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Hydrolog / Hydraulic Calculations Aug. 2, 1995
HYDROLOGY/HYDRAULIC CALCULATIONS (10 & 100 YEAR STORM) FOR TRACT 23066-4 AT REDHAWK TRACT 23064(OFFSITE) TEMECULA, CALIFORNIA PREPARED BY TRANS -PACIFIC CONSULTANTS 27447 ENTERPRISE CIRCLE WEST TEMECULA, CALIFORNIA 92590 � � 9l Z G N�. 060 L%% -27 ��P APRIL 28,1995 AU(o. 2, IggS Sc R.P L TABLE OF CONTENTS I INSTRUCTION AND DESIGN CHART II 100 YEAR HYDROLOGY CALCULATIONS BASINS 100,200,300 AND 400(LINE AND "A-4") III 10 YEAR HYDROLOGY CALCULATIONS IV 100 YEAR CATCH BASIN SIZING CALCULATIONS V 10 YEAR CATCH BASIN SIZING CALCULATIONS VI 100 YEAR HYDRAULIC GRADE LINE CALCULATIONS OFFSITE HYDROLOGY/HYDRAULIC VII 10 YEAR HYDROLOGY CALCULATIONS BASIN 500 (LINES "E","F","G") VIII 100 YEAR HYDROLOGY CALCULATIONS IX 100 YEAR CATCH BASIN SIZING CALCULATIONS X 100 YEAR HYDRAULIC GRADE LINE CALCULATIONS HYDROLOGY MAPS - TRACT 23066-4 (ONSITE) TRACT 23064 (OFFSITE) -- a.o. ►5q ov�A�-i- Nyfl��o� scoff (>�hNawk) �w� f-4 `(moo C -r. P-Ap N CA L�p . FD (L L h E i G � OFf= s I TE ........................... I ------------------------ REDNAL'K- ---------------------------- ---------------- -------- - II I' iaa YR. _ 4 s 1ti 500 II � RanPac Engineering Corporation, Temecula, CA - S/N 560 -'--------------- ------'..__'------ ............................................................................. Project: 8600.rry e Page 1 Calculated By: I I Study Date: 09/26/90 Moisture Condition(AMC): 2 Checked By: I I 1 100.0 Year Storm, rainfall intensity using rainfall care pairs 1 •••-•-•••••---•••----• R A T I O N A L N Y 0 R 0 L 0 G Y - R I V E R S I D E C O •••••••••••••• . Istation/ 1 Soil Type Oevel.I Area I I I C IL Eleyl 0 1 0 StopelSectionl V I L I T I Tc I Hydraulics 1 IPoint No.1 I---------------- A,B,C,D IType I(Acres)Iin/hI I (sub)ITotal Iv/hx I Fps I ft. Imin.I I------I-------I 1------ I ------ i... I ------I I -------I ..1..._I... -I ------- I I I min -1 or notes -._...-..-._..-I I -----..--------I Ii..... ---------------- II I---------------- I1 512.001 I ------ I ------- I I------i------I I ------ 1 ------- I....I------ 1------ I.... C-100-1 Comm 1 1.714.5510.889511262.01 7.01 I------ I._...I I------1 I------- 1._..I....I ...... I ..... I ------- 1 ---- I .... I .... 1 I.._.. -..-._..--I I 9.01 ............... I --------- I ---------------- I ------ i------- I ---- I ------ I ------ I ----- I 6.9610.050IStreet 1 6.51 5301 1.41 ----- I Qavg= 11.82 I I 1 1 1 1 1 1 1 d+=0.4 Flow hw=15.81 1160.0 wide street I I I I 1 1 1 1 1 udrh Ctr-erk- 10.01 lx -fall= 0.0170 Ox -fall= 0.0170 1 1 1 I flow to pt.p 1 513.001 1 .1 C-100-ISF 1/41 2.414.2110.843911235.51 8.51 ------ 1 ----- I ------- I ---- I ---- I ---- 1 ------ I -------I ..1. i I -----1---------------I 10.31_______________1 I--------- I ---------------- 1 i 513.001 I ------ 1 ------- I ---- 1 ------ I ------ i ----- 1 1 4.116.211 1 1 15.51 ------ ------- I..__I------ 1 ------ I..___1 I I 1 1 1 1 ------ I._.._1 ------- 1._._I_.__i_.__ 10.3IStream Su,mary 1 ---------------I I---------------- i I II---------------- I ------ I ------- I ...I------ I ------ I I ------I I------ I 1 I I ---------------I 1 512.201 C-100--IU-fair) 3.513.8110.823311237.41 11.11 ------ __._. 1------- 1..._1.___1_.._1 12.41 --------------- I --------- irproved charnel travel time 111.1010.0091b= 1.01 5.41 2201 0.71 ----- In= 0.02 cn= 0.81 I I I 1 1 1 1 1 1 1 1 1 1 1 13.1IL2= 2.0 R2= 2.01 II----------------I------I-------I I ------1------i ...I I I Confluence TC.1= 10.3 TC.2= 13.1 TC.3= ------ I I ------- I ---- I .... I ---- 1 0.0 TC=- 0.0 TCtI5= 0.01 1 1 ----- 1 --------------- I I Larges: 1 1 1 Analysis 0a1= 15.49 C:2= 11.10 Cd3= 0.00 0--4= 0.00 C9$= 0.00 Area = 7.66 Confluence 1 I I:1= 4.21 IC2= 3.70 l.a= 0.00 I"= 0.00 1>5= 0.001 1 1 0= 24.25 1 513.001 ARI= 4.1 02= 3.5 AR3= 0.0 ARL. 0.0 AR5= 0.01 1 1 1 01 - 24.3 C2 - 0.0 03 = 0.0 04 = 0.0 C5 = 0.01 1 1 1 II i ---------------- 1 1--------- 1 ---------------- I------ I------- I... -i------ I------ I 1------ 1------- I___. ------ 1------ ____.I i-----------1-------I----I----I----I-----I---------------1 24.2510.0541street 1 8.11 4501 0.91 ----- I pavg= 27.E3 I 1 40.0 wide street I I 1 1 11 1 1 11 1 1 cn=0.5 Flow hu=20.01 1 I flow to pt.: 1 1 1 I I I 1 udth Ctr-Brk= 10.01 Ix -fall= 0.0170 Ox -?all= 0.0170 1 1 514.001 0-100%ISF 1/41 2.114.0210.841611211.01 7.01 ------ I ----- I ------- I ---- I ---- I ---- 1 11.31 ............... No. Pipes = 1 Pipe flow travel time --- IN, = 0.013 ------ I ----- I 31.210.095ld- 24121.61 951 0.11 I.....1 ------- 1 .... 1 ---- I .... I----- 11.31110= 0.9(Ft-) 1 I --------------- II---------------- I 1.001 ---------------- II---------------- ---------------- ----------------------------------------------------------------------------------------------------------------------------I 1 ------ I ------- 1 ---- I------ I------1-----1------ 1 1 1 9.714-001 1 1 31.21 I ------ 1------- I..__ ------ 1------ I__._.1 I------ ------- I 1------ I------ I I ------i------- I I------ J ------ 1----- 1 1 1 1 1 1 ------ i.___.I------- I._._i_...i____1_....1__-._--.-..___.1 I------ I 1------- I ... I...- I ...1 I------ I-----1------- I .... 1---- i---- I----- 11.3IStream Su:nary I --------------- ------------------------------1------ I -..------------ I Version 2.5 Copyright (o) Civi(CADD/CivilDES1GN, 1990 7 ...-.................................................... 723064 REDMAux II II II II RdnPa[ Engineering Corporation, Temecula, CA - S/N 560 ............ _.........I I ............................. .............................. ._..__---...... Page 2 Calculated BY: 1 I I Project: 8600.rry I I Study Date: 09/26/90 Moisture Cordition(AMC); 2 Checked By: I 100.0 year Storm, rainfall intensity using rainfall data pairs •••••I • R A i 1 0 N A L M T D R 0 L 0 0 T R I V E R S I D E C 0 (Station/ 1 ••Soil Type IDevel.1 Area 1 1 I C IL Elev1 0 1 0 ISlope Section) V I L I T Tc I Hydraulics I IPoint No.1 A,B,C,D ITYpe 1(Acres)Iin/hI I I(sub)ITotal 1v/hz I IFps 1 ft.lmim.I mind or notes I I I I I----------------I---•--I-------I I•._._.I----•-I ------I I------- I....I_...1_...1..._.1......... ___ 1 II I---------------- 1 ------ I------- I I...... 1 ------ I ------I I------ I I 1 1 ---------------I I I I ................ I ------ I------- I I------ I ------ I ------I I•----- I I I I I._...---....... I I 1 522.001 C-100-ISF 1/41 0.216.1110.859811206.51 1.21 ------ 1 ----- I ------- I ---- I ---- I ---- 1 5.21 ------ --•••----I I IN,. Pipes - 1 Pipe floe travel rime --- 'N' = 0.013 ------I-----1 1.210.1671d- 18110.51 301 0.01 5.31hg1= 0.2(Ft .) I I II-•--•----1----•----------• I------1-•-----1----1----•-1----•• I----- I ------ I 1 ------- I---- I ---- I ---- 1 ----- I--------------- I I 11 1.001 I I 0.216.081 1 1 1.21 1 1 1 1 I 1 5.31Stream Sureary I I II•••---I-------I----I------I------I.....I......1..1------- I ---- I .... I .... I ----- I-------------- I I II L ---•---------I ------ I ------- I I ------ I ------ I ------I ...I ------- I...I ...I I -•----- I532.--1 o1o0zISF 1/4I 3.7I3.6c10.836c11255.01 r1.21 ------ I ----- I ------- I ---- I ---- I 173.51---------------I I I •___.._.1 ---------------- I ------ I ------- I___.1 ------ I ------ 1_._..I 11.181C.C56IStreet 1 7.31 ?501 1.91 ----- I gavg= 16.77 I 11.40.0 wide Street I I 1 I 1 1 1 1 1 1 1 1 1 cn=0.4 Flow hw=17.71 1 1 1 flow to or.' I 1 1 1 1 1 1 wdth CLr-Brk= 10.01 IA -fall= 0.0170 Ox -fall- 0.0170 1 I 1 1 533.001 C-100;:ISF 1/41 3.713.3810.932311207.51 10.31 ...... I ----- I ------- I ---- I ---- I ---- 1 15.41-----------•---I INo. Pipes = 1 Pipe flow travel time --- 'N' 0.013------I-•---I 21.510.1941d- 24125.31 251 0.01 15.41hg1= 0.6(Ft.) I I 11 ... I--------•---•---1-----• I ------- I I------ I ------ 1 ----- I ------ 1 I------- I....1..._ I....I I --•------------I I Confluence TCe1= 11.3 TC!*- 5.3 TC:3= 15.4 ;C94= 0.0 TC.5- 0.01 1 1 1 Largest I Analysis oviz 31.25 C92z 1.16 0e3= 21.51 c_= 0.00 oe5= 0.00 Area 17.29 1 Confluence I I 1.1= 4.00 1.2= 6.08 1:3= 3.38 I^L= 0.00 I.5= 0.001 1 I 1 o= 49-55 I 1 1.001 ARI= 9.7 AR2= 0.2 AR3= 7.3 ARL= 0.0 AR5= 0.01 1 1 1 I I 1 01 = 49.6 c2 = 0.0 03 = 0.0 04 = 0.0 D5 = 0.01 1 1 1 1 11 I---------------- I ------ I ------- I I• -----1--•---I I ------I I -•----- I --- I ---- I I ----- I I INo. Pipes = 1 Pipe flow travel rime •-- 'N' = 0.073 ------I•--'•1 49.610.0581d= 30120.21 7801 0.61 12.OIhgl= 1.i(F:J 1 1 1 1__._..__.1 ---------------- 1------ 1------- 1__._1------ 1------ 1__.__I------ 1.___.1------- 1___.____I.._.I..__.1..._..--.__-._-1 1 1 ---------------- 1------ 1------- 1..__1------ I------ I.___.1------ 1_....1------- _...____..1 1 1 I 542.001 C-100-ISF 1/41 1.414.4310.846411163.11 5.11 ...... I ..... I ------- I ---- 1._..1___.1 II--------- 1 ---------------- I ------ I ------- 1 ---- I ------ I ------ 1 ----- I ------ I I ------- I ---•I I I----- I-------••----•-! I I 542.001 1 1 1.414.431 1 1 5.11 1 1 1 1 1 1 9.4IStream Sutrary II I---------------- I ------ I ------- I I------I------I ------I I ------- I I L I I ---------------I I Ii------•---------I-••---I-------1 I---•--I------I ------I I ------- I I I I ---------------I I I I 5:2.001 C-100--1SF 1/41 1.4I4.0010.841u.11163.11 4.71 ------ I ----- I ------- I ---- I ---- I ---- I 11.41--•------------I I I I --Confluence _-------•-.--I-•••--1TC.1--9.4--TC.2= 11.4 TC:3= .010••TCtt4- 0.0•-TC=5=I.0.0�---•I---•�--•.-1---•Largest----1 I I I AnaiySiS 091- 5.07 9R= 4.71 0:'3= 0.00 oec. 0.00 045= 0.00 Area 2.75 I confluence I I lei= 4.43 1.2= 4.00 Ir,= 0.00 1:4= 0.00 1.5= 0.001 1 1 1 0. 8.97 I 1 542.001 AR1= 1.4 AR2= 1.4 AR3= 0.0 ARG= 0.0 AR5= 0.01 1 1 1 I I I of = 9.0 c2 = 0.0 03 = C.0 04 = 0.0 es = 0.01 1 II I---------------- I------ I------- I I------ I ------ I •----- I I ----•-- I I I I---•----------- I II I----------------I----•-I------• I I••--•- I------ I._...I------ I....- I -------I I I I ---------------I II--•-------------I------I--•----I I------ 1 ...... 1 ------I I------- II I I I ---------------I II---------•------1-•---- I ------- I------ I------ I I---•-- II------- I... _ �.. I I --•------------ I I----•---------------------------------------------------------------------------- I Version 2.5 Copyright (c) CiviICAOO/CiviIDESIOw, 1990 1 ------------------------------------------------------------------------------------------------------------------------- 8 ----------------------------------------------------------------2222-- I I ........................................................ 723064 REDHA4K ..............................................' I I II Ranpac Engineering Corporation, Temecula, CA • S/N 560 ........................................ II 1 ...... .t I I ................................. ... ......... ......... ... ...........". Rage 3 Calculated BY: I 1 1 project: 8600.rry 2 Checked BY: I 1 Study Date: 09/27/90 Moisture Cond ition(Amc): 100.0 Year Storm, rainfall Intensity using rainfall data Pairs •-- 22.2_2 -- - .................... R A T 1 0 N A L H T D R 0 L 0 G Y - R I V E R S 1 0 E C 0""' I C IL Elevl 0 l p 15lopeliecti oral V L I i I I Hor aulmcs (Station/ I Soil TYpe IDeve1.I Area I I ((Acres) in/hI I I(sub)IToTal Iv/ht Gps I f;.lmin. min.( or notes mi I (point No.1 A,S,C,D I................ (Type I -...._1"""....I i"" ----1--"-"-I I ------i -------I.._.I ._.I.._.l ...I.__.i__._.I._.--.._..-....I I...............I I ................ I_._._.i.___..-.__.1____.-j_.__._j_..__j__..___._1.._.l I------------- "'I ------ I ------- I I""""'"I"'"""-I I --- I 552.001 C.100 -I Comm 1 0.415.0810.890511164.31 2.01 --- -------I ' I __.I ----- I ------- I•• -"I ---- I"""'1 I__ ............... 7.31. I II I___•__.._I________________ I ------ I.__•0.<IS.OBI..__..I_.__..I__ 2.OI___._.I_._._I...-_..I____I..__i__.. I I I I I I I 7.31I 5tream Summary I I I I 552.001 I I 0.415.051 I I I ------ i ------- I_._.I------ I ------ i_____1 ------ 1___..1 ------- I_...I ---------------i I I---------------- I---------------- I 1 552.001 I ------ I ------- I__._I------ I ------ I_....I------ C-100-ISF 1/41 1.414.0510.842111163.1( 4.81-•----1'" ------ j.__._1 ------- 1_...1__..I.___i_....I '"1""'""""1 '"I"" I" "_I ------- 1___.i_._.I..__I.__._i --------------- I 1 11.11--22.22-• --------------- i I I--------- I ---------------- I ------ I ------- i ---- 1 ------ I ------ I----- I TC:1= 7.3 TCd2= 11.1 TC:3= 0.0 j...__j TC:.4= 0.0 TC -5= 0.01 I I I Largest I I Confluence 4.78 44'3= 0.00 C:4= 0.00 Cas= 0.00 Area = 1.84 =onf lues -e I I Analysis C-.1= 1.99 D:2= 0.00 1:'5= 0.00 I I I D= 6.37 I 1,,1= 5.08 1:2= 4.05 143= 0.00 1:4= 552.001 AR1= 0.4 AR2= 1.4 AR3= 0.0 AR4= 0.0 AR5= 0.01 1 1 I ..__..__.I ---------------- 01 = 0.0 C2 = 6.4 03 0.0 I------ I------- I.___I------ I------ I__.__I------ 04 = 0.0 C5 = 0.01 1 1 I__.__I------- 1._._I__..I..._I..__.I--------------- I I 1 I --------------- I---------------- I -"_..-I ------- I ------ ------ ---------------- ------ ------- ------ ------ ------ 1 562.0014 -100 -IU -fair) 0.914.0710.827911165.01 3.01 ------ I"""--- I ..1_...I ------- I ----- I"'"""""I""""I.... I ---- 1 --------------- 11.01--2222•• I 1 I--------- I Natural Channel travel...time - subarea flow addition i ------ ----- I I -----1-"'"."I 2.9710.059INat Ch 1 4.51 2301 0.81 ----- I Oavg= 22.97 I ___..._._I ................I___.__I___.-._ 1 1 563.001 i.._. ------ I ------ I C-100%IU•fairl 0.013.9110.825211151.51 0.01 ------ I ----- I--""""I""""I'"""I_""'I 11.81 ------ I I I______i_.__I-. I_--_-.I__-•-I..__..I__..-i.._._..I---_I._..I_.._I.___.I_--....__-..-_. i I__..___..I________________.____..I__.. 1 0.913.911 1 1 3.01 1 1 1 I I Summa,1 11,.al---___.._.__I 11 563.001 1 I________________I.--_-.I_...__.I__..I...__.I__..__I..__.I_____-I.___.I_._..--I--. I•___.__.I---------------- I i 563.001 I ------ I------- I.__.I------ I ------ I_..__I------ 0-100-IU-fairl 8.813.2910.812511151.51 23.61 ------ ------ I__.__I------- I__..1___.1_.__1_..__(.__.........._.11 I ----- I ------- i ---- I .... I ---- I ---- I ---- I ---- 1 16.21•--•••-------""I I I ----- I ----- --------- I ---------------- I ------ I ------- i ---- I ------ i ------ i ----- I TC'I- 11.8 TCN2= 16.2 TC -3- 0.0 I.__..I------- TC:4= 0.0 TC. -5= 0.01 1 1 I larges; i I I I Confluence a9l. 2.97 0=2= 23.59 06.3= 0.00 0"-'= 0.00 0'..5= 0.00 Area = 9.70 1 Confluence I I Analysis 171= 3.91 192= 3.29 143= 0.00 164= 0.00 l:5= 0.001 1 I I o= 26.08 1 563.001 ARI- 0.9 AR2= 8.8 ARB. 0.0 AR4= 0.0 AR5= 0.01 1 1 i 1 01 = 0.0 c2 - 26.1 03 = 0.0 j------- j.._ -j------ j------ j.___.------ 04 = 0.0 CS = 0.01 1 1___..1------- 1____1. ___I___.I___..I---- 1 1 1 .__.-- _.....__.I---------------- I________________1..___.I____.__i____I_...__I__..__I..__.I._....I..__.I__...___._____.1 1 1 ._._.__..I ................ ---------------- 1------ lotal study area = 9.70 (Ac.) I------ i------- I____I------ ------ I -__._j------ 1------ 1------- I.___I------ I------ 1____.1_____.I__._.I..__.._I.._.I peak flow rate = 26.083 j.__..i------- ._.i.__.I_._..j._-_.__..._._-.1 1.__..------- i___.I__..i____I_.__.I--------------- 1 (CFS) --------------- I I I ---------------- I------ 1------- I__._I------ j------ 1__.__1------ ................j ------ 1------- 1___.j------ j------ 1____.1------ i-------""--._.1I Version 2.5 Coryri Snt (c) CjvitCADD/Civet(DESIGN, ..................................................................... 1_._.-1------- I.