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Home My WebLink AboutParcel Map 30798 Parcel 11 Drainage Study 2003 , ;l-6 t of U// H:lOd3~ 3~VNlvela N~IS3a ~llnvelaAH pue Aanl.S A~Olo~aAH !O e!uJO!!Ie~ 'elnoawal.!O A~!~ a4~ UI OVOH H111t11S HVl03003r 'g H1nos 6L AMH 01 (Z9LS H.l 'Lv .l0l) Al.H3dOHd OHOl.NVS 3Hl. H~nOHHJ_ '(L6LOSlI\Id) H31N3~ llV13H 0183nd OH~NveI 3Hl. ONV (96,~OSlI\Id) Sndll\lV~ H~HnH~ Al.INnItllIl\lO~ OH~NveI 3Hl. NIHl.lM NlvelCIII\I~Ol.S Aq SPJON "d >Ioer 41!M UO!lepOsse U! "OUI 'sluellnsuo8 flupaau!flu3 elnoawa.l SOOZ 'S ~ ^ell\l :alea moz z t Nnr 03^1383tJ lN3~'W:j\td30 8NI1::l33NI8I'.. Vln03lf\!31 ::10 AJ.lO ~ 9~OO-9L9 (sos) X8=i 9~B9-9L9 (BDS) aUDLld 8 ~9 ~- ~S92S 'I1:::J 'sjn::J8LUa.L 'ap-J1:::J uaplOH 082017 .Jsau!6U3 l!^!::J 6uqjnauo::J 3:J1::l 'S!...J...JON "d >per "A':) \..\-1 'l - "to 1;11 \ I I I , I I I I I I IJ I I I I I I I I Drainage Study, Rancho Community Church September 16, 2002 Page 2 of 4 PURPOSE The purposes of this study are (J) to determine the tributary area, time of concentration (T c) and 100-year runoff (Q) of the overall watershed to the inlet of the existing box culvert at Hyw 79 South and ledediah Smith Road, (2) the Q from the Rancho Community Church (RCe) subarea at that T c, and (3) design the storm drain from RCC to the inlet of the box culvert, based on the governing of two non-concurrent peak Tc's, that of the RCC subarea obtained from our previous study, and the other from the hydrology calculations of the overall watershed performed in the present study. REFERENCES Hydrology study ofthe RCC drainage area, by TEC 1 lack P. Norris RCE, dated 12119/0]. Caltrans storm drain plan of the box culvert, by Ranpac Hydrology map of overall watershed, by Ranpac, undated. Tentative Maps of Tracts 24133 and 24135. Riverside County Flood Control & Water Conservation District topographic maps, 1982. RCFC&WCD storm drain plan by RBF ofTr. 24135, -1,-2,-3, title sheet DESCRIPTION OF THE WATERSHED The area is on the north side ofHwy. 79. It drains southwesterly to an existing box culvert on the northeast comer ofHwy. 79 and ledediah Smith Rd. Ranpac prepared a hydrology report in the past, but it is lost. The tributary drainage area is 486.7 acres of typically irregular shape. The upper 53.9 acres, on the east side of Margarita Av, is fully developed as single-family residential with an overall average of6 dwelling units per acre. The predominant soil types are Band D. The large central area, 373.9 acres, is 54.5 acres smaller than the 428.4 acres indicated on the Ranpac map; that 54.5 acres drains southeasterly in a channel barely visible on the topo maps, and therefore is not a part of the drainage area. It was modeled as fully developed 2\I,-acre residential parcels, draining through a natural valley channel. The predominant soil types are Band D. The low, southern 58.9 acres was assumed a fully developed commercial land use, with type C soil. The terrain consists of gentle hills and valleys. Maximum relief is about 198 feet, from elevation 1210 to 1012:t. The maximum flow length is 10,290 feet. Vegetation is mostly shrubs and grasses, with some urban landscaping. Margarita Road drainage actually bypasses the storm drain crossing under it, and thus its 1.3 acres was omitted from the Ranpac study. However, it is within the general watershed, may be connected in the future, and is therefore included in the present study. METHODOLOGY Since the Ranpac report cannot be found, a new study was performed. The hydrology analysis was performed based on the Rational Method of the current 1978 RCFCD Hydrology Manual, using the RMH computer program developed by the writer. The I aO-year storm frequency was used. 1-- I I I 'I I I 'I >> I I I I 1 I I I I I I Drainage Study, Rancho Community Church September 16, 2002 Page 3 (.r 4 The proposed storm drain from RCC westerly to the inlet ofthe