r r "" ,. { ( Hydrology Report for San Joaquin Estates - Improvement Plans Lots 268 thru 290 "" Being a Proposed Development Located in the Southeast Quarter of Section 24, Township 14 South, Range l l East, Gila and Salt River Base and Meridian, Pima County, Arizona. March, 1987 Prepared By: !"' Trimble Engineering, Inc. 1656 N. 15th Avenue Tucson, Arizona 85705 • TEI 11340-86 • r "" TABLE OF CONTENTS r Area/Subject . . . • Page Introduction 1 Objectives 4 Procedure 5 References 6 Offsite Hydrology 8 Onsite Hydrology 12 Conclusions 22 Appendix - Rainfall Data Soils Map Hydrologic Computation Sheets HEC-2 Computer Program Output 23 • . . . . - -,. ' . I" I LIST OF FIGURES Figure 1 - Location Plan 3 Figure 2 - Aerial Photograph - Offsite Watershed 9 Figure 3 - U.S.G.S. Quad - Offsite Watersheds 10 Figure 4 - Peak Discharge Summary Table 11 Figure 5 - Site Plan 16 Figure 6 - Capacities of Drainage Ditches along Streets 17 Figure 7 - Cross-Section Drainageway "D" 18 Figure 8 - Detail of the Inlet to Drainage Channel ''D" 19 Figure 9 - Drainagway "D" Bend Calculations 20 Figure 10 - Detail of the "D" 21 ( ' INTRODUCTION The project is located in the Southeast Quarter of Section 24, Township 14 South, Range 11 East, Gila and Salt River Base and Meridian, Pima County, Arizona (see Figure 1). The site is bounded on the northeast by San J?aquin ~ Road; on the south by undeveloped land; on the southwest by the future location of the Tucson Aqueduct (Reach 5) of the Central Arizona Project; and on the northwest by undeveloped land. Offsite drainage impacts the project site from several watersheds whos e headwaters lie to the northeas t of the project site . within these offs~te The only developme nt watersheds is the Tucson Saguako Estates Subdivision immediat ely across San Joaquin Road adjacent to this project. The remaining area of these offsite wat e r s heds is undeve lope d. This project is the eastern portion only of the previously recorded San Joaquin Subdivision, Lots 268 thru 290, Book 28 of Maps on Page 5 . The central and western portion of this project will be acquired for or rendered undevelo ped (respectively) by the Tucson Aqueduct (Reach 5) of the Central Arizona Project . This r eport will address the manne r in which the existing offsite and the post-development onsite drainage will be conveyed across this project to points of dischar£e at the common boundary between this project and the CAP right-of-way. This development will convert the existing 51.5 acres (59.09 acres if the western right-of-way of San Joaquin Road is included) between the Tuc son Aqueduct and San Joaquin Road into a mobile home Sl'bdivision . 1 Dra i nag e across . . .. .. .. .. the site will be conveyed either in improved drainage channels or in earthen drainage ditches along the streets of the subdivision. The project is to be completed in two phases using the Design Certification option as presented in a letter dated July 22, 1986 from Mr. Chuck Huckleberry, Director of the Pima County Transportation and Flood Control District. . . .. . .. .. . .. .. r .. 2 . ( r r ,. l ...i................................J:\;-:-;-:-: ... ; ;-: ;-.-:·:·: :-;-;-;-;-;~\;;: ........... - - - ·, I I 1 I : 5 • ~ ..................... _.... I34·46J ! ,. ' ,.. ,.. .. .. - : : i8-3i> 3 . ..... r,,,,,., ,:~ :; :;: 2 ·. ;: ~, I \ ._, 8 =·=t=·=-=-=-=-=-=··.. ·.·T·= I() II ...... '. :, . I I 15 14 22 23 1·.. . ,. ............. I . ·-; . .. .-. .·::1·:. :-:· ;-;-;-;-;- ;- ~; ·:· ;. ;-;-;-,.,.,::; ............. .. '------=' I I THIS PROJE,CT II 29 a::l ~I . 2B 25_ 26 ··I I ( ( ,............ : Q o:-:+,.,.,.,.,.,.,.,..,.,~;·.. 1 I I 1 24·42 ----~--~i 34. n:l 33 I ~I ~--~~----~---~----~--~---· 32 LOCATION PLAN TOWNSHIP 14 SOUTH, RANGE 11 EAST ,. FIGURE 1 3 r OBJECTIVES The objectives of this study are to: 1. Define the offsite watersheds which affect this proposed develop~rnt and determine their peak discharges for storms with return frequencies of 10, 25 and 100 years. 2. ... . ... Delineate and compute the post-development onsite drainage conditions and peak discharges for 10, 25 and 100 year events • 3. Assimilate the previously mentioned information and recommend specific design requirements to insure that the proposed development and all downstream land owners will be adequately protected during a 100 year storm event. ""' ... . ... ""' . . 4 r . PROCEDURES 1. The offsite watersheds were delineated by planimeter using a Cooper Aerial photograph taken at 1" = 400 (December 22, 1986) and US · • •G•S• , 7 • 5 M1nute Brown Mountain quadrangle. . 2. The onsite drainage conditions were determined from topographic i~rmation provided by Cella Barr & Associates, Inc. .. 3. Detailed topographic information at the drainage channel inlets and street entrances was obtained from survey work completed by Trimble Engineering, Inc., in February, 1987 . . 4. Peak discharges for the 10, 25 and 100 year events for offsite and postdevelopment onsite watersheds were obtained using methods described in the Pima County Hydrology Manual (Pima County Department of TransportationFlood Control District 1979) . .. 5. The 100 year water surface elevations for the existing natural channels and the post-development channels were sized using Manning's equation and the appropriate 100 year peak discharges. 6. .. A cross-section was taken across the paved onsite streets to insure that they will have enoungh capacity to convey the post-development onsite and existing offsite 100 year peak discharges. 7. . ~ A HEC-II computer program was utilized to determine the adequacy of the drainage channel inlet designs, and the 100 year flood limits of several existing washes which cross the site . 5 r r REFERENCES .. 1. Brater, E.F. and H.W. King, 1976, ""Handbook of Hydraulics"", 6th Edition, McGraw-Hill Book Company, New York. . { ( 2. Cella Barr & Associates, 1983, Topographic Survey. 3. Cooper Aerial Survey Company, Aerial photographs scale 1"" 400'' December 22, 1986, No. 2-14 and 3-14 . ... . ... 4. Henderson, F.M., 1966, ""Open Channel Flow"", MacMillan Publishing Co., Inc., New York • 5. ... Pima County Department of Transportation and Flood Control District, 1979, ""Hydrology Manual for Engineering Design and Floodplain Management within Pima County, Arizona"". .. 6. Pima County Department of Transportation and Flood Control District, 1984, ""Drainage and Channel Design Standards for Local Drainage for Floodplain ... Management within Pima County, Arizona" . . 7. Trimble Engineering, Inc., 1987, Topographic Survey. .. 8. U.S. Army Corps. of Engineers, Water Resources Support Center, 1982, ,.. ""HEC-2 Water Surface Profiles, Computer Program 723-X6-L202A"" .. Davis, California . ... 6 r r ,. 9. Administration, 1978, ''Hydraulic Design of Energy Dissipators for ,. ,. U.S. Department of Transportation, Hydraulics Branch, Federal Highway Culverts and Channels", Hydraulic Engineering Circular No. 14. 10. U.S.G.S. 7.5 Minute Topographic Quadrangle, Brown Mountain, 197SJ ' ' . . ,... I"' I . ... . ... .. .. 7 OFFSITE HYDROLOGY There are eight offsite drainage areas (labeled A through H) which generate drainage that will impact the northeastern property line of this project (see Figures 2 and 3). All of these offsite watersheds are primarily undev~loped (they have impervious cover percentages of 5% or less) and all have headwaters which lie to the north east of this project. None of the drainage channels within these offsite watersheds have been improved or significantly altered within the adjacent Tucson Saguaro Estates Subdivision to the northeast, and the peak discharge generated by each area crosses San Joaquin Road unimpeded in minor dip sections . Also, it ·must be mentioned that the drainage within these offsite \-latersheds is very complex with many converging and diverging channels with potential sheetflooding areas between the defined channel reaches. Since these existing, natural channels have been formed by the peak discharge s generated by storms of low magnitude, it can be assumed that t he re out o w~ll be some break flow across the offsite watershed boundaries during the 100 year event . Therefore, any channels or ditches which will convey offsite flow across this project site will be designed with an extra margin of capacity . The 10, 25 and 100 year peak discharges generated by offsite drainage areas A through H are presented in Figure 4. This rainage from these offsite watersheds will be conveyed across the site in their existing natural channels; in earthen drainage ditches subdivision; o adjacen~ in improved drainage channels . to the paved roads within the This drainage will be dischar ged into the undeveloped land to the south or intc• the CAP ri ght- of -way to the west and southwest, a t or near their existing, natural flow paths . 8 c\ar~ ,, ·, I<, . A. ·. :-. ~~.IT • ~ ' v ( i l 0 1000 1000 3000 2000 .s 1 F3 0 F3 &3 4000 5000 0 &3 6000 : 7000 FEET 1 KILOMETER &3 CONTOUR INTERVAL 20 FtET *- _,., I' ,t,. ~ • •, Gil • .J ... . ·.·.: ·., :,"-. .···· \ ' N3207. 5-W11107.5/7.5 1968 PHOTOREVI SED 1975 UTM GRID AHO 1975 MAGNETIC NORTH OECUNATION AT CENTER Of SHEET AMS 3748 II NW-SERIES V898 ·~ .... •• 0 ::. ,~.,, : : .:._·.:c:0.v~:· :··: :· · r' I ,. PEAK DISCHARGE SUMNARY TABLE ,. Drainage Area ( I ,. A. B c D E F G 1 !"' . 331 52 235 83 358 5 7 19 27 12 nD1 PD2 PD3 PD4 LPD5 PD6 PD7 PD8 PD9 PD10 PDll /1 '"" (,,. l t.,,i ,._:;, 3,~ ),7 ~.7 ),3 ),2 5-,7 q, I J.'f 5, I 15 17 11 6 21 15 5 19 26 9 10 21 24 14 7 28 21 6 25 36 11 14 ... . .. - 100 year (CFS) 555 80 402 128 600 12 42 . 18 Onsite Post-Development: )J1~ 'd-<\1) I ·\J <1- 220 35 156 57 238 9 H ... ... 25 year (CFS) Offsite: A B. 10 year (CFS) FIGURE 4 11 34 36 22 11 42 32 9 35 54 16 19 ONSITE HYDROLOGY The existing 51.5 acre natural desert brush site is to be developed into a mobile home subdivision (see Figure 5). Construction of this project is to be in two phases with development to begin initially in Phase I which in'c ludes ( all lots to the south of drainageway "D". Drainage across the proposed lots will essentially remain as natural since very little grading will be done on each lot. H~wever, any drainage which discharges towards an onsite paved street will be collected in earthen drainage ditches along e ithe r side of the street. Onsite drainage not intercepted by these street drainage ditches will exit the southern and western boucda ries of the site in their natural, existing channels • .frDCl ~ ''J'r./ rJAut~ Jf'f"tqM t' Ofi~I'CS tW'I The post-development site has beec divided into eleven drainage areas (see Figure 5) . The 10, 25 and 100 yeer peak discharges generated by these eleven drainage areas, labeled PD1 through PD11, have been presented in Figur e 4 . A HEC-II water surface profile computer program was used to compute the 100 year flood limits for the natural drainage channels which receive runoff from offsite drainage areas A, D and G ( see the computer program output in the ppendix). Both of these drainage channels will be left for the most part undisturbed after the deve lopment of this subdivision . The 100 year flood limits and water surface elevatiocs (all of which are subcritical) for each cross-section are presented in Figure 5. The drainage generated onsite by ~est-development watersheds PD1 through PD11 will either exit the southern or s outh\vestern property lines in it's exist ing 12 natural channels or it will be conveyed offsite via earthen drainage ditches along either side of the onsite. streets. Three separate drainage ditch configurations will be used along various streets depending upon the specific peak discharge and flowline slopes present (see Figure 6 for the drainage ditch configurations and capacity calculations). All of the drainage' &itches " have been des igned with excess capacity to accommodate any breakout across the offsite or ons ite d rainage area boundaries . They have also been designed to convey the 100 year peak discharge at depths of less than one foot. drive~y ~ will cross these drainage ditches at dip sections. tu.t.S.,....SLD-' All the The finished Ffctl' o~ Fhl.,r + bl.- tAP~~ ~~ct-Ac t11 flJsc~IA, floor elevations of the various { ots will be set at a minimum of one foot above the greatest adjacent 100 ye~r ~ surface elevation in these drainage ditches or the onsite improved drainageways. The 100 year peak cischarge of 402 CFS from offsite drainage area C will be conveyed through the site via a 22 foot wide (bottom width) gunite-lined, trapezo idal drainage channel. This channel (labeled drainageway "D" ) , is located be tween Ursa Way and Calle Anasazi (see Figure 5) . A Manning's analysis of a typical cross-section taken across this 2.5 foot deep drai nage channel (Figure 7), r evea l ed that the 100 year flow in the channel will be ffAJf. & 1.54 feet and will be supercritical. The capacity of this channel at a depth of 2. 5 feet will be 935 CFS. { of~cAor dtatlllll) The inlet to this drainagewa y will extend diagonally across Lot 251 from the southwest lot corner to the northwes t lot corner (see Figure 8 for a detail of this inlet). A 3 to 1, 3.5 foot deep, cobble . lined slope (with the top of bank matching existing topocraphy as much as possible) will direct the 100 13 /wiJ .Jet year peak discharge into the 22 foot wide (bottom width) gunite channel. In addition, a small portion of the northeastern corner of Lot 274 will also serve as a collector for the 402 CFS from drainage area C. The slope across this inlet will vary from .5% along the toe of the cobble { ( slope across Lot 251, to 3.2% toward the channel inlet near the southeastern corner of Lot 251. No grading will be done within the San Joaquin Road right- of-way and the elevations along the eastern property line of Lot 251 will be left at existing levels. Only some minor grading within the right-of-way will be required near the northeastern corner of Lot 274 • . A HEC-2 computer program was used to compute the existing and post-development 100 year water surface · elevations and flood limits across San Joaquin Road and the proposed drainage channel inlet (see the Appendix for the computer program outputs). The locations of the various cross-sections and the 100 year flood limits produced by the HEC-II runs are presented in Figure 8. The post development super-critical HEC-2 run shows that the 100 year flow velocities in the right over bank for cross-sections 2, 3 and 4 (against the 3:1 cobble lined slope) will be a maximum of 7.44 feet per second. Therefore, 10 inch) ~./Is ~ cobble bank prot ec tion will provide sufficient e rosion protection. Cross-section 1 .0 of both HEC-2 computer runs shows that there will be some break out across the wate rshed boundaries near the entrance to Calle Anasazi. For this r eason, the capacity of both the ditches along Calle Anasazi have been designated to accommodate a Q100 of 191 CFS. This is 182 CFS greater than the onsite 100 year peak discharge draining into Calle Anasazi. This is also 7.1% of the 261 CFS in this right flow channel in cross-section 1.0. 14 1 An analysis of the superelevation which will occur at the bend in drainageway "D" (Figure 9) shows that the 100 year water surface will rise 0.36 feet on the outs i de of the bend. Since this rise is still 0.2 feet below the critical depth, no cross slope will be required. { r Since flow in drainageway "D" is supercritical, it will be necessary to lessen the velocity of the flow in the channel at the channel outlet to, at or below the velocities in the existing, natural channels. Therefore, the channel outlet at the western property line will be flared to a total bottom width of 200 feet (see Figure 10). This 200 foot wide trapezoidal channel with 3 to 1 cobble-lined slopes will convey the 100 year peak discharge (402 CFS) at a depth of 0.52 feet and a velocity of 3.83 feet per second. to the velocities for the flow in the existing cross-sections across San Joaquin Road (see the supercritical HEC-2 computer output in the Appendix) which are predominantly from 3.93 fps to 4.54 fps. Dr~inageway "B" which lies at the northern end of Phase II of this project will be designed immediately prior to -the development of the second phase. It is anticipated that this drainageway, which receives 600 CFS from offsite drainage area E and 19 CFS from onsite drainage area PD11, will need to be designed similar to drainageway "D" of Phase I, however, drainageway "B" will be wider and shallower since more area is available for the drainageway. 15 - I 5 ~~ I I1 d J f{)- I I u cf S PI)- I 0 I -l-f rJ .{JM:u I I 1 t -1 I8 ltn· {), /J I)/ ja ~( , • t) : i I ~2.. po-3 1.J PD- 4 16 P D-'2. vJ~: 2 -r I 8---"116 .5 : 5 y 0 /( = tjtJ Nf' do ~7 p ~I J~ w "tJ ,_,...,~ f~ ~' CHECKED BY - - - - - - - DATE - - - Col-lcJEV;t,vte t'#i?Ktr/Es .,. )t. '#' . . 'f. ~ Acav~ . tJr- .lRA-/~ .An-MFs ~j3· 1~ SHEET A-L.a#G I OF _t.___ &rgEgr:s: ... .- %5 ~ -~:_) · - -- 'f-' - -t~r- ·- -.._ f ~.I fA-ue /1A!A5A21 : · &./oo~:? t!r"S S=- .0/5" F"r/~r/./J~ .. cz~; fi-r d:/.o ~r : A:: 6-o ~1 ps/11."?7- Prh..~=-.e!8T. h:,~ V=6,3.? r?.S .·. 4a05.o)(6..3"7 )=-!1"5.'· Cr-5 aiZ (.7~4:> ~s) x. z =- /"i/. z. , O.e-..s /N Zbr# _p,rc//£.5. E/112.-rHcNj__ ;.o' ~--6'--~l"""' - ---s 1 --~ /lc:,o~G CoAI""S7EL.Lm/CJN W~y.· &; t?Jo:::. /~ t!Fs S ==- • o I?= .. o z:s-i . /-s; Ar e/::/- o ~r Qc =- (~oX1- ~z)= zz.~ c.cs o~ czz.&, t'~.s)XZ.=- ~G:z e;:-s /N if3tt>Th" P/7Cd.£s PROJECT JOB NO. :JO, ~'):_:.1N_.:___ __ -L&!-:tfO -EJb SAIJ OESIGNED BY ..=~::...::....;M~----­ _ _ __ _ l[RtMBLE JE}GINEERI~. INC. DATE CHECKED BY - - - - - - - - DATE _ _ __ SHEET / OF 3.o'-. z.tl_:. re.cYYJ "'C. -r rec:«J fz or= ~J()O:. 1 l B C-r.S {'4c>Z =- • o 1 ;:::-r.;r-r: ;; . PDC:.) t-1 R t-~ t-i I t·i G :::: _. s /f ~~SH : LOCAT!OH : II iJ!lAti.J~£lcJ/f'i D" FLOODFRE?~E~C Y : YIZ DP~E ~M ~f..34C;1J~ LOCf!TIOii . 'iJ~IN~ >~o • ' ) cf5 3 I ~~~.;;E(I~EHC~ D~TE : .. / ..,~-·- :roM ~=e . & ~ 6e HIY=1. 96 fT iFT b=22.i113 FT D=1 . 54 FT s=e.etea FTIFT Y.=21.~2 Y=!l.SO FPS (11 ,0) E=3.6a FT Dl'l=i. 45 FT ~=!. EE Sc=B.l3B25 n ,; , I1c=2. 1b FT v t·l R t--1 ti I t-~ G :;:: _. TF.: RPEZO I IIHL CHRNt--IEL IJ C)~,: 151-~0-8~ t.· . //o.ez.. //~;o' £".£1. I" =z .~ TF:.RPEZO I DRL CHRHt-i EL /t>o ScALE FIGURE 7 li=tl.S16t HlV=1. 08 r~ i FT b=2::.6& FT D=2.58 FT Q='J35. CFS S=e. 813B Fi -'FT K=i2.99 '=1 5. 26 FFS E=_6.12 FT Dl'l=2. 27 FT FR=1 . 79 ~c =e. ae3t ;r.n Tlo:=3.E1 FT I / r PROJECT _ _ _ _ _ _ _ _ _ _ _ _ __ r DESIGNED BY =SO:..=:.:..~....:...__ _ _ _ D A T E - - - ,.. JOB NO. TEl- ~-8(., CHECKED BY cr/Z.O/J7 SHEET DATE--- C!!=S C'.tloZ C~S .f'.ea..m ''t:''.,. /t, /izom .?Dt;) { { h-/r:r t72ch7 /YJ.+NN//1./&.S AN4t:-VSIS.' r D• /.5"9' Fr. V.:f/.5' FPS "" JO.z hz. '> ,!3& rP.=- /. G$ zt= - Z./G .Cr. j?,4£J/o5 ,. .<~V· . -/o7-"1L '1 vz w -E//.-s)z(z..s.os'17 5 rc.. - I !"" P£i>r# csz.z.)Cz55.s'~ ::. · '3~ Fr. / _I·'"•Vc+-re,,,,,~.3~·'& fl. ( 1' ( ' we 7Z> .Sv?E,CE?6t/.trzc>/?ERE~r/A-f7o.AI / JPcPr# i>OES ..vor £Kc.EE0 t',i!.tl/C~ 0£PTd : No tr~ Cv.evA-TV.i?C ~ rc. >1 [c;;.sf(z':i.o:S 1)7 ,. 1 OF_,__ '?th'/4 t'ot.JNT'{ / /?fJo=- 4/g /} "'.t:J/(, .5" ,0/ r I FIGURE 9 20 -1-r"' ( / / /IN£) J( 1 /r J,J / 1 - 7.~· · ~£Ae.1Ut-tJ ocrHOM I ~-----tSO 44 . . . .. z~' ~- t -.f't.-;1 Q1oo = ""'OZ. c.Fs S= .0/ Pr/rr: ~T d:: . $"~ FEE/ .k=-~.9~ zof!:j'-----:... n:.oz.$" v.: 3.S3 FPS F2= t1.11 D&=o.5"o _&~cr FIGURE 10 DETAIL OF OUTLET TO DRAINAGEW A Y "0" r r r CONCLUSIONS / This reporl has shown that the proposed subdivision will be adequately protecte~during ,.. ' ,.. the 100 year storm event and that this development will not adversely impact downstream landowners. The finished floor elevation~ for the ( various lots have been set at a minimum of one foot above the adjacent drainage ditch top of bank or the greatest adjacent 100 year water surface elevation in one of the drainage channels. It has also been demonstrated that r the numerous drainage ditches along the onsite streets, and the improved ,.. drainage channel will have more than adequate capacity to convey the appropriate 100 year peak discharge. In addition, the improved drainage channel will have a flaired outlet constructed at the western property line to reduce the velocity of the flow discharging out of the drainageway to, at or below the velocities in the existing, natural channels. ,.. ,.. .. ""' . ,.. ,.. 22 r r ,.. I r r ... ) AP P E NDI X ,. f ,.. Rainfall Data Soils Map Hydrologic Computation Sheets HEC-2 Computer Program Output .. i ""!' ,. l ,. .i r 23 r r / ...._' ~ ;~... . . _;;_ ..~:.:.. --~ . .---.:; . '- ~-- ,_;: . r RAINFALL-DATA SHEET· · .Return Period (Years) Precipitation Values Cinches) . 6 Hour Duration Map value 2 ,. ... r "" "" ,. "" ,... ' r /. ~-s. Corrected Value 24 Hour Duration Map Value Corrected Value /.80 '2.1-:r 2.17 5 . Z.'t~ 2.3~ 2.70 . 2-.6Lj 10 . 2.l2~ 2. b5 3:~o 3.30 25 ~-'~ 3. /Z- . '3 .'10 3.90 50 3.S{ 3. 6"" ~ -1.40 "1,40 100 3.9o 3.70 1.'10 .!f.10 .r .·Latitude Longitude . 11/r;> /0 I· l 7 ,.. 6 ,. 6 • f ' - 5 5 J";4 4 .-;, 0 c .... ~ , ,.fl. l ,..,' c. 3 . (p .... ri'? . 3 J ~ ) ....' a.. r2 2 "" .. .. o~----------~----~~~--------~--------~--------~0 ,.. ,. 2 5 I0 25 ·Return Period . in Years, Precipitation Depth Versus Return Period For Partial - Durati~n Series 50 I 00 J ' .· .· ... ;..,) ~ ·. . ~.. ; }' *' / J • ;/ .... : "" · ~ +.. P I MA COUNTY METHOD PEAK DISCHARGE CO MPUTATION JOB NO. TEI-340-87 DATE PREPARED: 2 / 2 1 /87 P reoared by: JAY MOSLEY Name and Locat i on: SAN JOAQ~I N ESTATES Drainage Concent ration Point : OFFSITE A Watershed Area (A): Length of Watercourse : Lenoth - to Center of Gravit y 182 . 00 ( Lea) : . f Change in E l eva t ion< H1-ft . Chance i n Len cth -ft. 6 800.00 IYiear1 Slc•:Je h c• cn·· ) : .:J 2 ( 2 11 •:".It' ) : ;:, 3 ( 3 r, c• u t ' > : ~:. l !""1. ) n. 2 22 in. 2. 2./t.J ). .. .,. ,. :._(l;). i; 0 So:::•:.l Gr··ou:J (s) Lovel' -cvoe (s) DEGE:.;-<..- E,f(L-Sr Cover Dens1~v • 3'-.2 ( 111i CerVlOUS C'o.l 'E aS) • LJ-(15 1 1 n. /rn·. ( f t1nct 1 o •'1 c·f 1) . 857 o-0.4 r>t'S. (fl.li'!CtiC•>'"I of Cl) 32:.0(! nn:r•• of Corcentra~1onCTc) J.tet•atlve Solut~.0>'"1 .:•f 1· c: ~a1nfall :nt e ns1tv C1) a~ Tc : 2.SS 1n . /nr. ~u noff Su~o~v Rate tc) at lc: 1 . 20 :n . /h~ . 0ea~ Dlsc,arQe: ·.oos~ A: 182.00 Length of Watercourse (Lc>: Length.to Center of Gravity : Change in Length(L)-ft. 6800.00 Mea,.., Slc•oe (Sc): Acres 6800 •. ft. 3200. ft. Change irt Elevation 102.00 . 015 Ft./Ft. Iterative Solut1on of Tc: 28.00 m1n. Rainfall IntensitY (i) at Tc: 3.77 in./nr. Runoff Supply Rate (a) at Tc: 1.80 in./hrM Peak Discharge: 1.008aA(acres): 331. cfs . ... . • Ci\i(s): R 1_t r1o f f .. .. . area): 20. 1. Imoerv1ous cover: Density(oe~~vious • to R a i ·n fa l l Rat 1 o ( s) , : 182 . 00 Lenqth of Watercourse : Length-to Center of Gravitv (Lea): Acres 6800. ft. 3200. ft . . ,. I ~hange 102.00 6800.00 Meal'"r Slooe : hC•U"r"') r-rou-r~) : Pl ( 1 hour~) : P~::: ( 2 nour·) : P2J\3 ho ttr' > : .035 4. '300 ._!, .,. <~x:s-I~G> 2.1340 1 l'"l. 7 i '!'"1.. 1 n. tt-43 jl., B So1.L Gr·ouo <.s 1 1 oo . Cover~ -;yoe(s) : DESERT B 'iUS'-~ Cover Dens1~v-ft. j ·n . 1 rr .. in. i l'l. 1. I• <:=:X~STii\ Runoff Suoo lv Rate(c) ~ T1m e of Concentratlon(Tc) Solut 1 o~ o~ (H) . 575 (~ervious areas1 . 953 (1moerv:ous ~rees) . 57S : 1n . 1nr . (f unction of 1) . 743 o-0. 4 t·p~s. (furrC "tlC•Y"t cof a) 7c : Int e ns1"tv ( i ) a~; Tc: ~Ul'!O:•ff Sup ol v Rate (o ) c-."t ··c : ~eak D 1 sc ~ arae: :.OOBcR ~au·dall in. c ...... ( s) 83 lt era~1ve y~s. 2:!.• (l(l :: .. 23 3.c t),=: n. n . I -, t~ . 1 n. / i l l ' . 555. ci=s. frll 1 r r ,. ,.. ,. - PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Precared bv: JAY MOSLEY Name and Locat1on: SAN JOAQUIN ESTATES Drainage Concentration Point: OFFSITE B 15 .. 80 Watershed Area (A) : Len~;~th C•f Watet"'Cc•Ut"'se (Lc) : Ler-.gth. tc• Cer-,ter C•f Gravitv (Lea>: Cnaru;~e Acres 1840. 740. ft. ft. 1840.00 !Y~ean . ~ Change in ~levation(Hf~ft. in Le.-,gth (L) -ft. 28g50 .. Slc•oe : P2(2 hc•Ut"') : hC. l< B Cover tyoels): DESERT BRUSH Cover Density(pervious area) Imoer--vio•Js cc•vet"': CN ( s) : CN Is) : 83 . 330 a-0. 4 hY'S. Iterative Solution 9. 00 r111n .. Rainfall Intensity (i) at Tc: 6.53 iY1./nr. Runoff Suooly Rate (a) at Tc: 3.25 1n./hr. Peak Discharge: 1.008oA(acres): 52. cfs. COMPUTATION JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Prepared by: JAY MOSLEY SAN JOAQUIN ESTATES Point: OFFSITE B · .. '>..15. 80 (Lea): Length -ft. 1840.00 Mean Slooe(Scl: Acres 1840. ft. 740. ft. Change in Elevatioro<~/-ft. 28.50 .015 Ft./Ft. Watershed Tyoe• P6(6 hour): P1 ( 1 hour) : P2(2 hour): P3<3 hour): ,.. 4.900 3.900 2.840 3.201 3.443 • 034 Imoervious cc.ver: .. CN: ,. 83 99 (pervious areas) CN•: .307 8. Iterative Solution of Tc: Rairofall Irotensity (i) at Tc: 8. Runoff Supply Rate (a) at Tc: 5. Peak Discharge: l.008oA(acresl: r • r .575 (oervious areas) .959 (impervious areas) i in./hr. (function of il hrs. (furoction of o> 00 rniro. 49 i ro. /hr. 04 in. /ht·. 80. cfs. ~:~-0.4 r "" I r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Lc•catian: SAN JOAQUIN ESTATES Drainage Cancentratior• Point: OFFSITE C Watershed Area : 148.00 Length of Watercourse : Length.to Center of Gravity : Acres 8800. ft. 4100. ft. Change Elevat ior• 130.00 Ft. /Ft. • 015 Watershed Tyoe: SUBURBAN ~ ,. ,... (~/-ft. Bas irs Factc•t' (nb): . 035 P24<24 hour) : P6<6 hout"' > : p 1 ( 1 hour> : P2(2 hOllY') : 3.300 2.650 2.000 2.222 P3<3 hout"'): 2 .. 370 ImDerv1ous cover: Cl\l(s): CN : r 1- (EX J. ST l NG l 83 Coet"'Vir:.us ar"'eas) CN* (sl : 85. 08 (imoerv1ous areas) C~*: 99.00 Runoff to Rainfall Ratio (s)., Runoff Suoply Rate(a): r ,. ~ l . 99 Tir11e of Cor:cerstrat icq. . , (Tc) ,. 20. : .405 i (oervious arEas) .942 Cimoervious areas) in./hr. (function of i) .400 1. 003 q-0. 4 ht""s. (furrct ior•. c•f o> Iterative Solution of Tc: 41.00 min. Rainfall Intensity (i) at Tc: 2.58 in./hr. Runoff Suooly Rate (o) at Tc: 1.05 in./hr. Peak Discharge: 1.008oA(acres): 156. cfs. ... :;; r r r \ PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name ar.d Locatior•: SAN JOAQUIN ESTATES Drainage Concentration Point: OFFSITE C Watershed Area : 148.00 Length of Watercourse : Length·to Center of Gravity : Watershed Tyoe : : DESERT BRUSH Cover Densitv Flood Freauencv: Basin FactorCnb): P24<24 hc•ur) : P6<6 hc•Ut"') : p 1 ( 1 hot.n"') : P2C2 hour-.) : P3(3 hour-·) : ,.. 4.900 i 3.900 2.840 3.201 3.443 Ci\l(s): CN ( s) : 83 ( 100 yrs. Y'l. Areal Value: i Y'l· in .. i y-,. in. i r:. At"eal Value: At··ea l Value: Ht'ea 1 Value: i )'"!. i '(! .. Areal Value: in. Soj.l Groua(s): 100. ~ B Cover tyoe(s): DESERT BRUSH Cover Density(oervious areal ImoervioJJs cover~ ,. 20~ l .. % ~ (EXIS7ING> (oet'Yious areas) CN*(s): 87.42 irn.oe~ ... v:ou.s CN~· al.... eas) l Y"l. \s): 9·3. 00 .. 575 (oervi·~•Js areas) .959 : Length of Watercourse (Lc>: Length.to Center of Gravity Watershed Tyoe Flood Freouencv: 3.300 in. Areal Value: 2.650 i 2 .. 000 i 1=-h·"eal Value: P24C24 hc•ur> : P6(6 hou·r-·) : Pl ( 1 hc•ur> : P2<2 hour.. ) : ·::0 ._. '-'-1- ·=··=·.;:. in .. P3<3 hot.tr) : 2.370 j, n • Soil Gr"'ouo(s): Cover tyoe : - .034 100. Y"l. r,. P.real Value: Al""eal At"'eal 83 CN : Value: i Y"l. i .,.,,. ir... i r, .. i r, .. Coerv1ous areas> (im~ervious areas) to Rainfall Eatio~ 'l~ 1- CN*(s): 85~08 CN*(s): 99.00 .400 (oervious areas) .942 (imoervious areas) (function of i) • 427 i in./hr. • 354 o-0.4 ht"'S. (functic•Y"t c-1-= o) 11.(><) rnir1. CC): Runoff Suooly Rate(o): Time of Concentration(Tc) Iterative Solution of Tc: Rainfall Intensity (i) at ~c: ..J.c.:::. i Y"s. i'IY' • Runoff Suooly Rate (c) at Tc: 2.23 in./hr. Peak Discharge: 1.008oA(ecl~es>: 57. cfs. 1::: .-,.-, r r r ,.. PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name ar-od Location: SAN JOAQUIN ESTATES Drair·oage Concentratior-o Point: OFFSITE D Watershed Area : 25.20 Length of Watercourse CEXISTII~G) Areal Value: Areal Value: At'e.i; l Value: A'r"'eal Value: Areal Value: 3.900 in. 7 ~- 120 in. 2 .. 300 i )""J. 2.580 in .. 2.767 i 100 .. l""l· " Flood Frecuency: i Yt. 1 n. i )""f., 1 Y"l .. 1 Y1. B Cover tyoe(s): DESERT BRUSH ... Cover DensityCcervious area>: 20~ ~ ImoerVlOUS cover: 5. ~ Ci\i(s): Ci\!(s): .. ""' ""' 99 Coervious areas) areas) Cimoerv~ous CN*(s): 86. 11 CN* Iterative Solution of Tc: 9.00 rr1 i )..1. Ra1nfall Intensitv (i) at Tc: 6.53 i rJ .. /hr--. Runoff Suooly Rate : 25.20 Ler.gth of Watercourse (Lcl: Length.to Center of Gravity (Leal: PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION Char.ge in LengthiLl-ft. Acres 2010. ft. 880. ft. Change i Y'l Elevation 2010.00 ... 37.00 . 018 Ft. /Ft. Mear• Slooe (Sc): Watershed Tyoelsl: SUBURBAN Basin Factot' (nb): P24124 hC•Ut"") : P616 hOUt"") : Pl I 1 hout... ) : P2(2 hcrur) : P3C3 h Oltt') : "" ~~~-ft. • 034 I EXIST I!'I!G > I EX I STING> 4.900 in. Areal l'h•ea 1 Areal Areal Areal 3.900 in. 2.840 i Y"l. 3.201 i Y"r. 3.443 i Flocrd Freauer.cy: Y"l. 100. 1- B tyoe(s): DESERT BRUSI-1 Cover Cover Densitv : ... ... 20. Imoerviot..\s covet"': CN Is> : CN ( s > : 83 99 Coervious areas) (imoervious areas) Rur.off t.::. Rair,fall ..,. ~- 11- !EXISTING) CN* Is>: 87.4-2 CN*(s): Ratic•(s)., (C): • 575 99.00 (oet"'vious ar"'eas) .959 (imoervious areas) .594 i in./hr. (function of i) . 310 o-0. 