__.I 1990 .......................................................I --------------- 79 +.." .... Hydrology Study Control Information •"' ...... ^ ••-- ' ________________________________________________________________________ RanPac Engineering Corporation, Temecula, CA - SIN 560 _----- ________ -------- _------ _--------- _------- Rational Method Hvdrology Program based on Riverside County Rational Hydrolocy Program ' Cavz1CAD0/C_vi1DESIGN Engineering Software, (c) 1990 Version 2.5 ' Rational Hydrology Study Date: 09/26/90 ' _____________________________________________________________________ T23064 REDKAWK ' 1 hour intensity = 1.600 (Ln./hr.) /ap YR. BA51AJ 500 +.." .... Hydrology Study Control Information •"' ...... ^ ••-- ' ________________________________________________________________________ RanPac Engineering Corporation, Temecula, CA - SIN 560 _----- ________ -------- _------ _--------- _------- Rational Method Hvdrology Program based on Riverside County flood Control 6 cater Conservation District ' 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Ccndition = 2 2 year, 1 hour precipitation = 0.580 (Inches) ' 100 year, 1 hour precipitation = 1.600 (inches) Storm event vear = 100.0 Calculated rainfall intensity data: ' 1 hour intensity = 1.600 (Ln./hr.) Slope of intens.ty duration curve = 0.5500 Process from Point/Station 511.000 to Point/Station 512.000 --++ INITIAL AP.EA EVALUATION +*+- - Initial area flow distance = 880.000(Ft.) Top (of initial area) elevation = 1290.500(Ft.) Bottom (of initial area) elevation = 1262.000(7t.) Difference in elevation = 28.500(Ft.) Slope = 0.03239 s(percent)- 3.24 ' TC = k(0.300)-[(lenath•3)/(elevat4-on chance)) -0.2 initial area time of concentration = 8.971 min - Rainfall intensity 4.550(In/Fr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient - 0.890 Decimal fraction soil group A = 0.000 Decimal fraction soil croup b = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) 69.00 ' Initial subarea runoff - 6.962(CFS) Total initial stream area = 1.720(Ac.) Pervious area fraction = 0.100 ++++......++++++++--_--+ ........... ----------- +-----+-+++-+--+-+ Process from Point/station 512.000 to Point/Station 513.000 •-+• STREET FLOW TRAVEL TINZ + SUSA.R=.A FLOW ADDITION -••• ' Top of street segment elevation = 1252.000(7t.) End of street segment elevation = 1235.500(7t.) gD 1 I I 1 h 1 11 I 1 Length of street segment 530.000(-t.) Height of curb above gutter _`local-ne = 6.0(:n.) width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 10.000(7t.) Slone from cutter to grade break (v/ht) 0.017 Slope from grade break to crown (v/hc) 0.0-7 Street flow is on 11) sioe(s) of the street Distance from curb to n.rcperty line = 10.000(7t.) Slone from curb to property line (v/ht) 0.020 Gutter width 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Hanning's N in gutter = 0.0150 Hanning's N from cutter to grade break 0.0'_50 Manning's N from crade break to crown 0.0150 Estimated mean flow rate at midpoint of street 11.819(C-5) Depth of flow = 0.365(7t.) Average velocity = 6.474(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.147(Ft.) Flow velocity = 6.47(Ft/s) Travel time = 1.36 min. TC 10.34 min. Adding area _`low to street SINGLE FAHILY (1/4 Acre Lot) Runoff Coefficient, 0.844 Decimal fraction soil croup A = 0.000 Decimal fraction soil group 3 = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(A.HC 2) = 69.00 Rainfall intens'_ty = 4.209(In/Hr) for a 100.0 year storm Subarea runoff 8.526(CFS) for 2.400(Ac.) Total runoff = 15.488(CF5) Total area = 4.120(Ac.) Street flow at end of street = 15.488(CFS) Half street flow at end of street 15.488(CFS) Death of flow = 0.393(7t.) Average velocity = 6.89'_(Ft/s) Flow width (from curb towards crown)= 15.805(Ft.) process from Point/Station 512.000 to Pont/Station 513.000 CONFLUENCE OF HINOR STREAMS Along Hain Stream numoer: '_ in normal stream number 1 Stream flow area = 4.120(Ac.) Runoff from this stream = 15.468(CFS) Time of concentration = 10.34 min. Rainfall intensity = 4.209(In/Hr) 11-1 ------------------ a+__+Y------ ii���l�ai�r��a�r------ +t + TAY + Process from Point/Station 512.100 to point/Station 512.200 •••� INITIAL ARTA EVALUATION '- Initial area flow distance 540.000(7t.) ,on (of initial area) elevation - 1334.000(Ft.) Bottom (of '_.._tial area) e'levat'ion = 1237.400(Ft.) Difference in elevation = 96.600(Ft.) Slope = 0.17889 s(percent)= 17.89 TC = k(0.710)'((length-3)/(elevation change)) -0.2 Initial area time of concentration = 12.408 min. Rainfall 'intensity 3.807(In/Hr) for a 100.0 year ste=m UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.823 I 1 1 1 I Decimal fraction soil group %. = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 1-000 Decimal fraction soil croup D = 0.000 RI 'index for soal(AMC 2) = 79.00 Initial subarea runoff = 11.096(CFS) Total initial stream area = 3.540(Ac pervious area fraction = 1.000 Process from Point/Station 512.200 to Point/Station IMPROVED CHANNEL TRAVEL TIKE . v . Upstream point elevation = 1237.40(7t.) Downstream point elevation = 1235.50(Ft.) Channel lencth thru subarea 220.00(Ft. Channel base width 1.000(Ft.) Slope or 'Z' of left channel bank 2.000 Slope or '2' of richt channel bank 2.000 Manning's 'N' = 0.015 Maximum depth of channel 2.000(Ft.) Flow(c) thru subarea = 11.096(CFS) Depth of flow = 0.793(Ft.) Average velocity 5.414(Ft/s) Channel flow top width 4.171(Ft.) Flow velocity 5.41(Ft/s) Travel time 0.68 min. Time of concentration = 13.09 min. Critical depth = 0.922(Ft.) Process from Point/Station 512.200 to point/Station ^•* CONFLUENCE OF MINOR STREAMS ••" Along Main Stream number: 1 in normal strewn number 2 Stream flow area = 3.540(AC.) Runoff from this stream 11.096(CFS) Time of concentration 13.09 min. Rairf a'_1 intensity 3.697(In/F.r) Summary Of stream data: stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/fir) 1 15.488 10.34 4.209 2 11.096 13.09 3.697 Largest stream flow has shorter time of concentration QP = 15.488 + sum of Qa Tb/Ta i1.096 0.790 8.764 QP = 24.252 Total of 2 streams to confluence: Flow rates before confluence point: 15.485 11.096 Area of streams before confluence: 4.120 3.540 Results of confluence: Total flow rate 24.252(CFS) Time of concentration 10.335 min. =ffective stream area after confluence 7.660(Ac.) 513.000 513.000 5 I 103 -7;Ca3o&�- ---- ------------- ....................+....- -,......._._=---- :--... Process from Point/Station 513.000 to Po_ t/Station 51-4.000 .... STREET FLOW TRAVEL TIME - SUBAREA :LOW 'DDI.:ON .... Top of street segment eievatuon = 1235.50C(Ft.) End of street segment elevation = 1211.000(Ft.) Length of street segment = 450.000(Ft.) Height of curb above gutter flowline 6.0(ln.) Width of half street (curb to crown) = 20.000(7t.) Distance from crown to crossfall grade break = 10.D00(Ft.) Slope from gutter to grade break (v/hz) = 0.017 Slope from crade break to crown (v/hz) 0.017 Street `_low is on (1) 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 = 1.900(In.) Manning's N in gutter - 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street 27.529(CFS) ' Depth of flow = 0.458(Ft.) Average velocity = 8.109(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.616(Ft.) 1 Flow velocity = 8.11(Ft/s) Travel time = 0.92 min. TC = 11.26 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) ' Runoff Coefficient = 0.842 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil grout C = 1.000 Decimal fraction soil group D - 0.000 RI index for soil(AMC 2) = 69.00 Rainfall intensity = 4.016(In/Hr) for a 100.0 year storm Subarea runoff 6.995(CFS) for 2.070(Ac.) ' Total runoff = 31.247(C7S) Total area = 9.730(Ac.) Street flow at end of street - 31.247(CFS) Half street flow at end of street = 31.247(CFS) Depth of flow = 0.475(Ft.) Average velocity = 8.380(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) ' +++++++.++++++.+. .++-+++............ +.......... ..+-+........ ..--+-.- Process from Point/Station 514.000 to Point/Staticn + PIPEFLOW TRAVEL T:ME (User specified size) Upstream point/station elevation - 1206.52(7t.) Downstream point/station elevation = 1197.50(Ft.) ' Pipe length 95.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Regu_red pipe flow 31.247(CFS) Given pipe size = 24.00(in.) Calculated individual pipe -`low = 31.247(CFS) ' Normal flow depth in pipe = 11.26(Ir..) Flow top width inside pipe = 23.95(In.) critical Depth = 22.56(In.) Pipe flow velocity = 21.58(Ft/9) Travel time through pipe = 0.07 min. Time of concentration (TC) = 11.33 min. I 103 -7;Ca3o&�- I I I I +.+++++r+++++++++++..-++. -+-+--++--+ Process from Point/Station 522.000 to Point/Station 1.000 p-pEFLOn :RAVE:. 7 -ME (User specified size) Upstream point/station elevation = 1203.00(Ft.) Downstream point/station elevation. _ =198.00(Ft.) Pipe length 30.00(7t.) Mann_ng's N = 0.013 No. of pipes = 1 Recu_red pipe f' -ow 1.156(CFS) Given pipe site = 18.00(In.) Calculated individual pipe flow = 1.156(CFS) Normal flow depth in pipe = 2.03(In.) Flow top width inside pipe = 11.40(1n.) Critical Decth - 4.81(1n.) Pipe flow velocity = 10.51(Ft/s) '-'ravel time throuch pipe = 0.05 min. Time of concentration (TC) 5.29 min. Process from Point/Station 522.000 to point/Station 1.000 '' " CONFLUENCE OF MINOR STREAMS *- Along " Along Hain Stream numbe Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = i in normal stream hummer 2 220(Ac.) 1.156(CFS) 5.29 min.. .OE3(Ir./1ir) M ?rro cess `nom ?o int/Stat con 514.000 to Point/Scat ion 1.000 CONFLUENCE OF HINOR STR:AMS Along Hain Stream number: I :n normal stream numoer '_ Stream flow area = 9.730(Ac.) Runoff from this stream = 31.247(C7S) Time of concentration = 11.33 min. Rainfall intensity 4.001(in/Hr) process from Point/Station 521.000 to Point/Station 522.000 INITIAL AREA EVA.LVATION .- Initial area flow distance = 130.000(Ft.) Top (of initial area) elevation = 1211.500(Ft.) Bottom (of initial area) elevation = 1206.500(Ft.) Difference in elevation = 5.000(Ft.) Slone = 0.03846s(percent)- 3.85 TC = k(0.390)'((length^3)/(elevation change))^0.2 ' Initial area time of concentration = 5.244 min. Rainfall intensity = 6.114(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.860 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction sc4_1 croup D = 0.000 RI index for soil(AMC 2) = 69.00 Initial subarea runoff = 1.156(CFS) Total initial stream area = 0.220(Ac.) 7 Pervious area fraction - 0.500 I I I I +.+++++r+++++++++++..-++. -+-+--++--+ Process from Point/Station 522.000 to Point/Station 1.000 p-pEFLOn :RAVE:. 7 -ME (User specified size) Upstream point/station elevation = 1203.00(Ft.) Downstream point/station elevation. _ =198.00(Ft.) Pipe length 30.00(7t.) Mann_ng's N = 0.013 No. of pipes = 1 Recu_red pipe f' -ow 1.156(CFS) Given pipe site = 18.00(In.) Calculated individual pipe flow = 1.156(CFS) Normal flow depth in pipe = 2.03(In.) Flow top width inside pipe = 11.40(1n.) Critical Decth - 4.81(1n.) Pipe flow velocity = 10.51(Ft/s) '-'ravel time throuch pipe = 0.05 min. Time of concentration (TC) 5.29 min. Process from Point/Station 522.000 to point/Station 1.000 '' " CONFLUENCE OF MINOR STREAMS *- Along " Along Hain Stream numbe Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = i in normal stream hummer 2 220(Ac.) 1.156(CFS) 5.29 min.. .OE3(Ir./1ir) M IM - on 531.000 to Point/Station 532 OCO ?rocess from Point/;tau iN_ IAL AREA EVALUA-ION Initial area `_low distance = 740.000(Ft.) Top (of initial area) elevation = 1263.300(Ft.) Bottom (of initial area) elevation = 1255.000(Ft.) Difference in elevation = 8.300(Ft.) Slope = 0.01122 s(percent)= 1.12 1 TC k(0.350)•[(length-3)/(elevation change))-0.2 Initial area time of concentration 13.452 min. Rainfall intensity = 3.641(in/Y.r) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.836 Decimal fraction soil croup A - 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) 69.00 _ Initial subarea runoff = 11.178(CFS) _ Total initial stream area = 3.670(Ac.) Pervious area fraction - 0.500 -++++++.++-+++-+++++-.-++--++++------- iii.T+++++.--T+-+ Process from Point/Station 532.000 to Point/Station 533.000 +•.. STREET FLOW TRAVEL TIN.-.+ SUBAREA FLOW ADDITION ' Top of street se=ent elevation = 1255.000(Ft.) End of street segment elevation = 1207.500(Ft.) Length of street segment = 850.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of hal`_ street (curb to crown) = 20.000(7t.) Distance from crown to crossfall grade break 10.000(Ft.) - Slope from gutter to grade break (v/h=) = 0.017 Slope from grade break to crown (v/*.z) - O.OI7 - Street flow is on (13 side(s) of the street Distance from curb to property 'line s10.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width 2.000(Ft.) Gutter hike from flowline = 1.900(In.) = Mann-4 N in gutter 0.0150 Manning's N from cutter to grade break 0.0150 Harning's N from crade break to crowr. 0.0150 Estimated mean flow rate at midpoint or street 16.767(CFS) ' Depth of _`low 0.396(Ft.) - Average veloc: y = 7.324(Ft/s) Street'`1ow hyaraulics at midpoint of street travel: Halfstreet flow width - 15.959(7-.) Flow velocity - 7.32(Ft/s) ' Travel time = 1.93 min. TC 15.29 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.532 Decinal fraction soil grow? A - 0.000 Decimal fraction soil group -n = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil croup D = 0.000 RI index for soil(A.`fC 2) = 69.00 Rainfall intensity = 3.382(In/Hz) for a 100.0 year storm 1 Subarea runcff = 10.320(CFS) for 3.670(Ac.) Total runoff = 21.509(CFS) Total area = 7.340(Ac.) IM - I Street flow at end of street = 21.509(CFS) Saif street flow at end of street 21.509(CFS) Depth of flow = 0.425(Ft.) ' Averace velocity = 7.749(Ft/s) =low width (from curb towards crown)= 17.661(Ft.) I+++++_++_.++........+.+.._..++...++..-------- ..+._+-- --------------- Process from Point/Station 533.000 to Point/Station 1.000 -`.` PIPET Ow TRAVEL TIME (User specified site) Upstream point/station elevation = 1202.86(Ft.) Downstream point/station elevation = 1198.00(7t.) Pipe length = 25.00(Ft.) Mannings N = 0.013 No. of pipes - 1 Recu_red pipe flow 21.509(CFS) Given pipe sire = 24.00(1n.) Calcu'_ated individual pipe flow = 21.509(CFS) Normal _`low depth in pipe = 7.57(In.) Flow top width inside pipe = 22.30(In.) Critical Depth = 19.89(In.) Pipe _`low velocity = 25.32(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 15.40 min. +.++++++.++.+++++.++..+ Process from ?oint/Station 533'000 to Point/Station 1.000 + CONFLUENCE OF MINOR STR_ZA.MS ` Along Main Stream number: 1 in normal stream number 3 Stream _`low area = 7.340(Ac.) Runoff from this stream = 21.509(CFS) Time of concentration = 15.40 min. intensity = 3.380(In/'2.r) IRainfall } Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (in/'r) 1 31.247 11.33 4.001 2 1.156 5.29 6.083 3 21.509 15.40 3.380 Largest stream flow has shorter time of concentration qp = 31.247 + sum of qa Tb/Ta ' 1.156 2.142 = 2.477 21.509 - 0.736 = 15.827 qp = 49.551 Total of 3 streams to confluence: Flow rates before confluence point: 31.247 1.156 21.509 Area of streams before confluence: 9.730 0.220 7.340 Results of confluence: Total flow rate = 49.551(CFS) r Time of concentration - 11.334 min. Effective stream area after confluence = 17.290(Ac.) ............. T.:++-..T-T-.T++T+-s-..T-----t-=;.T---.+T+--.