existing box culvert was hydraulically analyzed at two flow conditions in the watershed, i.e., at the two non-concurrent peak flow T c' s: (1) at the T c of the overall area, when the entire watershed is contributing but the RCC subarea is not at maximum runoff, and (2) at the T c of the ReC subarea, when the subarea is at peak runoff but before the overall watershed contributes full runoff. At each T c the off-peak area runoff was adjusted by ratio of rainfall intensities at the two T C's. To elaborate, the off-peak area's runoff was multiplied by the ratio ofthe intensity at its Tc to that of the peak area's Tc. This follows the confluence analysis procedure of the RCFCD Hydrology Manual for the case where the area with the longer Tc yields the greater runoff, which is the operative case in this watershed. The RMH program performs the confluence calculations automatically for the combination yielding the highest resulting Q, but the other combination had to be calculated by hand. The hand calculation was reasonably verified by plotting approximate partial hydrographs of the two streams. The total Q of each combination established the control water surface (WSE) elevation at the box culvert inlet for analysis of the RCC storm drain. The WSE was calculated based on the storm drain plan's HGL of 13 .5, just inside the box culvert's entrance, and an entrance loss coefficient of 1.8, as calculated from the data shown on the plans. RESULTS Peak flows: Stream Area, acres T c. minutes QIOO. cfs Main stream area 346.6 28.50 584.6 RCC subarea 140.2 21.52 307.6 -- Confluenced 486.8 28.50 848.2 -- FI h' T ows at matc mg c: Condition I hydrology: Tc= 28.50, I = 1.958 inchlhr Hvdraulics Stream Peak Q, cfs I ratio Adjusted Q V,fos He, ft. WSE laJ RCB Main 584.6 I. 000 584.6 RCC 307.6 0.857 263.6 Total 848.2 8.48 2.01 15.50 Analyze RCC pipe with Q=264 cfs from WSE control elevation of 15.50, d=72" h [=0039 WSE at upstream end of pipe = 15.50 + (373' x .0039) = 17.0 Condition 2 hydrology: Tc= 21.52, I = 2.285 inch/hr Hvdraulics Stream Peak Q, cfs I ratio Adjusted Q V,fos He, ft. WSE laJ RCB Main 584.6 0.857 501.0 RCC 307.6 1.000 307.6 Total 808.6 8.09 1.83 15.33 Analyze RCC pipe with Q=308 cfs from WSE control elevation of 15.33, d=72" h [=.0053 WSE at upstream end of pipe = 15.33 + (373' x .0053) = 17.3 Governs :? I I I I I I I I I I I' I I ',. I I I I I Drainage Study, Rancho Community Church September 16, 2002 Page 4 of 4 CONCLUSIONS The governing condition is #2, at Tc= 21.52 min., the peak in the RCC pipe Q = 308 cfs, and the adjusted Q in the main channel = 501 cfs, and WSE control at the pipe outlet = elev. 1015.33. The hydraulic analysis of the RCC drainage system is based on these values. A 72" pipe is required from RCC, to outlet just upstream of the box culvert. At the upstream end the storm drain transitions, in the upstream direction, to a 10' x 3' RCB (over an existing large water pipe), then to an open channel on the RCC campus. The channel has a bottom width of 4 feet, 2:1 side slopes, and is analyzed with Manning's n of .030 to allow for weed growth. The water surface in the channel at the upstream end of the transition, at the southwest comer of the campus, is calculated to be at elevation 19.38. The right-of-way elevation is 19.7 at that location. Thus the WSE is below the right-of-way, but the planned berm along Hwy 79 will be returned along the property line to provide freeboard in the channel of at least I foot. ATTACHMENTS o Drainage maps (3, in pocket) Base maps are Ranpac hydrology map, portions of tentative maps, Tr. 24133 and 24135 o Soil map (RCFCD soil map at 1"= I 000' with watershed boundary superimposed) o Rainfall intensity-duration table o Hydrology calculations o Hydraulics calculations C:\WordDocsIJPN-RCE\Projects\TEC\RCC\Santoro drain study.doc L\ - \ . o .. .. ..., . ~ - o;y I {.'/./ .~ . ~.