4 ht"'S. (funct icrr, of Cl) 8.00 min. "" ... .. .. ... • Runoff Suooly Rate(o): Time c•f Cor.cer.trat icrn (Tc) Iterative Solution of Tc: Rainfall Intensity li) at Tc: 8.49 in./hr. Runoff Suoply Rate (o) at Tc: 5.04 in./hr. Peak Discharge: 1.008cACacres): 128. cfs. r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION r JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name ar,d Locat i orn SAN JOAQUIN ESTATES Drainage Cconcentration Point: OFFSITE E r Watershed Area (Al : 197.00 Length or Watet•c:our·se Watershed TyoeCsl: FOOTHILLS Basin Factor (rob): P24124 hc•ut--} : P616 ho•_t.,.... > : P1 ( 1 hc•ur) : ... P2(2 hour> : P3 (.3 hout"') : . 035 3.300 2.650 2.000 2.222 2.370 lEX I STING> i Y'r. in. i ·n. in. i Y'l. Soil Group(s): 100. % B Cover tyoelsl: DESERT BRUSH Cover Density(oerviqus area): 20. 1. lmcervious cover: !"' ... ,.. ,.. ... ... ... CNCsl: CN I sl : 83 99 c~f-rt • Flc•c•d Ft"eouerrcy: Areal Areal Areal Areal At•eal Vallie: Value: Vallie: Value: Value: 10 yt•s. i l""J. i Y"l. i Y"r. i .....,. i rr. ~ ;<: Coervious areas) CN*(s): 85.08 Cimoerv1ous areas) CN*: 99.00 (oervious areas) .942 (imoervious areas) .405 i in./hr. (function of i) Runoff Sucoly Rate: .847 a-0.4 hrs. (function of a) Time of ConcentrationCTc) Iterative Solution of Tc: 33.00 min. Ra1nfall Intensitv C1l at Tc: 2.96 in./hr. Runofr Suoply Rate Col at Tc:: 1.20 in./hr. Peak Discharge: 1.008aA(acres): 238. cfs . Runoff to Rainfall Ratic•(s). : .400 r r ,. i '._.; ",.,,.-:: PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Concentration Point: OFFSITE E l r ,.. 1 ' ,. ,. Watershed Area : 197.00 Length or Watercourse : Length.to Center or Gravity (Lea>: Change in Ler.gth (L)-rt. 7200.00 Mean Slc•oe (Sc): Acres 7200. rt. 3200. Tt. Char-.ge in Elevation(~/-rt. 116.00 . 016 Ft. /Ft. f Watershed Tyoe(sl: FOOTHILLS Basin Factor (r,bl: P24C24 hc•ur" > : P6(5 hour>: p 1 ( 1 hour) : P2<2 P3(3 hO!Jl'"') : hC•Ut-..): • 035 3.900 3. 120 2.300 2.580 2.767 i i i Cover tyoe(s): DESERT BRUSH Cc•vel' Der.s it y ( oet'V 1 ous a·rea) Imoervious cover: CN ( s l : CN ( s l : ,. ,.. 83 gg 20. ~,; 1. Y. Value: Value: Value: Valcte: Value: i !""t .. i Y'l. i 1'"'1 .. i rt. : 197.00 Length of Watercourse : Length.to Center of Gravity (Lea): • ... Change in LengthiL>-ft. 7200.00 Mean Slooe(Sc>: ...' Acres 7200. ft. 3200. ft. Change in Elevat ioro 116.00 • 016 Ft. /Ft . Watershed Tyoels): FOOTHILLS Basiro Factorlrobl: ... P24124 hc•Ut") P616 hour) : p 1 ( 1 hour> : P2(2 hottt") : P313 hotu·"'): ... lEX I STING) .035 •ea 1 Areal Areal Areal Y'l. 3.900 i l'"l. 2.840 i Y'l. 3.201 in. 3.443 in. Value: Value: Value: Value: Value: in • ir'" i Y'l. in .. iYh Gt"'CIIJD (s) 100. ~ B Cover tyoelsl: DESERT BRUSH Cover Density(oervious area): 20. % Imoervious cover: 1. ~ Soil ... ... CN Is l : CNis): ... 83 99 (oer"vious areas) (imoervious areas) Runoff to Rainfall Ratiolsl, CN*(s): 87.42 Cl~*(s): 99.00 .575 (oervious areas) .959 (imoervious areas) .579 i in./hr. (function of i) • 735 o-0. 4 ht"'s. (fur.ctior• r:•f o> (C): Runoff Suooly Rate(o): Time of Concentration(Tc) Iterative Solution of Tc: 23.00 rnin. Rainfall Intensity (i) at Tc: 5. 23 in. /hr". Runoff Suooly Rate (c) at Tc: 3.(12 in./hr . Peak Discharoe: l.OOBoACacres): 600. cfs • r ... ... ,... ... : ~~~-ft • • r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION r JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Concentration Poir.t: OFFSITE F r Watershed Area (A): 2. 10 Length of Watercourse : Length_to Center of Gravity -ft. 800.00 Mear1 S lc•oe ( Sc) : i Y'l Elevat ior, 8.00 .010Ft./Ft. Watershed Tyoe(s): FOOTHILLS Basi r• Factc•r' (r,bl: ,. P24C24 hc•ur) P6C5 hc•Ut"") : p 1 ( 1 hc.ur) : P2C2 hour... > : P3<3 hour) : ... : c~/-ft. • 035 3.300 2.650 2 .. 000 2.222 (EXISTING> Flc•od Freo •.J.er,cv: Areal Ar-ea 1 Areal Ar-ea 1 Ar-eal i Yi. in .. i Yt .. in. 2. 370 i Y"l .. 100. 1- B Cover.tyoelsJ: DESERT BRUSH Cover DensitvCoervious area) 20. Imoervious cover: 1. Value: Valc1e: Value: Value: Value: 10 vrs. i r,. i r •• in. i r •• i Y"l. S·:•i 1 Gt'c•uo Csl: ... Cl\l ( s) : 6.3 CN ( s) : 99 (oervious areas) Cimoerv1ous areas) Rur.off tc• Rainfall ,. ,. ... CN*(s): 85.08 CN*(s): 99.00 Ratio (s). (C): .400 Coerv1ous areas) .942 (imoervious areas) Runoff Suooly Rate: .405 i in./hr. (function of i) Time of Concentration • r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION r JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Dt•ai nage Concentr•at ioro Point: OFFSITE F r Watershed Area (Al : 2.10 Length of Water·course (Lc> : Length ·to Center of Gravity -ft. Acres 800. ft. 350. ft. Change iro Elevation 800.00 8.00 • 010 Ft. /Ft. trlean Slc.oe : 2.300 i Y'l. 2.580 in. 2.767 i l"l. ., wo i Y'l. 120 i Y'!. F 1 O•:•d Freo uer.cy: Ar·eal Areal Areal At'eal Ht'ea l •::-c~'""' Yt'S. Value: Value: Value: i .,.,_ in. ValJJe: in. in. Value: i r •• Soil Grc•uo(s): 100. :1. B Cover tyoe(s): DESERT BRUSH Cover Density(oervious area) 20 .. Imoervious cover: i • CN ( s i : CN CN*(s): BE.. 11 CN*(s): 99 .. (10 .474 (oervious areas) .949 Cimoervious areas) .478 i iro./ht'. (fcmctic•n of i) Ratio(s). CC): Runoff Suoolv Rate(o): Time of Concentration(Tc>: . 255 o-0. 4 ht"'s. ( fur,ct i c1n of o) Iterative Soluti~n of Tc: 7 .. 00 rniY"1. Rainfall Intensity (i) at Tc: 7.25 in. /!tr"'. Runoff Suooly Rate (o) at Tc: 3.47 irt./hr. Peak Discharge: l.OOBoA: 7. cfs. .. .. "" r r r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Locatioro: SAN JOAQUIN ESTATES Drainage Corocerotrat ion Point: OFFSITE F Watershed Area : Length of Watercom·se : P2C2 hc•t..tt"') : P3C3 hoLt>') : Sc'i 1 Gr.,ouo CN*Cs): 87.42 CN*(s): 99.00 .575 (::Jer-·viQUS ar--eas) .959 (impervious areas) Runoff Suoply RateCo>: .579 i in./hr. (function of i) Time of Cor,centt.. atir;:.r,(Tc): • 237 o-0. 4 ht''s .. (functic•r• o·f o) Iterative Solution of Tc: 6.(l0 min. Rainfall Intensity (i) at Tc: 9.43 in./hr. Runoff Suocly Rate Co) at Tc: 5.46 in./hr • Peak Dischat .. qe: 1.008qA(acres): 12. cfs . ... - .. ·~ r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION r JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Locaticon: SAN JOAQUIN ESTATES Drai na!Je Cor.centrat ior• Point: OFFSITE G r Watershed Area : P3<3 hot.lr) : .. .. . s,:,il Gt"'OUO (s) 'eauency: Basin Factor(nb>: P24<24 hour) P616 hour) : c~f-ft. 3.300 2.550 2.000 2.222 2.370 i l'"J. in. in. in. 100. ,.; B i Areal A>'eal Areal Areal 10 vrs. Value: Value: Value: i ir1 .. Value: Areal Value: r,. Yr. i rr. i rr. i rt. Cover tyoels): DESERT BRUSH Cover Density: 99.00 Ratlo(s), (C): .400 (oet"'ViOLlS at"'eas} .942 (imPervious areas) Runoff Suooly Ratela): .. - -. .. .427 i in./hr. : P3<3 hour): r r 3.900 3.120 2.300 2.580 2.767 F 1 ood F>'eCi uer,cy: Areal Areal Areal Areal Areal in. in. in. i Y"l. in. Soil Grouo: 1 oo. B Cover tyoe: DESERT BRUSH Cc•ver Density(pervious a•·eal : 20. ,. ' " Imoervious cccver: r CN: CN(s): r 83 99 "' ~ ..Jo "" Value: Value: Value: Value: Value: 25 yrs. i r •• i Y'l. in. i Y"l. i r •. CN*: 86.11 : 99.00 ·Runoff to Rair,fall Ratio, : r r • 474 (oervic•us areas> .949 (impervious areas) • 497 i in. /hr. Runoff Suoply Rate(Ql: • 251 o-0. 4 hrs. ( funct i 01'"1 or 0) Time of ConcentratiordTc>: 7. 00 mir,. Iterative Solution c•f Tc: Rainfall Intensity (i) at Tc: 7. 25 in. /hr. Runoff Suooly Rate at Tc: 3.60 in./hr. 27. cfs. Peak Discharge: 1.008QA(acresl: r r r • r r ' ' r r r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Locatioro: SAN JOAQUIN ESTATES Drainage Concentr-ation Point: OFFSITE G r Watershed Area : 7.50 Length of' Watercourse Y"l. Areal At•eal Areal Areal Areal Value: Value: Value: Value: Value: in. i y-, .. i Y"loo ir-.. i Y"l. :X: El Cover tyoe: 6.00 mir•• Iterative Solution of Tc: Rainfall Intensity (i) at Tc: 9.43 i r.. /ht"' .. Runoff Suoolv Rate (c) at Tc: 5.50 i Peak Discharoe: 1.008oA(acres): ... "" r-.. /ht",. 42. cfs. r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION r JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Prepared by: JAY MOSLEY Name and Locat ior1: SAN JOAQUIN ESTATES Draina~e Concentration Point: OFFSITE H r Watershed Area : 3.10 Length of Watercourse -ft. '300.00 Mean Slooe: Acres 900. ft. 440. ft. Char.ge in Elevation(HI-f~/ 16.00 .018 Ft./Ft. Watershed Tyoels): SUBURBAN Basi,.., Factc•r (r,b): !"" P24124 hour>: P616 hour): p 1 ( 1 hour): P2(2 hour>: P313 hour): lEX I STING> .034 Flood Freauency: 3.300 in. Areal Areal Areal Areal At'eal 2 .. 650 in. 2.000 in. 2.222 i . . .,. 2.370 in. 10 yrs. Value: Value: Value: Value: Val•.•e: in .. in. in. in. i Y1. Soil Grouolsl: 100. K B Cover tvaelsl: DESERT BRUSH 1'- Cover Dertsitv (oervious areas) (imoervious areas) CN*(s): 85.08 CN*(s): 9'3.00 Rcmoff to Rainfall Ratio Is). ICI: .400 (oervious areas> .942 Runoff Supoly Ratela): (imoervious areas) : .229 o-0.4 hrs. (function of a) Iterative Solution of Tc: 6.00 min. Rainfall Intensitv Iii at Tc: 6.64 i ....,. /hr. Runoff Suooly Rate Ia) at Tc: 2.83 i ..... /ht'. Peak Dischat'ge: 1. 008oA (act'es): 9. cfs . .. . r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION I r ,.. JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Corocentration Point: OFFSITE H r 3.10 Watershed Area : Leongth of Watercourse : Acres 900. ft. 440. ft. Charoge in Elevation-ft{ 16.00 .018 Ft./Ft • Watershed Tyoe: SUBURBAN Basi r-1 Factor (nb> : P24124 hour>: P6(6 hour): P1 ( 1 hCtUr) : P2<2 hour>: P3<3 hC•I..ll'"') : Flood Free uel"'•CY: 3.900 i l'"l. 3. 120 i l'"l. 2.300 i l'"l. At·eal Areal Areal Areal At·eal 2.580 in. 2.767 i l'"l. Value: Value: Val•~e: Value: Value: 25 yrs. in. in. in. in. i Y"l. I"" ' ... 100. K B Covet' tyoe(s): DESERT BRUSH Cover Density(oet·vious area): 20. K Imoervious cover: 5. K Sc•i 1 Grouo: CN(s): CN: 83 99 (oervious areas) CN*: 86.11 (imoervious areas) CN*Is): 99.00 Runoff tc• Rairofall Ratio(s). (C): .. ,.. "' ,.. ,.. .. .474 (oervious areas) .949 Cimoervious areas) .497 i in./hr. (function of i) .215 o-0.4 hrs. (function of a> Runoff Supoly Rate(a): Time of Concerotratic•r.CTc>: Iterative Solution of Tc: 6. 00 r11i n. Rainfall Intensity (i) at Tc: 7. 64 i ro. /hr. Runoff Supoly Rate (a) at Tc: 3.80 in./hr. Peak Discharge: 1.008oACacres): 12. cfs. r I PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION r JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 P>'eoared by: JAY MOSLEY Name and Locat ioro: SAN JOAQUIN ESTATES Dr a i Yo age Concentration Point : OFFS I TE H r,. Watershed Area : 3. 10 Length o~ Watercourse : Length to Center o~ Gravity : ,. ... Change in Charoge in E lev at ion -~t/ Length-~t. 900.00 Mearo Slooe : P6<6 hour): Pl <1 hour): P2<2 hour) : P3<3 hour): 4.900 3.900 2.840 3.201 • 034 Floc•d Freouer.cy: 100 yrs. i Areal Areal Areal A>·eal Areal Y"l. i Y1. i r •. i Y"l. 3.443 in. Imoervious cover: CN'eas) CN* (s): 99.00 to Rairo'fall Ratic•, : .575 .959 (oervious areas) (imoervious areas) .. Rainfall Intensity (i) at Tc: 9.88 in./hr. Runo'f'f Suooly Rate (o) at Tc• 5.87 in./hr . Peak Discharge• 1.008aA• ,.. Y"l. in. 5. K 2/21/87 Preoared by: JAY MOSLEY Name arod Location: SAN JOAQUIN ESTATES Drainage Concerotration Point: PD1 r Watershed Area : 6.90 Length of Watercourse (Lc>: Length.to Center of Gravity : Acres 950. ft. 690. ft. 'f Change in Length-ft. 950.00 Mearo Slooe : Change in Elevation: Cover tyoe(s): DESERT BRUSH 20. Cover Density(cervious area) B. Imoervious cover: CN ( s l : CN ( s l : ... 83 99 (oervious areas) (imoervious areas> Runoff tcr Rairrfal1 Flood Ft"'equency: Areal Areal Areal At'eal 3.300 i rr. 2.550 2.000 2.222 2.370 ) i'! 1. 10 Yt"S. i Y'r. i rr. i rr. i rr. i rr. : 85.08 CN*(s): 99.00 Ratio(s), (C): .400 (oervious areas) .942 (imoervious areas) .440 i in./hr. (function of il Runoff Suocly Rate(a): • 3'38 o-0. 4 ht"'S. ( furrct iorr c•f a) TiMe of Concentration(Tc): 13.00 rnir,. Iterative Solution of Tc: Rainfall Intensity ( l ) at Tc: 4.88 in. /hr. 2. 15 i r •• /ht', Runoff Suooly Rate : 100 .. Flc,od Ft"'eouer.cv: ) Y'J .. Value: Value: Value: Value: Value: ·::OC' ~._, l Yt"'S. i 1"'1. in. in. i i Y"l. Y"l. % B Cover tyoe: 6.90 Length or Watercourse : Length.to Center or Gravity : r ,. ,. Change in Length (L) -rt. 950.00 Mean Slooe(Sc>: Acres 950. Tt. 690. Tt. Charrge Elevation 6.00 .006 Ft./Ft. Watershed Tyoe: SUBURBAN Basin Factot'(nbl: P24(24 hc•ur l : P6<6 hOUt') : P1 (1 hour): P2<2 hour): P3C3 hc•url: <~/-rt. : r • • • areas) % ~ mirs. Iterative Solution or Tc: 8. 07 i rr. /hr. Rainrall Intensity Rcmofr tc• Rainrall Ratio(sl, r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION .r • JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Concerotration Poirot: PD2 r Watershed Area : 6.30 Length or Watercourse : Length_to Center of Gravity -ft. ... 1310.00 Mean Slooe : SUBURBAN Basiro Factor : P2(2 hcn..tt"" > : P3<3 hour) : : CN ( s) : ,.. • • 99 (pervious areas) % " : .400 Coervious areas> .942 (imoervious areas) in./hr. (function of i) .475 i Runoff Suooly Rate(o): Time of Concentration(Tc): .299 o-0.4 hl'"s. Cfunctior-• cof o> 9. 00 min. Iterative Solution of Tc: Rainfall Intensity (i) at Tc: 5. 68 in. /hr. Runoff Suooly Rate at Tc: 2.70 in./hr. Peak Discnarge: 1.008qA(acres): 17. cfs . • • 83 Rur.off to Rai r-tf all "' • 20. Imoervious cover: 14. r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION r JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Pt•eoared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drairoage Concentration Point: PD2 r Watershed Area : 5.30 Lerogth of Watercourse 100. % B Cover tyoeCsl: DESERT BRUSH Cover Densitv: . 284 o-0.4 hrs. (function of c) Iterative Solution of Tc: 8.00 mir,. ~ainfall Intensity Cil at Tc: 6.88 irt. /ht". Runoff Suooly Rate (o) at Tc: 3.71 in. /hr. Peak Discharge: 1.008oA (imoervious areas) Runoff to Rainfall : P24<24 hour> : P6<6 hc•ur) : Pl ( 1 hour> : / Cf) 14.00 . 015 Ft. /Ft. ht:•Ut"') : .-,c. .. ·-·-=-·-· i r •• P3<3 ho•.lt"') : 2 .. 370 1 c.~.-c F 1/:tCtd Frequency: Ar-eal Ar-eal Areal Ar'eal Value: Value: Value: Value: At. . eal Value: 3.300 i Y'J. ·:::· 650 in. ~·:> 000 i l"'t.. ~- P2(2 ) n .. 10 Yt"'S .. i Y'l. in. i ...... i Y'l. i ·n. Sc•i i Gt"'c,uo : 100. ~ B Cover tyoe(sl: DESERT BRUSH Cover Density(pervious CN ( s > : 83 CN ( s) : 99 20. '/'~ Imoervious cover: 16. ~ (oet"'Vious a~ea) at"Ej,aS) Cimoerv1ous areas) Iterative Solution of Tc: 7.00 min. Ralr,fall Inter-.slty (i) at Tc: 5. 30 ir,. /nr. Runoff Suoply Rate (c) at Tc: 3.05 in./hr • Peak D1scharge: 1.008qAiacresl: ll. cfs . .. .. Rat ic' (s), CC): .400 .942 (oervious areas) Cimoervious areas) , .:;.,_ :.,..~-- .. , PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION r JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Prepared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Concentration Point: PD3 Watershed Area : 3.40 Length of Watercourse : Length.to Center of Gravity : r r r ,. .. Change in LengthCL)-ft. 960.00 Mean Slooe(Scl: Acres 960. ft. 540. ft. Change in 14.00 .015 Ft./Ft. Watershed Tyoelsl: SUBURBAN Basir1 Factor (nb): P24124 hour> : P616 hour): p 1 ( 1 hour> : P2C2 hour> : P313 hour) : • 034 : CN CN• CN•Csl: 99.00 .474 Coervious areas) < imoervic•us areas) Runoff Suoply Ratelol: .550 i in./hr. (function of il Tirne cof Concentratior.CTcl: .243 q-0.4 ht's. (fLmction <:•f q) Iterative Solution of Tc: 6.00 rnin. Rainfall Intensity Iii at Tc: 7.64 in./hr. Runoff Supoly Rate Col at Tc: 4.20 in./hr . Peak Discharge: 1.008qAiacresl: 14. cfs. .•• 949 r Value: Value: Value: 25 yrs. Soil Grouolsl: 100. ~ B Cover tyoe: 20. % Impervious cover: 16. ~ : 3.40 Length of Watercourse CLc>: Length_to Center of Gravity CLca): ,.. Change in LengthCL>-ft. Acres 9o0. ft. 540. ft. 'f Change Elevat ioro CH~-ft. I .. 9o0.00 Mean Slc•ceCSc): 14.00 .015Ft./Ft . Watershed Tycels): SUBURBAN .034 : P24124 hout" > : Polo hOll'l""') : p 1 ( 1 hCIIJt") : P2C2 hout"' > : P313 h Ctl..tl.-.) : Soil GrouoCsl: 4.900 3.900 2.840 3.201 3.443 100. i i Y'l. i n. 1 ~ n. CN Is) : CN Cs) : 83 99 20. 16. r ,. in. i Yr. ~ ~ (FUTURE .. 575 (oe..-"'vious areas) .959 Cimoervious areas) Runoff Suocly Ratelol: .636 i in./hr. Time c•f Cor-,cer,tt"'atic•rrCTc>: .229 a-0 .. 4 ht... s. (function of i) (functir.:rn of 5.00 min. Rainfall Intensity (i) at Tc: 9.88 in./hr. Rur.off Sucply Ra"te (o) at Tc: E-. 29 iro. /hr. Peak Discharqe: 1.008oA(acres): 22. cfs. ,. • in. ~i Y'"l. CN*(S): 87.42 CN*(s): 99.00 Ratlo(s)., CC): Iterative Solution of Tc: ,. i y-,_ B (impervious areas) Rur-,off tr:' Rainfall Value: Valcoe: Value: Value: Value: BRUSH Cover Density(oervious area) Imoervious cover: .. > ) Flood Freouencv: 100 yrs. Areal Ar'eal Areal Ar-eal Areal Y!. i r •. Cover tycels>: DESER 7 - !FUTURE a) r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION r' ,. JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Concentration Point: PO+ r Watershed Area : 1. 70 Length of Watercourse (Lc>: Length_to Center of Gravity (Leal: !""' Change in Lerrgth (L) -ft. Acres 450. ft. 170. ft. . . f Charrge in Elevatlon: ,. Watershed Tyoe(s): SUBURBAN ,. ,.. Basin Factor(nb>: P24124 hour): P6(6 nc•ur): Pl (1 hc•url: P2(2 hour): P3 <3 hc1Ltrl: Soi 1 ... ... ,. r ,.. "" ,. • 9.00 • 020 Ft. /Ft • Gt""OUD ) Flood Freauencv: Areal Value: A>'eal Value: Areal Value: A>'eal ValLle: At"'eal Value: 3. 300 i rt. 2. 650 l Y"l. ~- (s): .034 ., CC): Runoff Suooly Ratela): Time of ConcentrationCTc): .455 i .400 Coervious areas> .942 (imoervious areas) in./hr. (function of i) ( funct i or• c•f o) 5.00 mir•• Rainfall Intens1ty (il at Tc: 6.95 in./ht"'. Runoff Suoolv Rate Co) at Tc: 3.23 i r-•• /hr. Pea,_... Di schat... ~H:?: 1. (l(l8qA ( act'es) : 6. cfs. Iterative Sc,lut ic1n of Tc: • 129 q-0. 4 hrs. r r r ,.. I ,.. PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name ar•d Location: SAN JOAQUIN ESTATES Drainage Concer.tratior. Point: PD4 Watershed Area : 1. 70 Length oF Watercourse (Lc>: Length.to Center oF Gravity -Ft. 450.00 Mear• Slc•oe (Scl: Acres 450. Ft. 170. Ft. Char,ge in Elevation: ... 3.900 3. 120 2.300 2.580 2.767 83 99 (oervious areas) Cimoervious areas) Runc..ff tc• Rainfall Ratio(s)~ ) Flood Freouency: Areal Rt•ea l Areal Rt•eal At•eal i r1. n. i r.. ir'li ,..... 1 Soil Grouo: 100. ~ B Cover tyoe(sl: DESERT BRUSH Cover Density(oervious area): 20. Imcervious cover: 12. Cl\l(si: CN at Tc: 8. 00 in. /hr·. Runoff Suooly Rate (ol at Tc: 4.25 in./hr. Peak Discharge: 1.008oR(acresl: 7. cfs . r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION r JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Draiy,age Concentratic•n Point: PD4 r Watershed Area : 1. 70 Length of' Watercourse (Lcl: LeY•gth. to Center of' Gravity : P2(2 P3<3 : hour) : hc•Ut") 2.840 i 3.201 i Areal A'·eal Areal A,•eal Areal l"'l. Y"l. 3.443 i r •. 100. ;<: B tyoe: DESERT BRUSH Cover DeY"1S l 100 yrs. Value: in. in. i r •. Value: Value: Value: i r •. i r •• Value: Soi 1 G-r"'ouo(s): it y ( pet"V i OLIS af'ea) Impervious cover: 20. ~. : i 99.00 .575 (oervious areas) .959 : CN ( s) : - Elevation<~/-rt. Watershed Tyoe·at ion Pc•int: PDS" r Watershed Area (A): 6.70 Length of Watercourse 'S. i r,. in. i r ... i Y'r. i Y"la 1.. B Cover tyoelsl: DESERT BRUSH Cover DensityCoervious area): 20. ~ Imoervious cover: 16. K : Iterative Solution of Tc: Rainfall Intensity Ci) at Tc: 6. 30 i ·n. /ht". ir-.• /h)·". 2i. cfs. 1.008aACacres>: Runoff Suoolv Rate lcl at Tc: Peak Discharge: 85.08 CN*Isl: 99.00 3.06 ,. ' PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION r - JOB NO. TEI-340-8E. DATE PREPARED: 2/21/87 Prepared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Concentration Point: PD5 Watershed Area : 6.70 Length of' Watercourse CLc>: Length.to Center of Gravity (Lea>: f Change in Length-ft. "" - -... .. ... 1010.00 Mean SlooeCSc>: '"' • • • Change in ElevationiHY-ft. 17.00 . 017 Ft. /Ft. Watershed Tyoelsl: SUBURBAN Basin Factor(nb): P24C24 hout" > : PE.C6 ho'~lt"') : .034 (FUTURE 25 yrs. r •• Areal Value: 1 ·n .. A·r"'eal Valt..te: i r,. i r ... 1 n. Areal Valo_te: A>'eal Value: i Y"t .. i ·n. 2.580 in. 2.767 i Y"t • Sr:•i 1 Grouo(s) : ) Flood Freouencv: 120 ~2.300 7 p 1 ( 1 hc•ur) : P2C2 hout"') : P3C3 h.::•ur) : I FUTURE 3.900 i 100. At"'eal Va l1.te: i )'"l .. y. B Coven' tyoels): DESERT BRUSH Cover DensityCoervious area): 20. % Imoervious cover: 16. % : CN Is> : B3 Coer--vious ar"'eas) 99 Cimoervious areas> Cf\1* (S): 85 .. 11 CN*Cs>: 99 .. 00 .. 474 (oervious areas) .949 (imoervious areas> .550 i in./hr. (function of i) Runoff Suoply Ratelol: .. 238 o-0. 4 ht"S.. ( fur,ct ior• of o) Time of Concentration(Tc>: 6. 00 mir1. Iterative Solution of Tc: 7. 64 in. /in"'. Rair,fall IY·,ter,sitv ( i ) at Tc: Runoff Suooly Rate Col at Tc: 4.20 ir"!./ht"'. Peak Discharoe: 1.008oA(acresl: 28. cfs. Rur:off tc• Rair,fall .. Acres 1010. ft. 580. ft. Ratio(s). (C): r r ,. ! r ,. I r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-86 DATE PREPARED: 2/21/87 Preoared bv: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Cor.cent ration Point : PD5 Watershed Area : 6.70 Length of Watercout•se ( iurGtervious at"'eas) Rurr.:.ff tc• Rair.fall r 20. CN*(s): 99.00 Ratio(s), : Runoff Suoply Rate: Iterative Solution of Tc: " (FUTURE " Cl\1* lsi: 87. 42 15. .535 i .575 .959 (oervious areas> (imoervious areas) iro./hr. .E:24 o-0 .. 4 ht"S .. 5. 00 mir1. Tc: 9. 88 in. /ht'. (functic•r• of Rainfall Intensity lil at Runoff Suooly Rate Col at Tc: 5.29 in./hr. Peak Discharge: 1.008oAiacres): 42. cfs. I"' I"' .. i) (fur,ctic•n c•f a) r r r r ,. r ,. ,.I PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-86 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name ay,d Loc:atior-.: SAN JOAQUIN ESTATES Drainage Conc:ey,trat ion Po::•i r.t: PD6 Watershed Area : 5.30 Length of Watercourse (Lc:>: Length.to Center of Gravity -ft. 1040.00 Meay, Slc•oe : S•:•i l 3.300 in. 2.650 ir... 2.000 i l'"h Gt"'c•uo : "" r ,.' . 83 99 > Flood Freouencv: At'eal Value: 10 yt'S• c: . 222 in. Areal Va2.ue: ir"!oo i r •• i t'"J. i r ... 2.370 i Areal i r •. iOO. jl,. Ar--ea 1 Value: At"'eal Va~ue: Y'l. (cervious areas) Rurrc.ff to Rair,fall Ve.:!.ue: B Cover tyoelsl: DESERT BRUSH Cover DensityCoervious area) 20.. 7. Imoervious cover: CN ( s) : CN : . f Change ir. Elevatlon: 5.30 Length of Watercourse (Lcl: Length.to Center of Gravity (Lea): ... ... • f Change in Length : P6(6 h•:•Ut") : p 1 ( 1 hc•ur) : P2<2 hccur) : P3(3 hour> : 3.900 .,. 120 2.300 2.580 2.767 ~. : 5.30 Length of Watercourse : Length-to Center of Gravity (Leal: Charoge in Lerogth (L) 1040.00 Mean Slooe(Scl: -ft. Change in 16.00 Watershed Tyoelsl: SUBURBAN Basirt Fact err (r,b): P24124 hour): P616 hour>: P1 I 1 hour>: P2(2 hout'l: P313 hour>: 4.300 3 .. 900 2.840 3.201 3.443 Sc•i 1 Grouo (s) 100. I FUTURE .034 : DESERT BRUSH Ccrvet"' Derts it y ( oet"'vi c•us area): CN ( sl : CN ( s) : l Flood Freouency: Areal At•eal At·eal Areal Areal i l'"t. i Y"l. ir... i r •• 1 n. : . 602 i Time of Concentration: 1. 20 Length of Watercourse : P5C6 hOUf') : P1 (1 hc~ur) : P2(2 hour· l : P3C3 hout"") : 3.300 2.650 2.000 2.222 2.370 .022 (function of i) Runoff Suoply RateCol: . 517 i in./~r. Time of Concentration(Tc): . 138 o-0.4 hrs. (functiorr of o) Iterative Solution of Tc: 5.00 mir, .. Rainfall Intensitv Cil at Tc: 5.96 i rr. /ht"'. Runoff Suooly Rate (a) at Tc: 4. 29 i ro. /hr. 5 .. cfs .. Peak Discharge: l.OOScACacres): r r ,.; PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-86 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name ar•d Location: SAN JOAQUIN ESTATES Drainage CoY•CeY•tration Point: PD7 r Watershed Area : 1.20 Length of Watercourse : P6<6 hout") : p 1 ( 1 houri: P2C2 hour) : P3(3 hcn..lr) : .022 3.900 i CN ( s) : CN : P2<2 hC•Ut"') P3<3 hc•ur) . .022 Covel"" . 83 93 (oervious areas) : Length to Center of Gravity (Leal: Change in E 1 evat ion (H. ~t.ft. Change in Length: Iterative Solution of Tc: .149 o-0.4 hrs. 5.00 min. (function of o) Rairofall Ir.tensity Iii at Tc: 6.96 iro./hr. Runoff Suooiy Rate Cc) at Tc: 3.27 in./hr. Peak Discharge: 1.008oAiacresl: 19. cfs. ' . r ,. I , f ,, ,. PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-86 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Concentration Point: PD8 Watershed Area : 5.70 Length of Watercourse : Length to Center of Gravity -ft. 440.00 Mearo Slooe: SUBURBAN Basin Factor : P6(6 h.CII..tr) : Pl ( l holn.. ) : P212 hC•lll'"') : P3C3 hour) : Soi 1 Gt'ouo(s): Cc•Vet... 3.90(1 .034 : 5.70 Length _o'f Watercourse (Lcl: Length to Center o'f Gravity -'ft. r 7.00 440.00 Mear• Slooe P6<6 hout' l : P1 ( 1 hour) : P2(2 h CIIJ.)""') : P3C3 hour) : r : .034 (FUTURE 4.900 ) Flood Freouency: 100 yrs. Areal Areal Areal Areal P,t'ea 1 11'""1 .. 3 .. 900 in. 2 .. 840 i r •. 3 .. 201 i ·n. 3.443 i Y"!. Value: i ,...,_ Value: Value: ir... Val~..te: i r,. i r,. Value: i Y"! .. Soil Gt•ouo : 9. 10 Length.of Watercourse (Lcl: Length to Center of Gravity •eal Ar•eal Areal Ar·eal 3.300 i l'"!. 2 .. 650 i r ... 2.000 in .. 2.370 i ) Y'l .. Value: Value: Value: Value: Value: 10 yrs. 1rr .. i r ... i r ... in. i l'"l .. B Cover tyoe: DESERT BRUSH Cc•ver DeYrsity (oet... vit:o•.ts a·rea) Imoervious cover: CN ( sl : CN ( s) : 83 99 20 .. '1. 13. ~ (oervious areas) (imoervious areas) : ,.. Runoff Supply Rate(o): Tirne· c•f Cor-.cer.tt"'atic•Y• ... ... .. Basi,.., Factor (nb> : Sctil Grc•uo(s): - ... 11.00 • 012 Ft. /Ft. Watershed Tyoe: SUBURBAN - - 'f Change in Elevation(H)-ft. Change in Length-ft. 900.00 Mear-• Slooe(Sc): Acres 900. ft. 510. ft. Iterative Solution of Tc: .400 (oervious areas) .942 (impervious areas) . 470 i in./hr. : 9.10 Length .of Watercourse : Length to Center of Gravity : P2C2 hour> : 120 in. 2.300 in. 2.580 in. P3C3 hotJt''') 2 .. 767 in. Soil Gt"'ct~.to(s): Areal Ar•ea 1 Ar-eal Ar·ea 1 Ar•ea 1 Yl. 7 ~- : 100 .. ,.~ in. i Y"s. i Y"l. i Y"l. i Y"l. B Cover tyoelsl: DESERT BRUSH 20. " Impervious cover: 13. % : SUBURBAN .. Basin Factor(nbl: P24<24 hour) : P6(6 hc•ur) : P1 ( 1 h OIJ )""') : P2(2 hout") : - - . 034 (FUTURE 4.900 i r,. 3 .. 900. in. 2.840 1 r •• 3.201 in. 3 .. 443 in. 83 99 Coervious areas) (impervious areas) I Flood Freauency: 100 yrs • At'eal Areal Ar-ea 1 Ar·ea l Value: Value: Value: Value: i Y1. i Y'l. in. At"eal Value: i Soil Group (s): 100. ;<; B Cover tyoe(s): DESERT BRUSH Cover DensityCoervious area) 20. % Imoervious cover: 13. % Iterative Solution of Tc: 6.00 min. Rainfall Ir.ter.sity ( i) at Tc: 9. 43 ir•• /ht'. Runoff Suoply Rate
