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HomeMy WebLinkAbout3203; Tamarack Avenue Widening Carlsbad Blvd to 1-5; Tamarack Avenue Widening Carlsbad Blvd to 1-5; 1996-03-31TAIVIARACK AVENUE WIDENING CARLSBAD BLVD. TO 1-5 HYDROLOGY AND HYDRAULIC STUDY Project No. 3203 Drawing No. 321-6 TABLE OF CONTENTS PAGE HYDROLOGY 1 HYDROLOGY MAP 13 CURB INLET SIZING 14 HYDRAULICS 27 LATERALS 48 STREET CAPACITY CHECK 59 LEEDSHiLL-HERK£NHOFF, INC 10225 BARNES CANYON ROAD SUITE A210 (^tq) SAN DIEGO, CALIFORNIA 92121 HYDROLOGY -1- ' - PICK-UP POINT AREA ACRES ACRES SOIL& DEVELOPMENT IMIN.I 1 c A ° E L V REMARKS O.S" • 1:7.-in \n.\ (9-flv~Z..» TT- I'I \.o 1^ ^^ (S.A\j^Z,Z. TT- [A f7>°\ in 5^ OO \^ n.c? \n • one? - 2>.\ 1.0 i\ fj.. fcpra3i-^-3r n,o bis" .^t— ••••• l>\ or?':? z-n in :u^J3^P^ Id esq 3in:-\-. zM.c 1^ on n -7.1 1 0 i 1 t/i X DATE, Q W Ul •n (A' [A CP p £7 CP i < 2 o 3 I ""pomT I 'NI' I I ACRESloev'TipMENTl .M.N.. REMARKS bPsaa^ pr-t [Q''^ l'^-^ I ^"^^ 2.lr |o."s^ I e>D^':gL. [o.!r |o.^ I^^^i:^ 12,."^ o^^^nOiT I v n 3 r s ? ^ o H m : BASIN VII "OFFSITE" DRAINAGE AREA DISCUSSION The "offsite" drainage area nortli and west of the intersection of Tamarack Avenue and the railroad tracks is approximately 45 acres in size. In general the area drains from the residential areas to the west onto the railroad right-of-way. The westerly boundary of the drainage area is along Garfield Street. There is a intermediate low point east of Garfield Street along Hemlock Ave., Juniper Ave., Acacia Ave., and Chestnut Ave.. The first street north of Tamarack Avenue which is Redwood Ave. is the only street within the drainage area that does not have this intemediate low point. In general terms the railroad right-of-way slopes from east to west, towards the tracks. The ballast bedding upon which the tracks are resting is elevated above the adjacent ground and therfore a rather undefined earthen swale has been formed. The slope of this swale is very flat and in many locations there are physical obstructions that would restrict the flow of runoff from proceeding to the south. Based on the average slope of the swale which is less than 0.2 percent and the unimproved/earthen^ characteristics of the right-of-way, the ability of the swale to convey any runoff water to the south is marginal at best. The most southerly 200' to 300' of the railroad right-of-way which receives runoff water from a asphalt, swale at Redwood Avenue clearly has the most defined swale in addition to a detectable slope towards the south. Based on these observatons the hydrology calculations for this "offsite" area incorporates the southerly 300' of the railroad right-of-way and the area along Redwood Avenue which is tributary to the railroad right-of-way. As a result of these calculations and project improvements the existing 12" culvert is being replaced with a 18" RCP (minium allowable) culvert which will be connected to the mainline system in Tamarack Ave. -5' 1 73 n <• VI » p. 00 tn X X n I m COUriTY OF SAM DIEGO DEPARTMENT OF SANITATION ft FLOOD CONTROL 33' Prepn U.S. DEPARTMEN NATIONAL OCEANIC AND SPECIAL STUDIES BRANCH, OFFICE OF II 100-YEAR 6- •20-^ ISOPLUVIALS PRECIPITATIOM OF 1 GO-YEAR 6 H0UR PREciPiTATiori IN EMTIIS OF ArM::cii Revised 1/85 APPENDIX XI-E 1 I (0 ; <' Ul ' O 00 in tn O' 1-1 X X I X COUNTY OF SAN DIEGO DEPARTMENT OF SANITATIOM 8- FLOOD CONTROL 33* 100-YEAR 24-IIOl|li PRECIPITATIOM ^20-^ISOPLUVIALS OF 100 'YEAH 24-HOUR PRECIPITATION IM TENTHS OF AN INCH Prepo U.S. DEPARTMEN NATIONAL OCEANIC AND AT SPECIAL STUDIES BRANCH, OFFICE OF II 30" IH' 116° Revised 1/85 APPENDIX XI-H TABLE 2 RUNOFF COEFFICIENTS (RATIONAL METHOD) -DEVELOPED AREAS (URBAN) Land Use Coefficient. C Soil Type (1) Residential: D Single Family '55 -Multi-Units .70 Mobile Homes '65 Rural (lots greater than 1/2 acre) Commercial (2) 80% Impervious -85 Industrial (2) 90% Impervious '95 NOTES: (1) Type D soil to be used for all areas. (2) Where . actual conditions deviate significantly from the tabulatesfl imperviousness values of 80% or 90%, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Consider commercial property on D soil. Actual imperviousness = 50% Tabulated imperviousness = 80% Revised C = |^ x 0.85 = 0.53 INtENSITVi-DUHATioN DESIGN CHART Q Ttilniiiiiimiiiiiiiir»rT i T l.!i.ia.mJ.-Hi.iiirhiii 10 15 20 Minutes Directions for Application! 1) From precipitation naps detennine 6 hr^ and 24 hr. amounts for the selected frequency. These maps are printed in the Ceunty Hydrelogy Manual (10. 50 and 100 yr. maps Included in th Design and Procedure Manual). 2) Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45« to 65% of the 24 hr. precipitation. (Not applicable to Desert) Plot 6 hr* precipitation on the right side of the charti Draw a line through the point parallel to the plotted linesi 5) this line is the intensity-duration curve for the location being analyzed. Application Form: 0) Selected Frequency /PQ yr. 1) Pe ' j£:£Jn-» P24' ^-^ » 2) Adjusted *Pg= (^'^ 3) t, 4) I Pg = •^4 in. •fi^RCAics min, P^nC4ccS in/hr. •Not Applicable to Desert Region Revised 1/85 APPENDIX XI-A UPeB/?A/ J9^£/?S OI/£^LP9A/l> T/A4S FL^i/l/ CU/?