-~"~':." / ." -' ,,'.r,,". I ceo'! =1,1 (; f. """~':J; ;;r~"''''-J ~ : \ I .;,,,,,,,'Wo, ' ",.' -'r. ,;,,:,,:-' ." ""-:';;"~, .j'. f,"T",' 5' '1' .. .. -... ,;' ..... .,.-. , "'-.... 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NW"UlO' ..,....0'......0 _NNNN . . . . . .ooo_N ...NCII"- ----- . . . . . 0'0'...1>>.0 w..oUlWN ----- .... . ......IIIUl O..N.... .... ., ..,CII..o.o at_\IIO'tJ! ----.- .... .. __NN'.6I N...N.o... .... . 0'00......... Cl'CIIONUl ~~~ .... . .o.aOOO .....a... I I I I I I I I I I I, I I I I I I I I RMH RC ver 6.6f June 2002 RATIONAL METHOD HYDROLOGY Riverside County (C) Copyright 1999 Jack p, Norris, Tel 909-676-5816, Fax 676-0016 SiN 0 Jack p, Norris, RCE, 40230 Holden Circle, Temecula CA 92591 909-676-5816 Page 1 File: TEC\RCC\SANTORO.DAT 19 records Runtime: 013-30-2002 13:44 By JPN Work code 8 Job# RCC-1 +-------------------------------------------------..---------------------------+ Rancho Community Church, Hwy 79 S., Temecula Entire tributary area to existing RCB @ Jedd Smith Rd, & Hwy 79. Reference study of RCC property drainage area dated Dee 19,2001. +-----------------------------------------------------------------------------+ Schematic diagram. Legend: Node number! Link text: record number + process name Streams: 2 201 18User 101 lInit 102 2Stre 103 3Stre 104 5Stre 105 6Pipe 106 7Pipe 107 8Pipe 108 9Pipe 109 10Pipe 110 11Chan 111 12Chan 112 13 Chan 113 l4Chan 114 15Chan 115 16Chan 116 17Chan 351 <----' ~ I I - I I I I I I I I I I I I I I I I J I RMH RC ver 6.6f June 2002 RATIONAL METHOD HYDROLOGY Riverside Cou.nty (C) Copyright 1999 Jack p, Norris, Tel 909-676-5816, Fax 676-0016 SiN 0 Jack p, Norris, RCE, 40230 Holden Circle, Temecula CA 92591 909-676-5816 File: TEC\RCC\SANTORO,DAT 19 records Runtime: 08~30-2002 13:28 By JPN Work code 8 Job# RCC-1 Page 1 +-----------------------------------------------------------------------------+ Rancho Community Church, Hwy 79 S" Temecula Entire tributary area to existing RCB @ Jedd Smith Rd, & Hwy 70'. Reference study of RCC property drainage area dated Dee 19,200J., +-------------------------------------------------.----------------------------+ Frequency: 100 - yr. I =12,357 Tc^-,550 Min. pipe size: 18" Legend: (i)=input (c)=computed 100-yr 1-hr D= 1.3" (i), -Loglog slope of I-D curve = .55 (i) Initial subarea Tc by Kirpich formula: Tc = k (Dist^3 / deltaH)',2 ****************************************************************1'************** Record 1 Subarea 1 Remark: Tr 24133 Node 101 to node Elev 1210.00 to elev Subarea: ,18 acre Development type 8 = Stream 1 Process 1: Initial subarea 102 1208.00 delta H = 2,00' Length= 160' Soil: BC, RI= 63 5- 7 dwellings/acre ai= ,55 Slope= .01250 ________________________________________________________________u______________ k = .389 A(total) = Tc = 7,12 min, 0.180 ac Q(subarea) = I = 4,200"/hr Fp = O,660"/hr C",836 Q(total: = 0.63 cfs 0,63 cfs - - - --- ---- - -- - ---- -- --- ---- - - --- - -- Summary -----....-------------..-------------- 3.51 cfs/acre avg. 0.18 acres Tc= 7.12 min Q= 0.63 cfs Stream 1 to node 102 Length= 160' A(tot)= ------------------------------------------------------------------------------- ----------------------------------------------------------------.--------------- Record 2 Subarea 2 Stream 1 Process 3: Street flow Subarea Q enters stream unifo:cmly distributed along reach. Node 102 to node 103 Elev 1208.00 to elev 1201.50 delta H = 6.50' Len9th= 400' Slope= ,01625 Subarea: 3.9 acres Soil: BC, RI= 63 Development type 8 = 5- 7 dwellings/acre ai= ,55 Street template 2 Half-width = 20' n = ,015 CF = 6" Batter= ,25 h/v Gutter width = 18" Xfall = ,017 '/' Tt= 2.41 min. based on Qavg= 3,20 Davg=0.32' Aavg= 2,32 s,f, Vavg= At end of reach: D = 0.37' (0.374) Flow area = 3.73 s.f. Flooded ;: sides Hike = 1.5" Lip = .38" cfs on each side of street. 2.77' /sec V = 3,26' /sec. width one side = Sf = .01626 D*V = 1. 