    : Len~th ft. ft. ' ( f Change in Elevation(H)-ft. Chanqe in Length-ft. 690.00 11. 00 • O:LF.:. Ft .. /:=t.• f"·recn.., 51 C• ~e ( Sc) : Watershed Tyoe: SUBURBAN . ... - - • - -.. .. Basin Factor(nb): P2.t.· ( 24 • 034 3(i0 (i=":UTURE } Flood Freauencv: V:a.l ue: hc•Ut"') : 2~ in~ {.:)r... ea l Va l•Je: p hOUt") : E. so ·=· 000 "· Ar~ea.: PE. ( E· ~. l 1'"1. (·h"'ea l Value: ·::··::,·::· in~ ~=i'l'"'ee<.l \)a llte: Va :. !_te: ".. '' 1 ~· wo hC•Ut"') : ( ·=- hc·u·r"·) Q~:::: ·~ i:;; ~ ,J3 ( 3 :-,c·ur") : So:.l G'r''C•U:J(s): Cover tyoeCs) C·~ver c:\i :~.· ~. ~ 1-'-1-.. l 370 : DES~~7 ~~r"'e.;:.; =.. 1"1. BRUS~ ;:::o.. Densitv(oer'violts aY·ea) ~~;; (s) ~~f\'· ( '='·) ~400 Coervious areas) .942 (imoerv1ous areas) .519 i in./nr. (ful~ction of i) .i'30 o-0.4 ll'r"'S. (functior, c•f Ci) ~unoff Su!Joiy Rate~c>~ Time of Concentration(Tc) Iterative Solution crf Tc: Rainfall In~ensitv ( I ) at Tc: ~ur.off Sunolv Rate (c) at c~ Pea~ D1scnaroe: 1.008oACacres) 5. 00 rnin • 6.96 i-r,./nt·.... 3. E1l ir·,. /ht--. 9.. cfs. • PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION r r r r JOB NO. TEI-340-86 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Concentration Point: POlO Watershed Area : 2.40 Length .of' Watercourse (Lcl: Length to Center of' Gravity (Leal: ., ; Change in Length (L) 690.00 Mean Slooe : 100. " B Cover tyoe: . .. • .474 (oervious areas) .. 949 Runoff' Suoply Rate(q): ,. 20. " 22. ~ il,._ :1!'%'~1'"'· ' . • PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-86 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Concentration Point: POlO .. Watershed Area : 2.40 Length of Watercourse : P6(6 hout') : p 1 ( 1 hour>: P2<2 hour) : P3(3 hour>: ... ... Charoge in El evat ioro -ft. 11.00 690.00 I Mearo Sl ooe ( Sc) : ,. 4.900 3.900 2.840 3.201 3.443 : .659 i .575 (oervious areas) . 959 (impervious areas> in./hr. (function of i) .173 o-0.4 ht•s. (fcmction of Iterative Solution of Tc: 5.00 mir•. Rainfall Intensity (i) at Tc: 9.88 i Y1. /ht". Runoff Suooly Rate (a) at Tc: 6.51 i ,..,, /ht·. Peak Discharge: 1.008oA(acresl: 16. cfs . Time of ConcentrationCTc> ... • r Acres 690. ft. 345. ft. a) r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-86 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Concer.tration Point: POll . ,.. Change in Length-ft. f ' Elevation: ,. Watershed Tyoe: SUBURBAN .. Basin Factor(nb): - Acres 650. ft. 325. ft. 3.10 Watershed Area : Length _c•f Watercourse : 2.650 in. ·=· 000 in. 2. 222 in .. 2. 370 1 Y"l. P2C2 hc•U"r"') : P3<3 hour> : 100 .. Flood Freouency: Areal Areal Areal Ar'ea 1 Ar-ea 1 Y"l • ~. : ) 10 Yt'S. Value: i "~"•· i r ... Val1~1e: i Value: i Y"l. in .. Value: Val,_te: Y"!. Y. B Cover tyoe: Runoff Suoply Rate(q): Time of Concentration(Tc>: Iterative Solution of Tc: .476 i .400 .942 (oervious areas) (imoervious areas) in./hr. .216 o-0.,4 hrS. 6.00 mirr. Tc: 5. 64 i ro. /hr. Rainfall Intensity I i i at Runoff Supply Rate (c) at Tc: Peak Discharge: .... ~ % (FUTURE 1.008cA: 3.10 Length _of Watercourse : p 1 ( 1 hour> : P2<2 hc,ur) : P3(3 hour): 'I Char,ge in ElevatiordHl-ft. • 012 Ft./Ft. Basin Factor(r,bl: ,. Acres 650. ft. 325. ft. : 3. 10 Length of Watercourse : SUBURBAN l Basin Factc•r (rob): ,.. P24!24 hour): P6(6 hour·) : p 1 ( 1 hour): P2(2 hour·) : P3<3 hct~_lr) : r .. .( " Change in Length-ft. ,. Acres 650. ft. 325. ft. (FUTURE .034 (FUTURE 4.900 in. ) Flood Freouency: 100 yrs. Areal Areal Areal Areal Areal 3 .. 900 i l"l. 2.840 in. 3 .. 201 in. 3.443 in .. ) Value: Value: Value: Value: Value: i r, .. i r •. in .. i l'"loo i i'"f., Soil Grouo (s): 100. ;: B Cover tyoelsl: DESERT BRUSH Cover Der.sity(oer--vi·~us area) Imoervious cover: CN ( sl : CN I sl : 83 (oet"vic•us areas) 99 oo... 365.000 35.000 2413.000 128.000 2407. 750 184.000 .000 .000 .000 230.000 65.000 136.000 .000 280.000 2412.000 2408.000 .000 .000 2411.000 2410.000 .000 .000 .000 95.000 144.000 .000 .000 .040 .000 • 000 2406.000 2407.000 30.000 130.000 .000 -000----___JJQ,J&O .000 .JI(JQ___ .000 .000 m ..QOo _ ! '/) jX I b• ,,{I_ J I ~'I ' _,;f•o .000 .000 .000 .000 .000 90.000 .000 • O(l() .000 !30.000 .000 .000 103.000 149.000 .000 • 000 r .. ! PAGE 0! :20:16 01101/80 ' ,.. SECNO Q DEPTH cwsa CRIWS llLDB TIME IJLOB XLOBL OCH VCH QROB YROB Xl.Oi XLOBR SLOPE WSELK ALOB E6 HV IOl RROB w.. Xti. !TRIAL XNCH IDC XNR ICIJ(f WTN J!ll;K aEY LEFT/RIGHT SSTA ELM IN TOPWID ENDST WlSS HI. M CORAR "' I .. ,.. .. -.. - - - - - ISECHO 3.000 3.17 21106.17 3.00 572. 572. o. 4.97 .00 .00 o. .011432 0. •SECNO 2.000 2.00 555. .oo 2406.00 2'106.55 o. o. 115. .040 .00 .040 o. 0 0 3.10 2407.90 .oo 555. 3.54 245. .00 220. .02 o. .oo .003929 280. o. .00 2408.10 o. !57. .040 .040 4 0 .38 o. .040 5 .19 o. .040 0 .oo .00 2407.00 o. 2407.00 0. .000 2403.00 24.91 8!.84 106.75 .00 1.54 .00 2409.00 o. 2409.20 1. 60.99 .000 2404.80 .oo 83.27 144.26 *SECNO 1. 000 3301. HY CHANGED MORE THAN HVIMl 3685 20 TRIALS ATTEMPTED WSEL. CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 1.00 2.76 2410.51 2410.51 555. .03 • 020158 o. .00 3b5. 555. 7.46 280 • o. .00 230. .00 2411.38 0. 74. .040 • CJ40 20 11 .86 o. • 040 0 2.12 .oo 2415.00 2. 1• 2412.20 .000 2407.75 107.87 .oo 43.69 151.56 ( ' 2 ... - 01101/80 01:20:16 PAGE ,. THIS RLt; EXECUTED 01/01/80 3 01:24:01 ff+ffllllllllll .................................. . f£C2 RELEASE DATED NJ\1 76 UPDATED ltlY 19M ERROR CORR - 01, 02, 03, 04, 05.06 llllliFICATION - 50, 51, 52, 53, 54, 55, 56 11111-PC-XT VERSION 1. 1 r ... "" .................................................. NOTE- ASTERISK (+l AT LEFT OF CROSS-SECTION NIJIIIBER INDICATES MESSAGE IN Sli9'MY OF ERRORS LIST SUBCRITICAL HHHHHHHHHHffff+fH+f-Hi-*tHffH r ... !"" ! I o:x-nxx I ' ' nx_1_n1 'tO.J. ' ,.. A X X X ) j l ' X 'X xnxx.~x l ,.~, ~ XiX).i X X l Xdi.X ' X ). xnxx DRAINAGE AREA "A" ... ... ... ... ,. i EXISTING - SUPERCRITICAL ~g~:i. X i iXXXUX • • • + THE HiDRO'..DG!C E,G;N<:ER!NG CoNTER • 609 SECO~D STRES". SUFE D • DC!VlS. CHLI."D:?~:A 556:5 t (9161 44o-2105 \FTSl 448-2105 • • 02/04/82 12:54:38 PAGE iHiS RUN EXECUTED 02/04/82 ,. ~'OV HEC2 RfLEASE DATED -... 76 UPDATED i'lAY !984 ERROR CORR - 01,02,03,04,05.06 ~DDIFICATIO~- 50,51,52,53,54,55.56 1,1 IB~-PC-X7 VERSIO~ S~-\ ,::-c~:;;_;:;~' ~s-;::("ES ' ""' - '.0:, - S;JPE:;~-~:;:cP._ Y=:A~ E.V=::~-; 10-:: s~;::~;;;:;F:CH~ tD. ;;, "~·) -. "' .-, 2. c, 0t):) ~ ... .._. -·: :f~ • 0(~(; "" ... ""' ,; r- "' .. (io:.~_: • 0''·"· \''.. ' i,•)Y; .0(.·) 000 :2.(1•)(; (i\)0 :&4, (1(1~: 35. CJ)•) :2S.C• ..... 230.0Xl 65. 0(•(! 250.000 (\)0 - .,;.. 2~ 24:2.0\:t:: l~::. 24CO. Q- .. l: G~ 5~ £j *~ROF ;.,· i ..- '--~'-. -~ 2407. (;(!(; 2406. (;')(~ .000 :.:{.::: :j(; ~/:(; '.IV\.' .:.o' --~. ~~.(;') :))0 0::"' :-2.000 3E5.000 2:5. (:: .:t'\·'· l..)i. :-+(c.. ({l(i . (',(:(; (:(;::: /.OOC • 000 l02. (~0 24(·S • 0(;,) .000 • 000 .-X{I 2~-:.J. 000 30. (l\)(l :30.000 000 :;'J'~l ·./·-·· Ql\) C.< I~: !)(:l) Q(l;) g:.. 0(:;) 000 000 24:. (i(l(l C.4\i4. acv (J(J(J c;;::~·; ilO. O(aj 24(:6. (:(:,) l30. :,)(:(l ·,·-·. .,_,,,,.- O(a) (:(;(; ~:":; ' -· 1~.000 =4 --· :.(;(\ :•X .-...-,- :. ::~- :)::::j ·x·~ .JO 000 .000 000 000 (l-~10 000 ~I " 000 r !"" 02/04/82 !"" SECNO !"" PAGE 12:54:38 Q DEPTH llLOB CWSEL llCH TIME VLOB VCH SLOPE XLOBL XLCH CR!WS llROB VROB XLOBR WSELK ll.OB XNI.. !TRill. EG ACH XNI:H !DC Hl VOL OLDSS AROB XNR !CONT WTN EU4!N CORAR TO~ID HV !"" •SECNO 1. 0(>) !"" 3720 CR!TICA:.. D~PiH ASSJMED 1.00 2.76 2410.51 2410.5! 2408. :.o 2411.38 <<< o. 74. .J.J.Jo 0. 555. 0. 7.47 .040 .00 .00 .00 .040 0 0. •020255 o. 0. Bl!~K ELEV LEFT I Ri GMT TW!l S"STA E'IDST '' .87 .oo o. (l, ,, "" ,(;40 .(~10 5 • (H) o. 2407.61 85. .65 .040 ,(ii.(l 0. .040 2tl 15 0 '· .oo 45 87. .u 5.4(1 (). • 04(1 • (i .. (l • Q~O 20 l: 0 • 00 2415.00 o. 24!2. 20 2407.75 !07. 9(J 43.65 151.55 !"" r fSECNO 2.000 3685 20 TiHA_S 3693 3720 CRITICA_ DEP7i-! 2. (l(J -:. • c- l..o ~ ..j 0. I:;C::O !"" ... ... ,.. ... !"" !"" ,.. r r' ; ... ws::;_, ·:""-s~~ SPECiFIC ENtREY ASSUMED HTTS~DTED PHOB~Bl.E ~INIMUM ....... ...,~. . o: o V•J • 02209:(1 365 . ,·u·· *S=C,\Q 3. (;i)(: 35&5 20 :~:~ . . s 2406.95 21r(lf.• 95 555. 0. • 0(1 5.50 2EO. 230. p;--~~llf;iiED w;::~.:..:sE 3693 PitDBAB:..t ~Il\I~;L.~ 3720 CRITlCJ:L 3.0) 572. .02 • 0220i5 r;:.:-"' .... AS.iJ'l:D SPC:C:FIC o. .00 6.50 245. 280 • :;:: o;:j·;o '"'' "''- • l)i}(\ 3.52 2409.1}) o. 2409.20 70.::.1 24('4. ao 66.6! 137.12 ... ::~::RGY .::. IB 2405. 78 24U5. 78 -572~ • (10 0. • 00 220. .:::) 2~;::;, (!, 1. 3.65 24(17. 00 ' 00 2400.000 .000 1.000 2.000 2398.700 2398.400 155.000 6.000 .000 155.000 .000 .000 2398.000 .000 .000 155.000 55.000 .000 .000 100.000 2396.000 .000 .000 295.000 92.000 .000 .000 165.000 2396.200 .000 .000 .000 100.000 .000 .ooo .000 2398.000 .000 110.000 .000 197.000 13.000 .000 175.000 305.000 .000 .000 2396.000 2394.000 2396.000 .000 365.000 40.000 198.000 342.000 .ooo SR GR GR 1.000 3.000 2396.500 2395.700 2395.400 .000 2394.000 2393.550 2396. ~...0 .000 .000 140.000 210.000 365.000 .000 .000 2393.300 2394.000 .000 .000 .000 150.000 225.000 .000 .0(>0 .000 2394.000 2395.580 .000 .000 .000 158.000 270.000 .000 QT XI GR SR GR 1.000 4.000 2394.600 2391.000 2392.000 224.000 12.000 .000 170.000 285.000 .000 .000 2394.000 2392. ()()(\ 2393.000 .000 340.000 30.000 205.000 340.000 .000 105.000 2392.000 2392.290 .000 .000 230.000 90.000 215.000 .000 .000 160.000 2392.250 2392.000 .000 .000 .000 115.000 228.000 .000 .000 .000 2392.000 2391.800 .000 .000 .000 130.000 255.000 .000 t-1: UT XI GR GR UT XI GR ilR UT X! .000 .0[>0 .000 80.000 .000 .000 .ooo ,. r ,. r ~ r' ~ ,. "" ,. ,.. ,.. ,.. ! ,.. 01/01/80 XI 6R GR SR EJ 02:21:03 5.000 2391.000 2390.000 2390.600 .000 15.000 .000 130.000 215.000 .000 PAGE .ooo 2390.000 2389.900 2390.000 .000 290.000 50.000 a5.ooo 248.000 .000 .000 2389.900 2390.000 2389.81!0 .000 .000 58.000 160.000 261.000 .000 .000 2390.000 2390.300 2390.000 .000 .000 .000 62.000 170.000 279.000 .000 2390.2~ .ooo 90.000 185.000 290.000 .ooo 2390.000 2390.600 .000 fPROF I '' 2 r ~:21:03 01/01/80 PAGE !'-" ,.. SECNO a DEPTH CWSEL CRIWS ll.OB QCH llRill TilliE '11.08 XLOBL VCH VROB XLOBR SLOPE XLOl W5a.K ll.OB XN.. !TRill. EG Xt«:H H\1 AROB XNR !DC ICIJIIT 101 ll.OSS fL Vll. WTN CORAR BAN< B.£V Tllll LEFT/RIM EUIIN SSTA TOPWID ENDST r "' ,.. ' r ,. "' "' •SECNO 1. 000 3720 CRIT!Cil. DEPTH ASSlJIIED 1.04 2<100.56 2<100.56 2<100.20 2<100. 90 1.00 128. o. 128. o. 0. 28. • 00 4.63 .00 .00 .040 .040 .02n29 o. o. 0 o. 14 *SEOO 2.000 3685 20 TRilLS ATTEMPTED WSEL. CWSEL 3693 PROBABLE MINI~ SPECIFIC ENERGY 3720 CRIT!Cil. DEPTH ASSlJIIED 2.00 1.35 2397.35 2397.35 155. o. 155. o. .00 5.06 .00 .01 220. 210. zoo. .026069 •SEC~ .00 2397.75 o. 31. .040 .040 20 11 ~ .33 0. .040 < " .40 o. .040 ' 0 .00 .00 2.\02.10 0• 0. 2402.30 .000 2399.52 42.96 42.67 85.63 .00 5.63 .15 2338.70 0. 0. 2338.40 66.97 .000 2396.00 39.43 106.40 .00 3.000 3265 DIVIDED FLOW "' "' "' . . ,.. .. 3685 20 TRIALS ATTEMPTED WSEL. CWSEL 3693 PROBABlE MINii'IUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSli'IED 1. 21 2394.51 2394.51 3.00 o. !97. o. 197. .00 4.08 .00 .02 295. • 030493 !00. 165• .00 2394. n 0. 48. .040 .040 20 15 .26 o. .040 0 4.69 3.75 2396.50 0. 2396.75 0. .000 2393.30 114.66 .00 96.70 239•• 3 •SECND 4. 000 3265 DIVIDED FLOW 3685 20 TRIALS AWJ!PTED WSEL. CWSEL 3710 WSEL ASSl.'I>IED BASED ON MIN DIFF 4.00 .95 2391.95 2392.15 224. o. 224. o. .00 .02 6.13 .00 o. .121913 o. o• .00 2392.53 o. 37. .0-'0 • 0.\0 20 10 .58 o. • 0.\0 0 .00 2394.60 o. 2393.00 .000 2391.00 !32.19 .00 112.31 276.79 .00 o. t' 3 ,. ... 01/01/80 02:21:03 SECNO DEPTH Q ll.OB Vl.OB CIISEL. OCH VCH XI.08L XLDI ""' TIME SLOPE ""' f!iECNOS.OOO PAGE CRIWS llliOB IISELJ( ES IUJB llCH VRII8 XUIIR Xtt. !TRill. Xt«:H • 3265 DIVIDED FL!II - 3685 20 TRilLS ATTEIIPTED WSEL, CWSEl. 3693 PROBABLE MINIMlJI SPECIFIC ENERGY 3720 CRITICAL DEPTH ASru4ED .57 2390.39 2390.39 5.00 o. 224. o. 224. .oo .04 .oo 3.17 230. 105. 160. .035955 ""' ,.. ,.. .. i ,.. HV AROB XNR rccm !DC ll.OSS HL VCL WTN COAAR BliNK ELEV LEFT/RIGHT M EUIIN SSTA TOPWID ENDST < .00 2390.55 0. 71. .16 0. .040 .040 20 14 .040 0 12.00 2391.00 1. 2390.60 30.57 .000 2369.82 .oo 233.36 286.12 9.66 0. ' 4 r r PR!FIL£ FOR STREilM SUPERCR!T!CAL !D. A. 'D A r' ,.. ltDTTED POINTS !BY PR!DRITYl-E-£NERGY,IHIATER SURFACE. I-IIMRT,C-tRITICAL W.S. ,L-LEFT BAN<, R-RIGHT BAN<, II-LOWER END STA ,.. a.EVATIEW 2388. SECNO rum Is 1.00 0. 20. ItO. I"' I ,.. ,.. 2.00 60. 80. 100. 120. litO. 160. 180. 200. 220. 21t0. 260. !""' ,.. 3.00 4.00 "" ~- "" 500. 520. 5.00 "" "" ... ,.. ,.. 280. 300. 320. 340. 360. 380. 400. 420. 440. 460. 480. 51t0. 2390. 2392. 2394. 2396. 2398. 2400. 2-\02. 2~. .LR I • WE LR .WE WE LR • I I'll I WE .I WE. I'll WE • L !. Rl I . WE I • WE RL. .WE MRL • I W.E Rl I .I WE. RL U E. RL I WE .RL I . Rl I WE • WE L. I WE Ill. I WE Ill I Ill WE. I LR I. WE WE LR L I WC E R WCE R .L I L. I WCE R I WE.R L I WER. L • I WER.L .I WER L. I. WE L I 2406. .. ~- ,.. . . ... -... . . . .. ... - . . ,.. .. 01/01/80 02:21:03 PAGE THIS Rltl EXECUTED 01/01/80 5 02:28:40 f+ff+f+lllllllllllllllllllllllllllllllllllllllllll tE2 RELEASE MTED lilY 76 UPDATED IIAY 1984 ERROR CORR - 01, 02,03,04, OS. 06 i'IJDJFICATII»i - SO, 51, S2, 53,54, 55, S6 11111-PC-XT VERSII»i 1.1 llllllllt++flllllllllll ......l+411111111111111..., ' ' NOTE- ASTERISK (tl AT lEFT CF CROSS-SECTION NUMBER INDICATES MESSAGE IN S!JOIARY OF ERRORS liST SUPERCRHI CAl !D. A. 'D A SlMRY PRINTWT • • • • • TOPWJD IOK•S DEPTH ALPHA CWSEL CRIWS ES 1.000 2400. S6 2400. S6 2400.90 42.67 2n.23 1.04 .33 .00 .oo 1.00 128.00 2.000 2397.35 2397.35 2397.75 39.43 260.63 1.35 .40 5.63 -16.76 I. (I() 155.00 3.000 2394.51 2394.51 2394.n 96.70 304.93 1. 21 .26 4.69 -16.36 1.00 197.00 4.000 2391.95 2392.15 2392.53 112.31 1219.13 • 95 .58 .00 -2300.05 1.00 224.00 5.000 2390.33 2390.39 2390.55 233.36 359.55 .57 .16 -7.37 1.00 224.00 SECND HI/ K>CHSL Hi. 9.66 Q ... 0!101180 02:21:03 PAGE ... SIH!ARY ""' .. ""' ""' . ""' "" . .. .. • .. • [F ERRORS lWD SIIECHl. l'llTES CIIIITI!Jl SEtNl= 1.000 PR!FILE= I CRITICAl.. DEPTH ASSIJIIED CIIIITI!Jl SECI«l= CIIIITIDN SECNO= CIIIITI!Jl SECI«l= 2.000 PR!FILE= I CRITICAl.. DEPTH ASSIJIED 2.000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY 2.000 PR!FILE= I 20 TRIALS ATIEIIPTED TO BllAIU WSEL CAUTION SECNO= CAUTION SECNO= CIIIITION SECNO= 3.000 PROFILE= 1 CRITICAL DEPTH ASSUMED 3.000 PROFILE= I PROBABLE ~INIMUM SPECIFIC ENERGY 3.000 PROFILE= 1 20 TRIALS ATTEMPTED TO 8ALANC£ WSEL CAUTION SECNO= CIIIITION SECNO= 4.000 PROFILE= 1 WSEL ASSUMED BASED ON MIN DIFF 4.000 PR!FILE= 1 20 TRIALS AmMPTEO TO BALANCE WSEL CIIIITION SECNO= CAUTION SECNO= CAUTION SECNO= ~.000 PROFILE= 1 CRITICAL DEPTH ASSUAED 5.000 PROFILE= 1 PROBABLE M!Ni~JM SPECIFIC ENERGY 5.000 PROFILE= I 20 TRIALS ATIE~PTED TO BALANCE WSEL ' r 6 ...................................................... * * I t . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1 * * WATER SURFACE PRCFILES VERSI~ OF NOVEJIIBER 1976 UPDATED MAY 198lt IBM-PC-XT VERSION 1 * * U.S. ARMY CORPS OF ENGINEERS TI£ HYDROLOGIC ENGINEER!~ C£NTER 609 SECOND STREET. SUITE D DAVIS. m..IFORNIA 95616 I (916) 44(}-2105 !FTSl 448-2105 I t t I * ~ DATE 02/26/82 TIME 15:59:09 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 111**1. . . . . . . . . . .1 t ,. xxxxx X XXXXXXX XXX XX XX X X XX X xxxxxxx xxxx X X XX X X XX X X X X XXXXXXX xxxxx DRAINAGE AREA I :! X X X XXX XX XXXXX X X xxxxxxx 11 C 11 EXISTING - SUBCRITICAL NLJ ("({AS ~r .t:"A . '!. 'J H€(- 2. c .,ru r .~tV) x . J)' Q ~ {} . fl' w~ ~ 6~0"'1, ~~ dotHv'l of\ \ nl\ \.VJJ .-[ \· ~ 1'> ~\t' . S~" nr "' ' ,~ wfF!J') (.~of\) JI· at,~-. t~se. - \1\ I 1 / 71 0~1; ~'j 1'\ I' \\~).· ..)_ c\'J -\ \\9) cr I ....................................... X X X ' 1 1 02/26/82 15:59:25 PAGE THIS RUN EXECUTED 02/26/82 15:59:31 H*HH4HHIIIIIIIIHHHHH*HHHHH*HHHH HEC2 RELEASE DATED t{)V 76 UPDATED MAY 1984 ERROR CORR - 01.02.03.04.05.06 I(JDIFICATION - 50. 51, 52. 53. 5;. 55,56 IBM-PC-XT VERSION 1.1 IIIIIIIIIIIIIIIIIHHHHHHHIIIIIIIIIIIHHHH ,. I T1 " SAN JOAQUIN ESTATES - SUBCRITICAL T2 T3 J1 !CHECK iNQ NINV IDIR 0. 2. o. 0. J2 NPROF IPLOT PRFVS XSECV -1. 000 1.000 . 000 STRT METRIC .012700 .00 FN XSECH . 000 HVINS .0 ALLDC WSEL Q FQ 402• 2403.500 . 000 CHNIM I Bioi . 000 . 000 . 000 .000 . 000 1) ITRAc:: -J>r -(I ,w GJ/ ~_r}, lb. r•rrJoJ- J3 VARIAK.E CODES FOR SU!I'."'ARY PRINTOUT NC Q"j X! 38. 000 1.000 2. 000 3. 000 4.000 5. 000 8.000 10.000 11.000 33.000 57. 000 43. 000 . 000 . 000 . 000 . 000 . 000 .000 . 000 . 000 co; :; l. O&t .025 462.666 .000 . 000 234.000 10. 000 183. 000 384. 000 .000 . 000 2406.210 2404.340 2403.400 46. 000 41. 000 178. 000 295.000 530.000 46. 000 2406. 910 2404.600 2404.430 2404.500 • 000 63.000 185. 000 345. 000 550.000 . 000 2406.480 2403.290 2403. 760 . 000 238. 000 24. 000 115. 000 238.000 443.000 40. 000 2407.060 2405. 100 2405. 740 2404.980 40. 000 49. 000 142. 000 258.000 493.000 40.000 2407. 680 2404. 760 2405.060 .000 . 000 65. 000 152. 000 308.000 . 000 2406.030 2404.460 2404.&40 . 000 175.000 44.000 140. 000 325. 000 35.000 2406.600 2405.280 2404.880 35.000 58.000 158.000 360.000 35.000 2405.220 2406.780 2404.900 .000 .000 70.000 175.000 410.00( . 000 .000 ()()() . 000 .000 2405.180 2406.400 .000 . 000 18. 000 . 000 200. 000 408. 000 152. 000 2407.500 2405.720 2405.610 2404.540 14.000 .000 118.000 275.000 . 000 93.000 2406.220 2404.240 2404.800 . 000 GR X1 1~ GR 2406.700 GR 2404.900 2404.E.)O EJ .000 fPROF 1 GR 96. 000 . 000 87. 000 232. 000 395.000 2406. 740 2403.960 2405. 000 2404.140 2403.760 2.000 2407.700 2405.900 2403.800 2403.800 . 000 .000 . 000 119. 000 284.000 2404.400 2404.100 295.000 19. 000 120. 000 282. 000 480. 000 X1 . 000 .000 . 000 2404.81.0 2404.620 .000 . 000 120. 000 2408. 180 2405.850 GR GR GR . 000 60. 000 224.000 459. 000 19.000 . 000 104. 000 238. 000 4lr5.000 2~04 . 900 . 000 . 000 . 000 83.000 234.000 519.000 3.000 2407.400 2406. 000 GR 2404.600 G~ 2403.800 X1 GR GR .000 . 000 .000 . 000 177. 000 334. 000 . 000 . 000 .0 119. 000 2406.930 2402.710 2402. 760 4.000 2406. 100 2404.200 2404. 100 GR GR GR 14.000 ·iU \o~ 46.000 . 2405.5...~ .000 . 000 . 000 . 000 83. 000 175. 000 358. 000 .000 . 000 93.000 2'"6.000 . 000 crvs; )l t~ J'(la-k h 1oJovcoff- . 000 f r r r r !"" I 02/26/82 SECNO Q TIME SLOPE P!lGE 15:59:25 DEPTH QLOB VLOB XLOBL CIISEL OCH YCH XLCH CRIWS QROB VROB XLOBR WSELK EG HIJ IUlB ACH XNCH IOC AROB HL VII.. ll.llSS BANK ELEV TliA LEFT/RIGHT XNR WTN ICONT CORAR EUIIN TIJilWID XNL !TRIAL •SECNO 4. 000 3265 DIVIDED FLOW { ' !'"' 3720 CRITICAL DEPTH ASSUMED 1,08 2403. 79 2403.79 2403.50 2404.06 4.00 402. o. &b. 336. o. 17. 4.25 .025 .00 .00 3.90 .025 •009913 0• o. o. 0 !1 r r fSECNO 3. 000 ' !"' ,.. ,.. ,.. - - - SSTA ENDST .27 79. .025 0 .oo .00 .:?404.84 o. 2404.40 .000 2402. 71 178.66 .00 177.86 lo92.14 o. 3265 DIVIDED FLOW 7185 MlNl~uM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSU~EO 3.00 1.06 2404.35 2404.35 402. 92. 310. o. .00 .00 3.60 3.73 •011142 loG• 46. 46. .oo o. 2404.56 .22 .48 .oo o. 26. .025 .. .025 .000 2403.29 8 0 .oo 248.80 .oo o. 2405.11 37. .40 0. .025 ., • .02"" .23 67. • 025 0 .025 2 so o. 2405.65 .2405.00 1&6.18 541.40 •SECNO 2. C>JO 3265 DIVIDED FLOW 7185 MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 2.00 1. 08 2404.88 2404.88 402. o. 135. 2&6. .01 .85 3.67 3.96 •009036 40. 40. 40. •SECNO 1. 000 3265 DIVIDED FLO~ 3280 CROSS SECTION 1. 00 EXTENDED 7185 MINIMUM SPECIFIC ENERSY • 43 Ft:ET 5 .00 2404. 76 o. 2405.61 .000 2403.80 148.58 .oo 225.34 481.21 2 r r r r !"" I r r r' !"" I"' "" "" "" ,. 02/26/82 15:59:25 u DEPTH QLOB TilE VLOB SUJIIE XLOBL SECNO CIISEL IJ:H 11tH n.OI PAGE CRIWS WSELK EG HV UROB RLOB XNL IT RIAL 101 AROB II. V!l. XNCH IOC XNR ICONT WTN CORRR VROB XLOBR 3720 CRITICAL DEPTH ASSIJED 1.00 ~02. .01 •0!0888 I. 09 2405. 33 2405.33 261. 5. 136. 3.75 1.~ 4.01 35• 35. 35. .oo .23 3. 70. .025 0 2405.55 ~.025 .025 0 5 tl.OSS BANK aEv LEFT /RIGHT SSTR EUIIN TOPWIO ENDST TWA .00 2405.18 1. 2406.78 69.07 .000 2~.24 .00 2~0.94 ~10. 00 .35 o. ( ' 3 r r r r r r r 02/26/82 15:59:25 THIS RlBi EXECUTED 02/2&/82 ********....................................*****' 16:06:49 f£!;2 RELEASE DATED lillV 76 UPDATED iiAY 1984 ERROR CORR - 01. 02, 03, 04, 05.06 i'IJDIFICATJON - 50. 51. 52. 53.~. 55,56 IBM-PC-XT VERSI[Jj 1.1 fffff+*+f4+ff ...................................., NOTE- ASTERISK 11 it) AT LEFT OF CROSS-SECTiON NUI!BER I~DICATES MESSAGE '' IN SUM>IARY OF ERRORS LIST D11 -EX!ST. SUBCRIT SUMMARY PRI~10UT CWSEL CRIWS EG 4.000 2403.79 2403. 79 2404.0& !77.8& 99.13 1.08 .27 .00 .00 !. 00 402.00 SECNO r TOPWID lOKtS DEPTH HL HV K•C'iSL ALP riA Q • • "" • 3. 000 2404.35 2404.35 2404. 5b 248.80 111.42 1.06 .22 .48 12.6! 1.00 402.00 2.000 24(>4. 88 2404.88 2405. 11 2C'5. 34 90.3& !. 08 .23 .40 12.75 1. Ol 402. 00 • 1. 000 2405.33 2405.33 2405.55 240.94 108.88 1.09 .23 .35 12.57 1. 03 402.00 ! "" r "" r ,.. ,.. r ,.. r r 02/26/82 ~RY 15:59:25 OF ERRORS AND SOECJR!. NOTES r CAUTION SECNO= 4.000 PROFILE= I CRJTICAL DEPTH ASSUMED r CllUTJON SECNO= CllUTJON SECNO= 3.000 PROFILE= I CRITICAL DEPTH ASSUMED 3.000 PROFILE= I MINI~ SPECIFIC ENER6Y CAUTION SECNO= CAUTION SECII'O= 2.000 -PROFILE= I CRITICAL DEPTH ASSIJ)IED 2.000 PROFILE= I MINIMUM SPECIFIC ENERGY CAUTION SECNO= CAUTION SECNO= !.000 P~!L..E= 1 CRITICAL DEPTH ASS~ED 1.000 PROFILE= I MIN!MU~ SPECIFIC ENERGY ,.. ... I r r r r ; ,.. r r PAGE ( ' 5 r r *..............,...................................... t WATER SURFACE PROFILES VERSION CF NOVEMEER 1976 t UPDATED MAY t IBII-PC-XT VERSION t ****"****** ........********************t U.S. ARMY CORPS OF ENGINEERS f 198~ t f t • t Tl£ HVDROUJSIC ENGINEERIMl IDo'TER 609 SECOND STREET. SUITE D • DAVIS. CALIFORNIA 95616 f • • (9161 r ,.. X X X X X XX XXX XX X X X X X X X XXXX XXX xxixx X X X X X xxxx X X X xxxmx X X X XXX XX r r ,. '"' ... ! r X X XXX XX X XX XXX X xxxxxxx DRAINAGE AREA "C" EXISTING - SUPERCRITICAL ""' t X ,.. ,.' { xxxxx I r • ~ll-2105 (FTSl ~8-2105 • HH+Hi-fH*I-fff*HHH-HHHH+fHfHf t ~ DATE 02/26/82 TIME 16:21 :02 HHHIIIIIIIIIIH+HHHHHHII-HH+HH-HHH4fHH r ,.. t t 02/26/82 PAGE 16:21 :18 THIS RUN EXECUTED 02/26/82 .................................................. 16:21:2'+ HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR - 01.02. 03. 04. 05. 06 MODIFICATION - 50. 51,52.53.5'+.55.56 IBM-PC-XT VERSION 1. 1 ************************************************** / ' T2 T3 J~ " SAN JOAQUIN ESTATES - SUPERCRITICRL ! 00 YEAR EVENT •D"-EXIST. SUPERCRIT i1 iCH~CK INa NINV IDIR STRT 0. 2. 0. 1. . 012700 J2 NPROF I PLOT PRFVS XSECV XSEC"H -1.000 1.000 . 000 . 000 M ETRIC . 00 FN HVINS •0 ALLDC FQ WSEL It 402• 2405. 400 IBW . 000 CHNIM ITRACE . 000 .000 .000 . 000 . 000 . 000 J3 VARIABLE CODES FOR SUMMARY PRINTOUT 38. 000 1. 000 2. 000 3. 000 4. 000 5.000 8.000 10. 000 11.000 33. 000 57. 000 43.000 . 000 . 000 . 000 . 000 . 000 . 000 . 000 . 000 . 000 (is ~'C QT 1. 000 .~,~ . o~ . 000 93. 000 2406. 220 2404. 240 2404. 800 .000 . 000 175.000 44. 000 140. 000 325.000 . 000 . 000 35.000 2406. 600 2405. 280 2404. 880 . 000 35. 000 58.000 158.000 300. 000 . 000 . 000 35. 000 2405. 220 2405. 780 2'+04. 900 . 000 .000 . 000 . 000 . 000 .000 . 000 . 000 70. 000 175.000 410. 000 2405.180 2405.400 . 000 93.000 225. 000 . 000 GR GR GR 2406.700 . 2404.900 2404. 800 '+ 02. 000 14.000 . 000 118. 000 275. 000 X1 2. 000 2407.700 2405. 900 2403.800 2403. 800 18. 000 . 000 96. 000 200. 000 408. 000 152. 000 2407. 500 2405.720 2405. 610 2404.540 238. 000 24. 000 i15. 000 238. 000 443. 000 40. 000 2407.060 2405. 100 2405.740 2401!. 9tl0 40. 000 49. 000 142. 000 258. 000 4'33.000 40. 000 2407.680 2404. 760 2405. 060 . 000 .000 . 000 65.000 152. 000 308. 000 2406. 030 2404. 460 2404.640 . 000 83. 000 175. 000 358.000 . 000 . 000 . 000 3.000 2.407.400 5R 2406. 000 GR 2404. &00 GR 2403.800 19.000 . 000 104. 000 238.000 445. 000 120. 000 2408. 180 2405. 850 2404.900 2403. 760 295. 000 19. 000 120.0C-Q 282.000 480. 000 46. 000 2406. 740 2403.960 2405.000 2'+04.140 46. 000 41.000 178. 000 295.000 530. 000 46.000 2406. 910 2404.600 2404. 430 2404. 500 . 000 63. 000 185. 000 345. 000 550.000 . 000 2406. 480 2403.290 2403. 7fi:J .000 . 000 87. 000 232. 000 395.000 14.000 119. 000 2406. 930 2402. 710 2402. 760 . 000 234. 000 10.000 183.000 384.000 . 000 . 000 . 000 .000 .000 .000 .000 2406. 210 . 2404. 340 2403.400 . 000 60. 000 224.000 459. 000 . 000 2405. 520 2404.400 2:.04. 100 .000 83. 000 234. 000 519.000 . 000 2404. 840 2404. 620 . ()()() 119. 000 284. 000 .000 . 000 . 000 X1 GR GR GR GR 1.000 X! G~ X1 GR GR GR EJ 4. 000 2406.100 2404. 200 2404. 100 177. 000 334. 000 .000 . 000 tPRO~=' 1 .oro .coo .000 r r 02126182 ' SECNO G ,. SLOPE r ,. TIME 16:21:18 DEPTH GLOB YLOB XLOBL ,. ,.. CWSEL OCH YCH XLCH CR!WS GROB YROB XLOBR WSELK RLlJll XNL !TRIAL ES ACH XNCH IOC HV AROB XNR ICONT HL VOL WTN CORAR OLOSS BANK ELEV TWA LEFT/RlSHT ELIIIN SSTA TOPWID ENOST +SECNO I. 000 3265 DIVIDED FLOW 3280 CROSS SECTION ,. PAGE 1.00 402. .oo .012677 / 1. 00 EXTENDED ' • 41 FEET 1.07 2405.31 2405.34 2405.40 2405.55 4. 138. 261. 2. 33. .025 . 025 i. 48 4. 21 3.93 (J, o. 0. 10 0 .oo o. .25 66. .025 4 .00 2405. 18 o. 2406. 78 69.25 .000 2404.24 .oo 239.84 410.00 .30 59. .025 0 .45 .00 2404.76 0. 0. 2405.51 .000 2403.80 !50. 28 • 00 2(>8.% 474.03 .20 75. 0 .(>0 2405.85 .54 0. 0. 2405.00 • 000 2403.29 167.33 .00 240.82 539.32 .28 78. • 025 0 .55 .34 2404.84 0. I. 2404.40 .000 2402.71 178.68 177.19 491.76 tSECNO 2.000 3265 DIVIDED F',Oii ... ,. ... !'"' ,.' ,. ,. r "" "" 2.00 1. (>1 402. 0. .07 35. .oo .012791 2404.&1 2404.88 134. 2&8. 4.54 4.09 35. -· ""· .oo 0. • (125 2 2405.11 -, ,"' • (>25 5 •SECrill 3. 000 3265 DIVIDED PLOW 3.00 402. .oo • 014414 1.02 2404.31 2404.34 0. 94. 308. .00 4.01 4.12 40 • 40. 40. .00 2404.57 23. .025 .025 8 2 _o. .025 •SECNO 4.000 3265 DIVIDED FcOw 3685 20 TRIALS ATTE~PE:i WS"~· C"'SEL 3693 PROBABLE ~,JN!MUM s;>felFIC ENERGY 3720 CRITICAL Di::Pc"i ASSUM~ 1. 07 2403. 78 2403.78 4.00 o. 56. 336. 402. .00 3.9-4 4.28 •01 46. 46. 46. • 010136 .00 2404.(>6 17. 0. .025 .025 20 8 .oo 2 r 02/2&/82 PRSE 1&:21: 18 3 r !"'" ! r THIS RUN EXECUTED 02126/82 .............................................***** f£C2 RELEASE DATED NOV 76 UPDATED I'IAY 198-\ ERROR CORR- 01.02.03.04.05.06 l'llD!FICATJON - 50. 51. 52, 53,~. 55.56 IBM-PC-XT VERSION 1.1 *HfHHH+HH*H+KffH*"'HfHtHHf...f-1-HHf-f ' NOTE- ASTERISK f•l AT LEFT Oi' CROSS-SECTION NUMBER INDICATES MESSAGE IN SlW.IIARY OF ERRORS LIST ,.. ,.. 'D"-EX!ST. SUPERCR!i S~MRRY r ... "" • ,.. "" r 16:28:37 PRINTOUT CWSEL CRIWS EG 1.000 2405.31 2405.34 2405.56 239.84 126. n 1.07 .25 .00 .00 1.03 402.00 2.000 24(~. 81 2404.88 2405.1~ 208.% 127.9: l. 01 .30 . 45 -12.57 1.01 402.00 3.000 2404. 31 2404.34 2404.57 240.82 144.14 ~. 02 .26 ;54 -12.75 LOO 402.00 4.000 2403.78 2403.78 2404.06 177.19 101.3& 1.07 .28 ."" -i2.E.i l. 00 402.00 SECNO TOPWID lW.CHSL Hl AcPrlH G r r r r ... ,.. ,.. ... .. ... ,.. .. ... ,.. ... ,.. i 02/26/82 16:21:18 SlJil!liARY OF ERRORS AND S!IECIAL NOTES CIIDTIDN SECND= CAUTION SECND= CIIDTIDN SECND= 4.000 PR!FILE= I CRITICAL DEPTH ASSiJIED 4. 000 PROFILE= I PRDBABLE ~INII'II.JIII SPECIFIC ENERSY 4. 000 PROFILE= I 20 TRIALS RTIDIPTED TO SRUlNCE WSEL r r ***'*'*********'****~********'*******llllllllllllt+f t t WATER SURFIU PROFILES VERSION [F MJVEIIBER 1976 *******************'***************~ * U.S. ARMY CORPS !F ENGINEERS Tf£ HYDROLOOIC ENGINEERING Ce"NiER • 609 SECOND STREET. SUITE D DAVIS. CALIFORNIA 95616 • 1916! ~o-2105 IFTSl ~-2105 t • t • * IBI!-PC-XT VERSION • * RUN DATE 02128!82 TIME 09:36:13 ,....................................................,• t UPDATED MAY 1984 * ' "" xxxxxxx X X X X X X X xxxxxxx xxxx ... .. . . ... ... . . . X X X X X X X X xxxxxxx t t t t 111111111111111111111111111111111111111 r X * XXX XX X X X X X X XX XXX X xmx XX XXX X X X XXX XX X X xxxxxxx DRAINAGEWAY "D'-' POST-DEVELOPMENT - SUBCRITICAL ' 02/28/82 09:36:31 THIS RUN EXECUTED 02/28/82 09:36:37 111111111 . . . .1111111111111111111 . . . .111 . . . . . . . .111 I£C2 RELEASE DATED tiN 76 UPDATED MAY 1984 ERROR CORR - 01.02.03.04.05.06 IIODitiCATION - 50.51.52.53.54.55.56 JBM-PC-XT VERSION 1.1 ( 1 lfllllf...llllfflfffflfllllllffllllllfllllllllllff T1 T2 T3 SAN JORQUIN ESTATES - SUBCRJTJCAL 100 Yti\R EVENT "D"CPOST-DEVlSUBCRIT J1 ICHECK INQ NINV iD!R 0. 0. 2. o. J2 NPROF IPLOT PRFVS -1.000 1. 000 STRT M£TRIC . 012700 . 00 XSECV • 000 JJ VARIABLE CODES FOR SUMMARY . 000 . 000 . 000 • 000 . 000 . 000 P~INTOUT 5. 000 8. 000 10. 000 11. 000 33. 000 57. 000 43.000 . 000 . 000 . 000 . 000 . 000 . 000 . 000 . 000 ~ X1 X1 GR GR GR GR !TRACE 4. 000 402.000 GR GR GR GR CnNiM IB;;J 3. 000 . 016 5':000 2402. 000 GR . 000 2. 000 1. 000 X! GR 402. 2403. 500 1.000 NC NC ALLDC FQ 38. 000 QT GR .0 WSEL Q . 000 Olt X! FN XSECii HVJNS WE 2406. 100 2402. 700 4. 000 . 000 .025 10.006 . 000 177. 000 :J . . 000 . 000 . 000 . 000 . 000 24.500 . 000 . 000 . 000 . 000 . 000 2402. 050 . 000 . 000 . 000 27. 000 .000 . 000 27.000 2. 5t)Q 111.6 2406.930 2403.210 352. 000 10. 000 234. 000 215. 000 2406. 210 2401.790 120. 000 60. 000 292.000 . 000 150. 000 2405. 520 2393. 700 415. 000 19. 000 120. 000 282. 000 . 000 40. 000 2406. 740 2403. 960 2404.290 . 000 46. 000 41. 000 178. 000 307. 000 46. 000 24Co6. 910 2404. 600 2402.350 . 000 . 000 432. 000 24. 000 115. 000 238. 000 432. 000 40. 000 2407.060 2405.100 2405.740 40.000 49. 000 142. 000 258. 000 40.000 2407. 680 2404. 760 2404. 400 . 000 . 000 . 000 tJI))\1' . 0~ .600 104. 000 238.000 415. 000 185.000 2408. 180 2405.850 2404.900 . 000 2. 000 2407. 700 2405. 900 2403.800 2400. 300 17.000 . 000 96.000 200. 000 421. 500 329. 000 2407. 500 2405. 720 2405.610 2403. 780 . 000 . 000 . 600 . 000 2399.550 3. 000 2407.400 2406. 000 2404.600 2403. 400 16. 000 ..4f jMAi-k ~Vtll"d' .000 ~9. 550 ~ .l.o : . 000 . 000 . 000 . 0(10 . 000 . 000 2404.840 2403. 700 . 000 . 000 119. 000 352. 000 . 000 63. 000 185. 000 352.000 . 000 . 000 2406.480 2403.290 2399. 940 . 000 87. 000 232. 000 404.500 . 000 . 000 . 000 . 000 2406.030 2404. 400 2403.120 .0(10 83. 000 175.000 363. 000 . 000 . 000 . 000 .000 83. 000 340.000 65. 000 152. 000 329. 000 . 000 . 000 !"' .. . .. . . ... .. . - . r I"' 02128182 SECNO I"' ,. G Tli'IE SlOPE POOE 09:36:31 DEPTH IlLDB VLOB XLOBL CWSEL OCH CRIWS WSELK GROB >LOB VCH XLCH VROB XLOBR XNL !TRIAL EG IOl XNCH !DC HV AROB XNR ICONT ll.OSS HL VOL WTN CORAR BANK ELEV Lm/RIGHT SSTA EUIIN TOPWID ENDST Tllll I ,. I"" r ...' - CCHV= .600 tSt:CNO 5. 000 3720 CRITICAL 5.00 402. .00 • 0(13298 CEHV= ( < DEPTH ASSiJIIED 2.10 2401.65 2401.65 2403.50 2402. &.1 <• 402. o. o. 0. "'· 7.93 .00 .00 .016 .016 o. 0 11 0• 0. CCHV= • 600 CEHV= •SECNO 4.000 3301 HV CHANGED 4.00 402. .02 • 000743 .000 MO~E .98 o. .016 0 .00 .00 2402.00 0. 0. 2402.05 .000 2399.55 .36 26.60 .00 26.25 .000 TH(W HV!NS 3.63 2403.33 4. 398. I. 86 .75 215 . 150. • 00 o. .00 120. .00 2403.39 5. 214. 02"" • 025 4 0 . .05 o. .025 0 ,,_+..J == 2402.70 2' 0. o. 2403. 70 .000 2399.70 !59. 7'3 .oo 191.11 350.91 , 250. 260. 270. 280. c c c c c c c c c c c c c c c c c c c c c c c c c c c 2401. 2400. 2402. 2403. w LR WL"R w.~R WL ~R 2404. I 2406. 2407. 2408. E E E E• ( 1 • WL R E • • w R E• w R E. Lw RE LW RE L w RE L W• E L W. ER L WE R L .W E R WE R :.lE R L .L WE R WELR WER L. WE WE I 2405. - I ..' .. I . ' I. I. WE~ .I I I BANK.~-LOWER L L L L WER WE R L WE R • L W.E L w EL • R M WL E M. Liol E R R• . END SiA r r 02/28/62 09:36:31 ,.. ' .......,............... ,.. "0" !POST-DEVlSiJBCRiT . .. SUMMARY PRINTOUT SECNO • . .. .. . r ,. EXECUTEO 02/28/62 09:45:06 ffffHHHH*HfHHfHH*fHHHHf.fHfHHHHff NOTE- ASTERISK ... ~ S HEC2 RELEASE DATED I'()V 76 UPDATEO MAY 1984 ERROR CORR- 01,02.03.04,05.06 MODIFICATION- SO,SI,52,53.54.SS,S6 IBIHC-XT VERSION 1.1 ,.. ... THIS .........................,, !"" .. PAGE • (f) AT LEFT OF CROSS-SECTION NUMBER INDICATES ~ESSAGE IN SUM~ARY DEPTH HV OF ERRORS LIST HL K•CHSL CWSEL CRiWS EG 5.000 2401.65 2401.65 2402. E.3 26.25 32.98 2.10 '58 .00 .00 1.00 402.00 4.000 2403.33 .00 2403 . .33 1'32.11 7.43 3.63 .05 '21 1.00 !.02 402. (>) 3.000 2403.30 ,(10 2403.43 85.40 11.88 3.36 ..o '04 5.22 1.00 402.(1() 2.(r.}O 2403.27 • 00 2403.50 7!. 41 25.23 2.97 .23 .07 9.00 1.00 402. (lj 1.000 2405.33 2405.33 2405.55 241.06 107.06 1.09 .22 .35 li2. 