\/£S G/ve/? • le/rg/P> a/'/yotv * 3^ /A £'eac/ ••. Oye/-/<m*/ /Jo^f/me '/f Af//ri//es SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN M;\NUAL APPROVED ^-ir '/ •y^'M'^-.^XiXt^ • — URBAN AREAS OVERLAND TIME OF FLOW CURVES DATE APPENDIX X-C RCSIOENTJAL STREET ONE SIDE ONLY a 6 7 8 9 K) DISCHARGE (CFS) EXAMPLE: 6iven« ftslO S= 2.5% Chort ghMfi Depth* a4, VBlocHy = 4.4 tpta. SAN DIEGO COUNTY . DEPARTMENT OF SPECIAL DISTRICT SERVICES OESIGN MANUJlb . APPROVED. -11- 6UTTER AND ROADWAY DISCHARGE-VELOCITY CHART DATE f^H^f APPENDIX X-D \ —soo \ Fee/ —SOOO -~4000 —3000 —ZOOO re EQa/?r/OA/ ^ 7c • ^/rre e/ co/icen/raf/ort I • Leng/A of m/a/ers/ted //» D/Zfere/yce //? e/evahan aJen^ e/feeZ/re sJooe///re (See Appendix j- Af//es /OOO 900 800 700 £00 \ •SOO •400 •300 •200 •/OO \ '2- \ - \ - \- •SO • 40 ^30 OS— NOTE 5FOR NATURAL WATERSHEDS! ZO t ADD TEN MINUTES TO j : COMPUTED TIME OF CON- E CENTRATION, — 5 Fee/ //ours •^saoo \^30O0 \^ -2000 —/soo — /600 — /aoo — /200 — /ooo — 900 800 I— 700 £00 -soo •^400 —300 — 200 M//tt//es — 240 /80 . /20 /OO 30 • 80 70 .£0 'SO — 40 — 30 -20 /8 /£ /4 — /2 ~/o 9 • O 7 •O — 4 —3 SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL APPROVED • /^' -c-jtckh NOMOGRAPH FOR DETERMINATTON OF TIME OF CONCENTRATION (Tc) FOR NATURAL WATERSHEDS DATE APPENDIX A-10 Rev. X-A S/81 MYDROLOGY MAP: -13- I I I CURB INLET SIZING -14- mu B LEEDSHILL- HERKENHOFF, INC. ALBUOUEROUe >*NTA FE HHI SAN DIEOO SAN FIIANCI8C0 ENGINEERING COMPUTATIONS NAME OF PROJECT SHEET NUMBER / OF ^^J* mu B LEEDSHILL- HERKENHOFF, INC. ALBUOUEROUe >*NTA FE HHI SAN DIEOO SAN FIIANCI8C0 ENGINEERING COMPUTATIONS COMPUTED BY: CHECKED BY: JOB NUMBER ^^4^.Z/ DATE:. b^^?T^_,o^ .2S^ ^ -(^-^ /ifpernio ^'-DJ • ^-.^^{i^*::-^^. " \09 -15"-- UU M LEEDSHILL- HERKENHOFF, INC. • ALBUQUERQUE SANTA PE ^^Hl SAN DIEOO SAN FNANCISCO ENGINEERING COMPUTATIONS NAME OF PROJECT SHEET NUMBER •2- OF UU M LEEDSHILL- HERKENHOFF, INC. • ALBUQUERQUE SANTA PE ^^Hl SAN DIEOO SAN FNANCISCO ENGINEERING COMPUTATIONS COMPUTED BY: CHECKED BY: JOB NUMBER ^j^r.^i DATE: / J it i - CJ5^C^ fc,cg3>J fkxxiklbr Tvi^ N^TTtTUrSRiis;' ^^JMS L 0 oO 0 DO mu U LEEDSHILL- HERKENHOFF, INC. • ALBUQUERQUE SANTA FE ^^HI SAN OlEOO SAN FRANCISCO ENGINEERING COMPUTATIONS NAME OF PROJECT SHEET NUMBER 3" OF 6^ mu U LEEDSHILL- HERKENHOFF, INC. • ALBUQUERQUE SANTA FE ^^HI SAN OlEOO SAN FRANCISCO ENGINEERING COMPUTATIONS COMPUTED BY: CHECKED BY: 6^/^ JOB NUMBER ^/ DATE: . / iip"T^lW ^OSQNJ PLOUsr tUS- -SOvAV^I^ (^-U^^ LltMS- mm U LEEDSHILL- HERKENHOFF, INC. • ALBUQUERQUE SANTA FE IHI SAN DIEOO SAN FRANCISCO ENGINEERING COMPUTATIONS NAME OF PROJECT SHEET NUMBER 4 OF 6 mm U LEEDSHILL- HERKENHOFF, INC. • ALBUQUERQUE SANTA FE IHI SAN DIEOO SAN FRANCISCO ENGINEERING COMPUTATIONS COMPUTED BY: /nf CHECKED BY: JOB NUMBER ^7^S.^>/ DATE: / / ^ 'YDf^f^'^^vc (OT -sTieszTr 2P\\^ ( l/^Tt^l ^) " ^Ej^cf^iJ, Tw^Fb/^-t "Tus. my-^ W A-^ '"^"^^^' - 'IS- mm U LEEDSHILL- HERKENHOFF, INC. • BH ALBUQUERQUE SANTA FE ••il SAN OlEOO SAN FRANCISCO ENGINEERING COMPUTATIONS NAME OF PROJECT SHEET NUMBER 1 OF mm U LEEDSHILL- HERKENHOFF, INC. • BH ALBUQUERQUE SANTA FE ••il SAN OlEOO SAN FRANCISCO ENGINEERING COMPUTATIONS COMPUTED BY: CHECKED BY: JOB NUMBER 974-S-. 7.1 DATE: mm U LEEDSHILL- HERKENHOFF, INC. ALBUQUERQUE SANTA FE •Hi SAN DIEOO SAN FRANCISCO ENGINEERING COMPUTATIONS NAME OF PROJECT SHEET NUMBER 6> OF ^ mm U LEEDSHILL- HERKENHOFF, INC. ALBUQUERQUE SANTA FE •Hi SAN DIEOO SAN FRANCISCO ENGINEERING COMPUTATIONS COMPUTED BY: CHECKED BY: 6>^l{- JOB NUMBER DATE: , , CCJT^ AU^^ T^jg. ^t/f^CrtvlTE. ^iOTOtA gfss^^J 0L^(3 -sDvTu^raiiJ i::^/ie£^.a:t^ (/^/^ri^L -: ^iLiii :—_ ^ • length of the inlet and the depth -^^^ entrance. When the depth of operate as a weir until ^J%"^"^/"^°"^^„„ce or more, it will operate as water is about twice the ^^^^^^ °^ '^\^"^"l"perate somewhere between the an orifice. Between these two depths it will operate two. The nomograph (Table L) U based on the following conditions: A The curb opening inlet Cno grate) Is located at a low point In the grade. inlet Will equal the peak inflow from the gutters. The hydraulic basis of the nomograph is as follows: A.- For heads (depths of water) up to the height of the opening. J • ,e 9 uplr with the flow passing through (H/h 1). the inlet is assumed to act as a weir witn tne y critiZTl d^pth at the entrance and following the formula. 3/2 Q - 3.087 LH^' ' For^i^eads equal to or greater than^-Jce^he^eight <^o^^l^^2, ; the inlet is assumed to act as an orifice following tne . ;L^ vw^-^vi^'-c^'S'' S^t Q/L -;:5.62 ii^^^,' (H»/h>i/2;:::.:P • ' S^ This isTa reaixangement ^f ^ihe ^^^^^^^^^^^^ ^- wHrtli.C ^0,7 :^nd H*/equal, to -the head on^ ^:^'^?:^:°5 . '••VC'^; bpening- (B* ^''^;T:MBi'^-K-'^-:'-.--P ^ ''^''••~P^--.i^^-''-p-'^.''