-----. iiie+T Process from Point/Stdtion 1.000 to ?oint/Station 2.000 PIPE -.LOW TRAVEL T:M (User specified size) 1 r I I upstream point/station elevation = 1195.00(Ft.) Downstream point/s.ation elevation = 1'_52.50(Ft.) ?ipe lencth = 780.00(Ft.) Manning's N = 0.013 No. of n-pes = 1 Recuired pipe `_low = 49.551(CFS) Given pipe size = 30.00(in.) - Calculated individual pipe :low 49.551(CFS) Normal `_low depth in pipe = 15.00(In.) Flow top width inside pipe = 30.00(In.) Critical Depth = 27.54(In.) Pipe `low velocity = 20.18(Ft/s) :ravel time through pipe 0.64 min. T -me of concentration (TC) = 11.98 min. L I tM process from Point/Station 541.000 to Point/Station 542.000 -- INITIAL AREA EVALUATION -- Initial area flow distance = 970.000(Ft.) Top (of initial area) elevation = 1275.000(Ft.) Bottom (o`_ initial area) elevation = 1163.100(7t.) Difference :n elevation - 111.900(rt.) Slope = 0.11536 s(percent)= 11.54 TC = k(0.390)•((lenoth^3)/(elevation change))^0.2 Initial area time o: concentration = 9.405 min. 1 Rainfall intensity = 4.434(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.846 Decimal fraction soil croup A = 0.000 i Decimal fraction soil croup 3 = 0.000 Decimal fraction soil croup C = 1.000 Decimal fraction soil croup D = 0.000 RI index for soil(AMC 2) = 69.00 Initial subarea runoff = 5.066(CFS) Total initial stream area = 1.350(Ac.) Pervious area fraction = 0.500 i++Y -------- ++..YY_+Y_Y_Y_++____+_+_Y__Y+_Y_+_+YY++++_____+____.+ Process from Point/Station 541.000 to Point/Station 542.000 _*^ CONFL'uENCE OF MINOR STRSAMS R—' Along Main Stream numoer: 1 in normal stream number 1 Stream _`low area = 1.350(Ac.) Runoff from this stream = 5.066(CFS) 1 Time o: concentration 9.41 min. Rainfall intensity 4.434(In/Br) rYY+Y++YY _rrrr++Y.i++r r_+. _ Y .+r+------------------YYr+.r_ ____-- Process from ?oint/Station 541.'_00 to point/Station 542.000 •�•• :NI__Ai AREA EVALUATION --I- -"Initial Initialarea flow distance = 740.000(Ft.) Top (of initial area) elevation = 1IS2.500(7t.) Bottom (of'initial area) elevation = I163.100(Ft.) Difference in elevation - 19.40C(Ft.) Slope = 0.02622 s(percent)= 2.62 TC = k(0.390)•((iengtb-3)/(elevation chance))^0.2 Initial area time of concentration - '_1.351 mini. Rainfall intensity = 3.998(In/Hr) for a 100.0 year storm SINGLE -AMILY (1/4 Acre Lot) Runoff Coefficient = 0.541 L I tM D,, -,,al fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil croup 0 = 0.000 Al index for so:l(AMC 2) = 69.00 Initial subarea runoff = 4.709(CFS) Total initial stream area = 1.400(Ac Pervious area fraction = 0.500 Process from Point/Station 541.100 to Point/Station 542.000 •••• CONFLUENCE OF MINOR STREAMS -- Along Main Stream number: 1 :n normal stream number 2 Stream flow area = 1.400(Ac.) Runoff from this stream 4.709(CFS) Time of concentration 11.35 min. Rainfall intensity - 3.998(In/1.Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) i 5.066 9.41 4.434 2 4.709 11.35 3,998 Largest stream flow has shorter time of concentration Qp = 5.066 + sum of Qa Tb/Ta 4.709 0.829 3.902 Qp 8.968 Total of 2 streams to confluence: Flow rates before confluence point: 5.066 4.709 Area of streams before confluence: 1.350 1.400 Results of confluence: Total flow rate = 8.968(CFS) Time of concentration = 9.405 min. Effective stream area after confluence = 2.750(Ac.) Process from Point/Station 551.000 to Point/Station 552.000 •••• INITIAL AREA 7 -VALUATION •••• Initial area flow distance = 710.000(7t.) Ton (of initial area) elevation = 1205.000(Ft.) Bottom (of initial area) elevation = 1164.260(7t.) Difference in elevation = 40.740(Ft.) 51ope = 0.05738 s(percent)= 5.74 TC - k(0.300)•j(length-3)/(elevat4-on chance)) -0.2 Initial area time of concentration = 7.343 min. Rainfall intensity = 5.080(1n/Mr) for a 100.0 year storm COM-Ir-RCIAL subarea type Runoff Coefficient 0.891 Dec'_mal fraction soil group A = 0.000 Decimal fraction soil croup 9 = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(A`1C 2) = 69.00 Initial subarea runoff 1.991(CFS) M M Total in -tial stream area 0.440(Ac.) Pervious area fraction = 0.100 ................................. ++.+...-r+...+.+.........+.r from Point/Station 551.000 to Point/Station 552000 Process •••" CONFLUENCE OF MINOR STREATtS '•^ Along Hain Stream number: 1 4n normal stream number 1 Stream flow area = 0.440(Ac.) Runoff from this stream 1.991(CFS) 7.34 min. Time of concentration Rainfall intensity 5.080(In/Fir) 55'--.100 to Point/Station 552.000 Process from Point/Station •^• INITIAL AREA EVALUATION •"• Initial area :low distance 710.000(Ft.) Top (of initial area) elevation = 1182.500(Ft.) Bottom (of initial area) elevation = 1163.100(Ft.) I Difference in elevation = 19.400(Ft.) 0.02732 s(percent)= 2.73 Slope = -0-2 TO = k(0.390)"[(length^3)/(e1evation change)] Initial area time of concentration = 11.073 min. Rainfall intensity = 4.053(In/Y.r) for a 100.0 year storm ' SINGLE FAMILY (1/4 Acre Lot) Runoff Coef_`icient - 0.842 Decimal fraction soil croup A = 0.000 Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C - 1.000 Decimal fraction soil croup D = 0.000 ;T RI index for so -41 -(AMC 2) = 69.00 Initial subarea runoff = 4.778(CFS) Total initial stream area = 1.400(Ac.) Pervious area fraction = 0.500 Process from Point/Station 551.100 to Pc-nt/Stat'On 552.000 CONFLUENCE OF MINOR STREAKS Along Main Stream numoer: l :n normal stream number 2 Stream flow area = 1.400(Ac.) Runoff from this stream = 4.778(CFS) ' Time of concentration 11.07 min. Rainfall intensity - 4.053(In/Er) Summary of stream data: ' Stream Flow rate TC Rainfall Intensity (_n/-_) No. (CFS) (min) ' 1 1.991 7.34 5.080 2 4.778 li.07 4.053 Largest stream flow has longer time of concentration Qo = 4.778 sum of Qb !a/lb 1.991 0.798 1-.588 Qp 6.366 ' Total of 2 streams to con_`luence: Flow rates before confluence point: M 1.99'_ Area of streams before conflvence: 0.440 1.400 Results of confluence: Total flow rate = 6.366(C. ' ?ime of ccncentration = '_'_.073 min.. festive stream area after confluence = 1.840(Ac "_.) Natural valley channel type used L.A. County flood control district formula for channel velocity: velocity = (7 + B(c'.352)(slope-0.5) Velocity using mean channel flow = 4.54(Ft/5) Correction to map slope used on extremely rugged channels with drams and waterfalls (Plate D-6.2) Normal channel slope - 0.0587 Corrected/adjusted channel slope = 0.0557 Travel time = 0.54 min. TC = 1'_.E3 min. Adding area flow to charnel UNDEV_LOP:D (fair cover) subarea Runoff Coefficient - 0.825 Decimal fraction soil croup A = 0.000 Decimal fraction soil group 9 = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction sc'_1 group D = 0.000 RT index for so iI(AYC 2) = 79.00 Rainfall intensity - 3.909(In/Hr) Subarea runoff = 0.000(C7S) for for a 100.0 year storm 0.000(Ac.) q6 process from Point/Station 561.000 to Point/5tation 562.000 INITIAL AR.SA EVALUATION initial area flow distance = 460.000(Ft.) Top (of initial area) elevation = 1275.000(Ft.) Bottom (of initial area) elevation = 1165.000(7t.) Difference in elevation = 110.000(Ft.) Slove = 0.23913 s(percent)= 23.91 TC - k(0.110)•[(1ength-3)/(elevation change))'0.2 1 Initial area time of concentration - 10.981 min. Rainfall intensity 4.071(In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.828 I Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 AI index for soil(AHC 2) = 79.00 In �ial subarea runoff_ = 2.966(CFS) Total initial stream area = 0.880(Ac.) ' Pervious area fraction = 1.000 +++i--------+TT-Y++1T+-+i1T++Y++.'F+-.-.++.T-+--- ----------------- Process from ?oirt/Station 562.000 to Pcint/Stat cn 563.000 NATURAL CHANNEL TIME T SUBAREA FLOW ADDITION Top of natural channel elevation = 1165.000(Ft.) End of natural channel elevation = 1151.500(Ft.) ' Length of natural channel 230.000(Ft.) Estimated mean flow rate at midpoint of channel = 2.966(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: velocity = (7 + B(c'.352)(slope-0.5) Velocity using mean channel flow = 4.54(Ft/5) Correction to map slope used on extremely rugged channels with drams and waterfalls (Plate D-6.2) Normal channel slope - 0.0587 Corrected/adjusted channel slope = 0.0557 Travel time = 0.54 min. TC = 1'_.E3 min. Adding area flow to charnel UNDEV_LOP:D (fair cover) subarea Runoff Coefficient - 0.825 Decimal fraction soil croup A = 0.000 Decimal fraction soil group 9 = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction sc'_1 group D = 0.000 RT index for so iI(AYC 2) = 79.00 Rainfall intensity - 3.909(In/Hr) Subarea runoff = 0.000(C7S) for for a 100.0 year storm 0.000(Ac.) q6 Stream Flow rate TC Total runoff = 2-966(CFS) Total area = C.S50(Ac.) No. ........................... (min) _•__•__• 1 from Point/Station $62.000 to Point/Station 563.000 11.83 Process •..• CONFLUENCE OF MINOR STPEA-MS .... 2 Along Hain Stream number: 1 in normal stream number 1 16.17 Stream flow area O.88O(Ac.) Largest Runoff from this stream = 2.966(CFS) time of concentration Time of concentration = 11.83 min. 23.586 + Rainfall intensity 3.9O9(In/P.r) Qb 562.500 to Point/Station 563.000 Process from Point/Station 2.966 - INITIAL AREA EVALUATION "" 1 Qp = Initial area flow distance - 99O.000(Ft.) = 1310.00O(Ft.) Top (of initial area) elevation Bottom (of initial area) elevation - 1151.5OO(Ft.) Difference in elevation = 156.50O(Ft.) 1 Slope = 0.16010 s(percent)= 16.01 TC - k(O.710)•((length^3)/(elevation change)) -0.2 Initial area time of concentration = 16.167 min. Rainfall intensity = 3.291(In/Er) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.813 Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 0.000 1 Decimal fraction so'_1 croup C - 1.000 Decimal fraction soil croup D = 0.000 RI index for soil(i.HC 2) = 79.DO Initial subarea runoff = 23.586(CFS) Total initial stream area 8.82O(Ac.) Pervious area fraction = 1.000 process from Point/Station 562.500 to ?pint/Station 063.000 ••_. CONFLUENCE OF MINOR ST?,:;,MS '— Along Hain Stream number: 1 in normal stream number 2 Stream flow area = 8.820(Ac.) Runoff from this stream = 23.586(CFS) Time of concentration = 16.17 min. Rainfall intensity = 3.291(:n/Hr) Summary of stream data: Stream Flow rate TC Rainfall :ntensity No. (CFS) (min) (In/•`•_) 1 2.966 11.83 3.909 2 23.586 16.17 3.291 Largest stream flow has longer time of concentration QP = 23.586 + sum of Qb Ia/:b 2.966 - 0.8:2 = 2.498 Qp = 26.083 Total of 2 streams to confluence: Flow rates before confluence ?o'-nt: 2.966 23.586 1� / I v Area of streams before confluence: O.S80 8.620 Results Of confluence: Total flog race = 26.063(c -s) Time of concentration - 16.167 min. T-ffective stream area after confluence = 9.700(Ac.) -nd of computations, total study area = 31.58 (Ac.) .he follo�ing figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.682 Area averaged R1 index number = 73.2 I v 1 1 1 1 1 i 1 1 1 i 1 1 1 1 1 Hydraulic Calculation CATCH BASINS SIZING V I I 1 1 C. 6 N 2 SCUPS LINE SDP ATINOS EEF —I— rLDr ;iCDNCRETE LOU T T EP GRATING 6 GUTTER PLAN NOTES L THIS CHART GIVES GRATING CAPACITIES OF STAMOARD CITY GRATINGS (STANDARD PLAN NO B-2523) DEVELOPED FROM HYD- RAULIC MODEL STUDIES FOR VARIOUS VALLIS OF'D' ON THE INDICATED SLOPE. 2 THIS CHART IS APPLICABLE ONLY TO COM- DITIOMS SHOWN ON THE ABOVE SKETCH. 1 THIS IRREGULARITY RESULT FROM THE HYDRAULIC INTERFERENCE OF THE M BEAR SUPPORTING THE AOJOIMIMG GRATINGS. I3-,— _ - — — --- r-- — - —J —.... — -- ----.._....-' - ..... . E I CCRe LVc , C I A- I L IIr CON C. GUTTER' 1 I TYPICAL HALF STREET SECTION (ABOVE BASIN) -- 7 .B .9 LO -- --_ Ic S --I:: ESic-N CHAR LL -23 S;,.C,-vV:G EF==CT OF SLOPE GRATING CC.?A,Li I ICJ , ..._._.._.. 1___cr _•_.-SURE-4U OF E:,'G;NEERING-CITY OF LOS ANG= -c- I""'-: -'.• _� DE?-RTMEN7 OF PUoUC WORKS STORM DRAIN DESIGN DIVISION , IS !S57 _ .2 .3 .4 7 .J .S 1.0 t- 0 -DEPTH OF FLOIY (F7) ABOVE .'IvRi+AL GU -TER GR -13- (,,y aiLV = 3 G 2 c, 5 rHydPomyy) -2. I OrK (�Pervown �.7 L- C- �- 71 = 5 e— %, 2F- LI IL 'ter.-.. �:: _.. .1.�-- _•__•_ •- .. y... 0 -- --_ Ic S --I:: ESic-N CHAR LL -23 S;,.C,-vV:G EF==CT OF SLOPE GRATING CC.?A,Li I ICJ , ..._._.._.. 1___cr _•_.-SURE-4U OF E:,'G;NEERING-CITY OF LOS ANG= -c- I""'-: -'.• _� DE?-RTMEN7 OF PUoUC WORKS STORM DRAIN DESIGN DIVISION , IS !S57 _ .2 .3 .4 7 .J .S 1.0 t- 0 -DEPTH OF FLOIY (F7) ABOVE .'IvRi+AL GU -TER GR -13- (,,y aiLV = 3 G 2 c, 5 rHydPomyy) -2. I OrK (�Pervown �.7 L- C- �- 71 = 5 e— %, 2F- •.......................................................................... ••••• ST w__. FLOW -ALC'-'LAT IONS ••••• ........................................................................... CALCULATE STREET CAPACITY GIVEN: Street Slope = .060000 (Ft./Ft.) Is 6.0000 Depth of Flowr-cerr ................................................ This software prepared for: Ranpac Engineering ................................................ ••' OPEN CHANNEL FLOW - STREET FLOW ••• Street Slope (Ft./Ft.) = .0600 Mannings "n" value for street = .015 Curb Height (In.) = 6. Street Halfwidth (Ft.) = 20.00 Distance From Crown to Crossfall Grade Break (Ft.) = 10.00 Slope frau Gutter to Grade Break (Ft./Ft-) = .017 Slope from Grade Break to Crown (Ft./Ft.) Is .017 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Fr.) = 10.00 Slope from curb to property line (FT -/F1.) Is .020 Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 1.900 Hannings "n" value for gutter and sidewalk = .015 Depth of flow = .470 (FtJ = C.20Y/r: _i. _ Average Velocity = 8.00 (Ft./Sec.) NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN Streetflow Hydraulics Halfstreet Flow Width(Ft.) = 20.00 Flow Velocity(Ft./Sec.) = 7.11 Depth'Velocity = 3.34 Flow rate of total street channel Is 29.11 (CFS) Flow rate in gutter = 8.79 (CFS) Velocity of flow in gutter and sidewalk area = 11.250 (Ft./Sec.) Average velocity of total street channel = 8.001 (Ft./Sec.) �r �l d%/c) Gro 115 ****** STREET FLOW CALCULATIONS ****** ++#w+++#w++#Y**#wwww*xxwxwxx*xx***Yxx*w#x#w*xY*+*w+wx:**wwxwxw#w++w*++wwwww CALCULATE DEPTH OF FLOW GIVEN: Street Slope = .060000 (Ft./Ft.) = 6.0000 Given Flow Rate = 20.70 Cubic Feet/Second This software prepared for: Ranpac Engineering *** OPEN CHANNEL FLOW - STREET FLOW *** StreetSlope (Ft./Ft.) _ .0600 " - Mannings "n" value for street = .015 Curb Height (In.) = 6. Street Hal width (Ft.) = 20.00 - Distance From Crown to Crossfall Grade Break (Ft.) = 10.00 Slooe from Gutter to Grade Break (Ft ./Ft.) _ .017 Slope from Grade Break to Crown (F` -/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.) = 2.000 - - Gutter hike from flowline (In.).= 1.900 ' _ Mannings "n" value for gutter and sidewalk - 015 Depth of -flow = .426 (F`.) Average Velocity = 7.38 (Ft./Sec.) ' Streetflow Hydraulics Halfstreet Flow Width(Ft.) - 17.75 Flow Velocity(Ft./Sec.) = 6.35 _ Depth*Velocity = 2.71 Flow rate of total street channel = 20.70 (CFS) Flow rate in gutter = 7.30 (CFS) Velocity of flow in gutter and sidewalk area = 10.517 (Ft./Sac.) I Average velocity of total street channel = 7.353 (Ft./Sec.) L cF=;cam s7ANG:.RD No IBB I cuRe uNE /CURB LINE AOR AT Iw Oa ) _ i I "0. L�CONVETC TTEAII,• ! — — — — I I L Lou 1 GRATING 8 GU77ER PLAN 1 3 - L cF=;cam s7ANG:.RD No IBB I 6.0 cuRe uNE /CURB LINE AOR AT Iw Oa I—lo' ( zO' _ i I "0. L�CONVETC TTEAII,• ! — — — — I I L Lou CONC. CU CTE R" GRATING 8 GU77ER PLAN 3 - TYPICAL HALF 57ftE.7 SLCIION Ic (ABOVE BASIN) i NOTES L THIS CHART GIVES CRATING CAPACITIEO _--'6 7.8 .9 LO L] — OF STANDARD CITY GRATINGS (STANDARD ,-� FLAN No 0-2523) DEVELOPED FRG" NTD• - __ —=— --- —_— ' RAULIC MODEL STUDIES FOR VARIOUS VALUES -- OF•D' ON THE INDICATED SLOPE. :�-- — —' :7— 2. THIS CHART IS APPLICABLE ONLY TD COX' -- OITIONS ]NOSlN ON THE ABOVE SKETCH. _-_—=:_i:_; _==;' 1 THIS IRREGULARITY, RESULTS FROM THE HYDRAULIC INTERFERENCE OF THE H BEAM SUPPORTING THE AD.IIIMIMC GRA INCS. -- _—_--L_: zo l 6.0 3I! __ EE _ 1•_ .__. •_ .......... __— ,u..•--'-. 5'.O'.Yi::� L--EC7 OF SLOPE GR,.TING CAPACI i l ES -- -- - •' - --•—•SUftE>:% OF :iG"'°IEcnING-CITY OF LOS XYGZ: ES DEPARTbiEN7 of PUcuc WORKS J._ i_=;::: - STORM Oft-'-I•'J DESIGN DIVI_ION .__.._. ... _.. _. ..............I ._�.I ....GLSIc-;qCD v I - - - z 3 4 S 7 .3 .: ).0 I- ST $LD"r- a � G= GE'r7H OF FLOW (FT 'd ABOVE NC'niiAL GUT. TER GnAGE r 3 - Ic 3I! __ EE _ 1•_ .__. •_ .......... __— ,u..•--'-. 