57 1.03 402.00 TOPi.HD IOK•S ,, HLPHA Q r 02/28/82 ~ ,... ~ ... .... .... ... ... ,.. PAGE 09:36:31 SlliiMARY OF ERRORS AND SPEC! Ill NOTES CIIUTIDN SECNO= s.ooo CIIUTIDN SECNO= CAUTION SECNO= CAUTION SECND= 1.000 PROFILE= I CRITICAL DEPTH ASSlJIIED 1.000 PROFILE= I PRO~.E MINIMUM SPECIFIC ENERSY 1.000 PROFILE= I 20 TRIALS ATTEMPTED TO BALANCE WSEL PROFILE= I CRITICAL DEPTH ASSMD '' 6 .. ,.. *lf++ttftt44tttftfffHfftfffftlf+141~ • • • • • WATER SURFACE PR!FILES • VERSION OF NOVEMBER 1976 * UPDATED MAY 198-0 • IBII-PC-XT VERSION • RUN DATE 03/01/82 TIME 02:02:01 U.S. ARMY CORPS OF ENGINEERS •• • Tf£ HYDROUJSIC ENGJNEERitoll CENTER " t 609 SECOND STREET. SUITE D " * DAVIS. CALIFORNIA 95616 ~ • (916l ~4Q-2105 !FTSl 4~8-2105 t • llllllllllltf++lf......ffllllllllll ...l*l+f+ff........ lfHHHHIIHHI*HIHHHt-H+HHH*t "" ,. ' X X X X xxxxxxx X X X X mmx xxxx "" X X X X X X X X xmxxx XXX XX X X X X X X X XXX XX xxxxx XXX XX X X X XX XXX X X xxxmx DRAINAGEWAY "D" ... . .. . ,. .. ,.. POST-DEVELOPMENT - SUPERCRITICAL ' ,.. 03/01/82 - THIS RUN EXECUTED 03/01/82 f£C2 RELEASE DATED t()V 76 UPDATED ~y 1984 ERROR CORR - 01.02.03.~.05.06 I«JDIFICATION - 50.51.52.53.54.55.56 11111-PC-XT VERSION 1.1 *'*******************f+*++************************ T1 T2 ... . - T3 "'" ri ,.. Iti.'Q JC! NPROF IPLOT -1.000 QT NC X1 GR GR GR NC X! GR GR Xi GR GR GR GR XI GR GR GR NINV lDIR o. P~=vs 1.000 J3 VHRIAB;,.E CODES FOR GR - !CHECK 2. GR ... 02:02:25 ' ' SAN JOAUUJN ESTATES - SUPERCRJTICAL 100 YEAR EVENT 'D"(POST-DEVlSUPERCRiT 0. ... - PAGE HHHH+HHf-fHfHHf*HffHf.HfHHfHIHfHHf "" ... 02:02:19 STR7 METRIC 1. .012700 • (J\) XSECY XSEC'i .OCJ(l .000 SUM!I!A.~l' HVI~~S .o ALLDC FN Q F!l WSE!.. 402. 2405.300 ;Bw .00(1 CH.NI~ !TR.oit:E • 000 .000 • 000 .000 • 000 , (J(r0 NINTOUT 38.000 1.000 2.000 3.0(10 4.000 5. ({>0 8.000 1(>, (1()0 11. 000 33.000 57.000 43.000 .000 .000 •eoo .000 .000 .000 • 000 • (!(;!) 1. (10'j 025 402.000 ,(!(i(l • (1(10 • Of'5 1. 0\)(l 2406. 700 2404. 9(1() 2404. 800 14.000 .000 118. 000 275.(1(1() .025 93.000 240&. 22(l 2404.240 2404.800 .000 175.000 44.000 140. C•lO 325.000 0 • 000 .000 .000 .ooo .000 • 000 35.000 2406.600 2405.280 2404.880 160.000 58.000 !58. (1((1 3&0.000 .000 35.000 2405.220 2406.780 2404.900 • 000 • (l(J(l 70.000 175. (l(i() 410.000 .000 40. (l(l(l 2407.060 .ooo • (1(1() .000 . 025 .025 .025 .600 2. 000 ~7.000 2407. 7(J0 2405.900 2403.800 2400.300 •(1(1() 96. (i(l(J 152.000 2407. 5{(l 2405. 720 2405.610 238.000 24.000 115.000 238.000 2403. 7E.O 432. 000 2405.740 • 000 • O(l(J 40.000 49. O(l(l 142. (Khl 258.(1(1() .000 120. (1()0 2408. 180 2405.850 2404.900 • (1()(1 282. (1()0 19.(1(1() 120.000 282.(1(1() .000 46.000 2406. 740 2403.960 2404.290 .000 4&.000 41.000 178.(1(1() 307. (1(1() •(1(1() 119.000 2406.930 2402.710 <399.710 234.000 10.(1(1() 183.000 340.000 215.000 2406.210 2404.340 2403.710 120.(1(1() 60.000 224.000 352. (1(1() 200. OO(t 421. 500 16. OO(l .000 3.0(10 2407.400 2406.000 2404.600 2403.400 238. (1(1() 415.000 4.000 2406.100 2404.200 2400.700 13.000 • (i(l(J 177. (1(1() 322.000 1~.000 2405. JOO 40.000 2407.6&0 2404. 760 65.000 .000 152.000 329.(1(1() ,000 lt6. (1(1() .000 24~.401() .000 . 000 • (l(i() 2405. 1&0 2406. 4(l(J .000 .000 • 000 2406.030 2404.460 2403.120 .000 2406.910 [,3, (1(1() 24~.600 • (i()(l 185.000 352. (1(1() .000 • 000 2406.480 2403.290 2399.940 • (1(1() 150.000 2405.520 2404.400 • (1(1() .000 83. (1(1() 234.000 • (1(1() .000 2404.&40 2401.790 • (1(1() 2402.350 • (>)0 .000 .000 93.000 225.000 .000 .(1()0 •000 83.(1(1() 175. (1(1() 353.000 • 000 ,(,)(1 87. (1(1() 232. (1(1() 4~.500 .000 • (1(1() 119. (1(1() 292.000 .000 ... ... 03/01/82 NC XI GR EJ ... ... .. ,. ,. - .. ,. .. ... - PllGE 02:02: 19 .016 5.000 2402.000 .000 .016 4.000 .000 . ()()() .016 . 2399.550 . ()()() ()()() .600 27. ()()() . .000 .000 .000 2.500 2399.550 24.500 ()()() .000 .000 . ()()() .000 .000 2402.050 .000 .000 .000 27.000 .000 .000 .000 .000 .000 .000 .000 .000 .000 2 ,.. ,.. SEOO DEPTH Q llLOB 'ILOB XLOBL TIME SLOPE ... .. ,.. ... . - -.. .. r ,. PAGE 02:02:19 03/01/82 CWSEL llCH VCH XLCH CR!WS GROB VROB XLOBR WSELK ALIJB XNL !TRIAL HV AROB XNR !CONT EG OCH XNCII !DC Hl VD.. WTN CORAR D..OSS BANK ELEV TWA LEFT I RllliiT EUUN SSTA TOPW!D ENDST •PROF I '' .SEOO 1.000 3265 DIVIDED FLOW 3280 CROSS SoCT!ON 1. 00 EXTENDED • 40 FEET .25 66. • 025 4 .00 2405.18 (!. 2406. 7& 2404.24 69.28 .000 .00 239. 7! 410.00 .025 17 • B6 54. • 025 0 1.89 • 37 2404. /f, 0. o. 2405.61 • 000 2400.30 377.32 427.93 .00 50.61 *SEC\D 3. 000 2.28 24D2. C.2 2-+02. 23 3.00 402. o. 0. 402. . 00 .01 .00 6.28 • (1(>9498 40. 40. 40. • 00 2402.83 0. o• .025 • 025 8 0 . 61 64. .025 0 .00 2405.85 .47 0. o. 2404.90 .000 239'3.54 355.02 .oo 56.38 411.39 •SECNO 4.000 3665 20 TRIALS ATTE~PTED hSE:.. CWSO:c 3693 PROBABLE MINIMUM SPECl~'!C ENERGY 3720 CRITICAL DEPT~ ASSU~ED 4.(1(J 2.34 2402.05 2402.05 402. o. 402. 0. .01 • 00 • CKt 6.04 4E.•. • 007123 46. 46. .0\: 2402.62 o. 0. .025 .025 20 8 .57 67. .025 0 1.00 402. .00 • 012905 CCHV• .600 •SECNQ 2. CI(JO !.06 2405.30 2405.32 2405.30 2405.56 4. 138. 251. 2. 32. 1.47 4.24 3.95 025 • .025 0. o. 8 o• 0 CE~V· .00 0. .000 3301 f0 .00 <:6.24 ' 4 r ' .. PROFILE FOR STREAM 'D"(POST-DEVlSUPi[ - ~= wc ~:: .... ,. LW E ~. E. i.. ~~: I 10. 2.00 2407. 2405. o. 1.00 r:?, .. 2404. L " R BilNK.~-LO>IER 2408. ' ' Er•D SiA 03/01182 02:02:19 PIIBE I"" ... THIS RUN EAECUTED 03/01/82 ******************************...******...******** 5 02:10:55 HEC2 RELEASE DATED N!J\1 76 UPDATED MAY 1984 ERROR CORR- 01.02.03.04.05.06 MODIFICATION- 50.51.52.53.54.55.56 IBI>I-PC-XT VERSION 1.1 NOTE- AS-ERlSo< (<) AT LEFT 0'' CROSS-SECTION NU~·BER INDiCATES ~E55AGE IN SU~•ARY OF E"RD'5 ~!ST I"" C~hiS 1. 0(\t E405. 3(l 2405. 32 24('5. :5 23·;, i ; jf"i (•C: 1. (16 c.: 2,(1ij(i 24 1j2,43 24(12.E/5 2.L(l}, z:;_:; S·j, E.l i45. 2S 2. ' 3 BE. 3. (~·~i(_: 24(,2.22 2402. 23 24(•2. f,,Z Sb. 38 S4. ~b ..' 28 • ... ')i:i:: 2402. (6 240::. i)~. 2"+02. E2 bO. &3 71. 23 2. 3-T • "--·· ()((1 ·o 2401. OJ 24(11. i'." -· 24(.2. 63 .:·s. 24 33 . 13 .. I"" ... .... ... ... r .. _ cws:::L SEC\0 t.~ TO:JfoiiD lOi•S n~:rr ~ 10 hV --.t." ;;•c~s·_ 402 • (•0 -'3. :)(• 1. 00 4f• ...... :· n "" -5. (1.:; -. (Ji) 4(12. (l:) t3 - ' (!7 " 1. 00 '02. ~:·O • 00 Bi --'' .•. "' 6: 47 -"' -~B G " 03 ',, (l') i)(l ' ~-P·-iA n ' 4(.'2, (l~l ~- r r rr r ,.. ,.. ,.. .. ... ... ... r r 03/01/82 PAGE 02:02:19 SUMMARY OF fijRORS AND SPeCIAL NOTES CAUTION SEOO= CAUTION SECMi= CAUTION SECNO= 4.000 PROFILE= 1 CRITICAL DEPTH ASSUMED 4.000 PROFiLE= 1 PROBABLE MiNIMUM SPECIFIC ENERGY 4.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECND= CAUTIO~ SECND= CAUTION SECNO= 5.000 PROFILE= l CRITICAL DEPTH ASSUMED 5.000 PROFILE= 1 PROBABLE 5.000 PRO<:t.E= : 20 TR:ALS ~INIMUM SPECI...Vl..l \~1 c RE: Release of Assurance Agreement concerning Trust no. 1. At this t1me we are request1ng a ( )full ()()partial release of the Assurance Agreement, dated 4::/J!?/7&· , Recorded _____ in docket .£"3ob at pages 'i:U;-- '?24' 2. lhe County Case number is Co12- "l "{" - 3. The subdivision name is release concerns lots ?,,:lloI nEI ~~ <~ ~,-4, Y\. as recorded a This ~ d.{// - .} ~ '7 4. A copy of the Assurance Agreement 5. The Servicing Water Company is __~~=·~;~'~j+-~c~~~-lt~~~~~·~~~~-~·~~----- 6. The streets for this subdivision are ( 7. lhere t)()*are ( )are not public improvements to be accepted into the Pima County Maintenance System assoc1ated with these lots. a. The sewers for this subdivision are ( 9. The prlvate sewer T.D.# is: ______________ or An after paving lnspection has been requested from Wastewater Mgmt ( (~)is enclosed. )pr1vate (X)publlc. ) pub 11 c ) 10. The name, address and telephone number of who ls responsible for fixing any problems or to contact for any questions is: LGu-o·-11 Jo~'-"'-">"··' S/7-'iSTlS" 11. The Engineer for thls subdlvlslon is Jec..\:: \-f'~-.\o\i3The Letter of Certification ( ) is enclosed. or There ( )is not a note on the Final Plat requestlng a Letter of CertHicatlon. 12. The title company is 'S:.\"t.v->A..r-' \':\li::: release should be sent to the following address: 3rll i3. \5,"<>~.Ji'-<.JV:.. y 11\.cxt \J.u<;.\ ;) The Attn:_\c_,_"n___;IA.::::..::a..::.c~:;..·t-Dr_,-;..'-"k'-'1..:.::"'~ 8:~735 -.:;J:>co • List all streets, dralnageways and retention/detention baslns which are to be accepted. Rev. 6/86 + lA(\.S.A u Rs t1 WA.'{ vlv:K~ ~,,~~"'~E. 1....0~'1 Q - .. - taD- &J-t'3 MEMORANDUM DEPARTMENT OF TRANSPORTATION AND FLOOD CONTROL DISTRICT DATE: TO: October 19, 1987 San Joaquin Estates File SUBJECT: Meeting held October 15, 1987 On Thursday, October 15 I met with Lowell Johnson, the developer of San Joaquin Estates, his attorney, his engineer (Jack Trimble, Trimble Engineering), and an additional representative of his, and Robert Young from the Improvement Plans & Hydrology Section. This meeting was a follow-up to a meeting held with Ed Moore on October 14. Mr. Johnson requested a letter from this office indicating that the one foot no access easement would not be abandoned along San Joaquin Road and that escrow or improvements to San Joaquin would be required by this Department. I advised that Mr. Johnson that I would provide him with such a letter persuant to his sending us a written request. Mr. Johnson informed me that his development could not financially bear the cost of escrow along San Joaquin Road, improvements to San Joaquin Road, and the 50% financial participation in pavement improvements to San Joaquin Road south of his property line as stipulated by plat note 20. During the course of our meeting I advised Mr. Johnson that the $30.00 per front foot escrow requirement would not be enforced, however the roadway improvements to San Joaquin would be required. A discussion of the amount of improvement necessary to San Joaquin Road followed, and I advised Mr. Johnson that the paving would have to meet minimum Pima County standards. Mr. Johnson protested the results of the preliminary soils analysis and pavement section design (approximately 17 inches). Robert Young and myself explained to Mr. Johnson that the pavement design is based on soils conditions and the estimated 20 year traffic use. We advised him that traffic estimates may have been exaggerated if the functional classification of major arterial was used for the pavement design. We agreed to meet at a future date after he obtains additional soils analysis and pavement design data. Persuant to Mr. Huckelberry' s recommendation during a meeting held with Ed Moore, plat note 20 will be further investigated, but the issuance of zoning permits will not be contingent upon satisfaction of this requirement. Instead, we are to hold assurances while we are investigating this matter. Additionally, Mr. Johnson stated that a subdivision across the street, Saguaro Estates, was not required to provide monies for escrow, or improve- (Continued) PCPD·02 - - San Joaquin Estates File October 19 , 1 9 8 7 page 2 ments to San Joaquin Road. He questioned the uniformity and consistency with which these obligations have been enforced on developments. I advised him that we would look into the matter and it has been referred to Felipe Sanchez for action. DLB: cg cc: Robert Young - .. MEMORANDUM DEPARTMENT OF TRANSPORTATION AND FLOOD CONTROL DISTRICT DATE: TO: October 14, 1987 San Joaquin Estates Files Subdivision Engineer Meeting of 10/14/87 SUBJECT: At 8:00 a.m. on the a hove-referenced date I met with Mr. Lowell Johnson, his attorney, a representative of his, Tom Trimble, Bob Johnson, Planning & Development Services, Charles Huckelberry, Assistant County Manager, Bill Howells, Director of Transportation, and Ed Moore, Supervisor. The subject of the discussion was Mr. Johnson's attempts to receive permits for installation of mobile homes, utilities and septics for specific lots within San Joaquin. Mr. Johnson felt that he has been treated unfairly and unequally and should be issued permits. Outstanding plat notes require that an agreement for completion of a 50% obligation on improvements to San Joaquin Road be made prior to request for zoning permits, additionally other notes specifically require D.O. T. and Flood Control approval related to completion of onsite drainage and paving improvements. The meeting was rather lengthy and numerous Overall results of the meeting were as follows: topics were discussed. 1. Occupancy permits cannot be issued until the zoning improvements have been satisfied. Because the State regulates occupancy and utility permits, the county is forced to hold the zoning permits and therefore the building permits. 2. Per Ed Moore's directive, Robert Johnson et al will evaluate the feasibility of rev1smg procedures so as to permit the installation of mobile homes, without occupancy prior to release of the entire subdivision. 3. I agreed to meet with the developer, his attorney, and representatives on Thursday, October 15 at 2:30 to discuss the $30.00 per front foot escrow requirements for San Joaquin Road. I indicated to Mr. Johnson that should he be making improvements to San Joaquin Road the escrow could be reduced or eliminated in proportion thereto. The interrelationship between County and State regarding phasing of permits and type of permits on mobile homes could be changed. However, Had Mr. Johnson completed all improvements, or at least those improvements relevant to lots which he is requesting permit releases on, and had Mr. Johnson proceeded with the development of his project with completion of requirements prior to request for occupancy or building permits these problems would not have arisen. DLB:cg cc: PCP0-02 Joanne Hershenhorn Bill Howells PHASE lilA OF SAN JOAQUIN ESTATES Prepared by : CMG DRAINAGE ENGINEERING, INC. 201 N. STONE AVENUE, STE. 200 TUCSON AZ 85701 I 662 -'12'/L/ For: MR. LOWELL JOHNSON 1115 W. SAN LUCAS CIRCLE TUCSON I AZ 85704 MARCH 13, 1989 ' at.rM ~P/ H"f?J w'*r.rk/J, sli ht1 J.)f(, 6f11MI~ri~J' -(I'Dm. oN-' J"k<;w1 1 #ql· :Z su 2 nUAor /;~lf~at.c-11 #4"" -k; !'"i TABLE OF CONTENTS ... I. INTRODUCTION II. HYDROLOGY AND EXISTING CONDITIONS FLOODPLAIN DELINEATIONS 3 II I. DRAINAGE DESIGN PLAN 9 IV. SUMMARY 11 LIST OF FIGURES FIGURE 1 - PROJECT LOCATION MAP 2 FIGURE 2 - BASIN BOUNDARY MAP 4 FIGURE 3 - SITE PLAN EXISTING CONDITIONS FLOODLIMITS AND PROPOSED DRAINAGE DESIGN 7 ~ j LIST OF TABLES TABLE 1 -SUMMARY OF RESULTS OF HYDROLOGIC ANALYSIS .. LIST OF APPENDICES APPENDIX A - HYDROLOGIC DATA SHEETS APPENDIX B - HYDRAULIC COMPUTATION SHEETS 5 1"" i "" . I. INTRODUCTION This report presents the results of a drainage study for Phase lilA of San Joaquin Estates which is located within Section 24, Township 14 South, Range 11 East, G&S, RB&M, Pima County, Arizona. A location map for the subject property is shown on Figure 1 of this report. . Phase lilA is approximately 20 acres in size and is bounded on the east by San Joaquin Road, on the west by the Central Arizona Project (CAP), and '15 _9'1 north of the 29-foot wide drainage easement which lies just north of and parallels ,. ,. Constellation Way. The subject property was originally platted as a part of the larger San Joaquin Estates subdivision. The property is owned by Mr. Lowell Johnson and is platted for development as 1-acre mobile home lots. This report addresses the offsite and onsite drainage which impacts the 1"" parcel and presents an analysis for the with-project drainage design plan ,. for the development. 1"" ' ... . .. "" . IIOON ',, ' ' ', 9 8 '' '' ',,ijl 11 '' '' '' '' ', '' ''' --0- 1~ 17 RESERVATION ' ' ' ' ', 12 ' ', '' 15 ',,14 13 0 ' ',.'1: 0 ..... ~. '' 1.. : 3300' County 0. ', 12005 ~ 0 0 0 ll' 20 21 22 -- 23 INDIAN 26005 29 27 28 25 26 38005 THIS PROJECT 32 33 34 36 35 .. 49005 5 6 FIGURE I PROJECT LOCATION MAP ... I I II. HYDROLOGY AND EXISTING CONDITIONS FLOODPLAIN DELINEA- TIONS Peak discharge determinations were made for flows entering and exiting the project area. The basin boundaries and points of concentration for watersheds draining to the subject property are shown on Figure 2 of this report. Concentration points #1 through #8 on Figure 2 are located along San Joaquin Concentration Road which forms the upstream boundary of the project. points #9 through #14 are located along the right- of-way limit which forms the downstream limit of the project. CAP Con- centra,t ion point #1 5 is located at the CAP levee which is located approximately 700 feet downstream of the project. areas shown . quadrangles . " on Figure 2 were developed Basin delineations for the using 7.5-minute U.S.G.S. Delineation of the smaller basins located along San Joaquin Road was aided by the use of 1"=400 1 scale aerial photography . basins tributary to the project area are located within and adjacent to Tucson Mountain County Park . which are tributary to the project consist of low-density suburban ranch 1 J\ '\~('~ residential areas. , I' nels ~~ ~ Soils within the tributary basin areas consist of D soils in the upper mountain areas and B soils in the lower elevations. ~ ¢ '$:-'& bas ins ~ :\,\ Developed areas outside the park The tributary to this project are characterized by poorly defined chan- which are broad and shallow with dense vegetation within and along the channels. For this reason, a basin factor of 0.050 peak discharge computations. ~as used in all Table 1 shows the watershed areas and 100-year peak discharges computed for the concentration points shown in Figure 2. Hydrologic data sheets for the peak discharges shown in Table 1 are contained in Appendix A of this report. 3 / TABLE 1 -SUMMARY OF RESULTS OF HYDROLOGIC ANALYSIS Drainage Area (acres) 100-Year Peak Discharge (cfs} 1266.0 1531 2 2368 . 0 2558 3 24.6 94 4 5.7 25 5 6.4 28 6 3.4 17 7 28.0 91 8 168.8 447 Concentration Point # 6 2404 . 7 2562.../ 10 7.8 32 11 9.7 37 12 6.9 30 13 32.9 99 14 173. 1 426 15 3716.3 3803 5 ?7'1 cfs (sflii) Existing conditions floodplain delineations were performed for all onsite areas subject to inundation by 100-year peak discharges of 100 cfs or greater. contour The floodplain delineations were performed using 111 =80', 1-foot interval mapping of the project area. The locations of the 100-year floodlimits and the cross sections used in their development are shown on Figure 3. The floodplain delineations shown on Figure 3 were developed from normal depth ratings of the cross sections shown using Manning's equation. A Manning's roughness coefficient of . 045 was used to reflect the vegetated condition of the channels. Hydraulic data for the cross sections shown in Figure 3 are contained in Appendix B of this report. In developing the floodlimits shown on Figure 3, it was necessary to account for a split flow condition which exists on the channel tributary to Concentration point #2. This condition occurs at a point located approxi ~lso ~b eM F lJ'1.... mately 1400 feet upstream of San Joaquin Road (see Figure 3 for location). The south branch of the split drains to Concentration point #2 while the north branch drains to Concentration point #1. Cross section #1 on Figure 3, which is located at the split, was rated for the 100-year peak discharge of 2558 cfs determined for Concentration point #2. The results of the rating for cross section #1 indicate that of the 100-year discharge of 2558, J 970 cfs flows down the south branch to Concentration point #2 while 1588 cfs flows down the north branch to Concentration point #1. The peak discharges used to generate the floodlimits shown on Figure 3 reflect the above flow division. 6 r r r r Flows collecting at Concentration point #15 are impounded behind the CAP levee. Two overchute structures convey these flows through the levee and over the canal. diameter pipes. Each overchute structures consists of five, 72-inch Modified puis routing of the 100-year hydrograph for Concentration point #15 indicates a 100-year ponded water surface elevation r r of 2388.04. limits. The project area is located outside of the resulting pending The modified puis routing was performed using the procedure as outlined in the Pima County Stormwater Detention /Retention Manual. Storage data for the impoundment area was developed from the 1"=80', r 1-foot contour interval mapping. tures was developed using Outflow data for the overchute struc- the Federal Highway Administration headwater nomograph for corrugated metal pipes under inlet control. r Data sheets for the modified puis routing are contained in Appendix B of this report. . . - - HEC-5 8 Ill . ORAl NAGE DESIGN PLAN Figure 3 shows the site plan for the project and the proposed drainage design. The subject property is not located within a critical or balanced basin and is therefore not subject to detention requirements as described in the Pima County Stormwater adopted February 1987. Detention / Retention Manual (PCSDRM) The property is also planned for development at one residence per acre and is therefore not subject to threshold retention requirements as described in the PCSDRM. . / Because of the rural nature of the area and the low-density of development proposed for this project, no improvements will be made to collect and confine flows in improved channels. Grading within the project will be such that existing flow patterns and floodlimits are maintained. Minimum finished floor elevations and recommended mobile home placement locations are shown on Figure 3 for lots which are affected by 100-year flooding as determined by this report. The areas shown to the north of Lots 112 and 115 on Figure 3 will be combined and sold as a single parcel . For this reason, minimum finished floor elevations and recommended mobile home placement locations are only shown for two sites within this area. flooding predicted for this area, Because of the extensive nature of it is recommended that mobile homes be placed at the locations shown on Figure 3 and that they be placed on concrete caisson supports buried to a depth of 8 feet below grade. A detail of the design of the recommended support system for these locations is contained in Appendix B of this report. 9 All- weather access will be provided to all lots within this project . Sections D1 and D2 on Figure 3 show the locations of two dip crossings along the streets within the project. Cutoff walls 20 feet wide and buried 3 feet below grade will be p laced on the downstream side of each of the above crossings as shown on Figure 3. Manning's ratings of these 2 sections indicate flow depths of less than 1 foot. Hydraulic data for these sections jS contained in Appendix B of this report. o.rt" All -weath er access will also be provided along San Joaquin Road when desig n profiles for the roadway are developed. Under design condit ions, (,.) s-40 c-fS) flows collecting at Concentration points #7 and #8 will be conveyed across San Joaquin Road in a single dip crossing . The design conditions 100- year water surface elevations for Section 6, 7, and 8 (shown in parenthe- l ses on Figure 3) reflect the proposed design. I , ;ttiR J ()» af/rJ-1 2, ~J ltY f If Yl'fl'£' Atf, lo /'./) tJ pJ. 10 . .. . . IV. SUMMARY 1. This report presents the results of a drainage study for Phase lilA .. 2. of San Joaquin Estates. A location map for the subject property is shown on Figure 1 of this report. Peak discharge determinations exiting the project area. were made for flows entering and The basin boundaries and points of concen- tration for watersheds draining to the subject property are shown on Figure 2 of this report . ... . . 3. Existing conditions floodplain delineations were performed for all onsite areas subject to inundation by 100-year peak discharges of 100 cfs or greater. 1"=80', ,. The floodplain delineations were performed using 1-foot contour interval mapping of the project area. The locations of the 100-year floodlimits and the cross sections used in ' their development are shown on Figure 3. . 4. Modified puis routing of the 100-year hydrograph for flows concentrating behind the CAP levee indicates a ... surface elevation of 2388.04. . . . . ... 100-year ponded water The project area is located outside of the resulting pending limits . :r. 5• Grading with /I the subject property will be such that existing flow patterns and floodlimits are maintained. Minimum finished floor ele- vations and recommended mobile home placement locations are shown on Figure 3 for lots which are affected by 100-year flooding as determined by this report . 11 r r 6. "" It is recommended that mobile homes be placed at the locations shown on Figure 3 for those lots affected by I 00-year flooding as determined by this report. 7. Because of the extensive nature of flooding predicted for the area to the north of Lots 112 and 115, it is recommended that mobile homes placed at the locations shown on Figure 3 be placed on concrete caisson supports buried to a depth of 8 feet below grade. "" 8. All-weather access will be provided to all lots within this project. Cutoff walls 20 feet wide and buried 3 feet below grade will be placed on the downstream side of each of the dip crossings as shown on "" Figure 3 (Sections Dl and 02). "" r ,.. "" "" 12 r ""' ""' - APPENDIX A HYDROLOGIC DATA SHEETS ""' ""' - ,.. !"' ,... - - - \I . I \\! r / PROJECT NAME AND LOCATION: SAN JOAOUINE ESTATES CFILE : 89015.PQI) DRAINAGE CONCENTRATION POINT: WATERSHED AREA (A) : 1'111 ~ 00 LENGTH OF WATERCOURSE (Lc): 1 ac t'es / 31158. LENGTH TO CENTER OF GRAVITY (Lea): I NCREMENTAL CHANGE IN LENGTH (Li) - ft / ft / 15579 . ft INCREMENTAL CHANGE IN ELEV CHi) - ft 23 18. BOO. 0 / 2833. 200.1) / 200 . o / 140. (I V 140. 0 / 130.0 v' 4377 . 4892 . 7210 . 9528 . MEAN SLOPE : ~. 00 LENGTH OF WATERCOURSE : VALLEY / MOUNTAIN RAINFALL VALUES p 1 p ..::. '"' -::p ·-· F' 6 P24 2-YR 5 - 'r' R 10-YR EVENT 25-YR 1. 36 1. 51 1. 6 1 1. 74 1. 95 99 2.32 2 . 24 2.08 2.34 2.90 2 . 40 2.70 3 . 36 2.o1 2.80 -::- 16 ·-' . 3.95 1 .80 .., . ..::...::. ~-. ..::.. 1. 5 (>-YR 100-YR 2.61 2. 95 -::- 17 ·-·. 3.58 4.48 2.91 3.28 ~ c::-~ ..::•• ...J ..::.t 4.00 -.J • 01 1:' SOIL GROUPS 50. % B~ 50. % D. CN= 82~ CN= 91, IMPERVIOUS COVER= COVER TYPE= DESERT BRUSH COVER TYPE= DE3ERT BRUSH COVER DENSITY= 25 % COVER DENSITY= 25 % 1. % RAINFALL/RUNOFF AND PEAK DISCHARGE DATA RUNO FF SUPPLY RATE (q/i): Tc ( FUNCTION OF i ) SOLUTION OF Tc : RUNOFF RATE @ Tc EVENT 10- YR 25- YR 5 0-YR 100- YR .254 165.95 183 .787 .395 .574 157 . 26 154 1 . 058 . 607 . 626 151 . 90 136 1.325 .830 . 667 148.05 123 1. 605 1. 071 605. 943. 145l) . 1 '7'80 . ~- 2-YR 5 - YR . 297 204 . 63 319 .331 . 098 .431 176 . 29 218 .588 234. . 5<)2 2-,11 PROJECT NAME AND LOCATION: SAN JOAQUIN ESTATES ~ DRAINAGE CONCENTRATION POINT: 3 WATERSHED AREA IAl: 235<), LENGTH OF WATERCOURSE ILcl: f t LENGTH TO CENTER OF GRAVITY ILeal: 1175. INCREMENTAL CHANGE IN LENGTH ILil - ft ~ / ft INCREMENTAL CHANGE IN ELEV IHil - f t 2350. ... MEAN SLOPE IScl: .0149 35.0 ft BASIN FACTOR INbl: .0500 WATERSHED TYPEISl: VALLEY ~ RAINFALL 'vALUES ... EVENT p 1 p 2 p .3 p 6 F'24 ~ .. 2-YR 5-YF.: 1 . 36 1 51 1 . 61 1 80 .-...:.:. ..::...::.. 1 74 1 95 . . . ·~~ 100. X B, CN• 82, .. 3 .. 16 3 .. 95 3. 17 3. 58 4 . 48 ...; 36 ..::.. ~ ....::. ~ COVER TYPE• DESERT BRUSH 95 ~~ 4. 00 01 ~ -...! • COVER DENSITY• 25 h E\/Et.,~T 5-·YF: 2-''lF SUPPLY RATE lq/i): Tc ( FUNCTION OF i l SOLUTION OF Tc !MINUTES): RAINFL INT. @ Tc IIN/HRI: F\:UNOFF RATE @ Tc ( IN/HR): PEAK DISCHARGE ICFSl - - . 90 ·~ 2. 91 3. 28 3. -...!-..:• 2~ "-• 08 2 .. 61 . 61 ..:.:. . 50 2. 34 ~ ""'!""'":• --·..:.. 2~ ~ ~ ·~ 24 40 2. 70 ..::.. 1 (10-YF: RAINFALL/RUNOFF AND PEAK DISCHARGE DATA ~RUNOFF - . 1 99 so-·-yR IMPERVIOUS COVER• - - . . 25-YR SOIL GROUFS . • 10-YR . 210 .""' 41 1 . 759 51 ~· . 370 9. . 336 4'7 ~ ..::.. 1 0--..t'F: . 408 25-''lF: . 484 71 3"7. '-''-' 28 857 24 93 20 3. 590 4. 615 ~~ 961 1 . 464 24. 36. "':!"L ·-'U" 2. 233 ~~ '-''-'· so-v·p 100-\{F: .587 . 541 35. 33 18 ~ '-'• 490 q-·,..... ..::.. ,ad ~ 74. 34. 18 16 6 . 449 ~ -..:• . 786 94. !"'" !"'" PROJECT NAME AND LOCATION: SAN JOAQUIN ESTATES DRAINAGE CONCENTRATION POINT: 4 5 .. 70 WATERSHED AREA 50. ,., ~~--:r ...::.-..:• .-:r-:o..,;.. _;. QC''""' • ....!...::. "'1 . 204 34. 50-··YF: 1C•O-YF: . 484 46. 90 . 54 1 44 . 87 43. 41 ~~ 24 4. 706 ,., ..::... 544 .,- ·-·. . "' ' 896 1 885 ~c: ~·- . ~- I ..::.. • . 587 ,..., ..... ..:.....:.. 5. 49 1 ·-· . 224 .,- 91 r PROJECT NAME AND LOCATION: SAN JOAQUIN ESTATES ~ i DRAINAGE CONCENTRATION POINT: 8 r" WATERSHED AREPt (A) : 168.80 act-.es LENGTH OF WATERCOURSE CLcl: ft 5800. LENGTH TO CENTER OF GRAVITY ~- ...:.....:.. 5- 'y'F\~ 10-YR . ,., . EVENT 25-YR ,., ,., . 1 74 7 ..J 1 .-.!;;;" 1 99 2. 24 "'~- 40 08 2. 34 ~- ~· ._; 100-'i"F: 32 2. 61 ..::.. 91 61 2. "~ ' ..J 3 17 .,. ·-· 58 3. ~· ,., ...::... i30 . . 3. 16 .,. 95 2. 70 .,.,..::.. 90 50-YR .. ..:;.c:. ·-·. ,.,C) ..:..w ~7 ·~ ...J-.~· 4 . 00 4. 48 ~ ..J • 01 SOIL GROUPS . .. .. 100. % B, CN= - COVER DENSITY= 25 % COVER TYPE= DESERT BRUSH IMPERVIOUS COVER= RAINFALL/RUNOFF AND F'EAK DISCHARGE DATA 2- '"{F\: RUNOFF SUPPLY RATE Cg/il: Tc ( FUNCTION OF i l SOLUTION OF Tc CMINUTESl: RAINFL INT. @ Tc ( IN/1-IRI: RUNOFF RATE@ Tc o 1 74 1 . 95 ·-:· 2. 08 2. 34 2. 90 2. 40 70 .,.2. 36 1 ~- 24 ~ ~- 50-'r'R 1 OOM-YR 61 .,.·-·'"' . 91 28 .,. 2.80 ·-' ·-·. -' . 16 ~- q~ .. J . 17 3 ~.,. -....! ._j 4. 00 3. 58 4. 48 "" . 95 ·-' . r- ~. 