^ • S'iS^s'vi^^ i.: Vt^n^ticm was^ used ^^t^e ^era^; . - . . tion of the Inlet" is .indefinite^ .. , •.• • Procedure; ;E;^.4thelJ,gra^:«i^ thirdi. . :• ; .-"^.v. --. •': . ... /...'r' P'\- : Where^ - • = h..4-tatal height of opening;iir feet .yP ^ . 7. . •; . • -> 7;:^^^ r": . • L - t6tal.length of opening in feet * V;::--^ '•- - • . • .- H - depth of water, at the entrance in feet. - Q "total.peak rate of flow to the inlet in CFS ^rmaily Q. H, and h will be known, and the nomograph can "-d to ^etermine Je .length of opening " The spread of the water on the street will depend upon the cross" slope of the pavement. f^O/i^; '^Ofl^ ^ ^^^^ "^^^^ • ^^^^ ()PAfil^^ .TO- TABLE L 1 A. Depth of water at the inlet entrance B. Length of clear opening The depth of the water at the inlet entrance for a given discharge varies directly with: A. Cross slope of the pavement at the curb B. Amount of warping or depression of the gutter flow line at the inlet C. Roughness of the flow line p. Longitudinal slope of the gutter - The capacity of a curb opening inlet when intercepting 100 per cent of the flow in the gutter is given by the formula: q - 0.7 L (a + y) 3/2 y^^^A ^«.*< where y » depth of flow in approach gutter - a - depth of depressipn of F.L. at inlet , ^ - - . length of clear opening V " , v • • . ; " 'TO siie an:open£ng;the P'X^ Height of .the'curb.-c^ •. :^\r'--'\--i^-''i^: n^:^^:->i. iipth--<;K:^f-f^ ^^i^V^esi^dki^^^ :.-'.Jr-:T'; -• ;included--V:J''!j;-'" -L'^:''-^'' ' '.: •'• •—' ffS:l£i!oirariSiS^ 'T'i^^. the street capacity charts^ . ; . . .-^ •:. . y^ f^~- -'. i.P-'-''; -.- ^SeipacitT of > oS=. ^ giinrp.?i«'S°i°i?i^^'" flow to pass the opening. A m^mum of fifteen per cent ot . . , .Recommended passing. , , '" Procedure ^^^^^^ if th; iAlet were intercepting lOOZ of the gutter flow.- K B. Determine length of inlet L required to intercept lOOZ of the gutter flow. L =« total gutter flow Q divided by the factor Q/L. C. Compute ratio Lp/L where Lp = actual length of inlet for partial interception. D. Enter Table M (b) with Lp/L and a/y and determine ratio Qp/Q, the proportion of the total gutter flow intercepted by the inlet in question. E. Flow intercepted, Qp is the ratio Qp/Q times the total gutter .flow Q. F. Flow carried over to next inlet is Q - Qp. DEPTH OF FLOW-y-FEET *r 03 .04 .OS PS •05 ^ .*0 •(a) DISCHARGE PER FOOT OF 'llXLENGTH OF CURB OPENING —1-INLET5 WHEN INTERCEPTING ^100 % OF GUTTER FLOW_-}- .5 6 .03 JQ2' 1 f 1 PARTIAL iNJEpT^ >; 'CEP'TlON HATlOg ^:^>-FM^NCitsf.^ E N:G JHr^i^i?i: t :-:-::-THAff;V:'^,/-iT^^^^^ J05 J06 X>B ja TABLE V T — ,nc " CAPACITY OF CUPxB OPENING iNL£TS I RORrAU OF PUBLIC ROADS • UArMUU I *-'r wv^ ^ .1 RESIDENTIAL STREET ONE SIDE ONLY 5 6 7 8 9 » DISCHARGE (CFS.) EXAMPLES 6lv«n. Qs |0 Ss 2.57o Chart gKMS> Depth* Q4, Velocity - 4.4 tpis. ' 1 40 50 SAN DIEGO COUNTY . GUTTER AND ROADWAY DEPARTMENT OF SPECIAL DISTRICT SERVICES DISCHARGE-VELOCITY CHART DESIGN _MAvN,U,At . APPROVED, Arfitl{*0if^^S^S3^ APPENDIX X-D HYDRAULICS MAINLINE 1.1 Introduction This program is a hydraulic analysis system developed by the Design Systems and Standards Group of the Design Division and the Data Processing Section of the Business and Fiscal Division of the Los Angeles County Flood Control District. 2.1 Purpose , The program conputes and plots uniform and nonuniform steady flew water surface profiles and pressure gradients in open channels or closed conduits with irregular or regular sections. The flew in a system may altemate between super critical, subcritical or pressure flow in any sequence. The program will also analyze natural river channels although the principle use of the program -1 is intended for determining profiles in irrproved flood control systems. 3.1 General Proqram Description 3.2 Basic Theory The ccnputational procedure is based on solving Bernoulli's equation for the total energy at each section and Manning's fomula for friction loss between the sections in a reach. The open channel flow procedure utilizes the standard step method., j Confluences and bridge piers are analyzed using pressure and ^ mcmemtan theory. -•"I The program uses basic mathematical and hydraulic principles to '1 calculate all such data as cross sectional area, wetted perimeter, normal depth, critical depth, pressure, and momentum. I • - ' • . i 3.3 Computational Procedure i • 3.3.1 Input Preparation " . -J ° "—: t • i The channel or conduit system is initially subdivided into the following elements: system outlet, reach, -5 transition, confluence (junction), bridge exit, bridge i entrance, wall entrance (sudden contraction), wall exit * (sudden expansion), and system headworks. Each eleme.nt is internally assigned a number. The input data must j consist of a minimum of three elements (system outlet, .j system headwork and any other element) and is limited to a"maximum of 200 elements. A greater number of eleme.nts will require a breakup into two or more systems. 