22 13,87' ------------------------------------------------------------------------------- Tc = 7.12 + A(total) = 2,41 = 4.080 ac Q ( subarea) 9,52 min, 3,577"/hr Fp ,,0.642"/hr C=.827 Q(total) = 12.17 cfs I = = 11. 54 cfs ----------------------------------- Summary - - - - - - .. - - - - - -- - - - - - - - - - - - - - - - - - - - -- 2.98 cfs/acre avg. 4,08 acres Tc= 9.52 min Q= 12,17 cfs Stream 1 to node 103 Length= 560' A(tot)= -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- '1 I I I I I I I I I I I I I I I I I I I File TEC\RCC\SANTORO,DAT Runtime 08-30-2002 13:28 Job# RCC-1 Record 3 Subarea 3 Stream 1 Process 3: Street flow Subarea Q enters stream uniformly distributee along reach, Node 103 to node 104 Elev 1201,50 to elev 1193.50 delta H = 8.00' Length= 750' Slope= .01067 Subarea: 4 acres Soil: D, RI= 75 Development type 8 = 5- 7 dwellings/acre ai=. ~i5 Street template 2 Half-width = 20' n = .015 CF = 6" Batter= ,25 h/v Gutter width = 18" Xfall = .017 '/' Tt= 3.99 min, based on Qavg= 8.59 Davg=0.43' Aavg= 5.48 s,f. Vavg= At end of reach: D = 0,47' (0,469) Flow area = 6,82 s,f. Flooded Page 2 2 sides Hike = 1,5" Lip = .38" cfs on each side of street, 3.13' /sec V = 3,25' /sec, width one side = Sf = .01067 D*V = 1. 53 18.65' ------------------------------------------------------------------------------- Tc = 9.52 + A(total) = 3,99 = 13,51 min, 8,080 ac Q(subarea) = 10.00 cfs - ------- -- -- - -- -- -- -- --- --- - - - - -- -- Stream 1 to node 104 Length=l,310' A(tot)= I = 2,951"/h:c Fp = 0.386"/hr C".847 Q(total) = 22.17 cfs Summary - - __ - .. -- - - -- - - - - - - - u. - - - - - - - - - - - - - - 2.74 cfs/acre avg, 8,08 acres Tc= 13,51 min Q= 22,17 cfs -----------------------------------------------------------------.-------------- -----------------------------------------------------------------.-------------- Record 4 Subarea 4 At node Subarea: 2.13 acres Development type 8 = Stream 1 Process 8: Add a subarea at last node 104 Soil: D, RI= 75 5- 7 dwellings/acre ai= ,55 -------------------------------------------------..--------------..-------------- TC = 13,51 A(total) = min, I = 2.951"/hr 10,210 ac Q(subarea) = 5,32 cfs Fp = 0.386"/hr C".847 Q(total) = 27.50 cfs u __ _ _ _ _ __ _ _ __ _ __ _ _ _ _ _ _ _ _ _ _ _ - - - -- - - Surrnnary - - - - - .. - - - - u - -- - - - - -.. - -- -- .. - - - - - - - - Stream 1 to node 104 Length=l,310' 2,69 cfs/acre avg. A(tot)= 10,21 acres Tc= 13.51 min Q= 27.50 cfs -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- ~ I I I I I I I I I I I I I I I I I I I File TEC\RCC\SANTORO.DAT Runtime 08-30-2002 13:28 Job# RCC-l Page 3 Record 5 Subarea 5 Stream 1 Process 3: Street flow Subarea Q enters stream uniformly distributed along reach. node 105 elev 1188.00 delta H ~ 5,50' Length~ 280' Slope~ .01964 Soil: D, RI~ 75 ~ 5- 7 dwellings/acre ai~ Half-width ~ 20' n ~ .015 .25 h/v Gutter width ~ 18" Node 104 to Elev 1193.50 to Subarea: 1 acre Development type 8 Street template 3 CF ~ 6" Batter~ Xfall ~ .017 ' /' Tt~ 1.07 min, based on Qavg~ 14,35 Davg~O,46' Aavg~ 6.56 s,f. Vavg~ At end of reach: D ~ 0.47' (0.468) Flow area ~ 6.97 s.f, Flooded .55 2 sides Hike ~ 1,5" Lip .3811 cfs on each side of street. 4,38' /sec V ~ 4,29' /sec. D*V ~ 2,00 width one side ~ 19,93' Sf ~ .01965 ------------------------------------------------------------------------------- Tc ~ 13.51 + A(total) ~ 1.07 ~ 14.58 min, 11,210 ac Q(subarea) ~ 2.39 cfs 2,831"/hr Fp ~ O,384"/hr C~.845 Q(total) ~ 29.89 cfs I ~ ___________________________________ Summary ------------------------------------ Stream 1 to node 105 Length~1,590' 2.67 cfs/acre avg. A(tot)~ 11,21 acres Tc= 14.58 min Q~ 29.89 cfs =~============================================================================= Record 6 Subarea 6 Stream 1 Process 6: Pipe flow, User-selected size All subarea Q enters stream at downstream node. Remark: Exit Tr 24133, compare w/ storm drain plan's Q~32.6 A~11.5 q~2.83 cfs/ac Node 105 to node 106 Pipeslope ~ 1 * groundslope. n ~ .01.3 Elev 1189.00 to elev 1187,50 delta H ~ 1.50' Length~ 300' Slope~ .00500 Subarea: 1,3 acres Soil: D, RI~ 75 Development type 8 ~ 5- 7 dwellings/acre ai~ ,55 29.89 cfs in 1 36" pipe (d ~ 3.00') Depth, D=1.73' D/d~,577 Sf ~ .00503 Hv~V^2/2g~ 0.95' l,2Hv= 1.13' l,5Hv~ 1,42' Travel time X-Sect A~ 4,22 sf, V~ 7,08' /sec, Tt~ 0.71 min, ------------------------------------------------------------------------------- Tc ~ 14,58 A(total) ~ + 0.71 ~ 15.29 min. 12.510 ac Q(subarea) ~ '3.03 cfs 2.758"/hr Fp ~ O,383"/hr C~.844 Q(total) = 32.91 cfs I ~ ___________________________________ Summary ----------------------------------- Stream 1 to node 106 Length~1,890' 2,63 cfs/acre avg, A(tot)~ 12,51 acres Tc~ 15,29 min 1= 32.91 cfs ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- ~ I * I I I I I I I I I I, I I I I I I I File TEC\RCC\SANTORO.DAT Runtime 08-30-2002 13:28 Job# RCC-1 Page 4 Record 7 Subarea 7 Stream 1 Process 6: Pipe flow, User-selected size All subarea Q enters stream at downstream node. Remark: Tr 24135 Node 106 to node 107 Pipeslope = 1 * groundslope. n = Elev 1187,50 to elev 1186,25 delta H = 1,25' Length= 250' Subarea: 16.5 acres Soil: D, RI= 75 Development type 8 = 5- 7 dwellings/acre ai= .~)5 32,91 cfs in 1 36" pipe (d = 3.00') Depth, D=1.84' D/d=.613 Hv=V^2/2g= 3.74' 1.2Hv= 4.49' 1.5Hv= 5.61' Travel time X-Sect A= 4,55 sf, V= 7.24'/sec, Tt" 0.58 min. . 013 Slope= .00500 Sf .00505 ------------------------------------------------.------------------------------- Tc = 15.29 + A(total) = 0.58 = 15,86 min, 29.010 ac Q(subarea) = 37,58 cfs 2,702"/h,: Fp = 0.382"/hr C=.843 Q(tota1) = 70,49 cfs I = __ _ - - - - - - - - - - - - -- -- -- -- - - -- - - - - - - - - Summary - - - -.. - - - -- - -- - - - - - - - - - - -- - - -- - - - - - - Stream 1 to node 107 Length=2, 140' 2,43 cfs/acre avg. A(tot)= 29.01 acres Tc= 15,86 min Q= 70.49 cfs ~===============================================;================;============== Record 8 Subarea 8 Stream 1 Process 6: Pipe flow, . User-selEcted size All subarea Q enters stream at dmmstream node. Node 107 to node 108 Pipeslope = 1 * groundslope. n = ,013 E1ev 1186.25 to elev 1184.25 delta H = 2.00' Length= 400' Slope= .00500 Subarea: 18,4 acres Soil: D, RI= 75 Development type 8 = 5- 7 dwellings/acre ai= .55 70.49 cfs in 1 36" pipe (d = 3.00') Depth, D=3.00' Full. .Sf = ,Olll? Hv=V^2/2g= 3,86' 1.2Hv= 4,63' 1.5Hv= 5.79' Q exceeds pipe capacity at given slope. Sufficient head is assumed. Travel time X-Sect A= 7.07 sf, V= 9.97' /sec, Tt= 0.67 min. --------------------------------------------------.----------------------------- Tc = 15.86 + A(total) = 0.67 = 16.53 min. 47,410 ac Q(subarea) = 40.91 cfs 2,642"/hr Fo = O,380"/hr C",842 - Q(total) = 111.40 cfs I = ___________________________________ Summary ------------------------------------ Stream 1 to node 108 Length=2, 540' 2,35 cfs/acrE. avg. A(tot)= 47.41 acres Tc= 16.53 min Q= 111,40 cfs ------------------------------------------------------------------.-------------- -----------------------------------------------------------------.-------------- \0 I I I I I I I I I I I . '. I I . . I I File TEC\RCC\SANTORO.DAT Runtime 08-30-2002 13:28 Job# RCC-1 Page 5 Record 9 Subarea 9 Stream 1 Process 6: Pipe flow, User-selected Slze All subarea Q enters stream at do,,'nstream node. Node 108 to node 109 Pipeslope = 1 * groundslope. n = ,013 Elev 1184,25 to elev 1181.85 delta H = 2,40' Length= 480' Slope= .00500 Subarea: 6.5 acres Soil: B, RI= 56 Development type 8 = 5 - 7 dwellings/acre ai=, !,S 111.40 cfs in 1 36" pipe (d = 3.00') Depth, D=3.00' Full. Sf = .02790 Hv=VA2/2g= 4.83' 1. 2Hv= 5.80' 1. 5Hv= 7,25' Q exceeds pipe capacity at given slope, Sufficient head is assumed. Travel time X-Sect A= 7,07 sf, V=15,76'/sec, Tt,= 0.51 min. ------------------------------------------------.