01 COVER DENSITY= 25 % COVER TYPE= DESERT BRUSH ~ ._) . .,,-. RAINFALL/RUNOFF AND PEAK DISCHARGE DATA 2-'·(F: RUNOFF SUPPLY RATE ( q I i) : Tc ( FUNCTIOI\1 OF i ) SOLUTION OF Tc \MINUTES I : RAINFL INT. @ Tc I IN/HFI : RUNOFF RATE @ Tc ( IN/HRl : F'EAf< DI SCHAF''GE ICFSI "' 5-YR SOIL GROUPS . ... \,/ALUES . 210 50. 38 40 1. 787 .375 4. 5-\'F~ E'-/ENT 25--.r'F 1 0·- ''{F: . 3.36 41 . 73 ..,;;_, 2. 9'"7•1.... ~w 985 10. . 408 .08 ...::..-..:• 67() 4. 615 1. 496 2. •'"':\"""!"""::' ..:_._ _, ·-''-' ~.,. .,. ·-·. 15. . 541 . 484 "'7L 38. 64 50- . .lF: 20 .. ~~ ...::...::.. 34. 52 17 647 '-'• 3. 053 ~ 30. 100- ''{F: .. 587 33.40 16 6. 449 3. 786 37 "" "" PROJECT NAME AND LOCATION: SAN JOAQUIN ESTATES DRAINAGE CONCENTPATION POINT: 12 WATERSHED AREA CAl: - LENGTH TO CENTEP OF GPAVITY ILeal: • INCREMENTAL CHANGE IN LENGTH ILil - f t .. . ft / ft 720. INCREMENTAL CHANGE IN ELEV CHil - ft 1440 . MEAN SLOF'E ( Sc l : . 0 139 20.0 BASIN FACTOR CNbl: f t . 0500 WATEPSHED TYPEO WATERSHED AREA : PEAK DISCHARGE ( M ' I I i I I • I l I I I l I • I I I I I I ~ - tJ9 1' ,.J ,... II ~--<{_ .J / CIs- ~ r :>- , -' 1 .J ~ r ' . I . . .. .. . .. . . . .. Return Perl.od (Years) Precl.pl.tatl.on Values (l.nches) 24 Hour Duration 6 Hour Duration MAP VALUE CORRECTED VALUE MAP VALUE CORRECTED VALUE ... ...... .,_ .... ..._.,_ "1.,:1 '2.... "1 '-\ -z. . 'i z. ,"\. .::7 10 a..7 '2,_. 25 "'l ."1. :t. I 50 l. C- 3 . !:"" 8; 100 y ..... 2 I. 5 ~ l. ~ -z 0 v 4.-o~ u, "3. y,.;~ '-{,1.. . .;; . 0 3,'lt. 3 -"' ~ '·1.4 ~ s."'' ... r r Longitude Latitude \ ' ./ ...:\_:\_:\c.___c"1L!_/--::: 7 7 6- 6 5 5 4 4 ·- 3 3 !"" ! !"" !"" ~ 1/) ,.. '' r ' r "' .c:: u c -"' .c:: c. 0 c -0 0 !"" 1 c. u a."' .... !"" 2 2 . . . OJ_____________ L __ _ _ _ _ __ L_ _ _ _ _ _ _ _ _ _L---------~--------J-0 2 . . 5 10 Return Period in Years, 50 25 Partial- Duration Precipitation Depth Versus Return Period Partial- Duration Series 100 Series For (92 r ... ,.. ,.. APPENDIX B HYDRAULIC COMPUTATION SHEETS ,, ... ; l \ I'· ... \ ' ' ~ \1 ... ,.. ... ,.. ... ... ... ... I r ... ---------- ... . !"' . . ... . --~ - s;_ -- - "' ·--\o --'o II ,, . (.::=+- '-0 7 N :r :r <'-' .:r ~ "' / 0 :r "' ~ \') ------ c ::r "' , "-'>"' " 1'-"" ~ I" D ... ..... ... - . ,. -- - . ~ ,..,_ ----. _\'(- j I I <+'· I I -J l.lJ "l ~ IJ .1; ----. -· ,.. r . - ... - -~ -'t -4;.. ~ ;;:..._~ -r. ""' -...;, ~ "" ~ N "' ~ ,...:; ~ "' ~ "'"' "' "' N> "" f "' '--cy-- 0 • c:+ "' "" "" ... ... .. "" . ... - - - - -. ,, --.J L4.J 'S, ' '_;; "" >- ~ \ "' ~ ~ ""it t.u '-' 0) . 1/ I I n00 "' ,, "' <0 .~ I ~~ N • 0 ::r 0 0 r} "" "" "" . . -· . .. _':} .. ~ ~ ~- b'l cy) ~~ \\ ~'I "'i " "'"'-"-..... ~ ~ ' ~ ~. ~ -- . 0-~ -II r- (\I \J' ' -1 --- -·- · ~- ..r<:l. ~r( ' -- ... --- --·---------- -· . :----·:· - ~ . ·- - - - - - . - -~-- ' !- I -- - - -·- - -. . ~ - . - ... - - - - ' .- - - . . - 4-. . . . . -.. ~ ~ . --- . - -- . ' . - - .C) . ~ .. -- -- ----~---· ----~ ! .~-. . .. - . - --·-·----- ---- ----$ ._ ~ --·- -- .. ·-·-- ~ . . - ·. D !"' ·---------------- -------· '"'-... ... ... ... .... ... ... __ _ .... .. .. . .... - ~- 'v I <:::-- "' _['-,: I '0- : :-.. - -~--~-'\ <..~~- <;::). ,.,._._ <:'(,. ::S\__) \ ,---c. \r. '-- . -"" 'y -<. ""' " "' tl ._j LlJ v, -, s. U\ \.) 1F l.._, v> ( I K ' l~"' "<:> = r "" . . .. . ""- - --~- - . .. . .._ _ _ _ .. - "" ..... N ~ ~ "' "-' ~ ~ """' ~ I ~ 0 0 = " 0 .. .. -.... .... ... . - - - . .. - - ... -- ~ '-o ~ ~ -- ---.. \ ::r- "' ~ "" ~ \ i\ ( l ' I I I \ \) N ~ ,,"' 0 "' ~ ""' "::r , "' ~ 0 = ::r"' "'" <:) i -- -- .-- ·- I .,---· --1- . ·---.! -- -- ~ -- - ---- L !. --- ----- . ~ ·---~ -~· - -·.. ----- _, :r .s-- "' ....J 6' ,.... ,...,.. C> S' ('... "" 0 :.:::; 0 I"" I "" ,..._ "" "" .... ... •• , .... ... -· ... .. 1 "'l ~ "'4 Ul p. t •ul ··-·· ... -\'. ('\ «·, " ~c~·\ '-1--- ."' I ' '~ \1J """ ""- I) r ' J••• I .J J ...• 0 . T 0 !"' !"' !"' !"' .. .. . - - ~ ( _) ~n. () 1 . -~~··· r II"" ~ rll €" ~ ,J ~ ';l I rr ,J r a T Q , ,. SAt1F'LE INPUT CF:OSS-SECT I ON FOP: PROGRAM "NORMAL" WITH INPUT ,_ A SAt1PLE INPUT FILE TO SINGLE CROSS-SECTION: . 1 F'ROGRA~1 2 LINE # · . . 1 2 3 4 5 LINE # 1-2 ~ COLUt1N # 1-10 "NORMAL" IS SHOWN BELOW. THE I NF'UT FILE IS FOR A ·-·"" SAMPLE WASH SAMPLE CROSS-SECTION . 01 500 I\ 10 ,_ 0 I • ....; 0.0 67.0 60.0 115.0 60.0 LEGEt~D COLUMN # 5 6 4 ' 3 65.0 135.0 ~ 8 9 .060 65.0 -104.0 66.0 170.0 62.0 69.0 I 10 .:,AI ,, .060 -.025 66.0 77.5 65.0 -158.0 113.0 -190.0 VAF:IABLE TITLE CARDS ""·-· 1 SLOFE MANNING'S "n'' VALUES CONE FOR EACH SUB-SECTION). CHANNEL ''n'' VALUES SHOULD BE INPUT AS NEGATI'v'E. • NUMBER OF POINTS IN CROSS-SECTION X-SECTION DATA ·/ "3 ~ Q 0 ~ _./ ... -. 'i"~"i" ,.. '- Q 0 '? \ (c:..;:!.'\ o...;~ ~t.. :_ ' 1_ ~ \ ........ ... .,;a ~ z~~ ,. RESERVOIR ROUTING FOR: CP#15, 100-YEAR HYDROGRAPH .. CAP LEVEE STORAGE WOm: I NG TABLE: "" .. . ... "" .. "" STAGE ( ft) 2380.00 2383.00 2385.00 2387. (H) 2389. (H) 2390.00 STEF' 0 1 2 3 4 5 6 7 8 9 10 ... 12 13 14 - ... - .00 650.00 1500.00 2400.00 3100.00 3500.00 TI~1E (min) 11 - (cfs) 0/2 (cfs) .00 325.00 750.00 1200.00 1550.00 STOF-:AGE (ac-·ft) .00 10.40 37.80 82.90 149.90 191 . 70 S/DT c .OCI ....._. Date: /C/- __-L/~·~2 =-------, I 2- 11=-1_ !1 Phone: - ~ 2- Z& 2 HLM & ASSOCIATES, INC. z_ - - .. ... To: .. Attn: Sunburst Investment 4441 N. Camino Del Rey Tucson, Arizona 85718 Lowell Johnson . .. ... Date: Job No.: 88-297 REQUEST FOR PAVEMENT DESIGN DATA Project: San Joaquin Estates III Location: Constellation Way Governing Agency (PCDOT, City, ADOT): Road Classification: Minimum Structural Number SN: ... Design Life (years): 26 Serviceability Index: EQUIVALENT 18K SINGLE AXLE LOAD APPL'S OVER DESIGN LIFE PERIOD // ;}!)() /7 REGIONAL FACTOR DESIGN CRITERIA/MANUAL/PROCEDURES 40o-r ji·1 ~· ,,· <' / Structural Coefficient for 2" Asphaltic Concrete Structural Coefficient for 3" Asphaltic Concrete Structural Coefficient for Aggregate Base Course Completed By: "' ... ... A:/ Agency/Company: d. ~ .._,{.Date: ___!_Q_:I!- 81:5 Phone: _ ~-~ S::: _£_~~---- HLM & ASSOCIATES, INC. - - ... - To: Sunburst Investment 4441 N. Camino Del Rey Tucson, Arizona 85718 Date: Attn: Lowell Johnson Job No.: 88-297 "" ... REQUEST FOR PAVEMENT DESIGN DATA ... ... -... .. "" ... .. . Project: San Joaquin Estates III Location: Mercury Drive Governing Agency~ City, ADOT): I ::,._. ) .: ./ - Road Classification: Minimum Structural Number SN: Design Life (years): Serviceability Index: EQUIVALENT l, 18K SINGLE AXLE LOAD APPL'S OVER DESIGN LIFE PERIOD /1/. tJCJO /7 REGIONAL FACTOR DESIGN CRITERIA/ MANUAL/PROCEDURES ) - - ;(lc '-,· ·:, 1 Structural Coefficient for 2" Asphaltic Concrete ----~--6~---------­ Structural Coefficient for 3" Asphaltic Concrete --~/~,~2~------Structural Coefficient for Aggregate Base Course Completed By: /;{ / Agency/Company: ... / p.-U<-,.,{ Date: ?C i)v -r /1- f3f:; Phone : -~ 2- - ?-- (. 2 .)_ . HLM & ASSOCIATES, /u- INC. - "" ... .. .. .. . . - .. -.. . . . . To: Attn: Sunburst Investment 4441 N. Camino Del Rey Tucson, Arizona 85718 Date: Lowell Johnson Job No.: 88-297 REQUEST FOR PAVEMENT DESIGN DATA Project: San Joaquin Estates III Location: Calle Anasazi Governing Agency (PCDOT, City, ADOT): Road Classification: Minimum Structural Number SN: Design Life (years): Serviceability Index: EQUIVALENT 18K SINGLE AXLE LOAD APPL'S OVER DESIGN LIFE PERIOD REGIONAL FACTOR DESIGN CRITERIA/MANUAL/PROCEDURES ~h~----~-~-~-~'~-Structural Coefficient for 2" Asphaltic Concrete Structural Coefficient for 3" Asphaltic Concrete Structural Coefficient for Aggregate Base Course Completed By: ~-- J./.•·/J /,~· Agency/Company: ~/7,~(~-~··~------ Date: 4-.~-- 2 / -, / Phone: -~-------~__s,._ __ -. . /,:/ ·- HLM & ASSOCIATES, INC . - ,.. .. """ .. ... To: Sunburst Investment 4441 N. Camino Del Rey Tucson, Arizona 85718 Date: Attn: Lowell Johnson Job No.: 88-297 ... ... REQUEST FOR PAVEMENT DESIGN DATA ... Project: San Joaquin Estates III Location: Milky Way Drive - Governing Agency (PCDOT, City, ... Minimum Structural Number SN: ... Design Life (years): ADOT): Road Classification: ).3 20 Serviceability Index: - EQUIVALENT ... REGIONAL FACTOR .0 18K SINGLE AXLE LOAD APPL'S OVER DESIGN LIFE PERIOD ---: 3. 000 "'' ) /, 7 A'"'-:" DESIGN CRITERIA/MANUAL/ PROCEDURES //1Ll 1('/!q I Structural Coefficient for 2" Asphaltic Concrete Structural Coefficient for 3" Asphaltic Concrete ... Structural Coefficient for Aggregate Base Course - Completed By: /, z_ ;2._ / Agency/Company: ,c>· ' --J'u,.j/·/.r;t/ Date: Phone: ,. HLM & ASSOCIATES, INC. [ · ff'j.:· .'( / ~. ---------------------- OF SAN JOAQUIN ESTATES Prepared by : CMG DRAINAGE ENGINEERING, INC. 201 N. STONE AVE., STE. 200 TUCSON I AZ 85701 Prepared for : MR. LOWELL JOHNSON 1115 W. SAN LUCAS CIRCLE TUCSON AZ 85704 I March 17, 1989 !"' ... - TABLE OF CONTENTS PAGE - I. INTRODUCTION 1 II. HYDROLOGY AND FLOODPLAIN DELINEATIONS 3 ... III. DRAINAGE DESIGN PLAN 7 IV. SUMMARY 9 ... ... LIST OF FIGURES FIGURE 1 - PROJECT LOCATION MAP FIGURE 2 - SITE PLAN SHOWING EXISTING CONDITIONS FLOODLIMITS AND PROPOSED DRAINAGE DESIGN LIST OF TABLES TABLE 1 - SUMMARY OF RESULTS OF HYDROLOGIC ANALYSIS LIST OF APPENDICES APPENDIX A - HYDROLOGIC DATA SHEETS APPENDIX B - HYDRAULIC COMPUTATION SHEETS r .. ... ... 2 6 r ... .. . . . .. . ... .. .. ...' - - .. I. INTRODUCTION This report presents the results of a drainage study for Phase IV of San Joaquin Estates which is located within Section 24, Township 14 South, Range 11 East, G&S, RB&M, Pima County, Arizona. A location map for the subject property is shown on Figure 1 of this report. Phase IV is approximately 185 acres in size and is bounded on the east by the Central Arizona Project (CAP), on the west side by Earth Avenue and Milky Way, and on the south by Calle Anasazi. The project area includes the platted lots on the west side of Earth Avenue and Milky Way and on the south side of Calle Anasazi. A location map for the subject property is shown on Figure 1 of this report. The property is owned by Mr. Lowell Johnson and is platted for development as one acre mobile home lots . This report addresses the off-site and on-site drainage which impacts the parcel and presents an analysis for the with-project drainage design plan for the development. 1U T14S R11E 5 6 WID( 2.400 3 5 '' 9 8 I I . ,.. =3300 I lOON ' ' ' ', '' '' ',,~· ' ', 11 ' ' ', '' '' ' ' ', -0- 17 16 -:.. 1 ' ' ' ' ', 15 '' ', '' ' ',14 13 ' ' ,._ ~. '' RESERVATION County ', 12005 ~ 0 0 0 21 20 22 23 [NOlAN 26005 29 28 27 THIS PRO~CT 38005 FtGU RE I PROJECT LOCATION MAP 25 i "" - .. .. .. .. II. HYDROLOGY AND FLOODPLAINDELINEATIONS As mentioned in Section I, the CAP forms the eastern boundary of the project. The construction of the CAP has resulted in the interception of the offsite drainage which previously impacted the project area. The only offsite runoff which impacts the project is that which is conveyed across the CAP by way of two 5-celled 72-inch diameter pipe overchute structures. The locations of these structures are shown on Figure 2. An analysis of flows routed through the CAP overchute structures was performed as a part of a previous report prepared by CMG Drainage Engineering for Phase 111-A of San Joaquin Estates entitled "Drainage Report ~ \·~ for Phase 111-A of San Joaquin Estates." .. The results of the above analy-j 1,1 r ,) 1 sis indicated a 100-year peak discharge of 1382 cfs through each of the\ !\~t '. 1 two structures. I 'I . ,.. The existing condition and design or "with-project" onsite drainage subar- \" eas are shown on Figure 2. . Subarea.:):lelineations are shown for both conditions because the proposed street improvements will result in some changes in flow patterns within the project. The existing condition onsite drainage within the project consists of a number of small, poorly defined cut-off channel braids, none of which has a drainage area the size of the largest design condition basin which produces a 100-year peak discharge of 103 cfs. . . . "I / I Appendix B of this report. .. '" Data sheets for the routing analysis are reproduced inJ .\ For this reason peak discharge determinations for the existing conditions onsite subareas were not made. Peak discharge determinations were made for the design condition onsite subareas as shown on Figure 2 using the method as described in the Hydrology Manual for Engineering Design and Floodplain Management within Pima County, Arizona. 3 Soils r ... within the on site areas are hydrologic group B. The onsite subareas are characterized by poorly defined channels and dense vegetation. For this reason a basin factor of 0.050 was used in all peak discharge computations. ... Table 1 summarizes the results of the hydrologic analysis for the design condition onsite subareas. Hydrologic data sheets for the dis- - charges shown in Table 1 are contained in Appendix A of this report. ... Floodplain delineations were performed for onsite areas subject to inundation by 100-year peak discharges of 100 cfs or greater. The flood- plain delineations were performed using ... mapping of the project area. all 1"=80 1 , 1-foot contour interval The location of the 100-year floodlimits and the cross sections used in their development are shown on Figure 2. floodplain delineations shown on Figure 2 were developed from normal depth ratings of the cross sections shown using Manning's equation. Manning's roughness coefficient of . 045 was used to reflect ( 11/('J( 4.~ ~he The A v) egetated ' {' .. condition of the channels except along the skewed segmeQ\ts of Sections 1 and 4, which are located immediately downstream of the CAP overchute structures. Along these above-referenced skewed segments a value of 0.1 was used to reflect the low conveyance capacity associated with the partions of the cross sections considered to be outside of the main zone of - flow expansion downstream of the overchutes. Hydraulic data for the cross sections shown in Figure 2 are contained in Appendix B of this report. 5 / .. .. .. .. .. . - TABLE 1 - SUMMARY OF RESULTS OF HYDRAULIC ANALYSIS /'' J.~?--~-( . ~ . . (_ I ' J Drainage Area (Acres) 100-Year Peak Discharge (cfs) 13.95 64 2 14.60 61 3 24.45 103 Concentration Point .. ... . .. .. . ... 6 Ill. DRAINAGE DESIGN PLAN Figu r e 2 shows the site plan for the project and the proposed drainage design. The subject property is not located within a critical or balanced basin and is therefore not subject to detention requirements as descr ibed in the Pima County Stormwater adopted February, 1987. Detention / Retention Manual (PCSDRM) The property is also planned for development at one residence per acre and is therefore not subject to threshold retention requirements as described in the PCSDRM. No improvements will be made to collect and confine flows in improved channels because of the rural nature of the area , the low density of development proposed for this project and the relatively low peak runoff rates. All mobile homes placed within the 100 - year floodplain resulting from flows of 100 cfs or greater will have structural frame bottoms elevated at least 1 / foot above the highest adjacent 100- year flood elevation 1 and will -'6 ~ 1'Mle11 ot~erwi ~e ,.,...,..r• conform with Article X of the f\ima County Floodplain,-\ Management Ordi - 1)t't .(I J '' &6 nance (Ma )' z 1 9.2.5). In addition to the above requirement, it is recom- mended that no mobile homes be placed within the areas indicated on Figure 2 as being high hazard areas. These areas represent the portions of the 100-year floodplains created by the CAP overchute structures which are considered to .be the main conveyance areas and the areas of highest flood and erosion potential. All-weather access will be provided to all lots within this p r oject. Flows generated at the three design condition concentration points shown on 7 Figure 2 will be conveyed across the indicated roadways within dip crossings. Sections 01, 02, and 03 show the locations of the dip crossings. Cutoff walls 20 feet wide and buried ~ feet be jpw1 grade will be placed on C) e~r~ 4 t¥7 f\U tJ.Io the downstream side of each of the above crossings as shown on Figure 2. (.ow :r Manning's ratings of these three sections indicate flow depths of less than 1 foot. Hydraulic data for these sections is contained in Appendix B of this report. As shown on Figure 2, a number of the lots in this area are to be sold as groups. The list below shows the lot groupings : Lots 132 and 138 Lots 133, 134 and 137 Lots 135 and 136 Lots 72 through 84, 90 through 93, and 119 through 124 As a condition of the sale of the above lot groups, subsequent lot spl itting will be prohibited. As a result of the above groupings , all- weather access will be provided to the four lot groupings via Milky Way since one lot in each group fronts on Milky Way. For this reason, all- weathe r access was not evaluated for Earth Avenue as currently platted, which crosses the 100 - year floodplains downstream of the CAP overchute structures. 8 .. - IV. SUMMARY 1. This report presents the results of a drainage study for Phase IV of San Joaquin Estates. shown on Figure 1 of this report. 2. .. Two 5-celled 72-inch diameter pipe overchute structures offsite runoff across the CAP and into the project area. .. .. - A location map for the subject property is convey The results of an analysis performed as a part of a previous report for Phase 111-A of this project indicated a 100-year peak discharge of 1382 cfs through each of the structures . 3. The existing condition and design or "with-project" onsite drainage subareas are shown on Figure 2. Subarea delineations are shown for both conditions because the proposed street improvements will result ... in some changes in flow patterns within the project. determinations were made for the design condition on site subareas . ... - 4. floodplain delineations were performed using 1'=80', - interval mapping of he project area. The 1-foot contour The locations of the 100-year floodlimits and the cross sections used in their development are shown ... ... Floodplain delineations were performed for all onsite areas subject to inundation by 100-year peak discharges of 100 cfs or greater. - Peak discharge on Figure 2 . 5. All mobile homes placed within the 100-year floodplain resulting from flows of 100 cfs or greater will have structural frame bottoms elevated at least 1 foot above the highest adjacent 100-year flood elevation and 9 ,. - - will otherwise conform with Article X of the Pima County Floodplail)l Management Ordinance. 6. indicated on Figure 2 as being high hazard areas. • These areas represent the portions of the 100-year floodplains created by the CAP overchute structures which are considered to be the main conveyance areas and the areas of highest flood and erosion potential. 7. All-weather access will be provided to all lots within this project. Cutoff walls 20 feet wide and buried 3 feet below grade will be placed ,. on the downstream side of each of the three dip crossings shown on Figure 2. "' • It is recommended that no mobile homes be placed within the areas 8. All-weather access was not evaluated for Earth Avenue as currently platted because proposed sale of lots combinations along this roadway "" - will provide all-weather access via Milky Way. "' • • "" 10 - .. .. - - - -. .. .. ... .. . APPENDIX A HYDROLOGIC DATA SHEETS .. WAT:RS~ED .. .. .. ":2.95 cc:-es AREA (A): / LENGTH TO C'a~TE~ f': :52C. ~EAN .0111 f: SLOPE (Sc): WAiERSHEO TYPE(S): SASI~ Fft.CTOR C;b): .DSC8 VA~LEY RAINFALL VA,uES - EVENT . . 2-YR 5-Y,~ 10-YR 25-Y~ p p2 p3 D 5 1.36 :.51 L 7~ 1. 95 L5~ 2. cs 1.99 2.2! 1. 8C P" "' 2.22 2.3! 2.SC 2. 70 3. 35 2.~~ SOIL .. .. SC-YR 1C8-·~.~ 2.32 2. 51 2. 5; 2.o. 0:'1 3. 16 2.95 2.95 3. : 7 2.9: 3.28 3.53 t.8C " '---~~ t C~8 r• G~C~~-'S """. ': C'\1'""\! ... ,.tc: .• , 2-YR ~U~iOFF -,C I \ SUP?!..Y RA!~ FUNCICN OF SO~~TICN OF 7c R.4INFL IN'. R~NCFF RA'E f,.. I ' \ . 1'-'.i 'I· \ I (~.n:·~::s;: @ Tc (IN/HR): ~ :c ( DI/HR): PE4K DISCHARGE (CFS) . . .. s:c. OF GRAVITY (:..sa): - . . / ,,,, ....... 39.23 34. 25 .:;2 .......... ""' 2: •3 3.352 4. ~ ee 2.CSi ??'l ? ....... ,.,, 'l'7 • J '" : Q. '; '~48 2G. ':1') .,,.. ~ 25. ,_. :.: ; ''. "•.'"~ -. .. " '·} 0 o~;~ .: . ''"'' " '+li • .::s,. 29. .''s . :;.·:; . ... 22.S5 5. 96. 3. 3. 2 7.829 ~- 573 51 . s~. ~ ' ... - .. ORA!~AGE CCNCENTRA"TIC~ ?O~NT: WATE.~SHEJ LE~Gi~ i4.SC acres AREA (A): OF WATERC'J'~~~E: ('.:~): 978. .. .. - - 21.0 MEAN SLOPE (Sc): .C108 It ·mERSHEo TYPE(S): - BASIN FACTOR (Nb): . OSCJ 'IA~~EY ~AINFAL~ VALUES EVE:~· 2-Y.q .. HR 25-YR ·:~~-Y.~ 5~-'1~ : . 36 i.74 us 2.22 2.51 2. 9. p2 p3 :. s; : . 95 2.24 2.ss 3 ~? 3.22 2.7C 2.22 2.CS 2.34 2.SC 2. 5: 2. c: 3. ·s 3.95 C8V:R= 28. % s P2~ . 1 p 1 D ... 5-':'R I~PE.~V!CUS ~.. s1 1. ec 2.4~ ': 'H; "'·"" 3.53 ......... I 4.~8 5.:~ ~ ~0 " RAINFAcL/RUNOFF A.~D PEA.' CISC~ARGE DATA o'IE.IC ... ... ... . . . 2-Y.~ 5-':'R 'G-YR 25-YR 5G-Y~ SUPPLY RATE (ali): .322 . ~"' . '1 • -~92 .s:s :C ( FUNCTIO~ o,= SCLUTICN GF Tc (~I.~U~ES): RAI~FL INT. @ Tc (:N/HR): "UNOFf RATE ~ Tc (IN/HR): 44.C~ .557 35.3! ~UNCFF \ I PEAK DISCHARGE (CFS) 39. : g 3" . 15 33 25 "'!:) 3.:~8 22 ,, ... " "' ') .~ . 5.{9 10 . ~ ") : ' '" ., "·. :. :s3 "., ' ... 19. 21 . :s c 73~ 2. 52? 39. 3~. 18 '1 5. Ct 7 'J ~. 2:-v_q -. . -:;•. ·' 50. ~ 33. 32 .s 5' .:~ s .... . . ,.,, ~ 1 ! •!:;" ~ ~ 5·: . ,.. .. .. . - ORAL~AGE mE.~SHED CCNCENTRA:ICN A.iEA (A): LE~~G7~ OF WATERCCURSE ~ENGTH TO CE~iTE.~ l~CREMENTAL PO:~~: 3 24. ~5 acres ' (~c): i i cs. (~ca}: OF GRAV!7v CHANGE IN LENGT" (i .; \ \'- j ft INCRE.~ENTAL - ft CHANG: :N ELEV (~~) - ~: '· 920. BASIN FAC70R (Nb): .CICS f: MEAN SLOPE (Sc): .0500 :;HERS.1ED TYPE(S): VALLEY RAINFALL VALUES r EVENT .. 2-YR p . 5-Y~ :O-YR 25-YR 5C-Y~ ~CC-':'~ 2.51 2.95 3. 17 2.91 3.28 3.53 3.58 4 ' .• 1.35 1. 74 i.99 0 2 p3 1.51 1.51 1.95 2.24 2.32 2.51 2.70 "'"" '' • 1.1\1 on 2.08 2.24 2.40 p6 P24 2.22 2. so 3.35 ~ " ' 3. 15 '... '... ue 3.95 ·-,_ · ') SOIL . . .. . 1CC. %8, 82, C~= RJNCFF S'!OD~ u......v 1 :c ' I RA>S (q/;): Fu~c::c~ o= v• i . ,.. 2-Y.R 5-Y.R I0-YR 25-YR 5PR :CG-YR . 322 45.40 .~3; . ( S2 .5:' 35. L; . : ~--~ ..... . 5~ 5 35.24 U'S 5.49[ gc s 2. s72 'J • '')7 ., .. 34. 25 '5 5.; ~ ~ L 155 ~C.39 (.~!~UTES): 35 ,. ,c 38. 3,: (IN/HR): 1. 958 2.979 23 3.570 RATE @ Tc ( !~/HR): .527 ; . 283 15. 32 . SOLU7IC~ OF Tc RAINFL INT. @ Tc \ J PEAK DISCHARGE (CFS) . COV~R TYP~= DESER~ SR~S~ EVEN! RU~CF' ... GR~~PS 45. ,, "' 63. :a 82. 103. --,;l [ ) ~ !/ \ ""' Latitude - - \'-I ' Longitude \\\ 7 7 6 6 5 5 .. . ~ "'u"' .c c -- 4 4 v-.~ .c 0. "' - -0 c 0 (.' 3 - 3 --·--- a ""' ~ 0. u "'... 2 a.2 ... o~------------L-------~--------~----------L---------~0 • 2 5 10 Return Period in Years, 50 25 Portio I- Duration 100 Series • • Precipitation Depth Versus Return Period Partial- Duration For Series (92 - - .. - Return Per~od (Years) .. . .. . !"" . . • • Prec~pitation Values 24 Hour Duration 6 Hour Duration MAP VALUE (inches) CORRECTED VALUE MAP VALUE CORRECTED VALUE 2 I. ~ 5 "L. 10 ~.7 'Z... I o '3. 25 .,. ."1. ~-It.. t...j,Q 3·9.$"' so 3. (.. 3. ~ [ y,t... '-/.Y~ 100 y .... ::r l . '& '--· 4 Q .., '-\ , .... ~ ----- - 'i'/.,.o.> .... '/' __::. __'. ___ -- --------- ---- -- . .....,-- -- -·---- .:~~---,-_-_[-=----~--~-~---_-_ ~-----~---"-l. -:;;..~1-c-- ~ -- a:;f ~ ~i ---~,;;r,.:~-- a.----------- ..-- ------------+-___:(..=~...:'~'...:.~-+-~~=-~.l..."')~-+--_;(_=-=~:.:;~!>-~.:.__+_ __:C.::.:c..=~::.;-!l::L,C)_ _ __ ..__________t.:nu .. 0 '2.3_~0 0 -z ... ---------·~..:~'1~ _0. s3 ...----._l.L'L::L _________'] ________ \._I__'] ____ _ --- ________:z...l.l~-- .. .... --·~ \Q ... _ ,.- -------- -----·--------------- --- --------------------·-- ..... --------------- . ---· ----- ------- - - -·· I.(./ r ""' RESERVOIR ROUTING FOR: CF'# 15 ~ 1 00-YEHF: HYDF:OGEAF'H .. CAF' LEVEE STORAGE . WOF:f< ING TABLE: . STAGE ( ft) 2380.00 2383.00 2385.00 2387.00 2389.00 2390.00 OUTFLOW 0/2 (cfs) (cfs) .00 650. (H) 1500.00 2400.00 3100.00 3500.00 STOF:AGE (ac-ft) S/DT (cfs) S/DT+0/2 (cfs) .oo .oo .oo 325.00 750.00 1200.00 1550.00 1750.00 10.40 37.80 82.90 149.90 191. 70 .oo 1510.08 5488.56 12037.08 21765.48 27834.84 1835.08 6238.56 13237.08 23315.48 29584.84 INFLOl~ S/DT+0/2 OUTFLOW STORAGE ROUTING TABLE: ,. STEF' TI~1E (min) . .. . .. . . . . . . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 24 25 26 28 29 30 31 .00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00 55 • (H) 60.00 65.00 70.00 75.00 80.00 85.00 90.00 95 .. 00 100.00 105.00 110.00 115.00 120.00 125.00 130.00 135.00 140.00 145.00 150.00 155.00 160.00 165.00 (cfs) .00 44.25 88.51 188.54 298.30 421.74 550.97 690.01 836.94 998.26 1180.59 1363.83 1549 .. 70 1739.46 1960.74 2182.01 2466.26 2753.03 3021.09 3284.85 3506.24 3706.27 3803.00 3598.99 3458.59 3308.12 3158.43 3011.51 2865.21 2727.14 2589.06 2457.52 2326.53 221 b. 11 (cfs) .00 22. 13 80.67 190.62 366.52 596.72 871.71 1183.43 1527.73 1904.19 2330.28 2856.90 3466.42 4146. 11 4900.11 5729.85 6652.15 7708.63 8906.64 10216.50 11600.49 13017.21 14400.12 15620.33 16583.59 17334.52 17883.20 18245.47 18435.97 18471.06 18365.63 18132.71 17784.71 17340.17 (cfs) (ac-f t) • i)(J • 00 7.E.4 . 13 .46 1. 08 2.08 3.38 4.94 6.71 8.66 10.83 13.48 16.76 20.55 24.78 29.47 34.63 40.47 47.27 28.57 129.82 211. 36 308.77 419.18 541. 13 663.34 745.59 847.24 964.'70 109·6. 10 1241.64 1401.80 1553. 19 1689.05 1843. 11 ::o 11 . 56 2169.54 2371.72 2480.78 2565.53 2632.43 2684.59 2722.70 2747.86 2761.09 54. '7''7· 63 .. 43 72.35 81.48 "7'0. 63 STAGE ( ft) 2380.00 2380.04 z::.ao . 13 2380.31 2380~60 23;30. 98 2381.43 2381.93 23:32.50 23:33.03 2383.22 2383.46 2383.74 2384.05 23:34.39 2384.77 :2385.12 2385~42 2385.76 2356.14 2386.53 2386.94 2387.23 98.74 105. 15 110. 14 113.79 116. 20 2387.47 117. 46 2756.21 2740.03 2715.86 117. 69 116.99 2388.03 2388.04 2388.02 115.45 2387. '7'7 - 113.13 2387.90 2684. '7'8 110. 18 2307.81 2387.66 2387.81 2387.92 2387. 9':."? ... ... ... __ · .... "" ... ... ... .... Ill· . L--~ 0 I,. ~ ~ " h .,._ ':) h " \ .,...... "" N I ~ "" "' M- ~ ------------~---·-------·--·.-0-·· cr "'- "' ---·- ~ N "' "" ~~. '~' 'c ''" - 0 ~ "' •.)' '' '· -,., __ ' .,. - --, ' J '-' t' --, I~ f'- r-.:. ~. ""· ~ '-J.} 1., ·' ~, c .. "' ;, " c't- '- ... ~ ~---- -1 ,,, 0 0 '-" 0 0 0 0 \::: ... ... . ... . . . . ... ... ... ... -----: :~~, ~J ~ I, '~:-t- n --~ Q :..:..__~ )'- ,.._, ~ I ' I' i J I <:' ',. c{ ?~V··· t ' .-, I I' "" ·r; \< "" "<;:::_ " I ~ N>- "' N ('!-~ ""' "' c-1 ,.J cr. D " <:-\- "' "" '-' :;: \•) l!.J -.1 II "' "' c~ \, ~ -f<'"r ~--j «;) II ~ ,, ~ > ·-"' '.-,. I· ,-, \...:_. -l ~~ '· '..... \ ,.,.., _"'0"' __ _ 0 0 ::;·- .,., ~ • "'" ~ " 0 0 " ""' iS' = ~ "' L. 0 ~ I\ "' t., c:) .. II ' '-"' .._, ~ u LW Vl :r '-"' N N '-9 ~ N c <> 0 N 0 "' '"' "' 0 ~ Q Q :r Q . ~ 0 0 "" r l' N - - - -· ""' "" ""'·-~----- ---- ""' !"'. ""' Ill"- . . . . 0 ~ "' ~ "' "' ~ "- • 0 i ~ I I I I I 1. I ! , " ~ c ~ ~ "' '-' ~ ~ "'- ., "' 0'~ - '-" "" "' \<> "' ~ "" "' ---------------~---------·---- - - - .. .. - - - - - -· "" "' '-"' ------------~ \9 ~ N ------ "' """'"' -- "-::: '. ~ "'II ,, 0- '- ' \. • .l --. ~-- ~~ 1.. '- ----- ---- 0 ~ "' = "' "' "' "" ..... , 0 0 , 0 0 c " ... - - - - - - - c-l· "' "" "' 0 '-'> ~ ~ I I I 1/ = cr. ~ "' = •• '"'"" "" I .· \ ~ ·~0 ~ , "''\,,~,z--::--­ 1( N c if; '-.) '-I-> ""' ~ ""' • "' , 0 :; ~ • 0 M N 0 0 ~ =I '"'I ~ 0 0 ~ ~ ~ ""' Q " "' fV' ~ .- ""'' Nl ~ N .._. ~ .. • - - - .. - SAMPLE INPUT CROSS-SECTION FOR PROGRAM ''NORMAL'' WITH INPUT LEGEND A SAi1PLE INPUT FILE TO F'ROGRAi·1 SINGLE CROSS-SECTION: "NOR~1AL" IS SHOWN BELOW. THE INPUT FILE IS FOR A COLU~1N 1 3 4 10 67. 0 60.0 3 65.0 135.0 ..J # 6 .060 -.025 ~ 7 8 9 65.0 -104.0 66.0 170.0 62.0 69.0 LINE # · 1 2 4 5 LINE # 1-2 10 SAMPLE WASH SAMPLE CROSS-SECTION . 01 67.5 60. 0 COLUi1N # 1-10 500 0.0 115.0 77 ·'-' 66.0 65.0 -158. 0 ~ 113.0 -190.0 VARIABLE TITLE CARDS 3 1 SLOPE CFT\FTl 3 2 DISCHARGE CCFS) OR WATER SURFACE ELEVATION CFTl 3 3 INTEGER NUMBER OF POINTS IN CROSS-SECTION 3 4 INTEGER NUMBER OF SUB-SECTIONS IN CROSS-SECTION CIF THIS VALUE IS NEGATIVE THEN THE VALUE OF LINE 3. COLUMN 2 IS USED AS THE WATER SURFACE EVEVATION AND THE PROGRAM SOLVES FOR THE DISCHARGE AT THAT ELEVATION OTHERWISE THE PROGRAM SOLVES FOR WATER SURFACE ELEVATION) 3 5-10 3 9 4-5 1-10 ~1ANN I NG 'S "n" VALUES (ONE FOR EACH SUB-SECT I ON) . CHANNEL "n" VALUES SHOULD BE INPUT AS NEGATIVE. NUMBER OF POINTS IN CROSS-SECTION X-SECTION DATA 4 - - .01670 2379.0 2377.0 2376.() 2376.8 2378.0 1382 964.0 1111.0 1147.0 1220.0 1358.0 3 2378.0 1000.0 2376.0 1114.0 2377.0 1155.0 2377.0 -1232.0 2378.6 1408.0 •1 2377.() 2376.0 2376.6 2378.0 .045 1071).0 1118.0 1172.(l 1288.0 • 1 2376.9 2376.7 PHASE IV SAN .JOAQUIN ESTATES (890151 • .01000 2373.0 2370.0 2371. 0 2372.4 2372.0 1 ,::;82 1000.0 1112.4 1181).0 1282.0 1396.(1 2372.0 2371.0 2371).3 2372.0 2373.(1 1 "045 llClO.O 2371~0 1115~6 2372.0 2371.0 2372.0 12i.)8.4 1306.f) 1434.0 F'HASE IV SAN JOAQUIN ESTATES (89015) 6 .045 • 002.30 103 10 1 2362. o tooo. o 23.::.1. o 1010 .. o 2361. o 2361~() 1090.0 2360.(l 1105.0 2360.0 - 1105.2 1140.0 122t3. (i ·"""""!-:~,,...., ~ ..::.. ..:• I..::..."·-! 1046~ o 2~:-,sc'. s 11li).O 1176.(~ 1252. f:J' 1385. l~) to4c?. o 1114.0 23·:S1. 2362.0 li.)::.:2. () 1.200. (' 2358.0 2358.(:) 1123.1:) 1240.0 PHASE IV SAN JOAQUIN ESTATES <89015) 7 - .01000 2358.5 2357.3 2358.3 1000.0 1135.0 1264.0 11 1 2358.0 2358.0 1052.1) 1144.0 .045 2357.5 2358.1) PHASE IV SAN JOAQUIN ESTATES (89015) D1 - .0104 63.53 60.93 64 2690 2900 8 62.70 61.86 1 2740 2973 1058.0 1214.