5'.O'.Yi::� L--EC7 OF SLOPE GR,.TING CAPACI i l ES -- -- - •' - --•—•SUftE>:% OF :iG"'°IEcnING-CITY OF LOS XYGZ: ES DEPARTbiEN7 of PUcuc WORKS J._ i_=;::: - STORM Oft-'-I•'J DESIGN DIVI_ION .__.._. ... _.. _. ..............I ._�.I ....GLSIc-;qCD v I - - - z 3 4 S 7 .3 .: ).0 I- ST $LD"r- a � G= GE'r7H OF FLOW (FT 'd ABOVE NC'niiAL GUT. TER GnAGE Ic — - ---......_......_. ._._ _'_ 3I! __ EE _ 1•_ .__. •_ .......... __— ,u..•--'-. 5'.O'.Yi::� L--EC7 OF SLOPE GR,.TING CAPACI i l ES -- -- - •' - --•—•SUftE>:% OF :iG"'°IEcnING-CITY OF LOS XYGZ: ES DEPARTbiEN7 of PUcuc WORKS J._ i_=;::: - STORM Oft-'-I•'J DESIGN DIVI_ION .__.._. ... _.. _. ..............I ._�.I ....GLSIc-;qCD v I - - - z 3 4 S 7 .3 .: ).0 I- ST $LD"r- a � G= GE'r7H OF FLOW (FT 'd ABOVE NC'niiAL GUT. TER GnAGE I C' :'.L-•.. c c.C�•c G C -(f Cry_ --------- -- w�', 7r,T re 'G1' = _ G,- G< _ 11. l 7-0C.�-O = /�.f, - 7/. = ;.5 GFS dY )f55 ql I ' QST /V✓D CrG+±c 5 ' z+wa+wraw+z+rxrwaaaa+aza.+waaa+z♦a+ra+wa+rr+zwz++.+rw+♦++rag++aa www+.....wa **++** STREET FLOW CALCULATIONS ++a+ar arxta+twarrrrrxrxxa++++txrt+r+tax+rr♦rr rawz+a++rxwa++rxwrrxxx+++rag+.awz+++ ' CALCULATE DEPTH OF FLOW GIVEN: Street Slope = .050000 (Ft./Ft.) Given Flow Rate = 14.60 Cubic Feet/Second +aa.rrxra++r sit+gar++rraz++++rr+ar+r+aara+++rrwrw+r.raaarr.rrrar+rrwa++ra.+rr This software prepared for: Ranpac Engineering :ttz++++txrr+zrrr+rra+rirrrrxx+rrr++rxrrrrwrarr.+rrtw+r+rxrrxxr.rxat+rxwrrwra *+* OPEN CHANNEL FLOW - STREET FLOW *** Street Slope (Ft./Ft.) _ .0500 ' Mannings "n" value for street - .015 Curb Height (In.) = 6. - Street Hal£width (Ft.) = 20.00 Distance From Crown to Crossfall Grade Break (F:.) = 10.00 ' Slope from Gutter to Grade Break (Ft. /Ft.) _ .O17 Slope from Grade Break to Crown (Ft./Ft.) .017 Number of Halfstreets Carrying Runoff 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.) _ .1.900 Mannings "n" value for gutter and sidewalk = .015 - Deoth of flow = .395 (Ft.) ' _ - Average Velocity = 6.39 (Ft./Sec.) - Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 15.95 Flow Velocity(Ft./See.) = 5.35 Depth+velocity = 2.11 Flow rate of total street channel = 14.60 (CFS) Flow rate in gutter =. - 5.76 (CFS) ' velocity of flow in gutter and sidewalk area = 9.102 (Ft./Sec.) Average velocity of total street channel = 6:3&6 (Ft./Sec.) I&A I 1 1 11 1 I 1 i 1 2nd Two 6ro-F'E5 +rrf+ar++a»rrf<waaarffxfarr+aa<r+♦rrr+<x»rrrxff aarrrrwxxaf+<awraxrrxaxr +***•* STREET FLOW CALCULATIONS**** ****+* a+rrf++r+aaaxrrrrxxxxarwwrwwxxarrxarxxffxx w»r+r wwwa+wrrrxxxx»r wxxxx+xxwarwf CALCULATE DEPTH OF FLOW GIVEN: Street Slope = .050000 (Ft./Ft.) = 5.0000 2 Given Flow Rate = 8.10 Cubic Feet/Second +r++++<frrrrf+fx»f»+r»xrr++««<xxfe<rxrrr++<xrr+rraxxrxaaarf+x<xx<xr+<aarrre This software prepared for: Ranpac Engineering xxaar+++++<f+++rxrr+r+<+aa»r+r+r+f rffr+f+<f»rrr+<++rr*r+r+++++xtf+++x*f rf rf<f ++x OPEN CHANNEL FLOW - STREET FLOW *** Street Slope (Ft./Ft.) _ - .0500 Mannings "n" value for street .015 Curb Height (In.) = 6. Street Halfwidth (Ft.) = 20.00 _ Distance From Crown to Crossfall Grade Break (Ft.) = 10.00 Slope from Gutter to Grade Break (Ft./Ft.Z = .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 mromerty line (Ft./Ft.) _ .020 Gutter width (Ft.) = 2.000 Gutter hike from flowline (In..) = 1.900 Mannings "n" value for gutter and sidewalk = .015 (Ft.). Deoth of flow=334 (F`.). Average Velociy = 5.69 Street-'low Hydraulics - Halfstreet Flow Width(Ft.) = 12.36 _ Flow Velocity(Ft./Sec.) = 4.38 Depth*Velocity = 1.47 Flow rate of total street channel = 8.10 (CFS) Flow rate in cutter = 4.10 (CFS) Velocity of flow in gutter and sidewalk area = 8.027 (Ft./Sec.) Average velocity of total street channel = 5.692 (Ft./Sec.) -re 0.306& -4�/ 1 1 1 1 } : A — = c Ic- STANCARD Nc ICE j I E CUNB UNE C ,CURD LINE �Oe ATIN01 1—ID (' gip' 1 irr I 1 d I _ _i .5' rLON fto.RETE ! I LOUT, ER CON C. GUTTER LI� GRATING B GUTTER PLAN TYPICAL HALF STREET SECTION i NOTES (ABOVE BASIN) L THIS CHART GIVES OUTING CAPACITIES rr-- — OF STANDARD CITY GRATINGS (STANDARD r _ _6 7 .6 9 LCI — _--- PLAAI NO B':5.1) DEVELOPED FROM HYD- I.------ RAULIC MODEL STUDIES FOR VARIOUS VALL23� •-•-- -- �- i OF -D OM THE INDICATED SLOPE. 2 THIS CHANT 15 APPLICABLE ONLY TO CON- r -• ^• -�- '� _ _. _. OITIONS SHOWN ON THE ABOVE SKETCH. 1 .THIS IRREGULARITY RESULTS FROM THE MTIS RC INTERFERENCE OF THE N DCAY SUPPORTING THE ADJOINING GRATINGS. ZO - .:17f � -t — ,,.--AAAA.. �-• - / C — "1_.• — ! Ari / �✓----_ rl--r_— �:= }: ----t' _ -- ^.fir,-= ---d-i--`_-_= — —=i.-. IC .. ..._ .. AAAA- .. .. . —.— _ — _7=—_—-_----- n,2 LTS....----'---- .. -_...._ -- _ - _. S'— . ._ - ..... ... AAAA.. 4.2545 C^' OF SILO -._-✓-_::AAAA: _.: _..:_ -FT.-AAAA (`— — -- =' = Gr2 SING CA?C.CMT S - -- - - 1. 111 J •- --1.:_ -c_.::: _ •::JEU•�E;1U OF=:JGac=RING-CiTY Or LOS i.?iG=-= Z)=F-RT.AENT CF PUBLIC WORKS STORM DRAIN DESIGN DIVISION .0. 51005 -I _ 6 r - -..: FJ.O.c Z .3 A 1 Z:3 .7 .3 LC 1= D=DE?Tii OF (FTI A=C7E rivRr.+AL b./ ZF GRA:.G C. T ,rn /rn:�< �^,/� r �l, J il-1y�.91D?v ) " 2. CTS I Ov=RCYDwn yn . 2- ca 0. r.5 " 2nd Iwo Lei,', 2j.6- 9. 37 CF5 l= = Sic! Two CrPicc P/Gy= ..._ G.d -- L� I rw YxxYYYxxx*xYwwfx*Y*xwYxFx<wfxYY xfYwY*fxxwxxxwYxwwxxY*YYwxxwYxwYxxYwxxfw*xxY ' This software prepared for: Ranpac Engineering wxxxx YFxxx*wx*wxxwYxYx*xxYwYxxYY*xx*rx*xYYxxxYxwrwxxY*xxlfYwxxYxRxxxwxxxxxxxx *** OPEN CHANNEL FLOW - STREET FLOW *** ' Street Slope (Ft./Ft.) = .0500 1St T,,O Gra+e5 ' of dotal G G•-4te5 lR+.wYf RFfRaw.awFlR.R.Y.F.Yf..wRw..fwrwf.flR.w..R+f.YRww. YRRw.YFa.aw+f raf Yf rYFYw+ STREET FLO}R CALTCULATIONS YRfRrY Street Halfwidth (Ft.) 20.00 ` Distance From Crown to Crossfall Grade Break (F...) .wfx. YRFlR.IYfY.YYFf w...RwxRFrrw RfF.YwYYRwYRFfff RR}f *RaYR+.f wF.f YR+ CALCULATE DEPTH OF FLOW GIVEN: Street Slope = .050000 (Ft./Ft.) = 5.0000 % ' Given Flow Rate = 23.60 Cubic Feet/Second rw YxxYYYxxx*xYwwfx*Y*xwYxFx<wfxYY xfYwY*fxxwxxxwYxwwxxY*YYwxxwYxwYxxYwxxfw*xxY ' This software prepared for: Ranpac Engineering wxxxx YFxxx*wx*wxxwYxYx*xxYwYxxYY*xx*rx*xYYxxxYxwrwxxY*xxlfYwxxYxRxxxwxxxxxxxx *** OPEN CHANNEL FLOW - STREET FLOW *** ' Street Slope (Ft./Ft.) = .0500 Mannings '•n'• value for street - .015 - Curb Height (In.) 6. I ' Street Halfwidth (Ft.) 20.00 ` Distance From Crown to Crossfall Grade Break (F...) = 10.00 Slope from Gutter to Grade Break (Ft./Ft.) _ .017 Slope from Grade Break to Crown (Ft./Ft.) = .017 Number of F.alfstreets Carrying Runoff = 1 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.) = 1.900 Mannincs "n'• value for cutter andsidewalk= .015 Depth Of flow = .555 (Ft.) ' Average Velocity = 7.07 (rt./Sec.) Street -'low Hvdraulics : ' HalPstreet Flow Width(Ft.) = 19.45 Plow Velocity(Ft./Sec.) = 6.21 Depth -velocity = 2.82 Plow rate of total street channel = 23.60 (CFS) ' Flow rate in gutter = 7.55 (CFS) Velocity of flow in gutter and sidewalk area = 10.045 (Ft./Sec-) J Average velocity of total street channel = 7.069 (Ft./Sec.) ' C ON TIN U:D i .4 th 2 GI r�e5 oaf z 9./ - 6,D = 4f, ��s @ ' _ 6 - ' TOTAL C,9.O3 (NT=RC PT = 23.L l.o = 22,6 CF5_ ' lot r,d Two G rare 5 ••_•^= STREET FLOW CALCULATIONS *^***^ =..«xx+x.x.+w.wx*=**x=*x=.xxxrw.w.*x=«w*xw=rx..x*xxxx.+xxrxx*+x.*x=xxxrxx=. CALCULATE DEPTH OF FLOW GIVEN: Street Slone = .050000 (Ft./Ft.) 5.0000 Given Flow Rate 15.50 cubic Feet/Second rx=xrxxrrw*xx+x*.r*xwx*rx*w+xxw+x*x**rx.rxxrw=+r ww+xx=+xxwrxxxxrrw*wrwxrxwrx* This software prepared for: Rannac Engineering *xwwrxwrrw*rx*+xr+xx.w.r*x=*+=x*xx*x=**=x+xrr=w.rxxx*+xr+xxrx**x**+xx*xwxxxxx *** OPEN CHANNEL FLOW - STREET FLOW *** Street Slope (Ft./Ft.) _ .0500 Mannings "n" value for street .015 Curb Heicht (In.) = 6. Street Halfwidth (Ft.) = 20.00 Distance From Crown to Crossfall Grade Break (Ft.) = 10.00 Slone from Gutter to Grade Break (Ft./Ft.) _ -017 Slone from Grade Break to Crown (Ft./Ft.) _ -017 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) 10.00 Slone from curb to property line (Ft./Ft.) _ .020 Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 1.900 Mannincs "n" value for gutter and sidewalk = .015 Den`h o` flow = .402 (Ft.1 Average veloc=ty 6.46 (Ft./Sec.) Street`_low Hydraulics : Falfstreet Flow Width(Ft.) 16.35 =low Velocity(Ft./Sec.) = 5.45 Denth*velocity 2.19 Flow rate of total street channel 15.50 (CFS) Flow rate in cutter = 5.96 (CFS) Velocity of `_low in cutter and sidewalk area 9.216 (Ft./Sec.) Averace velocity of total street channel 6.464 (Ft./Sec.) /pv 3rc� Tw-o Gr -ales STREET '.........................•O. .........VCALCULATIONS ... ....................... 10, CALCULATE DEPTH OF FLOW GIVEN: ' Street Slope = .050000 (Ft./Ft.) = 5.0000 ' Given Flow Rate 9.10 Cubic Feet/Second = 13.02 '•••• .......... ••'• ... t*• 4.57 This software prepared+for.•Ranpace Engineering ' Flow rate of total street channel = 9.10 ^` OPEN CHANNEL FLOW . SIREET FLOW ^` Flow rate in gutter = 4.39 (CFS) Street Slope (Ft./Ft.) _ .0500 Mannings "n" value for street = .015 and sidewalk area Curb Heigh', (In.) = 6. t Street Halfwidth (Ft.) = 20.00 street channel = Distance From Crown to CrossfaLL Grade Break (Ft.) = 10.00 Slope from Gutter to Grade Break (Ft./Ft.) = •077 ' Slope from Grace Break to Crown (Ft./Ft.) .017 s 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.) = 2.000 Gutter hike from flowline (In.) = 1.9DO Mannings "n" value for gutter and sidewalk = .015 ' Dep'h of flow = 34.6 (RJ Average Velocity = 5.62 (Ft./Sec.) 10, Streetflow Hydraulics : ' Halfstreet Flow 'Width(Ft.) = 13.02 Flow Velocity(Ft./Sec.) = 4.57 Depth -Velocity = 1.58 ' Flow rate of total street channel = 9.10 (CFS) Flow rate in gutter = 4.39 (CFS) Velocity of flow in gutter and sidewalk area = 8.233 (Ft./Sec.) ' Average velocity of total street channel = 5.816 (Ft./Sec.) s 10, 1 1 1 1 i 4 61 Two (jrCLLQ `) ..........................•-•........._.•-•--•.---.. ; -••--• TETT FLOW CALCULAT-ONS ^---- ........................................... - ....................... . CALCULATE DEPTH OF FLOW G1v-N: Street Slope = -050000 (Ft./Ft.) = 5.0000 t Given Flow Rate = 4.30 Cubic Feet/Second ................................................. ftware This ........... .. .... .. ... ed • RannaIeeB.. 0 ............................ . .. OPEN CHANNEL FLOW - STREET FLOW ••• Street S10?e (Ft./Ft.) _ .0500 Mannings "n" value for street = .015 Curb Height (ln.) - 6. Street Halfwidth (Ft.) - 20.00 Distance From Crown to Crossfall Grade Break (Ft-) = 10.00 S1ooe from Gutter to Grade Break (Ft./Ft.) _ •0'--% Slooe from Grade Break to Crown (Ft./Ft.) _ •0-� Number of Halfstreets Carry:no Runoff = 1 D'_stance from curb to ?rcoerty line (Ft.) = 10.00 Slore from curb to ?rcmerty 'line (Ft./Ft.) _ .020 Gutter width (Ft.) = 2.000 Gutter hike from flowline (in.) = 1.900 Mannings "n" value for cutter and sidewalk = .015 D o -h of `low = .280?t.l Average Veloc= v a 5.12 (Ft./Sec.) Streetflow Hvdraulics Halfst.-eet 710w Width(Ft.) = 9.18 Flow velocity(Ft./Sec.) = 3.43 Death -velocity = .96 Flow rate of total street channel = 4.30 (CFS) Flow :ate in cutter = 2.80 (CFS) velocity of flow :n cut=er and sidewalk area = 6.955 (Ft./Sec.) Average velocity of total street cnannel = 5.1'_9 (Ft./Sec.) /0 1 1 1 1 1 1 1 i 1 1 i 1 1 1 1 1 1 1 - Let _poN II E1/D I atop C•B.�r I c'• I W7�9C P� c'Y' PAs C.B. Tr DEPTHo gyp:-=jfRoM _ lor, 4 2^, I I I I I I , • 1 r 1 1 I I I I 1 I ' I I 1 I I 1 I 1 I 1 1 1 1 I I I 1 1 I / 11• 1 11 I I 1 I I 1 1 I '1 11 1 I I I I 1 I I 1 1 I I I 1 11 I I 1 1 I .-f 1 7 1i I 1 'I 'I � 1 1 1 I• I 1 1 I I 77 I r/ I r 1/ 1 •11 I 1 I 1 I 1 l� /1 1 I • I I/1 I'/I I I 11 I I 1 I I I 1 1 I 1 1 1 I •2 3 + V-DEFTH d pI I I rr 1 _I I II I I I '/r 1 I 1 I ^ Cc:l1• Tln� 1 I 1 I I I I 1 I 1 I I J r 11 2^, zc I I I I I I I , • 1 r 1 1 I I I I 1 I ' I I 1 I I 1 I 1 I 1 1 1 1 I I I 1 1 I / 11• 1 11 I I 1 I I 1 1 I '1 11 1 I I zc I I I I I I I I I 1 I 11 I I I I I I 1 I 1 I I 1 I 1 I I I 1 1 I '1 11 1 I I I I 1 I I 1 1 I I I 1 11 I I 1 1 I .-f 1 7 1i I 1 'I 'I 1 1 1 I• I 1 r 1 I I zc I I .l I• I I I I I I 1 1 I '1 11 1 I I I I I 1 I 1 174 • I I 1 I I p I� .-f 1 7 1i I 1 I 1 1I p - I r/ I r 1/ 1 •11 I 1 I II I I/1 I'/I I I 11 I I 1 I I I 1 1 I 1 1 1 I •2 3 + V-DEFTH 3 (Feer) 1 rr 1 _I I II I I I '/r 1 I 1 I ^ Cc:l1• Tln� 1 I 1 I I I I 1 I 1 I I J r 11 1 1 1 -7;rcP3066—�/ --- I .l I• I I I I • I I 1 1 I 1 1 r 1 .Tri',• V 1 1 174 p I� .-f f 1-i 1 I V_ 12 -I I 1 I I 1 I I •/ I I 1, 11 I! � 1 1 I I •/� 1 1 I 11 1 1 I •2 3 + V-DEFTH 3 (Feer) Lcs •5'� 7 /67 Anrcelcs County Flood CATCH, BASIN V- D` F -7;rcP3066—�/ --- -CURS LINE iGRATIRGJ i FLow '',CONCRETE LOUTT ER GRATING 6 GUTTER PLAN NOTES Q• (CURB -:ME C :2 1 CONC. GUTTER L TYPICAL HALF STREET SECTION (ABOVE SASIN) I. THIS CHART GIVES ORATING CAPACITIES --- —_. 6 7.H OF STANDARD CITY GRATINGS (STANDARD PLAN NO E-2525) DEVELOPED FRCO HYD- ' RAULIC YODEL STUDIES FOR VARIOUS VALUES-� I±—r--•-T-7-- --- 1 OF-D ON THE INDICATED SLOP -c. Z. THIS CHART IS APPLICABLE ONLY TO CDN- - Y " -(-- — — DITIONS SHOWN ON THE ABOVE SKETCH. i__ 1 IRREGULARITY RESULTS FROM THE ....... .THIS HYDRAULIC INTERFERENCE OF THE H BEAU ------ --_I_•_�:._:: JJ__{="—~'_-- --_ -�_ SUPPORTING THE ADJOINING GRATINGS. SUPPORTING -1 �:�... :.: -1-�-:•j._ �c7 Ilr� .��:_-f_ .I _....ate .r — _ I f]L—:.IV ZZ .__-....!. _._..`�_�. ___ .I i •' / .._ —I / I - i i----- _ IIS --.__.—. 9 c� ------ — - -- - _.. -• _ -- - -_-- --- -- -- N V CID -_ - -_ - '7.. r i _=•ti ..._i:== c;_C'.5'i}:G EFF=CT OF SLOPE �R,: INS C,4::�AC: T i S BUREAU OF EtiG EcnING-.C1 i Y OF LOS ::.'L'GZ; D=r:RT aEJI OF PUEUC 1+/CRCS r: STORM DRAIN DESIGN DIVISION •.-,''yA. 51005 .—_. .� -. ....�.. : ..... .. I. .;DESIG':�D S -J.D.c'rl.n DYA ?S -Y'Ct=---------------- .7 .3 .5 1.0 I c C=DEPTH OF F1 -0W (F T) ABO,E N R;A L GU - TER GRA 3E (D Quo 6,7 �j=o, 3 6 — �o• 7 a_6.7;5.2= 11 Gars CF S MEW /I/ D QID ;J1') = Imo. Ci //,I- ;J Iv rl I I I 19 HYDRAULIC t LINE I I I 1 11 L GRADE LINE Irk FOSISP VALER SURFACE PROFILE LISTING TRACT 23064 XLL CALCS ON LINE E 10-22-90 FN=6.4LE -- VEL EN'E ALT SURER CRITICAL FLA/ EASE/ ZL N0 -o STATION INVERT DEPTH V.S. 0 VEL PIER ELEV Of FLOWPLc HEAD LAD .EL. ELEV 0ER7N DIA ID N0. V L/FLEX 50 SF AVE HF NORM OEGiN ZR .................................................................................................... 1000.00 1152.50 1.396 1153.896 49.3 17.49 4.749 1158.645 .00 2.291 Z.50 .00 .00 0 .0 24.76 .03554 .060941 1.01 1.450 =0 1024.76 1153.38 1.378 1154.758 49.3 17.77 4.905 1159.662 .00 2.291 2.50 .00 .00 0 .0 8.55 .03570 .042136 .36 1.450 .00 1033.31 1153.69 1.371 1155.056 49.3 17.88 4.965 1160.021 .00 2.291 2.50 .00 .00 0 .0 46.27 .03570 .045308 2.10 1..50 .00 1079.58 1155.34 1.319 1156.656 49.3 18.75 5.460 1162.116 .00 2.291 2.50 .00 .00 0 -0 31.73 .03570 .051390 1.63 1.450 .00 1111.31 1156.47 1.271 1157.741 49.3 19.67 6.010 1163.751 .00 2.291 2.50 .00 .00 0 .- 4,93 .03590 .055264 .27 1.4L4 .00 1116.24 1156.65 1.262 1157.909 49.3 19.84 6.112 1164.021 .00 2.291 2.50 .00 .00 0 .^ 23.76 .03590 .059681 1.42 1.444 .00 1140.00 1157.50 1.216 1158.716 49.3 20.80 6.719 1165.435 .00 2.291 2.50 .00 .00 0 .0 16.68 .05657 .064343 1.D7 1.256 .00 1156.68 1158.44 1.206 1159.650 49.3 21.01 6.857 1166.507 .00 2.291 2.50 .00 .00 0 .E 49,05 .05657 .069655 3.42 1.256 .00 1205.73 1161.22 1.162 1162.380 49.3 22.04 7.542 1169.922 .00 2.291 2.50 .00 .00 0 31.50 .05657 .079213 2.50 1.256 •00 1237.23 1163.00 1.121 1164.121 49.3 23.12 8.303 1172.424 .00 2.291 2.50 .00 .00 0 4.67 .08566 .084322 .39 1.11E .00 1241.90 1163.40 1.721 1164.521 49.3 23.12 8.303 1172.824 .00 2.291 2.50 .00 .00 0 16.22 .08387 .084170 1.37 1.121 •00 119 F05ISP :4CE 2 PATER SURFACE PROFILE LISTING TRACT 2306= NOL CALCS ON LINE E 10.22-90 FN=644LE G VEL VEL ENERCT SUPER CRITICAL NOT/ SASE/ 8 N'= -•> STATION INVERT DEPTH ELEU.SPISR EIEV OF FLOU ELEV HEAD GRD .EL. EIEV DEPTH DIA ID N0. L/ELEM SD SF AVE XF NORM DEPTH : ................................................................................................................... 