.1 FN=6410T • ....................................................................... ......'•• Hydrology Study Control Information "••'•••'• ........................................................................ RanPac Engineering Corporation, Temecula, CA - S/N 560 ........................................."'._.......................... Rational Method Hydrology Program based on Riverside County Flood Control d Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition - 2 2 year, 1 hour Precipitation = 0.580 (Inches) 100 year, 1 hour precipitation - 1.600 (Inches) Storm event year - 10.0 Calculated rainfall intensity data: 1 hour intensity - 1.000 (in./hr.) Slope of intensity duration curve • 0.5500 Process from Point/Station 40.000 to Point/Station 41.000 •'•• INITIAL AREA EVALUATION •'•• Initial area flow distance = 470.000(Ft.) Top (of initial area) elevation = 1233.000(Ft.) Bottom (of initial area) elevation = 1220.000(Ft.) Difference in elevation = 13.000(Ft.) Slope - 0.02766 s(percent)= 2.77 TO - k(0.940)•[((ength^3)/(e(evation change))^0.2 Initial area time of concentration = 22.5 T3 min. Rainfall intensity = 1.711(ln/Hr) for a 10.0 year storm UNDEVELOPED (good cover) subarea Runoff Coefficient - 0.753 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group 0 - 1.000 RI index for soil(AMC 2) = 80.00 Initial subarea runoff = 5.801(CFS) Total initial stream area = 4.500(Ac.) Pervious area fraction = 1.000 Processfres Point/Station 41.000 to Point/Station 60.000 ••" NATURAL CMANNEL TIME ! SUBAREA FLOW ADDITION '••' Top of natural chamel elevation - 1220.000(Ft.) End of natural channel elevation - 1165.000(Ft.) UD Length of natural channel = 1275.000(Ft.) Estimated mean flow rate at midpoint of channel = 11.602(CFS) • Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 • 8(q'.352)(slope'0.5) Velocity using mean channel flow = 5.39(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0431 Corrected/adjusted channel slope = 0.0431 . Travel time = 3.94 min. TC = 26.51 min. Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.742 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 - 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 80.00 Rainfall intensity = 1.566(ln/Nr) for a 10.0 year storm Subarea runoff = 10.462(CFS) for 9.000(Ac.) Total runoff = 16.263(CFS) Total area = 13.500(Ac .) End of computations, total study area 13.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area £recti on(Ap) - 1.000 Area averaged RI index nunber = 80.0 • yl Riverside County Rational Hydrology Program • CivilCADO/Civi (DESIGN Engineering Soitvare, (c) 1990 Version 2.5 Rational Hydrology Study Date: 09/25/90 ..................................................................... TRACT 23064-1 FN=641DH ........................................................................ ••••••••• Hydrology Study Control Information •••••••••• ........................................................ RanPac Engineering Corporation, Temecula, CA - S/N 560 Rational Method Hydrology Program based on Riverside County Flood Control 8 Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.580 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in./hr.) Slope of intensity duration curve = 0.5500 Process from Paint/Station 40.000 to Point/Station 41.000 •••• INITIAL AREA EVALUATION •••• Initial area flow distance = 470.000(Ft.) Top (of initial area) elevation = 1233.000(Ft.) Bottom (of initial area) elevation = 1220.000(Ft.) Difference in elevation = 13.000(Ft.) Slope = 0.02766 s(percent)= 2.77 TC = k(0.940)•((length^3)/(elevation change)1'0.2 Initial area time of concentration = 22.573 min. Rainfall intensity = 2.739(ln/Hr) for a 100.0 year storm UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.802 Decimal fraction soil group A = 0.000 Decimal traction soil group a = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 80.00 Initial subarea runoff = 9.890(CFS) Total initial stream area = 4.500(Ac.) Pervious area fraction = 1.000 ♦HHHH�HH�•�•HHH��•••H��H�H� H��H�HH�H\� Process from Point/Station 41.000 to Point/Station 60.000 •••• NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION Top of natural charnel elevation - 1220.000(Ft.) End of natural charnel elevation - 1165.000(Ft.) Length of natural channel = 1275.000(Ft.) Estimated mean flow rate at micpoint of channel = 19.78C(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: velocity - (7 � 8(q".352)(slope'0.5) velocity using mean channel flow = 6.20(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0431 Corrected/adjusted channel slope = 0.0431 Travel time = 3.42 min. TC = 26.00 min. Adding area flow to channel UNDEVELGPED (good cover) subarea Runoff Coefficient - 0.795 Decimal fraction soil group A - 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction sail group 0 = 1.000 RI index for soit(AMC 2) = 80.00 Rainfall intensity = 2.534(ln/Rr) for a 100.0 year storm Subarea runoff = 18.143(CFS) for 9.000(Ac.) Total runoff = 28.033(CFS) Total area = 13.500(Ac.) End of computations, total study area = 13.50 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 80.0 10 9 u3 CATCH BASIN CT2TNC •...........................E............................................... � C. S .� /�2 Q�Q • CALC'LATE DEPTH OF FLCW GIVEN: Street Slope • .028500 (Ft./Ft.) • 2.3500 S Given Flow Rate . 32.35 Cubic Feet/Second ........»............................................e...................... This software prepared for: Ranpac Engineering ........e......e............................................................. ••• OPEN CHANNEL FLOW . STREET FLOW •+• Street Slap* (Ft./Ft.) + .0285 Mannings "n• value for street + .015 Curb Height (In.) + b. Street Halfwidth (Ft.) + 20.00 Oistance From Cram to Crossfall Grade Break (Ft.) + 12.00 Slope from Gutter to Grade Break (Ft./Ft.) + .017 Slope from Grad* Break to Crown (Ft -/Ft.) + .017 Nunber of Malfstreets Carrying Runoff + 2 Distance from curb to property line (Ft.) + 10.00 Slope frac curb to property line (Ft./Ft.) a .020 Gutter width (Fr.) + 2.000 Gutter hike from flouting (In.) . 2.000 Marvtings +n+ valve for gutter and sidewalk + .015 Depth of flow . .450 (Ft.) Average Velocity • 5.24 (Ft./Sec.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) + 18.65 flow Velocity(Ft./SK.) a 4.54 Depth -Velocity + 2.04 Flow rate of total street channel + 32.35 (CFS) _. Flow rate in gutter + 5.47 (CFS) Velocity of flow in gutter and sidewalk arms + 7.466 (Ft./Sec.) Average velocity of total street channel + 5.235 (Ft./Sec.) This program evaluates curb inlets only ob one side of a street at a time. Because the program is evaluating flow on both sides of the street, the saainaam flow rate of the curb inlet will be doubled assuming identical inlets are placed on each side of the street. 1/d •...........................E...........C.....C............................. CALCULATE DEPTH OF FLOW GIVEN: Street Slope • .028500 (Ft./Ft.) 2.85CO Given Floe Rate • 53.27 CW.c Feet/Second ............................................................................. This software prepared far: Raroac Engineering ............................................................................. ••• OPEN CHANNEL FLOW - STREET FLOW ••• Street Slope (FY./Ft.) = .0285 warnings "n" value for street = .015 Curb Height (In.) - 6. Street Halfwidth (Ft.) • 20.00 Distance From Crown to Crossfall Grade Break (Ft.) 12.00 Slope from Gutter to Grade Break (Ft./Ft.) • .017 Slope frau Grade Break to Crown (Ft./Ft.) a .017 Nunber of Nalfstreets Carrying Runoff s 2 Distance frac curb to property Line (Ft.) • 10.00 Slope frac curb to property line (Ft./Ft.) a .020 Gutter width (Ft.) a 2.000 Gutter hike from flowline (In.) • 2.000 Ham ings "n" value for gutter and sidewalk • .015 Depth of flow • .521 (Ft.) Average Velocity • 5.92 (Ft./Sec.) • WARNING: OEPtH OF FLOW EXCEEDS TCP OF CURB Distance that curb overflow reaches into property is - 1.031 (Ft.) NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN Streetflow Hydraulics : Halfstrett Flow Width(Ft.) . 20.00 Flow Vel ocity(Ft./Sec.) a 5.74 Depth -Velocity • 2.99 Flow rate of total street channel 53.27 (CFS) Flow rate in gutter • 5.88 (CFS) Velocity of flow in gutter and sidewalk area = 6.640 (Ft./Sec.) Average velocity of total street channel • 5.915 (Ft./Sec.) This programs evaluates curb inlets only on one side of a street at a time. Because the program is evaluating flow on both sides of the street, the mammae flow rate of the curb inlet will be doubled assuming identical inlets are placed on each side of the street. �2a3o�� i L •---...... FLCY CALLATICKS.•••••• -++ . ...............CJ......................... CALCJLATE DEPTH OF FLOW GIVEN: Street Slope = .028500 (Ft./Ft.) 2.8500 % Given Flow Rate = 12.29 Cubic Feet/Second This software prepared for: Ranpac Engineering ..................................................................I.......... ••• OPEN CHANNEL FLOW - STREET FLOW ••_ • µ7 Street Slope (Ft./Ft.) = .0285 Mannings "n" value for street = .015 Curb Height (In.) = 6. Street Halfwidth (Ft.) = 20.00 Distance Fran Crown to Crossfall Grade Break (FL) = 12.00 Slope from Gutter to Grade Break (Ft./Ft.) _ .017 Slope frau Grade Break to Crown (Ft./Ft.) - .017 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = 10.00 Slope from curb to property line (Ft./Ft.) _ .020 .. Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 Mannings "n" value for gutter and sidewalk - .015 Depth of flow - .342 (Ft.) - Average Velocity = 4.32 (Ft./Sec.) • Streetflow Hydraulics Halfstreet Flow Width(Ft.) = 12.32 Flow Velocity(Ft./Sec.) = 3.30 Depth -Velocity - 1.13 Flow rate of total street charnel - 12.29 (CFS) Flow rate in gutter = 3.16 (CFS) Velocity of flow in gutter and sidewalk area - 6.101 (Ft./Sec.) Average velocity of total street channel - 4.320 (Ft./Sec.) This program evaluates curb inlets only on one side of a street at a tine. 8eoause the program is evaluating flow on both sides of the street, the maxim flow rate of the curb inlet will be doubled assuning identical inlets are placed on each side of the street. • µ7 • • ..............................SREE........... NS.......................... CALCULATE DEPTH OF FLCW GIVEN: Street Slope = .028500 (Ft./Ft.) 2.3500 Given Flow Rate 29.34 Ccbic Feet/Second ..................«...................................................... This software prepared for: Ranpac Engineering ........................................................................ =a• OPEN CHANNEL FLOW - STREET FLOW ••. Street Slope (Ft./Ft.) = .0285 Mannings "n" value for street = .015 Curb Height (In.) - 6. Street Halfwidth (Ft.) = 20.00 Distance From Crown to CrossfalL Grade Break (Ft.) = 12.00 Slope from Gutter to Grade Break (Ft./Ft.) _ .017 Slope from Grade Break to Crown (Ft./Ft.) = .017 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = 10.00 Slope from curb to property line (Ft./Ft.) = .020 Gutter width (Ft.) = 2.000 Gutter hike from flowline (in.) = 2.000 Mannings "n" value for gutter and sidewalk - .015 Depth of flow - .439 (Ft.) Average Velocity a 5.15 (Ft./Sec.) Streetf Low Hydraulics : Nalfstreet Flow Width(Ft.) = 18.04 Flow VeLocity(Ft./Sec.) = 4.43 Depth -Velocity - 1.95 Flow rate of total street channel = 29.84 (CFS) Flow rate in gutter = 5.23 (CFS) Velocity of flow in gutter and sidewalk area = 7.346 (Ft./Sec.) Average velocity of total street channel - 5.146 (Ft./Sec.) This program evaluates curb inlets only on one side of a street at a time. Because the program is evaluating flow on both sides of the street, the maxi mum flow rate of the curb inlet will be doubled assuming identical inlets are placed on each side of the street. •..................................................... ^•^• .................... STREET FLOW CALVJLAT!CNS •'^•' .......................................................................^... CALCULATE DEPTH OF FLOW GIVEN: Street Slope = .026000 (Ft./Ft.) = 2.5000 7( Given Flow Rate = 5.45 Cubic Feet/Second .o....................a..................................................... This software prepared for: Ranpac Engineering ............................ ....................... .......................... •.. OPEN CHANNEL FLOW - STREET FLOW •.. Street Slope (Ft./Ft.) = .0260 Mannings ^nl- value for street = .015 Curb Height (In.) = 6. Street Halfwidth (Ft.) = 20.00 Distance Fran Crown to Crossfall Grade Break (Ft.) = 12.00 Slope frau Gutter to Grade Break (Ft./Ft.) _ .017 Slope from Grade Break to Crown (Ft./Ft.) _ .017 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) - 10.00 Slope from curb to property line (Ft./Ft.) _ .020 Gutter width (Ft.) = 2.000 • Gutter hike from flowline (in.) = 2.000 Mannings "nm value for gutter and sidewalk = .015 Depth of flow = .277 (Ft.) Average Velocity 3.65 (Ft./Sec.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) - 8.49 Flow Veloc ity(Ft./Sec.) - 2.31 DeptheVelocity = .64 Flow rate of total street channel = 5.45 (CFS) Flow rate in gutter - 1.90 (CFS) Velocity of flow in gutter and sidewalk area = 4.894 (Ft./Sec.) Average velocity of total street chamel - 3.655 (Ft./Sec.) This program evaluates curb inlets only on one side of a street at a time. Because the program is evaluating flow an both sides of the street, the maxim flow rate of the curb inlet will be doubled assuming identical inlets are placed on each side of the street. 50 ......".................................................................... ........................ STREET, FLOWtCALCULATIONS ....... ..,.. •S�(� CALCULATE DEPTH OF FLOW GIVE:7: street Slone = .026000 (Ft./Ft.) = 2.6000 3 Given Flow Rate = 24.49 Cubic Feet/Second This software prepared for: Ranpac Engineering ..,,..,.....rr..rrr,r,,,.....rrrrr..,.. r.rr r.rrr+.,.. r.: ..................... *++ OPEN CHANNEL FLOW - STREET FLOW +** Street Slope (Ft./Ft.) _ .0260 Mannings "n" value for street = .015 Curb Height (In.) = 6. Street Halfwidth (Ft.) = 20.00 Distance From Crown to Crossfall Grade Break (Ft.) = 12.00 Slope from Gutter to Grade Break (Ft./Ft.) _ . .017 Slope from Grade Break to Crown (Ft./Ft.) _ .017 Number of Halfstreets Carrying Runoff = 2 - Distance from curb to property line (Ft.) 10.00 Slope from curb to property line (Ft./Ft.) _ .020 Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 - Mannings "n" value for gutter and sidewalk = .015 S Depth of flow = .421 (Ft.) Average Velocity 4.76 (Ft./Sec.) - t -� Streetflow Hydraulics Halfstreet Flow Width(Ft.) = 16.94 • Flow Velocity(Ft./Sec.) = 4.04 Depth -Velocity = 1.70 y Flow rate of total street channel 24.49 (CFS) Flow rate in gutter = 4.59 (CFS) Velocity of flow in gutter and sidewalk area = 6.803 (Ft./Sec.) Average velocity of total street channel = 4.761 (Ft./Sec.) This program evaluates curb inlets only on one side of a street at a time. Because the program is evaluating flow on both sides of the street, the maximum flow rate of the curb inlet will be doubled assuming identical inlets are placed on each side of the street. • -Pe a30ee''el-� s� CALCULATE DEPTH OF :LOW GIVEN: �O - C8'Tr•7� Street Slope = .023400 (Ft./Ft.) 2.3400 5 Given Flow Rate 23.90 Cubic Feet/Second This software prepared for: Ranpac Engineering **• OPEN CHANNEL FLOW - STREET FLOW '** • 53 Street Slope (Ft./Ft.) _ .0234 Mannings -n" value for street .015 Curb Height (In.) = 6. Street Halfwidth (Ft.) = 20.00 Distance From Crown to Crossfall Grade Break (Ft.) = 12.00 Slope from Gutter to Grade Break (Ft./Ft.) _ .017 Slope from Grade Break to Crown (Ft./Ft.) _ .017 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = 10.00 Slope from curb to property line (Ft./Ft.) _ .020 .� Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 Mannings "n" value for gutter and sidewalk = .015 Depth of flow = .424 (Ft.) Average Velocity 4.54 (Ft./Sec.) • Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 17.14 Flow Velocity(Ft./Sec.) = 3.86 Depth -Velocity 1.64 Flow rate of total street channel 23.90 (CFS) .. .. _... .. ., Flow rate in gutter 4.42 (CFS) Velocity of flow in gutter and sidewalk area 6.491 (Ft./Sec Average velocity of total street channel - 4.544 (Ft./Sec.) This program evaluates curb inlets only on one side of a street at a time. Because the program is evaluating flow on both sides of the street, the maximum flow rate of the curb inlet will be doubled assuming identical inlets are placed on each side of the street. • 53 --•^. STREET FLOW CALCULATIONS .^"' ........................................................................... • CALCULATE DEPTH OF FLOW GIVEN: Street Slope = .023400 (Ft./Ft.) = 2.3400 Given Flow Rate = 39.37 Cubic Feet/Second . ............................................................................. This software prepared for: Ranpac Engineering ............................................................................. •" OPEN CHANNEL FLOW - STREET FLOW •.. Street Slope (Ft./Ft.) = .0234 Mamings "n" value for street = .015 Curb Height (In.) - 6. Street Halfwidth (Ft.) = 20.00 Distance From Crown to Crossfall Grade Break (Ft.) = 12.00 Slope from Gutter to Grade Break (Ft./Ft.) = .017 Slope from Grade Break to Crown (Ft./Ft.) = .017 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = 10.00 Slope from curb to property line (Ft./Ft.) = .020 Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 2.000 ' Namings "n^ value for gutter and sidewalk = .015 Depth of flow = .487 (Ft.) Average Velocity = 5.14 (Ft./Sec.) NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN • Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 20.00 Flow Velocity(Ft./Sec.) - 4.61 Depth -Velocity = 2.25 Flow rate of total street channel = 39.37 (CFS) Flow rate in gutter = 5.78 (CFS) , Velocity of flow in gutter and sidewalk area = 7.148 (Ft./Sec.) Average velocity of total street channel - 5.145 (Ft./Sec.) This program evaluates curb inlets only on one side of a street at a time. Because the program is evaluating flaw on both sides of the street, the maximum flow rate of the curb inlet will be doubled assuming identical inlets are placed on each side of the street. 5y • E • ..................•........................................................ •••••• aTR=ET FLOW CALCULATIONS •••••• ........................................................................... CALCULATE DEPTH OF FLOW GIVEN: C. 8.�Q�- CJ�IO Street Slope = .023400 (Ft./Ft.) = 2.3400 Given Flow Rate 13.16 Cubic Feet/Second ......................w.......................♦.................e............ This software prepared for: Ranpac Engineering ....w......... ..w ................ ...... i..... ...v ....... »....ww......we... •. ••• OPEN CHANNEL FLOW - STREET FLOW ••• Street Slope (Ft./Ft.) = .C234 Mannings "n" value for street .015 Curb Height (In.) - 6. Street Halfwidth (Ft.) - 20.00 Distance From Crown to Crossfall Grade Break Slope from Gutter to Grade Break (Ft./Ft.) _ Slope from Grade Break to Crown (Ft./Ft.) _ Number of Hal£streets Carrying Runoff = 2 Distance from curb to property line (Ft.) _ Slope from curb to property line (Ft./Ft.) _ Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) - 2.000 Mannings "n" value for gutter and sidewalk - Depth of flow - .358 (Ft.) Average Velocity = 4.04 (Ft./See.) (Ft.) - 12.00 .017 .017 10.00 .020 015 Street_flow Hydraulics : Halfstreet Flow Width(Ft.) - 13.27 Flow VeLocity(Ft./See.) - 3.17 Depth -Velocity = 1.14 Flow rate of total street channel 13.16 (CFS) Flow rate in gutter - 3.15 (CFS) velocity of flow in gutter and sidewalk area - 5.730 (Ft./Sec Average velocity of total street channel = 4.036 (Ft./sec.) This program evaluates curb inlets only on one side of a street at a time. Because the program is evaluating flow on both sides of the street, the maximum flow rate of the curb inlet will be doubled assuming identical inlets are placed on each side of the street. 54 • Ll ........... ... ^•••• STREET FLCU CALCULATICHS ...^• ........................................................................... CALCULATE DEPTH OF FLOW GIVEN: Street Slope . .023400 (Ft./Ft.) = 2.3400 Given Flo. Rate 39.37 Cuoic Feet/Second ............................................................................. This software prepared for: Ranpac Engineering ...........................••................................................ ... OPEN CHANNEL FLOW - STREET FLOW •-- Street Slox (Ft./Ft.) a .0234 Mannings '•n" value for street a .015 Curb Height (In.) • 6. Street Halfwidth (Ft.) • 20.00 Distance From Crown to Crossfall Grade Break (Ft.) 12.00 Slope from Gutter to Grade Break (Ft./Ft.) _ .017 Slope free Grade Break to Crown (Ft./Ft.) a .017 Nuber of Halfstreets Carrying Runoff a 2 Distance frown curb to property line (Ft.) a 10.00 Slope tram curb to property line (Ft./Ft.) • .020 Gutter width (Ft.) • 2.000 Gutter hike from flo.line (In.) a 2.000 Mannings "n" value for gutter and sidewalk a .015 Depth of flow = .487 (Ft.) Average Velocity 5.14 (Ft./Sec.) NOTE: DEPTH OF FLOW IS NIGHER THE STREET CROWN Streetflow, Hydraulics : Halfstreet Flow Width(Ft.) a 20.00 Flow Velocity(Ft./Sec.) a 4.61 Depth -Vet ocity = 2.25 Flow rate of total street channel 39.37 (CFS) Flow rate in gutter = 5.78 (CFS) Velocity of flow in gutter and sidewalk area . 