1 •9 3.3.2 Flow Rates The starting flow rate (Q) at the upstream terminus of a system is specified on a "Q" card. The flew rate (Q) is increased at the desired locations by specifying lateral inflow rates on the "JX" cards. The flow rate can be reduced by using a negative lateral Q, this reduction is intended to account for channel storage. If it is used in cases where the channel or conduit branches it should be understood no loss is conputed. 3.3.3 Multiple Profiles To obtain additional watersurface or pressure gradient profiles for different flow rates in the system, additional Q cards may be supplied. The only limitation on the number of profiles that may be run at one time is the limit on the program execution time which is s;et by the conputer center. 3.3.4 Manning's "n" The program uses the Manning formula for the friction loss in all types of conduits or natural.channels. The program can only take one "n" value per element, however, the "n" value can change at subsequent elements. If a section has a lining coiposed of different roughness coefficients a composite "n" based on anticipated depth of flow should be hand coiputed. If an "n" value is not specified with the input data, the program uses a value of .014. 3.3.5 Water Surface Controls Water surface controls at the dcwnstream terminus (System Outlet S.O.) or the upstream terminus (System Headworks S.H.) are optional input values. If water- surface controls are not given, the program will use critical depth controls. 3.3.6 Critical and Normal Depths Critical depth is coiputed for every section for the given Q utilizing the "Specific Energy Equation". . Normal depth is coiputed in every reach element' on a positive slope for the specified Q. The velocity head (H^) is conputed using the mean velocity of the section. This may not be accurate in the case of a coiplex section such as one with shallow flow in the horizontal overbank area where velocity distribution is not uniform. If the program is to be used in this situation the user should be aware that seme error may be introduced in the results. A check on the magnitude of the error can be made by the user utilizing the parabolic method to determine specific energy (see Appendix). 3.3.7 Watersurface Stages The lower stage w.s. profile begins at the system headworks and ends at the system outlet.' The conputation will proceed downstream in every consecutive element as long as energy is available to maintain flew in the supercritical stage. When energy becones expended at any point in,an element, the lower stage profile will be discontinued fron that point to the domstream end of that- element. Then conputation will resume in the next element with a critical depth control until the system outlet is analyzed. The upper stage w.s. profile, begins at the system outlet, and ends at the headworks. Conputation proceeds upstream in every element as long as the water surface at the downstream end of any two adjacent points can support the moving mass of water to flow at the critical or subcritical depth. Otherwise, conputation will be discontinued from the downstream point to the upstream end of that elenent. Then conputation will resume at the downstream end of the next elanent with critical depth control, provided no depth less than critical depth has been conputed at that point on the lower stage profile. Then conputation will proceed upstream until the system headwor3cs is analyzed. Note that if the coiputed depth of flow in any open section exceeds the given section height the program will assume an additional 10-feet of vertical wall except' for Channel Type 1 (see Figure 6-1) where the side slopes are extended outward until the 10-feet vertical height is reached. The jump routine begins at the system outlet and ends at the headworks. It searches the lower stage-and the upper stage profiles for points of equal energy. If a junp is encountered, it will be approximately located; and data on either the upper stage or lower stage not consistent with the greater energy theory will be deleted fron every element. The final profile will be a conposite of upper staae and lower stage with hydraulic junps in between. - -31- 4.1 Data Processing System Description All programs, are written in POKTAN IV, conpiled using the IBM FORTRAN H coipiler executing on an IBM 370/158 using 0S/VS2 MVS. The system requires the use of an input media (such as a card reader), tenporary disk storage, and a printer. It is designed to run in batch mode. Required input tp the system consists of: 1. Title information. 2. Channel element definitions. 3. Cross section definition. 4. Cross section points definition. 