() 2358.0 2357.3 1063.0 1220.0 2790 3023 61~48 .2800 60. ~77 ..;_;;_:::;,'::J'...J 3415 59.53 3465 ::.s:·. 58 347C' • o::::.u 61.72 62. 6~.) PHASE IV SAN JOAQUIN ESTATES (89015l .. D2 - .0100 61.40 59 a 80 61 3200 35 .)0 6 5·7'. 51 .030 1 5'7'. 2(.! 1 PHASE IV SAN JOAQUIN ESTATES (89015) D3 .0078 59.80 59.87 103 6 3500 3794 59.64 1 3530 .030 58~ 4:3 3744 - - .. - - - - - - - PHASE IV SAN JOAQUIN ESTATES CROSS-SECTION - (89(:l15~ 1 W.SEL - D I SCHf~F\GE = SLOFE = 2377~49 • 1) SECTION AND SUBSECTION HYDRAULIC DATA TOTAL SUBE3ECT I ON #: SECTION (CFS) = DISCHARGE VELOCITY (FT,..-'S) 1382. 05 ~ = •,.) . :381 TOFWIDTH (FT) = DEPTH = 4b 1. 23 461. 23 DEF'TH (FT) = 1. 83 1. 83 HYD. DEF'TH (FT) = .88 .88 WET. F'ERII4. \FT) = 461 .. 41 HiD. RADIUS ~. FT) = ~88 -- .04 .64 t·1ANNINGS N VP,LUE = .0450 • (::45 1. ) VELOCITY FROUDE NUt·iBEF SUBSECTION 1 - STATION 1305.00 1382~20 TO STATION 1840.00 .0125 ,. ' "" .. . - -.. PHASE IV SAN JOAQUIN ESTATES ,CROSS-SECTIOND I SCHAF:GE = C890151 4 1 ~582. 237\3 ~ 24 .0167 SECTION AND SUBSECTION HYDRAULIC DATA TOTAL SECTION IGS N \.!r=-"'.JLUE = 045(l FROUDE NUMBER. SUBSECTION 1 -STATION 1000.0!) H ~ ·ro l)4::_i(l .0100 .. . .. .. - PHASE IV SAN JOAQUIN ESTATE3 (89015) CROSS--SECT I ON 6 DISCHAFGE ::::: 103~ SLDFE - lrJSEL - SECTION AND SUBSECTION HYDRAULIC DATA TOTAL SUBSECT I 01\1 # SECTION DISCHARGE 'iELOCITY \CFS:O .e •··es 30128. LENGTH TO CENTER OF GRAVITY (Leal: INCREMENTAL CHANGE IN LENGTH 2. ·-·..:... 2. 61 2.61 2.95 "'~· 91 ..,, 80 ~· ·-·" 16 ..::.~ 17 ·-·. .,." .95 ·-·. 58 4. 48 ·-·. " 3. 28 3. 53 4. 00 e 01 "'· SOIL GROUF'S - -... 50. 50. 'l.. B, !. D, CN= 82, CN= 91, IMPERVIOUS COVER= PEAK DISCHARGE ! '{, 0 507 .. 19 3. 3t:. 3~ I to 1. 41 508.79 1. 41 3834.81 5.36 715.70 507.19 ::.. 36 1. 41 508 .. 79 1. 41 .79 .79 . 04·50 .0450 142.00 TO . 294. 00 2390. 90 280. 00 256 00 2391 20 '":1-::'0'":! STATION 720.00 . . 592 00 . 0167 ... .. . .. .. .. MANNING RATING FOR SAN .JDAGJU IN ESTATES WASHES CROSS-SECTION 15 WITH BEFM . 00 STA: ELEV: 2390. 50 STA: ELE'J: 188. 00 2388. 90 STA: ELEV: STA: ELEV: ' . .""":!"..., _ ._ .00 e• 92~ 142. 00 2388. 00 00 2389 00 00 2389. 00 (H) 212. 00 21.:::,. 00 2388. 00 2388. 00 2389. (l(i 2389. 00 304. 00 2388. 70 318. 00 2388. 00 340. 00 2389. 00 400. 00 2388. 00 414. 00 2389. 00 560. 00 2387. 80 588. 00 2388. 00 632. 00 2387. 40 664. 00 2388. 00 STA: ELEV: 786. 00 2387. 00 812 . 00 2388. 00 952. 00 2387. 00 STf:i: 1056. 00 2387. 00 1070. 00 2386. 80 1080. 00 2387. (H) ELEV: DISCHARGE = 2390. 00 204. 3834. ·..Jbm . WSEL -~e-' ..::..-...Jb. Ot) 146. 00 2387. 60 2388. 00 276. 00 2388. 00 23.88. 00 "" ·.. - .. ... SUBSECTION 1 = = = = = = = = = = = STATION 3834.40 3.60 1066.21 937.68 2.88 1. 14 700. 00 2388. 00 2387. 00 966. 00 2386. 00 998. 00 2386. 00 1010. 00 2387. 00 1034. 00 2387. 30 1 168. 00 2388. 00 1 188. 00 2389 . 00 1208u 00 2390. 00 2388.88 SLOF'E = SUBSECTim< #: 1 ~: ') I 3834.40 3.60 1066.21 ,; 7 937.68 ;:. , i f 938.20 1. 14 .59 .0450 .oo e -• ,J ..::.o. 684. 00 2389. 00 = ,' 286. 01.) 00 2388. 00 TOTAL SECTION (CFS) DISCHARGE HYD. DEPTH WET. PERIM. CFT) HYD. RADIUS CFT> FROUDE NUMBER MANNINGS N VALUE SUBSECTION 1 = = = = = = = = = = = STATION 1 2891. 10 2891.10 C" 5.52 ....J • C"·l ._)~ 523. 6<) 523. 6<) 294.70 294.70 2. 2. <)2 1. 78 l)2 1. 78 • I ..:;a 2'=14. 92 1. 78 .73 .0450 .0450 294.92 1. 78 218.00 TO STATION 620.00 512. 00 .. .. - - -- ·-·- ---------- ---- - - .. ... ,. . ... - ... ... ,.. r ' -- 1 --J - J J ~ ~: 110 1 II , r l ' J .. - - - ... ... ,.. r- II J "' uJ 0 j N _, 0 ~ 0 ~ T tV 7 -r 0 ~ T () cJ :.r N ,, 10 ,, ~ ~ , J /) , 0 c., j ' 9 M ? .,1 ·~ Q ') 0 - .. - , ' , j '' I 7 r - - II 1 .J .J --·-- ·-·-·------ .. .. .. .. .. - --·---- - ,.._ ,.. ,.. ,.. - - - .. ---·----- - -- --- -- --- 2 IJ t- o ut V1 Q J 1' ~ ~ J llj -1. ,. vi __ \--_ '\. ..J J. VI - . - -· ----· - . .. - . -... \J.I ---------- - - - - - r"' -- -- -- - - -. ""0 "' "" "' .:~"'\ '-.!) ""' "' :r 6' .,... 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J/:::. 5.oZ8 rPS -·· CJc:=(f).OZl/S pP-;.)x { 7.tJ F=rL) = 55:17 eF5 oR- (35./7)X Z=- 70.~ CF.5 /N &:>T/1 Dt7CHE5 .4.t.o#tD tl~ .:Z:Z~· ~/00.: ZZ. t!FS /N ~Asr Pm:~ t9 ef:S ;N ~ES/ D/Tel/;· s=.O/ rr/rr; /J' .Oz.5j 4--rd-:./.o rr: A:J.tJ F=r2·P=/C.3Z, ~r. £~.~753 Jl'~f'-.0'1 rP5 ac= (7.0 FrZ){1.5'f r:?S)-=- gz~;Z. c~s /N /E~If FIGURE 6 17 zJ/re# .·. r r PROJECT JOB NO. SAH :JO/ ::.:J!!./N~-------­ "'"[/;/-3f{> -8/o [)ESIGNEP BY ..:=::rD~~M~----­ TruMBLE JE}GINEERil\Xl, INC DATE SHEET CHECKEP BY - - - - - - - - D A T E - - - - / r ,.. ( t ,.. r 3.o'- I z.o'_: r ,. r r c,r:-.s t'46Z reorYJ "'C."' rs=- .o/ ,cr./r-r. /8 fl!cff7 fz t:>r= ().;oo:. 118 . l'IHt-~t-1 I f·~GS .. t·l H t-H-l I t-l G ~; _. TF.:RPEZOIDqL CHRt-lNEL ffl~~"e& ,. ' Lnr·;Y~J,-Ii-1 'P!UtN~ "t::>'' C}.~;:;~EGt'EHCY- tOo YIZ ,.. r //o.ez.. Ve-.£1. j>D(,) TF.:APE2'0 I DAL CHAHr-JEL r 5ct'lt.E DfiE: t-t=e.t1t.r HlV:::l,U8 F:/FT b=22. se, FT b=22.8~ FT Ll=l.54 Fi !•=2. 5iJ FT ¥=11. 58 Ff'S S=8.8!03 K=l2.99 E=3.6~ D~=l.4"5 FT FT V;:;15.~t FT.-n FFS E=6.12 F: Itl1=2.(:7 FT F>.=:.<: FR=1.79 FIGURE 7 OF / r r' ,.. ,.. .,. ,.. PROJECT _ _ _ _ _ _ _ _ • _ _ _ _ __ JOB NO. TEl-~-~ DESIGNED BY c::.:J;..:::D:.:...rvl~---- DATE--SHEET CHECKED BY - - - - - - - DATE - - - t OF_.__ cr/Zo=- 41g e,cs t'"?oZ e.cs -/'.eC>m "c'' ~ /t. /ico/77 ?Dt;) ( /);.0/C.. <' .s ... , 0/ h-/r:r fi2an? r/Z.=- /. GS Zl::• V.://.5 FPS Ji;,z. /h.J-1t:- VS/S: /JIJ-+tVN//1.16 S D· /.s-9' .&r. r/2. "> •.&Cs. - Z./G "r. ,Z-4£)/o5 a/=' Cv,et/.#7Vi2c .? 4 rc. ~1 [CI/.S"ftz-s.os'J7 rc > t3Z-Z)CIS4) J [\1-w] <3 '-~ 2(,7.5 l=r r:>.rGs/G.AI tG ::. 2&5:~ I :5cJ?E.i!E~EI//1r/ON A-T .<(IV· ,. fc>7./fL- No eRoS> ,.. ' vz 5 .BEA/D/U//o &4-/f/J:::/A/6): u.J _f( I/.5J2(z..s.o8'~7 rc..- ~ t:~z.z){z&s.s-~ =- • 3c; Fr. Pcni·i Z:V£ ~ .SV?E.2&£t/4noAI- /./ .SC,Oi=t _.(f£"Et:ED S/N'CE .,?O?EREq{//J-r7o,l'l/ PcPr# .PoEs -vor EKcEEI? t'K.t71C#- DEPT# /!Nv NO /r¥0.4/fV.&Ic.- ::ruMP W/C..C.. accoz .. • " • "r. FiGURE 9 20 r r r r ' ... . r zoe' -· ... ... '?: I 0LO ff. '7 10'' C71A. tllli-JILPLAC£.17 co~BLE !"' .. - ... · ~------------------~NTs ..__,..,7... 1.... -r-~ 1 z.c~· _ _ Q/<>O" ..,oz. c.Fs n:.oz.-:> S = .01 ,t:r/Fr. v-= 3.93 FPS ,<}7 d= . "!:> z.. F £ Er r2 , (j. 11 k=-~-9-!> Dc=o.-s-o F.E~ FIGURE 10 DETAIL OF OUTLET TO DRAINAGEWAY "D" r r r ; r CONCLUSIONS This report has shown that the proposed subdivision will be adequately protected during the 100 year storm event and that this development will not adversely impact downstream landowners. The finished floor elevation~for the various lots have been set at a minimum of one foot above the adjacent drainage ditch top of bank or the greatest adjacent 100 year water surface r elevation in one of the drainage channels. It has also been demonstrated that the numerous drainage ditches along the onsite streets, and the improved r drainage channel will have more than adequate capacity to convey the r channel will have a flaired outlet constructed at the western property line to appropriate 100 year peak discharge. In addition, the improved drainage reduce the velocity of the flow discharging out of the drainageway to, at or below the velocities in the existing, natural channels. r r r ~ r , ~ r 22 r ' ,.. .. .. - . .. ... ... ' ( AP P E NDI X Rainfall Data Soils Map Hydrologic Computation Sheets HEC-2 Computer Program Output . . ... -... ... 23 ' r r ' ,.. RAINFALL· DATA SHEET· i r · .Return Period (Years) Precioitation Values Cinches) . 6 Hour Duration 24 Hour Duration Map r Value 2 r 5 r 10 ! Corrected Value Map Value Corrected Value /. B-5. ;,80 2.1~ 2.1] 1.1/~ 2. 3-5' 2.70 ZB?' . 2.(9<{ 2.05 3:~o 3.30 r 25 ~-~~ 3./Z. 3."10 3.90 ,.. so 3.'55 3. -5'" z:. ~.40 '1,40 100 3.90 3.10 4' .'\0 .Lf. '70 r . ,.. ,.. r' I"' I ,.. ,.. ~-1- =-D. Oil + ,q4z.( 1.8o'f/Z.Il -:.: too"" 1.3q'S''.,. t.40 ,. .4'14 + .75'5 (_ 3.~o)"l-/4f10 ~ 2.64" r• 'Longitude . //fp ./0 I· Latitude r 7 ... 7 ~ i 6 6 5 5 ' 4 4 r ""' ....; 0 ~ r..&. ' I 3 ,.. ...' .J ~2 2 ... -... o~----------~------~--------~--~----~--------~0 !I" ... 2 5 10 ·Return Period in Years, 25 50 Portio I -' Duration Series Precipitation Depth Versus Return Period For· Portio' - Duroti-;n Series 100 • •' : / I • ·. !/ .. ~·· · f.) i .. ... }' '-• r PIMA COUNTY MET~~OD PEAK DISCHARGE CO~PUTATION JOB NO. 1'El-340-87 DATE PREPARED: 2/21/87 Precared bv: JAY MOSLEY ~ame and Locat1on: SAN JOAQUIN ESTATES Drainage Concer1tration Point: OFFSITE A ... . Watet'shed Area ( R) : LeYH;1t h of Watet... cout... se (Lei Lenath . to Cer1t et" of Gr--avitv ' 182.00 Act··es (Lea) : 6800 .. 3200. ft. f1;. ( Cha~ce Chance in Lent;thCL>-ft. -~'~i~?!aY·t E-800. 00 SJ.•:•:_.e (Eic) in ElevationCrl1-ft. 102.00 ~ L0 ... 3~ 2:()("· J. )-"1~ ... b3 ~--. ·. \<:::.•.' ... ... .. .. l ·:·: • 2u 6,':.;(_! ... . 0'~:-e::. _-=::t r: e.c·r"·-e,,:;) VY'S. f:i ,---ea. :_ \.' ·3 ~- J c..;: ~ ~:::: !"''cS'' i? :: \.' 2 ..:. ,__ ; E : . - .. - - PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-87 DRTE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Nan1e a r-od Lc•cat 1on: SAN JOAQUIN ESTRTES Drainape Concentration Point: OFFSITE A Watershed Area ..c-n .:··:=:- c:) r r1 I"" .! ,'. PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-87 DATE PRE~ARED: 2/21/87 Preoareo ov: JAY MOS~EY Name and Locat1on: SAN JOAQUIN ESTATES Draina~e Concentration Point: O~FSJTE A Watershed Rrea IR): 182.00 Lenqth of Watercourse ~:::_-:-·v··<~·'-=~- .. ; I=- r;,,_J t"'c:-:_;=- . . .. . ,.. . .. .• CO c:;~ :c::-: """',' '., - _,_. '2 •..I .::- :·•. v !·\-!-( t.;;;:: ~ \..' - V"r"'S .. 2- t: - c ; rfil n. ·i I · \.1 c' r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION ' r I JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared bv: JAY MOSLEY Name ana LocatJon: SAN JOAQUIN ESTATES Dr'aina~e Concentration Point: OFFSITE B Watershed Area (A): Lenqth of Watercourse 15.8(1 Acres (Lea) : 1840. 740. (Lc) : Lenqth_to Center of Gravitv f ChanQe in Lenqth(L)-ft. ~ea ·:...1 Chanoe in Elevation(Hf-ft. 1840.00 S l •:• :Je t Sc) : Basin Factor(no)~ :::;241,2::"+ ;:•t:. ((; ft. ft. Hr-·eeJ Hl"ea -~ f"IOIJf'·) liOU-r-") i~r·-e.;;~ Val uP: Va : _ ue:·: Vai ue~ ::. ;~;)a I c '-'" ~:\i(S)! I .. '+C7 ~a1r1fa!i --'(: _ l_i'··:·-'f-c-: .. .. . . )'~. 1 n~ J.n .. ,. . . . n~ 1 ~ea~ In~ensitv (J.) at Tc~ Ra't.e \c) a."C ·.c~ St~t!:J:~iv D1sc~aros~ 1~008cq(ac!~esJ 1 ln .. /hy-~ (f UY:C"':" J. C'"! 0 -~':: r r r' PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Pt•eoared by: JAY MOSLEY Name arod Locatioro: SAN JOAQUIN ESTATES Drai roage Concerotrat ion Point: OFFSITE B r Watershed Area : 15.80 Length of Watercourse 3.900 i r-r. 3. 120 i "fr. 2.300 i rr. 2 .. 580 i .,..., .. 2.757 i Y"l. 100. ~ At·ea l Value: 25 yt""S. iY"l- Ar... eal Pn--eal Ar"'eal Value: Value: i i Va luE:-:o: irr .. At"'ea: l Value: 1 i'"r. y-,. n. B Cover tyoelsl: DESERT BRUSH Cover Density(oervious area) 20. Imoervious cover: CN Is I : 83 CN(s): 9'3 :1. :1. IEXISTINGI (oervious areas) CN*(s): BS~ 11 (1moerv1ovs areas) CN* .949 Cimoerv1ous areas) .497 1 in./hr. (function of i) Runoff Supoly Ratelol: .330 o-0.4 hrs. (fuy-,ctiC~"('• of a) Time of Concentratior.CTc) 9.00 rn 1 r, .. Iterat1ve Solut1on of Tc: E.• 53 i Yh ih't"'. Rainfall Intensity (i) at Tc: 1 r•. /hr .. Runoff Supply Rate Col at Tc: 52. cfs. Peak Discharge: 1.008aACacres): Rul""rr:rff to RairrfaJ.l Ratio(s)., (C): ·.~ ' r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION ,. JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Corocerotratioro Point: OFFSITE B J ,.. Watershed Area Watershed Tyoelsl: SUBURBAN Basin Factorlnbl: ... P24<24 hcn..tr) : P616 hc~u·r·>: Pl I 1 hour): P2(2 hc~ur) : P313 hOU'r"") : .. 4.900 3.900 2.840 3.201 3.443 .034 (EXISTING> Flood Freouency: 100 yrs. Areal Areal Areal At•eal At•eal in • in. i Y"t. i i Y"t. l'"l. Value: i i i i i Value: Value: Value: Value: Y"l. Y"l. Y't. Y"t. Y'l. Soil Grouo(sl 100. ~ B Cover type Is): DESERT BRUSH Cetvet"' .. - 83 99 (oervious areas) (imoervious areas) • - ~ .575 .959 Peak Discnarge: .. ~ CN*(s): 87.42 CN*(s): 99.00 Runoff Suooly Ratelol: • 594 Time of Concentra~ion(Tc>: • 307 Iterative Solution of Tc: 8. Rainfall Intensity (i) at Tc: 8. Runoff Suooly Rate (o) at Tc~ 5. . . CNisl: CN Is) : at""ea): 20. Imoervietus cover: Dertsity : Length of Watercourse -ft. 130.00 8800.00 Mea.-, S 1 c:•oe : SUBURBAN .035 (EXISTING> Flood Freouency: Basin Factor(nb): ... P24<24 hout"') : P6<6 hout") : 3.300 i Yr. 2.650 in. . Pl ( 1 hout") : 2.000 P2C2 hC•U'r"') : P3(3 hout") : 2.222 in. 2.370 i l'"L. S•:d l .. - - -. - ... Gy-ouo (s): 100. Ar-eal Ar-ea 1 Areal Ar-eal Al'eal ll'"r. Value: Valr.Je: Va..lue: Value: Value: 10 yr·s. i ,..,. i Yr. i Y"r. i rr .. i YJ., 1.. 8 Cover tyoe·atic•Y• Point: OFFSITE C Watershed Area : 148.00 Length of Watercourse (Lc>: Length-to Center of Gravity (Lea): Acres 8800. ft. 4100. ft. f Change in Length-ft. ,. Change in Elevation ImQervious cover: ... . - - • .. Ci'!* ( s ) : Ci\i*(s): (C): 86. 11 99.00 .474 Coet"'vious areas) .. 949 Cimoerv1ous areas) in./hr. (function of i) Rur1off Suoolv Rate(o): . 478 i Time c,f Co_r-jcent·r"·atJ.•:;.-,.~~(ic): .. 93'3 u-0.4 ht""S. (fttY"ICtic'rl of Iterative Solution of Tc: 35.00 min. Rainfall Intens1tv (i) at Tc: 3.29 in./hr. Runoff Sudoly Rate (ol at Tc: 1.57 in./hr .. Peak Discharqe: i.OOBaA(acres): 235. cfs. a) r r ... I PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoat•ed by: JAY MOSLEY Name ar•d Locatic•n: SAN JOAQUIN ESTATES Drainage Cor,centt•atic•r• Point: OFFSITE C Watershed Area : 148.00 Length of Watercourse : Flood Frecuer.cv: 100 yrs. 7 ~- Sc~i l G·r"'.:: 25.20 Length C•f Watercourse (Lei : Length.to Center of Gravity Flood Ft"'eCJ uer•cy: 3.300 i P2C2 P3(3 i YJ. i 1""1. in. i 1'"1. 100. Y. B Value: i Value: in. Areal Value: At'eal Value: Ar-eal Va.lue: i l'"l. i rr. i r ... At"'eal Ar--eal Y"l. 2.650 2.000 2 .. 222 2.370 10 yrs. Y1,. Cover tyoelsl: DESERT BRUSH Cover DensityCoerv1ous area) 20. Imcervious cover: 5. CN ( s 1 : CN Cs I : ,.. Change 2010.00 r'\-·rean Slooe(Sc): P24124 hour): P6<6 hou·r"') : Pl ( 1 hetur) ... ... Acres 2010. ft. 880. ft. Coervious areas) areas) Cim~ervious ~ .942 Cimoervious areas> in./hr. (function of i) .427 i Runoff Suooly Rate(o): Time of Concentration(Tc) . 354 o-0. 4 ht"'s. ( funct i or-s C•f o) 1 1 .. 00 rn i r1 .. Iterative Solution of Tc: c: .-..-. ...;.c.c. i .,...,,. /ht". Rainfall Intensity (i) at Tc: 2.23 i Yo. /hr-. Runoff Suooly Rate (c) at Tc: Peak Discharge: 1.008oA(acres): 57. cfs. r r ,.. ,.. I PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Concentration Point: OFFSITE D Watershed Area : 25.20 Length of Watercourse !Lcl: Length.to Center of Gravity ILea): Change in Length: WatErshed Tyoelsl: SUBURBAN Basin Factor(nb): P24!24 P616 hC!IJr) 3.900 i : ho'~lt"') .. - .. -,.. .. ,. CN*(s): 99.00 .474 (oervious areas) .949 (imcervious areas) .497 i in./hr. (function of i) . 333 o-0. 4 ht... s. ( funct i or1 of o) Runoff Suooly Rate(o): Tirne of ConcentrationCTc) '3.00 rnin .. Iterative Solution of Tc: 5 .. 53 i Y"l .. /h'r"'. Rair1fall Intensitv (i) at Tc: Runoff Sucoly Rate (c) at Tc: 3.25 in./nr. Pea~ Discharge: l.OOSoACacres): 83. cfs . r r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared bv: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Concentration Point: OFFSITE D ,. I Watershed Area Hl>: 25.20 Length of' Watercourse (Lei: Length. to Center of Gravity (Leal: Change in LengthCLJ-ft. ,. ,. 2010. f't. 880. f't. Char,ge in Elevatic•n(~f-f't. 37.00 2010.00 .018Ft./Ft. l'tlear1 Slc•oe CSc): Watershed Tyoe(sJ: SUBURBAN Basin Factor(nb>: P24<24 .. Acres hc•Ut"') : .034 (EXISTING> Flood Freauency: 100 yrs. 4.900 i Areal Value: H>'eal Value: Areal Value: H>'ea l Value: l"l. P6<5 P1 ( 1 hout") : hout""') : 3.900 in. 2.840 i Y"l. P2C2 : hout"') : 3.201 P313 CEXISTIJ~GJ in. 3.443 i Yt. hcrU"r"') Sc•il Gr--c•qo(s): 100 .. r. Pn·--ea l Value: i i r-.. l""l- i n. i Y"la iYh B Cover tyoe(sl: DESERT BRUSH ... - Cover DensitvCoervious area) c:o .. lmoervious cover: : 83 CN ( s I : 9'3 [;i\1 ( s) Rl~tnr:•ff (oervious areas) (imoervious areas) t.•:• Rai-r1fall R<=:ttio Runoff Suooly Rate(o): Time of Concentratior-J(Tc): ... .. -. ~ ;i. ;i. CN*(s): 87.42 C~*(s): 99.00 • 575 (oe-r"'vious aY'eas) .959 (irooervious areas) .594 i in./nr. (function of i) .310 a-0 .. 4 hrs. (f,_,nctior, of c) ([:): Iterative Solution of Tc: 8.00 min. Rail'"1fall IY"1tensity ( i ) at Tc: 8.4'3 ir1./ht" .. Runoff Suooly Rate Co) at Tc: 5.04 in./hr . Peak Discnarqe: 1.008oA(acres): 128. cfs .. r r \ ' ... .. PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Locatior,: SAN JOAQUIN ESTATES Drainage Cconcerotration Poir.t: OFFSITE E Watershed Area : 197.00 Length or Watercour·se : Length -teo Center Cor Gravity 300 i 1"1. i ·n. E·50 ~2.000 in. ·=· 222 in .. 0-· 2. 370 in. Areal At•ea 1 Rreal At•eal Ar-eal 7 ~- ·:> 100. F 1 oc1d F"r''ea uer,cv: Value: Value: Value: Valcoe: Value: l0 yt·s • i Y'l .. i Y"l. i l"l. i .,..,. i rr .. 1. B Cover tyoe(s): DESERT BRUSH Cover Density: Time of Concentration(Tc) 33.00 m i r-... Iterative Solution of Tc: Rainfall Intensitv (i) at Tc: 2.96 ir•• /ht"'. Runoff Suoolv Rate (a) at Tc~ 1.20 in. /hr. Peak Discharoe: l.OOSoA(acres): 238. cfs. r . ... PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Conce~otratioro Point: OFFSITE E Watershed Area : 197.00 Length of Watercourse : 3.900 in .. PO ( 6 ht:tUt"") : Pl ( 1 hom·): P2<2 hoUY'): wo 1~:::0 2.300 2.580 P3 (3 hout""): 2.757 ..,. Soil Grouo(s) 100. i i i i Areal Ar•eal Areal Ar·eal Areal Y"l. "!'"!. YJ., Y'l. Value: Value: Value: Value: Value: 25 V~""S. iYh ir"!i Y"h i y-, .. ir-.. % B Cover tyoeCsl: DESERT BRUSH Cover Density(oervious area) 20.. :'Ia Imoervious cover: 1. Y. CN : Iterative Solution of Tc: .474 Coervious areas) .949 (imoervious areas) .478 i in./hr. Cfunctic•ro C•f ll IY"1ter-tsitv (i) at • 793 o-0. 4 ht""S. 28.00 min. Tc: 3w77 ir-t./i1r. Runoff Suooly Rate (o) at Tc: Rainfall Peak Discharqe: 1.008oA(acres): 1. 80 iY"1. (fur,ctioi"'J of a) /hr .. 358. cfs . 1'1· r r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Concentration Point: OFFSITE E • Watershed Area C> Length or Watercourse : Length.to Center or Gravity (Lea): Charoge iro Length(L)-ft. ... 7200.00 Mean SlooeO. rt. Change in Elevation(~/-ft. 116.00 • 016 Ft./Ft. Watershed Tyoe: P6<6 hout' l : p 1 ( 1 • hour): P2<2 hc•ttt"' > : P313 hom·) : .. 035 Time of Concentration(Tc>: Iterative Solution of Tc: 23.00 min. Rainfall Intensity (i) at Tc: 5.23 i rt. /hr.... Runoff Suooly Rate (c) at Tc: 3.02 i rt. /hr. Peak DischarQe: 1.008oAiacresl: 600. cfs. r r ,.. PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Pre oared by: JAY i"IOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Concentration Point: OFFSITE F Watershed Area : 2.10 Length of Watercourse : Length_to Center of Gravity : ... Change in Length(L)-ft. .. 800.00 Mearo Slc•oe : P6<5 hc•lt'r"') : P1 <1 hc•Ut... ) : P2(2 hoUt") : P3<3 hout") : Soil Grc•uo(s): ... ,. "" ,.. Areal A·r·ea l At·eal At•eal At·eal Y'l .. 2.650 2.000 ·=· ·=··=--·=....................... 2.370 i r •• i Y'l. 100. '/; 8 in .. i Fl. Cover Densitv(oervious area) - ... 3.300 i (EXISTING> Flood Freo uer.cy: 10 yrs. Value: i Value: i r •• i i r •. Val•~te: Value: Value: Y"l· r,. 1 n. Cover tyoe: DESERT BRUSH - . • 035 • Imoervious cover: Cl\l(s): CN : 83 99 20. ~ 1. ~ Coervious areas} CN* (s) : 85 .. 08 Cimoervious areas) CN*(s): 99.00 .400 (oervious areas) .942 (impervious areas) .405 i in./hr. (function of i) Runoff Suooly Rate: .273 o-0.4 hrs. (function of a) Time of Concentration a. 00 rnir•• Iterative Solution of Tc: Rainfall Intensity (i) at Tc: 5.98 in. /hr. Runoff Suooly Rate (o) at Tc: 2.42 ir• .. /hr-·. cfs .. Peak Discharpe: 1.008oACacresl: Ru·noff to Rair,fall Ra.tio(s)~ (C): r r ,. PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Dt•ai r.age Ccmcer.tt•at ior. Point: OFFSITE F Watershed Area (AJ: 2.10 ·Acres Length of Watercourse (LcJ: 800. ft. Length·to Center of Gravity (Leal: 350. ft. f Change in Length 4.900 i Y"l. Ar-eal Valc1e: i l"'l .. Y'loo At"'eal Value: 1 n .. p 1 ( 1 hour) : P2<2 hol..l'r"' > : 2.840 i Y'l. At-.eal Value: At•ea l Value: i Y'l. P3L3 hour") : 3.443 i i i Y"l. 3.201 in. f:h-.ea 1 Y"l. So:• i 1 Gt"ouo: 100. :V. B C•:•VEt"" tyoe(s): DESERT BRUSH Covet-. Density(cervious area) Imoervious cover: ... CN Is) : CN .959 Iterative Solution of Tc: E..OO rnir1. Rainfall Intensity (i) at Tc: 9.43 in. lilt"'. R1Jnoff Suooly Rate (c) at Tc: 5.45 i r,. /hr. Peak Discharge: 1.008qA(acres): 12. cfs .. .. PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION ,... JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Precared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Cor,centration Poir•t: OFFSITE G ,.. Watershed Area : 7.50 Length of' Watercourse (Lc>: Length.to Center of' Gravity Flood Freouencv: Basin Fact.::or' (r,bl: ,.. P24<24 hour l : P6(6 hour): p 1 ( 1 hour): P2<2 hour') : P3<3 hour) : .. ... - 3.300 2 .. 650 2.000 2 .. 222 2.370 in. in. i l"! .. CN ( s i : CN ( s) : 83 " 99 (imcervious areas) ( oet··vi•:•us ar"'eas) Value: Value: Value: Value: Value: • 10 vrs. i Y"l. 1 r •• i i i r,. l"l .. l""l. ~ ~ CN*(s): 85.08 CN*(s): 99.00 .400 (oervious areas) .942 (impervious areas> .427 i in./hr. (function of i) .267 o-0.4 hrs. (function of al Ratio(s), (C): Runoff Suooly Rate(o): Time of Concentration(Tc>: 8.00 mir•• Iterative Solution of Tc: 5. 98 in. /hr. Rainfall Intensity (i) at Tc: Runoff Suooly Rate Co) at Tc: 2.55 i r,. /hr. 19. cfs. Peak Discharge: 1.008oA PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Concentration Point: OFFSITE G r,.. 7.50 Watercourse CLc>: Center of Gravity (Leal: . .... Change in LengthCLl-ft. 1115. 00 Mean SlooeCScl: Acres 1115. ft. 410. ft • Change in Elevatiord~/-ft. 15.00 .013 Ft./Ft. ' Watershed Tyoe: SUBURBAN ,.. Basin Factor(nbl: ,.. P24C24 hour) : P6<6 hout•) : Pl <1 hour): P2(2 hour): P3<3 hour>: ' ... 4.900 3.900 2.840 3.201 3.443 .034 (EXISTING> Flc•od Frequerocy: 1(>0 yrs. i r •. in. i r,.; i r1 .. in. Areal A>·eal Areal At•eal Areal Value: Value: Value: Value: Value: in. in. in. ir-.. i r •. Soil Grouo: 100; • B Cover tyoe ... ... CN, : .575 .959 (oervious areas) (impervious areas) .594 i in./hr. : .. 234 o-0. 4 hrs. < fur.ct i cq·, of a) Time of ConcentratiordTc>: 6. 00 mi ,..,. Iterative SolutioYo of Tc: Rainfall Intensity (i) at Tc: 9. 43 in. /hr. Runoff Suoply Rate Col at Tc: 5.60 in./h>'. 42. cfs. Peak Discharqe: 1. 008qACact•es): ... ... ... • r ,. PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Prepared by: JAY MOSLEY Name and Locat ior•: SAN JOAQUIN ESTATES Dr a i naJ;Je Concent rat i c•n Point : OFFS I TE H ' ... r Watershed Area : 3.10 Length of Watercourse : Length to Center of Gravity : ""' Change in Length Acres 900. ft. 440. ft. ., . . (L) 900.00 Mean Slooe -ft• 16.00 .018 Ft./Ft • Watershed Tyoe(sl: SUBURBAN Basin Factor (y,b) : P24(24 hour): P6<6 hour>: P1 ( 1 hour): P2C2 hour): P3(3 hour): ... ... • 034 Flood Free uer.cy: 3.300 in. 2.650 in . Areal Areal Areal Areal Areal 2.000 in. 2.222 i Y1. 2.370 i Yt • 10 yrs. Value: Value: Value: Value: Value: in. in. i Y'la in. i r •. 100. -;.; B Soi 1 Grouo(s): Cover tyoe(s): DESERT BRUSH Cc~ver Density Coervi ct~..ts area>: 20. ..,. Imoel'"'vic,r..ts cover: ~ .. CN(s): CN -;.; -;.; CN* Runoff Supply Rate(o): .427 i in./hr. (function of il Time of Concer-.tration 6. 00 mi ,..,. Iterative Solutic•n of Tc: Rainfall Intensity (il at Tc: 6. 64 i ,..,. /hr. Runoff Suoply Rate
      : 3.10 Length of Watercourse (Lc>: Length to Center of Gravitv (Lea): r Change in Length-ft. 900.00 Mean Slooe (Sc>: Acres 900. ft. 440. ft. Change in Elevation-ft( 16.00 • 018 Ft. /Ft. Watershed Tyoe: SUBURBAN Basin Factor (rob> : P24<24 hour>: P6<6 hour>: P1 (1 hour): P2<2 hour>: P3C3 hom·> : Flood 3.900 in. 3.120 in. Areal Areal Areal Areal At·eal 2.300 in. 2.580 in. 2.767 i rt. Soi 1 Gt•ouo (s): 100. y. B Covet"' tyoe : DESERT BRUSH Cover Density(oervious at"ea > : 20. Imoervicn..ts CNCsl: CNCsl: "" 83 99 C'C•Vet"': y. y. ~ ..Jo Runoff Suooly Rate(o): • . ... in. in. in. in. in. .474 .949 .497 i .215 Iterative Solution of Tc: 6. Rainfall Intensity Cil at Tc: 7. Runoff Suooly Rate Col at Tc: 3. .. Value: Value: Val•Je: Value: Value: 25 yrs. (oervious areas) CN*(s): 86.11 (imoervious areas) CN*(S): 99.00 Runoff tc• Rairofall Ratio(s). (C): . Free ue-rtcy: (oervious areas) (imoervious areas) iro./hr. (function of i) Cfur.ction of c) Time c•f ConceYttrat iort : o-0.4 hrs. Peak Discharge: 1.008oA(acres): 00 min. 64 iro. /ht•. 80 i ro. /ht· • 12. cfs • r r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Prepared by: JAY MOSLEY Name and Locat ior.: SAN JOAQUIN ESTATES Drainage Concentration Point: OFFSITE H Watershed Area : 3.10 Length of Watercourse (Lc>: Length to Center of Gravity : Acres 900. f"t. 440. 1't. 16.00 • 018 Ft. /Ft. Watershed TyPe(sl: SUBURBAN l"' I .. Basin Factor (,.-,b): P24(24 hour): P6(6 hoctrl : P1 (1 hour) : - P2<2 hour> : P3C3 hocw > : Flc,od Fr-eP uer.cy: 100 yrs. 4.900 iYt. 3.900 irs. Areal Areal Areal Areal Areal 2.840 i 1""1. 3.201 i Y'l. 3.443 in . Soil GroctP(sl: 100. B Cover type(s): DESERT BRUSH Cover Der-ts it y ( oerv i ous ar-eal : 20. Imoervious covet... : 5. " . . ,. . ,. r ""' CN (sl : CN " CN• Runoff Supplv Rate(Pl: .594 i in./hr. (function of il Tirne of Co,.-,ceY.tration(Tcl: .201 c-0.4 hrs. (functic•Y• c•f cl Iterative Solution of Tc: 5.00 min. Rainfall Intensity (il at Tc: 9.88 in./hr. Runoff Supply Rate : 6.90 Length of Watercourse : (FUTURE .034 : CN 85.08 (imoervious areas) CN*(s) '39 .. 00 Runoff tc• Rairofall Ratio (s), (Cl: Runoff Suooly Rate: Iterative Solution of Tc: .440 i (oervious areas) (imoervious areas) in./hr. (function of i) .400 .942 .. 398 o-0. 4 ht"s. (fur•ction c•f o) 1.3.00 miY1. 4.88 in. /ht"'. Rainfall Intensity (i) at Tc: 2. 15 i r1. /hr-·. Runoff Suooly Rate at Tc: 15 .. cfs .. Peak Discharqe: 1.008oA(acres): ,:·-~···!< r r r r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name a1'"1d Locatio,..,: SAN JOAQUIN ESTATES Drai r1age Concentrat ior, Poi r,t: PD1 Watershed Area : 6.90 Length of Watercourse : P6<5 hc•ur) : Pl (1 hour) : P2(2 hc•Ut"') 3.900 i r •. 3. 120 in. 2.300 in .. 2.580 in .. 2.767 i rr .. : P3<3 hout... ) : Soil Grouo: 100. ~ ,l At'eC\1 At'eC\1 AreC\1 Value: VC\lue: VC\lue: 25 yrs. i r .. in. i r,. Value: ln .. VC\lue: i Y'l. B Cover tyoe(sl: DESERT BRUSH Cover Density(oervious areal 20. I moerv ious cover... : 8. ,.. r ,.. ,.. r r ,.. . . CN ( s l : CN ( s) : 83 99 ~ ~ : 99.00 (oervious areas) .949 (imoervious areas) .509 i in./hr. (function of i ) Runoff Suooly Rate: .. 375 a-0. 4 ht"'S. ( funct i or, C•f o > Time of Concentration(Tc>: Iterative Solution of Tc: 11.00 min. Rainfall Intensity (l) at Tc: 6.00 in./nr. Runoff to Rair,fall Ratio(s)" (C): .474 Runoff Suoolv RC\te (o) C\t Teo: 3.06 in./hr. PeC\k DischC\roe: 1.008oA(C\cresl: 21. cfs. r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Locatic.n: SAN JOAQUIN ESTATES Drainage Corocentration Point: PD1 r r r Watershed Area : 6.90 Length of Watercourse (Lc>: Length.to Center of Gravity : ,. Watershed Tyoe: 87.42 CN*: 99.00 Cover Density(pervious area) : CN < s) : "" Runoff tc• Rainfall Ratio(s), : .575 .959 Runoff Suooly Rate06 Ft. /Ft. Basin Factor(nb): P24<24 hc•ur) : P6(6 hour) : P1 ( 1 hC•ltt"'): .... Acres 950. ft. 690. ft. 83 99 : 6.30 Length of Watercourse : Length.to Center of Gravity (Lea): ... 'f Change in Length-ft. .. 1310.00 Mear. Slooe: Acres 1310. Tt. 650. ft. Change ir• Elevatic•n: DESERT BRUSH 20. ;-:; Imoervious cover: 14. ~ Cover Density(pervious at'ea> CN ( s l : CN ( s > : 83 93 ( oer"'vious a.---eas) (imoervious areas) Runoff tc• Rainfall CN*(sl: 8::0.08 CN*(s): 9S .. OO Ratio(s), (C): Runoff Suooly Rate(al: Time of Concentration: 17. cfs. r r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION ... JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Nan1e a r-od Loco at ic•r-o: SAN JOAQUIN ESTATES Dra.i r.age Concentra.t ior• Poir1t: PD2 r Watershed Area CAl: 6.30 Length of Watercourse : Length·to Center of Gravity CLcal: I r r Change in LengthCLl-ft. Acres 1310. ft. 650. ft. Elevation(~~-ft. Char-oge ir-o 1310.00 19.00 . 015 Ft./Ft. Mean Slc•oe : ! Wate>-shed Tyoe Csl: SUBURBAN Basin Factor: !"' P24 ( 24 hcc1.tr) : PE. (6 he• OJ>'): Pl ( 1 hOLt>'): P2<2 h·:•Ut"'): P3 (3 hout"'): Soil r Gt"OUO (s): 3.900 i (FUTURE .:!.00. ~ 83 99 F 1 cu:.d F"r"eq uertCV: Value: in. Val•-le: in .. Value: Value: Value: l r'l. ... !"' .. in. i r ... ~ ~ .949 (imoervious areas) in./hr. (function of i) .540 i Runoff Suooly Rateiol: .284 o-0.4 hr""s. Time of Concentration: B. (H) m i r~. Iterative Solution of Teo: G. 88 in. /ht'. Rainfall Intens1ty ( i ) at Teo: Runoff S•Jooly Rate (o) at Teo: 3.71 iro./ht'. PeaK Dischat"'Qe: 25 yrs. B 'ea 1 A•-eal At-eal Areal Y"l. 120 i .,..,,. 2.300 i Y"l. 2 .. 580 i Y"l .. 2.767 i r, .. 7 ~- Cover tyoe(sl: DESERT BRUSH Cover Densitv: 20. Imoervious cover: 14. CN i sl : Cl\1 Cs l : i .. 034 cfs. r r r r r r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name arod Locat ioro: SAN JOAQUIN ESTATES Drainage Corocentratioro Point: PD2 Watershed Area CA>: 6~30 Length of Watercourse CLc>: Length.to Center of Gravity CLca): Acres 1310. ft. 650. ft. 