-------------------------------- Tc = 16.53 + A(total) = 0,51 = 17.04 min. 53.910 ac Q(subarea) = 13,23 cfs 2 . 598 " /h:c Fp = 0.747"/hr C='.784 Q(total) = 124.64 cfs I = _ _ - - - - - - - - - - - -- - - - - - - -- - - - - -- - - - - - - Summary - - - - - .. - - - - - - -- - - - .. - - - - - - - - - - - - - - - - - Stream 1 to node 109 Length=3,020' 2,31 cfs/acre avg. A(tot)= 53.91 acres Tc= 17.04 min Q= 124.64 cfs -----------------------------------------------------------------.-------------- -----------------------------------------------------------------.-------------- Record 10 Subarea 0 Stream 1 Process 6: Pipe :now, User- sel.ected size Remark: Crossing Margarita, compare w/ storm drain plan Q=122.6 A=52.3 q"2.34 cfs/ac Node 109 to node 110 Pipeslope = 1 * grounds lope , n = .013 Elev 1181. 85 to elev 1180.15 delta H = 1. 70' Length= 340' Slope=. 00500 Subarea: 0 acre 124.64 cfs in 1 48" pipe (d = 4.00') Depth, D=4.00' Full. Sf = ,00753 Hv=VA2/2g= 1. 53' 1. 2Hv= 1. 84' 1. 5Hv= 2,29' Q exceeds pipe capacity at given slope. Sufficient head is assumed. Travel time X-Sect A= 12.57 sf, V= 9.92' /sec, Tt= 0.57 min. --------------------------------------------------.--------------_.-------------- Tc = 17.04 + 0.57 = 17.61 min. A(tota1) ~ 53.910 ac I = 2.551"/hr Q(subarea) = 0.00 cfs Q(total) = 124.64 cfs .. -- - - - - - - - - - - - - - - -- -- - .. - -- - - - -- - - - - Summary -.. - - - .. - - - -- - - -- - - - - - .. - .. - - - -- - - - - - - - Stream 1 to node 110 Length=3,360' 2.31 cfs/acre avg, A(tot)= 53.91 acres Tc= 17.61 min Q= 124.64 cfs ------------------------------------------------------------------.-------------- --------------------------------------------------------------------------------- \\ I I I I I 1-:J:J'd #qor 8i':: n i':00i':-0\:-80 aw,:)un,l ,L'itO'O'dO.LN1fS\:J:JCl\:J3.L aFd 9 a612d SJ::l 11'181 JO rl 6."12 JOJ ::lasj,Ii':'(:1= 61\12 I\ l' =,12 aJ::ll2j 6u,ITaMp V'O = v adA:) :)uawdOTa1\aa \:9 =I'd ':JB :r,o; saJ::ll2 8v'S9 :l2aJl2qns L09vO' =adoTS ,086 =q:)6ua1 ,SI'Sv = H l2:)Tap OO'SEII 1\aTa 0:) 51'0811 1\aT3 111 apou 0:) 011 apON ':)Sl2aq:)nos SMoTJ MOU q::l,qM Apn:)S ::ll2dUl2'd UT paTql2:) saJ::ll2 S'vS SapnT::lX3 :~Jl2WaCl . q::l12aJ 6UOTl2 pa:)nq,J:)s,p ATUUOJ,un wl2ar\s SJa:)ua 0 ~'aJ12qns AaTTl2I\ Tl2Jn:)12N - MOTJ TaUUl2q:J :L SSa::lOJd 1 wl2aJ:)S 01 l2aJl2qns 11 pJo::la'd ------------------------------------------------------------------------------- SJ::l 56',:11= (l2aJl2qns)O ::l12 06E'611 = (Tl2:)o:))'it 'u,w 56'31 = v\:"1 + 19'L1 = ::l.L SJ::l 6S'LEi': = (Tl2:)O:))O vOL'=:J Jqj,,\:6S"0 = dd Jqj"ISv'i': = I SJ::l 6S'LEi': =0 u,w 56'81 =::l.L saJ::ll2 6\:'611=(:)0:))'it '61\12 aJ::ll2jsJ::l 66'1 ,Ov\:'v=q~6ua1 111 apou 0:) 1 wl2aJ:)S ----------------------------------- AJl2wwns ----------------------------------- =====================================================:==~======================= SJ::l 68' 06i': JO rl 61\12 JOJ ::lasj, VO' 5 = 61\12 I\ l' =,12 aJ::l12j 6u,TTaMp V'O = v adA:) :)uawdOTa1\aa 99 =I'd 'x,W :r,o; saJ::le i':i':'S9 :l2aJ12qns 08810' =adoTS ,0E\:1 =q:)6ua1 ,00'Si': = H e:)Tap 00'0111 1\aTa 0:) 00'5\:11 1\aT3 011 apou 0:) 111 apoN . q::leaJ 6uOTe pa:)nq,J:)s,p ATUUOJ,un weaJ:)s SJa:)ua 0 -e,aJ'eqns AaTTeI\ T12Jn:)eN - MOTJ Tauul2q:J : L sSa::lOJd 1 Wl2-e,J:); 11 12aJ12qns i':1 pJO::la'd ------------------------------------------------------------------------------- SJ::l i':9' S'OI = (eaJ12qns) 0 ::le 019'v81 = (Te:)o:))'it .u,w Ov'1i': = Sv'o + 56'81 = ::l.L SJ::l Oo'vvE = (Te:)o:))O EIL'=:J Jqj,,8i':S'0 = dd Jqj"i':6i':'i': = I SJ::l Oi':'vv\: =0 u,w Ov'li': =::l.L saJ::le 19'v81=(:)0:))'it '6Ae aJ::lejsJ::l 98'1 ,OL9'5=q~6u'31 Gll apou 0:) 1 weaJ:)S ----------------------------------- AJewwns ----------------------------------- =====================================================:========================== SJ::l Iv'89E JO 0 61\12 JOJ ::lasj,89'5 = 61\e I\ l' =,e aJ::lej 6u,TTaMp v'O = v adA:) :)uawdOTa1\aa 99 =I'd 'x,W :r,os saJ::le \:1'IE :l2aJeqns 95810' =adoTS ,OL6 =q:)6ua1 ,00'81 = H e:)Tap 00'i':501 1\aTa 0:) 00'0111 1\aT3 EII apou 0:) i':11 apoN . q::leaJ 5uoTe pa:)nq,J:)s,p ATuuoJ,un Wl2aJ:)s SJa:)ua 0 1?aJ'eqns AaTTeI\ TeJn:)l2N - MOTJ Tauueq:J : L SSa::lOJd 1 we-e'J:)S i':1 eaJeqns EI pJo::la'd -----------------------------------------------------.