1258.12 1164.76 1.122 1165.882 49.3 23.09 8.280 1174.162 .00 2.291 2.50 .00 .00 0 .0 143.98 .08387 .078924 11.36 1.121 .00 1402.10 1176.83 1.163 117'1.998 49.3 22.02 7.528 1185.526 .00 2.291 2.50 .00 .00 0 .0 44.24 .08387 .069397 3.07 1.121 .00 ' 1446.34 1180.55 1.207 1181.753 49.3 20.99 6.840 1188.593 .00 2.291 2.50 .00 .00 0 .0 25.28 .08387 .061083 1.54 1.121 .00 1471.62 1182.67 1.253 1183.919 49.3 20.02 6.221 1190.140 .00 2.291 2.50 .00 .00 0 .0 17.21 .08387 .053797 .93 1.•,21 .00 1488.83 1184.11 1.301 1185.410 49.3 19.08 5.652 1191.062 .00 2.291 2.50 .00 .00 0 .0 12.70 .08387 .047423 .60 1.121 .00 ' 1501.53 1185.17 1.352 1186.526 49.3 18.19 5.139 1191.665 .00 2.291 2.50 .00 .00 0 .0 9.85 .08387 .041847 .41 1.121 .00 1511.38 1186.00 1.405 1187.405 49.3 17.35 4.673 1192.078 .00 2.291 2.50 .00 .00 0 .0 4,67 .D.282 .039150 .18 1.366 .00 1516.05 1186.20 1.408 1187.608 49.3 17.32 4.656 1192.264 .00 2.291 2.50 .00 .00 0 .0 107.71 .03920 .038878 4.19 1.404 .00 ' 1623.76 1190.42 1.411 1191.833 49.3 17.26 4.624 1196.457 .00 2.291 2.50 .00 .00 0 .E 132.34 .03920 .036454 4.82 1.404 .00 1756.10 1195.61 1.468 1197.078 49.3 16.45 4.202 1201.280 .00 2.291 2.50 .00 .00 0 35.35 .03932 ' AT d .032808 1.16 1.403 .00 1791.45 1197.00 1.5099 11198.509 a 49.3 15.91 3.932 1,202.441 .00 2.291 2.50 .00 .00 0 JUNCT STR .05000 .062666 .63 .GD his e t/ 1 1 i I 1 F0515P PACE WATER SURFACE PROFILE LISTING TRACT 2306. HOL CALCS ON LINE E 10.22-;0 FN=644LE STATION INVERT DEPTH U.S. 0 VEL VEL ENERGY SUPER CRITICAL HG1/ BASE/ ZL NO -•_ ELEV OF FLOW ELEV HEAD GRD.EL. ELEV OEP1H DIA .D NO. PIER L/ELEM .................................................................................................................................. SO SE AVE HF NORM DEPTH :R 1801.45 1197.50 .645 1198.145 15.6 17.81 4.924 1203.069 .00 1.424 2.00 .00 .00 0 .: 2.80 .10381 .093465 .26 .630 .00 1804.25 1197.79 .646 1198.437 15.6 17.75 4.891 1203.328 .00 1.424 2.00 .00 .00 0 ._ 25.41 .1D381 .087210 2.22 .630 .00 1829.66 1200.43 .669 1201.097 15.6 16.92 4.445 1205.542 .00 1.424 2.00 .00 .00 0 .0 13.89 .10381 .076430 1.06 .630 .00 1843.55 1201.87 .693 1202.563 15.6 16.13 4.041 1206.604 .00 1.424 2.00 .00 .00 0 .[ 9.32 .10381 .066971 .62 .630 .00 1852.87 1202.84 .717 1203.555 15.6 15.38 3.675 1,207.230 .00 1.424 2.00 .00 .00 0 6.83 .10381 .058698 .40 .630 .00 1859.70 1203.55 .743 1204.290 15.6 14.68 3.344 1207.634 .DD 1.424 2.00 .00 .00 0 5.29 .10381 .051492 .27 .63D .00 1864.99 1204.10 .770 1204.866 15.6 13.99 3.040 1207.906 .00 1.424 2.00 .00 .00 0 4.24 .10381 .045183 .19 .630 .00 1869.23 1204.54 .798 1205 334 15.6 13.33 2.761 1208.094 .00 1.424 2.00 .00 .00 0 3.46 .10381 .039655 .14 .630 .00 1872.69 1204.90 .827 1205.722 15.6 12.71 2.510 1206.232 .00 1.424 2.00 .00 .00 0 2.87 .10381 .034812 .10 .630 .00 1675.56 1205.19 .857 1206.050 15.6 12.12 2.281 1208.331 .00 1.424 2.00 .00 .00 0 2.40 .10381 .030579 .07 .630 .00 18.96 1205.44 .889 1206.331 15.6 11.56 2.073 1208.404 .00 1.424 2.00 .00 .00 0 2.02 .10381 .026878 .OS .630 .00 1 iC515a DAG' - LATER SURFACE PROFILE LISTINC TRACT 2306. NOL CALCS CN LINE E 10.22 90 FN=644LE STATION INVERT DEPTH V.S. 0 VEL VEL ENERGY SUPER CRITICAL MGT/ BASE/ .L AO ..- ELEV OF FLOW ELEV HEAD ORD.EL. ELEV DEPTH D1• ID N0. PI -R SL AVE HF NORM DEPTH L/FLEX SO .......................................................................................................................Z........... 1879.98 1205.65 .922 1206.574 15.6 11.02 1.887 1208.461 .00 1.424 2.00 .00 .00 0 .C' 1.71 .10381 .023629 .04 .630 .00 1881.69 1205.83 .956 1206.786 15.6 10.51 1.714 1208.500 .00 1.424 2.00 .00 .00 0 .0 1.44 .10381 .020792 .03 .630 .00 1 1883.13 1205.98 .993 1206.972 15.6 10.02 1.559 1208.531 .00 1.424 2.00 .00 .00 0 .0 1.21 .10381 .018315 .02 .630 .00 1 1884.34 1206.10 1.031 1207.136 15.6 9.55 1.417 1208.553 .00 1.424 2.00 .00 .00 0 .- 1.01 .10381 .016140 .02 .630 .00 1885.35 1206.21 1.071 1207.281 15.6 9.11 1.288 1208.569 .00 1.424 2.00 .00 .00 0 .0 .85 .10381 .014231 .01 .630 .00 1886.20 1206.30 1.112 1207.410 15.6 8.69 1.172 1208.582 .00 1.424 2.00 .00 .00 0 .0 .68 .10381 .012563 .01 .630 .00 1886.88 1206.37 1.157 1207.525 15.6 8.28 1.065 1208.590 .00 1.424 2.00 .00 .00 0 .E .54 .10381 .011106 .01 .630 .00 1887.42 1206.43 1.203 1207.628 15.6 7.89 .968 1208.596 .00 1.424 2.00 .00 .00 0 J ,41 .10381 .009829 .00 .630 .00 1887.83 1206.47 1.253 1207.720 15.6 7.53 .880 1208.600 .00 1.42, 2.00 .00 .00 0 .1 .28 .10381 .008717 .00 .630 .00 1888.11 1206.50 1.306 1207.802 15.6 7.18 .800 1208.602 .00 1.424 2.00 .00 .00 0 .0 .18 .10381 .007744 .00 .630 .00 1888.29 1206.51 1.362 1207.876 15.6 6.84 .727 1208.603 .00 1.424 2.00 .00 .00 0 .05 .10381 .006892 .00 .630 .00 WATER SURFACE PROFILE LISTINC TRACT 23064 XCL CALCS ON LINE E 10.22.90 FN=644LE NO A,IS: STATION INVERT DEPTH W.S. 0 VEL VEL ENERCT SUPER CRITICAL NGT/ EASE/ ZL ELEV OF FLOW ELEV HEAD ORD.EL. ELEV DEPTH CIA 10 NO. PIER L/ELEN SO SF AVE NF NORM DEPTH ZR ..................................................................................................... 1838.34 1206.52 1.424 1207.944 15.6 6.52 .660 1208.604 .00 1.424 2.00 .00 .00 0 .0 .00 WALL ENTRANCE 1838.34 1206.52 2.215 1203.735 15.6 .53 .004 1208.739 .00 .350 4.00 13.29 .00 0 .0 2.00 .00000 .000011 .00 .000 .00 1890.34 1206.52 2.215 1208.735 15.6 .53 .004 1208.739 .00 .350 4.00 13.29 .00 0 .0 i 1 114 FOS 15P WATER SURFACE PROFILE - CNAxMEL DEFINITION ;!STING PACE CARD SECT CMN NO OF AVE PIER AEIGAT 1 SASE ZL ZR INV T(1) )(2) Y(3) T(L) F(`.) T(6) Y;7) 1(8) F(9) 1;1G' CCOE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP co 1 4 2.50 CO 2 c 2.00 CD 3 4 1.50 CD 4 4 2.00 CD 5 3 0 .00 4.00 13.29 .00 .00 .00 ' F 0 5 1 5 P PACE NO 1 1 ''LATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 23064 ' HEADING LINE NO 2 IS - XGL CA LCS ON LINE E HEADING LINE NO 3 IS 10-22-90 FN=644LE 1 1 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARO LISTING ELEMENT NO 1 1S A SYSTEM OUTLET ' U/S DATA STATION INVERT SECT. W S ELEV 1000.00 1152.50 1 1154.50 ELEMENT NO 2 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN ' 1024.76 1153.38• 1 .013 .00 31.31 .00 C ELEMENT NO 3 IS A REACH - U/S DATA STATION INVERT SECT N RADIUS ANGLE AMC PT MAN 1111.31 1156.47 1 .013 .00 .00 .00 C ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1140.00 1157.50 1 .013 .00 .00 .OD ELEMENT NO S IS A REACH ' U/S DATA STATION INVERT SECT M RADIUS ANGLE AMC PT MAN 1 1237.23 1163.00 1 .013 .00 23.34 .00 ELEMENT NO 6 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE AMC PT MAN 1241.90 1163.40• 1 .013 .00 .00 .00 ELEMENT NO 7 IS A REACH - U/S DATA STATION INVERT SECT N RADIUS ANGLE AMC PT MAN 1511.38 1186.00 1 .013 .00 51.19 .00 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AN. PT MAN 1516.05 1186.20 1 .013 .00 .00 .00 C ELEMENT NO 9 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE AHG PT MAN 1756.10 1195.61 1 .013 .00 .00 .00 C ELEMENT NO 10 IS A REACH ' U/S DATA STATION. INVERT• SECT- N RADIUS ANGLE• ANG PT MAN ' 1791.45 1197.00 1 .013 .00 90.00 .00 ELEMENT NO 11 IS A JUNCTION . - - U/S DATA STATION INVERT SECT LAT -1 LAT -2 N C3 04 INVERT -3 INVERT -4 PHI 3 PHI 4 1801.45 1197.50. 4 2 3 .013 22.5 11.1 1198.00 1198.00 30.00 3,.00 ELEMENT NO 12 LS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AMC PT .MAF 1888.34 1206.52 .013 .00 50.04 .00 ELEMENT NO 13 IS A WALL ENTRANCE ' U/S DATA STATION INVERT SECT FP 1888.34 1206.52 5 .200 1 F 0 5 1 5 P PACE NO WATER SURFACE PROFILE•• ELEMENT CARD LISTING ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AMC PT . i 1890.34 1206.52 5 .013 .00 .00 .00 ' fill J ELEMENT NO 15 IS A SYSTEM MEAD�VRKS U/S DATA STATION INVEV SECT U S `--0i 1990.3. 1205.52 5 826.52 I 1 ' I go 1 1 1 1 1� I 1 1 1 1 1 i 1 TI TRACT 23:6: 72 XCL CALCS ON LINE E T3 10-22-90 EN=64LLE 50 1000.001152.50 1 1154.50 p 102..761153.38 1 .013 31.31 .00 0 a 1111.311156.47 1 .013 .00 .00 0 R 1140.001157.50 1 .013 .00 .00 0 0. 1237.231163.00 1 .013 23.34 .00 1 R 1241.901163.40 1 .013 .00 .00 0 R 1511.381186.00 1 .013 51.19 .00 1 R 1516.051186.20 1 .013 .00 .00 0 R 1756.101195.61 1 .013 .00 .00 0 R 1791.451197.00 1 .013 90.00 .00 1 J% 1801.451197.50 4 2 3.013 22.6 11.11198.001198.00 30.00 30.00 R 1888.341206.52 4 .013 50.04 .00 0 WE 1888.341206.52 5 .200 R 1890.341206.52 5 .013 .00 '00 0 SX 1890.341206.52 5 1206.52 CD 1 4 0 .00 2.50 .00 .00 .00 .00 CD 2 4 0 .00 2.00 .00 .00 .00 .00 CD 3 4 0 .00 1.50 .00 .00 .00 .00 CD 4 4 0 .00 2.00 .00 .00 .00 .00 c0 5 3 0 .00 4.00 13.29 .00 .00 .00 0 15.6 .0 Iv 1 1 1 1 � 1 1 HYDRAULIC GR/ -SDE LINE LATERAL "E -I" F05 15P •^-. WATER SURFACE PROFILE LISTING 'RACY 2306: LAY EI NGL CALCS FN=64-LEI ' STATION INVERT DEPTH V.S. 0 VEL VEL ENERGY SUPER CRITICAL MEAD CRO.EL. ELEV DEPTH NOT/ DIA 'e ASE/ 10 NO. 2L AO ..c PIrR ELEV OF FLOW ELEV SF AVE HF NORM DEPTH 2R L/ELEM SO ..O ..... . ..................................................................................................................... 4.811 1203.667 1.694 2.00 .00 00 .0 1004.17 1198.00 .856 1198.856 22.6 17.60 .00 7.05 .02527 .072135 .51 1.150 .00 1011.22 1198.18 .833 1199.011 22.6 18.23 5.158 1204.169 .00 1.694 2.00 .00 .00 0 .0 8.78 .02527 .080761 .71 1.150 .00 ' 1020.00 1198.40 .805 1199.205 22.6 19.10 5.667 1204.872 .00 1.694 2.00 .00 .00 0 .0 1.10304 .064067 .01 .420 .OD .17 1020.17 1198.58 .814 1199.398 22.6 18.79 5.480 1204.878 .00 1.694 2.00 .00 .00 0 .0 1.10304 .077090 .03 .420 •00 .45 1020.62 1199.09 .844 1199.932 22.6 17.92 4.988 1204.920 .00 1.694 2.00 .00 .00 0 .0 1.10304 .D67710 .03 .420 .00 .41 1.694 2.00 .00 0 .0 1021.03 1199.54 .875 1200.413 22.6 17.08 4.531 1204.944 .00 .00 1.10304 .059506 .02 .420 .00 ' .36 4.117 1.694 2.00 0 .0 1021.39 1199.94 .908 1200.846 22.6 16.28 1204.963 .00 .00 .00 1.10304 .052330 .02 .420 .00 ' .33 1.694 2.00 0 1021.72 1200.30 .942 1201.238 22.6 15.53 3.746 1204.984 .00 .00 .00 .0 1.10304 .046024 .01 .420 .00 .29 1.694 2.00 0 .0 1022.01 1200.61 .97 1201.591 22.6 14.81 3.406 1204.997 .00 .00 .00 .25 1.10304 .040515 .01 .420 .00 ' 1022.26 1200.90 1.015 1201.911 22.6 14.12 3.09. 1205.005 .00 1.694 2.00 .00 .00 0 .0 .23 1.10304 .035702 .01 .420 .00 ' 1022.49 1201.15 1.056 1202.201 22.6 13.46 2.813 1205.014 .00 1.694 2.00 .00 .00 0 ., .20 1.1030: .031475 .01 .420 .00 1 �2i ' F0515P PAGE � WATER SURFACE_ PROFILE LISTING TRACT 2306= LAI E1 MCL CALLS FN-644LE1 _ STAiiDN INVERT .ERIN U.S. 0 VEL VEL ENERGY SUPER CRIIIUL MGT/ SASE/ ZL NO 1.0 ELEV OF FLOU ELEV HEAD GRO.EL. ELEV DEPTH DIA 10 NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ......................................................................................................... 1022.69 1201.37 1.095 1202.463 22.6 12.83 2.557 1205.021 .00 1.69. 2.00 .00 .00 0 .0 .18 1.-,0304 .027773 .00 .420 .00 1022.87 1201.56 1.138 1202.700 22.6 12.24 2.325 1205.025 .00 1.694 2.00 .00 .00 0 .0 .15 1.10304 .024538 .00 .420 .00 1023.02 1201.73 1.184 1202.915 22.6 11.67 2.114 1205.029 .00 1.694 2.DO .00 .00 0 .G .13 1.10304 .021708 .00 .420 .00 1023.15 1201.88 1.232 1203.111 22.6 11.12 1.921 1205.032 .00 1.694 2.00 .00 .00 0 .0 .12 1.10304 .019228 .00 .420 .00 1023.27 1202.00 1.283 1203.287 Z2.6 10.61 1.746 1205.034 .00 1.694 2.00 .00 .00 0 .D9 1.10304 .017066 .00 .420 .00 1023.36 1202.11 1.338 1203.448 22.6 10.11 1.588 1205.036 .00 1.694 2.00 .00 .00 0 .0 .08 1.10304 .015186 .00 .420 .00 1023.44 1202.20 1.397 1203,593 22.6 9.64 1.443 1205.036 .00 1.694 2.00 .00 .00 0 .F .06 1.10304 .013548 .00 .420 .00 1023.50 1202.27 1.460 1203.726 22.6 9.19 1.313 1205.039 .00 1.694 2.00 .00 .00 0 .05 1.10304 .012130 .00 .420 .00 1023.55 1202.32 1.529 1203.845 22.6 8.77 1.193 1205.038 .00 1.694 2.00 .00 .00 0 .03 1.10304 .010921 .00 .420 .00 1023.58 1202.35 1.606 1203.954 22.6 8.36 1.085 1205.039 .00 1.694 2.00 .00 .00 0 .01 1.10304 .009909 .00 .420 .00 1023.59 1202.36 1.694 1204.054 ZZ.6 7.97 .985 1205.039 .00 1.694 2.00 .00 .0D 0 .00 WALL ENTRANCE I2q F0515P PAGE 3 ' WATER SURFACE PROFILE LISTING TRACT 23064 LAT E1 NCL CALCS Fu=644LE1 ' SiAT: ON INvERi ELEV DEPTH v.S. C VEL OF FLOW ELEV VEL ENERGY HEAD CRD .EL. SUPER CRITICAL HL1/ 7A$[/ ELEV DEPTH CIA iD NO. " ND P;ER ^ L/ELEM SO SF AVE HF NORM DEPTH ZR ................................................................................................................................... 1205.236 4.50 27.09 .00 0 .. 1023.59 i202.36 2.875 1205.235 22.6 .29 .001 .00 .279 2.00 .000002 .00 .000 .CO ' .OD000 4.50 27.09 0 1025.59 1202.36 2.876 1205.236 22.6 .29 .001 1205.237 .00 .279 .00 .0 1 T1 TRACT 23064 T2 LAT E1 XGL CALCS T3 FN-644LEI ' SO 1004.171198.00 R 1020.001198.40 1 1198.15 1 .013 .00 .00 0 R 1023.591202.36 1 .013 .00 .DO 0 WE 1023.591202.36 2 .200 R 1025.591202.36 2 .013 .CO .00 0 SX 1025.591202.36 2 1202.36 CD 1 4 0 .00 2.00 .00 .00 .CO .00 CD 2 3 0 .00 4.50 27.09 .00 .00 .00 0 22.6 .0 ' 7 FOS 15P WATER SURFACE PROFILE CHANNEL DEFINITION LISTING PACE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV y(j) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(S) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP ' CD 1 4 2.00 co 2 3 0 .00 4.50 27.09 .00 .00 .00 F 0 5 1 5 P PAGE NO 1 1 WATER SURFACE PROFILE • TITLE CARD LISTING HERDING LINE NO 1 IS TRACT 23064 HEADING LINE NO 2 IS - LAT E7 HGL CALCS HERDING LINE NO 3 IS - FN=644LE1 1 F 0 5 1 S 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 1004.17 1198.00. 1 1198.15 ' ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AHC PT MAN 1020.00 1198.40 1 .013 .00 .00 .00 ELEMENT NO 3 IS A REACH _ U/S DATA STATION INVERT SECT N RADIUS ANGLE ANO Pr MAN 1023.59 1202.36 1 .013 .00 .00 .00 ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT• SECT• FP ' 1023.59 1202.36 2 .200 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1025.59 1202.36 2 .013 .00 .00 .00 ' ELEMENT NO 6 IS A SYSTEM XEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1025.59 1202.36 2 1202.36 1 1 1 1 1 1 1` i 1 1 1 1 HYDRAULIC GRADE LINE LATERAL E-2- �Z F0515P WATER SURFACE PROFILE LISTING TRACT 23004 FN=644LE2 NGL CALCS ON LINE E2 INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ 2L NO STATION ELEV OF FLOW ELEV HEAD ORD . El. . ELEV DEPTH DIA I7 NO. PIER SF AVE HF NORM DEPTH 2R L/ELEM .................................................................................................................................. SO 1004.17 1198.00 .593 1198.593 11.1 17.08 4.528 1203.121 .00 1.275 1.50 .00 .00 0 .0 3.05 .16645 .099416 .30 .520 .00 1007.22 1198.51 .603 1199.111 11.1 16.69 4.326 1203.437 .00 1.275 1.50 .00 .00 0 .0 4.88 16645 .090406 .44 .520 .00 1D12.10 1199.32 .625 1199.945 11.1 15.90 3.927 1203.872 .00 1.275 1.50 .00 .00 0 .0 1.57 .16667 .082273 .13 .520 .00 1013.67 1199.58 .634 1200.216 11.1 15.59 3.774 1203.990 .00 1.275 1.50 .00 .00 0 .0 3.50 .16667 .075165 .26 .520 .00 1017.17 1200.16 .658 1200.822 11.1 14.88 3.438 1204.260 .00 1.275 1.50 .DO .00 0 .0 2.86 .16667 .066060 .19 .520 .00 1020.03 1200.64 .682 1201.324 11.1 14.18 3.121 1204.445 .00 1.275 1.50 .00 .00 0 .0 2.37 .16667 .058079 .14 .520 .00 1022.40 1201.04 .708 1201.745 11.1 13.52 2.838 1204.583 .00 1.275 1.50 .00 .00 0 .0 2.01 .16667 .051088 .10 .520 .00 1024.41 ;201.37 .734 1202.1D6 11.1 12.89 2.581 1204.687 .00 1.275 1.50 .00 .00 0 .0 1.69 .16667 .044976 .08 .520 .00 1026.10 1201.65 .763 1202.417 11.1 12.29 2.3.6 1204.763 .00 1.275 1.50 .00 .00 0 .. 1.45 .16667 .039638 .06 .520 .00 1027.55 1201.90 .792 1202.687 11.1 11.72 2.133 1204.820 .00 1.275 1.50 .00 .00 0 ._ 1.24 .16667 .034943 .04 .520 .00 1028.79 1202.10 .823 1202.924 11.1 11.18 1.940 1204.864 .00 1.275 1.50 .00 .00 0 1.06 .16667 .030833 .03 .520 .00 OS tSo WATER SURFACE PROFILE LISTING 0 ;RAC-, 2306= rN=6:.