7.148 (Ft./Sec.) Average velocity of total street chamel • 5.145 (Ft./Sec.) This program evaluates curb inlets only on one side of a street at a time. Because the program is ewluating flow on both sides of the street, the maxim flow rate of the curb inlet will be doubled assuring identical inlets are placed on each side of the street. -7-;�a306y-i s7 ........................... m......w........................................ a'a'^ STREET FLOW CALCULATIONS ...... ........................................................................... • CALCULATE DEPTH OF FLOW GIVEN: 10Ir Street Slope = .030000 (Ft./Ft.) 3.0000 Given Flow Rate = 5.26 Cubic Feet/Second ........aw.w...••...a.........w...........waa........•..•.. a.... a...........• This software prepared for: Ranpac Engineering .. .... ........ .......... ..... ...w ...... 1.. ... ..a ....... ....n................. aaa OPEN CHANNEL FLOW - STREET FLOW ... Street Slope (Ft./Ft.) _ .0300 !tannings "n" value for street - .015 Curb Height (In.) - 6. Street Halfwidth (Ft.) = 20.00 Distance From Crown to Crossfall Grade Break (Ft.) = 12.00 Slope from Gutter to Grade Break (Ft./Ft.) _ .017 Slope from Grade Break to Crown (Ft./Ft.) _ .017 Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = 10.00 Slope from curb to property line (Ft./Ft.) _ .020 Gutter width (Ft.) - 2.000 Gutter hike from flowline (In.) = 2.000 Mannings "n" value for gutter and sidewalk = .015 Depth of flow = .269 (Ft.) Average Velocity - 3.87 (Ft./Sec.) Streetflow Hydraulics Halfstreet Flow Width(Ft.) = 8.02 Flow Velocity(Ft./Sec.) = 2.36 Deothavelocity = .61 Flow rate of total street channel 5.26 (CFS) Flow rate in gutter - 1.90 (CFS) Velocity of flow in gutter and sidewalk area - 5.123 (Ft./Sec Average velocity of total street channel - 3.872 (Ft./Sec.) This program evaluates curb inlets only on one side of a street at a time. Because the program is evaluating flow on both sides of the street, the maximum flow rate of the curb inlet will be doubled assuming identical inlets are placed on each side of the street. .................................•--•---••-----..............----......... •••••• 171E=7 °'"v CdI CJ LAT;ChS ^•••• — — - ........................................................................... CALCULATE DEPTH Of FLCW G:VEW: Street Slope • .03CCCO (Ft./Ft.) • 3.0000 3 • Given Flaw Rate = 18.36 Cueic Feet/Second • ..........................ee.............e.................. This software prepared for: Ranpac Engineering ............................................................ "' CVEM CHANNEL FLOW - STREET FLCV --- Street Slope (Ft./Ft.) _ .0300 Warnings "n^ value for street = .015 Curb Weight (In.) = 6. Street Haltwidth (Ft.) - 20.00 Distance Fran Crown to Crossfal( Grade Break (Ft.) = 12.00 Slope frau Gutter to Grade Break (Ft./FL) _ .017 Slope from Grade Break to Crown (Ft./Ft.) _ .017 Mutter of Halfstreets Carrying Runoff • 2 Distance from curb to property line (Ft.) = 10.00 Slope from curb to property line (Ft./Ft.) _ .020 Gutter width (Ft.) - 2.000 (Ft./Sec.) Gutter hike from ftowline (In.) - 2.000 .) Mannings ^nw value for gutter and sidewalk • .015 Depth of flow = .380 (Ft.) Average Velocity = 4.76 (it./Set.) of Streetftow Hydraulics : Halfstreet FL the Width(Ft.) = 14.54 Flow yetocity(Ft./Sec.) • 3.86 Depth=Vetocity a 1.47 flow rate of total street channel = 18.36 (CFS) Flaw rate in gutter - 4.02 (CFS) Velocity of flow in gutter and sidewalk area - 6.782 (Ft./Sec.) Average velocity of total street channel - 4.756 (Ft./Sec .) This program evaluates curb inlets only on one side of a street at a tier. Because the prograr is evaluating flow on both sides of the street, the maximtan flow rate of the curb inlet will be doubled assuming identical inlets are placed on each side of the street. RANPAC -kTk, _L IM.1\IfMi\I.1 WDM II II i\ 2'iiT Enterpnse Circle West • Temecula. CA 92390 USA • TEL 714 676.7000 • F.X.X -14 6-6.852' •PROJECT•` 1 : �� i — ' WORK ORDER NUMBER SUBJECTr I c . '_ n'c<. BY "f;4 DATE 1 / = �T �'j• PAGE OF - E • l {o 9 •........................5.aALC .................S........................... CALCULATE DEPTH OF FLOW G:'. -.N: <:z-1 L'^, Street Slope . .037500 (Ft./Ft.) 3.7500 \ Given Flow Rate 6.83 Cubic Feet/Second Rf...f..f......f.......*... f......... f ............. f ....... .....ff......... 11 This software prepared for: Ranpac Engineering .f.................... ......... .................................. .....f...... R'R OPEN CHANNEL FLOW - STREET FLOW -*- T,e f 2 36 (03 Street Slope (Ft./Ft.) - .0375 Mannings ^n^ value for street .015 Curb Height (In.) s 6. Street Halfwidth (Ft.) - 20.00 ' Distance From Crown to Crossfall Grade Break (Ft.) 12.00 Slope from Gutter to Grade Break (Ft./Ft.) . .017 Slope from Grade Break to Crown (Ft./Ft.) - .017 Number of Halfstreets Carrying Runoff - 1 Distance from curb to property line (Ft.) 10.00 Slope from curb to property line (Ft./Ft.) - .020 Gutter width (Ft.) a 2.000 Gutter hike from flowlins (In.) - 2.000 Mannings 'n' value for gutter and sidewalk - .015 Depth of flow - .339 (Ft.) Average Velocity 4.93 (Ft./Sec.) • Streetflow Hydraulics : Halfstreet Flow Width(Ft.) - 12.14 Flow Velocity(Ft./Sec.) - 3.74 Depth -Velocity - 1.27 Flow rate of total street channel 6.83 (CFS) -- - Flow rate in gutter - 3.56 (CFS) Velocity of flow in gutter and sidewalk area - 6.950 (Ft./Sec Average velocity of total street channel - 4.927 (Ft./Sec.) T,e f 2 36 (03 • •••« ST,R E ........................................ CALCULATE DEPTH OF FLOW GIVEN: Street Slope a .037500 (Ft./Ft.) 3.7500 Given Flow Rate 11.13 Chic Feet/Secatd This saf [ware prepared for: Ranpac Engineering ....................................................•........................ •aa OVEN CHANNEL FLOW • STREET FLOW a" Street Slope (Ft./Ft.) a .0375 Namings 'n" value for street a .015 Curb Height (in.) - 6. Street Hatfwidth (Ft.) a 20.00 Distance Fran Crown to Crossfall Grade great (FT.) ' 12.00 Slope front Gutter to Grade Break (Ft./Ft.) a .017 Slope }rant Grade Break to Crown (Ft./Ft.) a .017 Number of Halfstreets Carrying Runoff a 1 Distance froom curb to property Line (Ft.) a 10.00 Slope froom curb to property line (FT./Ft.) a .020 Gutter width (Ft.) - 2.000 Gutter hike frac flowLiM (In.) a 2.000 Mannings "n" value for gutter and sidewalk ' .015 Depth of flow a .389 (Ft.) Average Velocity ' 5.40 (Ft./Sec.) Streatflow Hydraulics : Nalfstreet Flow Width(Ft.) ' 15.06 Flow Velocity(Ft./See.) a 4.43 Depth -Velocity ' 1.72 FLOW rate of total street channel a 11.13 (CFS) Flow rate in gutter a 4.71 (CFS) Velocity of flow in gutter and sidewalk area ' 7.712 (Ft./Sec.) Average velocity of total street channel • 5.403 (Ft./Sec.) to q • • • .................. ....................................................... ......-•................................................................... ,..e . v Rate 6.33 :-01c 'ee!,Sec.re ............................................................................. Psis scft.are prepared for: iarpac Engireering ............................................................................. ••• OVEN CHANNEL FLCw - SUE=T FLCw ••• Street Slope (Ft./Ft.) a .0433 .tannings Hnw value for street s .715 Curb Weight ((n.) = 6. Street Halfwicith (Ft.) • 20.00 Distance From Crown to Crossfall Grade Break (Ft.) a 12.00 Slope from Gutter to Grade Break (Ft./Ft.) a .017 Slope from, Grade Break to Crown (F[./Ft.) a .017 NLmber of Walfstreets Carrying Runoff • 1 Distance tram curb to property line (Fr.) • 10.00 Slope from curb to property line (Ft./Ft.) a .020 Gutter width (Ft.) • 2.000 Gutter hike from ftowline (in.) A 2.000 Mannings •n• value for gutter and sidewalk • .015 Depth of flow a .331 (Ft.) Average Velocity 5.28 (Ft./Sec J Streetflow Hydraulics : Walfstreet Flow Yidth(Ft.) a 11.68 Flow Veloc ity(Ft./Sec.) • 3.93 Depth•Velw ity, • 1.31 Flow rate of total street channel a 6.83 (CFS) Ftow rate in gutter a 3.68 (CFS) Velocity of flow in gutter and sidewalk area a 7.420 (Ft./Sec.) Average yet ocity of total street channel • 5.282 (Ft./Sec.) &G • • • ........................................................................... ........................... ::--•---.......:::.... .................... :ALNLATE OEPr+ OF FLOW G.'. Ev: Given Flo. tate • 11.13 :-o`c Fee_::3ecra .......vv.................................................................. This software prepared far: Ranpac Engineering ............................................................................. ••• OPEN CHANNEL FLOW - STREET FLOW ^' Street Slope (Ft./Ft.) • .0644 Mannings "n• value for street • .015 Curb Height (In.) • 6. Street Halfwidth (Fr.) • 20,00 Distance Fran Crown to Crossfall Grade Break (Ft.) • 12.00 Slope from Gutter to Grade grask (Ft./Ft.) • .017 Slope from Grade Break to Craven (Ft./F'.) • .017 Munow r of Halfstreets Carrying Runaff • 1 Distance from curb to property Lim (FT.) • 10.00 Slope frm curb to property Line (Ft./Ft.) • .020 Gutter width (Ft.) • 2.000 Gutter hike frm flowline (In.) • 2.000 Mannings °n• value for gutter and sidevalk a .015 Depth of ft" • .380 (Fr.) Average Velocity • 5.78 (Ft./See.) Streetflow Hydraulics : Malfstreet Flow Width(Ft.) • 16.52 Flow Velocity(Ft./Sec.) a 6.69 Deoth•Valocity • 1.78 flow rate of total street channel 11.13 (CFS) Flow rate in gutter • 6.88 (CFS) Velocity of flow in gutter and sidewalk area • 8.245 (Ft./Sec.) Average velocity of total street charnel • 5.782 (Ft./Sec.) Riverside County Rational Hycrology Program CiviICADO/ClviIDESIGN Engineering Software, (c) 1990 version 2.5 • •.. ---Rational Hydrology Study-----•-- Date: 09/26/90 TRACT 23064-1 PIPE FLOW CALCS. J ........................................................................ "•"•• Hydrology Study Control Information •......... ............................................................"'......... RanPac Engineering Corporation, Temecula, CA - S/N 560 ........................................................................ Rational Method Hydrology Program based on Riverside County Flood Control 8 Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.580 (inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in./hr.) Slope of intensity duration curve = 0.5500 .......................aa+.............s..................a......... Process from Point/Station 51.000 to Point/Station 51.000 •••• USER DEFINED FLOW INFORMATION AT A POINT •... Rainfall intensity = 3.333(ln/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.847 Decimal fraction soil group A = 0.000 Decimal fraction soil group a = 0.000 Oeci mal fraction soil group C = 0.000 Oeci mal fraction soil group D - 1.000 RI index for soil(AMC 2) = 75.00 User specified values are as follows: TC = 15.80 min. Rain intensity - 3.33(ln/Hr) Total area - 17.84(Ac.) Total runoff . 30.00(CFS) ...................................................................... Process from Point/Station 51.000 to Point/Station 52.000 •••' PIPEFLOW TRAVEL TIME (User specified size) e••• Upstream point/station elevation = 1162.28(Ft.) Downstream point/station elevation = 1153.56(Ft.) Pipe length = 315.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 30.000(CFS) •Given pipe size - 24.00(ln.) Calculated individual pipe flow 30.000(CFS) Normal flow depth in pipe = 16.20(In.) Flow top width inside pipe = 22.49(ln.) Critical Depth - 22.35(ln.) PIPE T.C. CALCS -7-te aSOCpe7l-/ b9 Pipe flow velocity = 13.30(Ft/s) Travel time through pipe * 0.39 min. Time of concentration (TC) • 16.19 min. •...................................................................... Process from Point/Station 51.000 to Point/Station 52.000 "'• CONFLUENCE OF MAIN STREAMS •... The following data inside Main Stream is Listed: In Main Stream number: 1 Stream flow area = 17.840(Ac.) Runoff from this stream = 30.000(CFS) Time of concentration = 16.19 min. Rainfall intensity - 3.288(In/Hr) Program is now starting with Main Stream No. 2 NMM.N..N...HN..N...1...M1N..1..111........................ Process from Point/Station 52.000 to Point/Station 52.000 ••" USER DEFINED FLOW INFORMATION AT A POINT Rainfall intensity • 3.228(ln/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient a 0.846 Decimal fraction soil group A a 0.000 Decimal fraction soil group 8 e 0.000 Decimal fraction soil gro,p C a 0.000 Decimal fraction soiL group D e 1.000 RI index for 30i L(AMC 2) a 75.00 User specified values are as follows: •TC a 16.75 min. Rain intensity a 3.23(In/Mr) Total area - 2.36(Ac.) Total runoff - 16.80(CFS) ..............1111. a.............. .......................... Process from Point/Station 52.000 to Point/Station 52.000 "•' CONFLUENCE OF MAIN STREAMS ... The following data inside Main Stream is Listed: In Main Stream nuroer: 2 Stream fLow area = 2.360(Ac.) Runoff from this stream = 16.800(CFS) Time of concentration 16.75 min. Rainfall intensity • 3.228(ln/Hr) Summery of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Mr) 1 30.000 16.19 3.288 2 16.800 16.75 3.228 Largest stream flow has shorter time of concentration Op = 30.000 sun of Ga Tb/Ta 16.800 0.967 = 16.243 ap = 46.243 • Total of 2 main streams to confluence: Flow rates before confLuence point: 30.000 16.800 Area of streams before confluence: 17.840 2.360 im Results of confluence: Total flow rate = 46.243(CFS) • Time of concentration m 16.195 min. - Effective stream area after confluence 20.200(Ac.) ..................................................................... Process from Point/Station 52.000 to Point/Station 54.000 '^' PIPEFLCV TRAVEL TIME (User specified size) "" upstream point/staticn elevation = 1153.56(ft.) Downstream point/station elevation - 1151.43(Ft.) Pipe length = 70.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 46.243(CFS) Given pipe size 36.00(In.) Calculated individual pipe flow = 46.243(CFS) Normal flow depth in pipe = 15.77(1n.) Flow top width inside pipe = 35.72(ln.) Critical Depth - 26.58(ln.) Pipe flow velocity = 15.52(Ft/s) Travel time through pipe - 0.08 min. Time of concentration (TC) = 16.27 min. ............................+...........a............................. Process from Point/Station 52.000 to Point/Station 54.000 "'e CONFLUENCE OF MAIN STREAMS "•' The following data inside Main Stream is listed: In Main Stream number: 1 • Stream flow area - 20.200(Ac.) Runoff from this stream = 46.243(CFS) Time of concentration = 16.27 min. Rainfall intensity = 3.280(In/Mr) Program is now starting with Main Stream No. 2 • Process from Point/Station 53.000 to Point/Station 53.000 '•" USER DEFINED FLOW INFORMATION AT A POINT "" Rainfall intensity = 4.111(ln/Nr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.856 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Oecimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 RI index for soil(AMC 2) = 75.00 User specified values are as follows: TC - 10.79 min. Rain intensity - 4.11(ln/Mr) Total area • 6.23(Ac.) Total runoff - 13.80(CFS) .+..++........+....+a.......a......................................... Process from Point/Station 53.000 to Point/Station 54.000 "•' PIPEFLOW TRAVEL TIME (User specified size) 'e'e Upstream point/station elevation = 1159.10(Ft.) Downstream point/station elevation - 1151.43(Ft.) Pipe length = 165.00(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow = 13.800(CFS) 11 Given Pipe size = 24.CO(:n.) Calculated inoivioual pipe flow = 13.800(CFS) Normal flow depth in pipe • 8.730n.) Flow top width inside pipe : 23.09(1n .) • Critical Depth = 16.05(ln.) Pipe flow velocity = 13.35(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 11.00 min. Process from Point/Station 53.000 to Point/Station 54.000 •••• CCNFLUENCE OF MAIN STREAMS ••'• The following data inside Main Stream is listed: In Main Stream number. 2 Stream flow area = 6.230(Ac.) Runoff from this stream = 13.800(CFS) Time of concentration = 11.00 min. Rainfall intensity = 4.068(ln/Hr) Summary of stream data: Results of confluence: Total flow rate = 57.368(CFS) Time of concentration = 16.270 min. Effective stream area after confluence = 26.430(Ac.) ♦•�•H•HHN�••••�H1H��•�•�H�HHIHHM•i••HH�•HHHH�HeNH Process from Point/Station 54.000 to Point/Station 55.000 •••• PIPEFLOw TRAVEL TIME (User specified size) •••• Upstream point/station elevation = 1151.43(Ft .) Downstream point/station elevation - 1145.66(Ft.) Pipe length = 180.00(Ft.) Ham ing's N = 0.013 No. of pipes = 1 Required pipe flow = 57.368(CFS) Given pipe size = 36.00(ln.) Calculated individual pipe flow = 57.368(CFS) Normal flow depth in pipe 17.58(ln.) Flow top width inside pipe = 35.99(ln.) • Critical Depth = 29.45(ln.) Pipe flow velocity = 16.72(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 16.45 min. /A Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Mr) 1 46.243 16.27 3.280 2 13.800 11.00 4.068 Largest stream flow has longer time of concentration OF, a 46.243 • sun of Ob la/lb 13.800 • 0.806 = 11.125 is Op = 57.368 Total of 2 main streams to confluence: Flow rates before confluence point: 46.243 13.800 Area of streams before confluence: 20.200 6.230 Results of confluence: Total flow rate = 57.368(CFS) Time of concentration = 16.270 min. Effective stream area after confluence = 26.430(Ac.) ♦•�•H•HHN�••••�H1H��•�•�H�HHIHHM•i••HH�•HHHH�HeNH Process from Point/Station 54.000 to Point/Station 55.000 •••• PIPEFLOw TRAVEL TIME (User specified size) •••• Upstream point/station elevation = 1151.43(Ft .) Downstream point/station elevation - 1145.66(Ft.) Pipe length = 180.00(Ft.) Ham ing's N = 0.013 No. of pipes = 1 Required pipe flow = 57.368(CFS) Given pipe size = 36.00(ln.) Calculated individual pipe flow = 57.368(CFS) Normal flow depth in pipe 17.58(ln.) Flow top width inside pipe = 35.99(ln.) • Critical Depth = 29.45(ln.) Pipe flow velocity = 16.72(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 16.45 min. /A Process from Point/Station 54.000 to Point/Station 55.000 "" CCNFLUENCE OF MAIN STREAMS •"' • The fal Lowing data inside Main Stream is listed: In Main Stream amber: 1 Stream flow area = 26.430(Ac.) Runoff from this stream = 57.368(CFS) Time of concentration = 16.45 min. Rainfall intensity - 3.260(In/Mr) Program is now starting with Main Stream No. 2 ...................................................................... Process from Point/Station 55.000 to Point/Station 55.000 "" USER DEFINED FLOW INFORMATION AT A POINT "" Rainfall intensity = 3.130(1n/Mr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.844 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for Soit(AMC 2) = 75.00 user specified values are as follows: TC = 17.71 min. Rain intensity = 3.13(ln/Mr) Total area = 1.86(Ac.) Total runoff = 15.60(CFS) ...N.................................................................. • Process from Point/Station 55.000 to Point/Station 55.000 "" CONFLUENCE OF MAIN STREAMS "" The following data inside Main Stream is Listed: In Main Stream number: 2 Stream flow area = 1.860(Ac .) Runoff from this stream = 15.600(CFS) Time of concentration = 17.71 min. Rainfall intensity = 3.130(ln/Mr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Mr) 1 57.368 16.45 3.260 2 15.600 17.71 3.130 Largest stream flow has shorter time of concentration Op = 57.368 sum of Oa Tb/Ta 15.600 ' 0.929 = 14.489 op = 71.857 Total of 2 main streams to confluence: Flow rates before confluence point: 57.368 15.600 Area of streams before confluence: • 26.430 1.860 Results of confluence: Total flow rate - 71.857(CFS) .73 Time of cnncen;ration = 16.449 min. Effective stream area after confluence = 28.290(Ac.) • Process from Doint/Station '•♦♦••55.00O•to Poi n[/Station •♦♦'••56000 •••• PIPEFLOW TRAVEL TIME (User specified size) •••• Upstream point/station elevation = 1145.66(Ft.) Downstream point/station elevation = 1137.90(Ft.) Pipe length = 275.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 71.857(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 71.857(CFS) Normal flow depth in pipe = 20.95(In.) Flow top width inside pipe 35.51(ln.) Critical Depth = 32.18(ln.) Pipe flow velocity = 16.82(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 16.72 min. .......................