-------------------------- SJ::l i':v'E:v = (l2aJl2qns)O ::l12 OvL"S1i': = (Tl2:)o:))'it 'u,w LO'Ei': = L9'1 + Ov'li': = ::l.L SJ::l i':9'i':6\: = (Te:)o:))O LOL'=:J Jqj,,\:i':S'O = dd Jqj,,661'i': = I SJ::l i':9'i':6E =0 u,w LO'\:i': =::l.L saJ::ll2 vL"SIi':=(:)O:))'it . 6Ae aJ::lejsJ::l i':8 '1 ,OV9' 9=q:i6u31 nl apou a:) 1 weaJ:)S ___________________________________ AJl2wwns --------..-------------------------- =====================================================.========================== "1.\ I I ! I I I I I I I I I I I I I I I I I I File TEC\RCC\SANTORO,DAT Runtime 08-30-2002 13:28 Job# RCC-1 Page 7 Record 14 Subarea 13 Stream 1 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 113 to node 114 Elev 1092,00 to elev 1068.00 delta H = 24,00' Length= 1300' Slope= .01846 Subarea: 67,41 acres Soil: User, RI= 66 Development type 4 = 0,4 dwelling /acre ai=.l V avg =10.23' /sec for avg Q of 442.06 cfs ------------------------------------------------------------------------------- Tc = 23.07 + 2.12 = 25.19 min. A(total) = 283.150 ac Q(subarea) = 98.88 cfs I = 2.095"/hr Fp = 0.517"/hr C=.700 Q(total) = 491,50 cfs _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __ _ __ _ _ _ _ _ __ _ _ _ _ __ _ _ Summary _ - -- - - - .. - - - - - -- - - - - - - u -- - - - - - - - - -- Stream 1 to node 114 Length=7,940' 1,74 cfs/acre avg. A(tot)=283,15 acres Tc= 25.19 min Q= 491.50 cfs ------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Record 15 Subarea 14 Stream 1 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Node 114 to node 115 Elev 1068.00 to elev 1059,00 delta H = 9,00' LEngth= 590' Slope=. 01525 Subarea: 31 acres Soil: User, RI= 66 Development type 4 = 0,4 dwelling /acre ai= ,1 V avg = 9,78' /sec for avg Q of 513.65 cfs ------------------------------------------------------------------------------- Tc = 25.19 + 1.01 = 26.19 min. A(total) = 314.150 ac Q(subarea) = 44,30 cfs I = 2.051"/hr Fp = 0.515"/hr C=.697 Q(total) = 535.80 cfs __ _ - - - - -- - - - - - - - - - - - - - - - -- - -- - - - - - - Summary - -- - - - - - - - - - - -- - - -- - - - - - -- - - - - - - - - - Stream 1 to node 115 Length=8, 530' 1. 71 cfs/acre avg, A(tot)=314.15 acres Tc= 26,19 min Q= 535.80 cfs -------------------------------------------------.------------------------------ -------------------------------------------------.------------------------------ Record 16 Subarea 15 Stream 1 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Remark: To De Portola Rd Node 115 to node 116 Elev 1059,00 to elev 1029.50 delta H = 29,50' Length= 790' Slope= ,03734 Subarea: 23,04 acres Soil: D, RI= 75 Development type 4 = 0.4 dwelling /acre ai=.l V avg =15,65' /sec for avg Q of 553.30 cfs ------------------------------------------------------------------------------- Tc = 26,19 + 0,84 = 27,03 min, A(tota1) = 337.l90 ac Q(subarea) = 35.00 cfs I = 2.015"/hr Fp = 0.364"/hr C=.754 Q(total) = 570,80 cfs ----------------------------------- Summary ----------------------------------- Stream 1 to node 116 Length=9, 320' 1. 69 cfs/acre avg. A(tot)=337.19 acres Tc= 27.03 min Q= 570,80 cfs -------------------------------------------------.------------------------------ -------------------------------------------------.