=LE2 MCL CALCS 09 LINE E2 .. _. . - V.S. - o v l - -`%EL EHER Gi SUPE; E;IiIGAI x0;/ _. 1� STATION INVERT DEPTH MEAD G;O.EL. ELEV DEPTH DIA ID NO. PIE; ELEV OF FLOW ELEV SF AVE MF NORM DEPTH 2R VELEM .................................................................................................................................. 50 1029.85 1202.29 .855 1203.133 11.1 10.65 1.762 120.895 .00 1.275 1.50 .00 .00 0 .0 .90 .16667 .027243 .02 .520 .00 1030.75 1202.=3 .890 1203.318 it.1 10.16 1.601 1204.919 .00 1.275 1.50 .00 .00 0 .0 .77 .16667 .024106 .02 .520 .00 1031.52 1202.56 .926 1203.482 11.1 9.69 1.457 1204.939 .00 1.275 1.50 .00 .00 0 .0 .64 .16667 .021359 .01 .520 .00 1032.16 1202.66 .965 1203.628 11.1 9.23 1.324 1204.952 .00 1.275 1.50 .00 .00 0 .0 .54 .16667 .018963 .01 .520 .00 1032.70 1202.75 1.006 1203.759 11.1 8.80 1.203 1204.962 .00 1.275 1.50 .00 .00 0 .0 ... .16667 .016869 .01 .520 .00 1033.14 1202.83 1.050 1203.876 11.1 8.40 1.095 1204.971 .DO 1.275 1.50 .00 .00 0 .0 .34 .16667 .015052 .O1 .520 .00 1033.48 1202.88 1.098 1203.980 11.1 8.00 .995 1204.974 .00 1.275 1.50 .00 .00 0 .0 .25 .16667 .013485 .00 .520 .00 1033.73 1202.92 1.150 1204.076 11.1 7.63 .905 1204.979 .00 1.275 1.50 .DO .00 0 .0 .15 .16667 .012145 .00 .520 .00 1033.88 1202.95 1.208 1204.158 11.1 7.28 .823 1,204.981 .00 1.275 1.50 .00 .00 0 .0 .06 .16667 .011024 .00 .520 .00 1033.94 1202.96 1.275 1204.235 11.1 6.93 .746 1204.981 .00 1.275 1.50 .00 .00 0 .0 WALL ENTRANCE .00 1033.94 1202.96 2.170 12:5.130 11.1 .38 .002 ;205.132 .00 .279 4.00 13.29 .00 0 .0 2.00 .00000 .000006 .00 .000 .00 0 TRACT 230&-1 fN=644LE2 NCL CALCS ON LINE E2 STATION INVERT DEPTH V.S. 0 ELEV OF FLOW ELEV L/ELEM SO .............................................. 1035.94 1202.96 2.170 1205.130 11.1 7 1 F0515P -"- 3 LATER SURFACE PROFILE LISTIAG VEL VEL ENERGY SCPER CRITICAL NGT/ a -SE/ -- ND - HEAD GRD.EL. ELEV DEPTH DIA ID �C. PIER mF NORM DEP .............................................FAVE ....H .................z .DEPT.. ........... .38 .002 1205.132 .00 .279 4.00 13.29 .00 0 .0 T1 TRACT 23064 T2 FN=644LE2 T3 MGL CALCS ON LINE E2 SO 1004. 171198.00 1 F0515P a 1012.101199.32 1 .013 .00 .00 0 R WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING .013 PALE T 1033.941202.96 2 .200 ZL ZR INV T(1) T(2) Y(3) Y(4) Y(5) Y(6) Y(7) T(8) 1(9) T(10) CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE 2 12C2.96 CO 1 4 0 .00 1.50 CODE NO TYPE PIERS WIDTH DIAMETER WIDTH 2 3 DROP 4.00 13.29 .00 .00 .00 C CD 1 4 1.50 Co 2 3 0 .00 4.00 13.29 .00 .00 .00 F 0 5 1 5 P PAGE NO 1 1 WATER SURFACE PROFILE - TITLE CARD LISTING READING LINE NO 1 IS - TRACT 23064 HEADING LINE NO 2 IS . FN=6."LE2 HEADING LINE NO 3 IS - XCL CALCS ON LINE E2 F 0 5 1 5 P PAGE NO 2 1 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT ND 1 1S A SYSTEM OUTLET ' U/S DATA STATION INVERT SECT W S ELEV 1004.17 1198.00 1 1198.15 ELEMENT NO 2 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT MAN 1012.10 1199.32 1 .013 .00 .00 .00 0 ELEMENT NO 3 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT MAN 1033.94 1202.96 1 .013 .00 55.36 .00 G ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1033.94 1202.96 2 .200 ELEMENT NO 5 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT MAN 1035.94 1202.96 2 .013 .00 .00 .00 C ELEMENT NO 6 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1035.94 1202.96 2 1202.96 T1 TRACT 23064 T2 FN=644LE2 T3 MGL CALCS ON LINE E2 SO 1004. 171198.00 1 1198.15 a 1012.101199.32 1 .013 .00 .00 0 R 1033.941202.96 1 .013 55.36 .00 0 WE 1033.941202.96 2 .200 R 1035.941202.96 2 .013 .00 .00 0 SN 1035.941202.96 2 12C2.96 CO 1 4 0 .00 1.50 .00 .00 .00 .00 CD 2 3 0 .00 4.00 13.29 .00 .00 .00 C 11.1 .0 I2tj I I I I I I I I I I H.G.L. LINE "G" R1 T2 �3 n IS IS H D D CD I LINE"G" TRACT 23066-4 FN:LINEG 960.00 50.10 1 55.5 1000.00 50.42 1 .040 1010.00 50.52 2 .014 1108.00 51.50 2 .014 1120.00 51.62 3 .014 1120.00 51.62 3 51.62 1 1 0 .00 6.00 50.00 2.00 2.00 .00 2 3 3 .92 5.00 42.75 .00 .00 .00 3 1 0 .00 6.00 50.0010.0010.00 .00 1700.0 .0 I" WARNING NO. 2 tw 1 1 I 1 .00 .00 .00 0 ewwwxx w w wxt»xxtxtxtww t xxwwtt» t t t»ttttetttttt»t tttt»t ttt»tttt»ttt» ttte For: RANPAC Engineering Corporation, Temecula, Calif. - S/N 560 tettttttt t ttt»t ttttttet t t»»ettt t • tttt»» tttt»t tttt»t tttt t tttttt ttttt tx w WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV t DC ' F0515P CD Vers 2.2 PAGE 1 WATER SURFACE PROFILE LISTING LINE"G" TRACT 23066-4 FN:LINEG STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 960.00 50.10 5.400 55.500 1700.0 5.18 .416 55.916 .00 3.158 6.00 50.00 2.00 0 .0 ' 33.77 .00800 .002875 .10 3.934 2.00 ' 993.77 50.37 5.185 55.555 1700.0 5.43 .458 56.013 .00 3.158 6.00 50.00 2.00 0 .0 6.23 .00800 .003118 .02 3.934 2.00 ' 1000.00 50.42 5.147 55.567 1700.0 5.48 .466 56.033 .00 3.158 6.00 50.00 2.00 0 .0 TRANS STR .01000 2.00 ' 1010.00 50.52 3.017 53.537 1700.0 14.09 3.083 56.620 .00 3.830 5.00 42.75 .00 3 .9 .24 .01000 .007587 .00 2.738 .00 1010.24 50.52 3.017 53.540 1700.0 14.09 3.082 56.622 .00 3.830 5.00 42.75 .00 3 .9 ' 45.98 .01000 .007108 .33 2.738 .00 1056.22 50.98 3.164 54.147 1700.0 13.43 2.802 56.949 .00 3.830 5.00 42.75 .00 3 .9 ' 26.50 .01000 .006215 .16 2.738 .00 1082.72 51.25 3.319 54.566 1700.0 12.81 2.548 57.114 .00 3.830 5.00 42.75 .00 3 .9 ' 15.26 .01000 .005438 .08 2.738 .00 ' 1097.97 51.40 3.481 54.881 1700.0 12.21 2.316 57.197 .00 3.830 5.00 42.75 .00 3 .9 7.76 .01000 .004762 .04 2.738 .00 1105.73 51.48 3.651 55.128 1700.0 11.64 2.105 57.234 .00 3.830 5.00 42.75 .00 3 .9 2.27 .01000 .004172 .01 2.738 .00 ' 1108.00 51.50 3.830 55.330 1700.0 11.10 1.913 57.243 .00 3.830 5.00 42.75 .00 3 .9 �RANS STR .01000 .002008 .02 .00 1120.00 51.62 5.707 57.327 1700.0 2.78 .120 57.447 .00 2.730 6.00 50.00 **** 0 .0 1 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE i ARD 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 1 0 .00 6.00 50.00 2.00 2.00 .00 ICD 2 3 3 .92 5.00 42.75 .00 .00 .00 CD 3 1 0 .00 6.00 50.00 10.00 10.00 .00 F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING ,DING LINE NO 1 IS - LINE"G" HEADING LINE NO 2 IS - !ll��� TRACT 23066-4 HEADING LINE NO 3 IS - FN:LINEG F 0 5 1 5 P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 960.00 50.10 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 1000.00 50.42 1 .040 ELEMENT NO 3 IS A TRANSITION U/S DATA STATION INVERT SECT N Q 1010.00 50.52 2 .014 ELEMENT NO 4 IS A REACH U/S DATA STATION 1108.00 INVERT 51.50 SECT 2 N .014 ELEMENT NO 5 IS A TRANSITION U/S DATA STATION INVERT SECT N 1120.00 51.62 3 .014 ELEMENT NO 6 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT e1120.00 51.62 3 x W S ELEV 55.50 W S ELEV 51.62 PAGE NO 1 PAGE NO 2 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 aff!#wffff!lasaffffrlfffra}r##affff}}}}}wwwfe rrrawwr#w rrrr rrwwrffflrwwwwrwwrrrlrrlr} * MEC -2 WATER SURFACE PROFILES ` ' U.S. ARMY CORPS OF ENGINEERS r • HYDROLOGIC ENGINEERING CENTER �! • Version 4.6.0; February 1991 • ' 609 SECOND STREET, SUITE D * ' DAVIS, CALIFORNIA 95616-4687 ` RUN DATE 15MAY95 TIME 13:04:23 ' ' (916) 756-1104 ` np* ■,etffffaaaaffffff»ffff tiff ltaaa#a#ww###awafw }}#taw##aaaf#w#ffwlf e!»f}f########}### X X XXXXXXX XXXXX xxxxx X X x X x x x X X x x X xxxxxxx XXxx x xxxxx xxxxx X X X x x X X X x x x X x xxxxxxx xxxxx xxxxxxx t 15MAY95 13:04:23 PAGE 1 THIS RUN EXECUTED 15MAY95 13:04:23 a!t}laaaa#a#t##aY##!f##alttf}}}!!!}ff 4EC-2 WATER SURFACE PROFILES Version 4.6.0; February 1991 efffffffeffffaffffff ww#a###aa#}#aaf It T1 LINE "G" T2 TRACT 23066-4 T3 MAY, 1995 Ill ICNECK IMO NINV IDIR STRT METRIC HVINS O WSEL FO 2 0 0 -1 0 0 0 52.9 �J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE _1 _t OT 2 1700 1700 .000 .000 .000 .000 0.023 0.023 0.04 .1 .3 ppppppNC 1 925 9 140 225 0 0 0 0. 0. R 53 100 50 140 49 162 48 202 47.9 208 GR 48 215 50 225 52 242 54 258 ,jX1 935 8 130 220 10 10 25 0. 0. 55 100 52 130 51.9 175 48 192 48 205 50 220 52 1X1 234 54 248 945 8 132 232 10 10 12 0 D. GR 57 100 55 120 52 132 52 170 52.6 206 I tR 53.5 232 54 264 53 224 Y1 955 7 120 200 10 10 10 0. 0. �0 57 100 55 120 51 142 49 162 48.5 180 52.6 200 53 246 n UNC 0.014 0.014 0.014 .1 .3 - X1 1000 7 122 214 47 52 54 GR 55 100 54 122 50.5 152 50.4 178 50.5 205 �GR 53.9 214 55 284 X1 1010 8 122 215 10 10 10 58 100 56.5 122 56.5 164 50.5 164 50.5 202 �GR GR 56.5 202 57 215 57 220 1108 8 130 248 100 100 100 I%1 GR 63.5 100 63 130 58 198 51.5 198 51.5 238 GR 58 238 59 248 59.5 450 1 n 15KAY95 13:04:23 PAGE 2 INC 0.023 0.023 0.023 .1 .3 X1 1120 7 130 250 10 10 10 GR 63.2 100 62 130 52 162 51.6 190 51.6 250 1R 52 366 58 440 X1 1220 10 120 295 100 100 100 0. 0. 58.8 100 58.7 120 54.4 138 54 210 53 215 O 52.4 225 53 238 54 240 55 295 57 374 X1 1320 8 120 288 100 100 100 IGR 58.6 100 58.5 120 56.2 127 55 162 54.4 198 GR 55 232 57 288 59 326 1 15MAY95 13:04:23 PAGE 3 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL GLOSS L -BANK ELEV 0 OLDS OCH OROS ALOB ACH ARCS VOL TWA R -BANK ELEV TIME VLOB VCH VROB %NL %NCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST 'PROF 1 tCHv= .100 CEHV= .300 "SECNO 925.000 3720 CRITICAL DEPTH ASSUMED 925.000 3.19 51.09 51.09 52.90 52.10 1.00 .00 .00 50.00 1700.0 42.5 1630.5 27.0 8.0 200.6 5.1 .0 .0 50.00 .00 5.33 8.13 5.32 .023 .040 .023 .000 47.90 125.42 .015287 0. 0. 0. 0 13 0 .00 108.88 234.30 I u *SECNO 935.000 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 935.000 4.64 52.64 52.64 .00 53.64 .99 .35 .00 52.00 1700.0 7.7 1436.1 256.3 .00 3.69 7.48 10.47 2.1 .023 192.1 .040 24.5 .023 .1 .000 .1 48.00 50.00 123.55 .014856 10. 25. 10. 20 11 0 .00 114.96 238.51 0 *SECNO 945.000 CROSS SECTION 945.00 EXTENDED .39 FEET ,■13280 3685 20 TRIALS ATTEMPTED WSEL,CWSEL '73693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 945.000 2.39 54.39 54.39 .00 55.21 .82 .17 .02 52.00 1700.0 99.2 1482.3 118.5 11.4 203.7 20.5 .2 .1 53.50 .00 8.69 7.28 5.80 .023 .040 .023 .000 52.00 122.44 a.014859 10. 12. 10. 20 11 0 .00 141.56 264.00 955.000 QQQ*SECNO 3280 CROSS SECTION 955.00 EXTENDED 2.09 FEET 43301 HV CHANGED MORE THAN HVINS 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 3.33 15MAY95 13:04:23 PAGE 4 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL GLOSS L -BANK ELEV 0 GLOB OCH GROB ALOB ACH AROB VOL TWA R -BANK ELEV TIME VLOS VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC (CONT CORAR TOPWID ENDST 955.000 6.59 55.09 .00 .00 55.30 .22 .03 .06 55.00 1700.0 .0 1280.2 419.8 .0 352.5 105.2 .3 .1 52.60 .00 .02 3.63 3.99 .023 .040 .023 .000 48.50 119.12 .001342 10. 10. 10. 3 0 0 .00 126.88 246.00 lCCHV= .100 CEHV= .300 *SECNO 1000.000 CROSS SECTION 1000.00 EXTENDED .06 FEET D3280 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.06 1000.000 4.65 55.05 .00 .00 55.36 .32 .03 .03 54.00 1700.0 15.5 1627.4 57.1 12.2 353.9 42.4 .8 .3 53.90 .01 1.27 4.60 1.35 .014 .014 .014 .000 50.40 100.00 .000315 47. 54. 52. 2 0 0 .00 184.00 284.00 *SECNO 1010.000 3301 HV CHANGED MORE THAN HVINS .01 .9 000 .00 .23 1.2 000 .00 SECNO DEPTH 5 20 TRIALS ATTEMPTED WSEL,CWSEL WSELK EG HV HL 3693 PROBABLE MINIMUM SPECIFIC ENERGY ALOR ACH AROB VOL 3720 CRITICAL DEPTH ASSUMED VCH VROB XNL XNCH XNR 1010.000 3.96 54.46 54.46 .00 56.44 1.99 IDC 1700.0 .0 1700.0 .0 .0 150.3 .0 a .01 .00 11.31 .00 .000 .014 .000 .00 .002335 10. 10. 10. 20 11 0 *SECNO 1108.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE W 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 1108.000 3.82 55.32 55.32 .00 57.24 1.92 1700.0 .0 1700.0 .0 .0 153.0 .0 .01 .00 11.11 .00 .000 .014 .000 .002314 100. 100. 100. 20 8 0 15MAY95 13:04:23 .01 .9 000 .00 .23 1.2 000 .00 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL 0 GLOB OCH GROB ALOR ACH AROB VOL n TIME VLOB VCH VROB XNL XNCH XNR WIN USLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR CCHV= .100 CEHV= .300 144.69 100. .000042 10. 10. *SECNO 1120.000 3 0 0 .00 288.02 432.71 13301 HV CHANGED MORE THAN HVINS 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 7.43 .50 56.50 .3 57.00 50.50 164.00 38.00 202.00 .01 63.00 .4 59.00 51.50 198.00 40.00 238.00 OLOSS L -BANK ELEV TWA R -BANK ELEV ELMIN SSTA TOPWID ENDST D*SECNO 1220.000 3280 CROSS SECTION 1220.00 EXTENDED .35 FEET 13302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRAT10 = .32 n 1120.000 5.81 57.41 .00 .00 57.43 .02 .00 .19 62.00 U 1700.0 .0 694.2 1005.8 .0 552.4 831.1 1.4 .5 51.60 .02 .01 .00 1.26 1.21 .000 .023 .023 .000 51.60 144.69 100. .000042 10. 10. 10. 3 0 0 .00 288.02 432.71 D*SECNO 1220.000 3280 CROSS SECTION 1220.00 EXTENDED .35 FEET 13302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRAT10 = .32 n 1220.000 4.95 57.35 .00 .00 57.47 .12 .01 .03 58.70 U 1700.0 .0 1527.2 172.8 .0 536.3 107.0 3.7 1.1 55.00 .02 .00 2.85 1.62 .000 .023 .023 .000 52.40 125.63 .000420 100. 100. 100. 2 0 0 .00 248.37 374.00 11 _` *SECNO 1320.000 PAGE 5 1 VCH AREA .01K 152.87 8.13 213.67 HEC -2 WATER SURFACE PROFILES 148.56 7.48 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .34 February 1991 3.63 457.78 1320.000 2.77 57.17 .00 .00 57.68 .51 .09 .12 58.50 23.14 1700.0 .0 1699.8 .2 .0 295.8 .3 4.8 1.6 57.00 1995 .03 .00 5.75 .77 .000 .023 .023 .000 54.40 124.03 .003607 100. 100. 100. 2 0 0 .00 167.32 291.35 15MAY95 13:04:23 SECNO XLCH ELTRD ELLC ELMIN t PAGE 6 THIS RUN EXECUTED 15MAY95 13:04:24 t»fftf fffttttfttfftt»ff:tttfwffwwf VCH AREA .01K 152.87 8.13 213.67 HEC -2 WATER SURFACE PROFILES 148.56 7.48 218.67 139.48 148.59 7.28 235.58 Version 4.6.0; February 1991 3.63 457.78 464.03 3.15 4.60 408.51 957.82 fffffffft»fffttfftttfftttffww+ww ttf 11.31 150.32 351.81 23.14 11.11 152.97 OTE- ASTERISK (t) AT LEFT OF CROSS-SECTION 1383.53 NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST 1995 829.42 36.07 5.75 296.14 283.07 SUMMARY PRINTOUT TABLE 150 SECNO XLCH ELTRD ELLC ELMIN 0 CWSEL CRIWS EG 925.000 .00 .00 .00 47.90 1700.00 51.09 51.09 52.10 * 935.000 25.00 .00 .00 48.00 1700.00 52.64 52.64 53.64 945.000 12.00 52.00 1700.00 54.39 54.39 55.21 .00 .00 �• 955.000 10.00 .00 .00 48.50 1700.00 55.09 .00 55.30 1000.000 54.00 .00 .00 50.40 1700.00 55.05 .00 55.36 p• 1010.000 10.00 .00 .00 50.50 1700.00 54.46 54.46 56.44 * 1108.000 100.00 .00 .00 51.50 1700.00 55.32 55.32 57.24 a' 1120.000 10.00 .00 .00 51.60 1700.00 57.41 .00 57.43 1220.000 100.00 .00 .00 52.40 1700.00 57.35 .00 57.47 1320.000 100.00 .00 .00 54.40 1700.00 57.17 .00 57.68 15MAY95 13:04:23 1 1995 1SUMMARY PRINTOUT TABLE 150 10tKS VCH AREA .01K 152.87 8.13 213.67 137.49 148.56 7.48 218.67 139.48 148.59 7.28 235.58 139.46 13.42 3.63 457.78 464.03 3.15 4.60 408.51 957.82 23.35 11.31 150.32 351.81 23.14 11.11 152.97 353.38 .42 1.26 1383.53 2625.03 4.20 2.85 643.28 829.42 36.07 5.75 296.14 283.07 PAGE 7 I R SECNO 0 CWSEL OIFWSP DIFWSX DIFKWS TOPWID XLCH .•�11 925.000 1700.00 51.09 .00 .00 -1.81 108.88 .00 0 " 935.000 1700.00 52.64 .00 1.55 .00 114.96 25.00 945.000 1700.00 54.39 .00 1.74 .00 141.56 12.00 7■JI''* 955.000 1700.00 55.09 .00 .70 .00 126.88 10.00 �* 1000.000 1700.00 55.05 .00 -.04 .00 184.00 54.00 * 1010.000 1700.00 54.46 .00 -.59 .00 38.00 10.00 Q* 1108.000 1700.00 55.32 .00 .87 .00 40.00 100.00 * 1120.000 1700.00 57.41 .00 2.08 .00 288.02 10.00 �* 1220.000 1700.00 57.35 .00 -.06 .00 248.37 100.00 1320.000 1700.00 57.17 .00 -.18 .00 167.32 100.00 15MAY95 13:04:23 PAGE 8 V 1MMARY OF ERRORS AND SPECIAL NOTES Va CAUTION SECNO= 925.000 PROFILE= i CRITICAL DEPTH ASSUMED CAUTION SECNO= 935.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 935.000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 935.