+.............................................. Process from Point/Station 60.000 to Point/Station 60.000 "" USER DEFINED FLOW INFORMATION AT A POINT Rainfall intensity - 2.534(ln/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.833 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 • Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 User specified values are as follows: TC = 26.00 min. Rain intensity = 2.53(In/Hr) Total area - 13.50(Ac.) Total runoff = 28.03(CFS) Process from Point/Station 60.000 to Point/Station 61.000 "" PIPEFLOW TRAVEL TIME (User specified size) •••• Upstream point/station elevation - 1165.00(Ft.) Downstream point/station elevation = 1164.10(Ft.) Pipe length = 410.00(Ft,) Manning's N = 0.013 No, of pipes = 1 Required pipe flow = 28.030(CFS) Given pipe size = 36.00(ln.) Calculated individual pipe flow = 28.030(CFS) Normal flow depth in pipe = 26.63(In.) Flow top width inside pipe = 31.60(ln.) Critical Depth = 20.56(In.) Pipe flow velocity a 5.00(Ft/s) Travel time through pipe = 1.37 min. Time of concentration (TC) = 27.37 min. H..M.. M............... ......... MN ...................... Process from Point/Statim 60.000 to Point/Station 61.000 • •"e CONFLUENCE OF MAIN STREAMS `••e The fallowing data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 13.500(Ac.) At • Runoff from this stream = 28.030(CFS) Time of concentration 27.37 min. Rainfall intensity = 2.464(ln/Nr) Program is now starting with Main Stream No. 2 ...................................................................... Process from Point/Station 61.000 to Point/Station 61.000 •••• USER DEFINED FLOW INFORMATION AT A POINT •••• Rainfa(L intensity • 3.928(In/Nr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.854 Decimal fraction soiL group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 RI index for soil(AMC 2) = 75.00 User specified values are as foLLows: TO = 11.72 min. Rain intensity = 3.93(ln/Nr) Total area = 11.89(Ac.) Total runoff = 19.60(CFS) ...............................................I...................... Process from Point/Station 61.000 to Point/Station 61.000 •••• CONFLUENCE OF MAIN STREAMS •••• The following data inside Main Stream is Listed: In Main Stream number: 2 Stream flow area = 11.890(Ac.) Runoff from this stream = 19.600(CFS) Time of concentration • 11,72 min. • Rainfa(1 intensity = 3.928(ln/Nr) Summary of stream data: Stream Flow rate TO Rainfall Intensity No. (CFS) (min) (In/Nr) 1 28.030 27.37 2.464 2 19.600 11.72 3.928 Largest stream flow has Longer time of concentration Op = 28.030 sum of Ob la/lb 19.600 • 0.627 = 12.294 Op = 40.324 Total of 2 main streams to confluence: Flow rates before confluence point: 28.030 19.600 Area of streams before confluence: 13.500 11.890 Results of confluence: Total flow rate = 40.324(CFS) Time of concentration - 27.366 min. Effective stream area after confluence = 25.390(Ac.) • ......i'..NN...i1ff.1.1 .-.+. +i..........f.................N Process from Point/Station 61.000 to Point/station 62.000 •••• PIPEFLOW TRAVEL TIME (User specified size) •••• 2S Upstream point;stat'on elevation = 1164.10(Ft.) Downstream point/station elevation = 1156.66(Ft.) Pipe length = 315.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 40.324(CFS) • Given pipe size = 36.00(ln.) Calculated individual pipe flow = 40.324(CFS) Normal flow depth in pipe = 15.68(in .) Flow top width inside pipe 35.70(ln.) Critical Depth = 24.81(in.) Pipe flow velocity = 13.63(Ft/s) Travel time through pipe = 0.39 min. Time of concentration (TC) = 27.75 min. ......w.............................................................. Process from Point/Station 61.000 to Point/Station 62.000 .... CONFLUENCE OF MAIN STREAMS .... The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 25.390(Ac.) Runoff from this stream = 40.324(CFS) Time of concentration = 27.75 min. RainfalL intensity = 2.445(In/Hr) Program is now starting with Main Stream No. 2 Hi..HH.H..M1......M.....f.............H........................ Process from Point/Station 62.000 to Point/Station 62.000 •... USER DEFINED FLOW INFORMATION AT A POINT a"• Rainfall intensity = 3.725(ln/Hr) for a 100.0 year storm •SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.852 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 - 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 User specified values are as follows: TC - 12.91 min. Rain intensity = 3.72(In/Hr) Total area = 2.51(Ac.) Total runoff = 17.20(CFS) «..w.w.....................a+..+a.+...a....+�...................... Process from Point/Station 62.000 to Point/Station 62.000 `••• CONFLUENCE OF MAIN STREAMS ••__ The following data inside Main Stream is listed: In Main Stream rNmber: 2 Stream flow area - 2.510(Ac.) Runoff from this stream a 17.200(CFS) Time of concentration = 12.91 min. Rainfall intensity - 3.725(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) • 1 40.324 27.75 2.445 2 17.200 12.91 3.725 Largest stream flow has longer time of concentration Op • 40.324 . sum of 7G cb Ia/1b 17.200 ' 0.656 = 11.271 Op = 51.615 • Total of 2 main streams to confluence: Flow rates before confluence point: 40.324 17.200 Area of streams before confluence: 25.390 2.510 Results of confluence: Total flaw rate = 51.615(CFS) Time of concentration = 27.752 min. Effective stream area after confluence = 27.900(Ac.) ....«................................................................ Process from Point/Station 62.000 to Point/Station 63.000 ••.• PIPEFLOW TRAVEL TIME (User specified size) •••• Upstream point/station elevation = 1156.66(Ft.) Downstream point/station elevation = 1144.10(Ft.) Pipe length = 300.00(Ft.) warning's N = 0.013 No. of pipes = 1 Required pipe flow = 51.615(CFS) Given pipe size - 36.00(ln.) Calculated individual pipe flow - 51.615(CFS) Normal flow depth in pipe - 15.35(ln.) Flow top width inside pipe = 35.61(ln.) Critical Depth = 28.04(ln.) Pipe flow velocity - 17.97(Ft/s) Travel time through pipe = 0.28 min. is Time of concentration (TC) = 28.03 min. Process from Point/Station 62.000 to Point/Station 63.000 .•.. CONFLUENCE OF MAIN STREAMS •... The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area - 27.900(Ac.) Runoff from this stream = 51.615(CFS) Time of concentration = 28.03 min. Rainfall intensity = 2.432(In/Hr) Program is now starting with Main Stream No. 2 ...................................................................I.. Process from Point/Station 63.000 to Point/Station 63.000 •"• USER DEFINED FLOW INFORMATION AT A POINT •••` Rainfall intensity - 3.540(ln/Mr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.850 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 • RI index for soil(AMC 2) = 75.00 User specified values are as follows: TC = 14.16 min. Rain intensity = 3.54(ln/Nr) Total area - 2.23(Ac.) Total runoff = 13.60(CFS) 77 • Process frd Point/Station 63.000 to Point/Station 63.D00 "" CCNFLUENCE OF MAIN STREAMS '"' The following data inside Main Stream is Listed: In Main Stream nuroer: 2 Stream flaw area = 2.230(AC.) Runoff from this stream = 13.600(CFS) Time of concentration 14.16 min. Rainfall intensity = 3.540(In/Mr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Mr) 1 51.615 28.03 2.432 2 13.600 14.16 3.540 Largest stream flow has longer time of concentration Op= 51.615 sum of ab la/Ib 13.600 ' 0.687 = 9.342 qp = 60.957 Total of 2 main streams to confluence: Flow rates before confluence point: 51.615 13.600 Area of streams before confluence: 27.900 2.230 • Results of confluence: Total flow rate = 60.957(CFS) Time of concentration = 28.030 min. Effective stream area after confluence = 30.130(Ac.) • w.w.wa..aw...s..aa..a.K....a....+a ......................I..s.I..• Process from Point/Station 63.000 to Point/Station 56,000 '"' PIPEFLOw TRAVEL TIME (User specified size) "" Upstream point/station elevation = 1144.10(Ft.) Downstream point/station elevation = 1138.00(Ft.) Pipe length = 185.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 60.957(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 60.957(CFS) Normal flow depth in pipe = 18.07(ln.) Flow top width inside pipe = 36.00(ln.) Critical Depth = 30.23(ln.) Pipe flow velocity = 17.16(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) 28.21 min. .......................................I.......................I...++. Process from Point/Station 63.000 to Point/Station 56.000 "'= CONFLUENCE OF MAIN STREAMS .... The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area - 30.130(Ac.) Runoff tram this stream - 60.957(CFS) lime of concentration = 29.21 min. Rainfall intensity = 2.423(ln/Mr) Program is now starting witn Main Stream No. 2 •...................................................................... Process from Point/Station 55.000 to Point/Station 56.000 .^' USER DEFINED FLCV INFCRMATTON AT A POINT •.•. Rainfall intensity = 3.231(ln/Mr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.846 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 2) = 75.00 User specified values are as follows: TC = 16.72 min. Rain intensity = 3.23(In/Mr) Total area = 28.29(Ac.) Total runoff = 71.86(CFS) ...................................... f N.......................... a Process from Point/Station 55.000 to Point/Station 56.000 .... CONFLUENCE OF MAIN STREAMS "** The following data inside Main Stream is listed: In Main Stream ember: 2 Stream flow area = 28.290(Ac.) Runoff from this stream = 71.860(CFS) Time of concentration = 16.72 min. • Rainfall intensity = 3.231(1n/Nr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Mr) 1 60.957 28.21 2.423 2 71.860 16.72 3.231 Largest stream flow has shorter time of concentration CP = 71.860 . sum of Oa Tb/Ta 60.957 0.593 36.130 Op = 107.990 Total of 2 main stream to confluence: Flow rates before confluence point: 60.957 71.860 Area of streams before confluence: 30.130 28.290 Results of confluence: Total flow rate = 107.990(CFS) Time of concentration = 16.720 min. Effective stream area after confluence 58.420(Ac.) ....4..1.M.�.i.11N....a....M..f.++. .....................I... Process from Point/Station 56.000 to Point/Station 64.000 ••1e PIPEFLOV TRAVEL TIME (User specified size) 'e•e Upstream point/station elevation = 1138.00(Ft.) IF The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 58.420(Ac.) Runoff from this stream 107.990(CFS) Time of concentration = 16.82 min. Rainfall intensity = 3.220(In/Nr) Program is now starting with Main Stream No. 2 Process from Point/Station 64.000 to Point/Station 64.000 •••• USER DEFINED FLOW INFORMATION AT A POINT ••'• Rainfall intensity = 2.983(ln/Nr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.842 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 RI index for soil(AMC 2) = 75.00 User specified values are as follows: TC = 19.33 min. Rain intensity = 2.98(ln/Mr) Total area = 4.27(Ac.) Total runoff = 24.10(CFS) ...N.N... N.................................. .................... . Process from Point/Station 64.000 to Point/Station 64.000 ..•. CONFLUENCE OF MAIN STREAMS .... The following data inside Main Stream is Listed: In Main Stream number: 2 Stream flow area = 4.270(Ac.) Runoff from this stream = 24.100(CFS) Time of concentration 19.33 min. Rainfall intensity = 2.983(In/Mr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Mr) • 1 107.990 16.82 3.220 2 24.100 19.33 2.983 Largest stream flow has shorter time of concentration 0p = 107.990 . sum of 0a Tb/Ta Dowrstream coins/station e(evaticn = 1t25.8C(F;.; Pipe lengtn = 160.000t.) Manning's Y = 0.013 No. of pipes = 1 Required pipe flow = 107.990(CFS) Given pipe size = 36.00(In.) • Calculated individual pipe flow = 107.990(CFS) Normal flow depth in pipe = 19.80(ln.) Flow top width inside pipe = 35.82(ln.) Critical depth could not be calculated. Pipe flow velocity = 27.08(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 16.82 min. ............................................ I..", ...... ............ . Process from Point/Station 56.000 to Point/Station 64.000 ••.. CONFLUENCE OF MAIN STREAMS •... The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 58.420(Ac.) Runoff from this stream 107.990(CFS) Time of concentration = 16.82 min. Rainfall intensity = 3.220(In/Nr) Program is now starting with Main Stream No. 2 Process from Point/Station 64.000 to Point/Station 64.000 •••• USER DEFINED FLOW INFORMATION AT A POINT ••'• Rainfall intensity = 2.983(ln/Nr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.842 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 RI index for soil(AMC 2) = 75.00 User specified values are as follows: TC = 19.33 min. Rain intensity = 2.98(ln/Mr) Total area = 4.27(Ac.) Total runoff = 24.10(CFS) ...N.N... N.................................. .................... . Process from Point/Station 64.000 to Point/Station 64.000 ..•. CONFLUENCE OF MAIN STREAMS .... The following data inside Main Stream is Listed: In Main Stream number: 2 Stream flow area = 4.270(Ac.) Runoff from this stream = 24.100(CFS) Time of concentration 19.33 min. Rainfall intensity = 2.983(In/Mr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Mr) • 1 107.990 16.82 3.220 2 24.100 19.33 2.983 Largest stream flow has shorter time of concentration 0p = 107.990 . sum of 0a Tb/Ta 24.700 1J.?70 27.9N Gp = 128.958 Total of 2 main streams to confluence: flow rates before confluence point: 107.990 24.100 Area of streams before confluence: 58.420 4.270 Results of confluence Total flow rate = 128.958(Cf5) Time of concentration = 16.818 min. Effective stream area after confluence 62.690(Ac.) End of computations, total study area 90.98 (AC.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 75.0 • E O/ • LINE A • • H.G.L. CALCS IVOAH,44 1De-,PT1I CACC 5 . oN 7hW C C 4 o ****** CHANNEL FLOW CALCULATIONS ****** This software prepared for: Ranpac Corporation CALCULATE DEPTH OF FLOW GIVEN: Channel Slope = .010000 (Ft./Ft.) = 1.0000 Given Flow Rate = 129.00 Cubic Feet/Second *** OPEN CHANNEL FLOW - IRREGULAR CHANNEL *** NOTE: Elevation values adjusted so minimum elevation or invert elevation is set to ZERO feet IRREGULAR CHANNEL.INFORMATION - Information Entered for Subchannel Number 1 Point number "X" Coordinate "Y" Coordinate 1 .00 4.50 2 .01 .00 3 10.01 .00 4 10.02 4.50 Mannings "n" Friction Factor = .040 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Subchannel Flow, Calc.(CFS) = 128.9 Subchannel Flow Top Width(Ft.) = 10.01 Subchannel Flow Velocity(Ft./Sec.) = 5.202 Subchannel Flow Area(Sq. Ft.) = 24.78 Subchannel Froude Number = .583 Computed Irregular Channel Flow(CFS) = 129.00 Irregular Channel Normal Depth Above Invert Elev. (Ft.) Average velocity of ----------------------------------------------------------- channel(s)(Ft./Sec.) = 5.21 CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1: Subchannel Critical Flow Top Width(Ft.) = 10.01 Subchannel Critical Flow Velocity(Ft./Sec.) = 7.455 Subchannel Critical Flow Area(Sq. Ft.) = 17.29 Froude Number Calculated = .999 Subchannel Critical Depth = 1.729 • ------------ 2.48 l-- 83 • • F05 15P WATER SURFACE PROFILE - CHANNEL DEFINITICM LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL 2R INV Y(1) Y(2) Y(3) Y(4) T(5) Y(6) Y(7) TIE) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CO 1 4 3.00 co 2 4 2.00 CD 3 3 0 .00 8.00 7.17 .00 .00 .00 1 F 0 5 1 5 P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARO LISTING HEADING LINE NO 1 IS - TRACT 23064-1 H.G.L CALCS. HEADING LINE NO 2 IS - FN=641LA HEADING LINE NO 3 IS - MAIN LINE A 1 F 0 5 1 5 P 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 1018.00 1125.74 1 1128.74 ELEMENT NO 2 IS A REACH • • ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1024.44 1125.80 1 .013 .00 .00 .00 0 ELEMENT NO 3 IS A JUNCTION • • ' • • ` U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 03 04 INVERT -3 INVERT -4 PHI 3 PHI 4 1033.52 1125.90 1 2 0 .013 21.0 .0 1126.40 .00 30.00 .00 ELEMENT NO 4 IS A REACH • • ` U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1053.00 1126.09 1 .013 .00 .00 .00 0 ELEMENT NO 5 IS A REACH • " U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1090.79 1129.49 1 .013 .00 .00 .00 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AMC PT MAN H 1107.79 1131.02 1 .013 .00 10.82 .00 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1183.26 1137.80 1 .013 .00 .00 .00 1 ELEMENT NO 8 IS A JUNCTION • • • • • • ' U/S DATA STATION INVERT SECT LAT -1 LAT -2 M 03 04 INVERT -3 INVERT -4 PHI 3 PHI 4 1192.34 1138.00 1 1 0 .013 47.0 .0 1138.00 .00 30.00 .00 ELEMENT NO 9 IS A REACH • ` U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT MAN H 1277.54 1140.96 1 .013 .00 .00 .00 0 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT MAN H 1365.38 1144.00 1 .013 .00 9.21 .00 1 ELEMENT NO 11 15 A JUNCTION ` U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 03 04 INVERT -3 INVERT -4 PHI 3 PHI 4 1374.46 1144.20 1 2 2 .013 4.7 4.7 1344.70 1344.70 30.00 30.00 1 F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1532.63 1150.86 1 .013 .00 17.30 .00 0 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1668.15 1156.56 1 .013 .00 .00 .00 0 ELEMENT NO 14 IS A JUNCTION • • • • • ' U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 03 04 INVERT -3 INVERT -4 PHI 3 PHI 4 1677.23 1156.76 1 2 2 .013 5.7 5.7 1157.26 1157.26 30.00 30.00 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H of • Tie c2 S 6 6 451 / vs, 1932.49 1162.78• 1 .013 .00 .00 .00 0 • ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN X 1983.54 1164.00 1 .013 .00 9.95 .00 1 ELEMENT NO 17 IS A JUNCTION • ' • • • • ' U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1992.62 1164.20 1 2 2 .013 6.2 6.2 1164.70 1164.70 30.00 30.00 ELEMENT NO 18 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2173.89 1164.56 1 .013 .00 36.50 .00 0 ELEMENT NO 19 IS A REACH • ` U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2208.06 1164.63 1 .013 .00 87.00 .00 0 ELEMENT NO 20 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2265.11 1164.75 1 .013 .00 .00 .00 0 ELEMENT NO 21 IS A REACH • ` U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN M 2307.98 1164.83 1 .013 .00 .00 .00 0 ELEMENT NO 22 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2327.98 1164.87 1 .013 .00 51.00 .00 0 1 F 0 5 1 5 P PAGE NO 4 MATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 23 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG Pi MAN H 2394.98 1165.00 1 .013 .00 .00 .00 0 ELEMENT NO 24 IS A WALL ENTRANCE ' U/S DATA STATION INVERT SECT FP 2394.98 1165.00 3 .200 ELEMENT NO 25 IS A REACH U/S DATA STATION INVERT SECT• N RADIUS ANGLE ANG PT MAN H • 2396.98 1165.00 3 .013 .00 .00 .00 0 ELEMENT NO 26 IS A SYSTEM HEADWORKS • U/S DATA STATION INVERT SECT W S ELEV 2396.98 1165.00 3 .................««........................................................ 1165.00 For; RanPac Engineering Corporation, ............................................................................. Temecula, CA - S/N 560 •• WARNING NO. 2 •• - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV • DC • Tie c2 S 6 6 451 / vs, •FOS WATER 15P SURFACE PROFILE LISTING PACE 1 TRACT 23066-1 H.G.L CALCS. FN=641LA MAIN LINE A STATION INVERT DEPTH W.S. C VEL VEL ENERGY SUPER CRITICAL MGT/ BASE/ 2L NO AVSPP ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM 50 SF AVE HF NORM DEPTH 2R ................... ..........................rrr..rrr.r.r..ru............r..rrr...«.a................................ ......... 1018.00 1125.74 2.626 1128.366 129.2 19.69 6.021 1134.387 .00 2.961 3.00 .00 .00 0 .0 6.44 .00933 .034461 .22 3.000 .00 1024.44 1125.80 2.569 1128.369 129.2 20.05 6.240 1134.609 .00 2.961 3.00 .00 .00 0 .0 JUNCT STR .01101 .046586 .42 .00 1033.52 1125.90 1.801 1127.701 108.2 24.42 9.259 1136.960 .00 2.923 3.00 .00 .00 0 .0 3.20 .00975 .058869 .19 3.000 .00 1036.72 1125.93 1.787 1127.718 108.2 24.64 9.424 1137.142 .00 2.923 3.00 .00 .00 0 .0 16.28 .00975 .063426 1.03 3.000 .00 1053.00 1126.09 1.719 1127.809 108.2 25.84 10.365 1138.174 .00 2.923 3.00 .00 .00 0 .0 7.25 .08997 .066546 .46 1.571 .00 1060.25 1126.74 1.731 1128.474 108.2 25.60 10.179 1138.653 .00 2.923 3.00 .00 .00 0 .0 • 30.54 .08997 .061966 1.89 1.571 .00 1090.79 1129.49 1.801 1131.291 108.2 24.41 9.255 1140.546 .00 2.923 3.00 .00 .00 0 .0 17.00 .09000 .055640 .95 1.571 .00 -- - - 1107.79 1131.02 1.856 1132.876 108.2 23.56 8.617 1141.493 .00 2.923 3.00 .00 .00 0 .0 16.05 .08984 .050391 .81 1.571 .00 1123.84 1132.46 1.925 1134.387 108.2 22.57 7.910 1142.297 .00 2.923 3.00 .00 .00 0 .0 14.22 .08984 .045017 .64 1.571 .00 1138.06 1133.74 2.007 1135.746 108.2 21.52 7.191 1142.937 .00 2.923 3.00 .00 .00 0 .0 11.36 .08984 .040047 .45 1.571 .00 1149.42 1134.76 2.095 1136.855 108.2 20.52 6.538 1143.393 .00 2.923 3.00 .00 .00 0 .0 9.23 .08964 .035728 .33 1.571 .00 L� 0 • 87 F0515P WATER SURFACE PROFILE LISTING PAGE 2 TRACT 23064.1 X.O.L CA LCS. FN.641LA MAIN LINE A STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL MGT/ BASE/ ZL NO AVB;• ELEV OF FLOW ELEV HEAD GRD.EL. ELEY DEPTH DIA 10 NO. PIER L/ELEM 50 ...................................................... SF AVE HF ....... ..... ............ ... ...... u.. NORM DEPTH ... ................ ............. ZR ....... ' 1158.65 1135.59 2.190 1137.779 108.2 19.56 5.942 1143.721 .00 2.923 3.00 .00 .00 0 .0 7.54 .08984 .031997 .24 1.571 .00 1166.19 1136.27 2.294 1138.561 108.2 18.65 5.402 1143.963 .00 2.923 3.00 .00 .00 0 .0 6.18 .08984 .028802 .18 1.571 .00 1172.37 1136.82 2.408 1139.230 108.2 17.78 4.911 1144.141 .00 2.923 3.00 .00 .00 0 .0 4.96 .08984 .026136 .13 1.571 .00 1177.33 1137.27 2.539 1139.806 108.2 16.96 4.465 1144.271 .00 2.923 3.00 .00 .00 0 .0 3.80 .08984 .024070 .09 1.571 .00 1181.13 1137.61 2.695 1140.303 108.2 16.17 4.059 1144.362 .00 2.923 3.00 .00 .00 0 .0 2.13 .08984 .023260 .05 1.571 .00 1183.26 1137.80 2.923 1140.723 108.2 15.41 3.689 1144.412 .00 2.923 3.00 .00 .00 0 .0 • JUNCT STR .02202 .015869 .14 .00 1192.34 1138.00 6.691 1144,691 61.2 8.66 1.164 1145.855 .00 2.523 3.00 .00 .00 0 .0 85.20 .03474 .008419 .72 1.485 .00 1277.54 1140.96 4.448 1145.408 61.2 8.66 1.164 1146.572 .00 2.523 3.00 .00 .00 0 .0 25.86 .03461 .008419 .22 1.487 .00 1303.40 1141.85 3.814 1145.669 61.2 8.66 1.164 1146.833 .00 2.523 3.00 .00 .00 0 .0 HYDRAULIC JUMP .00 1303.40 1141.85 1.602 1143.457 61.2 15.93 3.942 1147.399 .00 2.523 3.00 .00 .00 0 .0 19.74 .03461 ,026031 .51 1.487 .00 1323.14 1142.54 1.639 1144.177 61.2 15.49 3.724 1147.901 .00 2.523 3.00 .00 .00 0 .0 24.84 .03461 .023595 .59 1.487 .00 • 87 15P PAGE 3 •FOS NATER SURFACE PROFILE LISTING TRACT 23064-1 X.G.L CAICS. FN=641LA MAIN LINE A STATION INVERT DEPTH N.S. 0 VEL VEL ENERGY SUPER CRITICAL MGT/ BASE/ 2L NO AVBF ELEV OF FLOW ELEV MEAD GRD.EL. ELEV DEPTH DIA 10 40. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ..rr..rr...rr.........u.........u.r....•..r.ru....r .....................u.......r...............r.rr r.... .... ..... rr...* ... rr.. 1347.98 1143.40 1.704 1145.102 61.2 14.76 3.385 1148.487 .00 2.523 3.00 .00 .00 0 .0 17.40 .03461 .020846 .36 1.487 .00 1365.38 1144.00 1.772 1145.772 61.2 14.08 3.078 1148.850 .00 2.523 3.00 .00 .00 0 .0 JUNCT SIR .02202 .030458 .28 .00 1374.46 1144.20 1.286 1145.486 51.8 17.90 4.975 1150.461 .00 2.341 3.00 .00 .00 0 .0 62.87 .04211 .040874 2.57 1.280 .00 1437.33 1146.85 1.294 1148.141 51.8 17.75 4.890 1153.031 .00 2.341 3.00 .00 .00 0 .0 95.30 .04211 .037945 3.62 1.280 .00 1532.63 1150.86 1.342 1152.202 51.8 16.92 4.447 1156.649 .00 2.341 3.00 .00 .00 0 .0 35.35 .04206 .033713 1.19 1.280 .00 1567.98 1152.35 1.383 1153.730 51.8 16.27 4.110 1157.840 .80 2.341 3.00 .00 .00 0 .0 • 26.76 .04206 .030001 .80 1.280 .00 1594.74 1153.47 1.434 1154.906 51.8 15.51 3.737 1158.643 .00 2.341 3.00 .00 .00 0 .0 18.17 .04206 .026395 .48 1.280 .00 1612.91 1154.24 1.489 1155.726 51.8 14.79 3.397 1159.123 .00 2.341 3.00 .00 .00 0 .0 13.39 .04206 .023247 .31 1.280 .00 1626.30 1154.80 1.546 1156.346 51.8 14.10 3.088 1159.434 .00 2.341 3.00 .00 .00 0 .0 10.23 .04206 .020486 .21 1.280 .00 1636.53 1155.23 1.606 1156.836 51.8 13.45 2.808 1159.644 .00 2.341 3.00 .00 .00 0 .0 8.01 .04206 .018070 .14 1.280 .00 1644.54 1155.57 1.669 1157.236 51.8 12.82 2.553 1159.789 .00 2.341 3.00 .00 .00 0 .0 6.36 .04206 .015953 .10 1.280 .00 F0515P PAGE • WATER SURFACE PROFILE LISTING TRACT 23064-1 N.G.L CA LCS. FN=641LA MAIN LINE A STATION INVERT DEPTH Y.S. D VEL VEL ENERGY SUPER CRITICAL NOT/ BASE/ ZL NO A`JBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM 50 .. «...........:.. r....... SF AVE HF «... «_..... «.............. r........ a u u........... .. r...... r.... NORM DEPTH «... «.. «..............-..... ZR «.... 1650.90 1155.83 1.735 1157.569 51.8 12.22 2.320 1159.889 .00 2.341 3.00 .00 .00 0 .0 5.04 .04206 .014100 .07 1.280 .00 1655.94 1156.05 1.805 1157.851 51.8 11.66 2.110 1159.961 .00 2.341 3.00 .00 .00 0 .0 3.98 .04206 .012479 .05 1.280 .00 1659.92 1156.21 1.879 1158.093 51.8 11.11 1.918 1160.011 .00 2.341 3.00 .00 .00 0 .0 3.07 .04206 .011063 .03 1.280 .00 1662.99 1156.34 1.958 1158.301 51.8 10.60 1.743 1160.044 .00 2.341 3.00 .00 .00 0 .0 2.28 .04206 .009830 .02 1.280 .00 1665.27 1156.44 2.043 1158.482 51.8 10.10 1.584 1160.066 .00 2.341 3.00 .00 .00 0 .0 1.63 .04206 .008754 .01 1.280 .00 1666.90 1156.51 2.133 1158.640 51.8 9.63 1.441 1160.081 .00 2.341 3.00 .00 .00 0 .0 • .93 .04206 .007821 .01 1.280 .00 1667.83 1156.55 2.232 1158.779 51.8 9.18 1.310 1160.089 .00 2.341 3.00 .00 .00 0 .0 .32 .04206 .007016 .00 1.280 .00 - 1668.15 1156.56 2.341 1158.901 51.8 8.75 1.190 1160.091 .00 2.341 3.00 .00 .00 0 .0 JUNCT STR .02202 .005156 .05 .00 1677.23 1156.76 3.166 1159.926 40.4 5.72 .507 1160.433 .00 2.070 3.00 .00 .00 0 .0 1.71 .02358 .003669 .01 1.310 .00 1678.94 1156.80 3.131 1159.931 40.4 5.72 .507 1160.438 .00 2.070 3.00 .00 .00 0 .0 HYDRAULIC JUMP .00 1678.94 1156.80 1.311 1158.111 40.4 13.61 2.875 1160.986 .00 2.070 3.00 .00 .00 0 .0 64.29 .02358 .023369 1.50 1.310 .00 • F9 •FOS WATER 15P SURFACE PROFILE LISTING PAGE 5 TRACT 23064-1 X.G.L CALCS. FN=641LA MAIN LINE A STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO RVSPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ........«« ......................+..:..............-..«........................................................,.........:.:,..... '- 1743.23 1158.32 1.313 1159.630 40.4 13.57 2.860 1162.490 .00 2.070 3.00 .00 .00 0 .0 122.63 .02358 .021864 2.68 1.310 .00 1865.86 1161.21 1.362 1162.571 40.4 12.94 2.599 1165.170 .00 2.070 3.00 .00 .00 0 .0 42.49 .02358 .019224 .82 1.310 .00 1908.35 1162.21 1.413 1163.624 40.4 12.34 2.363 1165.987 .00 2.070 3.00 .00 .00 0 .0 24.14 .02358 .016913 .41 1.310 .00 1932.49 1162.78 1.467 1164.247 40.4 11.76 2.148 1166.395 .00 2.070 3.00 .00 .00 0 .0 11.29 .02390 .015161 .17 1.303 .00 1943.78 1163.05 1.505 1164.555 40.4 11.38 2.010 1166.565 .00 2.070 3.00 .00 .00 0 .0 12.14 .02390 .013625 .17 1.303 .00 1955.92 1163.34 1.563 1164.903 40.4 10.85 1.827 1166.729 .00 2.070 3.00 .00 .00 0 .0 • 8.84 .02390 .012010 .11 1.303 .00 - 1964.76 1163.55 1.624 1165.175 40.4 10.34 1.661 1166.836 .00 2.070 3.00 .00 .00 0 .0 6.54 .02390 .010598 .07 1.303 .00 - 1971.30 1163.71 1.688 1165.396 40.4 9.86 1.510 1166.906 .00 2.070 3.00 .00 .00 0 .0 . 4.83 .02390 .009359 .05 1.303 .00 1976.13 1163.82 1.755 1165.578 40.4 9.40 1.373 1166.951 .00 2.070 3.00 .00 .00 0 .0 3.44 .02390 .008274 .03 1.303 .00 1979.57 1163.91 1.826 1165.731 40.4 8.96 1.248 1166.979 .00 2.070 3.00 .00 .00 0 .0 2.26 .02390 .007328 .02 1.303 .00 1981.83 1163.96 1.902 1165.861 40.4 8.55 1.134 1166.995 .00 2.070 3.00 .00 .00 0 .0 1.33 .02390 .006501 .01 1.303 .00 • a 91 F0515P PAGE 6 • WATER SURFACE PROFILE LISTING TRACT 23064-1 X.G.L CA LLS. FN=641LA MAIN LINE A STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL MGT/ BASE/ 2L NO AVE; ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1983.16 1163.99 1.982 1165.973 40.4 8.15 1.031 1167.004 .00 2.070 3.00 .00 .00 0 .0 .38 .02390 .005776 .00 1.303 .00 1983.54 1164.00 2.070 1166.070 40.4 7.77 .937 1167.007 .00 2.070 3.00 .00 .00 0 .0 JUNCT SIR .02202 .003480 .03 .00 1992.62 1164.20 2.816 1167.016 28.0 4.06 .257 1167.272 .00 1.712 3.00 .00 .00 0 .0 181.27 .00199 .001532 .28 2.314 .00 2173.89 1164.56 2.722 1167.282 28.0 4-15 .268 1167.550 .00 1.712 3.00 .00 .00 0 .0 34.17 .00205 .001546 .05 2.283 .00 2208.06 1164-63 2.702 1167.332 28.0 4.18 .271 1167.603 .00 1.712 3.00 .00 .00 0 .0 57.05 .00210 .001560 .09 2.256 .00 2265.11 1164.75 2.666 1167-416 28.0 4-22 .276 1167.692 .00 1-712 3.00 .00 .00 0 .0 • 42.87 .00186 .001573 .07 2.385 .00 2307.98 1164.83 2.651 1167.481 28.0 4.24 .279 1167.760 .00 1.712 3.00 .00 .00 0 .0 - 20.00 .00200 .001582 .03 2.306 .00 • - - 2327.98 1164.87 2.641 1167.511 28.0 4.25 .280 1167.791 .00 1.712 3.00 .00 .00 0 .0 67.00 .00194 .001595 .11 2.340 .00 2394.98 1165.00 2.614 1167.614 28.0 4.28 .285 1167.899 .00 1.712 3.00 .00 .00 0 .0 WALL ENTRANCE .00 - 2394.98 1165.00 2.951 1167.951 28.0 1.32 .027 1167.978 .00 .780 8.00 7.17 .00 0 .0 2.00 .00000 .000070 .00 .000 .00 2396.98 1165.00 2.952 1167.952 28.0 1.32 .027 1167.979 .00 .780 8.00 7.17 .00 0 .0 1 1 - ,. .. T1 TRACT 23064.1 H.G.L CALLS. T2 FN=641LA T3 MAIN LINE A s0 1018.001125.74 1 1128.74 R 1024.441125.80 1 .013 .00 .00 0 JX 1033.521125.90 1 2 .013 20.97 1126.40 30.00 R 1053.001126.09 1 .013 .00 .00 0 -. - R 1090.791129.49 1 .013 .00 .00 0 • : R 1107.791131.02 R 1183.261137.80 1 1 .013 .013 10.82 .00 .00 0 .00 1 J% 1192.341138.00 1 1 .013 47.03 1138.00 30.00 91 9; R 1277.541140.96 1 .013 .00 .00 0 • R 1365.381144.00 1 .013 9.27 .00 1 Jx 1374.461144.20 1 2 2.013 4.67 4.671344.701344.70 30.00 30.00 R 1532.631150.86 1 .013 17.30 R 1668.151156.56 1 .013 .00 ix 1677.231156.76 1 2 2.013 5.65 5.651157.261157.26 30.00 30.00 R 1932.491162.78 1 .013 R 1983.541164.00 1 .013 9.95 .00 1 ix 1992.621164.20 1 2 2.013 6.15 6.151164.701164.70 30.00 30.00 R 2173.891164.56 1 .013 36.50 R 2208.061164.63 1 .013 87.00 R 2265.111164.75 1 .013 R 2307.981164.83 1 .013 R 2327.981164.87 1 .013 51.00 .00 0 R 2394.981165.00 1 .013 .00 .00 0 WE 2394.981165.00 3 .200 R 2396.981165.00 3 .013 SX 2396.981165.00 3 1165.00 CD 1 4 0 .00 3.00 .00 .00 .00 .00 CD 2 4 0 .00 2.00 .00 .00 .00 .00 CD 3 3 0 .00 8.00 7.17 .00 .00 .00 9 28.0 .0 9; 0 • • LATERAL A-1 l�2a 346 �/-/ 91 TI TRACT 23064 T2 FN=642LAI T3 LAT A-1 HCL CALCS SO 1000.001144.70 1 1145.77 1053.471150.78 1 .013 .t 1053.471150.78 2 .200 R 1055.471150.78 2 .013 SH 1055.471150.78 2 1150.78 CD 1 4 0 .00 2.00 .00 .00 .00 .00 co 2 3 0 .00 4.00 14.00 .00 .00 .05 Q 6.8 .0 1 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE 2L 2R INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(% CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP 00 .00 0 CO 1 4 2.00 CO 2 3 0 .00 4.00 14.00 .00 .00 .05 1 F 0 5 1 5 P PAGE NO WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 23064 - HEADING LINE NO 2 IS - FN=642LA1 HEADING LINE NO 3 IS - LAT A-1 HGL CALCS 1 F 0 5 1 5 P PAGE NO WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.00 1144.70 1 1145.77 ELEMENT NO 2 IS A REACH • ` • U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT MAI 1053.47 1150.78 1 .013 .00 .00 .00 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1053.47 1150.78 2 .200 ELEMENT NO 4 IS A REACH ` U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT Ilk 1055.47 1150.78 2 .013 .00 .00 .00 ELEMENT NO 5 IS A SYSTEM HEADWORKS ' U/S DATA STATION INVERT SECT W S ELEV 1055.47 1150.78 2 1150.78 www wwwffff f rr rff rr rerwf f wf f+wwfffferrr rrr www wwwwww ww+w wff ff.f rrf»rrfrrrww rww For: RanPac Engineering Corporation, Temecula, CA S/N 560 ffffffeffeererrrrf»rrff fffffw»fffreerrrfwfffffwf fff»fr rrerrww wwwwwww www«r •' WARNING NO. 2 •• - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV . DC • 9fl F05 1 5 PAC_ LATER SURFACE PROFILE LISTING 4s TRACT 23064 F4=642LA1 LAT A-1 HGL CALCS STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL NGT/ SASE/ ZL 40 - ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH DIA 10 N0. PIE; L/ELEX SO ................................................................................................................................ SF AVE HF NORM DEPTH ZR 1000.00 1144.70 .413 1145.113 6.8 14.50 3.264 1148.377 .00 .925 2.00 .00 .00 0 5.33 .11371 .101549' .54 .400 .00 1005.33 1145.31 .416 1145.722 6.8 14.35 3.196 1148.918 .00 .925 2.00 .00 .00 0 13.66 .11371 .093483 1.28 .400 .00 1018.99 1146.86 .430 1147.289 6.8 13.68 2.907 1150.196 .00 .925 2.00 .00 .00 0 7.78 .11371 .081718 .64 .400 .00 1026.77 1147.74 .445 1148.189 6.8 13.03 2.635 1150.824 .00 .925 2.00 .00 .00 0 5.32 .11371 .071444 .38 .400 .00 1032.09 1148.35 .460 1148.809 6.8 12.43 2.400 1151.209 .00 .925 2.00 .00 .00 0 3.95 .11371 .062463 .25 .400 .00 1036.04 1148.80 .476 1149.274 6.8 11.85 2.179 1151.453 .00 .925 2.00 .00 .00 0 0 3.08 .11371 .054616 .17 .400 .00 1039.12 1149.15 .492 1149.640 6.8 11.30 1.981 1151.621 .00 .925 2.00 .00 .00 0 2.48 .11371 .047753 .12 .400 .00 1041.60 1149.43 .509 1149.939 6.8 10.78 1.803 1151.742 .00 .925 2.00 .00 .00 0 2.03 .11371 .041782 .08 .400 .00 1043.63 1149.66 .527 1150.188 6.8 10.27 1.638 1151.826 .00 .925 2.00 .00 .00 0 1.69 .11371 .036559 .06 .400 .00 1045.32 1149.85 .545 1150.399 6.8 9.80 1.491 1151.890 .00 .925 2.00 .00 .00 0 1.43 .11371 .031985 .05 .400 .00 1046.75 1150.02 .564 1150.580 6.8 9.34 1.355 1151.935 .00 .925 2.00 .00 .00 0 1.20 .11371 .027999 .03 .400 .00 4s 96 FC515P P -_- WATER SURFACE PROFILE LISTING TRACT 23064 FN=642LAI A-1 XGL CA LCS •LAi STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL NGT/ BASE/ 2L NO ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID 40. PIER L/ELEM 50 SF AVE HF NORM DEPTH ZR .......................»»..................................................................................................... 1047.95 1150.15 .584 1150.736 6.8 8.90 1.230 1151.966 .00 .925 2.00 .00 .00 0 1.03 .11371 .024509- .03 .400 .00 1048.98 1150.27 .604 1150.874 6.8 8.49 1.119 1151.993 .00 .925 2.00 .00 .00 0 .88 .11371 .021451 .02 .400 .00 1049.86 1150.37 .625 1150.994 6.8 8.10 1.018 1152.012 .00 .925 2.00 .00 .00 0 .74 .11371 .018783 .01 .400 .00 1050.60 1150.45 .647 1151.100 6.8 7.72 .925 1152.025 .00 .925 2.00 .00 .00 0 .63 .11371 .016454 .01 .400 .00 1051.23 1150.53 .670 1151.195 6.8 7.36 .841 1152.036 .00 .925 2.00 .00 .00 0 .53 .11371 .014419 .01 .400 .00 1051.76 1150.58 .694 1151.279 6.8 7.02 .765 1152.044 .00 .925 2.00 .00 .00 0 •1 .44 .11371 .012641 .01 .400 .00 1052.20 1150.64 .719 1151.354 6.8 6.69 .696 1152.050 .00 .925 2.00 .00 .00 0 .37 .11371 .011079 .00 .400 .00 1052.57 1150.68 .744 1151.421 6.8 6.38 .632 1152.053 .00 .925 2.00 .00 .00 0 .29 .11371 .009713 .00 .400 .00 1052.86 1150.71 .771 1151.482 6.8 6.08 .574 1152.057 .00 .925 2.00 .00 .00 0. .23 .11371 .008523 .00 .400 .00 1053.09 1150.74 .799 1151.536 6.8 5.80 .522 1152.058 .00 .925 2.00 .00 .00 0 .17 .11371 .007480 .00 .400 .00 1053.26 1150.76 .828 1151.585 6.8 5.53 .475 1152.060 .00 .925 2.00 .00 .00 0 .12 .11371 .006569 .00 .400 .00 96 171 19 F0515P- WATER SURFACE PROFILE LISTING TRACT 23064 FN=642LA1 LAT A-1 MGL CALCS • STATION INVERT DEPTH V.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ S -SE/ Z NO .. ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA :D N0. PIER L/ELEM ................................................................................................................................. SO SF AVE HF NORM DEPTH ZR 1053.38 1150.77 .859 1151.629 6.8 5.27 .431 1152.061 .00 .925 2.00 .00 .00 0 .07 .11371 .005770 - .00 .400 .00 1053.45 1150.78 .890 1151.668 6.8 5.03 .392 1152.060 .00 .925 2.00 .00 .00 0 .02 .11371 .005063 .00 .400 .00 1053.47 1150.78 .925 1151.705 6.8 4.79 .356 1152.061 .00 .925 2.00 .00 .00 0 WALL ENTRANCE .00 1053.47 1150.78 1.351 1152.131 6.8 .36 .002 1152.133 .00 .196 4.00 14.00 .00 0 2.00 .00000 .000008 .00 .000 .00 1055.47 1150.78 1.352 1152.132 6.8 .36 .002 1152.134 .00 .196 4.00 14.00 .00 0 1 1 171 19 0 LATERAL A-2 1] 0 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITICN L:S',ING PACE CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(i) Y(2) Y(3) Y(4) Y(5) Y(5) Y(7) Y(9) Y(:) �( CODE NO TYPE PIERS WIDTH DIAMETER WIDTH CROP • CO 1 4 2.00 CD 2 3 0 .00 4.00 14.00 .00 .00 .05 1 F 0 5 1 5 P PAGE NO WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 23064-1 HEADING LINE NO 2 IS FN=642LA2 HEADING LINE NO 3 IS LAT. A-2 HGL CALCS 1 F 0 5 1 5 P PAGE NO WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.00 1144.70 1 1145.77 ELEMENT NO 2 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MF 1021.16 1145.00 1 .013 .00 .00 .00 ELEMENT NO 3 IS A REACH • • ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MA 1029.16 1149.75 1 .013 .00 .00 .00 ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1029.16 1149.75 2 .200 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MA 1031.16 1149.75 2 .013 .00 .00 .00 • ELEMENT NO 6 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1031.16 1149.75 2 1149.75 •w«wwwwww ww wwwwwwwewwweww»wwww wwwwwwwwwwwwwwwewweww wwww»ww wwwwwwwwewww ww ww for: RanP2C Engineering Corporation, Temecula, CA - S/N 560 •. ww. ww wwwewwwwwww wwwwwwwww wwwwww......••....•.•••.wwwwew.e»wawewww •:....www WARNING NO. 2 '• - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV * OC • /QD F05157 PAGE WATER SURFACE PROFILE LISTING TRACT 23064-1 FN=642LA2 LAT. A-2 NGL CA LCS STATION • INVERT DEPTH W.S. o VEL VEL ENERGY SUPER CRITICAL NGT/ EASE/ ZL NO ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM ................................................................................................................................. 50 SF AVE HF NORM DEPTH ZR 1000.00 1144.70 .446 1145.146 6.8 13.00 2.625 1147.771 .00 .925 2.00 .00 .00 0 2.32 .01418 .078760 .18 .682 .00 1002.32 1144.73 .437 1145.170 6.8 13.36 2.771 1147.941 .00 .925 2.00 .00 .00 0 3.58 .01418 .087757 .31 .682 .00 1005.90 1144.78 .423 1145.207 6.8 14.02 3.052 1148.260 .00 .925 2.00 .00 .00 0 3.38 .01418 .100433 .34 .682 .00 1009.28 1144.83 .409 1145.241 6.8 14.72 3.364 1148.605 .00 .925 2.00 .00 .00 0 3.20 .01418 .114853 .37 .682 .00 1012.48 1144.88 .395 1145.272 6.8 15.42 3.692 1148.964 .00 .925 2.00 .00 .00 0 3.04 .01418 .131501 .40 .682 .00 1015.52 1144.92 .383 1145.303 6.8 16.19 4.070 1149.373 .00 .925 2.00 .00 .00 0 • 2.89 .01418 .150561 .44 .682 .00 1018.41 1144.96 .370 1145.331 6.8 16.96 4.465 1149.796 .00 .925 2.00 .00 .00 0 2.75 .01418 .172350 .47 .682 .00 1021.16 1145.00 .358 1145.358 6.8 17.80 4.920 1150.278 .00 .925 2.00 .00 .00 0 .58 .59374 .177608 .10 .270 .00 1021.74 1145.34 .364 1145.707 6.8 17.35 4.673 1150.380 .00 .925 2.00 .00 .00 0- .95 .59374 .160445 .15 .270 .00 1022.69 1145.91 .377 1146.285 6.8 16.55 4.251 1150.536 .00 .925 2.00 .00 .00 0 .82 .59374 .140182 .11 .270 .00 1023.51 1146.40 .389 1146.787 6.8 15.78 3.865 1150.652 .00 .925 2.00 .00 .00 0 .72 .59374- .122476 .09 .270 .00 /QD F05 ISP WATER SURFACE PROFILE LISTING • - o23Dlo -/ /o/ TRACT 23064-1 FN=642LA2 A-2 HGL CALCS •LAT. STATION INVERT DEPTH V.S. a VEL VEL ENERGY SLIVER CRITICAL NGT/ BASE/ ZL NO ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA 10 40. PIER L/ELEM 50 SF AVE HF NCRM DEPTH ZR ............ .........................................»......................«................................................. 1024.23 1146.82 .403 1147.226 6.8 15.04 3.514 1150.740 .00 .925 2.00 .00 .00 0 .63 .59374 .107047' .07 .270 .00 1024.86 1147.20 .416 1147.612 6.8 14.35 3.196 1150.808 .00 .925 2.00 .00 .00 0 .55 .59374 .093483 .05 .270 .00 1025.41 1147.52 .430 1147.954 6.8 13.68 2.907 1150.861 .00 .925 2.00 .00 .00 0 .49 .59374 .081718 .04 .270 .00 1025.90 1147.81 .445 1148.258 6.8 13.03 2.635 1150.893 .00 .925 2.00 .00 .00 0 .43 .59374 .071444 .03 .270 .00 1026.33 1148.07 .460 1148.528 6.8 12.43 2.400 1150.928 .00 .925 2.00 .00 .00 0 .38 .59374 .062463 .02 .270 .00 1026.71 1148.29 .476 1148.770 6.8 11.85 2.179 1150.949 .00 .925 2.00 .00 .00 0 • .34 .59374 .054616 .02 .270 .00 1027.05 1148.49 .492 1148.987 6.8 11.30 1.981 1150.968 .00 .925 2.00 .00 .00 0 .29 .59374 .047753 .01 .270 .00 1027.34 1148.67 .509 1149.181 6.8 10.78 1.803 1150.984 .00 .925 2.00 .00 .00 '0 .27 .59374 .041782 .01 .270 .00 1027.61 1148.83 .527 1149.356 6.8 10.27 1.638 1150.994 .00 .925 2.00 .00 .00 0 .23 .59374 .036559 .01 .270 .00 1027.84 1148.97 .545 1149.514 6.8 9.80 1.491 1151.005 .00 .925 2.00 .00 .00 0 .21 .59374 .031985 .01 .270 .00 1028.05 1149.09 .564 1149.656 6.8 9.34 1.355 1151.011 .00 .925 2.00 .00 .00 0 .18 .59374 .027999 .01 .270 .00 • - o23Dlo -/ /o/ F0515P PAZE - WATER SURFACE PROFILE LISTING V TRACT 23064-1 FN=642LA2 LAT. A-2 HGL CALCS STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ Z NO A. ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM 50 SF AVE HF NORM DEPTH ZR ............... ......................... ............... ....................... .................................................. . 1028.23 1149.20 .584 1149.784 6.8 8.90 1.230 1151.014 .00 .925 2.00 .00 .00 0 .17 .59374 .024509 .00 .270 .00 1028.40 1149.30 .604 1149.900 6.8 8.49 1.119 1151.019 .00 .925 2.00 .00 .00 0 .14 .59374 .021451 .00 .270 .00 1028.54 1149.38 .625 1150.005 6.8 8.10 1.018 1151.023 .00 .925 2.00 .00 .00 0 .12 .59374 .018783 .00 .270 .00 1028.66 1149.45 .647 1150.100 6.8 7.72 .925 1151.025 .00 .925 2.00 .00 .00 0 .10 .59374 .016454 .00 .270 .00 1028.76 1149.52 .670 1150.185 6.8 7.36 .841 1151.026 .00 .925 2.00 .00 .00 0 .10 .59374 .014419 .00 .270 .00 1028.86 1149.57 .694 1150.263 6.8 7.02 .765 1151.028 .00 .925 2.00 .00 .00 0 • .07 .59374 .012641 .00 .270 .00 1028.93 1149.61 .719 1150.334 6.8 6.69 .696 1151.030 .00 .925 2.00 .00 .00 0 .07 .59374 .011079 .00 .270 .00 1029.00 1149.65 .744 1150.397 6.8 6.38 .632 1151.029 .00 .925 2.00 .00 .00 0 .05 .59374 .009713 .00 .270 .00 1029.05 1149.68 .771 1150.455 6.8 6.08 .574 1151.029 .00 .925 2.00 .00 .00 0 .04 .59374 .008523 .00 .270 .00 1029.09 1149.71 .799 1150.508 6.8 5.80 .522 1151.030 .00 .925 2.00 .00 .00 0 .03 .59374 .007480 .00 .270 .00 1029.12 1149.73 .828 1150.556 6.8 5.53 .475 1151.031 .00 .925 2.00 .00 .00 0 .02 .59374 .006569 .00 .270 .00 V FC515P 'TATER SURFACE PROFILE LISTING PAGE • /p3 TRACT 23064-1 FN=642LA2 LAT. A-2 HCL CALCS STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HCT/ SASE/ ZL NO A. ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IG 40. RIE; L/ELEM SO SF AVE HF NORM DEPTH ZR .............. ..... .................... ....... ............. ...r....... ... ...r.. ...... ........... ................................. 