'f Change in LengthCLI-ft. 1310.00 Mean SlooeCSc>: Change in ElevationCHr-ft. 19.00 • 015 Ft. /Ft. Watershed TyoeCs): SUBURBAN r r ,. • ,.. r Basin Facteot•Crob): P24C24 hour) P6C5 hC•Ut") : p 1 ( 1 hour> : P2C2 h.:•ur) : P3C3 hout... ) : : : 8.3 9'3 (oervious areas) Cimoervious areas) R•xnoff tc• Rair,fall CN*(sl: 87.42 CN*(s): 99.00 Ratio(s)., (C): .575 ·' 959 r 100 yrs. (oet"Vious areas) ( imoet"Vious areas) Runeoff Suoolv Ratelal: .628 i Time c•f Concer.tratiordTcl: .268 o-0.4 ht"'S .. in./hr. (function of il (fur.ctior• c•f o) Iterative Solution of Tc: 7.00 mi r~. Rainfall Intensity (i) at Tc: 8.95 in. /ht"'. Runoff Suoply Rate Ia) at Tc: 5.52 in. /ht'. Peak Discharqe: 1.008aAiacresl: 36. cfs .. ,, r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION r JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Concentration Point: PD3 r Watershed Area : 3.40 Length of Watercourse (Lcl: Length to Center of Gravity Cimoerv1ous areas) .942 (imoervious areas) . 485 i ·•irr. /ht". Runoff Suooly Rate(o): o-0.4 hrs. Time of Concentration: Length . to Center of Gravity : P24<24 hour> : P6<6 hou·r"") : p 1 ( 1 hour) : P2<2 hou-,.--) : P3(3 hout"') : Soil Gr"ouo : Covet"' t yoe ( s) : C1moervious areas) y; Y. (FUTURE CN*: 86.11 CN*(s): 99.0Cl .474 (oervious areas) (impervious areas) Runoff Suooly Rate(o): .550 i in./nr. (function of i) Time of ConcentrationCTc>: .243 o-0.4 hrs. (function of c) Iterative Solution of Tc: 6.00 min. Rainfall Intensity (i) at Tc: 7.54 in./hr. Runoff Suoolv Rate (a) at Tc: 4.20 in./hr • Ratio(s)~ (C): .. 949 .. !"' in. i DESERT BRUSH Runoff to Rair,fall .. . 25 yrs. ;t.:. B 20. Cover Density(pervious area) Imoervious cover: 16. C;-.:(s): Floc•d Fr--ea ue....-,cv: Areal Ar·eal Areal Ar·eal Areal l'"!. 7 ~- 100. ) Peak Dischat'Qe: • 1 .. 008qA(aCt"'es): 14. cfs • r r r r r' "" ,. PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name arod Location: SAN JOAQUIN ESTATES Drainage Corocerotrat ioro Point: PD3 Watershed Area : 3.40 Length of Watercourse : Length_to Center of Gravity : Soi 1 G'l""'OUP (s): r Charoge in ElevationiHr-ft. Watershed Tyoelsl: SUBURBAN P24124 hour) : P616 hCrll'l'") : Pi ( 1 hc•Ut"') : ,. ·r Charoge in Length-ft. 960.00 Mean Slooe .959 Cimoervious areas) (function of i) Runoff Suoply Ratelol: • 635 i in./hr. Time of ConcentrationCTc): .229 a-0.4 hrs. (function of a> Iterative Solution of Tc: 5.00 min. Rainfall Intensity (i) at Tc: 9.88 in./hr. Runoff Suoply Ra·te (a) at Tc: 6. 2'3 iF"' /ht". Peak Discharqe: 1.008aA(acres): 22. cfs. Rur.off to Rainfall Rat-lc•(s),. : 1. 70 Length of Watercourse : DESERT BRUSH Cover DensitY (oe'r."Vious a~""ea) -... ... • .. • CN ( s) : CN ( s > : 20.. 1- Imoervious cover: 12. ~ 83 : 1. 70 Length of Watercourse -ft. 450.00 Meal'"• Slooe: Acres Change in Elevation(HJ-ft. 9.00 • 020 Ft. I Ft. Watershed TyoeCsl: SUBURBAN .034 Olt'ea l Value: At~eal Value: in. ~ r,. i Ys. i r1. i r •• i r •. in. B Cover Density(oervlous areal 20. Imoervious cover: 12. 83 gg % ~ (FUTURE (oervious areasJ CN*(s): 86.11 (imoervious areas) CN*is): 99.00 Ru·froff to Rainfall .474 (oervious areas) .949 (imoerviOIJS areas) . 531 1 in./hr. (function of i) . 122 o-0.4 ht"S. (fUY"ICtiC•Y"I Of O) 5.00 mi r1. Ratio(s)., : Runoff Suooly Rate(a): Time of Concentrat1onCTc>: Iterative Solution of Tc: Rainfall Intensity (i) at Tc: 8.00 in. /ht... Runoff Suocly Rate Col at Tc: 4.25 i r, .. /hr·. Peak Discharge: l.OOBoACacresl: 7. cfs. I 25 Y'r"'S,. Cover tyoe : 1. 70 Length of Watercoctrse : 99.00 Ratio(s)~ (C): .575 .959 Runoff Suooly Ratelol: (oet--vious ar"eas) (imoervious areas) .621 i in./hr. Time of Concentration(Tc): .115 a-0.4 hrs. 5. 00 mir,. Iterative Solution of Tc: Rainfall Intensity (i) at Tc: 9. 88 i ro. /hr. (function of il (function of q) Runoff Supply Rate (ol at Tc: 6.14 in./hr·. Peak Discharge: 1.008oACacresl: 11. cfs. ,. ) Cover tyoe.• PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION . JOB NO. TEI-340-87 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Cc•ncerrtration Point: PDS" •· Watershed Area CAl: 6.70 Length of' Watercourse (Lcl: Length .to Center of Gravity ' (nbl: P24!24 hour) : P6C6 hour) : Pl C1 hour> : P2(2 hout"') : P3(3 hout""): 3.300 i 2.650 2 .. 000 2 ·=··=·'eal Areal Value: Value: Value: Value: Value: 100. B tyoe'S. ) CN-*· ( s) : 85. 08 Coerv1ous areas> (impervious areas) CN*(s): 99.00 .400 (oervious areas) .942 (imoervious areas) Runoff Suooly Rate(o): .486 i in./hr. (function of i) Time of ConcentrationCTc>: .250 o-0.4 hrs. (function of o) Iterative Solution of Tc: 7.00 min. Rainfall Intensity (i) at Tc: 6.30 in./nr. Runoff Suooly Rate (o) at Tc: 3.06 in./hr. Peak Discharge: l.OOBoACacresl: 21. cfs. Rr_lrroff to Rairrfall RatiQ(s). (C): r r ,. I ,. ,.. ,. ,.' '- PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-86 DATE PREPARED: 2/21/87 Prepared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Concerotrat ion Poi rot: PD5 Watershed Area : 6.70 Length of Watercourse (Lc>: Length. to Center of Gravity : 17.00 • 017 Ft. /Ft. Watershed Tyoe: SUBURBAN Basin Factor(nb): P24(24 hout~) : P6<6 hc•Ut"') ' Pl ( 1 hc•ur) ' P2C2 hC•IJ.l""') : P3(3 hour) ,.. ,. Cl~(s): 83 CN ( s} '39 : : SUBURBAN Factot' (rob): Basir• P24(24 hour): P6<6 hocw) : p 1 ( l hc•ut") : P2(2 hout"') : P3C3 hCtU't") : Sc:· i 1 • Acres 1010. f't. 580. f't. . 034 : . 224 o-0. 4 hf•s. ( fur-,ct i or• of o > 5.00 mi Y1. Iterative Solution of Tc: 9.88 ir•./ht" . Rainfall Intensity (il at Tc: Rtm•:·ff t•:• Rairofall Ratio (s). : Length_to Center of Gravity (Leal: r i ,.., Length (L) 1040.00 Meal'• Slooe (Scl: -ft. 16.00 ,.. ,.. P24<24 hour) : P6(6 h·~Ui"") : Basin Factor(nbl: Pl ( 1 hour) : P2C2 hcrur-.) : P3C3 hom') : 3.300 2 .. 650 2.000 2.222 2.370 ,.. CN ( s I : CN ( s) : 83 99 (FUTURE .034 7. Iterative Solution of Tc: E.• Rainfall Inte~sitv Ci) a-t Tc: Peak Discharge: i 10 yrs. iYh l'"l. Runoff Suoply Rate (o) at Tc: ,. ) Flood Freauencv: Areal Value: Areal Value: i i i Soil Grouo(s): 100. )1: B Cover tyoe: 5.30 Length of Watercourse : Ite~ative Solution of Tc: .507 i ..474 (oervious areas) .949 (imoervious areas) in .. /hr .. (function of i) .244 o-0.4 ht's. 6. 00 miY"1. 7. 64 in. /hr-. at Tc: (fUY"•ction c,f a) Rainfall Intensity (i) Runoff Suooly Rate (o) at Tc: 3.87 in./hr . Peak Discharge: 1.008oACacres>: 21. cfs . ''}~~: 5.30 Length of' Watercourse (Lc>: Length-to Center of' Gravity : P6(6 hout' > : p 1 ( l hour) : P2(2 hout' > : P3<3 hc•ur): • 034 0. 1- B Cover tyoels): DESERT BRUSH Cover Density(oervious area>: 20. ~ Impervious cover: 7. % : . 502 i Time of Concentration: 1.20 Length o'f Watercourse (Lcl: Length. to Center o'f Gravity (Leal: Change in Length : P616 hour-·> : p 1 ( 1 hc•ut' J : P2<2 hcn_lr) : P3C3 hout"' > : Soil Grouo(s): • 022 3 .. 300 2.650 2 .. 000 2.222 2.370 100. i (imoervious areas) RuYroff tc• Rair,fall Runoff Suoply Rate Peak Discharge: (c) ':4 % Flc•c·d Freouer.cy: Areal At•ea l At·ea 1 At•ea l Areal 1'"1. i r ... ~ I FUTURE .617 i .400 (oervious areas) .942 Cimoervious areas) in./hr. : Length of' Watercourse -f't. 900.00 Mean Slooe (Scl: Acres 900. f't. 450. f't. Change in Elevation : 3.900 i Y"l .. PG16 hour' I : 3.120 i r •• p1 (1 2.300 l Y"l. 2.580 in. 2.7f.7 l ..... hc•l.tt... ) : P2<2 hour> : P3(3 houri : S•:•i 1 Gr•:•t.tp Flood Freauency: Areal A•·ea 1 Areal Areal At•eal Value: Value: Value: Value: Value: 25 yt"'S. i r •• i Y't. in. i i Y'h l'"l• '1- B Cover tyoelsl: DESERT BRUSH C•:•vel""' Der.sity(oel"... Viou.s a-r•ea) 20. Imoervious cover: 40. ... : B3 CN ( sl : CN ( s> 99 c;~* (imoervious areas) Y. % : 86. 11 CN*(s): ... Runoff Suocly Rate(c): Time c•f Cor-.cer.tr. . at ierr• (Tc> Iterative Solution of Tc: "" ... ""' - 99.00 .474 (cervious areas) .949 (imoervious areas) in./hr. (function of i) • 6f.4 i • 134 a-0. 4 hl""'S. 5.00 mi r •• Tc: 8.00 in. /ht"'. Rainfall Intensity (il at Runoff Suoply Rate Ca) at Tc: Peak Discharoe: l.OOBaA(acres): 5.31 (fur-.ction of o) ir-r./ht"'. 6. cfs. .,.· r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-86 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Locatior-.: SAN JOAQUIN ESTATES Drainage Cc.ncentratioro Point: PD7 r Watershed Area : 1. 20 Length of Watercourse at Tc: 7.20 in./t-.1:"'. 9. cfs . Peak Discharge: 1 .. 008oACacres): . .. . • . ·l·P'~~:s '',-'1 r ... - -.. .. - '·• PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-85 DATE PREPARED: 2/21/87 Prepared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Concentration Poi r.t: PD8 .. - - - 440. 210. ft. ft. Char,ge i r. Ler.gth (Ll -ft. 440.00 7.00 Me.;m Slooe 222 ~2. 370 iOO. Areal Areal Ar-ea 1 Ar-eal Ar-ea 1 i rr. i Y'! .. i rr. in. in. CN ( s I : CN Is l : 83 9'3 Value: Value: in. Value: ValrJ.e: irh i '(I • i Y'J. Value:.; Coervious areas) (impervious areas) rr. Ratio (!:5.) .. 1~ .470 i Runoff Suooly Rate(a): • 149 o-0. 4 hr·s. Time of Concentration(Tc) Iterative Solution of Tc: 5. 00 rtliYt. Rainfall Intensity (i) at Tc: 5. 95 in. /hr. Runoff SuQoJ.y Rate (c) at Tc: 3.27 in./hr. P-ear.:. Discnar"qe: j, 1- B Cover tyoels): DESERT BRUSH Cover Density(oervious area) 20. Imoervious cover: 13. Runoff to Rainfall - Acres Watershed Area : 5.70 Length of Watercourse : 19. (f'-!nction of o) cfs. ' '"' ,-_,_ - PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-8& DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Concer.tration Poir.t: PD8 . Watershed Area : 5.70 Length of Watercourse -ft. 440.00 Mear. Slooe : 4. 1 1'"1 .. Ar"'e2.l Value: i Y"l. PE.IE. hout"') : Pi (l hour) : P2<2 hour-.) : P.3 13 hour) : 3 .. 900 in. 2.840 1 Y"t. 3 .. 20j, i ·n. At·ea 1 At·eal At•eal At·eal Value: i i i i Y"l. 3.443 1 l""J. Value: Va:iue: Value: Y'!. 'fl. 1""! .. Soil Grouolsl 100. - B Cover tyoelsl: DESERT BRUSH Cover Density(oervious area) 20.. Imcerv1ous cover: 13. CN I si : Is) : CN Rt~tnoff 83 '39 tc~ (oervious areas) Cimperv1ous areas) Rail"tfall Ratict(s)~ ,;; ~ (FUTURE CN* • 133 o-0. 4 hrs. (fl\Y"tct ior, of o> Iterative Solution of Tc: 5.00 m i r-1. Rainfall Intensity (i) at Tc: 9.88 ir-,,/M'l'" • Runoff Supply Rate (o) at Tc: 6. 17 i Y'!. /h'l'-. .. Peak Discharoe: i .. OOSaA(acres): 35.. cfs. r ,.. ' . . PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-86 DATE PREPARED: 2/21/87 P~eca~ed by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES D~ainage Concent~ation Point: PD9 .012 Ft./Ft. : 20. Imoervious cover: - I" . I" r c~ Cimoervious areas) 13. i l'"l. i 'r"'J. i r •• in .. i Y"t .. ~ ~ (FUTURE CN*Cs): 85~08 CN*(s): S9.(l0 Run•:off t•:. Rairofall Rati•:•, Iterative Solution of Tc: 8.00 Mi 1'"1. Rainfall Intensity Ill at Tc: 5.'38 i ,..,. /hr. Runoff Suooly Rate Col at Tc: 2. 81 i r1. /hr. Peak Discha~ge: 1.008cA(acresl: 26. cfs. Time" r;:.f Col"'•Cer.trat iCY"! : 9.10 Length ·of Watercourse -ft. Change in Length : Acres 900. ft. 510. ft. 11.00 . 012 Ft. /Ft. Watershed Tyoe: Length to Center of Gravity ILeal : Change in Lenqth(L)-ft. ... ~atershed Tyoe(s): SUBURBAN ( F._\TUi~E F 1 OC•O F='r... t?c uerrcv: 3 .. 2;(H) :t n~ PE_.(E,. h<:tU"(') 2~ 1 C:'.l\:!. r!OU:-") ~~- (2 hQU"r'') ;::'~7~ -: ' ::.~_.(l;) PC:'-!- ( C:4 hou.t") E-50 (iC•:) r.::;Y'ea l ~h . . e.a:c n" :. n. 1 n~ 00~ ~~~ (~ervious to :·~a :1. nf a 2. -· a~ea) .. •~L~S cover: ( ~- ;·,: oet"V] .~urto-=f Va. i l~te:; \t'a}ue; V2._ -" u~~ ~ B B'':;:LJSi-; Densitv(Qe,~vio:Js T~~·et"V :i.O vrs . ~.ia:.ue: .::::. 370 Cover . ft. ft. Slc,~e(f~c) ~ :' ... ... 345. E..':3U .. OO !VreaY't Lrt:::S·:::;:~--- . 590. Chanoe in Elevation(H)-ft. Basin Factor(nbl: ... Act"es ·=• u ~::. areas) 2. ·-·e£~ s,! Rat:. i o ( <.:~) c:~*(s) C. ·v-~ .. (C;) ~ ( ~-'·) ~4(10 CoervioGs .942 (J.rtlOErYJC•Us areas) ~unoff Su~oiv Rate{o) . i 90 0 -(l. 4 o"l"r"'S. T1me of Concentratio~CTc) Iterative SoJ.ut1on c,f Tc: 5. 00 n~1 n~ b. 36 i ,-~. / ,-n-·. ~ainfa].l In~ensitv (i) at Tc: 3. 6i i y·!. /!"!~··. ~~LY;()ff Su~D~Y ~ate ~C) at ~C: ~eaK D1s~narce: 1.008cP: ( -r·: a~easJ 1..\."(li:·.::~ 1 •:··~-~ oF C1) r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-85 DATE PREPARED: 2/21/87 Precared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Concerotration Point: PD19 ... 2.40 Watershed Area : Length .or Watercourse (Lcl: Length to Center or Gravity : P2C2 hOUl""') : P3C3 hour) : S•=•il Grc•l..to(s): .034 (FUTURE 3.900 i ·n. 3. 120 i r •. Ar-eal Areal Areal Ar•ea 1 Ar-ea 1 2 .. 300 i l'"J .. 2.580 in .. 2.757 100. 1 ~.4 r •. 83 99 Value: Value: Value: Value: i l'"l .. i r •• Val•wte: i rr .. i r •• i ....., .. B Cover tyoelsl: DESERT BRUSH 20.. Cover Density: i 1. cfs. r r r r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-86 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Location: SAN JOAQUIN ESTATES Drainage Concentration Poirot: PD10 Watershed Area : 2.40 Length of Watercourse : p 1 ( 1 hoctt' l : !"" : 4.900 i 3.900 i Y"f" Y'l· P2<2 hC•Ut..,) : 2.840 l l'"l·3.201 in .. P313 h•:)Ut"') : 3.443 i y-, .. Flood Freauer.cy: 100 yrs . Areal Value: ir1- Ar-eal Ar-eal At•eal At•eal i y,. i l"l· in. Value: Value: Value: Value: iY"!. Sc·i 1 Gt'e: Iterative Solution of Tc: .. "" .. . (oervious areas) (impervious areas) .659 i in./hr. (function of i) . 173 o-0. 4 ht"S.. (fLo,.,ct iort of o) .575 .959 5.00 mi r1. 9. 88 in. /hr. at Tc: Runoff Suooly Rate at Tc: ~.51 in. /ht"'. 16. cfs. Peak Discharge: 1.008oA(acres): Rainfall Interositv . r r .. . . PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-86 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Locat i OYo: SAN JOAQUIN ESTATES Drainage Concent rat i oro Poi rot : PD 11 Watershed Area : 3.10 Lerogth _c•f Watercourse (Lc>: Length to Center of Gravity : El evat i oro -ft. 7.50 • 012 Ft. /Ft. Watershed Tyoe(sl: SUBURBAN Basin Factor(nb): P24<24 : 20. CN ( s) : CN ( s) : 10 yrs. Plt~ea Imoer"'vio,_IS covet"': "" ) Flood Freouerocv: Ar~eal 3. 300 i }"'J • ·:J in .. ~- 650 2. 000 1 1'"1. 2. 2;=:2 in. 2. 370 l ,....,_ hc•lll""') P5(5 hour) : Pl ( 1 hour.. ) : 'f • Change in Length(Ll-ft. P2(2 hout"') : P3(3 hc,ur) : .. Acres 650. ft. 325. ft. 14. ~ jl,. . CC>: Runoff Suoply Rate(q): Time of ConcentrationCTc> 5.00 mirt. Iterative Solution of Tc: 5.64 io./ht·. Ra1nfall Intensity (i) at Tc: Runoff Supply Rate (o) at Tc: 3.16 in./hr. Peak Discharge: 1.008cA(acres): 10. cfs. r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION ,. ,. JOB NO. TEI-340-86 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY Name and Locatior-.: SAN JOAQUIN ESTATES Drainage Concentrat ior. Point: PD11 r ... Watershed Area -ft. Acres 650. ft. 325. ft • Char,ge ir, ElevatiordHI-ft. 650.00 7.50 !"' Mear. Slooe , : Runoff Suocly Rate: • 54(1 i .474 (oervious areas) .949 (impervious areas) in./hr. (function of i) Time of Concentration(Tc) • 205 o-0. 4 ht"s. ( funct io·n of o) 5. 00 r11 i r-1 .. Iterative Solution of Tc: 8. o"o ir1. ln.,.... Rainfall Intensitv (il at Tc: Runoff Supply Rate (ol at Tc: 4.32 in./h~... Peak Discharge: 1.008qACacresl 14. cfs. ... r areas) (impervious areas) :r.. 20. 14. • r PIMA COUNTY METHOD PEAK DISCHARGE COMPUTATION JOB NO. TEI-340-85 DATE PREPARED: 2/21/87 Preoared by: JAY MOSLEY N.;~n1e aYod Lcoca t i CO Yo: SAN JOAQUIN ESTATES Drainage CconceYotration Pc•int: POll r ' Watershed Area : 3.10 Length cof Watercourse (Lcl: Length ·teo Center cof Gravity -ft. 7.50 650.00 • 012 Ft. /Ft. Mear, Slc,oe : Watershed Type(s): SUBURBAN Basin Factor(nb): .. 034 . ... Soil Grouo(s) 100. ~ B Cover tyoe(sl: DESERT BRUSH 4.900 3.900 2.840 3.201 3.443 CENTER • • 609 SECIJID STREET, SUITE D t • DAVIS. CIUFDIINIA 95616 t t f t • • f •••••••••••••••••••••••••••••••••••••••••••••••••••••• (916) ~105 (FJS) 'I X xxxmx X X X X XX lXXXI XXIX X X X X X X X X XXXIX XX X X X . lXXXI lXXXI X X X X X X X XlXXX X XXXIX ... ... DRAINAGE AREA "A" ... EXISTING - SUBCRITICAL . . .. . ... . • 448-2105 f lllllllllllllllllllllllllllllllllllllll XXXIX X X X X xxxxxxx r r' r 01/01/80 01:20:16 PAGE ,. I THIS RUN EXECUTED 01/01/80 01:20:22 11111111111111111111111111111111111111111111111111 f£1:2 RELEASE DATED t«lY 76 UPilAlED MPROF I 12.000 .(1(1() 2414.000 2408.000 2412.200 .000 184.(1(10 35.000 128.(1(10 184.000 365.000 2413.000 2407.750 •(1(10 .000 .000 230.000 bS.OOO 136.000 •(1(10 .000 NC WSEL D .(1(10 113.000 159.000 .000 .000 .ooo .ooo 2403.000 .000 .ooo 245.000 2404.800 .000 280.000 2412.(1(10 2408.(1(10 .ooo • (1(10 .000 .000 .000 80.000 .000 2404.000 ,(1(10 .000 .000 90.000 .(100 • (I(JO • (1()(1 •0(10 .000 130.000 .000 • 000 ,(I(KI .000 .000 110. (1(10 .000 240b. 000 .000 .000 95.000 144. (1()0 .000 • (1(10 • (1(10 2411.000 2410.000 .000 .000 I 000 • (I(J(I •000 103.(1(10 149.000 .000 .0(1() r ,.. 01/01/80 ,.. SECNO ,.. SLOPE a TIME ... 01:20:16 DEPTH IUlB 1/LOB XLOBL PAGE cwsa OCH VROB VCH XLCH XLOBR . •SE!:NO 3.000 3.00 3.17 2'106.17 572. o. 572. .oo .00 4.97 • 011432 o. o. .. tSECNO 2.000 2.00 3.10 2407.90 555. 555. o. • 02 .oo 3.54 .003929 280. 245. . - . - - - - - CRIWS DRill IlSaK llOB XNl !TRIAL ES ADi XNCH IOC .00 2'106. 00 2'106. 55 o. o. 115. .00 .~0 .040 0 o• 0 .00 o. .oo 220. .00 2408.10 157. o. .040 • 040 0 4 HV AR!HI XNR ICONT .38 o. .040 5 .19 o• .040 0 HL VOL WTN CORAR ll.OSS BliNK ELEV LEFT/RIM M EI..IIIN SSTA TOPIIID ENDST .oo .00 2407.00 o. 2407.00 0. • 000 2403.00 24.91 .oo 81.84 106.75 1.54 .00 2409.00 1. 0. 2409.20 60.99 .000 2404.80 .00 83.27 144.26 . •SECNO 1. 000 3301 HV CHANGED MORE THAN HVI~'S 3685 20 TRIALS ATTEMPTED WSEL. CWSEL 3693 PROBABLE MIN!MU~ SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 1.00 2. 76 2410.51 2410.51 (). 0. 555. 555. 7.46 .00 .03 .00 230. •020158 365. 280. .00 2411.38 74. 0. .04() .040 11 20 .86 2.12 o. 2. .040 0 .00 2415.00 1. 2412.20 .000 2407.75 107.87 .oo 43.69 151.56 ( ' 2 r r r r ,.. 01/01/80 01:20:16 .................................................. THIS RUN EXECUTED 01/01/80 f£C2 RELEASE DATED lilY 76 UPDATED JIVlY 1984 ERROR CORR- 01,02,03,04,05,06 lllDIFICATION- 50,51,52,53,54,55,56 IBIHIC-XT VERSION 1, I lllllllllllflffHHHH+fHHHHHHfHHHHHH f NOTE- ASTERISK l•l AT LEFT OF CROSS-SECTION Nlll'iB£R INDICATES MESSASE IN SIJIIMARY OF ERRORS LIST ... "" !"" !"" . .. ( ... • <' ' 01:24:01 r 01/01/80 . r ... . . ,. ' 'I"' . . ,. I"' 01:20: 1& SIJMIY IF ERRORS Alii SPECIII.. NJTES 1.000 PAIFIL£= I CRITICIL DEPTH liSSIJED 1.000 _PRIFIL£= I PRIIIAIIlE MINIII.It &m:IFIC ElEli6Y 1.000 PRIFIL£= I 20 TRIIU ATTEMPIED TO 8IUN:E WSEL PAGE 4 r r r • +t+ff+*llllllllllfllllllllllllllllllllllllllllllllllll tiiiiiiiiHI**HI***fflllllllllllllllll • • • • • • WATER SURFACE PR!FilES • VERSI!li OF NJIIEIIBER 1976 • UPDATED MAY 1984 • 11!11-PC-XT VERSIIJ'i • Rt.t; DATE 02/0V82 TillE 12:54:21 • U.S. ARJoiV CORPS OF ENGINEERS • • Tf£ HYDROLOGIC ENSlNEERINl CEN1ER • ... X X X xxxxxxx xxm X X X X X X X X X X X X X xxxmx xxxx r ... X X xxm XXXX X X X X X X X xxxxxxx mxx DRAINAGE AREA "A" . EXISTING - SUPERCRITICAL I'" ,.. r ,. I'" I ,. • xxm X X X r ... • • DAVIS, CALIFORNIA 95616 • 1916) ¥to-2105 !FTSl ¥18-2105 • • HHM-*HI-HHH**"'**-H+Hfllllllllll . lllltlllllllllll.lllllllllllllllllflllllllllllllllllll r • 609 SEC!JTED WSEL, C~'SE~ 3693 PROBABLE ~JNJMU~ SPECIFiC ENER5Y 3720 CRlTICA_ DEPTH ASS~ED :;. n: 240E.9S 2405.95 _,;....J 2.00 <<,J.JJ. o. 555. 0. .00 .01 .oo 5.50 • 02209(1 280. 230. 365• .00 2407.61 o. BS. '.040 20 .56 o. ,,. o. • (>00 2404,80 .040 15 • 040 0 .00 . 00 2it06. 45 (1. B7. .67 5.40 0. 1. E·6. bl 2. 405. (i•) 2409.20 70.51 137.12 tS.=CNQ 3.000 ~585 20 T~lA~S HTiEM~TED ws=~.:~SE~ 36r,3 PRDtrHBLE !I':H\l~.U~. SP~C1F1C ENERGY 3720 CR!TlCAc DEPTH ASSU~oD 3.00 2. 78 2405. 78 2405.78 o. 572. 0. 572. .oo 6.58 .oo .02 245, 220. 280 • • 022015 .040 20 • (14(1 . 040 11 0 3.65 2'407.00 2407.01) 1. 34. ~f. .000 2403.00 .00 66.33 100.69 ' 2 r r 02/04/82 PRGE 12:~:38 r r THIS RUN EXECUTED 02/04/82 11111111111111111111111111111111111111111111111111 I£C2 RELEASE DATED ICJV 76 UPDATED JIIAY 1984 ERROR CORR - 01, 02, 03, 04, 05,06 I«JDIFICIITI[JI - 50, 51, 52, 53,~. 55,56 IIIIHC-XT UERSI[JI 1.1 1111111111111111111111111111111111111111111111***1 ... ... -.. . -.. NOTE- ASTERISK <•I AT Lm OF CROSS-SECT!~ Nlii'IBER INDICATES i'IESSRGE IN SUIIMARY OF ERRORS LIST 3 12:58:32 r r 02/04/82 12:54:38 ,.. ' SlMMARY OF ERRORS AND SPECIAL IIJT£5 !"" r ... ,.. ... ... ... ,. CAUTION SEOO= 1.000 PR!FILE= 1 CRITICAL DEPTH ASSlJED CAUTION SECNO= CAUTION SEOO= CAUTION SECNO= 2.000 PR!FILE= I CRITICAL DEPTH RSSU!IED 2.000 PR!FILE= I PR08ABLE "IN!MUM SPECIFIC ENERGY 2.000 PR!FILE= I 2ll TRIRI.S A~PTED TO BALANCE WSEL CAUTION SECNO= CAUTION SECNO= CAUTION SECNO= 3.000 PROFILE= 1 CRlTICRc DEPTH ASSUMED 3.000 PROFILE= I PROBABLE MINI~M SPECIFIC ENeRGY 3.0(1() PROFILE= 1 2ll TRIALS ATTE,~PTEO TO BALANCE WSE. PAGE 4 r r 111111111111111111111111111111111111111111111111111111 * * * I I .. WATER SURFACE PIIFILES VERSI!Jj IF IIIIIEIIIIER 1976 UPDATED MAY 1984 11111-PC-XT YEIISI!Jj Rill DATE 01/01/80 TilE 01:58:37 111111111111111111111111111111111111111 I 1 I I • I I I I I 111111111111111111111111111111111111111111111111111111 U.S. ARIIY CORPS IF ENSINEERS Tl£ HYDRI1ll6IC ENSIIEER!Nl CENTER 609 SElDID STREET, SUITE D JIA\IIS, CIUFDRNIA 95616 (916) ~105 (FTS) W!-2105 r . - - - - - - - XXXI XXI XX XXX X X X X X xxxx X X X X X X XX XXX XX XXXIX XX XXX DRAINAGE AREA "D AND G" EXISTING - SUBCRITICAL I I I I 111111111111111111111111111111111111111 t' X X X X X X XXX XX XX X X X X X X * XXXIX X X X XX XXX X X XX XXX XX ,. i 01/01/80 r r ,: ,.. .. ,. ,.. .. Olo58:55 THIS RIM EXECUTED 01/01/80 01:59:01 11111111111111111111111111111111111111111111111111 f£C2 RELEASE DATED tiJV 76 UI'OATED MAY 1984 ERROR CORR - 01, 02, 03, 04, OS, 06 IIJDIFICATION - SO, 51, 52, 53, 54,55,56 IBM-PC-XT VERSION 1,1 '' lfff*'***f***l****lf+l+f+lllllllllllllllllllllllll Tl T2 T3 SAN JOAilUIN ESTATES - SIJIICRITICAL 100 YEAR EVENT SIJIICRITICAl !D. A. 'D AND 6') Jl !CHECK Ililll NINV IDIR STRT METRIC .00 o. 2. 0. o. .016000 J2 NPRtx' !PLOT PRFVS XSECV XSECH -I. 000 1.000 .000 .000 FN HVINS .o IUOC ll WSEL Fll 224. 2390-200 ~IM IIIII .000 !TRACE .000 .000 .000 .000 .000 .000 J3 VARIABlE COlES FOR SUMMARY PRINTOUT ... .. ... ,.. ,. .. ,.. • ,.. NC QT XI GR GR GR XI GR GR GR 38.000 1.000 2.000 3.000 ~.000 5.000 8.000 10.000 11.000 33.000 57.000 ~3.000 .000 .000 .000 .000 .000 .000 .000 .000 .040 1.000 5.000 2391.000 2390.000 2390.600 .040 224.000 IS. 000 .000 130.000 215.000 .040 .000 .000 2390.000 2389.900 2390.000 ~.000 12.000 .000 170.000 285.000 239~.600 2391.000 2392.000 GT XI GR GR GR 1.000 3.000 2396.500 2395.700 llT XI GR GR 1.000 2.000 2398. 7(>0 2395.~ 2398.~ .000 .000 290.000 50.000 a5.ooo 2~000 .000 .000 .000 2389.900 2390.000 2389.820 .000 .000 .000 58.000 160.000 261.000 .000 .000 .000 2390.000 2390.300 2390.000 .000 .000 .000 62.000 170.000 279.000 2390.000 2390.600 .000 .000 .000 90.000 185.000 290.000 .000 2394.000 2392.000 2393.000 340.000 30.000 205.000 340.000 lOS. 000 2392.000 2392.290 .000 230.000 90.000 215.000 .000 160.000 2392.250 2392.000 .000 .000 liS. 000 228.000 .000 .000 2392.000 2391.800 .000 .000 130.000 255.000 .000 197.000 13.000 .000 175.000 305.000 .000 .000 2396.000 2394.000 2396.000 .000 Jf>S.OOO .000 .000 2394.000 .000 .000 198.000 342.000 2393.550 2396.750 210.000 Jf>S.OOO .000 .000 2393.300 2394.000 .000 .000 .000 150.000 225.000 .000 .000 .000 2394.000 2395. ~.so .000 .000 .000 158.000 270.000 .000 155.000 6.000 .000 155.000 .000 .000 2398.000 .000 ,000· 155.000 55.000 .000 .000 100.000 2396.000 .000 .000 295.000 92.000 .000 .000 165.000 2396.200 .000 .000 .000 100.000 .000 .000 .000 2398.000 .000 .000 .000 110.000 .000 ~.000 1~.000 .000 .000 .000 2390.2~0 - 01101/80 • llT - 6R 6R EJ • .. . - - - • • • - - XI fiiRilF PAGE 01:58:55 1.000 1.000 2402.100 2402.000 .000 128.000 9.000 .000 100.000 .000 .000 .000 2402.000 2402.300 .000 .000 165.000 25.000 118.000 .000 .000 220.000 2400.000 2402.000 .000 .ooo 200.000 50.000 142.000 .000 .000 210.000 2399.520 2402.300 ,000 .000 .000 65.000 165.000 .000 .000 .000 2400.000 .000 .000 .000 .000 80.000 .000 .000 I '' 2 r r r 01/01/80 01:58:55 SECMl DEPTH II ILilB TIME VI.OB XlOIIl SI.DPE CWSEI. tlCH VCH XlOI PAGE CRIWS 1110 VRilll Xl.liiR wsru< IUJB XN.. !TRIAl EB 101 XNCH !DC IN IL ARIII XNR !COO VII. IITN CORM !LISS BIN< aEV Till LEFT/RIIlHT EU!IH SSTA T!JIWID ENDST r-i fSECI() r' j ,.. s. 000 3265 DIVIDED FUJII 5.00 224. .oo r r" - ,... r" r ""' ,.. r ,.. ~ '' •016018 .66 239MB 224. 0. 2.43 .00 o. 0• ISEOO 4.000 4.00 1.33 2392.33 224; 224. 0. 2.10 .02 .00 160. .008593 105. .oo o. .oo o. 2390.20 2390.57 0. 92. .oo o. •00 230. .09 o. .040 .040 .040 0 0 7 .00 2392.40 0. 107. .07 0. .040 .040 6 0 .040 0 .oo o. .oo 0. .000 2389.112 .oo 248.98 2391.00 2390.60 26.06 287.78 .00 2394.60 I • 2393.00 .000 2391.00 79.72 .oo 224.14 303.85 1.83 o. ISEOO ·3. 000 3265 DIVIDED FUJI 3685 20 TRIAlS ATTEMPTED WSEl, CIISEl 3693 PROBABLE MINIU SPECIFIC ENERGY 3720 CRITICAl DEPTH ASSiJI!ED 3.00 1.21 2394.51 2394.51 o. 197. o. 197. 4.08 .oo .02 .00 o. o. .030493 0. ISEI:NIJ 2. 000 2.00 1.62 2397.62 155. 155. o. 3. 72 .03 .00 165. • 011395 100. tSEOO 1.000 1.00 1.11 2400.63 128. 128. 0. 4.17 .05 .00 220. 210. .020611 ;, .00 2394.n 0. 48. .26 0. .040 .040 .040 20 15 0 .00 2397.84 0. 42. .22 0. .oo o. .oo .040 .040 .040 295. 4 0 0 .00 2400.90 o. 31. .27 0. .00 o. .00 200. .040 .040 .040 4 0 0 .00 .00 2396.50 0. I. 2396.75 .000 2393.30 114.66 .00 96.70 239.43 3.07 .oo I. I. 2398. 70 2398.40 .000 2396.00 62.19 .00 45.66 107.84 .oo 2402.10 3.06 I, 2402.30 I. .000 2399.52 42.10 .oo 44.23 86.32 3 r r r PRIFILE FOR STREAM SIJIICRITICR. ID.A. "D AND r ,. aEVATI!Ii 2388. 5EOO llJiliS PLOTTED POINTS IBV PRIDRITYI-E-EI£RSY,IHIITER SURFII:E, HNYERT, c-cRIT!CR. W. 5., L-lEFT s.oo o. c 20. c 40. c 60. c BO. ,.' ,. ! 4.00 3.00 .. 2.00 ,.. .. r ,. .. 1.00 2390. 100. 120. 140. 160. 180. 200. 220. 240. 260. 280. 300. 320. 340. 360. 380. 400. 420. 440. 460. 480. 500. 520. 540. c c c c c c c c c c c c c c c c c c c c c c c 2392. 2394. 23'36. 2398. 2400. BIN(, R-RISHT 2402. 2~. . -' .WE I RL • WE Ml • WE Rl I WE .Rl I • WE • L I WE. Jo!l I WE I I 240£. ... I. WE L I ER L • I ER L. E R• l •I I E R. l I WE.R l I WER l. I .E R .l I • E R l I WE LR I • WE LR LR I WE. •I WE• I'll I WE I'll. I .WE Ml. I WE I'll WE .Rl I . I WE. Rl I W.E Rl I BIIN<,IH.OWER END STA •WE I • WE LR LR • .LR ,.. .. 01/01/80 PAGE 01:58:55 - THIS Rill EXECUTED 01/01/80 4 02:05:58 11111111111111111111111111111111111111111111111111 I£C2 REl.£liSE DATED I«JJI 76 UPDATED lilY 1984 ERROR IDRft - 01,02,03,04,05,06 JIIIDIFICATIIJl - 50, 51, 52, 53, 54, 55,56 IBII-PC-XT \'ERSIIJl 1.1 ., - - - .. . .. - - 1111111111111111111111111111111111111111111111*1+1 NOTE- ASTERISK f+l AT LEFT OF CROSS-SECTIIJl NJMBER INDICATES MESSilGE IN SIJIMARY OF ERRORS LIST SUBCRITICAL fD.A. 'D AND StJIIIIIARY PRINTOOT SECNO + CWSEL CRIWS Ell TOPWID IOK•S DEPTH HV HL K•CHSL ALPHA u 5.000 2390.48 .00 2390.57 248.98 160.18 .66 .09 .00 .00 1.00 224.00 4.000 2392.33 .oo 2392.40 224.1\ 85.93 I. 33 .07 1.83 7.37 1.00 224.00 3.000 2394.51 2394.51 2394. n 96.70 304.93 I. 21 .26 .00 2300.05 1.00 197.00 2.000 2397.62 .oo 2397.84 45.66 113.95 1.62 .22 3.07 16.36 1.00 155.00 1.000 240o.63 .00 2400.90 44.23 206.11 I. II .27 3.06 16.76 I. 00 128.00 r r 01/01/80 01:58:55 PAGE SlMIRV IF ERIIIlAS INl SPECIIL t«JTES CMIII'l SEDil= CMIII'l SEDil= CMIII'l SEDil= 3. 000 PIIFILEz I CRITICIV.. DEPTH AS!UED 3. 000 . PIIFILE= I PRIIIAil.E IIINIIUI SPECIFIC EIERSY 3. 000 PRIFILE= I 20 TRilLS ATTEIIPTED TO MJN:E WSEL . ' - .. -· - - - - - - ~ ' 5 r .. - 1111111111111111111111 ....... 111111111111111 .......... 111111111111111111111111111111111111111 4 U.S. ARMY CORPS OF ENGINEERS 4 Tf£ HYDRII.OOIC ENSIIEERINl CENTER 4 4 609 SECIN) STREET, SUITE D • 4 DAVIS. CIUFORNIA 95616 t • 19161 ~105 IFTSI lt48-2105 • f+f+l*lllllllllllllllltlllllllllllllllllllllllllllllll llllllllllllllllllflllllllllllllllllf+f 4 4 4 4 4 lllTER SURFACE PR!FILES YERSI[}I !F IOJEMIIER 1976 UPDATED IIAY 19M IIIII-PC-XT YERSI[}I lUI DATE 01/01/80 TilE 02:20:46 4 4 4 4 4 4 - - .. - - - f f X xxxmx XX XXX X X X X X X X X xxxxxxx XXXI X X X X X X X X X X xxxxx X X X X X XXXIX xxmxx xxxxx DRAINAGE AREA "D AND G" EXISTING - SUPERCRITICAL X X XX XXX X X xxxxxxx r r r r r ,.. ,. 01/01/80 • 02:21:03 THIS RlJl EXECUTED 01/01/80 I£C2 REl.E!ISE llAlED 101 7£ UPDAlED MAY 1984 ERRilR CORR - 01, 02, 03, 04, 05, 06 I(I])IFICATII»> - 50, 51, 52, 53, 54, 55,56 11111-PC-XT VERSII»> 1.1 T1 T2 TJ !Nl HETRIC • 00 I. .016000 J2 NPRIF !PLOT PRFVS XSECV XSECH -1.000 .000 1.000 ~y .000 FN H\IINS .0 IUDC u WSEL FU 224 • 2400.200 CHNI~ IBW .000 !TRACE .000 .000 .000 .000 .000 .000 PRINTOlfT 38.000 1.000 2.000 3.000 4.000 5.000 8.000 10.000 !1. 000 33.000 57.000 43.000 .000 .000 .000 .000 .000 .000 .000 .000 NC .040 UT XI 1.000 1.000 2402.100 2402.000 .040 128.000 9.000 .000 100.000 .040 .000 .000 2402.000 2402.300 .000 .000 165.000 25.000 118.000 .000 .000 220.000 2400.000 2402.000 .000 .000 200.000 50.000 142.000 .000 .000 210.000 2399.520 2402.300 .000 .000 .000 65.000 165.000 .000 .000 .000 2400.000 .000 .000 .000 .000 80.000 .000 1.000 2.000 2398.700 2398.400 155.000 6.000 .000 155.000 .000 .000 2398.000 .000 .000 155.000 55.000 .000 .000 100.000 2396.000 .000 .000 295.000 92.000 .000 .000 165.000 2396.200 .000 .000 .000 100.000 .000 .000 .000 2398.000 .000 .000 .000 110.000 .000 1.000 3.000 2396.500 2395.700 2395.400 197.000 13.000 .000 175.000 305.000 .000 .000 2396.000 2394.000 2396.000 .000 365.000 40.000 198.000 342.000 .000 .000 2394.000 2393.550 2396.750 .000 .000 140.000 210.000 365.000 .000 .000 2393.300 2394.000 .000 .000 .000 150.000 225.000 .000 .000 .000 2394.000 2395.580 .000 .000 .000 158.000 270.000 .000 1.000 4.000 2394.600 2391.000 2392.000 224.000 12.000 .000 170.000 285.000 .000 .000 2394.000 2392.000 2393.000 .000 340.000 30.000 205.000 340.000 .000 105.000 2392.000 2392.290 .000 .000 230.000 90.000 215.000 .000 .000 160.000 2392.250 2392.000 .000 .000 .000 115.000 228.000 .000 .000 .000 2392.000 2391.800 .000 .000 .000 130.000 255.000 .000 ,.. 