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL ■R, CAUTION SECNO= 945.000 PROFILE= 1 CRITICAL DEPTH ASSUMED U CAUTION SECNO= 945.000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 945.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL aWARNING SECNO= 955.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 1000.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE OCAUTION SECNO= 1010.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO- 1010.000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 1010.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= 1108.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 1108.000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 1108.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL 'RNING SECNO= 1120.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE ® WARNING SECNO= 1220.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 1320.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE Z"2 ` g D !�6 -& D I HYDRAULIC GRADE LINE I LATERAL "G .. v`= FC515P E. ?7 S'.'i FACE , PCF ILE - C.>., EL Z - FI NI: CN L'S::.L J3 1 SASE :7 :NV CARD SEC C,I NO CF KE:CF7 .. a AC TYPE PIERS -J:w .:AVc-ERWIDTH ]RCP CO 1 1.50 / 7/00 / CD 2 2 0 .00 L.00 .CO WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - LAT. "C-1" HEADING LINE NO 2 IS FN=LATGI HEADING LINE NO 3 IS F 0 5 1 5 P PAGE NO Z 1 ELEMENT NO 1 IS A WATER SURFACE PROFILE - SYSTEM OUTLET ELEMENT CARD LISTING U/S DATA STATION INVERT SECT W S ELEV .00 1152.80 1 1154.30 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT/ N RADIUS ANGLE ANL PT MAN M 0 6.67 1159.59 1 .013 .00 .00 .00 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT / FP / 6.67 1159.59 2 .200 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECS N RADIUS ANGLE ANL PT MAN N 8.67 1159.59 2 .013 .00 .00 .00 0 ELEMENT NO 5 IS A SYS'DA HEADWORKS J STATION U/S DATA STATION INVERT SECT / V S ELEV 8.67 1159.59 2 1161.10 ............................................................................. For: RanPae Engineering Corporacion, Temecula, CA - S/N 560 \' J3 FNet A1G1 S141:CN INVE�1 ^-EP1N L.S. ELEV OF FLOW ELEV L/EL"c4 SO .00 1152.80 .342 1153.142 .15 1.01798 .15 1152.96 .34: 1153.300 .80 1.01798 .95 1153.77 .355 1154.126 .70 1.01798 1.65 1154.48 .368 1154.846 .61 1.01798 2.26 1155.10 .380 1155.478 .53 1.01798 2.79 1155.64 .393 1156.C35 ,47 1.01798 3.26 1156.12 .407 1156.528 ,42 1.01798 3.68 1156.55 .421 1156.967 .37 1.01798 4.05 1156.92 .436 1157.359 .33 1.01798 4.38 1157.26 .451 1157.710 .29 1.01798 4.67 1157.56 .467 1158.024 .26 1.01798 15P .17Ei S_.F>C.- PZCFILE L:S-:.0 0 VEL VEL ENE7C1 SUPER C7111 CAL e01/ 3ASE/ .- \J READ ORO.EL. ELEV DEPie DI' ;J O. PI"i / SF AVE MF NN4 CEP 1e ............................................................... .......................... 6. /21.i2 6.928 1160.070 .00 .978 1 SO .CO .00 0 .0 .281753 .04 .240 .CO 6.4 20.92 6.793 1160.093 .00 .978 1.50 .00 .CO 0 .0 .260661 .21 •240 .00 6.4 19.94 6.173 1160.299 .00 .978 1.50 Co..00 0 .0 .227898 .16 .240 .00 6.4 18.99 5.600 1160.446 .00 .976 1.50 .00 .00 0 .D .1993555 .12 .240 .00 6.4 is..O 5.104 1160.562 .00 .978 1.50 .00 .00 0 .0 .174232 .09 .240 .OD 6.4 17.30 4.646 1160.681 .00 .97B 1.50 .00 .00 0 .0 .152455 .07 .240 .00 6.4 16.49 4.225 1160.753 .00 .978 1.50 .00 .00 0 .D .133432 .06 .240 .00 6.4 15.72 3.840 1160.807 .00 .978 1.50 .00 .00 0 .0 .116790 .04 .240 .00 6. 14.99 3.488 1160.847 .00 .978 1.50 .00 .00 0 .0 .102242 .C3 .240 .00 6.4 14.29 3.169 1160.879 .00 .978 1.50 .00 .00 0 .0 ..39508 .03 .240 .00 6.4 13.62 2.579 1160.9C3 .00 .978 i.50 .00 .00 0 .. .078370 .C2 .240 .00 13v . 05152 •_�� . _>;ER SL4ixCE P -FILE LIS;:VC 6-/ LAT."L-1" F.=Lai Ol 1V'IER1 U.S. 0 VEL N4L E4E3C' SUP ER C; IT: CAL S:/ 3-S-11.. VO ..: ST. :i:CV c LEV F FLC Of iLCv ELEV HEAD LdD.c_L. ELEV DE>iX D.. I7 a0. >IES S: :'JE ME .NORM CERiX - VELEM ................................................................................................................................. SO 4.93 1157.82 .483 1155.306 6.. 12.98 2.617 1160.923 .00 .978 1.50 .CO .00 0 ._ .24 1.01798 .068618 .02 .240 .00 5.17 1158.06 .500 1158.560 6.: 12.38 2.380 1160.940 .00 .978 1.50 .00 .00 0 .. .20 1.01798 .060128 .01 .240 .00 5.37 1158.27 .518 1158.789 6.4 11.81 2.165 1160.954 .00 .978 1.50 .00 .00 0 .19 1.01798 .052726 .01 .240 .00 5.56 1158.46 .537 1158.995 6.4 11.25 1.964 1160.959 .00 .978 1.50 .00 .00 0 .16 1.01798 .046236 .01 .240 .00 5.72 1158.63 .556 1159.152 6.4 10.74 1.791 1160.973 .00 .978 1.50 .00 .CO 0 .15 1.01798 .040540 .01 .240 .00 5.87 1158.78 .576 1159.351 6.4 10.24 1.628 1160.979 .00 .978 1.50 .00 .00 0 .13 1.01798 .035567 .00 .2240 .00 /. 1 \\ 6.00 1158.91 .597 1159.503 6.4 9.76 1.478 1160.981 .00 .978 1.50 .00 .00 0 .11 1.01798 .031203 .00 _240 .00 6.11 1159.02 .615 1159.641 6.4 9.30 1.344 1160.985 .00 .978 1.50 .00 .CO 0 .10 1.01798 .027'x88 .00 .240 .00 6.21 1159.13 .641 1159.766 6.4 8.86 1.220 1160.986 .00 .978 1.50 .00 .00 0 .09 1.01798 ,024068 .00 .240 .00 6.30 1159.21 .665 1159.879 6.4 8.45 1.110 1160.989 .00 .978 1.50 .00 .CO 0 .08 1.01798 .021159 .00 .240 .00 6.38 1159.29 .690 1159.981 6.4 8.06 1.009 1160.990 .00 .978 1.50 .00 .00 0 .06 1.01798 .018600 .00 •240 .00 6-/ :o51sa ''=E .-Tea $:a FACE ;aDF:Li La::FC LAI.'•:., .. Fr=L6.Ci $T -1;04 INVE0.i DEaiN '�.5. 0 VEL VEL '_YE�.T SJaER C; IT I CAL �'GT/ SASE/ :L FC - -% ELEV 0; FLCU ELEy HEAD CRD.eL _LEV^ DETR ..- :J 1C. .-• SF AVE NF MCRM OE;TN =� l/2LEa ............................................................................................................................ $o 6,44 1159.36 .715 1160.07- 6.4 7.69 .919 1160.993 .00 .978 1.50 CO .00 0 .06 1.01798 .016365 .00 .240 .00 6.50 1159.42 .743 1160.159 6.4 7.33 .835 1160.994 .00 .978 1.50 .00 .00 0 .. .05 1.01798 .014415 .00 .240 .00 6.55 1159.46 .771 1160. 235 6.4 6.99 .758 1160.993 .00 .978 1.50 .00 .00 0 .0 .04 1.01798 .012699 .00 .240 .00 6.59 1159.50 .801 !160.305 6.4 6.67 .690 1160.995 .00 .975 1.50 .00 .00 0 .0 .03 1.01798 .011200 .00 .240 .00 6.62 1159.54 .532 1160.368 6.. 6.36 .627 1,160.995 .00 .978 1.50 .00 .00 0 .. .C2 1.01798 .009885 .00 .240 .00 6.64 1159.56 .865 1160.425 6.4 6.06 .570 1160.995 .00 .978 1.50 .CO .00 0 .0 .02 !.01798 .008737 .00 .240 .00 6.66 1159.58 .900 1160.477 6.4 5.78 .518 1160.995 .00 .978 1.50 .00 .00 0 .0 .01 1.01798 .00T3 .00 .240 .CO 6.67 1159.59 .937 1160.524 6.4 5.51 .471 1160.995 .00 .978 1.50 .00 .00 0 .0 .00 1.01,798 .006848 .00 .24o .00 6.67 1159.59 .978 1160.568 6.4 5.25 .427 1160.995 .00 .978 1.50 .00 .00 0 .0 .00 ':ALL ENTRANCE 6.67 1159.59 1.491 1161.051 6.4 .61 .006 1161.087 .00 .296 4.00 7.00 .00 0 .0 2.00 .00000 .000027 .00 .000 .00 8.67 1159.59 1.491 1161.081 6.4 .61 .006 1161.057 .00 .296 4.00 7.00 .00 0 .0 t 1 TI LAT."G-1" T2 FR-LATG1 T3 $o .001152.50 1 1154.30 R 6.671,159.59 1 .013 .00 .00 0 WE 6.671159.59 2 .200 d 8.671159.59 2 .013 $8 8.671159.59 2 1161.10 Co 1 4 0 .00 1.50 .00 ..0 .00 .00 I I�C} C0 2 2 0 .00 4.00 7.CO .CO .00 .00 0 6.4 .0 i 1 1 1 1 1 r HYDRAULIC GRADE LINE LATERAL "G-2" �ti� FOS ISP 3 WATER SURFACE PROFILE LISTING LAT. "G-2" FN-LATG2 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HOT/ EASE/ ZL ND A.S. ELEV OF FLOW ELEV HEAD CRD .EL. ELEV DEPTH DIA 10 N0. RIE: L/ELEM SO Sf AVE NF NORM DEPTH 2R ................................................................................................................................... 18.4'6 1159.59 2.3'.0 1161.930 12.5 .75 .009 1161.989 .00 .463 4.00 7.00 .00 0 .0 2.00 .00000 .000027 .00 .000 .00 20.46 1159.59 2.390 1161.980 12.5 .75 .009 1161.989 .00 .463 4.00 7.00 .00 0 .0 1 1 T1 LAT ."G-2" T2 FN=LATG2 / T3 SO 001153.20/1 1154.70 R 18.461159.59 1/ .013 .00 .DO 0 WE 18.461159.59 2 .200 R 20.46 159.59 2 .013 SH 20.461159.59 2 1161.10 CD 1 4 0 .00.50 , .00 .00 .00 .00 CD 2 2 0 .00 /4.00 7.00 /.00 .00 .00 0 12.5 '.0 1"24 LAT."C.2^ FN=LAT[2 S'AT:ON INVERT DEPTH W.S. ELEV OF FLOW ELEV L/ELEM SO ....................................... 15.59 1158.59 .848 1159.443 .56 .34615 16.15 1158.79 .882 1159.671 .48 .34615 16.63 1158.96 .918 1159.875 ,42 .34615 17.05 1159.10 .956 1160.059 .36 .34615 17.41 1159.23 .996 1160.224 .31 34615 17.72 1159.33 1.%0 1160.372 .25 .34615 17.97 1159.42 1.086 1160.506 .20 .34615 18.17 1159.49 1.137 1160.627 .15 .34615 18.32 1159.54 1.194 1160.736 .10 .34615 18.42 1159.58 1.257 1160.834 .04 .34615 18.46 1159.59 1.334 1160.924 WALL ENTRANCE F0515P WATER SURFACE PROFILE LISIINC 0 VEL VEL ENERCT SUPER CRITICAL H:T/ SASE/ .- N: A. ;,- MEAD CRD.EL. ELEV DEPTH DIA ID NO. PIER SF AbE HF NORM DEPTH 'R .......................................................................................... 12.5 12.14 2.287 1161.730 .00 1.334 1 SO .00 .00 0 .0 .035567 .02 .460 .00 12.5 11.56 2.076 1161.747 .0O 1.334 1.50 .00 .00 0 .- .031459 .02 .460 .00 12.5 11.031.890 1161.765 .00 1.334 1.50 .00 .00 0 .0 .027865 .01 .460 .00 12.5 10.51 1.716 1161.775 .00 1.534 1.50 .00 .00 0 .0 .024717 .01 .460 .00 12.5 10.02 1.560 1161.784 .00 1.334 1.50 .00 .00 0 .. .021977 .01 .460 .00 12.5 9.56 1.418 1161.790 .00 1.334 1.50 .00 .00 0 .0 .019594 .00 .460 .00 12.5 9.12 1.291 1161.797 .00 1.334 1.50 .00 .00 0 .f .017526 .00 .460 .00 12.5 8.69 1.173 1161.800 .00 1.334 1.50 .00 .00 0 .015767 .00 .460 .00 12.5 8.28 1.066 1161.802 .00 1.334 1.50 .00 .00 0 .014284 .00 .460 .00 12.5 7.90 .969 1161.803 .00 1.33. 1.50 .00 .00 0 .. .013105 .00 .460 .00 12.5 7.53 .880 1161.15C4 .00 1.334 1.50 .OD .00 0 .CO F05 15P RAG:° WATER SURFACE PROFILE LISTING LAI. "L.2" FN=LAiG2 SIx7I ON INVE RI DEPTH ❑.5, 0 VEL VEL ENERCT SUPPER CRITICAL hGi/ SASE/ NO ..E ELEV OF FLOW ELEV HEAD ORD.EL. ELEV DEPTH DIA 10 N0. PIER L/ELEM ................................................................................................................................... SO SF AVE MF NORM DEPTH _R .00 1153.20 .568 1153.768 12.5 20.39 6.457 1160.225 .00 1.334' 1.50 .00 .00 0 2.51 .34615 .14:230 .36 .460 .00 2.51 !154.07 .586 1154.654 12.5 19.53 5.923 1160.577 .00 1.334 1.50 .00 .00 0 .0 2.36 .34615 .127481 .30 .460 .00 4.87 1154.89 .607 1155.494 12.5 18.63 5.389 1160.883 .00 1.334 1.50 .00 .00 0 .0 2.OD .34615 .111869 .22 .460 .00 6.87 1155.58 .629 1156.207 12.5 17.76 4.895 1161.102 .00 1.334 1.50 .00 .00 0 .0 1.70 .34615 .098221 .17 .460 .00 8.57 1156.17 .652 1156.820 12.5 16.94 6.455 1161.275 .00 1.334 1.50 .00 .00 0 .0 1.47 .34615 .086282 .13 .460 .00 10.04 1156.68 .676 1157.351 12.5 16.15 4.050 1161.401 .00 1.334 1.50 .00 .00 0 .0 1.27 .34615 .075871 .10 .460 .00 11.31 1157.11 .702 1157.815 12.5 15.39 3.680 1161.495 .00 1.334 1.50 .00 .00 0 .0 1.10 .34615 .066750 .07 .460 .00 12.41 1157.50 .728 1158.224 12.5 14.67 3.342 1161.566 .00 1.334 1.50 .00 .03 0 .. .96 .34615 .058744 .06 .460 .�• 13.37 1157.83 .756 1158.584 12.5 14.00 3.043 1161.626 .00 1.334 1.50 .00 .00 0 .I .84 .34615 .051750 .04 .460 .00 14.21 1158.12 .785 1158.906 12.5 13.34 2.763 1161.667 .00 1.334 1.50 .00 .00 0 .1 .73 .34615 .045628 .03 .460 .00 14.94 1158.37 .816 1159.189 12.5 12.73 2.516 1161.705 .00 1.334 1.50 .00 .00 0 .65 .34615 .040268 .03 .460 .00 F05 15P WATER SURFACE PROFILE - CHANNEL OEiiNiilON LISTING PAG 2L 2R INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(5) Y(T) Y;!) Y('I CARD SECT CMN NO OF AVE PIER XEIGXT 1 &ASE CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 1.50 2 2 0 .00 4.00 7.00 .00 CO 1 0 5 1 S v PAGE NO WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE 90 1 IS - ' LAT."G-2" HEADING LINE NO 2 IS - FN=LATG2 HEADING LINE NO 3 IS - F 0 5 1 5 P PAGE NO 2 1 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT / W S ELEV .00 1453.20 1 1 1154.70 ELEMENT NO 2 IS A REACH RADIUS ANGLE AND PT MAN U/S DATA STATION INVERT SECT N 18.:6 '1159.59 1 .013 .00 .00 .00 i ELEMENT NO 3 1$ A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 18.46 1159.59 2 .200 ELEMENT NO 4 IS A REACH / /AND RADIUS ANGLE PT MAN U/S DATA STATION INVERT SECT / N 20.46 1159.59 2 / .013 .00 .00 .00 ELEMENT NO 5 IS A SYSTEM HEADWORKS I U/S DATA STATION IN4ERT $ECT / W S ELEV 20.46 1"59.59 1 2 1161.10 ............................................................................. For: RanPac EnSineering Corporation, Temecula, CA - S/N 560 oM \ c ]Nil ICIVIID 3P 17 DilnV11aAH 1 I 1 J I Cl I I T1 723064 REDHAWK T2 H.C.L. ON LINE "F" T3 F.N.=LINEF SO 1000.001153.00 1 R 1015.001153.05 1 R 1020.001153.06 1 R 1051.001166.96 1 R 1060.001171.00 1 R 1170.001183.80 1 R 1189.001184.48 1 { R 1208.451185.17 1 1155.00 013 .00 .00 0 F0515P .00 .00 0 013 45.50 .CO 0 013 .00 .00 0 013 .00 WATER SURFACE PROFILE - CHANNEL DEFINIi:CA LIS119C 013 49.31 PAG: - CARD SECT CNN NO OF AVE PIERNEICHT 1 BASE ZL ZR IAV Y(1) Y(2) Y(3) YG) Y(5) Y(6) Y(7) Y(?) Y(;) 1:':, CNE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CO 1 4 2.00 CD 2 2 0 .00 4.00 14.00 .00 1 F 0 5 1 5 P PAGE 00 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - T23064 REDHAWK HEADING LINE NO 2 IS - H.G.L. ON LINE "F" HEADING LINE NO 3 IS - F.N.=LINEF 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 1153.00 1 1155.00 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANL PT MAN 1015.00 1153.05 1 .013 .00 .00 .00 C ELEMENT NO 3 IS A REACH • ` U/S DATA STATION INVERT SECT N RADIUS ANGLE AHC PT MAN 1020.00 1153.06 1 .013 .00 .00 .00 C ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1051.00 1166.96 1 .013 .00 45.50 .00 C ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1060.00 1171.00 1 .013 .00 .00 .00 C ELEMENT NO 6 IS A REACH ` U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1170.00 1183.80 1 .013 .00 .00 .00 C ELEMENT NO 7 15 A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAK 1189.00 1184.48 1 .013 .00 .00 .00 ELEMENT NO 8 IS A REACH - U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1208.45 11,85.17 1 .013 .00 49.31 .00 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1240.13 1185.30 1 .013 .00 .00 .00 ELEMENT NO 10 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1240.13 1186.30 2 .200 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AHG PT MAN 1242.13 1186.30 2 .0 i< .00 .00 .00 ' ELEMENT NO 12 IS A SYSTEM MEADWORKS U/S DATA STATION INVERT SECT W 5 ELEV 1242.13 1186.30 2 1186.30 T1 723064 REDHAWK T2 H.C.L. ON LINE "F" T3 F.N.=LINEF SO 1000.001153.00 1 R 1015.001153.05 1 R 1020.001153.06 1 R 1051.001166.96 1 R 1060.001171.00 1 R 1170.001183.80 1 R 1189.001184.48 1 { R 1208.451185.17 1 iy i 1155.00 013 .00 .00 0 C13 .00 .00 0 013 45.50 .CO 0 013 .00 .00 0 013 .00 .00 0 013 .00 .00 0 013 49.31 .00 0 iy i 0. 12.0.131186.30 1 .013 .cD .OD 0 VE 12:0.131186.30 2 .200 1 R 1242.131186.30 2 SN 1242.131186.30 2 1180.10 CD 1 • 0 .00 2.00 .00 .00 .00 .00 co 2 2 0 .00 4.00 14.00 .00 .00 .00 1 D 20.2 .0 ............................................................................. For: RanGac Engineering Corporation, .e CUta, CA - S/N 560 •• L'ARNINL M0. 2 VAT ER NRfACE ELEVATION S LESS *M *A'NOR EQUALS INVER7 ELEVATION GIVEN 'I ' N NOVKDS, V.S.ELEV a INV DC 'I ' 1 1 1 1 i 1 1 1 ,yv FoS tSo ..TER SURFACE PROFILE LISTING 19 q 123064 RED XA'.'K H.G.L. ON LINE "F" F.N.