5. Q card, of v^ich the first is required and the subsequent Q cards are optional for change of flow rate in the system. The entire input is thoroughly scanned for required information and range values of optional information before processing begins. If any errors are detected, processing will stop. Warnings may be issued, but they will not prevent processing. Processing consists of three phases: Analysis of the system in the downstream direction (phase I), analysis of the system in the upstream direction (Phase II), and analysis of the downstream profile (fron Phase I) and the upstream profile (from Phase II) to obtain a coiposite profile (Phase III). The processing was designed to continue calculating unless gross errors are encountered. Warning messages may be issued conceming tolerance levels not being reached on an iterative approximation. These may or may not effect the overall solution to the problen; however, processing continues. If gross" errors are encountered, an error message will be issued and processing will stop. Output of the system consists of three reports: 1. A listing of input with edit scanning messages. 2. A w.s. profile listing of the coiposite profile obtaLned in Phase III of processing. 3. A profile plot of watersurface and channel geonetry. •4 -32- n t 5.1 Element Description The channel, conduit or natural river system to be analyzed is subdivided into elements as stated in Section 3.3.1. The program internally numbers the elements beginning with the System Outlet (SO) as number 1. Each successive element is numbered continuing upstream to the System Headworks (SH). The maximum number of elements permissable by the program is 200. 5.1.1 Boundary Lines (Refer to Figure 5-1) All elements are bounded on the upstream end by Section 1 and the downstream end by Section 2 except System Outlet (SO) and System Headworks (SH) which cnly have Section 1. The user inputs data such as base width, conduit height, etc. for Section 1 of every element. The data for Section 2 for every element is taken by the program fron the upstream Section 1 of the adjacent downstream element. Elements may have considerable length between Section 1 and Section 2 as in a reach element or may have a zero length as.in a bridge entrance element. . L = length of element X = number of the el^ient under consideration X+1 = adjacent upstream element X-1 = adjacent downstream element 5.1.2 Svstem Outlet (SO) (Refer to Figure 5-2) .-' The system outlet is the downstream terminus of a channel. X is equal to one. X+1 can be any element except a System 1 Headworks (SH). Note the element length is zero. 5.1.3 Svstem Headworics (SH) (Refer to Figure 5-3) The system headword is the upstream terminus of a channel. Element X-1 can be any element except a system outlet. Note the element length is zero. i1 . > n 5.1.4 Reach (R) (Refer to Figure 5-4) n The reach element is a length of channel, drain or natural { river with a constant invert slope, Q, cross section and Manning's n. A reach may have i straight or curving ~, horizontal alignment, however, a^ciarved reach must coincide with the beginning and end of the curve. The same applies to an angle point in the horizontal alignment, a reach must end or begin at the angle point. In open channels (regular rectangular or trapezoidal sections) the superelevation of the watersurface is conputed and printed for each point in the curve. In pressure flew, bend losses, angle point losses, and manhole losses are conputed and added to the friction loss for the reach. Element X+1 can be any element except a system outlet. Element X-1 can be any. element except a system headwor)cs. 5.1.5 Junction Structure (JX) (Refer to Figure 5-5) The junction structure element is used where there is lateral inflow into the system. Two different laterals can be handled by this element. Element X-1 can be any other element except a System Headworks (SH). Element X+1 can be any other element except a System Outlet (SO). 5.1.6 Transition Structure (TS) Refer to Figure 5-6 A transition structure is a gradual expansion or contraction from Section 1 to section 2. The length L may be any positive number. Element X+1 may be any element except a system outlet. (SO) Element X-1 may be any element except a system headworks (SH). 5.1.7 Bridge Entrance (BE) (Refer to Figure 5-7) A bridge entrance is an element used v^ere flew enters fran an element without piers into an element with piers. A bridge entrance is considered to have a zero length element even though the bridge pier nose may have a minor length. Element X-1 may be a SO, R, JX or TS. Element X+1 may; be a R, JX, TS or SH. It is noted that neither section 1 or 2 can be a pipe. 5.1.8 Bridge Exit (BX) (Refer to Figure 5-8) The bridge exit is also considered to have a zero length element. A bridge exit is an element used where flow exits fron an element with piers into an element without piers. Element X-1 may be a SO, R, JX, or TS. Element X+1 may be a SK, R, JX, or TS. It is noted that neither section 1 or 2 can be a pipe. 5.1.9 Wall Entrance (WE) (Refer to Figure 5-9) This element is used when there is a sudden change in the conduit section such as a headwall or an abrupt contraction. This element is considered to have a zero_length^ The user should supply the loss coefficient Kc expressed in terms of the velocity head. If