6R 6R ,.' QT GR GR ... QT XI XI r STRT o. !""' ,.. IDIR 2. JJ VARIABLE CODES FOR ,.. NINV 0. ,. ' • SAN JOilOOIN ESTATES - SIJPERCRITICAL 100 YEAR EVENT SUPERCRITICAL !D.A. 'D ~D G'l Jl !CI£CK ,. r ~ llllllllllllllllllllllllllllllllllllllllllllllllll GR GR GR QT XI GR GR GR 1 02:21:09 llllllllllllllllllllllllllllllllllllllllllllllllll ,.. ,. PAGE - - - - - - - 01/01/80 X! 6R 6R 6R EJ 02:21:03 s.ooo 2391.000 2390.000 2390.600 .ooo 15.000 .000 130.000 215.000 .000 PA6E .000 2390.000 2389.900 2390.000 .000 290.000 so.ooo 145.000 248.000 .ooo .000 2389.900 2390.000 2389.820 .000 .000 58.000 !60.000 261.000 .000 .000 2390.000 2390.300 2390.000 .000 .000 62.000 170.000 279.000 .000 .000 2390.240 2390.000 2390.600 .000 .000 90.000 185.000 290.000 .000 fPIIF 1 ~ ' 2 r r r 01/01/80 SECNO Q TIME SLOPE 02:21:03 DEPTH CLm \tOll lUll. CIISEL PAGE OCH CRIWS llRm 1101 XLOl YROil XLimR WSELK lUll XN.. !TRill. E6 ACH XN:H !DC HV AR08 XNR IIDIT ll.OSS HL Yll. WTN CORAR BANK ElEV TWA LEFTI RI £iiT B..MJN SSTA TOPIIID ENliST !""' r r ' r !""' r !"' tSECNO I. 000 3720 CRITICil. DEPTH ASSlJED 1.04 2400.56 2400.56 2400.20 2400.90 1.00 128. 0. o. 128. 0. 28. .oo • 00 4.63 .00 .0-40 .0-40 .02'7729 o. o. o. 0 14 tSECNO 2. 000 3685 20 TRIIl.S ATIEMJlTEI) wsa, CIISEL 3693 PROilAIIl.E MJNIIUI SPECIFIC ENERGY 3720 CRITICII.. DEPTH ASS!JIIED 2.00 1.35 2397.35 2397.35 155. 0. 155. 0. .01 • 00 5.06 .oo 220. 210. 200. .026069 .00 2397.75 o. 31. .040 .0-40 20 11 ( .33 0. • 0-40 5 .40 o. .040 0 .00 2-402.10 .00 0• 0. 2-402.30 42.96 .000 2399.52 .00 42.67 85.63 .15 2398.70 o. 2398.40 .000 2396.00 66.97 39.43 106.40 .00 5.63 o. •SEOO 3. 000 3265 DIVIDED FUJII !""' ' !""' ,.. !""' 3685 20 TR!Il.S ATTEMPTED wsa, cwsa 3693 PROBABLE MINIMUII SPECIFIC ENERGY 3720 CRIT!Cil. DEPTH ASStJIIED 3.00 1.21 2394.51 2394.51 0. 197. 0. 197. .00 .02 .00 4.08 • 030493 100. 295• 165. .oo 2394.77 48. .0-40 •040 20 15 o. .26 0. .0-40 0 4.69 0• 3. 75 2396.50 0. .000 2393.30 .00 96. 70 2396.75 114.66 239.43 ISECNO 4. 000 3265 DIVIDED FLOW !""' I r ,. !""' r 3685 20 TRII¥..5 ATTEMPTED wsa, CIISEL 3710 liSa ASSUMED BASED ON MIN DIFF 4. 00 .95 2391.95 2392.15 224. o. o. 224. .02 .00 6.13 .00 • 121913 0• o. 0. .00 2392.53 37. 0. .0-40 .0-40 10 20 .58 o. .0-40 0 .00 .00 2394.60 o. 2393.00 .000 2391.00 132.19 .00 112.31 276.79 o. ' 3 . . "" ... ... - - - - .. - 01/01/80 SECNII Q TIME SlOPE 02:21:03 DEPTH 11.00 '11.011 XLOBL PAGE CWSEI. CRIWS WSEI..K llCH 'ltH XLOl QRIIB ll.OB XNL YROB XLOOR ITR!Il. ES IDI XlDi IDC HV AR!II XNR IIDIT tL VII. Ifill CIJRAR !l.llSS BANK EL.EV Till LEFT/RJSHT ElMIN SSTA TIJIIWID ENDST ISECN05.000 ; 3265 DIYIDED FUll 3685 20 TR!Il.S ATTEIIPTED WSEL,CWSEI. 3693 PROBABLE MINIU SPECIFIC EIIERSY 3720 CRITICAL DEPTH ASSIJ£D s.oo .57 2390.39 2390.39 224. 0. 224. o. 3.17 .00 .04 .00 • 035955 !OS• !60. 230. ' .00 2390.55 0. 71. .040 .040 20 14 .16 0. .040 0 9.66 12.00 2391.00 I. 2390.60 .000 2389.82 30.57 .00 233.36 286.12 o. ' 4 r ~RCRITICIL r PRIFILE FOR STREAM I'" ! !tOTTED POINTS !BY PRIDRITYI-E-£1DSV,IHMITER r EI.EYATIIJ! 2388. SECNJ CIJII)IS r 1.00 r ~ 2.00 ,.. 3.00 4.00 ~ 5.00 ~ ! ,.. l ,.. r r 2390. !D. A. "D A 2392. 2394. SURF~ !-INVERT, C-cRITICIL 2396. 2398. o. 20. 40. 60. 80. 100. 120. 140. 160. 180. 200. 220. 240. 260. 280. 300. 320. 3110. 360. 380. 400. 420. 440. 460. 480. 500. 520. 540. W.S.,L-LEFT BM<, R-RIGifT BM<,IH.!Io'ER END STA 2400. 2402. 2404. I • WE .LR .WE LR LR • I WE I WE 1'1. WE. ML .I WE • L I. RL I • WE I • WE RL. I .W E MRL • W.E RL I I •I I I ; I I .WE L. WE PL. WE • I it. WE. I 1'1. LR I. WE I WE LR I II: E R L I WCE R .L I WCE R L• WE.R L • I WER. L .I WER.L .I lf:R L. I. If: L I . liE• RL WE. RL WE .RL WE RL 2~ .,.. -. r 01/01/80 r "'' 02:21103 PA6E THIS RIJi EXEilJTED 01/01/80 5 02:28:40 11111111111111111111111111111111111111111111111111 1£12 RELEASE IlAlED lilY 7fi UPDATED lilY 198-\ ERIIlR aJRR - 01, 02, 03, 04, 05,06 IIIDIFICATIIJI - 50, 51, 52, 53,~. 55,56 IIIIHIC-XT \'ERSIIJI 1.1 11111111111111111111111111111111111111111111111111 "" "' .. .. .. .. - . - - tmE- ASTERISK (f) AT LEFT IF CROOS-!IECTION I'UIIIER INDICATES MESSAGE IN stJOOlRY IF ERRORS LIST SUPERCRITICAL CD. A. 'D A SIJIIIARY PRINTWT SECNO CWSEl. CRIWS EG TOPIIID IOK•S DEPTH K•CHSL HL HV ALPHA G I 1.000 2400.56 2400.56 2400.90 . 42.67 277.29 1.04 .33 .00 .00 1.00 128.00 • 2.000 2397.35 2397.35 2397.75 39.43 260.69 1.35 .40 5.63 -1&.7& 1.00 155.00 • 3.000 2394.51 2394.51 2394.77 9b. 70 304.93 1.21 .2& 4.69 -16. 3& 1.00 197.00 • 4.000 2391.95 2392.15 2392.53 112.31 1219.13 .95 .58 .00 -2300.05 1.00 224.00 • s.ooo 2390.39 2390.39 2390.55 233.36 359.55 .57 .1& -7.37 1.00 224.00 9.66 .. . . .. - .. .. - - r r r r r r r tfflllllllllllllllllllllllllllllllllllllllllllll ...... 111111111111114+11111111111111111 . . . . . . • WATER SUIFII:E PRIFILES • VERSJ[)j IF IIDIIEIIBER 1976 • UPDATED MAY 1984 • • U.S. ARI!Y CORPS OF ENGINEERS I 4 Tl£ HYDAil.IJGIC ENGIIEERINl C£NTER • 4 609 SECOOl STREET, SUITE D 1 • DAYIS. m.IFORNIR 95616 • t 1916) -"0-2105 IFTSl ~105 • +f+f+fffllllllllllllllllllllllllllllllllllllllllllllll 11111111111111111111111111111111111111+ • • • * IBII-PC-XT ""RSJ[)j + RIJi DATE 02/26/82 TIME 15:59:09 • X X X X XXXX XXX X X X X X X X X X X xxxxxxx xxxxxxx xxxx X X X X X X X X X XXX XX XX XXX DRAINAGE AREA "C" EXISTING - SUBCRITICAL .. "" "" . ,.. ' ~ ' xxxxx XXX XX X X X XX XXX X X xxxxxxx f ' r r I"' '' r r r 02/26/1!2 THIS RUN EXECUTED 02/26/1!2 IIJDIFICATIIII - 50, 51, 52, 53,54,55, 56 IBIHIC-XT \IERSIIII 1.1 ·························~·················,·· Tl 12 T3 ""' I" ,.. ,.. "'! ,.. .... ,. ' SAN JIIAOOIN ESTATES - SUBCRITICIL 100 YEAR EVENT 'D'-EXIST.SU!CRIT Jl ICI£CK !Nl NINV IDIR STRT METRIC .oo 0. 2. o. o. .012700 J2 NPR!F !PLOT PRFVS XSECV XSECH -I. 000 1.000 .000 .000 FN •o IUDC FG WSEL G H\IINS 402• 2403.500 CHNIM IBW ' .000 !TRACE .000 .000 .000 .000 .000 .000 J3 VARIABLE CDDES FDR SUitiARY PRINTOOT "' ,.. 15:59:31 I£C2 RELEASE DATED NlY 76 UPDATED lAY 1984 ERROR CORR - 01, 02,03. 0'1,05. 06 "' "' ,.. PAGE 11111111111111111111111111111111111111111111111111 "' r 15:59:25 t«: GT 38.000 1.000 2.000 3.000 4.000 5.000 8.000 10.000 11.000 33.000 57.000 43.000 .000 .000 .000 .000 .000 .000 .000 .000 :ooo .000 .000 .000 2405.520 2404.400 2404.100 .000 .000 .000 83.000 234.000 519.000 .000 .000 .000 240'1. 840 2404.620 .000 .000 .000 .000 119.000 284.000 .000 46.000 41.000 178.000 295.000 530.000 46.000 2406.910 2404.600 2404.430 2404.500 .000 63.000 185.000 345.000 550.000 .000 2406.480 2403.290 2403. 760 .000 .000 87.000 232.000 395.000 .000 40.000 2407.060 2405.100 2405.740 2404.980 40.000 49.000 142.000 258.000 493.000 40.000 2407.680 2404. 760 2405.060 .000 .000 65.000 152.000 308.000 .000 .ooo 2406.030 2404.460 2404.640 .000 .000 83.000 175.000 358.000 .000 35.000 2406.600 2405.280 2404.880 .000 35.000 58.000 158.000 360.000 .000 35.000 2405.220 2406.780 2404.900 .000 .000 70.000 175.000 410.000 .000 .000 2405.180 2406.400 .000 .000 .000 93.000 225.000 .000 .000 334.000 .025 .000 119.000 2406.930 2402.710 2402.760 .000 .000 234.000 ' 10.000 183.000 384.000 .000 .000 2406.210 2404.340 2403.400 .000 .000 .000 60.000 224.000 459.000 3.000 2407.400 2406.000 2404.600 2403.800 19.000 .000 104.000 238.000 445.000 120.000 2408.180 2405.850 2404.900 2403.760 295.000 19.000 120.000 21!2. 000 480.000 46.000 2406.740 2403.960 2405.000 2404.140 2.000 2407.700 2405.900 2403.800 2403.800 18.000 .000 96.000 200.000 408.000 152.000 2407.500 2405.720 2405.610 2404.540 238.000 24.000 115.000 238.000 443.000 1.000 2406. 700 2404.900 SR 2404.800 EJ .000 tPRIF I 14.000 .000 118.000 275.000 .000 93.000 175.000 44.000 140.000 325.000 .000 XI GR GR GR .025 1.000 4.000 2406.100 2404.200 2404.100 - XI GR GR GR GR XI GR GR GR 6R XI 6R 6R .025 402.000 14.000 .000 m.ooo 2406.220 2404.240 2404.800 .000 ' r r r r !"' !"' 15:5'3:25 02/ZE./82 SEOO a TilE SLOPE f5E!:NO DEPTH IUIB 'llllB XLOBI.. PAGE CWSEL llCH YCH Xllll CRIIIS llRilB YRilB XLIJBR IISElK !LOB Xli. !TRilL ES IDi OCH !DC HV li. AROB XNR !COO VII.. WTN CORAR IUlSS BANI( ELEV Till LEFT/RI9fT ELM IN SSTA TOPWID ENDST ~. 000 3265 DIVIDED FLBI 3720 CRITICAL DEPTH ASSIJEII I. 08 2-403. 79 2-403.79 2-403.50 ~.00 336. 0. 60. ~. 0. .00 3.90 ~.25 .025 .00 o. o. o. .009913 0 ' 2~.06 17. .27 79. .025 .025 II 0 .00 0. .000 .00 .00 o. 2~.71 m.86 2~.84 24~.40 178.60 492.14 !"' t5EOO 3.000 '"' '"' '"' .. 3265 DIVIDED FLBI 7185 MINIMUM SPECIFIC ENERSY 3720 CRITICAL DEPTH ASSUMED 1.06 2~.35 3.00 92. 402. 0. .00 3.60 .00 46. 46• • 011142 2~.35 310. 3.79 46. .oo 2~.56 .22 o. Z6. 82. .025 .025 .025 2 8 0 .00 2405.11 .23 67. .025 0 .48 .oo 2-405.85 o. 2405.00 0. .000 2-403.29 160.18 .00 248.80 541.-40 •SECNO 2. 000 3Z65 DIVIDED FLOW '"' '"' 7185 MINIMUM SPECIFIC ENERSY 3720 CRITICAL DEPTH ASSUMED 1.08 2~.88 2.00 o. 135. ~. 3.67 .01 .85 •009036 40. w. 24~.88 266. 3. 96 -40. 0. .025 2 37. .025 5 '"' . •SECNO I. 000 3Z65 DIVIDED FLOW 3280 CROSS SECTION 1. 00 EXTENDED !"" 7185 MINIMUM SPECIFIC ENERSY "" . ,.. .43 FEET .40 .00 o. o. .000 2-403.80 .00 225.34 ~~.76 2405.61 148.58 481.21 "' I 2 r 02/26/82 r SECNO !'" ' !'" Q TilE SlOPE i !"" !"' !"' !"' !"' . . . . .. . DEPTH lllOB 111.011 XLOIII. CWSEl. tlCH YCH XLOI PAGE CRIWS llRIII VROB XLOBR WSEU< EG ll.OB II:H XNI. ITRill. Xt«:H !DC HV AROB XNR ICIJ(T ll.OSS II. \Ill. WTN CORAR BANK ElEV Till LEFT/RIGHT SSTA ELMIN TOPWID ENDST 3720 CRITICAL DEPTH ASSliEil 1.00 ~. !"" 15:59:25 .01 .010SSS 1.09 2405.33 2405.33 136. 261. s. 4.01 3.75 1•. 54 35. 35. 35. .00 2405.55 34. 3. .025 .025 0 5 .23 70. .025 0 .35 .00 2405.18 2406.78 69.07 240.94 410.00 0. 1. .000 2404.24 .00 '' 3 r 02/26182 r THIS RUN EXECUTED 02/2£/82 11111111111111111111111111111111111111111111111111 r . ,.. ; . . "" r PAilE 15':59:25 t£C2 RELEASE DATED lilY 76 UPDATED lilY 1984 ERROR CORR - 01,02,03,04,05,06 IIIDIFICATJI»> - SO. 51, 52, 53. 54, 55, 56 11111-PC-XT VERSII»> 1.1 11111111111111111111111111111111111111111111111111 4 16:06:49 r 02/26/82 15:59:25 ,.. ! ... r r r ... .,.. ... . .. . .. . -.. r ... SIJ!MlRY OF ERRORS AND SPECIAL t«JTES CllUTJ!Jl SEOO= 4.000 PROFILE= 1 CRJTII:AI. DEPTH ASSI.MED CRUTJ!Jl SEOO= CllUTJOO SEOO= 3.000 PROFILE= 1 CRITICAL DEPTH ASSUIED 3.000 PROFILE= 1 MINIMUM SPECIFIC ENERGY CRUTJOO SECNO= CAUTION SEOO= 2.000 -PROFILE= 1 CRITICAL DEPTH ASSIJIED 2.000 PROFILE= 1 MINIMUM SPECIFIC ENERGY CAUTION SECNO= CAUTION SECNO= 1.000 PROFILE= 1 CRITICAL DEPTH ASSlJIIIED 1.000 PROFILE= 1 MINIMUM SPECIFIC ENERGY ~E 5 r r ,.. 111111111111111111111111111111111111111111111111111111 t t t t 111111111111111111111111111111111111111 WATER SURFACE PRIFILES \'ERSIIW !F tOIEIIIIER 1976 f * f t UPilATED MAY 1984 II!IHIC-XT \'ERSIIW f t * f f t IUl DATE 02/26/82 TilE 16:21:02 111111111111111111111111111111111111111111111111111111 t U.S. ARMY CORPS !F ENGIIEEAS 11£ HYDnllGIC ENGitEERU6 CENTER 609 SEaJ;D STREET. SUITE D DAYIS. CIUFORNIA 95616 !9161 ~lOS !FTSl 448-C105 ,.. ,.. ... -... "" mxxxx X X X X X X X X X X X X X X X X xxxxxxx xxxxxxx mx t t t t lllllllllllllllllllllllllllllllllllllll r ,.. t XX XXX X X X X X X XXX XX X xxxxx f XXXX X X X X XXXX X X X XXX XXX X f DRAINAGE AREA "C" EXISTING - SUPERCRITICAL • r r r r OZ/26/82 16:21:18 PAGE THIS RUN EXEllJTED OZ/26/82 I !"" 16:21:2~ 11111111111111111111111 ....... 11111111111111111111 I£C2 RELEASE DATED NIV 76 UPDATED MAY 1984 ERROR ll!RR- 01,02,03,04.05.06 IIJDIFICATIIJI - 50, 51, 52. 53,~. 55,56 1811-PC-XT VERSIIJI 1.1 1111111111111111111111111~111111111111111111111111 ' '' !"' Tl T2 T3 SAN .JlMJIN ESTATES - SUPERCRITICAL 100 ~..AR EVENT 'D'-EXIST.S!JlERCRIT ' J1 !CHECK !"" NINY IDIR STRT METRIC •00 o. 2. 0. 1. .012700 J2 NPROF !PLOT PRFVS XSECV XSECH "" "" !Nil -1.000 1.000 .000 .000 FN HVINS .o !UDC FQ WSEL Q 402 • 2W5.~ .000 !TRACE CHNI~ !Bioi .000 .000 .000 .000 .000 .000 J3 VARIABLE CODES FDR Sillf!ARY PRINTOUT .. 38.000 1.000 2.000 3.000 ~.000 5.000 8.000 10.000 11.000 33.000 . 57.000 ~3.000 .000 .()(l() .000 .000 .000 .000 .000 .000 "" NC QT X1 GR GR ... SR - X! SR GR SR GR !"" .. .025 lt02.000 14.000 2.000 2W7.700 18.000 .000 96.000 200.000 W8.ooo 152.000 2407.500 2405.720 2405.610 2404.~o40 238.000 24.000 115.000 238.000 443.000 19.000 .000 104.000 238.000 120.000 2408.!80 2405.850 2404.900 2403. 760 119.000 2~.900 2403.800 2403.800 X1 3.000 GR 2407.~ 6R GR SR 2406.000 2404.600 2403.800 X! 4.000 2406.100 2404.200 GR 2404.100 EJ .000 •PROF 1 SR GR .ooo 118.000 275.000 4~5.000 14.000 .000 177.000 334.000 .000 .025 .000 93.000 2406.220 2404.2W 2404.800 .000 .000 175.000 .025 1.000 1.000 2406.700 2404.900 2404.800 2~06.930 2402.710 2402. 760 .000 ~4.000 1W.OOO 325.000 .000 .000 35.000 2406.600 2405.260 2404.860 .000 .000 35.000 58.000 158.000 360.000 .000 .000 35.000 2~.220 2406.760 2404.900 .000 .000 .000 70.000 175.000 410.000 .000 .000 .000 2W5.!60 2406.400 .000 .000 .000 .000 93.000 225.000 .000 w.ooo w.ooo w.ooo 2W7.060 2W7.680 2404.760 2W5.060 .000 .000 65.000 152.000 308.000 .000 .000 2406.030 2404.460 2404.980 49.000 142.000 258.000 493.000 • 000 .000 83.000 175.000 358. 000 .000 295.000 19.000 120.000 282.000 480.000 46.000 2406.7W 2W3.960 2WS.OOO 2404.!W 46.000 41.000 178.000 295.000 530.000 46.000 2406.910 2404.600 2404.430 2404.500 .000 63.000 185.000 345.000 550.000 .000 2406.480 2403.290 2W3.760 .000 .000 87.000 232. OC"o 395.000 .000 234.000 10.000 183.000 384.000 .000 .000 2W6.210 -2404.3W 2W3.400 .000 .000 60.000 .000 .000 83.000 234.000 519.000 .000 .000 2~05. 520 .000 119.000 284.000 .000 •000 2~.100 2~.740 22~.000 2404.~ 459.000 .000 2404.100 .000 240~.640 2w~.aw 2404.620 .000 .000 1 r 02/26/82 r SECNO DEPTH CWSEL CRIWS llCH TIME IUJB IILOB QROB IJROB SLOPE XLOBI. ... r r r ... ... u 16:21:18 PAGE YCH XLCH XLOBR WSELK IUJB ll:H HV AROB XJ«:H !OC XNR !CONT ES Xtt. ITR!~ HL 1/11. WTN CORAR ll.OSS BANK ELEV TWA LEFT/R!SHT ELMIN SSTR TOPWID ENDST tSECNO 1. 000 3265 DIVIDED FUJII 3280 CROSS SECTION 1.00 402. .00 .012677 1. 00 EXTENDED ' • 41 FEET 1.07 2405.31 2405.34 2405.40 2405.56 4. 138. 261. 2. 33. 4.21 3.93 1.48 .025 .025 o. o. o. 0 10 .25 66. .025 4 .00 .00 2405.18 o. 2406.78 .000 2404.24 69.25 .00 239.84 410.00 .30 59. .025 0 .00 2404.75 o. 2405.61 .000 2403.80 150.28 .00 208.% 474.63 o. tSEC"N!J 2. 000 3265 QIVJDED FLOW ... ... ... ... ... ... . ... . 2.00 402. .00 .012791 1. 01 2404.81 2404.88 o. 134. 268. .07 4.09 4.54 35. 35. 35. .00 2405.11 0. 33. .025 .025 2 5 .45 o. ' - SQ. 51, 52. 53.54,:115,56 11111-PC-XT VERSII»> 1.1 1111111111111111111111111111111111111111111 ....... f NOTE- ASTERISK !•I AT LEFT IF CROSS-SECT!!»! IQBER INDICATES I£SSII6E IN SIJ(IfARY IF ERRORS LIST !"" "D'-EXIST,SUPERCRIT ... S!)IMARY PRINTOUT . SECNI - - - - - • TOPWID DEPTH HL AlPHA CWSEL CRIIIS E6 1.000 2405.31 2405.34 2405.56 239.84 126.77 1.07 .25 .00 .oo 1.03 402.00 2.000 2404.81 2404.88 2405.11 208.96 127.91 1.01 .30 .45 -12.57 I. 01 402.00 3.000 2404.31 2404.34 2404.57 240.82 144.14 1.02 .26 .54 -12.75 1.00 402.00 4.000 2403.78 2403.78 2404,06 177.19 101.36 1.07 .28 .55 -12.61 1.00 402.00 10K*S HV K*CHSL Q ,.. 02/26/82 - SlJI!ARY IF ERRORS AND SPECIAL t«JTES PAGE 16:21: IB ,.. ,.. ... - - - - - ... CMIIJ'l SECIIl= CMION SECIIl= CMIIJ'l SECIIl= 4. 000 PRIFILE= I CRITICAL DEPTII ASSlJED 4. 000 PR!Fil.E= I PRiliiAILE IIINIIUI SPECIFIC ENERGY 4. 000 PRIFILE= I 20 TRIAlS ATTEMPTED TO BAlJIIa WSEl. ' / ' ' 4 r r r llllllllllf4+11111111111111111111111111111111111111f+t .......***.............*............... • • • • • • • • • • U.S. ARMY CORPS OF ENGINEERS • • Tl£ HYDRCi..OOIC ENGINEERING Ct.'NIER t • 609 SECIN) STREET. SUITE D t f DAVIS. CALIFORNIA 95616 t • 19161 "G-2105 IFTSl 4-48-2105 t 111111111111111111111111111111111111111111111111111111 111111111111111111111111111111111111111 WATER SURFACE PRIFILES YERSI!Jil IF tOIEMBER 1976 UPDATED MAY 1984 1811-PC-XT IIERSI!Jil 1M DATE 02/28182 TilE 09:36:13 • r '' "" X X X X XXXX XXX X X X X xxxxxxx xxxx . . . "" "" "" X X X X X X X X xxxxxxx XXX XX X X X X X X X xxxxx DRAINAGEWAY 11 xxxxx X XX XXX X X XX XXX X X XXX XXX X 0 11 POST-DEVELOPMENT - SUBCRITICAL r ... 02128182 09:36:31 ... THIS fUj EXECUTED 02/28/82 09:36:37 11111111111111111111111111111111111111111111111111 I£C2 RELEASE DillED NlV 76 UPDATED MAY 19M ERROR CORA - 01, 02, 03, 04. 05.06 IIJDIFICATIIJN - 50.51,52.53,54,55.56 IBM-PC-XT VERSION 1.1 !"" ""' *llllllllllllllllllllffffff*i*ff*+f......,llllllll !"" Tl ... T3 .. ... T2 .. .. .. .. .. ' SAN JOAQUIN ESTATES - SUBCRITICAL I00 YEAR EVENT 'D'(POST-DEVlSUBCRIT Jl !CHECK Il«l NINV IDIR STRT METRIC .00 0. 2. 0. o. • 012700 J2 NPROF !PLOT PRFVS XSECV XSECH -1.000 1.000 .000 .000 FN HI/INS •o ALLDC g WSEL FQ 402• 2403.500 CHIHM IBW .000 !TRACE .000 .000 .000 • 000 .000 .000 J3 VARIABLE CODES FOR SU"""ARV PRINTOUT .. - ' 38.000 1.000 2.000 3.000 4.000 5.000 8.000 10.000 1!. 000 33.000 57.000 43.000 .000 .000 .000 .000 .000 .000 .000 .000 .000 gr I. ()()'J NC .016 5.000 2402.000 402.000 .016 4.000 .000 .000 .016 .000 2399.550 .000 .600 27.000 2.500 .000 .000 .000 2399.550 .000 .000 24.500 .000 .000 .000 2402.050 .000 .000 .000 2.7.000 .000 .000 .000 .000 GR SR .025 4.000 2406.100 2402.700 .025 10.000 .000 177.000 .025 177.000 2406.930 2403.210 .600 352.000 10.000 234.000 .000 215.000 2406.210 2401.790 .000 120.000 60.000 292.000 .000 150.000 2405.520 2399.700 .000 .000 83.000 340.000 .000 .000 24(14.840 2403. 700 119.000 352.000 XI SR GR GR GR 3.000 2407.400 2406.000 2404.600 2403.400 16.000 .000 104.000 238.000 415.000 185.000 2408.180 2405.850 2404.900 .000 415.000 19.000 120.000 282.000 .000 46.000 2406.740 2403.960 2404.290 .000 46.000 41.000 178.000 307.000 .000 46.000 2406.910 2404.600 2402.350 .000 .000 63.000 185.000 352.000 .000 .000 2406.480 2403.290 2399.940 .000 .000 87.000 232.000 404.500 .000 XI GR SR SR SR 2.000 2407.700 2405.900 2403.800 2400.300 17.000 .000 96.000 200.000 421.500 329.000 2407.500 2405.720 2405.610 2'03. 780 432.000 24.000 115.000 238.000 432.000 40.000 2407.060 2405.100 2405.740 .000 40,000 49.000 142.000 258.000 .000 40.000 2407.680 2404.760 2404.400 .000 .000 65.000 152.000 329.000 .000 .000 2406.030 2404.460 2403.120 .000 .000 83.000 175.000 363.000 .000 XI GR NC XI .000 .000 .000 .000 .000 .ooo r r' r r 02/28/82 09:36:31. PRGE ,oe:; ,oe:; ,oe:; 1.000 6R 2406.700 GR 2404.900 6R 2404.800 .000 EJ IPRIF 1 14.000 .000 118.000 275.000 .000 93.000 2406.220 2404.240 2404.800 .000 NC XI .000 175.000 44.000 140.000 325.000 .000 .000 35.000 2406.600 2w.i.280 2404.880 .000 .000 160.000 58.000 158.000 360.000 .000 .000 35.000 2w.i.220 2406.780 2404.900 .000 .000 .000 70.000 175.000 410.000 .000 .000 .000 2w.i.180 2406.400 .000 .000 ( "" "" "" "" "" ,.. ... ' .000 .000 93.000 225.000 .000 .000 2 r' ,.. 02/28/82 ,. SECIIIJ '' '' ll Til£ SLOPE 09:36:31 DEPTH ll!.OB VLOB XLOBI. PAGE ' 3 CliSEL llCH CRIWS YCH llROB YROB XLCH XLOBR WSELK ALOB XNL !TRIAL ll.OSS ES HV HL ACH AROB XNCH XNR ICIJNT VOL IITN COAAR !DC BANK ELEV nil LEFT/RIGHT B.IIIN SSTA TIJAjJD ENDST r r ,. ' r ,. )' ,.. ' ,.. .600 C8iY= CCHY= .000 OSECND 5. 000 3720 CRITICAL DEPTH ASSlJitED 5.00 2.10 2401.65 2401.65 2403.50 2402.63 o. 402. 0. 402. o. 51. .00 .oo .00 7.93 .016 .016 • 003298 o. o. II 0• 0 .600 C8iY= CCHY= •SECNO 4. 000 r ' .98 o. .016 0 .00 2402.00 .00 o. 2402.05 0. .000 2399.55 .36 26.25 26.60 .00 .000 3301 HV CHAN6ED IIORE THAN HYINS 4.00 402. .02 • 000743 3.63 2403.33 4. 398. .75 1.86 215 • 150. .00 o. .00 120. .00 2403.39 5. .025 4 .05 214. o. •0::-'5 .025 0 0 .21 o. << "'" o. .000 239'3, 70 .00 191.11 2402'. 70 2403. 70 159.79 350.91 ' ,.. >SECNO 3. 000 3265 DIVIDED FLOW ,.. r ,.. ,.. 3.00 402. • 03 .001188 3.36 2403.30 o. 402. .00 2.85 46. 46. •SECNO 2. 000 2.00 2.97 2403.27 402. 0. 402. • 03 .00 3.84 .002523 40. 40. OSECNO 1. 000 3265 DIVIDED FLOW ,.. r .00 o. .00 46. .00 0. .00 40. .00 2403.43 o. H1. .025 .025 0 2 .00 2403.50 105. 0. .025 .025 2 0 .13 o. .025 0 .23 o. .025 0 .04 .00 2404.60 1• 1. 2403.40 .000 2399.94 231.50 85.40 414.71 .00 .00 2404.40 .07 1. 2403.78 1• .000 2400.30 359.04 71.41 430.46 .00 !'" I ... "" ... 02/28/82 SECNO DEPTH 0 TilE !i.llPE ll.OB \UlB XLD!IL 3280 CROSS SECTION ... ... ... . - - - - PAGE 09:36:31 CWSEl. llCH IICH XLOf CRIWS GROll VROB XLOBR I. 00 EXIDIIlEil 3685 20 TRIALS ATTEI!PTED WSEL. cwsa 3693 PROBABLE MINIM SPECIFIC ENERGY 3720 CRITI~ DEPTH ASSlJED I. 09 2405.33 2405.33 1.00 402. 5. 136. 261. 3.99 3.73 .04 1.55 35. 35. 160• • 010706 WSELJ{ ll.OB XNL E6 ACH XNCH ITRI~ !DC HV AROB XNR ICONT li. Vfl_ WTN CORAR ILOOS BANK aEV 1liA LEFT/RIGHT SSTA EUIIN ENDST TOIIWID .43 FEET f ' .00 2405.55 34. 3. .025 .025 20 19 .22 70. .025 0 .35 .00 2405.18 I. I. 2406.78 .000 2404.24 63.05 .00 241.06 410.00 4 r PRIFILE Fill! STI£llll 'D'(PIJST-!EY)SUilCRIT ... r ~ PLOTTED POINTS !BY PRIORITYl-E-ENERGY.IHMITER SURFII:E,I-IJM:RT, C-CRIT!Clll. W. S., L-LEFT BIN<. R-RIGHT BIN<. M-LOWER END STA El.EVAT![Ij 2399. 5£00 lliiDIS 5.00 0. 10. 20. 30. 40. 50. 60. 70. 80. '30. 100. 110. 120. 130. 140. ... .. ... 4.00 3.00 !50. 160. 170. 180. 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SECNO • ,.. ... -. ... .. .. • TOPWID 101itS DEPTH HL CWSEL CRIWS EG 5.000 2401.65 2401.65 2402.63 26.25 32.98 2.10 .98 •(10 .oo 1.00 402.00 4.000 2403.33 .00 2403.39 191.11 7.43 3.63 .OS • 21 1. 00 1.02 402.00 3.000 2403.30 .00 2403.43 85.40 11.88 3.36 .13 .04 5.22 1.00 402. (>0 2.000 240:!.27 .00 2403.50 71.41 25.23 2.97 .23 .07 9.00 1.00 402.00 1.000 2405.33 2405.33 2405.55 241.06 107.06 I. 09 .22 .35 112.57 1.03 402.00 HV "' . K•CHSL ALPHA Q r 02/28/82 .. r ... ... ... . .. ,.. ... . . .. !"" ... 09:36:31 PAGE SIJIIIARY OF ERRORS AND SIIEC!Il. MITES CllliTIIJN SECND= 5.000 PROFILE= 1 CRITICIL DEPTH ASSli£D CliJTIIJN SECNO= CllliTION SECND= CllliTIIJN SECNO= 1.000 PROFILE= 1 CRITICIL DEPTH ASSli£D 1.000 PRIFILE= 1 PROBABLE MINifiiJM SPECIFIC ENERGY 1.000 PRIFILE= 1 20 TRI~S ATTEMPTED TO M..Ata wsa ( 6 r ... ,.. f-H+HH+HHH .......H+fi+HHIIIIIIIIIIJHHIIIIIIII HHHHHI**IflfHHHI***IIHHH+HI • WATER SURFACE PRlFJLES • • • • • • • • • • • VERSJ!tl!F l«lYEMMIER 1976 UPDATED MAY I91!4 11!11-PC-XT VERSI!tl Rill DATE 03/01182 TIME 02:02:01 t • • U.S. ARMY CORPS OF ENGINEERS • Tl£ HYDROUJSJC ENGHEER!Nl CENTER * WI SECOND STREET. SUITE D • DAVIS. CAUFORNIA 95616 • !9161 44Q-2105 (FTSl 448-2105 * 11111111111111111111111111111111111111111111 .........1 r '' ... ,. ... X xxxxxxx XXX XX X X X X X X X xxxxxxx xxxx X X X X X X X X X X X xxxmx XX XXX X X X X XX XXX XXXX X X X X XXX XX X X XX XXXIX ... DRAINAGEWAY "D" ... ... .. ,.. ... r POST-DEVELOPMENT - SUPERCRITICAL r .. 03/01/82 02:02:19 PAGE ... THIS RUN EXECUTED 03/01/82 02:02:25 llllllllllllllllllllllllllllllllllllllllllllllllll "" I£CZ RELEASE DillED lilY 76 UPDATED lilY 1984 ERftOR CORR - 01.02.03.04.05.06 lllDIFICATJ[Jif - 50. 51. 52. 53. 54. 55.56 IBM-PC-XT YERSIDN 1.1 . f 41........................... ~ .............. ... -. - T1 T2 T3 f SAN JOAilliiN ESTATES - SUPERCRITICAL 100 YEAR EVENT 'D" (POST-DEVl SUPERCRIT Jl !CHECK !Ml NIN\1 IDIR STRT i'IETRIC .00 o. 2. o. 1. .012700 J2 NPROF !PLOT Plll-'"VS XSECY XSECH -1.000 1.000 • 000 .000 FN HVINS .o ALLDC a WSEL 402. FQ 2405.300 .ooo Cif00 402.000 .025 14.000 .000 118.000 275.000 .000 .025 93.000 2406.220 2404.240 2404.800 • 000 .000 175.000 44.000 140.000 325.000 .000 .000 35.000 2406.600 2405.280 2404.880 .000 .000 160.000 58.000 158.000 360.000 .000 • 000 35.000 2405.220 2406.780 2404.900 • 000 .000 .000 70.000 175.000 410.000 .000 2405.180 2406.400 .000 .000 .000 .000 93.000 225.000 • 000 .600 .ooo NC .025 .025 XI 2.000 2407. 700 2405.900 2403.800 2400.300 17.000 .000 96.000 200.000 421.500 .025 152.000 2407.500 2405. 720 2405.610 2403.780 238.000 24.000 115.000 238.000 432.000 .000 40.000 2407.060 2405.100 2405.740 .000 .000 40.000 49.000 142.000 258.000 .000 .000 40.000 2407.680 2404. 760 2404.400 .000 .000 .000 65.000 152.000 329.000 .000 .000 .000 2406.030 2404.460 2403.120 .000 .000 • 000 83.000 175.000 363.000 .000 3.000 2407.400 2406.000 2404.600 2403.400 16.000 .000 104.000 238.000 415.000 120.000 2408.180 2405.850 2404.900 .000 282.000 19.000 120.000 282.000 .000 46,000 2406.740 2403.960 2404.290 .000 46.000 41.000 178.000 307.000 .000 46.000 2406.910 2404.600 2402.350 .000 .000 63.000 185.000 352.000 .000 .000 2406.480 2403.290 2399.940 .000 .000 87.000 232.000 404.500 .000 4.000 2406.100 13.000 .000 177.000 322.000 119.000 2406.930 2402.710 2399.710 r'34.ooo 215.000 2406.210 2404.340 120.000 60.000 224.000 352.000 150.000 2405.520 2404.400 .000 .000 83.000 234.000 .000 .000 2404.840 2401.790 .000 .000 119.000 292.000 .000 GR GR GR GR XI GR GR GR GR XI GR GR GR ~404.200 2400.700 10.000 183.000 340.000 ~403.710 I r ,.. ,. ,.. ,.. - - .. - 03/01/82 02:02:19 N: .016 .016 XI GR 5.000 4.000 2402.000 EJ .000 .000 .000 PAGE .016 .000 2399.550 .000 .600 27.000 2.500 .000 .000 .000 .000 .000 2399.550 .000 24.500 .000 .000 .000 .000 .000 2402.050 .000 27.000 .000 .000 .000 .000 .000 ' ' .000 .000 .000 .000 2 r ... ,. 03!01182 SECIIO DEPTH Q ll.IIB 1/UJB XlDBL TilE ... ,.. SlOPE PAGE 02:02:19 t::IISEL OCH CRIWS VCH XlOf lllllB XLDBR QROB IISElK ll.DB XNI.. !TRill. ll.OSS ES HV II. IQI AROB XNII !COO" '.'IL IIlli CORAR XIDI !DC BANK ELEV TWA LEFT/RIGHT SSTA ELMIN TOPIIID ENilST +PROF I ,. f +SECNO !. 000 ... 3265 DIVIDED FL~ 3280 CROSS SECTION ... ,. .. . 1.00 402. .00 .012905 I. 00 EXTENDED 1.06 2405.30 2405.32 2405.30 2405.56 261. 4. 138. 2. 32. 4.24 3.95 I. 47 .025 .025 o. o. o. 0 8 CCHV= .&00 CEHV= •SECNO 2.000 2.00 402. .01 • 014626 2.13 2402.43 2402.65 0. 402. 0. .oo 7.46 .00 35 • 35. 160. - 36&5 20 TRIALS AffiMPTED WSEL.CWSEL .. . 66. .025 4 .oo 2405, 18 2406. 7& &9.2& .000 2404.24 .oo 239. 7i 410.00 .00 0. o. 3301 HV CHRNSED IIORE THAN HVIt.S .. - .25 .000 •SECNO 3.000 3.00 2.28 2402.22 2402.23 402. 402. o. o. •01 .00 .oo 6.28 .009498 40. 40. 40. - • 40 FEET .00 2403.30 0. o. .025 .025 4 17 .&6 54. .025 0 1.89 • 37 2404.76 o. 2405.61 0. .000 2400.30 377.32 50.61 427.93 .00 2402.83 0. .025 0 8 .61 64 • .025 0 .47 .00 2405.85 0. 0. 2404.90 .000 239'3.94 355.02 56.3& 411.39 .00 .00 2402.62 o. 0. .025 .025 20 8 67. .025 0 .oo o. .o..>s •SECNO 4. OC>O 3693 PROBASlE MINIMUM SPECIFIC ENERGY 3720 CR!TICAL DEPTH ASSUMED 4.00 2.34 2402.05 2402.05 402. 402. o. 0. .01 .00 .00 6.04 • 007123 46. 46. 46. .57 .38 • 11 2404.84 1. 2404.40 .000 2399.71 286. !5 60.88 347.03 .00 o. ' 3 ,. ... - -.. - - .. - 03/01/82 02:02:19 SEOO DEPTH Q GLOB TIME ULIII XLDBL SDPE CWSEL OCH YDf XLDI PA6E CRIWS GRIIB VAlli XLIIIR .600 CEHY= .• 000 5. 000 3685 20 TRI~S ATIDIPTED WSEL.CWSEL 3693 PRilBABlE MINI~ SPECIFIC a.ERGY 3720 CRITI~ DEPTH ASSlJIED 5.00 2.10 2401.65 2401.65 402. o. 402. 0. .01 .00 7.94 .00 • 003313 215• 150. 120. WSEl.K EG HV HL !l.OSS ~DB ll:H XII:H ARDB XNR laM' V[l. TWA XIL ITA I~ !DC WTN CORAR BANI< ELEV LEFT/RIGHT Ell! IN SSTA TOPWID END5T CDIV= fSECII) ' .00 2402.63 0. 51. .016 .016 20 II .98 0. .016 0 .63 .93 2402.00 1. I. .000 239'3.55 .00 26.24 2402.05 .36 26.60 r 4 ,.. PROFILE FOR STREAM 'D'!POST-DEVlSUPERCRIT .. PLOTIED POINTS !BY PRIORITYl-E-ENERGY.II-WATER SIJRFAC£. I-INVERT. C-CRITICil. W. S•• L-LEFT BANK. R-RIGHT BANK. ~-LOWER END STA ELEVATION 2399. SEOO CtJIIIDIS ... ... ,.. 1.00 2.00 2400. ... 4.00 ... ... I. .l I I. !. i . 70. 80. 90. 100. 110. .120. 130. 140. 150. 160. 170. 180. 200. 210. j 240. 250. ,.. .. ... 5.00 260. 270. 280. 2405. 2406. wc ~c we. E E.l L. I I I I I 2407. . • !ll RE w ML E w .ML E w LR E 2408. R• LW E R .R E M. L • R• E M• L • R 'c we E M R we •E M L w E. M .R L R. L. w E• M M R• w E• l R .we E ~ L ~ R .w E L .w E ~ R L .w E M < M w E R L w E M •R L R. L w E M w. E M R .L R l. w. E .M w. E M RL w. E M• R L w• E M• R L w. E!'l .RL w. E Rc. w. MERL • wc ... 220. 230. 2404. •I 40. 19(1, 2403. .. 6(1. .. 2402. ~ 0. 10. 20. 30. 50. 3.00 ... 2401. / ' .. . .. .. .. .. . .. - . - ,.. I - 03/01/82 02:02:19 PAGE THIS RUN EXECUTED 03/01/82 S 02:10:55 **************+*111111111411111111 ................ I£C2 Ra.EASE DATED l«lV 76 UPDATED MAY 19M ERROR CORR- 01.02,03.04.05.()6 MODIFICAT!I)I- 50.51.52.53.54.55.56 IBM-PC-XT VERSION 1.1 NOTE- ASTERISJ< !•l AT Lm OF CROSS-sECTION NUMBER INDICATES MESSAGE IN SUMMARY OF E~RDRS LIST "0" !POST-DtvlSUPERCRIT SUM~ARY PRiNTOUT cwss. CRJWS EG i.OOO 2405.30 2405~ 32 2405.5£ 239.71 12S.05 1.06 .25 ,(10 .0(1 1. 03 402. ((! 2.000 24<.i2. 43 2402.65 2403.30 50.61 146.25 2.13 .as 1.89 -112.57 i. (l,) • 5.000 2401.65 2401.65 2402.53 26.24 33.13 2.,10 • 98 .63 -l.t)7 1. 00 ~02. (i(l SECND TQPwJO IOK•S DEPTH HV K*CP"!S:.. H' ALPHA Q (1~1 .. 03/01/82 02:02:19 SUMMARY OF ERRORS AND SPECIAL NOTES CAUTION SECIIl= CAUTION SECNO= CAUTION SECNO= CAUTION SEDIO= CAUTION SEDIO= CAUTION SECNO= .. .. .. - - - - - PAGE 4.000 PROFILE= 1 CRITICill. DEPTH ASSlJIED 4.000 PROFILE= 1 PROBRBLE MINIMUM SPECIFIC ENERGY 4.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL 5.000 PR!J'ILE= 1 CRITICill. DEPTH ASSUitED 5.000 PROFILE= 1 PROBABLE r.INIMUM SPECIFIC ENERGY 5.000 PROFILE= 1 20 TRIALS ATTEr.PTED TO BALANCE wsa / ' 6