------------------------------ \? I I I I I I I I I I I I I I I I I I I Por. File TEC\RCC\SANTORO,DAT Runtime 08-30-2002 13:42 Job# RCC-1 Page 8 Record 17 Subarea 16 Stream 1 Process 7: Channel flow - Natural Valley Subarea Q enters stream uniformly distributed along reach. Remark: To RCB at Jed Smith Rd Node 116 to node 351 Elev 1029.50 to elev 1012,00 delta H ; 17.50' Length; 970' Slope; .01804 Subarea: 9.42 acres Soil: D, R1; 75 Development type 4 ; 0,4 dwelling /acre ai; ,1 V avg ;11.02' /sec for avg Q of 577.71 cfs -----------------------------------------------------------------.-------------- Tc ; 27,03 + 1.47; 28.50 min. A(total) ; 346,610 ac Q(subarea) ; 13,83 cfs I ; 1.958"/hr Fp ; O,362"/hr C;.750 Q(total) ; 584.63 cfs ___________________________________ Summary ------------------------------------ Stream 1 to node 351 Length;%10, 290' 1.69 cfs/acre avg. A(tot);346.61 acres Tc= 28,50 min Q; 584.63 cfs This stream is designated for confluence with 1 other by record 18 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- ******************************************************~************* New Stream Process 2: User-specified info at node Record 18 Subarea 17 Stream 2 Remark: RCC drainage area. Node 201 to node 351 A(total); 140.150 acres This stream is designated for 307.61 cfs TC; 21.52 minutes Q = confluence with 1 other by record 17 ---------------------------------------------------.---------------------------- -------------------------------------------------.------------------------------ Record 19 Confluencing 2 streams at node 351 Process 9 Confluence Constituent streams: Stream 1: Q; 584.63* Stream 2: Q; 307,61 Tc; 28,50 Tc; 21. 52 I; 1.958 I; 2.285 @ Tc Stream 1 + Stream 2 ; Confluenced 28.50 Q; 584.63 + Ratio; 848.20 cfs 263.57 ; 11/12 Qpeak; 848,20 cfs at Tc; 28.50 minutes Confluenced streams will be designated as stream # 1 to continue downstream. ___________________________________ Summary ---------------0------------------- Stream 1 at node 351 Length;%10,290' 1,74 cfs/acre avg. (c) A(tot);486.76 acres Tc; 28,50 min Q; 848,20 cfs ================================================:;--------~~---------------=-= +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Other: Stream 2: Len; 0' Atot;140.15 ac Tc" 21.52 min Q; 307.61 cfs ================================================::============================== End of RMH run for file TEC\RCC\SANTORO,DAT \A. {€l?p~~t4{Tlf, /?fJ. ...o.~., JPN ~CE ~...,-"; nwd;.9.?'oo:pc), 1;50. 5' 'p~t ~2:.37 :! . C:\LOD2Pro\rcc\dwg\Sontoro SD2.dwg, Model, 10/10/2002 01 ;.-\ .,. ; ,;';" \ \: ..:~.. -- .~ :f , '" .. , ,'S." \. \ ';>0 C) ;0 '~ ~~ " "f- a a '+;94 Be;:;, I ~, ~, ,,<' '...( ~ .. .. ::( '.. ./ "', \" "-'. "" ;'w '.+ '0 9 /~rf ~l, '\../1 ./1[' .:..p......... , -1,' 1"0 o '. .., .,........ "'~'.~ .NQ:'O .'O.":;?=l '_ --'-ii-I g gJV' 'P ~~; ",l. ~~; () 0;-0 :J; I'D (1);':1 ,.,jO <J>T . 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'N N 0000000000000000000000000 .'" t< 0000000000000000000000000 . . . '" . "'Z 0 0 0 0 0 0 0 0 0 0 0 0 0 . "0 . '" . . ~ . . '" 0 0 0 0 0 0 0 0 0 0 0 0 0 '" 0 0 0 0 0 0 0 0 0 0 0 0 0 '" c..:1_ -" I II I I I I I I I I I I I I I I I I I Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: Comment: CONNECTORS FROM CB'S INTO JS @ 14+52 (15+32) Solve For Full Flow Slope Given Input Data: Diameter,..,.. .". Manning's n""", Discharge""" ,.. Computed Full Full Results: Flow Channel Slope Flow Depth.,."." Velocity. , , , , . , . , . Flow Area. . , . . , . . , Critical Depth,. . , Critical Slope"., Percent Full"..,. Full Capacity,.", QMAX @,94D,.",... Froude Number"... .s T A 14 T 5-r: , 57 I ~JI 10106 fI~ '- 2,00 ft 0.013 9,10 cfs 0,0016 ft/ft 2,00 ft 2,90 fps 3,14 sf 1. 08 ft 0,0050 ft/V: 100,00 % 9,10 cfs 9,79 cfs FULL v' 'L- I n ,;----..::. ,,:.G~ /), (t: 5[. ,;; . :q '...0 s:f: is I '-~_._' /U ., T', -.- [..... . a 0 , "2.3 vi i j j:". 4- 2.. , rD T c. 2.,2-1 V 0,fc::../II' Vlg I, 4-4- fn",,-~~~~),J, Open Channel Flow Module, Version 3,21 Ie) 1990 Haestad Methods, Inc, * 37 Brookside Rd * Waterbury, Ct 06708 7J..