1029.14 1149.74 .859 1150.599 6.8 5.27 .431 1151.031 .00 .925 2.00 .00 .00 0 .02 .59374 .005770 .00 .270 .00 1029.16 1149.75 .890 1150.638 6.8 5.03 .392 1151.030 .00 .925 2.00 .00 .00 0 .00 .59374 .005063 .00 .270 .00 1029.16 1149.75 .925 1150.675 6.8 4.79 .356 1151.031 .00 .925 2.00 .00 .00 0 WALL ENTRANCE .00 1029.16 1149.75 1.351 1151.101 6.8 .36 .002 1151.103 .00 .196 4.00 14.00 .00 0 2.00 .00000 .000008 .00 .000 .00 1 1031.16 1149.75 1.352 1151.102 6.8 .36 .002 1151.104 .00 .196 4.00 14.00 .00 0 1 T1 TRACT 23064.1 T2 FN=642LA2 -3 LAT. A-2 HGL CALCS 1 1145.77 •1000.001144.70 1021.161145.00 1 .013 .00 .00 0 R 1029.161149.75 1 .013 .00 .00 0 WE 1029.161149.75 2 .200 R 1031.161149.75 2 .013 SH 1031.161149.75 2 1149.75 CD 1 4 0 .00 2.00 .00 .00 .00 .00 CD 2 3 0 .00 4.00 14.00 .00 .00 .05 0 6.8 .0 • /p3 LATERAL A-3 lo7 FO515-7 P'C= WATER SURFACE PROFILE LISTING • !05 TRACT 23064 FN=642LA3 LAT. A-3 HGL CALCS STATION INVERT DEPTH V.S. a VEL VEL ENERGY SUPER CRITICAL NGT/ BASE/ ZL NO ACF ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH DIA ID N0. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR .................................................................................................................................. 1000.00 1157.26 2.670 1159.930 8.6 2.74 .116 1160.046 .00 1.046 2.00 .00 .00 0 ._ 8.11 .08407 .001431 .01 .490 .00 1008.11 1157.94 2.000 1159.942 8.6 2.74 .116 1160.058 .00 1.046 2.00 .00 .00 0 ._ .40 .08407 .001361 .00 .490 .00 1008.51 1157.97 1.967 1159.942 8.6 2.75 .117 1160.059 .00 1.046 2.00 .00 .00 0 .� HYDRAULIC JUMP .00 1008.51 1157.97 .515 1158.490 8.6 13.44 2.804 1161.294 .00 1.046 2.00 .00 .00 0 ._ 6.34 .08407 .068519 .43 .490 .00 1014.85 1158.51 .515 1159.023 8.6 13.44 2.804 1161.827 .00 1.046 2.00 .00 .00 0 .. 11.95 .08407 .064201 .77 .490 .00 1026.80 1159.51 .532 1160.046 8.6 12.80 2.543 1162.589 .00 1.046 2.00 .00 .00 0 .L • 7.62 .08407 .056156 .43 .490 .00 1034.42 1160.15 .551 1160.705 8.6 12.22 2.317 1163.022 .00 1.046 2.00 .00 .00 0 .( 5.48 .08407 .049154 .27 .490 .00 1039.90 1160.61 .570 1161.185 8.6 11.64 2.103 1163.288 .00 1.046 2.00 .00 .00 0 .I 4.17 .08407 .043019 .18 .490 .00 1044.07 1160.96 .590 1161.555 8.6 11.10 1.912 1163.467 .00 1.046 2.00 .00 .00 0 .. 3.32 .08407 .037648 .12 .490 .00 1047.39 1161.24 .610 1161.854 8.6 10.58 1.738 1163.592 .00 1.046 2.00 .00 .00 0 .� 2.66 .08407 .032961 .09 .490 .00 1050.05 1161.47 .632 1162.100 8.6 10.09 1.582 1163.682 .00 1.046 2.00 .00 .00 0 2.20 .08407 .028873 .06 .490 .00 • !05 • lob F0515P PAGE 2 WATER SURFACE PROFILE LISTING TRACT 23064 FN=642LA3 LAT. A-3 HGL CALCS �TATICN INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ 2L NO AVS ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM 50 SF AVE HF NORM DEPTH 2R ...........I ................ ...................................................................................................... - 1052.25 1161.65 .654 1162.307 8.6 9.62 1.437 1163.744 .00 1.046 2.00 .00 .00 0 .0 1.84 .08407 .025287 - .05 .490 .00 1054.09 1161.81 .677 1162.484 8.6 9.18 1.308 1163.792 .00 1.046 2.00 .00 .00 0 .0 1.53 .08407 .022156 .03 .490 .00 1055.62 1161.94 .701 1162.637 8.6 8.75 1.189 1163.826 .00 1.046 2.00 .00 .00 0 .0 1.28 .08407 .019419 .02 .490 .00 1056.90 1162.04 .726 1162.770 8.6 8.34 1.080 1163.850 .00 1.046 2.00 .00 .00 0 .0 1.08 .08407 .017026 .02 .490 .00 1057.98 1162.14 .752 1162.887 8.6 7.95 .981 1163.868 .00 1.046 2.00 .00 .00 0 .0 .90 .08407 .014931 .01 .490 .00 1058.88 1162.21 .779 1162.989 8.6 7.58 .893 1163.882 .00 1.046 2.00 .00 .00 0 .0 •.73 .08407 .013105 .01 .490 .00 1059.61 1162.27 .808 1163.080 8.6 7.23 .811 1163.891 .00 1.046 2.00 .00 .00 0 .0 .62 .08407 .011505 .01 .490 .00 1060.23 1162.32 .837 1163.161 8.6 6.89 .737 1163.898 .00 1.046 2.00 .00 .00 0 .0 .49 .08407 .010101 .00 .490 .00 1060.72 1162.36 .868 1163.233 8.6 6.57 .670 1163.903 .00 1.046 2.00 .00 .00 0 .0 .38 .08407 .008875 .00 .490 .00 1061.10 1162.40 .900 1163.297 8.6 6.26 .609 1163.906 .00 1.046 2.00 .00 .00 0 .0 .28 .08407 .007803 .00 .490 .00 1061.38 1162.42 .934 1163.355 8.6 5.97 .554 1163.909 .00 1.046 2.00 .00 .00 0 .0 .20 .08407 .006863 .00 .490 .00 • lob F05 15P WATER SURFACE PROFILE LISTING DACE /07 TRACT 23064 FN=642L A3 LAT. A-3 HGL CALCS • STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL MGT/ EASE/ ZL NO ... ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ................................................................................................................................. 1061.58 1162.44 .969 1163.407 8.6 5.70 .504 1163.911 .00 1.046 2.00 .00 .00 0 .12 .08407 .006041 - .00 .490 .00 1061.70 1162.45 1.006 1163.453 8.6 5.43 .458 1163.911 .00 1.046 2.00 .00 .00 0 .03 .08407 .005313 .00 .490 .00 1061.73 1162.45 1.046 1163.496 8.6 5.17 .415 1163.911 .00 1.046 2.00 .00 .00 0 WALL ENTRANCE .00 1061.73 1162.45 1.544 1163.994 8.6 .40 .002 1163.996 .00 .229 4.00 14.00 .00 0 2.00 .00000 .000009 .00 .000 .00 1063.73 1162.45 1.544 1163.994 8.6 .40 .002 1163.996 .00 .229 4.00 14.00 .00 0 1 1 T1 TRACT 23064 T2 FN=642LA3 LAT. A-3 HGL CALCS 1000.001157.26 1 1159.93 1061.731162.45 1 .013 .00 .00 0 WE 1061.731162.45 2 .200 R 1063.731162.45 2 .013 SH 1063.731162.45 2 1162.45 CD 1 4 0 .00 2.00 .00 .00 .00 .00 Co 2 3 0 .00 4.00 14.00 .00 .00 .05 0 8.6 .0 7 F0515P WATER SURFACE PROFILE CHANNEL DEFINITION LISTING PAGE i CARO SECT CNN 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(lC CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.00 co 2 3 0 .00 4.00 14.00 .00 .00 .05 1 F 0 5 1 5 P PAGE NO WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 23064 HEADING LINE NO 2 IS - FN=642LA3 HEADING LINE NO 3 IS - LAT. A-3 NGL CALCS 1 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO i IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.00 1157.26 1 1159.93 • ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAI 1061.73 1162.45 1 .013 .00 .00 .00 ELEMENT NO 3 IS A WALL ENTRANCE /07 U/S DATA STATICN !NVERT SECT i? 1061.73 1162.45 2 .200 ELEMENT NO 4 IS A REACH U/S DATA STATICN INVERT SECT N 1063.T3 1162.45 2 .013 ELEMENT NO 5 IS A SYSTEM HEADUCRKS U/S OATA STATICN INVERT SECT 1063.73 1162.45 2 • E V S ELEV 1162.45 RADIUS ANGLE ANC ?T .00 Co .10 /Of 0 • LATERAL A-4 7"12�3a10 �--/ X09 71 TRAC7 23064 72 F4=642LA4 7.3 LAT A-4 HGL CALCS 50 1000.001157.26 1 1159.93 R 1020.001157.20 1 1028.001161.72 .013 1 .013 .00 .00 0 1028.001161.72 2 .200 .00 .00 0 R 1030.001161.72 2 .013 SH 1030.001161.72 2 1161.72 co 1 4 0 .00 2.00 .00 .00 .00 .00 CD 2 3 0 .00 4.00 14.00 .00 .00 .05 Q 8.6 .0 F0515P CARD SECT CNN WATER SURFACE PROFILE NO OF - CHANNEL DEFINITION LISTING AVE PIER HEIGHT 1 BASE ZL ZR INV Y 1 Y 2 Y 3 ( ) ( ) PAGE I CGDE NO TYPE PIERS WIDTH DIAMETER WIDTH y 4 ( ) ( ) Y(5) Y(6) Y(7) Y(8) Y(9) Y(iC (9) DROP CD 1 4 2.00 CD 2 3 1 0 .00 4.00 14.00 .00 .00 .05 F 0 5 1 $ P WATER SURFACE PROFILE - TITLE CARD LISTING PAGE NO 1 HEADING LINE NO 1 IS - TRACT 23064 HEADING LINE NO 2 IS - FN=642LA4 HEADING LINE NO 3 IS - 1 LAT A-4 HGL CALCS F 0 5 1 S P WATER SURFACE PROFILE - ELEMENT CARD LISTING PAGE NO 2 ELEMENT NO 1 IS A SYSTEM OUTLET + U/S DATA STATION INVERT SECT 1000.00 1157.26 1 W S ELEV -'.EMENT NO 2 IS A REACH+ 1159.93 • U/S DATA STATION INVERT• SECT• 1020.00 1157.20 1 N RADIUS ANGLE AMC PT MAN F. THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT '00 .00 .00 0 ELEMENT NO 3 IS GREATER A REACH . x + THAN THE PREVIWS INVERT ELEV -WARNING U/S DATA STATION INVERT SECT 1028.00 1161.72 1 N RADIUS ANGLE ANG PT MAN H ELEMENT NO 4 IS A WALL ENTRANCE r 013 .00 .00 .00 0 U/S DATA STATION INVERT SECT FP 1028.00 1161.72 2 ELEMENT NO 5 IS A REACH .200 U/S DATA STATION INVERT SECT 1030.00 1161.72 2 N RADIUS ANGLE ANG PT MAN H ELEMENT NO 6 IS A SYSTEM NEADWORKS • •013 • .00 .00 .00 0 U/S DATA STATION INVERT SECT 1030.00 1161.722 W S ELEV •••xxrx.•s•xx•ex•»+•+oxx•x•xxrxx•xx•xxrx•wa •xx•x ••xrwrxwwxww••wx For: RanPac Engineering Corporation, •61.72 xx•xxrxe Temecula, CA wxwwe w x• wx•ex w x»x• x•wx+x xx x•w.x wxxx wxe - SIN 560 w x wxx w w x • • x • wx xwwx e xxww •• WARNING NO. 2 •` - WATER SURFACE ELEVATION GIVEN IS LESS »xx e•x • w x• x THAN OR EQUALS INVERT ELEVATION•wx IN NDWKDS, W.S.EIEV =INV . DC • // O F0515P PAGE WATER SURFACE PROFILE LISTING 0 TRACT 23064 FN=642LA4 • LAT A-4 HCL CALCS STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ 2L NO A. ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM 50 SF AVE HF NORM DEPTH 2R ................................................................................................................................. 1000.00 1157.26 2.670 1159.930 8.6 2.74 .116 1160.046 .00 1.046 2.00 .00 .00 0 20.00 -.00300 .001445 .03 .000 .00 1020.00 1157.20 2.759 1159.959 8.6 2.74 .116 1160.075 .00 1.046 2.00 .00 .00 0 .91 .56500 .001445 .00 .300 .00 1020.91 1157.71 2.244 1159.956 8.6 2.74 .116 1160.072 .00 1.046 2.00 .00 .00 0 HYDRAULIC JUMP .00 1020.91 1157.71 .435 1158.147 8.6 17.06 4.521 1162.668 .00 1.046 2.00 .00 .00 0 .06 .56500 .134179 .01 .300 .00 1020.97 1157.75 .435 1158.183 8.6 17.03 4.503 1162.686 .00 1.046 2.00 .00 .00 0 .90 .56500 .125611 .11 .300 .00 1021.87 1158.26 .450 1158.706 8.6 16.26. 4.104 1162.810 .00 1.046 2.00 .00 .00 0 • .78 .56500 .109793 .09 .300 .00 1022.65 1158.70 .465 1159.165 8.6 15.50 3.728 1162.893 .00 1.046 2.00 .00 .00 0 .69 .56500 .095968 .07 .300 .00 1023.34 1159.09 .481 1159.570 8.6 14.78 3.391 1162.960 .00 1.046 2.00 .00 .00 0 .61 .56500 .083893 .05 .300 .00 1023.95 1159.43 .497 1159.929 8.6 14.10 3.086 1163.015 .00 1.046 2.00 .00 .00 0 .53 .56500 .073383 .04 .300 .00 1024.48 1159.73 .515 1160.248 8.6 13.44 2.804 1163.052 .00 1.046 2.00 .00 .00 0 .48 .56500 .064201 .03 .300 .00 1024.96 1160.00 .532 1160.533 8.6 12.80 2.543 1163.076 .00 1.046 2.00 .00 .00 0 .42 .56500 .056156 .02 .300 .00 0 F05 15P PAGE WATER SURFACE PROFILE II STi4G • /,A TRACT 23064 F4=642LA4 LAT A-4 HGL CALCS STATION INVERT DEPTH V.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO A.. ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA 10 .40. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ........ . ... ..................................................... ...... .......... ...r......r............. ................ ......... 1025.38 1160.24 .551 1160.788 8.6 12.22 2.317 1163.105 .00 1.046 2.00 .00 .00 0 .. .37 .56500 .049154 .02 .300 .00 1025.75 1160.45 .570 1161.017 8.6 11.64 2.103 1163.120 .00 1.046 2.00 .00 .00 0 .. .32 .56500 .043019 .01 .300 .00 1026.07 1160.63 .590 1161.222 8.6 11.10 1.912 1163.134 .00 1.046 2.00 .00 .00 0 .30 .56500 .037648 .01 .300 .00 1026.37 1160.80 .610 1161.407 8.6 10.58 1.738 1163.145 .00 1.046 2.00 .00 .00 0 .. .25 .56500 .032961 .01 .300 .00 1026.62 1160.94 .632 1161.574 8.6 10.09 1.582 1163.156 .00 1.046 2.00 .00 .00 0 .. .23 .56500 .028873 .01 .300 .00 1026.85 1161.07 .654 1161.724 8.6 9.62 1.437 1163.161 .00 1.046 2.00 .00 .00 0 .. • .20 .56500 .025287 .01 .300 .00 1027.05 1161.18 .677 1161.860 8.6 9.18 1.308 1163.168 .00 1.046 2.00 .00 .00 0 .17 .56500 .022156 .00 .300 .00 1027.22 1161.28 .701 1161.982 8.6 8.75 1.189 1163.171 .00 1.046 2.00 .00 .00 0 .16 .56500 .019419 .00 .300 .00 1027.38 1161.37 .726 1162.093 8.6 8.34 1.080 1163.173 .00 1.046 2.00 .00 .00 0 .. .13 .56500 .017026 .00 .300 .00 1027.51 1161.44 .752 1162.194 8.6 7.95 .981 1163.175 .00 1.046 2.00 .00 .00 0 .11 .56500 .014931 .00 .300 .00 1027.62 1161.51 .779 1162.285 8.6 7.58 .893 1163.178 .00 1.046 2.00 .00 .00 0 .10 .56500 .013105 .00 .300 .00 • /,A F0515P - PACE _ WATER SURFACE PROFILE LISTING //I TRACT 23064 •F.N=642LA4 LAT A-4 NGL CALCS STATION INVERT DEPTH Y.S. 0 VEL VEL ENERGY SUPER CRITICAL MGT/ BASE/ ZL NO ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ......................... ........................................................................................................ 1027.72 1161.56 .808 1162.367 8.6 7.23 .811 1163.178 .00 1.046 2.00 .00 .00 0 .08 .56500 .011505 .00 .300 .00 1027.80 1161.60 .837 1162.442 8.6 6.89 .737 1163.179 .00 1.046 2.00 .00 .00 0 .06 .56500 .010101 .00 .300 .00 1027.86 1161.64 .868 1162.509 8.6 6.57 .670 1163.179 .00 1.046 2.00 .00 .00 0 - .05 .56500 .008875 .00 .300 .00 1027.91 1161.67 .900 1162.571 8.6 6.26 .609 1163.180 .00 1.046 2.00 .00 .00 0 .04 .56500 .007803 .00 .300 .00 1027.95 1161.69 .934 1162.627 8.6 5.97 - .554 1163.181 .00 1.046 2.00 .00 .00 0 .03 .56500 .006863 .00 .300 .00 1027.98 1161.71 .969 1162.677 8.6 5.70 .504 1163.181 .00 1.046 2.00 .00 .00 0 • .02 .56500 .006041 .00 .300 .00 1028.00 1161.72 1.006 1162.723 8.6 5.43 .458 1163.181 .00 1.046 2.00 .00 .00 0 .00 .56500 .005313 .00 .300 .00 1028.00 1161.72 1.046 1162.766 8.6 5.17 .415 1163.181 .00 1.046 2.00 .00 .00 0 WALL ENTRANCE .00 1028.00 1161.72 1.544 1163.264 8.6 .40 .002 1163.266 .00 .229 4.00 14.00 .00 0 2.00 .00000 .000009 .00 .000 .00 1030.00 1161.72 1.544 1163.264 8.6 .40 .002 1163.266 .00 .229 4.00 14.00 .00 0 1 1 //I 0 LATERAL A-5 • • • lis F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE CARO SECT CNN NO OF AVE PIER HEIGHT 1 BASE 2L 2R INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(S) Y(9) Y(' NO TYPE PIERS WIDTH DIAMETER WIDTH DROP •CCOE CD 1 4 2.00 CD 2 3 0 .00 4.00 14.00 .00 .00 .05 1 F 0 5 1 5 P PAGE NO WATER SURFACE PROFILE - TITLE CARD LISTING HEADI4G LINE NO 1 15 - TRACT 23064 HEADING LINE NO 2 IS - FN=642LA5 HEADING LINE NO 3 IS - LAT A-5 HGL CALCS 1 F 0 5 1 5 P PAGE NO WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET • ` U/S DATA STATION INVERT SECT W S ELEV 1000.00 1164.70 1 1167.02 ELEMENT NO 2 IS A REACH • ` U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MA 1046.90 1169.68 1 .013 .00 .00 .00 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1046.90 1169.68 2 .200 ELEMENT NO 4 IS A REACH • • ` U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT MA 1048.90 1169.68 2 .013 .00 .00 .00 ELEMENT NO 5 IS A SYSTEM HEADWORKS • ` U/S DATA STATION INVERT SECT W S ELEV 1048.90 1169.68 2 1169.68 • r rrre Tree rrr rrrrrrrrrrrrrrrrr»rrrrrrrerr»rrrrrrrrrrrrr rrrrrr rerrrr rrr rerrre For: RanPac Engineering Corporacion, Temecula, CA - S/N 560 rrrrrrrrrrrrrrrr rr»»rrrrrrerrrrrr rrrrrrrrrrrrrrr rrr rrrrrrrrrrrrr rr rrr rrr rrr •• WARNING NO. 2 •• - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV i OC • lis F05 15P PAGE WATER SURFACE PROFILE LISTING 0 TRACT 23064 •FN=642LA5 A-5 XGL CA LCS STATION INVERT DEPTH V.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ 2L NO A. ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH DIA 10 N0. PIER L/ELEM SO SF AVE HF NCRM DEPTH ZR ................................................................................................................................. 1000.00 1164.70 2.320 1167.020 9.8 3.12 .151 1167.171 .00 1.120 2.00 .00 .00 0 1.19 .10619 .001877 .00 .490 .00 1001.19 1164.83 2.196 1167.023 9.8 3.12 .151 1167.174 .00 1.120 2.00 .00 .00 0 HYDRAULIC JUMP .00 1001.19 1164.83 .521 1165.348 9.8 15.05 3.519 1168.867 .00 1.120 2.00 .00 .00 0 4.26 .10619 .082499 .35 .490 .00 1005.45 1165.28 .528 1165.807 9.8 14.74 3.372 1169.179 .00 1.120 2.00 .00 .00 0 9.24 .10619 .075037 .69 .490 .00 1014.69 1166.26 .547 1166.807 9.8 14.06 3.070 1169.877 .00 1.120 2.00 .00 .00 0 6.42 .10619 .065692 .42 .490 .00 1021.11 1166.94 .566 1167.508 9.8 13.41 2.791 1170.299 .00 1.120 2.00 .00 .00 0 • 4.82 .10619 .057467 .28 .490 .00 1025.93 1167.45 .585 1168.038 9.8 12.78 2.535 1170.573 .00 1.120 2.00 .00 .00 0 3.75 .10619 .050296 .19 .490 .00 1029.68 1167.85 .606 1168.457 9.8 12.19 2.307 1170.764 .00 1.120 2.00 .00 .00 0 3.03 .10619 .044046 .13 .490 .00 1032.71 1168.17 .627 1168.800 9.8 11.61 2.094 1170.894 .00 1.120 2.00 .00 .00 0 2.49 .10619 .038565 .10 .490 .00 1035.20 1168.44 .649 1169.087 9.8 11.07 1.904 1170.991 .00 1.120 2.00 .00 .00 0 2.08 .10619 .033781 .07 .490 .00 1037.28 1168.66 .672 1169.330 9.8 10.56 1.732 1171.062 .00 1.120 2.00 .00 .00 0 1.74 .10619 .029602 .05 .490 .00 0 F0515P WATER SURFACE PROFILE LISTING • Te ,306 V-/ TRACT 23064 FN=642LA5 LAT A-5 MGL CALCS STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL MGT/ SASE/ ZL NO .. ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH OIA ID N0. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ............: .................................................................................................................... 1039.02 1168.84 .696 1169.539 9.8 10.07 1.575 1171.114 .00 1.120 2.00 .00 .00 0 1.47 .10619 .025950 .04 .490 .00 1040.49 1169.00 .721 1169.721 9.8 9.60 1.431 1171.152 .00 1.120 2.00 .00 .00 0 1.25 .10619 .022755 .03 .490 .00 1041.74 1169.13 .747 1169.879 9.8 9.15 1.300 1171.179 .00 1.120 2.00 .00 .00 0 1.06 .10619 .019959 .02 .490 .00 1042.80 1169.24 .774 1170.019 9.8 8.73 1.183 1171.202 .00 1.120 2.00 .00 .00 0 .90 .10619 .017512 .02 .490 .00 1043.70 1169.34 .802 1170.142 9.8 8.32 1.075 1171.217 .00 1.120 2.00 .00 .00 0 .75 .10619 .015368 .01 .490 .00 1044.45 1169.42 .831 1170.251 9.8 7.94 .978 1171.229 .00 1.120 2.00 .00 .00 0 • .64 .10619 .013489 .01 .490 .00 1045.09 1169.49 .861 1170.349 9.8 7.57 .889 1171.238 .00 1.120 2.00 .00 .00 0 .52 .10619 .011848 .01 .490 .00 1045.61 1169.54 .893 1170.436 9.8 7.21 .807 1171.243 .00 1.120 2.00 .00 .00 0 .42 .10619 .010413 .00 .490 .00 1046.03 1169.59 .926 1170.514 9.8 6.88 .734 1171.248 .00 1.120 2.00 .00 .00 0 .33 .10619 .009157 .00 .490 .00 1046.36 1169.62 .961 1170.583 9.8 6.56 .668 1171.251 .00 1.120 2.00 .00 .00 0 .24 .10619 .008061 .00 .490 .00 1046.60 1169.65 .998 1170.646 9.8 6.25 .607 1171.253 .00 1.120 2.00 .00 .00 0 .17 .10619 .007099 .00 .490 .00 • Te ,306 V-/ F0515P WATER SURFACE PROFILE LISTING • IN TRACT 23064 •FN=642LA5 LAT A-5 HGL CALCS STATION INVERT DEPTH Y.S. a VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO A. ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ................................................................................................................................. 1046.77 1169.67 1.036 1170.702 9.8 5.96 .552 1171.254 .00 1.120 2.00 .00 .00 0 .10 .10619 .006256 .00 .490 .00 1046.87 1169.68 1.076 1170.753 9.8 5.68 .502 1171.255 .00 1.120 2.00 .00 .00 0 .03 .10619 .005512 .00 .490 .00 1046.90 1169.68 1.120 1170.800 9.8 5.41 .455 1171.255 .00 1.120 2.00 .00 .00 0 WALL ENTRANCE .00 1046.90 1169.68 1.666 1171.346 9.8 .42 .003 1171.349 .00 .250 4.00 14.00 .00 0 2.00 .00000 .000009 .00 .000 .00 1048.90 1169.68 1 1.666 1171.346 9.8 .42 .003 1171.349 .00 .250 4.00 14.00 .00 0 1 T1 TRACT 23064 T2 FN=642LA5 3 LAT A-5 HGL CALCS 0 1000.001164.70 1 1167.02 R 1046.901169.68 1 .013 .00 .00 0 WE 1046.901169.68 2 .200 R 1048.901169.68 2 .013 SH 1048.901169.68 2 1169.68 CD 1 4 0 .00 2.00 .00 .00 .00 .00 CD 2 3 0 .00 4.00 14.00 .00 .00 .05 0 9.8 .0 • IN 0 LATERAL A-6 • 119 F0515P W'A TER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE CARD SECT CH NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) YC4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(' CODE NO TYPE PIERS 'WIDTH DIAMETER WIDTH DROP • CD 1 4 2.00 CD 2 3 0 .00 4.00 14.00 .00 .00 .05 1 F 0 5 1 5 P PAGE NO WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 23064 HEADING LINE NO 2 IS - FN=642LA6 HEADING LINE NO 3 IS - LAT A-6 HGL CALCS 1 F 0 5 1 5 P PAGE NO WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET ` U/S DATA STATION INVERT SECT W S ELEV 1000.00 1164.70 1 1167.02 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MA 1022.50 1164.80 1 .013 .00 .00 .00 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MA 1030.50 1169.42 1 .013 .00 .00 .00 ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1030.50 1169.42 2 .200 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MA 1032.50 1169.42 2 .013 .00 .00 .00 • ELEMENT NO 6 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1032.50 1169.42 2 1169.42 e11er 1rfrr11f1eerf 11f1r rwr rrwrrrwrrrlererw lwe1w11f1f r1rf wr wrwwewf1r 111r»feff For: RanPac Engineering Corporation, Temecula, CA - S/N 560 f11f f ffflflf f Iffff 1f ff If 1111 r1111111fff f f lff rr if 1f 111f ffflwf rf if f f1f 1f f f ff 1ff •• WARNING NO. 2 •• - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV = INV - DC • F0515P PAGE WATER SURFACE PROFILE LISTING • TRACT 23064 FN=642LA6 LAT A-6 HGL CALCS STATION INVERT DEPTH W.S. 7 VEL VEL ENERGY SUPER CRITICAL MGT/ BASE/ ZL NO A`: ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER .................................................................................................................................. L/ELEM SO SF AVE HF NCR.M DEPTH ZR 1000.00 1164.70 2.320 1167.020 9.8 3.12 .151 1167.171 .00 1.120 2.00 .00 .00 0 12.80 .00445 .001877 .02 1.172 .00 1012.80 1164.76 2.286 1167.043 9.8 3.12 .151 1167.194 .00 1.120 2.00 .00 .00 0 HYDRAULIC JUMP .00 1012.80 1164.76 .499 1165.256 9.8 15.99 3.969 1169.225 .00 1.120 2.00 .00 .00 0 2.67 .00445 .105675 .28 1.172 .00 1015.47 1164.77 .487 1165.256 9.8 16.53 4.241 1169.497 .00 1.120 2.00 .00 .00 0 3.59 .00445 .118552 .43 1.172 .00 1019.06 1164.79 .471 1165.256 9.8 17.35 4.672 1169.928 .00 1.120 2.00 .00 .00 0 3.44 .00445 .135623 .47 1.172 .00 1022.50 1164.80 .456 1165.256 9.8 18.18 5.133 1170.389 .00 1.120 2.00 .00 .00 0 • .44 .57750 .140835 .06 .320 .00 1022.94 1165.06 .462 1165.519 9.8 17.85 4.948 1170.467 .00 1.120 2.00 .00 .00 0 .97 .57750 .128254 .12 .320 .00 1023.91 1165.61 .477 1166.092 9.8 17.01 4.495 1170.587 .00 1.120 2.00 .00 .00 0 .B4 .57750 .112120 .09 .320 .00 1024.75 1166.10 .494 1166.594 9.8 16.23 4.088 1170.682 .00 1.120 2.00 .00 .00 0 .. .74 .57750 .098102 .07 .320 .00 1025.49 1166.53 .511 1167.038 9.8 15.46 3.710 1170.748 .00 1.120 2.00 .00 .00 0 .65 .57750 .085773 .06 .320 .00 1026.14 1166.90 .528 1167.432 9.8 14.74 3.372 1170.804 .00 1.120 2.00 .00 .00 0 .58 .57750 .075037 .04 .320 .00 • F05 15P P4 c WATER SURFACE PROFILE L:S7i4G 0 TRACT 23064 FN=642LA6 LAT A-6 HGL CALCS STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVB ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR .................................................................................................................................. 