left blank on the input card the program uses a value of .5 -for kc. (See Hydraulic Handbooks for typical values). Element X-1 may be a SO, R, JX, or TS. Element X+1 may be a SH, R, JX, or TS. The section for element X+1 cannot have piers, however, it can be an cpen channel or closed conduit. The section 1 fOJ. element X-1 can also be an open channel or closed ' , conduit and it can be with or without piers. ll 5.1.10 Wall Exit (WX) (Refer to Figure 5.10) This element is used when there is a sudden expansion fron a smaller to a larger channel or conduit section- This element is considered to have a zeroj^gth. Element X-1 may-be a SO, R, JX or TS. Element X+1 may be a SH, R, JX or TS. The section for element X+1 may be an open channel or closed conduit with or without piers. The section for element X-1 may be an open channel or closed conauit however it cannot have piers. i 4 IJ -35- 'HTa/^Avac ArN~ALY$:/5 "6To^n v/^wiw INPUT FILE LISTING Tl TfWflRflD'. AVENUE T£ WEST BRftNCH (TOHfiRDE RR) T3 (WIN LI>E WflLYSIS (Q-ITO) ^ imee 3a.3e 3 R 107^4.79 32.94 3 .013 JX 1876.79 32.97 3 1 .013 7.1 R 1184.77 33.fl9 3 .013 JX nee. 77 34. eg 1 1 1.013 4.6 R 1383.95 37.40 1 .013 R 1387.95 37.60 1 .013 , R 1661.71 41.30 1 .013 JX 1655.71 41.50 1 1 1.013 2.7 ASH 1 35.50 33.30 £.7 34.20 34.20 90. 90. 6.9 41. 50 41.50 90. 90. • SP HATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE CARD SECT NO (F AVE PIER HEIGHT 1 BASE ZL ZR INV CODE m PIERS WIDTH DIAMETER WIDTH DROP' CD 1 4 1.50 CD 2 4 2.00 CD 3 4 2.25 PAGE ND .1 ' WATER SURFACE PROFILE - TITLE CARD LISTING mtm Lie NO 1 IS - TAMARACK AVENUE {€ADING LIE NO 2 IS - lEST BRWCH (TOWARDS RR) {mm im NO 3 is - MAIN LINE fiNALYSIE (0-100) m m PAGE ND 2 WATER SUFACE PROFILE - ELEMENT CARD LISTING Birni m 1 IS fi SYSTEM OUTLET « • • U/S DATA STATION INVERT SECT 32.^ 3 W S ELEV 35.50 ELEMENT ND 2 IS ft REfCH U/S DATA STATION INVERT SECT 1074.79 32.94 3 .913 ELEMENT W 3 IS fi JlM:TItW U/S DATA STATION INVERT SECT LflT-1 LflT-2 N C3 1076.79 32.97 3 1 ELEIOT m 4 IS A !£ACH U/S DflTfi STATION INVERT SECT 1164.77 33.89 3 .013 7.1 N .013 ELEfENT ND 5 IS fi JUNCTION » « » • U/S DATA STATION INVERT SECT LflT-1 LflT-2 N 1188.77 34.09 1 1 1 .013 B3 4.6 . ELBENT m 6 IS A lEflCH U/S DATA STATKW INVERT SECT 1383.95 37.40 1 ELEMENT m 7 IS A lEflCH U/S DATA STATION INVERT SECT 1387. S 37.60 1 ELQCNT NO 6 IS A REfO U/S DATA STATION IhWERT ffiCT 1661.71 41.30 1 N ..^3 N .013 N .013 , ^. ELEMENT ND 9 IS A JUCTION •» • * « U/S DATA STATiroi INVERT" SECT LAT-1 LAT-E N 1655.71 41.50 1 ,1 1 .013 •fi 03 2.7 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 64 lNVERT-3 INVERT-4 PHI.3 PHI-4 .0 33.30 .00 %.00 .00 RADIUS ANGLE ftNG PT IffiN H .00 . 00 . 00 0 B4 INVERT-3 INVERT-4 PHI 3 PHI 4 £.7 34.20 34.20 90.00 90,00 RADIUS mSLE ANG PT MN H .00 .00 .00 0 RADIIS mGLE mG PT MN H «^ * 00 m 80 i mm ANGLE A>ePT MANH 04 lnmi-2 INVERT-4 PHI 3 PHI 4 6.9 41.50 41.50 90.00 90.00 W S ELEV ELEMENT NO 10 IS A SYSTffl HEADWIIKS * U/S DATA STATION INVERT SECT 1665.71 41.50 1 .Ml «) EDIT ERROiS ENOaiNTERED-COMPUTATION IS NOW KSIWING ERROR JESSflBE NO. 32 - CRITICfL DEPTH MAY BE INACCURATE IN ELEtCNT 3 INCREfOIT = .000010 - ERROR MESSAGE Ifl). 32 - CRITICAL DEPTH MY BE IIWCCURflTE IN ELEMENT 2 INCREICNT = .009010 ERROR ME^AK MJ. ^ - CRITICAL DEPTH MAY BE INACCURATE JN ELEMENT 1 . INCEtCNT = .000010 m WARNING NO. 2 » - WATER SURFACE ELEVATION GIVEN IS LESS THAN DR EQUALS INVERT ELEVATIWJ IN HDWKDS, W.S.ELEV = INV + DC PAGE 1 WATER SURFACE,PROFILE LISTING TAMARACK AVENUE WEST BRANCH (TOWARDS RR) MAIN LINE ANALYSIS (0-100) STflTICW INVERT ELEV DEPTH OF FLOW W,5. ELEV 0 VEL VEL HEAD EJERGY GRD.EL. SUPER ELEV CRITICAL DEPTH HGT/ DIA BASE/ ID NO. ZL t€i PIER AVBPR L/ELEK SO SF AVE »F NORM DEPTH »rllHll»IHllI¥»«»IIH«»lllllll«.lt«»»¥l nnmm ZR 1000.00 ^.30 3.20 35.50 24,1 6.06 .57 X.07 ,00 1.72 2,25 .00 .00 0 ,00 74.79 ,00856 ,00606 .45 1.58 1074,79 ^94 3,01 35.95 £4,1 6.06 .57 36.52 ,00 1.72 . £.25 .00 .m 0 ,00 JUNCT STR .00750 ,TO453 .te -.00 1078,79 ^37 3,57 36.54 17,0 4.28 ,28 36.83 .00 1.44 2.25 .00 M 0 ,W 1^.98 ,00866 ,00301 .2 1.24 .00 '^;'P&. 1184.77 • 33.89 2,97 36.86 17,0 4.28 .28 37.15 ,00 1.44 2.25 .00 ,00 0 ,00 • Jim STR ,05000 - • -• - • -.W577 -02 - -.00 1186.77 34, n 3.01 37.10 5.49 .47 37,57 M 1.20 1.50 ,00 .00 0 .00 175.85 ,01696 .00853 1,50 .93 ,00 1364,62 37.07 1.50 38.57 , 9,7 5.49 .47 39,04 •00 1.20 1.50 • 9& M 0 .00 HYDRflULIC JIW ,00 1364,62 37.07 .92 37.99 9.7 8.59 1,15 39.13 ,00 1,20 1.50 .m .m 0 .00 19.33 ,01696 .01794 .S .93 .00 1383.95 .00 37,40 ,016% ,92 36,32 9,7 8.59 1,15 ,01794 39.46 M .00 1.20 .93 1.50 M ,00 0 • 00 ,00 .-•..•.