=LINEF STATION INVERT DEPTH V.S. 0 VEL VEL ENERGY SUPER CRITICAL KT/ BASE/ ZL NO ..s. ELEV OF FLOU ELEV HEAD GRO.EL. ELEV DEPTH DIA ID NO. PIER SF AVE HF NORM OEiTH 2R L/FLEX .................................................................................................................................. SO 1000.00 1153.00 .614 1153.614 20.2 24.66 9.446 1163.060 .00 1.614 2.00 .00 .00 0 .0 1.81 .00334 .194368 .35 2.000 .00 1001.81 1153.01 .606 1153.612 20.2 25.09 9.777 1163.389 .OD 1.514 2.00 .00 .00 0 .0 4.56 .00334 .213094 .97 2.000 .00 1006.37 1153.02 .586 1153.607 20.2 26.30 10.742 1164.349 .00 1.614 2.00 .00 .00 0 .0 4.40 .00334 .243457 1.07 2.000 .00 1010.77 1153.04 .566 1153.602 20.2 27.60 11.825 1165.427 .00 1.614 2.00 .00 .00 0 .0 4.23 .00334 .278233 1.18 2.000 .DO 1015.00 1153.05 .548 1153.598 20.2 28.94 13.005 1166.603 .00 1.614 2.00 .00 .00 0 .0 .98 .00200 .301589 .30 2.000 .00 1015.98 1153.05 .543 1153.595 20.2 29.28 13.308 1166.903 .00 1.614 2.00 .00 .00 0 .0 4.02 .00200 .328250 1.32 2.000 .00 1020.00 1153.06 .525 1153.585 20.2 30.70 14.634 1168.219 .00 1.614 2.00 .00 .00 0 .0 9.68 .44838 .330630 3.20 .49D .00 1029.68 1157.40 .540 1157.942 20.2 29.45 13.464 !171.406 .00 1.614 2.00 .00 .00 0 .0 7.69 .44838 .291690 2.24 .490 .00 1037.37 1160.85 .559 1161.408 20.2 28.06 12.222 1M.630 .00 1.614 2.00 .00 .00 0 .0 5.66 .44838 .255396 1.45 .490 .00 1043.03 1163.39 .579 1163.967 20.2 26.75 11.115 1175.062 .00 1.614 2.00 .00 .00 0 .. 4.41 .44838 .223602 .99 .490 .00 1047.44 1165.37 .599 1165.965 20.2 25.5. 10.127 1176.092 .00 1.61: 2.00 .00 .00 0 .. 3.56 .44838 .195758 .70 .490 .00 19 q F0515P ..,TER SURFACE PROFILE LISTING PAGE a VEL VEL ENERGT SUPER CRITICAL NOT/ EASE/ ZL NO -151 HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER SF AVE NF NORM. DEPTH ZR ....................................................................................... .2 24.34 9.197 1176.777 .00 1.614 2.00 .00 .00 0 .0 .173092 .43 .490 .00 ,2 23,38 8,488 1177.191 .00 1.614 2.00 .00 .00 0 .0 .153291 .39 .490 .00 .2 22.30 7.719 1177.582 .00 1.614 2.00 .00 .00 0 .0 .134308 .29 .490 .00 0.2 21.24 7.006 1177.859 .00 1.614 2.00 .00 .00 0 .0 .117695 .22 .490 .00 0.2 20.26 6.374 1178.083 .00 1.614 2.00 .OD .00 0 .0 .108472 1.67 .700 .00 0.2 20.06 6.248 1179.752 .00 1.614 2.00 .00 .00 D .0 .100352 3.40 .700 .00 0.2 19.13 5.682 1183.158 .00 1.614 2.00 .00 .00 0 .0 .087993 1.52 .700 .00 20.2 18.23 5.161 1184.671 .00 1.614 2.00 .00 .00 0 .0 .077183 .87 .700 .00 20.2 17.38 4.693 1185.543 .00 1.61: 2.00 .00 .00 0 .0 .D67713 .55 .700 .00 20.2 16.58 4.271 1186.103 .00 1.614 2.00 .OD .00 0 .0 .059450 .37 .700 .00 20.2 15.81 3.879 1186.473 .00 1.614 2.00 .00 .00 0 A .052228 .26 .7CO .00 14j T23064 REDHAVK N.G.L. ON LINE "F" P.N.=LIN'PF STATION INVERT DEPTH V.S. O ' ELEV OF FLOW ELEV /ELEM 50 ............................................ 1051.00 1166.96 .620 1167.580 20 2.46 .44E89 ' 1053.46 1168.06 .638 1168.703 20 2.53 .44889 1055.99 1169.20 .661 1169.863 20 2.16 .44889 1058.15 1170.17 .684 1170.853 2 ' 1.85 .44889 - 1060.00 1171.00 .709 1171.709 2 15.38 .11636 ' 1075.3E 1172.79 .714 1173.504 2 33.92 .11636 1109.30 1176.74 .739 1177.476 2 17.25 .11636 1126.55 1178.74 .766 1179.510 11.30 .11636 ' 1180.06 1180.851 1137.85 .793 8.17 .11636 ' 1146.02 1181.01 1181.832 .822 6.29 .11636 ' 1152.31 1181.74 1182.594 .852 5.00 .11636 F0515P ..,TER SURFACE PROFILE LISTING PAGE a VEL VEL ENERGT SUPER CRITICAL NOT/ EASE/ ZL NO -151 HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER SF AVE NF NORM. DEPTH ZR ....................................................................................... .2 24.34 9.197 1176.777 .00 1.614 2.00 .00 .00 0 .0 .173092 .43 .490 .00 ,2 23,38 8,488 1177.191 .00 1.614 2.00 .00 .00 0 .0 .153291 .39 .490 .00 .2 22.30 7.719 1177.582 .00 1.614 2.00 .00 .00 0 .0 .134308 .29 .490 .00 0.2 21.24 7.006 1177.859 .00 1.614 2.00 .00 .00 0 .0 .117695 .22 .490 .00 0.2 20.26 6.374 1178.083 .00 1.614 2.00 .OD .00 0 .0 .108472 1.67 .700 .00 0.2 20.06 6.248 1179.752 .00 1.614 2.00 .00 .00 D .0 .100352 3.40 .700 .00 0.2 19.13 5.682 1183.158 .00 1.614 2.00 .00 .00 0 .0 .087993 1.52 .700 .00 20.2 18.23 5.161 1184.671 .00 1.614 2.00 .00 .00 0 .0 .077183 .87 .700 .00 20.2 17.38 4.693 1185.543 .00 1.61: 2.00 .00 .00 0 .0 .D67713 .55 .700 .00 20.2 16.58 4.271 1186.103 .00 1.614 2.00 .OD .00 0 .0 .059450 .37 .700 .00 20.2 15.81 3.879 1186.473 .00 1.614 2.00 .00 .00 0 A .052228 .26 .7CO .00 14j ' F0515P P.__ n CATER SURFACE PROFILE LISTING ;23064 REOXA':K X.G.L. CN LINE "F" F.N.=LINEF 1 INVERT DEPTH V.S. 0 VEL VEL ENERGY SUPER CRITICAL SGT./ SASE/..: STAT ICN ELEV Of FICV ELEV HEAD GRD.EL_ ELEV DEPTH DIA ID N0. PIER L/FLEX 50 SF AVE KF NORM DEPTH 2R ...................................................................................................................... ' 1157.31 1182.32 .884 1183.208 20.2 15.07 3.529 1186.737 .00 1.614 2.00 .00 .00 0 .0 4.09 .11636 .045914 .19 .700 .00 1161.40 1152.80 .917 1183.716 20.2 14.37 3.205 11&6.921 .00 1.614 2.00 .00 .00 0 .0 3.39 .11636 .040367 .14 .700 .00 1164.79 1183.19 .951 1184.144 20.2 13.70 2.916 1187.060 .00 '1.614 2.00 .00 .00 0 .0 2.83 .11636 .035511 .10 .700 .00 1167.62 1183.52 .987 1184.510 20.2 13.07 2.651 1187.161 .00 1.614 2.00 .00 .00 0 2.38 .11636 .031273 .07 .700 .00 1170.00 1183.80 1.025 1184.625 20.2 12.45 2.408 1187.233 .00 1.614 2.00 .00 .00 0 .0 19.00 .03579 .027887 .53 .964 .00 ' 1189.00 1184.48 1.057 1185.537 20.2 11.99 2.232 1187.769 .00 1.614 2.00 .00 .00 0 .0 6.49 .03548 .025830 .17 .970 .00 1 1195.49 1184.71 1.072 1185.782 20.2 11.76 2.149 1187.931 .00 1.614 2.00 .00 .00 0 .0 12.96 .03548 .023713 .31 .970 CO 1208.45 1185.17 1.115 1.86.295 20.2 11.22 1.956 1168.241 .00 1.614 2.00 .00 .00 0 .0 5.93 .03567 .021418 .13 .970 .00 1 1214.38 1185.38 1.142 1186.524 20.2 10.90 1.843 1188.367 .00 1.614 2.00 .00 .00 0 .. 7.47 .03567 .019402 .14 .970 .00 ' 1221.85 1185.65 1.188 1186.836 20.2 10.39 1.675 1188.511 .00 1.614 2.00 .00 .00 0 .0 5.63 .03567 .017163 .10 .970 .00 1227.48 1185.85 1.236 1187.095 20.2 9.90 1.522 1188.608 .00 1.614 2.00 .00 .00 0 4.223 .03567 .015207 .06 .970 .00 F T F 0515P uAIER SURFACE :GF ILE LISTING D W, 123064 REDHAWK N.C.L. ON ;INE "F" F.N.=LINEF STATION INVERT DEPTH V.S. 0 VEL VEL EN -c RCT SUPER CRITICAL NGT/ e.SE/ _- AO -•_ ELEV OF FLOW ELEV READ CRO.'' -L. ELEV DEPTH DIA ID N0. PIER SF AVE NF NORM DEPTH L/PLM .......................................................................................................................R........... SO 1231.71 1186.00 1.288 1187.289 20.2 9.4. 1.385 1188.673 .00 1.614 2.00 .00 .00 0 .0 3.20 .03567 .013503 .04 .970 .00 1234.91 1186.11 1.343 1187.457 20.2 9.00 1.258 1189.715 .00 1.614 2.00 .CO .00 0 .. 2.34 .03567 .012014 .03 .970 .00 1237.25 1186.20 1.402 1187.599 20.2 8.58 1.144 1188.743 .00 1.614 2.00 .00 .00 0 .0 1.60 .03567.010722 .02 .970 .00 1238.85 1186.26 1.466 1187.721 20.2 8.18 1.040 1188.761 .00 1.614 2.00 .00 .00 0 .0 .98 .03567 .D09604 .01 .970 .00 1239.83 1186.29 1.535 1187.824 20.2 7.80 .945 1188.769 .00 1.614 2.00 .00 .00 0 .0 .30 .03567 .008645 .00 .970 .00 1240.13 1186.30 1.614 1187.514 20.2 7.43 .858 1188.7'2 .00 1.614 2.00 .00 .00 0 .0 .00 WALL ENTRANCE 1240.13 1186.30 2.644 1188.944 20.2 .55 .005 1198.949 .00 .401 4.00 14.00 .00 0 .0 2.00 .00000 .000011 .00 .000 .00 1242.13 1186.30 2.644 ;1,88.944 20.2 .55 .005 1188.949 .00 .401 4.00 14.00 .00 0 .0 1 t D W, F0515P PAGE I WATER SURFACE PROFILE LISTING 0 Bil TRACT 23064•F NGL CALCS FOR LINE H FN=644H 2-26.91 STATION INVERT DEPTH U.S. 0 VEL VEL ENERGY SUPER CRITICAL NGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH DIA ID NO. PIER ............... 0 ............................................................................................................ ... SF .. HF NORM DEPTH 1000.00 1153.26 3.390 1156.650 26.1 3.69 .212 1156.862 .00 1.650 3.00 .00 .00 0 .0 27.27 .01583 .001520 .04 1.150 .00 1027.27 1153.69 3.D00 1156.692 26.1 3.69 .212 1156.904 .00 1.650 3.00 .00 .DO 0 .0 17.81 .01583 .001424 .03 1.150 .00 1045.08 1153.97 2.721 1156.695 26.1 3.87 .233 1156.928 .00 1.650 3.00 .00 .00 0 .0 9.54 .01583 .001386 .01 1.150 .00 1054.62 1154.13 2.560 1156.685 26.1 4.06 .256 1156.941 .00 1.650 3.00 .00 .00 0 .0 7.49 .01583 .001500 .01 1.150 .00 1062.11 1154.24 2.427 1156.670 26.1 4.26 .282 1156.952 .00 1.650 3.00 .00 .00 0 .0 6.26 .D1583 .001651 .01 1.150 .00 1068.37 1154.34 2.310 1156.653 26.1 4.47 .310 1156.963 .00 1.650 3.00 .00 .OD 0 .0 3.63 .01583 .001799 .01 1.150 .00 1072.00 1154.40 2.239 1156.639 26.1 4.61 .330 1156.969 .00 1.650 3.00 .00 .00 0 .0 WALL ENTRANCE .00 1072.00 1154.40 2.707 1157.107 26.1 1.61 .040 1157.147 .00 .838 4.00 6.00 .00 0 .0 2.00 .00000 .000123 .00 .000 .00 1074.00 1154.40 2.707 1157.107 26.1 1.61 .040 1157.147 .00 .838 4.00 6.00 .00 0 .0 1 1 0 Bil Irl F0515P NATER 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(B) Y(9) TOO) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 3.00 CD 2 3 0 .00 4.00 6.00 .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-F HEADING LINE NO 2 IS - NGL CALCS FOR LINE H HEADING LINE NO 3 IS - FN=644H 2-26.91 i 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 1153.26 1 1156.65 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1072.D0 1154.40 1 .D13 .00 .00 .00 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1072.00 1154.40 2 .500 ELEMENT NO 4 IS A REACH • • ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1074.00 1154.40 2 .013 .00 .00 .00 O ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1074.00 1154.40 2 1154.40 T1 TRACT 23064-F T2 NGL CALCS FOR LINE H T3 FN=644H 2-26-91 SO 1000.001153.26 1 1156.65 R 1072.001154.40 1 .013 .00 .00 0 WE 1072.001154.40 2 .500 R 1074.001154.40 2 .013 .00 .00 0 SH 1074.001154.40 2 1154.40 CD 1 4 0 .00 3.00 .00 .00 .00 .00 CD 2 3 0 .00 4.00 6.00 .00 .00 .00 D 26.1 .0 --------•.P..»»�.... .. 560............. --------------................... ».. •• WARNING N0. 2 '• - WATER SURFACE ELEVATION GIVEN 1S LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV . DC Irl 1 U 17 I T H Y D R O G R A P H A N A L Y S I S Copyright (c) CivilCadd, 1988 +++++++++++++++}+++++T'F.+'F..+'F.++'I'++++++++++++i-++++.F++...+++++t+...'4.r-T+- ++++++++r++++++++++++++++}}+++++++++++++++++++++++++++++++++r++f+++++t�'T+++ Riverside County Synthetic Unit Hydrology Method Manual Date - April 1978 }+++tr++T++++'}'f'}'f'}i"L....++++'F.... F'I't'........++.++.... FT+T++r+T+'F'F+.i++++}T- ++++++++++ PROJECT TITLE HEADING: +++++++++++++++++++++++++++++++++++++++++ OFFSITE BASIN "B" TRIBUTARY TO LINE "D" -ULTIMATE CONDITION WOLF VALLEY LOOP SOUTH +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ....'F'F'F++.I ... '........ F+'F'F+.... '.... t....+++++++'F'H'A'....+T+++' . F'E'ET i'+++- .... Watercourse Length = 11150.000 Feet " " = 2.1117 Miles Length from Concentration Point to Centroid = 5850.000 Feet " " " " " " = 1.1080 Miles Elevation Difference along Watercourse = 229.000 Ft. Mannings Friction Factor for Watercourse = .035 Watershed Area = 960.000 Acres " " = 1.5000 Square Miles RI Infil. Rate Impervious Adj. Infil. Rate Area% F (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 80.0 .244 .100 .222 1.000 .222 SUM (F) _ .222 Area averaged Mean Soil Loss (F) (In/Hr) _ .222 Minimum Soil Loss Rate (In/Hr) _ .111 (For 24 hour storm duration) Soil Low Loss Rate (Decimal) _ .850 'F+'F+'I....i't+'FFi'i'......T+'E+i'....+'Ff++'h+++f....;'F........++'F'H.... f'h++++++i+'F Foothill S Graph Selected Synthetic Unit Hydrograph Time Unit = 5.000 Minutes "LAG" Time = .476 Hours Unit Time Percentage of Lag Time = 17.496 Hydrograph Baseflow = .000_CFS AREA RAINFALL DATA: AREA(Acres)[1) RAINFALL(In.)[2] WEIGHTING[1*2) 960.00 2.66 2553.60 AREA AVERAGED RAINFALL- 2.66 (In.) 3 Hour Storm at 5 Minute Unit Interval Riverside Area Adjustment Factor(E-5.8) _ .9962 Adjusted Storm Rain = 2.65 (Inches) Time Period (Mrs) ----------- O U N I T H Y D R O G R A P H Unit Hydrograph Data Time % of Lag ---------- 17.496 Distribution Unit Hydrograph Graph % CFS-HRS/IN ---------------------------- 10.8 .167 34 .992 3.003 29.1 .250 52.489 4.398 42.6 .333 69.985 6.346 61.4 .417 87.481 9.769 94.5 .500 104.977 19.218 185.9 .583 122.474 14.595 141.2 .667 139.970 7.488 72.4 .750 157.466 5.506 53.3 .833 174.962 4.284 41.5 .917 192.459 3.676 35.6 1.000 209.955 3.106 30.1 1.083 227.451 2.580 2h.0 1.167 244.947 2.255 21.8 1.250 262.443 1.993 19.3 1.333 279.940 1.686 16.3 1.417 297.436 1.472 14.2 _ 1.500 314.932 1.298 12.6 1.583 332.428 1.098 10.6 1.667 349.925 ,.886 8.6 1.750 367.421 .771 7.5 1.833 384.917 .666 6.4 1.917 402.413 .500 4.8 2.000 419.909 .500 4.8 2.083 437.406 .500 4.8 2.167 454.902 .500 4.8 2.250 472.398 .500 4.8 2.333 489.894 .287 2.8 SUM= 100.00 SUM= 967.5 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++_++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++T++++ Time Pattern Storm Rain Loss Rate(In./Hr) Effective (Hr.) Percent (In./Hr.) Max I Low (In./Hr.) ___________________________________________________________________________ .08 1.30 .413 .222 .351 .19 .17 1.30 .413 .222 .351 .19 .25 1.10 .350 .222 .297 .13 .33 1.50 .477 .222 .405 .25 .42 1.50 .477 .222 .405 .25 .50 1.80 .572 .222 .487 .35 .58 1.50 .477 .222 .405 .25 .67 1.80 .572 .222 .487 .35 .75 1.80 .572 .222 .487 .35 .83 1.50 .477 .222 .405 .25 .92 1.60 .509 .222 .432 .29 1.00 1.80 .572 .222 .487 .35 1.08 2.20 .700 •222 .595 .48 1.17 2.20 .700 .222 .595 .48 1.25 2.20 .700 .222 .595 .48 1.33 2.00 .636 .222 .541 .41 1.42 2.60 .627 .222 .703 .60 1.50 2.70 .859 .222 .730 .64 1.58 2.40 .763 .222 .649 .54 1.67 .2.70 .859 .222 .730 .64 1.75 3.30 1.049 .222 .892 .83 1.83 3.10 .986 .222 .838 .76 1.92 2.90 .922 .222 .784 .70 2.00 3.00 .954 .222 .811 .73 2.08 3.10 .986 .222 .838 .76 2.17 4.20 1.336 .222 1.135 1.11 2.25 5.00 1.590 .222 1.352 1.37 2.33 3.50 1.113 .222 .946 .89 2.42 6.80 2.162 .222 1.838 1.94 2.50 7.30 2.321 .222 1.973 2.10 2.58 8.20 2.608 .222 2.216 2.39 2.67 5.90 1.876 .222 1.595 1.65 2.75 2.00 .636 .222 .541 .41 2.83 1.80 .572 .222 .487 .35 2.92 1.80 .572 .222 .487 .35 3.00 .60 .191 .222 .162 .03 1+35 Total Rainfall (In.) = 2.65 25.4830 401.07 1+45 Total Soil Loss(In.) = .66 31.5850 464.18 155 Total Effective Rainfall(In.) = 1.99 523.55 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Total Soil Loss Volume(Acre Feet) = 52.8905 Total Storm Runoff Volume(Acre Feet) = 159.0292 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3- H O U R S T O R M R U N O F F H Y D R 0 G R A P H +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Hydrograph in 5. -minute intervals(CFS) ------------------------------ Time(H+M) Volume(AF) Q(CFS) 0 0+ 5 .0143 2.07 0+10 .0668 7-63 0+15 .1707 15.09 0+20 .3523 26.36 0+25 .6653 45.44 0+30 1.2408 83.56 0+35 2.0267 114.12 0+40 2.9255 130.50 0+45 4.0270 159.94 0+50 5.3177 187.41 0+55 6.7791 212.19 1+ 0 8.3245 224.39 1+ 5 9.9916 242.08 1+10 11.7812 259.84 1+15 13.6141 266.14 1+20 15.5503 281.14 1+25 17.6886 310.49 1+30 20.1008 350.25 1+35 22.7208 380.43 1+40 25.4830 401.07 1+45 28.3882 421.83 1+50 31.5850 464.18 155 35.0487 502.93 2+ 0 38.6544 523.55 2+ 5 42.4864 556.40 2+10 46.6683 607.22 2+15 51.1124 645.27 2+20 55.7303 670.53 2+25 60.6461 713.78 2+30 66.0984 791.67 2+35 72.4177 917.56 -------------------------------------- 350.0 700.0 1050.0 1400.0 ------------------------------------- Q Q Q Q VQ V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q V Q I° V V V V Q Q Q Q 4 V I Q minjlt' 2+40 79.6524 3050.48 V Q 2+45 87.3459 1117.10 V Q 2+50 - 95.9773 1253.27 V Q 2+55 105.3284 1357.78 V Q 3+ 0 114.6956 1360.11 V Q 3+ 5 122.9957 1205.18 V Q 3+10 129.3802 927.02 Q V 3+15 134.3946 728.09 Q V 3+20 138.5951 609.92 Q V 3+25 141.9680 489.74 Q v 3+30 144.6903 395.29 Q V 3+35 146.9758 331.84 Q V 3+40 148.9233 282.78 Q V 3+45 150.5948 242.70 Q V 3+50 152.0274 208.01 Q V 3+55 153.2550 178.25 Q V 4+ 0 154.3002 151.76 Q V 4+ 5 155.1820 128.05 Q V 4+10 155.9267 108.12 Q V 4+15 156.5546 91.17 Q V 4+20 157.0901 77.76 Q V 4+25 157.5442 65.93 Q V 4+30 157.9283 55.78 Q V 4+35 158.2636 48.68 Q V 4+40 158.5477 41.26 Q V 4+45 158.7609 30.95 Q V 4+50 158.8997 20.16 Q v 4+55 158.9694 10.13 Q V 5+ 0 159.0016 4.68 Q V 5+ 5 159.0210 2.81 Q V 5+10 159.0286 1.11 Q V 5+15 159.0292 .08 Q V ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++t+++++++++++i Cx1�o NA �,)C (3 CpD + V;010 i� w-KKI h o 70 C �s lr