1026.72 1167.23 .547 1167.781 9.8 14.06 3.070 1170.851 .00 1.120 2.00 .00 .00 0 .. .50 .57750 .065692 .03 .320 .00 1027.22 1167.53 .566 1168.094 9.8 13.41 2.791 1170.885 .00 1.120 2.00 .00 .00 0 .: .45 .57750 .057467 .03 .320 .00 1027.67 1167.79 .585 1168.373 9.8 12.78 2.535 1170.908 .00 1.120 2.00 .00 .00 0 .! .40 .57750 .050296 .02 .320 .00 1028.07 1168.02 .606 1168.624 9.8 12.19 2.307 1170.931 .00 1.120 2.00 .00 .00 0 .. .36 .57750 .044046 .02 .320 .00 1028.43 1168.22 .627 1168.849 9.8 11.61 2.094 1170.943 .00 1.120 2.00 .00 .00 0 .( .31 .57750 .038565 .01 .320 .00 1028.74 1168.40 .649 1169.051 9.8 11.07 1.904 1170.955 .00 1.120 2.00 .00 .00 0 .� • .27 .57750 .033781 .01 .320 .00 1029.01 1168.56 .672 1169.234 9.8 10.56 1.732 1170.966 .00 1.120 2.00 .00 .00 0 .25 .57750 .029602 .01 .320 .00 1029.26 1168.70 .696 1169.399 9.8 10.07 1.575 1170.974 .00 1.120 2.00 .00 .00 0 .21 .57750 .025950 .01 .320 .00 1029.47 1168.83 .721 1169.547 9.8 9.60 1.431 1170.978 .00 1.120 2.00 .00 .00 0 .! .19 .57750 .022755 .00 .320 .00 1029.66 1168.94 .747 1169.682 9.8 9.15 1.300 1170.982 .00 1.120 2.00 .00 .00 0 .16 .57750 .019959 .00 .320 .00 1029.82 1169.03 .774 1169.803 9.8 8.73 1.183 1170.986 .00 1.120 2.00 .00 .00 0 .15 .57750 .017512 .00 .320 .00 0 F05 15P WATER SURFACE PROFILE LISTING • >a3 TRACT 23064 •FN=642LA6 LAT A-6 HGL CAlCS STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO - ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER UELEN ................................................................................................................................ 50 SF AVE HF NORM DEPTH ZR 1029.97 1169.11 .802 1169.913 9.8 8.32 1.075 1170.988 .00 1.120 2.00 .00 .00 0 .12 .57750 .015368 .00 .320 .00 1030.09 1169.18 .831 1170.013 9.8 7.94 .978 1170.991 .00 1.120 2.00 .00 .00 0 .10 .57750 .013489 .00 .320 .00 1030.19 1169.24 .861 1170.103 9.8 7.57 .889 1170.992 .00 1.120 2.00 .00 .00 0 .09 .57750 .011848 .00 .320 .00 1030.28 1169.29 .893 1170.185 9.8 7.21 .807 1170.992 .00 1.120 2.00 .00 .00 0 .07 .57750 .010413 .00 .320 .00 1030.35 1169.33 .926 1170.259 9.8 6.88 .734 1170.993 .00 1.120 2.00 .00 .00 0 .06 .57750 .009157 .00 .320 .00 1030.41 1169.37 .961 1170.327 9.8 6.56 .668 1170.995 .00 1.120 2.00 .00 .00 0 • .04 .57750 .008061 .00 .320 .00 1030.45 1169.39 .998 1170.388 9.8 6.25 .607 1170.995 .00 1.120 2.00 .00 .00 0 .03 .57750 .007099 .00 .320 .00 1030.48 1169.41 1.036 1170.443 9.8 5.96 .552 1170.995 .00 1.120 2.00 .00 .00 0 .02 .57750 .006256 .00 .320 .00 1030.50 1169.42 1.076 1170.493 9.8 5.68 .502 1170.995 .00 1.120 2.00 .00 .00 0 .00 .57750 .005512 .00 .320 .00 1030.50 1169.42 1.120 1170.540 9.8 5.41 .455 1170.995 .00 1.120 2.00 .00 .00 0 WALL ENTRANCE .00 1030.50 1169.42 1.666 1171.086 9.8 .42 .003 1171.089 .00 .250 4.00 14.00 .00 0 2.00 .00000 .000009 .00 .000 .00 • >a3 F0515P PAGE - WATER SURFACE PROFILE LISTING • • TRACT 23064 FN=642LA6 LAT A-6 HGL CALCS STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ SASE/ ZL NO A'. ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH OIA 10 NO. PIER L/ELE.M SO SF AVE HF NORM DEPTH ZR ............................««................................................................................................. 1032.50 1169.42 1.666 1171.086 9.8 .42 .003 1171.089 .00 .250 4.00 14,00 .00 0 1 1 T1 TRACT 23064 T2 FN=642LA6 T3 LAT A-6 HGL CALCS 50 1000.001164.70 1 1167.02 R 1022.501164.80 1 .013 .00 .00 0 R 1030.501169.42 1 .013 .00 .00 0 WE 1030.501169.42 2 .200 R 1032.501169.42 2 .013 SH 1032.501169.42 2 1169.42 CD 1 4 0 .00 2.00 .00 .00 .00 .00 CD 2 3 0 .00 4.00 14.00 .00 .00 .05 0 9.8 .0 • • 0 LATERAL A-0 • • gas T1 TRACT 23064-1 T2 F4=6-2LAO T3 LAT. OUTLETING THE SUMP �O 1000.001126.40 1 1128.37 1032.681 140.11 1 .013 .00 .00 0 :E 1032.681140.11 2 .200 R 1034.681140.11 2 .013 SH 1034.681140.11 2 1140.11 CD 1 4 0 .00 2.00 CO 2 3 0 .00 4.70 14.00 .00 .00 .05 a 20.97 .0 F0515P WATER SURFACE PROFILE -"CHANNEL DEFINITION LISTING PAGE CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(I) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(!-- CODE (1:CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.00 CD 2 3 0 .00 4.00 14.00 .00 .00 .05 1 F 0 5 1 5 P PAGE NO WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 23064.1 HEADING LINE NO 2 IS - FN=642LAO HEADING LINE NO 3 IS - LAT. OUTLETING THE SUMP 1 F 0 5 1 5 P PAGE NO WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET • ' U/S DATA STATION INVERT SECT W S ELEV 1000.00 1126.40 1 1128.37 • ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAA 1032.68 1140.11 1 .013 .00 .00 .00 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1032.68 1140.11 2 .200 ELEMENT NO 4 IS A REACH • ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAA 1034.68 1140.11 2 .013 .00 .00 .00 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1034.68 1140.11 2 1140.11 f1f..f.111111f...1f..f l.f..f.1111f..f....f.11111t1f att if 1111f..11111f.1f f:f. For: RanPac Engineering Corporation, Temecula, CA - S/N 560 1111 t 111111 t f t1t 1t• f ttltl f! f t1111f f!1!1 f!!!! f !1111 f 1111111.1111f !11111111111! •• WARNING NO. 2 " - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC • 1.4 FC5 i5P WATER SURFACE PROFILE LISTING • 47 TRACT 23064-1 FN=642LAO OUTLETING THE SUMP •LAT. STATION INVERT DEPTH V.S. 0 VEL VEL ENERGY SUPER CRITICAL MGT/ SASE/ ZL NO ^. ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA 10 N0. P!ER L/ELEX SO SF AVE HF NORM DEPTH ZR ................................................................................................................................. 1000.00 1126.40 .589 1126.989 20.9 27.04 11.351 1138.340 .00 1.638 2.00 .00 .00 0 3.61 .41952 .228835 .83 .510 .00 1003.61 1127.91 '.602 1128.514 20.9 26.22 10.678 1139.192 .00 1.638 2.00 .00 .00 0 4.42 .41952 .205253 .91 .510 .00 1008.03 1129.77 .623 1130.394 20.9 25.00 9.705 1140.099 .00 1.638 2.00 .00 .00 0 3.59 .41952 .179738 .65 .510 .00 1011.62 1131.28 .645 1131.920 20.9 23.83 8.819 1140.739 .00 1.638 2.00 .00 .00 0 2.97 .41952 .157464 .47 .510 .00 1014.59 1132.52 .668 1133.189 20.9 22.72 8.014 1141.203 .00 1.638 2.00 .00 .00 0 2.51 .41952 .138003 .35 .510 .00 1017.10 1133.57 .692 1134.264 20.9 21.66 7.284 1141.548 .00 1.638 2.00 .00 .00 0 • 2.13 .41952 .120929 .26 .510 .00 1019.23 1134.47 .716 1135.185 20.9 20.65 6.623 1141.808 .00 1.638 2.00 .00 .00 0 1.84 .41952 .105993 .20 .510 .00 1021.07 1135.24 .742 1135.982 20.9 19.70 6.025 1142.007 .00 1.638 2.00 .00 .00 0 1.60 .41952 .092984 .15 .510 .00 1022.67 1135.91 .769 1136.678 20.9 18.78 5.475 1142.153 .00 1.638 2.00 .00 .00 0 1.39 .41952 .081555 .11 .510 .00 1024.06 1136.49 .796 1137.289 20.9 17.91 4.980 1142.269 .00 1.638 2.00 .00 .00 0 1.22 .41952 .071543 .09 .510 .00 1025.28 1137.00 .825 1137.829 20.9 17.08 4.527 1142.356 .00 1.638 2.00 .00 .00 0 1.06 .41952 .062835 .07 .510 .00 • 47 • F0515P PACE _ WATER SURFACE PROFILE LISTING TRACT 23064-1 FN=642LAO LAT. OUTLETING THE SUMP STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL NOT/ EASE/ 2l NO .._ ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH CIA 10 NO. PIER L/ELEM SO SF AVE HF NCRM DEPTH 2R .............................. ........................ --....... ............... ......... ....................... .............. .. 1026.34 1137.45 .856 1138.307 20.9 16.28 4.114 1142.421 .00 1.638 2.00 .00 .00 0 .. .94 .41952 .055202 .05 .510 .00 1027.28 1137.85 .887 1138.733 20.9 15.52 3.738 1142.471 .00 1.638 2.00 .00 .00 0 .. .83 .41952 .048500 .04 .510 .00 1028.11 1138.19 .920 1139.113 20.9 14.80 3.402 1142.515 .00 1.638 2.00 .00 .00 0 ._ .73 .41952 .042656 .03 .510 .00 1028.84 1138.50 .955 1139.454 20.9 14.11 3.092 1142.546 .00 1.638 2.00 .00 .00 0 .: .64 .41952 .037538 .02 .510 .00 1029.48 1138.77 .991 1139.759 20.9 13.45 2.809 1142.568 .00 1.638 2.00 .00 .00 0 ._ .56 .41952 .033052 .02 .510 .00 1030.04 1139.00 1.029 1140.033 20.9 12.82 2.553 1142.586 .00 1.638 2.00 .00 .00 0 .. • .50 .41952 .029128 .01 .510 .00 1030.54 1139.21 1.069 1140.279 20.9 12.23 2.322 1142.601 .00 1.638 2.00 .00 .00 0 ._ .42 .41952 .025693 .01 .510 .00 1030.96 1139.39 1.111 1140.501 20.9 11.66 2.112 1142.613 .00 1.638 2.00 .00 .00 0 .0 .38 .41952 .022683 .01 .510 .00 1031.34 1139.55 1.155 1140.702 20.9 11.12 1.919 1142.621 .00 1.638 2.00 .00 .00 0 ._ .32 .41952 .020045 .01 .510 .00 1031.66 1139.68 1.201 1140.883 20.9 10.60 1.744 1142.627 .00 1.638 2.00 .00 .00 0 .. .27 .41952 .017740 .00 .510 .00 1031.93 1139.80 1.251 1141.046 20.9 10.11 1.586 1142.632 .00 1.638 2.00 .00 .00 0 .. .23 .41952 .015728 .00 .510 .00 • F0515P '4ATER SURFACE PROFILE LISTING • VEL ENERGY SUPER TRACT 23064-1 HGT/ SASE/ ZL NO - HEAD GRD .EL. ELEV DEPTH DIA ID NO. LAT. CUTLETING THE SUMP HF STATICH INVERT DEPTH V.S. 0 VEL ... ...... .................. ....................... ELEV OF FLOW ELEV 1.442 1142.636 L/ELEM ...................................................... So 2.00 .00 .00 0 1032.16 1139.89 1.303 1141.194 20.9 9.64 .18 .41952 1.311 1142.639 .00 1.638 1032.34 1139.97 1.359 1141.328 20.9 9.19 .15 .41952 .00 1.191 1032.49 1140.03 1.420 1141.448 20.9 8.76 .00 .10 .41952 .00 .510 1032.59 1140.07 1.485 1141.558 20.9 8.35 1.638 .07 .41952 .00 .00 0 09971 .00 1032.66 1140.10 1.557 1141.657 20.9 7.96 .02 .41952 .00 1.638 2.00 .00 1032.68 1140.11 1.638 1141.748 20.9 7.59 • WALL ENTRANCE .00 .894 1142.642 .00 1032.68 1140.11 2.709 1142.819 20.9 .55 2.00 .00000 .00 1034.68 1140.11 2.709 1142.819 20.9 .55 1 1 14.00 .00 0 00010 .00 • VEL ENERGY SUPER CRITICAL HGT/ SASE/ ZL NO - HEAD GRD .EL. ELEV DEPTH DIA ID NO. PIER SF AVE HF NORM DEPTH ZR ... ...... .................. ....................... .................... 1.442 1142.636 .00 1.638 2.00 .00 .00 0 13968 .00 .510 .00 1.311 1142.639 .00 1.638 2.00 .00 .00 0 12441 .00 .510 .00 1.191 1142.639 .00 1.638 2.00 .00 .00 0 11115 .00 .510 .00 1.084 1142.641 .00 1.638 2.00 .00 .00 0 09971 .00 .510 .00 .985 1142.642 .00 1.638 2.00 .00 .00 0 08995 .00 .510 .00 .894 1142.642 .00 1.638 2.00 .00 .00 0 .00 .005 1142.824 .00 - .413 4.00 14.00 .00 0 00010 .00 .000 .00 .005 1142.824 .00 .413 4.00 14.00 .00 0 4 ! Ll LINE B • • 136 • • TI 'RACi 230641 R.O.L CALLS • i2 T3 14=6:249 vS=1144 .69 SO 994.801138.15 1 1144.69 R 1047.121139.64 1 ,013 60.00 .00 0 R 1070.851140.32 1 .013 18.28 R 1252.631145.49 1 .013 00.00 .00 0 R 1254.921145.56 1 .013 ,00 .00 1 ix 1264.001145.76 1 2 2.013 7.3 7.31146.261146.26 30.00 30.00 R 1457.921151.58 1 .013 ,00 .00 0 ix 1467.001151.85 1 2 .013 11.1 1152.35 30.00 R 1523.921153.46 1 .013 ,00 .00 1 A 1533.001153.66 1 2 2.013 8.1 8.11154.161154.16 30.00 30.00 R 1803.811161.78 1 .013 .00 .00 1 ix 1812.891162.78 2 2 .013 15.0 1162.78 30.00 R 1851.341163.62 2 .013 .00 .00 0 R 1877.971164.20 2 .013 68.00 .00 0 WE 1877.971164.20 3 .200 R 1879.971164.20 3 .013 SX 1879.971164.20 3 1164.20 CO 1 4 0 .00 3.00 .00 .00 .00 .00 CO 2 4 0 .00 2.00 .00 .00 .00 .00 CO 3 3 0 .00 7.91 21.00 .00 .00 .00 0 15.0 .0 • • F05 ;5P WATER SURFACE PROFILE - CHANNEL DEFI4ITICN LISTING PACE • CAPD SECT CHH NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(i) Y(2) Y(3) Y(4) Y(5) Y(6) Y;7) Y(8) Y(9) ..-. CCZE NO TYPE PIERS WIDTH DIAMETER WIDTH DRCP CD 1 4 3.00 CD 2 4 2.00 co 3 3 0 .00 7.91 21.00 .00 .00 .00 7 F 0 5 1 5 P PAGE NO i WATER SURFACE PROFILE - TITLE CARO LISTING HEADING LINE NO 1 IS - TRACT 23064-1 H.G.L CALCS HEADING LINE NO 2 IS - FN=642LB HEADING LINE NO 3 IS - WS=1144.69 1 F 0 5 1 5 P 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 994.80 1138.15 1 1144.69 ELEMENT NO 2 IS A REACH • • ' ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN Y. 1047.12 1139.64 1 .013 .00 60.00 .00 0 ELEMENT NO 3 IS A REACH - - U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN F. 1070.85 1140.32 1 .013 .00 18.28 .00 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG Pi MAN H 1252.63 1145.49 1 .013 .00 .00 .00 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT MAN H 1254.92 1145.56• 1 .013 .00 .00• .00 1 • ELEMENT NO b IS A JUNCTION • • • • U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 03 04 INVERT -3 INVERT -4 PHI 3 PHI 4 1264.00 1145.76 1 2 2 .013 7.3 7.3 1146.26 1146.26 30.00 30.00 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN B 1457.92 1151.58 1 .013 .00 .00 .00 0 ELEMENT NO 8 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 03 04 INVERT -3 INVERT -4 PHI 3 PHI 4 1467.00 1151.85 1 2 0 .013 11.1 .0 1152.35 .00 30.00 .00 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1523.92 1153.46 1 .013 .00 .00 .00 1 ELEMENT NO 10 IS A JUNCTION • * • • ' U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 03 04 INVERT -3 INVERT -4 PHI 3 PHI 4 1533.00 1153.66 1 2 2 .013 8.1 8.1 1154.16 1154.16 30.00 30.00 i F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS -'A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1803.81 1161.78 1 .013 .00 .00 .00 1 ELEMENT NO 12 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 03 04 INVERT -3 INVERT -4 PHI 3 PHI 4 1812.89 1162.78 2 2 0 .013 15.0 .0 1162.78 .00 30.00 .00 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1851.34 1163.62 2 .013 .00 .00 .00 0 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT MAN H 1877.97 1164.20 2 .013 .00 68.00 .00 0 ELEMENT NO 15 IS A WALL ENTRANCE • , • U/S DATA STATION INVERT SECT FP 0 1877.97 1164.27 3 .200 • _IE MENi NO ib IS A REACH U/S DATA STATION INVERT ' SECT N 9ADIU5 sN GiE ANG ?T ks - 1879.97 1164.29 3 .013 .CO .CO .00 ELEMENT NO 17 IS A SYSTEM XEADWORKS ' U/S DATA STATION INVERT SECT u S ELEV 1879.97 1164.20 3 1164.20 0 • • F05 15P WATER SURFACE PRCFILE LISTING � v TRACT 23064-1 H.G.L CALCS FN=642L8 WS= 1144.69 STAT:CN INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HOT/ SASE/ ZIm NO -.S. EL EV OF FLOW ELEV HEAD GR0.'c L. EL EV DEPTH CIA !O s0. PIER L/ELER ................................................................................................................................... SO SF AVE HF NORM DEPTH ZR 994.80 1138.15 6.540 1144.690 71.9 10.17 1.606 1146.296 .00 2.683 3.00 .00 .00 0 .0 52.32 .02848 .011621 ..61 1.741 .00 1047.12 1139.64 5.920 1145.560 71.9 10.17 1.606 1147.166 .00 2.683 3.00 .00 .00 0 .0 23.73 .02865 .011621 .28 1.740 .00 1070.85 1140.32 5.661 1145.981 71.9 10.17 1.606 1147.587 .00 2.683 3.00 .00 .00 0 .0 133.94 .02844 .011621 1.56 1.742 .00 1204.79 1144.13 3.407 1147.536 71.9 10.17 1.606 1149.142 .00 2.683 3.00 .00 .00 0 .0 HYDRAULIC JUMP .00 1204.79 1144.13 2.017 1146.146 71.9 14.22 3.141 1149.287 .00 2.683 3.00 .00 .00 0 .0 9.43 .02844 .017952 .17 1.742 .00 1214.22 1144.40 2.059 1146.456 71.9 13.90 2.999 1149.455 .00 2.683 3.00 .00 .00 0 .0 15.12 .02844 .016500 .25 1.742 .00 1229.34 1144.83 2.151 1146.979 71.9 13.25 2.726 1149.705 .00 2.683 3.00 .00 .00 0 .0 10.80 .02844 .014752 .16 1.742 .00 1240.14 1145.14 2.251 1147.386 71.9 12.63 2.478 1149.864 .00 2.683 3.00 .00 .00 0 .0 7.58 .02844 .013249 .10 1.742 .00 1247.72 1145.35 2.361 1147.711 71.9 12.05 2.253 1149.964 .00 2.683 3.00 .00 .00 0 .0 4.91 .02844 .011982 .06 1.742 .00 1252.63 1145.49 2.485 1147.975 71.9 11.48 2.048 1150.023 .00 2.683 3.00 .00 .00 0 .0 .95 .03060 .011244 .01 1.702 .00 1253.58 1145.52-- 2.528 1148.047 71.9 11.31 1.986 1150.033 .00 2.683 3.00 .00 .00 0 .0 1.34 .03060 .010684 .01 1.702 .00 � v C • 1,0515P ❑ATER SURFACE PROFILE LISTING /35 TRACT 23064-1 N.G.L CALCS FN=642L8 uS=1144.69 STATION INVERT DEPTH V.S. 0 VEL VEL ENERGY SUPER CRITICAL NGT/ EnEE/ _..._- ELEV OF FLCW ELEV HEAD GRD.EL. ELEV DEPTH DIA .0 NO. PIER L/El-E.4 ................................................................................................................................... 50 SF AVE HF NORM DEPTH 2R 1254.92 1145.56 2.683 1148.243 71.9 10.78 1.804 1150.047 .00 2.683 3.00 .00 .CO 0 .. JUNCT SIR .02202 " LAT' d-1 a d-2" .008833 . .08 .00 1264.00 1145.76 3.8351149.595 57.3 8.11 1.020 1150.615 .00 2.452 3.00 .00 .90 0 .^ 2.55 .03001 .007380 .02 1.492 .00 1266.55 1145.84 3.777 1149.614 57.3 8.11 1.020 1150.634 .00 2.452 3.00 .00 .00 0 .0 HYDRAULIC JUMP .00 1266.55 1145.84 1.527 1147.364 57.3 15.85 3.901 1151.265 .00 2.452 3.00 .00 .00 0 .0 25.88 .03001 .027337 .71 1.492 .00 1292.43 1146.61 1.541 1148.155 57.3 15.66 3.806 1151.961 .00 2.452 3.00 .00 .00 0 .^. 60.60 .03001 .025293 1.53 1.492 .00 1353.03 1148.43 1.601 1150.033 57.3 14.93 3.459 1153.492 .00 2.452 3.00 .00 .00 0 .0 32.66 .03001 .022311 .73 1.492 .00 1385.69 1149.41 1.664 1151.076 57.3 14.23 3.145 1154.221 .00 2.452 3.00 .00 .00 0 .0 21.32 .03001 .019699 .42 1.492 .00 1407.01 1150.05 1.730 1151.782 57.3 13.57 2.859 1154.641 .00 2.452 3.00 .00 .00 0 .0 15.07 .03001 .017411 .26 1.492 .00 1422.08 1150.50 1.800 1152.304 57.3 12.94 2.599 1154.903 .00 2.452 3.00 .00 .00 0 .0 11.11 .03001 .015410 .17 1.492 .00 1433.19 1150.84 1.874 1152.712 57.3 12.34 2.363 1155.075 .00 2.452 3.00 .00 .00 0 .0 8.37 .03001 .013659 .11 1.492 .00 1441.56 1151.09- 1.952 1153.041 57.3 11.76 2.148 1155.189 .00 2.452 3.00 AO .00 0 .0 6.22 .03001 .012131 .08 1.492 .00 /35 0 F0515P PAC- 5 •WATER TRACT 23064-1 H.G.L U LCS SURFACE PROFILE LISTING FN=6421.8 4S=1144.69 STATION INVERT DEPTH N.S. 0 VEL VEL ENERGY SUPER CRITICAL NGT/ SASE/ ZL N_ .._ ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA 13 N0. PIE; L/ELEM ................................................................................................................................... SO SF AVE HF NORM DEPTH ZR 1447.78 1151.28 2.036 1153.312 57.3 11.21 1.952 1155.264 .00 2.452 3.00 .00 .00 0 ._ 4.56 .03001 .010801 .05 1.492 .00 1452.34 1151.41 2.126 1153.539 57.3 10.69 1.775 1155.314 .00 2.452 3.00 .00 .00 0 .0 3.11 .03001 .009647 .03 1.492 .00 1455.45 1151.51 2.224 1153.730 57.3 10.19 1.614 1155.344 .00 2.452 3.00 .00 .00 0 .0 1.86 .03001 .008654 .02 1.492 .00 1457.31 1151.56 2.331 1153.893 57.3 9.72 1.467 1155.360 .00 2.452 3.00 .00 .00 0 .0 .61 .03001 .007806 .00 1.492 .00 1457.92 1151.58 2.452 1154.032 57.3 9.26 1.333 1155.365 .00 2.452 3.00 .00 .00 0 .0 ` LiA7a JUNCT STR .02974 .006108 .06 .00 1467.00 1151.85 3.151 1155.001 46.2 6.54 .663 1155.664 .00 2.214 3.00 .00 .00 0 .0 • 1.90 .02829 .004798 .01 1.340 .00 1468.90 1151.90 3.107 1155.011 46.2 6.54 .663 1155.674 .00 2.214 3.00 .00 .00 0 .0 HYDRAULIC JUMP .00 1468.90 1151.90 1.522 1153.426 46.2 12.83 2.557 1155.983 .00 2.214 3.00 .00 .00 0 .0 4.14 .02829 .018006 .07 1.340 .00 1473.04 1152.02 1.535 1153.556 46.2 12.69 2.501 1156.057 .00 2.214 3.00 .00 .00 0 .0 14.51 .02829 .016686 .24 1.340 .00 - 1487.55 1152.43 1.594 1154.025 46.2 12.10 2.274 1156.299 .00 2.214 3.00 .00 .00 0 .0 10.67 .02829 .014712 .16 1.340 .00 1498.22 1152.73' 1.656 1154.389 46.2 11.54 2.067 1156.456 .00 2.214 3.00 .00 .00 0 .0 7.97 .02829 .012987 .10 1.340 .00 0 • �3 9 FOS 15P iER SURFACE PROFILE LISTING •VA TRACT 23064-1 X.G.CA LCS L FN=642L8 VS=1144.69 STATION INVERT DEPTH Y.S. o VEL VEL ENERGY SUPER CRITICAL HOT/ EASE/ ZL 40 •.o: ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA 10 NO. PIZ; L/ELEM 50 ................................................................................................................................... SF AVE HF NORM DEPTH ZR 1506.19 1152.96 1.722 1154.680 46.2 11.00 1.8Z9 1156.559 .00 2.214 3.00 .00 .00 0 .0 6.05 .02829 .011478'.07 1.340 .00 1512.24 1153.13 1.791 1154.921 46.2 10.49 1.708 1156.629 .00 2.214 3.00 .00 .00 0 .0 4.49 .02829 .010157 .05 1.340 .00 1516.73 1153.26 1.865 1155.122 46.2 10.00 1.553 1156.675 .00 2.214 3.00 .00 .00 0 .0 3.28 .02829 .009003 . .03 1.340 .00 1520.01 1153.35 1.943 1155.292 46.2 9.54 1.412 1156.704 .00 2.214 3.00 .00 .00 0 .0 2.23 .02829 .007994 .02 1.340 .00 1522.24 1153.41 2.026 1155.438 46.2 9.09 1.283 1156.721 .00 2.214 3.00 .00 .00 0 .0 1.26 .02829 .007116 .01 1.340 .00 1523.50 1153.45 2.116 1155.564 46.2 8.67 1.167 1156.731 .00 2.214 3.00 .00 .00 0 .0 • .42 .02829 .006351 .00 1.340 .00 1523.92 1153.46 2.214 1155.674 46.2 8.26 1.060 1156.734 .00 2.214 3.00 .00 .00 0 .0 IfAT 3_3 d '8-'+� JUNCT STR .02204 .004008 .04 .00 1533.00 1153.66 3.1211156.781 30.0 4.24 .280 1157.061 .00 1.775 3.00 .00 .00 0 .0 4.32 .02998 .002008 .01 1.042 .00 1537.32 1153.79 3.000 1156.790 30.0 4.24 .280 1157.070 .00 1.775 3.00 .00 .00 0 .0 4.18 .02998 .001876 .01 1.042 .00 1541.50 1153.92 2.875 1156.790 30.0 4.31 .288 1157.078 .00 1.775 3.00 .00 .00 0 .0 HYDRAULIC JUMP .00 1541.50 1153.92- 1.042 1154.957 30.0 13.75 2.935 1157.892 .00 1.775 3.00 .00 .00 0 .0 140.71 .02998 - .029416 4.14 1.042 .00 • �3 9 • F0515P •'JAiER TRACT 23064-7 X.c.L G LCS SURFACE PROFILE LISTING FN=642LB WS<1144.69 STATION INVERT DEPTH W.S. 0 VEL VEL EVER Gy SUPER CRITICAL HGT/ Bo SE/ Z. 1%E ELEV OF FLOW ELEV HEAD GRD .EL. ELEV DEPTH CIA 10 N0. �!Ed L/ELEM ..