•E*I.:I ^ 1383.95 37,40 38,32 9,7 8,59 1.15 39.46 .00 1.20 1.50 ,00 ,00 0 .00 .60 .05000 ,01753 .01 .67 .00 1384,75 37,44 ,93 38,37 9.7 8.43 1,10 39.47 .00 1.20 1.50 .00 0 ,00 1.81 ,05000 .01615 .03 .67 .00 1386.56 1.39 37.53 ,^000 .97 38.50 9.7 6.04 1.00 ,01434 39.50 .02 .00 1.20 ,67 1.50 ,00 .00 0 ,00 .00 PAGE £• WATER SURFACE PROFILE LISTING TAMARACK AVENUE WEST BRANCH (TOWARDS RR) MAIN LINE ANALYSIS (B-100) STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL ffiT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ' ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE NORM DEPTH ZR iiiiiiiniiiiiiiiiiiiiiiiii»iiii«ii»n«ii«iii»i»u»<i«H««»niii»»u»niiiiiiiuiiHiu>ii»iiiiii»i»i»iiii(«u*niiiniunii»iiuii 1387.95 37.60 1.01 38.61 9.7 7,66 ,91 33.52 .00 1,20 1.50 .00 M 0 .( 198.12 , 81352 , 01350 . 2.67' 1,01 .m 1586.07 40,28 1,01 41,29 9,7 7,66 . 91 42.20 . 90 i,20 1,50 . 00 . 00 0 .i K,14 .013S .01291 .67 1.01 ,00 1638.21 40.98 1.05 42.03 9.7 / 7.38 .<B5 42.87 . 90 .1,20 l,Ki ,00 0 .( 16,07 , 91352 . 01155 .19 1.01 .99 lK4.ffl 41.20 1.09 42.29 9,7 7,03 , 77 43.96 . 99 !,» 1.59 . 90 .M 9 .t - .5.62 .01^ .91943 *96 1.91 .99 1660.99 41.28 1,14 42,42 9,7 6,71 ,70 43,12 .99 1.29 1.59 ,90 .09 9 ,t 1.6£ .91352 / ,90938 .92 li91 ,99 1661.71 41,38 1.29 42,59 i 9.7 6,39 . 63 43,14 , 90 l.M 1.50 .OO ,00 0 .« Jim STR ,05000 . 00445 , (» .99 1665.71 41.50 £.19 43,69 .1 .te .90 43.69 . 99 ,12 1.59 . 00 .M 0 ,« • . • ' • • • • P • • - IHPUT FILE LISTIH6 Tl TAHftRACi: AVEMUE r 12 EAST BRANCH TO RR ' ' 13 HAIH LIKE AHALISIS , sa 1000.00 32.30 2 35.50 8 1080.07 .33.50 2 .013 8 10B4.07 33.70 2 .013 V -R 1380.00 38.35 2 .013 .1. , . — . . S 1384,00 38,55 2 -.013 ' ^ 8 1407.88 41,44 2 .013 41 1411.88 41.64 i 1 1.013 12,3. 3,3 41,54 41.54 90,0 90.0 a 1791.47 43.44 1 .013 n 1793.47 43.54 1 1 .013 5.4 43.54 90.0 m \ 'Ax- • SP • , - - • i'-.... iATER SURFACE PROFILE - CHAMHELDEFIHITIDH LISTIHB ^^^^^ .. CARD SECT iCHH HOOF AVE PIER HEIBHTl BASE ZL ZR IHV K(U 1(2) T(3) »(4) t(5) 1(4) 1(7) t(8) y(9) V(10) /. CODE -HO TTPE^ PIERS MOTH BIAHETER illTH - , . •••^--r-----^:z!^4p'- CD 1 4 ~ ' 1^50 ' -y • • CB 2 4 2.00 • ...-J. PA6E m :l " iATER SURFACE PROFILE - TITLE CARB LlSTiHS ' HEAIIHB LIKE NO 1 IS - TAHARACI AVE«JE ^ HEABIH6 LINE NO 2 IS - EAST BRANCH lOJR •HEABIHB LINE NO 3 IS - . - ^ " HAIH LINE ANALKSIS -44- PABEMO .2 5 ; " . : yATER SURFACE PROFILE - ELEHENT CARB LISTIN6 . ELEKEHT HB , 1 IS A STSTEH OUTLET t t t _ , . r: _ / 0/SBATA STATION INVERT SECT "" ' -1:5 ELEV ' •''y...r--\P.l:p-^>,Pi}<--^ t 1000.00 32.30 2 ' ' ; .35.50 ELEHEHT NO 2 IS A REACH t I t - - - - . U/SBAIA STATION INVERT SECT H RABIUS AH6LE AN6 PT HAN H ^__-__lM0jJ7_^__ :2 '. -'ELEKENTHO LISA REACH V .4 ;->-'-.t !t V-'-VV'-^y -r;?:/;-.-: B/SBATA STATION INVERT SECT N - ' llj _ AHBLE AHB PT JAHU ~" — : " iog,.o7 33.70 ' 2 .013 .00 .00 .00 1 aEHEHT HO 4 IS A REACH i » » -B/SDATA STATION "INVERT SECT « "..T""* WHBS Wffi^E AN6Pl,.IAHH 1380.00 38.35 I ' .013 , , - ' •»« •«« 'V-M ;^ ^„ .: _ •_;::ir^_._„_„„__,z'::.-.-:'::;\^,::~:Tr'':-M aEHEHT HO 5 IS A REACH t ' t t ] U/S DATA STATION INVERT SECT : H V. RABIUS AN8LE ANB PT HAH H - , , ^ . •. , 1384.00 38.55 2 .013 .»0 -M, •<"> . 1 ^ v - - v - •- -aEHENT HO - ^41S A REACH - --••-:-^-^~rr.^---rrr---i^--'-t-^-^--:^^ —- ^ ^^v- • B/S BATA STATION INVERT SECT H RABIUS AH6LE AHfi PT IIANH 1407,88 41,44. 2 ' ,013 -00 .00 ,00 0 ELEHEHT NO 7 IS A JUHCTIOH t t t t » » » _ . . U/SBATA STATIOH INVERT SECT LAT-1 LAT-2 N. 03 '84 INVERT-3 INVERT-4 PHI 3 PHI 4 1411.8B 41.44 1 1 1 .013 12.3 3.3 41.54 41.54 90.90 90.00 ELEHEHT NO 8 IS A REACH 1 I I 0/S BATA STATIOH IHVERT SECT H RABIOS ANfiLE ANB PT HAH H 1791.47 43.44 1 .013 ,.00 .00 ,00 0 ELEHEHT HO 9 IB A JUNCTION .1 tit t . * I . U/S DATA STATIOH IHVERT SECT LAT-1 LAT-2 H 03 B4 IHVE8T-3 INVERTS PHI 3 PHI 4 1793.67 43.56 11 0 .013 5.4 .0 43.54 .00 90.00 .00 ELEHEHT HO 10 IS A SlfSTEH HEABVORIS t » U/SBAIA STATIOH IHVERT SECT H S ELEV 1793.67 43.54 1 • -'jK NO EBIT ERRORS EHCOUHTEREB-COHPUIAIIOH IS Hfli BE6IHHIMB ....... it HARNIHB H0,.2 tl - HATER SURFACE ELEVATIOH 6IVEN IS LESS THAN OR EQUALS IHVERT ELEVATION IN HBBIBS. I,S,ELE« = IHV + BC -45^ PA6E _ 1 HATER SURFACE PROFILE LISTINB TAHARACt AVENUE EAST BRAHCH TO RR RAIH LIHE AHALTSIS 'sTATIOH'"mRT BEPTH i,S. 0 »EL VEL EHERBt SUPER CRITICAL Ml BASE/ ^ ELEV OF FLO* ttEV HEAB 6RB,EL. ELEV BEPTH BIA IB HO. PIER . - l/n pn sn SFAVE HF HORH BEPTH ZR ttmtUttttttttttttttitttttntttittiitiiutimuiw 1000,00 32,30 3,20 35.50 21.3 4.78 .71 34.21 .00 1.45 2,00 ,00 .00 0 .00 "80,07 ;01499 — ------- --.00887 "',7r' • 1,31 .00 " 1080,07 33,50 2,71 34.21 21.3 4.78 .71 34,92 .00 1.45 2.00 ,00 ,00 0 .00 4.00 .05000 .00887 .04 M .00 1084,07 33,70 ^ '2:58 34,28 "21.3 "4.78 ~ • .71 37.00 .00 ~ 1.45 .2.00 .00 ,00 0 •JO / 77-71 ,01571 .00887 .49 _ _ . 1.29 — -,00 _ 1141.78 34,92 2.05 54.97 21.3 4.78 .71 ^ 37.48 „ .00 .2.00 .00 0 " - AA T'MAULICJUHP .: r:.. •' •-•' -;--'-P .