•.....o...........• SO e............... .......»e..........e.e..................................................... SF AVE HF NORM DEPTH ZR ............ . 1682.21 1158.13 1.055 1159.189 30.0 13.51 2.836 1162.025 .00 1.775 3.00 .00 .00 0 .0 72.47 .02998 .026937 "1.95 1.042 .00 1754.68 1160.31 1.092 1161.399 30.0 12.89 2.579 1163.978 .00 1.775 3.00 .00 .00 0 .0 30.54 .02998 .023619 .72 1.042 .00 1785.22 1161.22 1.132 1162.355 30.0 12.29 2.344 1164.698 .00 1.775 3.00 .00 .00 0 .0 18.59 .02998 .020723 .39 1.042 .00 1803.81 1161.78 1.173 1162.953 30.0 11.71 2.131 1165.084 .00 1.775 3.00 .00 .00 0 .0 LAT S JUNCT SIR .11013 .019205 .17 .00 . 1812.89 1162.78 .977 1163.757 15.0 9.84 1.502 1165.259 .00 1.396 2.00 .00 .00 0 .0 24.13 .02185 .017965 .43 .940 .00 1837.02 1163.31 1.011 1164.318 15.0 9.41 1.375 1165.693 .00 1.396 2.00 .00 .00 0 .0 • 14.32 .02185 .015891 .23 .940 .00 ., 1851.34 1163.62 1.051 1164.671 15.0 8.97 1.250 1165.921 .00 1.396 2.00 .00 .00 0 .0 .41 .02178 .014844 .01 .940 .00 - 1851.75 1163.63 1.052 1164.681 15.0 8.95 1.244 1165.925 .00 1.396 2.00 .00 .00 0 .0 9.17 .02178 .013923 .13 .940 .00 1860.92 1163.83 1.093 1164.922 15.0 8.53 1.130 1166.052 .00 1.396 2.00 .00 .00 0 .0 6.30 .02178 .012287 .C8 .940 .00 1867.22 1163.97 1.136 1165.102 15.0 8.13 1.027 1166.129 .00 1.396 2.00 .00 .00 0 .0 4.34 .02178 .010855 .05 .940 .00 1871.56 1164.06- 1.182 1165.242 15.0 7.76 .934 1166.176 .00 1.396 2.00 .00 .00 0 .0 3.04 .02178 .009604 .03 .940 .00 • • - X3`9 F05 15P ?%== •WATER TRACT 23064-1 X.G.L CAICS SURFACE PROFILE LISTING FN=64213 WS= 1144.69 STAT! ON INVERT DEPTH W.S. 9 VEL VEL ENERGY SUPER CRITICAL HGT/ EASE/ ZL NO AV- ELEV OF FLOW ELEV HEAD GRD .EL. ELEV DEPTH DIA 10 NO. PIER L/c L' -M ................................................................................................................................... SO SF AVE HF NORM DEPTH ZR 1874.60 1164.13 1.230 1165.356 15.0 7.40 .849 1166.205 .00 1.396 2.00 .00 .00 0 .0 1.97 .02178 .008507 .02 .940 .00 1876.57 1164.17 1.281 1165.451 15.0 7.05 .772 1166.223 .00 1.396 2.00 .00 .00 0 .0 1.07 .02178 .007551 .01 .940 .00 1877.64 1164.19 1.336 1165.529 15.0 6.72 .702 1166.231 .00 1.396 2.00 .00 .00 0 .0 .33 .02178 .006713 . .00 .940 .00 1877.97 1164.20 1.396 1165.596 15.0 6.40 .637 1166.233 .00 1.396 2.00 .00 .00 0 .0 WALL ENTRANCE .00 1877.97 1164.20 2.160 1166.360 15.0 .33 .002 1166.362 .00 .251 7.91 21.00 .00 0 .0 2.00 .00000 .000004 .00 .000 .00 1879.97 1164.20 2.161 1166.361 15.0 .33 .002 1166.363 .00 .251 7.91 21.00 .00 0 .0 1 • 1 • - X3`9 0 • • NO FOS 15P LATER SURFACE PROFILE LISTING PACE • -2r'se c:;2 3 06 5/ -/ TRACT 23064 FN=642LBI •LAT. B-1 HGL CALCS STATION INVERT DEPTH V.S. 0 VEL VEL ENE.R G SUPER CRITICAL NGT/ BASE/ ZL NO ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH OIA iD NO. PIER L/ELEM 50 SF AVE HF NORM DEPTH ZR ................................................................................................................................. 1000.00 1146.26 3.340 1149.600 7.8 2.48 .096 1149.696 .00 .994 2.00 .00 .00 0 15.94 .08526 .001178 .02 .460 .00 1015.94 1147.62 2.000 1149.619 7.8 2.48 .096 1149.715 .00 .994 2.00 .00 .00 0 1.40 .08526 .001097 .00 .460 .00 1017.34 1147.74 1.877 1149.615 7.8 2.55 .101 1149.716 .00 .994 2.00 .00 .00 0 HYDRAULIC JUMP .00 1017.34 1147.74 .475 1148.213 7.8 13.66 2.898 1151.111 .00 .994 2.00 .00 .00 0 13.80 .08526 .072600 1.00 .460 .00 1031.14 1148.92 .491 1149.406 7.8 13.00 2.624 1152.030 .00 .994 2.00 .00 .00 0 10.07 .08526 .063282 .64 .460 .00 1041.21 1149.77 .508 1150.282 7.8 12.38 2.380 1152.662 .00 .994 2.00 .00 .00 0 • 6.65 .08526 .055373 .37 .460 .00 1047.86 1150.34 .526 1150.867 7.8 11.82 2.169 1153.036 .00 .994 2.00 .00 .00 0 4.86 .08526 .048453 .24 .460 .00 1052.72 1150.76 .544 1151.299 7.8 11.27 1.973 1153.272 .00 .994 2.00 .00 .00 0 3.74 .08526 .042392 .16 .460 .00 1056.46 1151.07 .563 1151.637 7.8 10.74 1.792 1153.429 .00 .994 2.00 .00 .00 0 2.96 .08526 .037111 .11 .460 .00 1059.42 1151.33 .583 1151.910 7.8 10.24 1.627 1153.537 .00 .994 2.00 .00 .00 0 2.43 .08526 .032486 .08 .460 .00 1061.85 1151.53 .603 1152.137 7.8 9.76 1.480 1153.617 .00 .994 2.00 .00 .00 0 2.00 .08526 .028433 .06 .460 .00 • -2r'se c:;2 3 06 5/ -/ F0515P °'G- WATER SURFACE PROFILE LISTING • TRACT 23064 • FN= -81 LAI.. 9-1 NGL CA LCS STATICN INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID .40. PIER L/ELEM 50 SF AVE HF NORM DEPTH ZR ................................................................................................................................. 1063.85 1151.70 .624 1152.328 7.8 9.31 1.345 1153.673 .00 .994 2.00 .00 .00 0 1.66 .08526 .024898 .04 .460 .00 1065.51 1151.85 .646 1152.492 7.8 8.87 1.223 1153.715 .00 .994 2.00 .00 .00 0 1.39 .08526 .021811 .03 .460 .00 1066.90 1151.96 .669 1152.633 7.8 8.46 1.111 1153.744 .00 .994 2.00 .00 .00 0 1.17 .08526 .019115 .02 .460 .00 1068.07 1152.06 .693 1152.757 7.8 8.07 1.010 1153.767 .00 .994 2.00 .00 .00 0 .99 .08526 .016750 .02 .460 .00 1069.06 1152.15 .717 1152.865 7.8 7.69 .919 1153.784 .00 .994 2.00 .00 .00 0 .81 .08526 .014681 .01 .460 .00 1069.87 1152.22 .743 1152.961 7.8 7.34 .836 1153.797 .00 .994 2.00 .00 .00 0 • .68 .08526 .012878 .01 .460 .00 - 1070.55 1152.28 .770 1153.045 7.8 7.00 .760 1153.805 .00 .994 2.00 .00 .00 0 .55 .08526 .011300 .01 .460 .00 1071.10 1152.32 .798 1153.121 7.8 6.67 .690 1153.811 .00 .994 2.00 .00 .00 0 .45 .08526 .009917 .00 .460 .00 1071.55 1152.36 .827 1153.188 7.8 6.36 .628 1153.815 .00 .994 2.00 .00 .00 0 .36 .08526 .008706 .00 .460 .00 1071.91 1152.39 .857 1153.248 7.8 6.06 .570 1153.818 .00 .994 2.00 .00 .00 0 .25 .08526 .007648 .00 .460 .00 1072.16 1152.41 .889 1153.302 -7.8 5.78 .519 1153.821 .00 .994 2.00 .00 .00 0 .18 .08526 .006723 .00 .460 .00 • FC -515P PACE WATER SURFACE PROFILE LISTING 10 TRACT 23064 FN=642LB1 LAT. B-1 NGL CALCS S'ATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO ,, .I ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID N0. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR .................................................................................................................................. 1072.34 1152.43 .922 1153.350 7.8 5.51 .472 1153.822 .00 .994 2.00 .00 .00 0 ._ .11 .08526 .005910 .00 .460 .00 1072.45 1152.44 .956 1153.394 7.8 5.26 .429 1153.823 .00 .994 2.00 .00 .00 0 .. .03 .08526 .005192 .00 .460 .00 1072.48 1152.44 .994 1153.434 7.8 5.00 .389 1153.823 .00 .994 2.00 .00 .00 0 .( WALL ENTRANCE .00 1072.48 1152.44 1.460 1153.900 7.8 .38 .002 1153.902 .00 .215 4.00 14.00 .00 0 .. 2.00 .00000 .000009 .00 .000 .00 1074.48 1152.44 1 1.460 1153.900 7.8 .38 .002 1153.902 .00 .215 4.00 14.00 .00 0 .( 1 T1 TRACT 23064 T2 FN=642LB1 IAT. 8-1 HGLCALCS 1000.00114114 6.26 1 1149.60 1072.481152.44 1 .013 .00 .00 0 WE 1072.481152.44 2 .200 R 1074.481152.44 2 .013 SH 1074.481152.44 2 1152.44 CD 1 4 0 .00 2.00 .00 .00 .00 .00 CD 2 3 0 .00 4.00 14.00 .00 .00 .05 D 7.8 .0 1 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN 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 PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.00 CD 2 3 0 .00 4.00 14.00 .00 .00 .05 1 F 0 5 1 5 P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING . HEADING LINE NO 1 IS - TRACT 23064 HEADING LINE NO 2 IS - FN=642LB1 HEADING LINE NO 3 IS - LAT. 3.1 NGL CALCS 1 F 0 5 1 5 P 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 1000.00 1146.26 1 1149.60 ELEMENT NO 2 IS A REACH • • ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1072.48 1152.44 1 .013 .00 .00 .00 ELEMENT NO 3 IS A WALL ENTRANCE 10 U/S DATA STATION INVERT 1072.:8 1152.44 ELEMENT NO 4 IS A REACH ' U/S DATA STATION 14VERT 1074.48 1152.44 ELEMENT NO 5 IS A SYSTEM HEAD4'ORKS U/S DATA STATION INVERT 1074.48 1152.44 • • SECT 2 SECT 2 ' SECT 2 FP .200 4 013 V S ELEV 1152.44 RADIUS ANGLE ANG PT MAS .00 .00 .00 1W n U LATERAL B-2 • • 1 115 T1 TRACT 23064 T2 FN=642LB2 T3 LAT 8-2 4GL CALCS SO 1000.001146.26 1 1149.60 1020.001146.80 1 .013 .00 .00 0 1028.001151.30 1 .013 .00 .00 0 WE 1028.001151.30 2 .200 R 1030.001151.30 2 .013 SH 1030.001151.30 2 1151.30 CO 1 4 0 .00 2.00 .00 .00 .00 .00 CD 2 3 0 .00 4.00 14.00 .00 .00 .05 0 7.8 .0 F 0515 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(I) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(lC CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.00 CD 2 3 0 .00 4.00 14.00 .00 .00 .05 1 F 0 5 1 5 P PAGE NO WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 23064 HEADING LINE NO 2 IS - FN=642LB2 HEADING LINE NO 3 IS - LAT B-2 HGL CALCS 1 F 0 5 1 5 P 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 1000.00 1146.26 1 1149.60 • ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAI.' 1020.00 1146.80 1 .013 .00 .00 .00 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1028.00 1151.30 1 .013 .00 .00 .00 ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1028.00 1151.30 2 .200 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAI. 1030.00 1151.30 2 .013 .00 .00 .00 ELEMENT NO 6 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1030.00 1151.30 2 1151.30 For: RanPac Engineering Corporation, Temecula, CA - S/N 560 .....«.................... ........ ......... .....:....... ..:............. ... '• WARNING NO. 2 " - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV - OC • /4/b F0515P WATER SURFACE PROFILE LISTING • TRACT 23064 FN=642LB2 LAT 3-2 HGL CALCS STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ SASE/ ZL NO A`:° ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA TD 40. P:E3 L/ELEM 50 SF AVE HF NORM DEPTH ZR ................ ............... .................. ............. ............... .......... .......................... ................. 1000.00 1146.26 3.340 1149.600 7.8 2.48 .096 1149.696 .00 .994 2.00 .00 .00 0 .- 20.00 .02700 .001189 .02 .620 .00 1020.00 1146.80 2.824 1149.624 7.8 2.48 .096 1149.720 .00 .994 2.00 .00 .00 0 .0 1.26 .56250 .001189 .00 .290 .00 1021.26 1147.51 2.116 1149.624 7.8 2.48 .096 1149.720 .00 .994 2.00 .00 .00 0 .0 HYDRAULIC JUMP .00 1021.26 1147.51 .415 1147.923 7.8 16.56 4.259 1152.182 .00 .994 2.00 .00 .00 0 .0 .15 .56250 .132886 .02 .290 .00 1021.41 1147.59 .415 1148.009 7.8 16.49 4.223 1152.232 .00 .994 2.00 .00 .00 0 .0 .84 .56250 .123951 .10 .290 .00 1022.25 1148.07 .430 1148.497 7.8 15.73 3.840 1152.337 .00 .994 2.00 .00 .00 0 .0 • .74 .56250 .108370 .08 .290 .00 1022.99 1148.48 .444 1148.926 7.8 15.00 3.494 1152.420 .00 .994 2.00 .00 .00 0 .0 .65 .56250 .094666 .06 .290 .00 1023.64 1148.84 .459 1149.304 7.8 14.29 3.169 1152.473 .00 .994 2.00 .00 .00 0 .0 .56 .56250 .082768 .05 .290 .00 1024.20 1149.17 .475 1149.640 7.8 13.64 2.887 1152.527 .00 .994 2.00 .00 .00 0 .0 .51 .56250 .072374 .04 .290 .00 1024.71 1149.45 .491 1149.939 7.8 13.00 2.624 1152.563 .00 .994 2.00 .00 .00 0 .0 .44 .56250 .063282 .03 .290 .00 1025.15 1149.70 .508 1150.205 7.8 12.38 2.380 1152.585 .00 .994 2.00 .00 .00 0 .0 .39 .56250 .055373 .02 .290 .00 • F0515P 'ACE WATER SURFACE PROFILE LISTI4G is TRACT 23064 FN=642LB2 LAT B-2 HGL CA LCS STATION • INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL NGT/ BASE/ ZL NO - ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH DIA IO 60. PIER L/ELEM 50 SF AVE HF NCRM DEPTH ZR ................................................................................................................................. 1025.54 1149.92 .526 1150.443 7.8 11.82 2.169 1152.612 .00 .994 2.00 .00 .00 0 .35 .56250 .048453 .02 .290 .00 1025.89 1150.11 .544 1150.657 7.8 11.27 1.973 1152.630 .00 .994 2.00 .00 .00 0 .31 .56250 .042392 .01 .290 .00 1026.20 1150.29 .563 1150.850 7.8 10.74 1.792 1152.642 .00 .994 2.00 .00 .00 0 .27 .56250 .037111 .01 .290 .00 1026.47 1150.44 .583 1151.023 7.8 10.24 1.627 1152.650 .00 .994 2.00 .00 .00 0 .24 .56250 .032486 .01 .290 .00 1026.71 1150.57 .603 1151.178 7.8 9.76 1.480 1152.658 .00 .994 2.00 .00 .00 0 .21 .56250 .028433 .01 .290 .00 1026.92 1150.69 .624 1151.319 7.8 9.31 1.345 1152.664 .00 .994 2.00 .00 .00 0 • .19 .56250 .024898 .00 .290 .00 1027.11 1150.80 .646 1151.446 7.8 8.87 1.223 1152.669 .00 .994 2.00 .00 .00 0 .16 .56250 .021811 .00 .290 .00 1027.27 1150.89 .669 1151.561 7.8 8.46 1.111 1152.672 .00 .994 2.00 .00 .00 0 .15 .56250 .019115 .00 .290 .00 1027.42 1150.97 .693 1151.665 7.8 8.07 1.010 1152.675 .00 .994 2.00 .00 .00 0. .12 .56250 .016750 .00 .290 .00 1027.54 1151.04 .717 1151.759 7.8 7.69 .919 1152.678 .00 .994 2.00 .00 .00 0 .11 .56250 .014681 .00 .290 .00 1027.65 1151.10 .743 1151.844 7.8 7.34 .836 1152.680 .00 .994 2.00 .00 .00 0 .08 .56250 .012878 .00 .290 .00 is F0515P WATER SURFACE PROFILE LISTING 0 TRACT 23064 FN=642LB2 LAT 6-2 HGL CALLS • STATION INVERT DEPTH V.S. 4 VEL VEL ENERGY SUPER CRITICAL XGi/ BASE/ ZL NO .. ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ... ................ .................... ................. ....... ............ ........................ ........... ...„.............. 1027.73 1151.15 .770 1151.921 7.8 7.00 .760 1152.681 .00 .994 2.00 .00 .00 0 .08 .56250 .011300 .00 .290 .00 1027.81 1151.19 .798 1151.991 7.8 6.67 .690 1152.681 .00 .994 2.00 .00 .00 0 .06 .56250 .009917 .00 .290 .00 1027.87 1151.23 .827 1152.054 7.8 6.36 .628 1152.682 .00 .994 2.00 .00 .00 0 .05 .56250 .008706 .00 .290 .00 1027.92 1151.26 .857 1152.112 7.8 6.06 .570 1152.682 .00 .994 2.00 .00 .00 0 .03 .56250 .007648 .00 .290 .00 1027.95 1151.28 .889 1152.164 7.8 5.78 .519 1152.683 .00 .994 2.00 .00 .00 0 .03 .56250 .006723 .00 .290 .00 1027.98 1151.29 .922 1152.211 7.8 5.51 .472 1152.683 .00 .994 2.00 .00 .00 0 • .02 .56250 .005910 .00 .290 .00 1028.00 1151.30 .956 1152.254 7.8 5.26 .429 1152.683 .00 .994 2.00 .00 .00 0 .00 .56250 .005192 .00 .290 .00 1028.00 1151.30 .994 1152.294 7.8 5.00 .389 1152.683 .00 .994 2.00 .00 .00 0 WALL ENTRANCE .00 1028.00 1151.30 1.460 1152.760 7.8 .38 .002 1152.762 .00 .215 4.00 14.00 .00 0 2.00 .00000 .000009 .00 .000 .00 1030.00 1151.30 1.460 1152.760 7.8 .38 .002 1152.762 .00 .215 4.00 14.00 .00 0 1 1 0 0 LATERAL B-3 • • /S0 F.-.5 15P VAT ER SURFACE PROFILE - CHANNEL DEFINITION LISTING PACE ' 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(2) Y(9) Y(:: CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP • CD 1 4 2.00 CD 2 3 0 .00 4.00 14.00 .00 .00 .05 1 F 0 5 1 5 P PAGE NO WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 23064 HEADING LINE NO 2 IS - FN=642LB3 HEADING LINE NO 3 IS LAT 8-3 HGL CALCS 1 F 0 5 1 5 P PAGE NO a WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.00 1154.16 1 1156.78 ELEMENT NO 2 IS A REACH • ` ` U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1024.38 1156.93 1 .013 .00 .00 .00 ELEMENT NO 3 IS A REACH ` U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1044.81 1159.26 1 .013 .00 26.00 .00 ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1044.81 1159.26 2 .200 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT MAI. 1046.81 1159.26 2 .013 .00 .00 .00 • ELEMENT NO 6 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1046.81 1159.26 2 1159.26 f iYfff YYf if Ytf fflf 11111 Yflff lf!lltif111r11f if 1f Yff rfffff rffff if Ifff11ff 111 f1f For: RanPac Engineering Corporation, Temecula, CA - S/N 560 frr»11rrrlfr»flf ufrrefeflrrrrff rr llfeef.f fff lllffYYYlYlYfYYYYY Yff •YY Yf Yf Yr •` WARNING NO. 2 " - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV - DC • /5/ F05 15? 'Ac-- WATER ^C-LATER SURFACE PROFILE LISTING • IJ� TRACT 23064 FN=642LB3 B-3 XGL CA LCS •LAT STATION INVERT DEPTH L.S. 0 VEL VEL ENERGY SUPER CRITICAL XGT/ BASE/ 2l .40 ^ ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID .40. PIER L/ELEM 50 SF AVE HF NORM DEPTH ZR .... ................ .......... ........... ........................... ........................... ........ ........... ............... 1000.00 1154.16 2.620 1156.780 8.4 2.67 .111 1156.891 .00 1.033 2.00 .00 .00 0 5.31 .11362 .001379 - .01 .450 .00 1005.31 1154.76 2.019 1156.782 8.4 2.67 .111 1156.893 .00 1.033 2.00 .00 .00 0 HYDRAULIC JUMP .00 1005.31 1154.76 .475 1155.238 8.4 14.71 3.360 1158.598 .00 1.033 2.00 .00 .00 0 7.84 .11362 .084290 .66 .450 .00 1013.15 1155.65 .491 1156.145 8.4 14.00 3.043 1159.188 .00 1.033 2.00 .00 .00 0 6.48 .11362 .073563 .48 .450 .00 1019.63 1156.39 .508 1156.899 8.4 13.35 2.769 1159.668 .00 1.033 2.00 .00 .00 0 4.75 .11362 .064369 .31 .450 .00 1024.38 1156.93 .526 1157.456 8.4 12.73 2.515 1159.971 .00 1.033 2.00 .00 .00 0 • .11 .11405 .059897 .01 .450 .00 1024.49 1156.94 .526 1157.469 8.4 12.71 2.508 1159.977 .00 1.033 2.00 .00 .00 0 3.60 .11405 .055999 .20 .450 .00 1028.09 1157.35 .545 1157.898 8.4 12.12 2.281 1160.179 .00 1.033 2.00 .00 .00 0 2.91 .11405 .048999 .14 .450 .00 1031.00 1157.69 .563 1158.248 8.4 11.55 2.073 1160.321 .00 1.033 2.00 .00 .00 0 2.37 .11405 .042864 .10 .450 .00 1033.37 1157.95 .583 1158.538 8.4 11.01 1.882 1160.420 .00 1.033 2.00 .00 .00 0 1.97 .11405 .037522 .07 .450 .00 1035.34 1158.18 .603 1158.783 -8.4 10.50 1.712 1160.495 .00 1.033 2.00 .00 .00 0 1.65 .11405 .032860 .05 .450 .00 • IJ� WATER SURFACE PROFILE LISTING • 153 TRACT 23064 FN=6421.33 LAT B-3 HGL CALCS • STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ EASE/ Z .40 .. ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA 10 NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ................................................................................................................................. 1036.99 1158.37 .625 1158.993 8.4 10.01 1.556 1160.550 .00 1.033 2.00 .00 .00 0 1.40 .11405 .028792 .04 .450 .00 1038.39 1158.53 .647 1159.175 8.4 9.55 1.415 1160.590 .00 1.033 2.00 .00 .00 0 1.20 .11405 .025208 .03 .450 .00 1039.59 1158.67 .669 1159.334 8.4 9.10 1.286 1160.620 .00 1.033 2.00 .00 .00 0 1.01 .11405 .022078 .02 .450 .00 1040.60 1158.78 .693 1159.473 8.4 8.68 1.169 1160.642 .00 1.033 2.00 .00 .00 0 .86 .11405 .019356 .02 .450 .00 1041.46 1158.88 .718 1159.596 8.4 8.28 1.064 1160.660 .00 1.033 2.00 .00 .00 0 .73 .11405 .016974 .01 .450 .00 1042.19 1158.96 .744 1159.705 8.4 7.89 .966 1160.671 .00 1.033 2.00 .00 .00 0 .63 • .11405 .014883 .01 .450 .00 1042.82 1159.03 .770 1159.802 8.4 7.52 .878 1160.680 .00 1.033 2.00 .00 .00 0 .51 .11405 .013052 .01 .450 .00 1043.33 1159.09 .798 1159.889 8.4 7.17 .799 1160.688 .00 1.033 2.00 .00 .00 0 .42 .11405 .011456 .00 .450 .00 1043.75 1159.14 .827 1159.967 8.4 6.84 .727 1160.694 .00 1.033 2.00 .00 .00 0 .34 .11405 .010061 .00 .450 .00 1044.09 1159.18 .858 1160.036 8.4 6.52 .660 1160.696 .00 1.033 2.00 .00 .00 0 .28 .11405 .008837 .00 .450 .00 1044.37 1159.21 .889 1160.098 8.4 6.22 .600 1160.698 .00 1.033 2.00 .00 .00 0 .19 .11405 .007767 .00 .450 .00 • 153 F0515P PAGE - WATER SURFACE PROFILE LISTING 6T1 TRACT 23064 TZ FN=642LB3 T3 LAT B-3 HGL CALCS SO 1000.001154.16 1 1156.78 R 1024.381156.93 1 .013 .00 .00 0 R 1044.811159.26 1 .013 26.00 .00 0 WE 1044.811159.26 2 .200 R 1046.811159.26 2 .013 SH 1046.811159.26 2 1159.26 Co 1 4 0 .00 2.00 .00 .00 .00 .00 CD 2 3 0 .00 4.00 14.00 .00 .00 .05 0 8.4 .0 • TRACT 23064 FN=642LB3 8-3 NGL ULCS •LAT STATION INVERT DEPTH W.S. G VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ Z NO A. ELEV OF FLOW ELEV MEAD GRD.EL. ELEV DEPTH DIA 10 NO. PIER L/ELEM SO SF AVE HF NORM OEPT'H ZR ......... ........................................................................................................................ 1044.56 1159.23 .923 1160.155 8.4 5.93 .546 1160.701 .00 1.033 2.00 .00 .00 0 .15 .11405 .006832 .00 .450 .00 1044.71 1159.25 .957 1160.205 8.4 5.65 .496 1160.701 .00 1.033 2.00 .00 .00 0 .08 .11405 .006010 .00 .450 .00 1044.79 1159.26 .993 1160.251 8.4 5.39 .451 1160.702 .00 1.033 2.00 .00 .00 0 .02 .11405 .005285 .00 .450 .00 1044.81 1159.26 1.033 1160.293 8.4 5.13 .409 1160.702 .00 1.033 2.00 .00 .00 0 WALL ENTRANCE .00 1044.81 1159.26 1.523 1160.783 8.4 .39 .002 1160.785 .00 .226 4.00 14.00 .00 0 2.00 .00000 .000009 .00 .000 .00 1046.81 1159.26 1.524 1160.784 8.4 .39 .002 1160.786 .00 .226 4.00 14.00 .00 0 6T1 TRACT 23064 TZ FN=642LB3 T3 LAT B-3 HGL CALCS SO 1000.001154.16 1 1156.78 R 1024.381156.93 1 .013 .00 .00 0 R 1044.811159.26 1 .013 26.00 .00 0 WE 1044.811159.26 2 .200 R 1046.811159.26 2 .013 SH 1046.811159.26 2 1159.26 Co 1 4 0 .00 2.00 .00 .00 .00 .00 CD 2 3 0 .00 4.00 14.00 .00 .00 .05 0 8.4 .0 • LATERAL B-4 • • iss x.56 FDS 15P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PACE i CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(I) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(2) Y(9) Y(!- COLE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP • CD 1 4 2.00 CD 2 3 0 .00 4.00 14.00 .00 .00 .05 1 F 0 5 1 5 P PAGE NO i WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 23064 HEADING LINE NO 2 IS - FN=642LB4 HEADING LINE NO 3 IS - LAT B-4 HGL CALLS 1 F 0 5 1 5 P 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 1000.00 1154.16 1 1156.78 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1020.00 1154.60 1 .013 .00 .00 .00 i ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1028.00 1158.94 1 .013 .00 .00 .00 i ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1028.00 1158.94 2 .200 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN • ECEMENT NO 6 1030.00 1158.94 IS A SYSTEM HEADWORKS 2 .013 .00 .00 .00 C U/S DATA STATION INVERT SECT W S ELEV 1030.00 1158.94 2 1158.94 For: RanPac Engineering Corporation, Temecula, CA - S/N 560 •• WARNING N0. 2 •• - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION 1N NOWKDS, W.S.ELEV = INV + OC x.56 FOS 15P WATER SURFACE PROFILE LISTING • P.OE VEL ENERGY SUPER TRACT 23064 HGT/ BASE/ Z NO �- HEAD GRO.EL. ELEV •T DIA LAT 8-4 H d-4 Gl CALCS PIER SF AVE ......................................................................... HF STATiCH INVERT DEPTH W.S. 0 VEL .111 ELEV OF FLOW ELEV 2.00 .00 L/ELEM SO .001379 .03 .680 ....................... I ... .... .............. ......... .111 1156.915 1000.00 1154.16 2.620 1156.780 8.4 2.67 0 18.68 .02200 ' 1018.68 1154.57 2.233 1156.804 8.4 2.67 HYDRAULIC 2.00 JUMP .00 0 .144552 .19 1018.68 1154.57 .424 1154.995 8.4 17.25 4.755 1.32 .02200 1.033 2.00 .00 .00 1020.00 1154.60 .420 1155.020 8.4 17.50 .75 .54250 4.436 1159.874 .00 1.033 1020.75 1155.01 .430 1155.438 8.4 16.90 .12 .93 .54250 .300 .00 1021.68 1155.51 .445 1155.958 8.4 16.12 • .82 .54250 .109518 .09 .300 1022.50 1155.95 .460 1156.415 8.4 15.38 .00 .71 .54250 2.00 .00 .00 0 .095750 1023.21 1156.34 .476 1156.816 8.4 14.66 .00 .62 .54250 1160.153 .00 1.033 2.00 1023.83 1156.68 .492 1157.172 8.4 13.98 .56 .54250 .00 3.033 1160.205 1024.39 1156.98 .509 1157.488 8.4 13.33 0 .48 .54250 .300 1024.87 1157.24 .526 1157.771 -8.4 12.71 .43 .54250 .00 0 .064006 .03 • P.OE VEL ENERGY SUPER CRIT i CAL HGT/ BASE/ Z NO �- HEAD GRO.EL. ELEV DEPTH DIA 10 NC. PIER SF AVE ......................................................................... HF NORM DEPTH ZR .111 1156.891 .00 1.033 2.00 .00 .00 0 .001379 .03 .680 .00 .111 1156.915 .00 1.033 2.00 .00 .00 0 .00 4.620 1159.615 .00 1.033 2.00 .00 .00 0 .144552 .19 .680 .00 4.755 1159.775 .00 1.033 2.00 .00 .00 0 .140569 .11 .300 .00 4.436 1159.874 .00 1.033 2.00 .00 .00 0 .125266 .12 .300 .00 4.036 1159.994 .00 1.033 2.00 .00 .00 0 .109518 .09 .300 .00 3.675 1160.090 .00 1.033 2.00 .00 .00 0 .095750 .07 .300 .00 3.337 1160.153 .00 1.033 2.00 .00 .00 0 .083722 .05 .300 .00 3.033 1160.205 .00 1.033 2.00 .00 .00 0 .073201 .04 .300 .00 2.761 1160.249 .00 1.033 2.00 .00 .00 0 .064006 .03 .300 .00 2.508 1160.279 .00 1.033 2.00 .00 .00 0 - 055999 .02 .300 .00 T�a3o6'51-/ 1.57 F0515P .AGE LATER SURFACE PROFILE LISTING 159 TRACT 23064 FN=642L34 B-4 HGL CALCS •LAT STATION INVERT DEPTH V.S. o VEL VEL ENERGY SUPER CRITICAL HGT/ EASE/ ZL NO ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH DIA ID 40. PI E.R L/ELEM SO SF AVE HF NORM DEPTH ZR .....................................«.......................................................................................... 1025.30 1157.48 .545 1158.023 8.4 12.12 2.281 1160.304 .00 1.033 2.00 .00 .00 0 .39 .54250 .048999 ' .02 .300 .00 1025.69 1157.69 .563 1158.249 8.4 11.55 2.073 1160.322 .00 1.033 2.00 .00 .00 0 .33 .54250 .042864 .01 .300 .00 1026.02 1157.87 .583 1158.451 8.4 11.01 1.882 1160.333 .00 1.033 2.00 .00 .00 0 .30 .54250 .037522 .01 .300 .00 1026.32 1158.03 .603 1158.634 8.4 10.50 1.712 1160.346 .00 1.033 2.00 .00 .00 0 .27 .54250 .032860 .01 .300 .00 1026.59 1158.17 .625 1158.798 8.4 10.01 1.556 1160.354 .00 1.033 2.00 .00 .00 0 .23 .54250 .028792 .01 .300 .00 1026.82 1158.30 .647 1158.946 8.4 9.55 1.415 1160.361 .00 1.033 2.00 .00 .00 0 • .21 .54250 .025208 .01 .300 .00 1027.03 1158.41 .669 1159.080 8.4 9.10 1.286 1160.366 .00 1.033 2.00 .00 .00 0 .17 .54250 .022078 .00 .300 .00 1027.20 1158.51 .693 1159.201 8.4 8.68 1.169 1160.370 .00 1.033 2.00 .00 .00 0 .16 .54250 .019356 .00 .300 .00 1027.36 1158.59 .718 1159.311 8.4 8.28 1.064 1160.375 .00 1.033 2.00 .00 .00 0 .13 .54250 .016974 .00 .300 .00 1027.49 1158.67 .744 1159.410 8.4 7.89 .966 1160.376 .00 1.033 2.00 .00 .00 0 .12 .54250 .014883 .00 .300 .00 1027.61 1158.73 .770 1159.499 8.4 7.52 .878 1160.377 .00 1.033 2.00 .00 .00 0 .10 .54250 .013052 .00 .300 .00 159 F05 15P WATER SURFACE PROFILE LISTING 1.59 TRACT 23064 FN=642LB4 LAT B-4 HGL CALCS STATION INVERT DEPTH V.S. 0 VEL VEL ENERGY SUPER CRIT:CAL HGT/ SASE/ ZL NC .. ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID 40. P1ER L/ELE.M SO SF AVE HF 4CRN DEPTH ZR ................................................................................................................................. 1027.71 1158.78 .798 1159.580 8.4 7.17 .799 1160.379 .00 1.033 2.00 .00 .00 0 .. .08 .54250 .011456 - .00 .300 .00 1027.79 1158.83 .827 1159.654 8.4 6.84 .727 1160.381 .00 1.033 2.00 .00 .00 0 .: .07 .54250 .010061 .00 .300 .00 1027.86 1158.86 .858 1159.721 8.4 6.52 .660 1160.381 .00 1.033 2.00 .00 .00 0 .. .05 .54250 .008837 .00 .300 .00 1027.91 1158.89 .889 1159.781 8.4 6.22 .600 1160.381 .00 1.033 2.00 .00 .00 0 .; .04 .54250 .007767 .00 .300 .00 1027.95 1158.91 .923 1159.836 8.4 5.93 .546 1160.382 .00 1.033 2.00 .00 .00 0 .- .03 .54250 .006832 .00 .300 .00 1027.98 1158.93 .957 1159.886 8.4 5.65 .496 1160.382 .00 1.033 2.00 .00 .00 0 ._ • .02 .54250 .006010 .00 .300 .00 1028.00 1158.94 .993 1159.931 8.4 5.39 .451 1160.382 .00 1.033 2.00 .00 .00 0 .0 .00 .54250 .005285 .00 .300 .00 1028.00 1158.94 1.033 1159.973 8.4 5.13 .409 1160.382 .00 1.033 2.00 .00 .00 0 .� WALL ENTRANCE .00 1028.00 1158.94 1.523 1160.463 8.4 .39 .002 1160.465 .00 .226 4.00 14.00 .00 0 .� 2.00 .00000 .000009 .00 .000 .00 1030.00 1158.94 1.524 1160.464 8.4 .39 .002 1160.466 .00 .226 4.00 14.00 .00 0 .c 1 1 T1 TRACT 23064 T2 FN=642LB4 T3 LAT 8-4 HGL CALCS SO 1000.001154.16 1 1156.78 R 1020.001154.60 1 .013 .00 .00 0 R 1028.001158.94 1 .013 .00 .00 0 WE 1028.001158.94 2 .200 R 1030.001158.94 2 .013 SH 1030.001158.94 2 1158.94 CD 1 4 0 .00 2.00 .00 .00 .00 .00 2 3 0 .00 4.00 14.00 .00 .00 .05 • 8.4 .0 1.59 LATERAL B-5 • !00 T1 TRACT 23064-1. 7.2 L.T 3-5 HGL CALCS T3 F4=64LB5 50 1000.001162.78 1 1052.001167.43 1 1052.001167.43 2 R 1054.001167.43 2 SH 1054.001167.43 2 CD 1 4 0 .00 CO 2 3 0 .00 0 15.0 • • 1163.76 .013 .200 .013 1167.43 2.00 .00 .00 .00 .00 4.00 14.00 .00 .00 .05 0 .00 .00 0 .............................................................................. For: RanPac Engineering Corporation, Temecula, CA - S/N 560 ...........................«................................................ " WARNING N0. 2 " - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV - DC /w F0515P ;A - WATER SURFACE PROFILE LISTING 0 /& TRACT 23064-1. LAT 8-5 HGL CALCS FN=64LB5 STATION INVERT DEPTH V.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO .. ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM 50 SF AVE HF NORM DEPTH ZR ................................................................................................................................. 1000.00 1162.78 .691 1163.471 15.0 15.58 3.767 1167.238 .00 1.396 2.00 .00 .00 0 8.02 .08942 .064106 .51 .640 .00 1008.02 1163.50 .706 1164.203 15.0 15.12 3.550 1167.753 '.00 1.396 2.00 .00 .00 0 9.35 .08942 .057608 .54 .640 .00 1017.37 1164.33 .731 1165.065 15.0 14.41 3.224 1168.289 .00 1.396 2.00 .00 .00 0 6.87 .08942 .050500 .35 .640 .00 1024.24 1164.95 .757 1165.705 15.0 13.74 2.930 1168.635 .00 1.396 2.00 .00 .00 0 5.29 .08942 .044303 .23 .640 .00 1029.53 1165.42 .785 1166.206 15.0 13.10 2.665 1168.871 .00 1.396 2.00 .00 .00 0 4.24 .08942 .038880 .16 .640 .00 1033.77 1165.80 .813 1166.613 15.0 12.49 2.422 1169.035 .00 1.396 2.00 .00 .00 0 • 3.44 .08942 .034125 .12 .640 .00 1037.21 1166.11 .843 1166.951 15.0 11.91 2.204 1169.155 .00 1.396 2.00 .00 .00 0 2.85 .08942 .029974 .09 .640 .00 1040.06 1166.36 .874 1167.236 15.0 11.36 2.002 1169.238 .00 1.396 2.00 .00 .00 0 2.36 .08942 .026343 .06 .640 .00 1042.42 1166.57 .907 1167.481 15.0 10.83 1.821 1169.302 .00 1.396 2.00 .00 .00 0 2.00 .08942 .023157 .05 .640 .00 1044.42 1166.75 .940 1167.692 15.0 10.32 1.655 1169.347 .00 1.396 2.00 .00 .00 0 1.66 .08942 .020366 .03 .640 .00 1046.08 1166.90 .976 1167.877 15.0 9.84 1.504 1169.381 .00 1.396 2.00 .00 .00 0 1.40 .08942 .017930 .03 .640 .00 0 /& /0 F0515P P -GE ER SURFACE PROFILE LISTING TRACT 23064-1. •LAi B-5 XGL CAlCS fN=64495 STATION INVERT DEPTH V.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ............. .................................................................................................................. 1047.48 1167.03 1.013 1168.039 15.0 9.39 1.368 1169.407 .00 1.396 2.00 .00 .00 0 1.15 .08942 .015793 .02 .640 .00 1048.63 1167.13 1.052 1168.181 15.0 8.95 1.244 1169.425 .00 1.396 2.00 .00 .00 0 .96 .08942 .013923 .01 .640 .00 1049.59 1167.21 1.093 1168.307 15.0 8.53 1.130 1169.438 .00 1.396 2.00 .00 .00 0 .77 .08942 .012287 .01 .640 .00 1050.36 1167.28 1.136 1168.420 15.0 8.13 1.027 1169.448 .00 1.396 2.00 .00 .00 0 .61 .08942 .010855 .01 .640 .00 1050.97 1167.34 1.182 1168.520 15.0 7.76 .934 1169.454 .00 1.396 2.00 .00 .00 0 .46 .08942 .009604 .00 .640 .00 1051.43 1167.38 1.230 1168.609 15.0 7.40 .849 1169.458 .00 1.396 2.00 .00 .00 0 • .32 .08942 .008507 .00 .640 .00 1051.75 1167.41 1.281 1168.689 15.0 7.05 .772 1169.461 .00 1.396 2.00 .00 .00 0 .19 .08942 .007551 .00 .640 .00 1051.94 1167.43 1.336 1168.761 15.0 6.72 .702 1169.463 .00 1.396 2.00 .00 .00 0 .06 .08942 .006713 .00 .640 .00 1052.00 1167.43 1.396 1168.826 15.0 6.40 .637 1169.463 .00 1.396 2.00 .00 .00 0 WALL ENTRANCE .00 1052.00 1167.43 2.159 1169.589 15.0 .50 .004 1169.593 .00 .331 4.00 14.00 .00 0 2.00 .00000 .000010 .00 .000 .00 1054.00 1167.43 2.159 1169.589 15.0 .50 .004 1169.593 .00 .331 4.00 14.00 .00 0 1 1 1 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE CARD SECT CNN 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(' CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CO 1 4 2.00 co 2 3 0 .00 4.00 14.00 .00 .00 .05 1 F 0 5 1 5 P PAGE NO WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 23064-1. /0 • • V S ELEV 1163.76 W S ELEV 1167.43 PAGE NO RADIUS ANGLE ANG PT Y� .00 .00 .00 RADIUS ANGLE ANG PT M1 .00 .00 .00 UAJ HEADI4G LINE NO 2 IS - LAT 5-5 HGL CALCS HEADING LINE NO 3 IS - FN=641.55 1 F 0 5 1 5 P • WATER SURFACE PROFILE - ELEMENT CARO LISTING ELEMENT NO 1 IS A SYSTEM CUTLET ' U/S DATA STATICN INVERT SECT 1000.00 1162.78 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 1052.00 1167.43 1 .013 ELEMENT NO 3 IS A WALL ENTRANCE ' U/S DATA STATION INVERT SECT FP 1052.00 1167.43 2 .200 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N 1054.00 1167.43 2 .013 ELEMENT NO 5 IS A SYSTEM HEADWORKS ' U/S DATA STATION INVERT SECT 1054.00 1167.43 2 • • V S ELEV 1163.76 W S ELEV 1167.43 PAGE NO RADIUS ANGLE ANG PT Y� .00 .00 .00 RADIUS ANGLE ANG PT M1 .00 .00 .00 UAJ C� • • LINE C /t05 • E IT TRACT 23064-1 T2 NGL C2LCS ON LINE C T3 K.M. 10-10-90 SO 1008.081152.29 1 R 1032.071152.43 1 R 1041.881152.48 1 ix 1045.881152.63 3 2 R 1051.881152.70 3 R 1078.501153.00 3 WE 1078.501153.00 4 R 1080.501153.00 4 SN 1080.501153.00 4 CO 1 4 0 .00 2.00 CO 2 4 0 .00 2.00 CO 3 4 0 .00 2.00 CO 4 3 0 .00 8.91 a 7.0 .0 / WW 1155.00 013 60.00 .00 0 013 .00 .00 1 013 6.3 1152.63 30.00 013 .00 .00 0 013 67.48 .00 0 200 013 .00 .00 0 1153.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 14.00 .00 .00 .00 / WW W F05 15P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAC- • CARD SECT CXN NO OF AVE PIER HEIGHT 1 SASE ZL 2R INV Y(1) Y(2) Y(3) Y(4) Y(5) I(6) f(7) 'f (9) !(9) .. CODE NO TYPE PIERS WIDTH DIAMETER WIDTH CROP CO 1 4 2.00 co 2 4 2.00 Co 3 4 2.00 co 4 3 0 .00 8.91 14.00 .00 .00 .00 1 F 0 5 1 5 P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 23064-1 HEADING LINE NO 2 IS - HGL CALCS ON LINE C HEADING LINE NO 3 IS - K.H. 10-10-90 1 F 0 5 1 5 P 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 1008.08 1152.29 1 1155.00 ELEMENT NO 2 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT .MAN 4 1032.07 1152.43 1 .013 .00 60.00 .00 0 ,. .. ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT MAN H 1041.88 1152.48 1 .013 .00 .00 .00 1 ELEMENT NO 4 IS A JUNCTION • ` ' ' • ` U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 1045.88 1152.63 3 2 0 .013 6.8 .0 1152.63 .00 30.00 .00 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AND Pi MAN H • 1051.88 1152.70 3 .013 .00 .00 .00 0 ELEMENT NO 6 IS A REACH ` U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT .MAN 4 1078.50 1153.00 3 .013 .00 67.48 .00 0 ELEMENT NO 7 IS A WALL ENTRANCE ' U/S DATA STATION INVERT SECT FP 1078.50 1153.00 4 .200 ELEMENT NO 8 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1080.50 1153.00 4 .013 .00 .00 .00 0 ELEMENT NO 9 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W •FOS 4AiER 15P SURFACEPRGFiLE .:STING --_c TRACT 23064-1 HGL CALCS CN LIFE C K.H. 10-10-:0 STAiiCN INVERT DEPTH V.S. 0 VEL VEL ENERGY SUPER CRITICAL =G:/ SASE/ ZL ELEV OF FLOW ELEV HEAD GRO.EL. _!EV DEPTH D:A !D NO. -._¢ L7 EL EM ................................................................................................................................... SO SF AVE HF ECRM DEPTH 23 1008.08 1152.29 2.710 1155.000 13.8 4.39 .300 1155.300 .00 1.333 2.,00 .00 .CO 0 ._ 23.99 .00584 .003721 .09 1.350 .00 1032.07 1152.43 2.708 1155.138 13.8 4.39 .300 1155.438 .00 1.338 2.00 .00 .,A 0 .0 9.81 .00509 .003721 .04 1.420 .00 1041.88 1152.48 2.710 1155.190 13.8 4.39 .300 1155.490 .00 1.338 2.00 .00 .00 0 .0 JUNCT STR .03751 .002339 .01 .00 1045.88 1152.63 2.888 1155.518 7.0 2.23 .077 1155.595 .00 .939 2.00 .00 .00 0 .0 6.00 .01166 .000957 .01 .730 .00 1051.88 1152.70 2.824 1155.524 7.0 2.23 .077 1155.601 .00 .939 2.00 .00 .00 0 .0 26.62 .01127 .000957 .03 .740 .00 1078.50 1153.00 2.563 1155.563 7.0 2.23 .077 1155.640 .00 .939 2.00 .00 .00 0 .0 •WALL ENTRANCE .00 1078.50 1153.00 2.655 1155.655 7.0 .19 .001 1155.656 .00 .198 8.91 14.00 .00 0 .0 2.00 .00000 .000001 .00 .000 .00 1080.50 1153.00 2.656 1155.656 7.0 .19 .001 1155.656 .00 .198 8.91 14.00 .00 0 .0 1 1 0 • LATERAL C-1 • • • ii iZ H 2306:-1 4GL GL CALCS ON LAT Cl i3 K.H. 10.10-90 50 1000.001152.63 1 R 1020.581155.23 1 R 1060.401157.71 ❑E 1060.601157.71 2 R 1042.601157.71 2 SH 1062.401157.71 2 c0 1 4 0 .00 2.00 C0 2 3 0 .00 4.00 C 6.8 .0 • 1155.52 013 013 500 013 1157.71 .00 .00 .00 .00 14.00 .00 .00 .00 .00 .00 0 50.12 .00 0 00 .00 0 170 17/ • WATER SURFACE PROFILE NEL DEFINITiLN - CHANNEL LISTING ]=9E CARD SECT CHN NO OF AVE PIER HEIGHT 1 SASE Z ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6; Y(7) Y(S) Y(9) f(!i) CCOE NO TYPE PIERS WIDTH DIAMETER VID 1 DROP CD 1 4 2.00 CD 2 3 0 .00 4.00 14.00 .00 .00 .00 1 F 0 5 1 5 P PAGE ND I WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 23064-1 HEADING LINE NO 2 IS - HGL CALCS ON LAT Cl HEADING LINE NO 3 IS K.H. 10-10-90 1 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO i IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.00 1152.63 1 - 1155.52 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE- ANG PT MAN H ' 1020.68 1155.23 1 .013 .00 .00 .00 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H _ 1040.60 1157.71 1 .013 .00 50.12 .00 0 ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1040.40 1157.71 2 .500 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN e 1042.40 1157.71 2 .013 .00 .00 .00 0 ELEMENT • NO 6 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1042.40 1157.71 2 1157.71 17/ 174- WATER F0515P SURFACE PROFILE LISTING FACE TRACT 230641 NGL CALCS ON LAT Cl K.N. 10-i0-90 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL MGT/ EASE/ .. .40 A.5" ELEV OF FLOW ELEV HEAD ORD .EL. EL EV OEPTH O:A ;0 SO. P!E3 L/ELEM ..........« SO ...............................................»...................................................................... SF AVE HF NCRM DEPTH .. 1000.00 1152.63 2.890 1155.520 6.8 2.16 .073 1155.593 .00 .925 2.00 .00 .00 0 .0 7.13 .12572 .000895 .01 .390 .00 1007.13 1153.53 2.000 1155.526 6.8 2.16 .073 1155.599 .00 .925 2.00 .00 .00 0 .0 1.42 .12572 .000838 .00 .390 .00 1008.55 1153.70 1.814 1155.519 6.8 2.27 .080 1155.599 .00 .925 2.00 .00 .00 0 .0 .02 .12572 .000791 .00 .390 .00 1008.57 1153.71 1.814 1155.522 6.8 2.27 .080 1155.602 .00 .925 2.00 .00 .00 0 .0 HYDRAULIC JUMP .00 1008.57 1153.71 .425 1154.133 6.8 13.93 3.015 1157.148 .00 .925 2.00 .00 .00 0 .0 .84 .12572 .092210 .08 .390 .00 1009.41 1153.81 .425 1154.238 6.8 13.93 3.015 1157.253 .00 .925 2.00 .00 .00 0 .0 6.61 .12572 .086358 .57 .390 .00 1016.02 1154.65 .439 1155.084 6.8 13.28 2.739 1157.823 .00 .925 2.00 .00 .00 0 .0 4.66 .12572 .075478 .35 .390 .00 1020.68 1155.23 .454 1155.684 6.8 12.66 2.490 1158.174 .00 .925 2.00 .00 .00 0 .0 1.46 .12576 .068537 .10 .390 .00 1022.14 1155.41 .460 1155.874 6.8 12.43 2.400 1158.274 .00 .925 2.00 .00 .00 0 .0 3.20 .12576 .062463 .20 .390 .00 1025.34 1155.81 .476 1156.291 6.8 11.85 2.179 1158.470 .00 .925 2.00 .00 .00 0 .0 2.56 .12576 .054616 .14 .390 .00 1027.90 1156.14 .492 1156.630 6.8 11.30 1.981 1158.611 .00 .925 2.00 .00 .00 0 .0 2.09 .12576 .047753 .10 .390 .00 • 174- F05 15P 2 VatER SURFACE LACE PROFILE LISTING TRACT 23064-1 HGL CALCS ON LAT Cl K.H. 10-10-90 STATION INVERT DEPTH V.S. 0 VEL VEL ENERGY SUPER CRITICAL NGC/ BASE/ 2'. ti: ELEV OF FLOW ELEV HEAD GRD.E L. EL EV DEPTH D U ID 40. P!EP. L/ELEM SO SF AVE MF .NORM DEPTH. Z3 ............................ e ....................... ................ ............................................ ............ ....... 1029.99 1156.40 .509 1156.910 6.8 10.78 1.803 1158.713 .00 .925 2.00 .00 .00 0 .C' 1.74 .12576 .041782 .07 .390 .00 1031.73 1156.62 .527 1157.146 6.8 10.27 1.638 1158.784 .00 .925 2.00 .00 .00 0 .0 1.47 .12576 .036559 .05 .390 .00 1033.20 1156.80 .545 1157.349 6.8 9.80 1.491 1158.840 .00 .925 2.CO .00 .00 0 .0 1.24 .12576 .031985 .04 .390 .00 1034.44 1156.96 .564 1157.524 6.8 9.34 1.355 1158.879 .00 .925 2.00 .00 .00 0 .0 1.05 .12576 .027999 .03 .390 .00 1035.49 1157.09 .584 1157.677 6.8 8.90 1.230 1158.907 .00 .925 2.00 .00 .00 0 .0 .91 .12576 .024509 .02 .390 .00 1036.40 1157.21 .604 1157.811 6.8 8.49 1.119 1158.930 .00 .925 2.00 .00 .00 0 .0 .77 .12576 .021451 .02 .390 .00 1037.17 1157.30 .625 1157.929 6.8 8.10 1.018 1158.947 .00 .925 2.00 .00 .00 0 .0 .66 .12576 .018783 .01 .390 .00 1037.83 1157.39 .647 1158.034 6.8 7.72 .925 1158.959 .00 .925 2.00 .00 .00 0 .0 .56 .12576 .016454 .01 .390 .00 1038.39 1157.46 .670 1158.128 6.8 7.36 .841 1158.969 .00 .925 2.00 .00 .00 0 .0 .47 .12576 .014419 .01 .390 .00 1038.86 1157.52 .694 1158.211 6.8 7.02 .765 1158.976 .00 .925 2.00 .00 .00 0 .0 .40 .12576 .012641 .01 .390 .00 1039.26 1157.57 .719 1158.285 6.8 6.69 .696 1158.981 .00 .925 2.00 .00 .00 0 .0 .33 .12576 .011079 .00 .390 .00 • Z/ / 73 Ll TRACT 23064.1 NGL CALCS ON LAT Cl K.N. 10-10-90 STATION INVERT DEPTH W.S. D ELEV OF FLOW ELEV L/ELEM SO ........................................... F05 15P WATER SURFACE PROFILE LISTING PASS _ VEL VEL ENERGY SUPER CRITICAL NGT/ SASE/ __ - .i. HEAD GRD.EL. ELEV DEPTH 01. ID 40. P!ER SF AVE HF NCRM DEPTH ZR ................................................................................ 1039.59 1157.61 .744 1158.352 -6.8 6.38 .632 1158.984 .00 .925 2.00 .00 .00 0 .0 .26 .12576 .009713 .00 .390 .00 1039.85 1157.64 .771 1158.412 6.8 6.08 .574 1158.986 .00 .925 2.00 .00 .00 0 .0 .21 .12576 .008523 .00 .390 .00 1040.06 1157.67 .799 1158.466 6.8 5.80 .522 1158.988 Co. .925 2.00 .00 .00 0 .0 .15 .12576 .007480 .00 .390 .00 1040.21 1157.69 .828 1158.515 6.8 5.53 .475 1158.990 .00 .925 2.00 .00 .00 0 .0 .11 .12576 .006569 .00 .390 .00 1040.32 1157.70 .859 1158.558 6.8 5.27 .431 1158.990 .00 .925 2.00 .00 .00 0 .0 .07 .12576 .005770 .00 .390 .00 1040.39 1157.71 .890 1158.598 6.8 5.03 .392 1158.990 .00 .925 2.00 .00 .00 0 .0 .01 .12576 .005063 .00 .390 .00 1040.40 1157.71 .925 1158.635 6.8 4.79 .356 1158.991 .00 .925 2.00 .00 .00 0 .0 WALL ENTRANCE .00 1040.40 1157.71 1.458 1159.168 6.8 .33 .002 1159.170 .00 .194 4.00 14.00 .00 0 .0 2.00 .00000 .000007 .00 .000 .00 1042.40 1 1 1157.71 , 1.458 1159.168 6.8 _ .33 .002 1159.170 .00 .194 4.00 14.00 .00 0 . .0 17q