{.flO . -.r;^ 1141,78 34,92 1.29 34.21 21.3 9.93 1.53 37.75 .00 1.45 2.00 .00 .00 0 140.53 .01571 .01581 2.54 / • •• 1.29 .00 1322.31 37.44 1,29 38,73 21.3 9.93 " 1.53 40.27 ' "^oo" "'i;45 • l.OO . .00 .00 0 ' M ' 57.49 .01571 .01594 .92 • 1.29 ,00 1380,00 38.35 1,28 39.43 21.3 10.00 1.55 41.19 .00 .1.45 2.00 .00 ;00 0 .00 1.97 .05000 .01537 .03 .90 .00 1381.97 38.45 1.33 39.77 21.3 9.44 1.44 41.22 .00 1.45 2.00 .00 .00 0 .00 2.03 .05000 .01387 .93 ,90 .00 1384.00 38.55 1.38 39.93 21.3 9.19 1.31 41.25 .00 1.45 2.00 .00 .00 0 .00 90.12 .01300 .01304 I.IB 1.38 .00 1474.12 39.72 1.38 41.10 21.3 9.19 1.31 42.42 .00 1.65 2.00 .00 .00 0 .00 94.31 .01300 .01251 i.ie 1,38 .00 1568.43 40.95 1.43 42.38 21.3 8.86 1.22 43.60 .00 1.65 2,00 .00 .00 0 .00 .01134 .31 1,38 .00 -4G- PA6E . ...2 HATER SURFACE PROFILE LIST1H6 TAHARACI AVENUE EAST BRAHCH TO RR HAIH LIHE AKALTSIS STATIOH IHVERT • ELEV BEPTH OF FLOH I.S. ELEV Q VEL va HEAB EHERBT SUPER 6RB,EL, aEV CRITICAL BEPTH HET/ BIA BASE/ IB HO. ZL NO AVBPR PIER ' L/ELEH SO tttttttltttttlttttlltltttltttttttttttttttt SF AVE HF HORH BEPTH ZR tttttttititttttititttitittuuttttttttttttitititttttittttttitttmmttimmtmtam 1595.45 41.30 1.50 42,79 21.3 8.45 1.11 43,90 ,00 1.45 2,00 .00 .00 0 .00 ; ( .01018 '' .10 i.'38 ';00"'" 1405.31 _ 41.43 1.57 43,00 21.3 8.05 1.01 44,00 .00 1,45 2,00 .00 .00 0 .00 2.57 .01300 .00919 .02 1.38 S:-^PP .00 - ' '"1407.BB ""41,44' ~T.45, ~ "43.11 21.3 7.47 * ".92 ' 44 J3 .00 ~T,45 ' 2.00 " .00 '.oo' 'o~ "Too ~ r^~~ ~ " JU55CT STR .05000 ,00584 ,02 _ —, — '__.oo • ;.._.„.„.„,:..„...v....^,.:.: i411,88 41.44 3.44 45,12 5.7 . 3.23 ; .U - 45,28 -S.M -.92 irP":4M 1.50 .00 ,00 0 .00 -. ;a,->.-_ •-"179.79 TOlOOl ' .00294 .53 " " .79 ' .00 , 1791,47 43,44 2.19 45.45 5.7 3,23 .14 ' 45.81 3,00 .92 .-.^ 1.50 .00 .00 fl .00 • - ' flJCT STR .05000 ,00147 ,00 ,00 . , "^1793,47 ' 43,54 ' '2.42 45.98 .1 ,04 ,00 45,98 .00 ,12 1.50 .00 .00 0 .00 -4?- LATERALS mm U LEEDSHILL- HERKENHOFF, INC. • ALBUQUERQUE BANT* FE liBl SAN OIEQO SAN FNANCISCO ENGINEERING COMPUTATIONS NAME OF PROJECT SHEET NUMBER ' OFfP' mm U LEEDSHILL- HERKENHOFF, INC. • ALBUQUERQUE BANT* FE liBl SAN OIEQO SAN FNANCISCO ENGINEERING COMPUTATIONS COMPUTED BY: CHECKED BY: <PPii^ JOB NUMBER DATE: / y vesT^p/^ -feM^ d?" -note. -STDiS/^ ftrzeoN-^ uw?^^ "tiis:^. 2^) Cf^Kjc^jLrsx^ w^Ducss^ TiO unfLT^^v-/^(jLCsrr "SVtjtts/Y^. •2. -5 = ((S-ZPM') 4- 1 ^0 1-^ -4^- mm U LEEDSHILL- HERKENHOFF, INC. • ALBUQUERQUE SANTA FE ^^BI SAN OlEOO SAN FRANCISCO ENGINEERING COMPUTATIONS NAME OF PROJECT SHEET NUMBER or 10 mm U LEEDSHILL- HERKENHOFF, INC. • ALBUQUERQUE SANTA FE ^^BI SAN OlEOO SAN FRANCISCO ENGINEERING COMPUTATIONS COMPUTED BY: CHECKED BY: JOB NUMBER DATE: / V mm U LEEDSHILL- HERKENHOFF, INC. 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VY It.U-? {z.-? /lii*^^ ^ .Q,V (^^A 0^ •= 2..'? /otl U< . ~ OvOV-V 1.2_ ^^^^ t /cjT r^oxJiaa^- Mi.^s'^ 6VC mm • LEEDSHILL- HERKENHOFF, INC. • ALBUQUERQUE SANTA FE HBI SAN OlEOO SAN FRANCISCO ENGINEERING COMPUTATIONS NAME OF PROJECT SHEET NUMBER 4 OF 10 mm • LEEDSHILL- HERKENHOFF, INC. • ALBUQUERQUE SANTA FE HBI SAN OlEOO SAN FRANCISCO ENGINEERING COMPUTATIONS COMPUTED BY: CHECKED BY: JOB NUMBER DATE: 1^' ^ q<4 ip\^ at) ' W 3^, p7(p HO ,«\Z- mm U LEEDSHILL- HERKENHOFF, INC. • ALBUQUERQUE SANTA FE ^^BI SAN DIEOO SAN FRANCISCO ENGINEERING COMPUTATIONS NAME OF PROJECT SHEET NUMBER ^ OF /D mm U LEEDSHILL- HERKENHOFF, INC. • ALBUQUERQUE SANTA FE ^^BI SAN DIEOO SAN FRANCISCO ENGINEERING COMPUTATIONS COMPUTED BY: CHECKED BY: JOB NUMBER DATE: 0^/0^/92^ - (Pi^^ 2.-? \l - ^'^/\ o t-^ - I . 1^ •3J:IQ .<. ^oS\'2^ -5-3- mm U LEEDSHILL- HERKENHOFF, INC. • ALBUQUERQUE SANTA FE ^^HI SAN DIEOO SAN FRANCISCO ENGINEERING COMPUTATIONS NAME OF PROJECT SHEET NUMBER G OF \0 mm U LEEDSHILL- HERKENHOFF, INC. • ALBUQUERQUE SANTA FE ^^HI SAN DIEOO SAN FRANCISCO ENGINEERING COMPUTATIONS COMPUTED BY: CHECKED BY: (^/9 JOB NUMBER DATE: / . — ^ ,\^' PZ~' .-t?,^H' 60 • •• LEEDSHILL • HERKENHOFF, INC. ^^^•H Albuquerque ' San Diego * Santa Fe ENGINEERING COMPUTATIONS NAME OF PROJECT SHEET NUMBER 7 OF /b • •• LEEDSHILL • HERKENHOFF, INC. ^^^•H Albuquerque ' San Diego * Santa Fe ENGINEERING COMPUTATIONS COMPUTED BY: CHECKED BY: JOB NUMBER ^4^.z./ Lf9TB^^ ^ = /yj ^ /zT Ay= 0.O00C9 -h t.z \ ^. 0OOG7 f 0.01 ll - D. Di' Ii6rl ^ £0^ (U>/^\PeiSr' - 3 S. 5"' , (A).S. ^ O0fi6 :f^.rUPr ^ 3^''f -h 0-01 =^3S.Sl' 3^. ^I ^ 4-3.31 i Z19' ( oj/ii^t)^ /). 0004o A / - 0.00040 -t l.-z. r^j£L\^ 0\ Vo4i L J" P C^K6 Stii^ - 3S.^ -h ©04Z =• 32". mm U LEEDSHILL- HERKENHOFF, INC. • ALBUQUERQUE SANTA FE I^HI SAN OlEOO SAN FRANCISCO ENGINEERING COMPUTATIONS NAME OF PROJECT SHEET NUMBER ^ OF \0 mm U LEEDSHILL- HERKENHOFF, INC. • ALBUQUERQUE SANTA FE I^HI SAN OlEOO SAN FRANCISCO ENGINEERING COMPUTATIONS COMPUTED BY: CHECKED BY: 6y/t4 JOB NUMBER DATE: 1>P^~ 0 .i,2, 4 I."2- CSL'VA V- O/A mm U LEEDSHILL- HERKENHOFF, INC. IBA ALBUQUERQUE SANTA FE •Hi SAN DIEOO SAN FRANCISCO ENGINEERING COMPUTATIONS NAME OF PROJECT SHEET NUMBER f OF (0 mm U LEEDSHILL- HERKENHOFF, INC. 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Olir&i>JfhTB-^ /N • LEEDSHILL • HERKENHOFF, INC. ^^^HH Albuquerque * San Diego . Santa Fe ENGINEERING COMPUTATIONS NAME OF PROJECT SHEET NUMBER 1^ or i>2 • LEEDSHILL • HERKENHOFF, INC. ^^^HH Albuquerque * San Diego . Santa Fe ENGINEERING COMPUTATIONS COMPUTED BY: CHECKED BY: JOB NUMBER f7^s:z>/ DATE: / / 07./07 /9z l> U I- II 6