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Home My WebLink About; Palomar Airport Road btwn Yarrow Dr and ECR; Palomar Airport Road; 1997-12-30HYDROLOGY REPORT FOR PALOMAR AIRPORT ROAD BETWEEN YARROW DRIVE AND EL CAMINO REAL Prepared for: THE CITY OF CARLSBAD 2075 Las Palmas Drive Carlsbad, California 92009 Submitted by: P&D/CTE ENGINEERS, INC. 401 West "A" Street Suite 2500 San Diego, California 92101 Engineer of Work: December 30, 1997 Job Number 75103 0 nu U HYDROLOGY REPORT FOR PALOMAR AIRPORT ROAD BETWEEN YARROW DRIVE AND EL CAMINO REAL TABLE OF CONTENTS Appendix I Appendix II Appendix III Appendix IV Appendix V Appendix VI Appendix VII 1.0 INTRODUCTION 1 1.1 Purpose 1 1.2 Watershed Description 1 2.0 METHODOLOGY 1 3.0 RESULTS 2 4.0 CONCLUSIONS 2 5.0 REFERENCES 3 6.0 RUNOFF METHOD OUTLINE 5 EXHIBITS Exhibit 1 Vicinity Map 4 Exhibit 2 Hydrology Map Pocket APPENDICES Methodology Approach Letter Design Charts 10-Year Peak Discharge Calculations Under Developed Conditions Using the Computerized Rational Method 50-Year Peak Discharge Calculations Under Developed Conditions Using the Computerized Rational Method 100-Year Peak Discharge Calculations Under Developed Conditions Using the Computerized Rational Method Catch Basin (Inlet) Design Tables Hydraulic Grade Line Calculations LJ HYDROLOGY REPORT FOR PALOMAR AIRPORT ROAD BETWEEN YARROW DRIVE AND EL CAMINO REAL 1.0 INTRODUCTION P&D/CTE Engineers was retained on behalf of the City of Carlsbad to produce a Final Design for full-width street improvements of Palomar Airport Road between Yarrow Drive and El Camino Real. Palomar Airport Road is to be designed as prime arterial roadway. 1.1 Purpose The purpose of this study is to detail the hydrologic analysis and complete culvert sizing requirements for this street improvement project in order to insure adequate storm drain design capacity. 1.2 Watershed Description The existing roadway alignment of Palomar Airport Road in the project area roughly follows a small ridge. As a result, the drainage basins formed by the existing roadway are small. The drainage basins range in size from 0.16 to 8.4 acres. (After the 8.4-acre basin, the next largest is 0.68 acres.) 2.0 METHODOLOGY Per the City of Carlsbad requirements, all the hydrology computations as well as the preliminary hydraulic design are in accordance with both the City Standard Design Criteria and the County of San Diego Design and Procedures Manual (please see Section 5.0, References for a complete listing). HYDROLOGY REPORT FOR PALOMAR AIRPORT ROAD BETWEEN YARROW DRIVE AND EL CAMINO REAL /' Our method of approach, which was outlined in a letter to Daniel Clark dated May 3, 1990, has not changed significantly. The letter is included as Appendix I. The following minor revisions should be noted: 1. Item 4 - The San Diego County Design Manual "Hydrologic Soil Classification" charts were used to determine the soil groups. 2. Item 10 - The three different storm event calculations will be completed for only the adjusted six-hour storm per the intensity-duration design charts. PI 3. Item 11 - With regard to the isopluvial charts, the precipitation values selected were the conservative or larger values and, as such, no "averaging" of isopluvial quantities was [ 1 required. 3.0 RESULTS The computerized results of the previously described Rational Method for the 10, 50, and 100-year storm events are included in Appendices III through V, respectively. These results were then utilized in the Improvement Plan Design. 4.0 CONCLUSION This report represents a final hydrology study. The results of the hydrologic analysis were used as the basis for the final hydraulic design. The items which have been completed include the hydrology for both the on- and off-site areas for the 10, 50, and 100-year storm events. HYDROLOGY REPORT FOR PALOMAR AIRPORT ROAD BETWEEN YARROW DRIVE AND EL CAMINO REAL Hydraulic design elements which have been accomplished thus far include the mapping of existing culverts, the location and sizing of curb inlets, as well as the location of new culvert crossings and their respective sizing. In conclusion, the street improvements to Palomar Airport Road will not adversely affect any adjacent property owners. Further, it is anticipated that the new proposed curb inlets will greatly improve the safety of these roadways by mitigating surface water flooding and runoff. 5.0 REFERENCES D City of Carlsbad, April 1993; Standards for Design and Construction of Public Works in the City of Carlsbad, unpublished. Pages 17-20. City of Carlsbad, April 1987; General Plan Map. City of San Diego Standard Drawings (including Regional Standard Drawings), February 8, 1995, Document No. 769819. County of San Diego, January 1985; Design and Procedure Manual: San Diego County Department of Public Works Flood Control Division. Soil Conservation Service (SCS), December 1973; Soil Survey of San Diego Area, California, Parts I and II: United States Department of Agriculture. EXHIBIT 1 VICINITY MAP NO SCALE 0 n LEGEND: STUDY AREA 0 P&D Technologies 401 West "A" Street, Suite 2500 San Diego. CA 92101 S19-232-4466 J.N.: 102O4.0O DATE: 9-24-9O HYDROLOGY REPORT FOR PALOMAR AIRPORT ROAD BETWEEN YARROW DRIVE AND EL CAMINO REAL 6.0 RUNOFF METHOD OUTLINE See following pages 6 through 9. 11 1-0 C. DESIGN RUNOFF METHOD The hydrologic analysis utilized for design of facilities reconmended in this report is the Rational (Method. The Rational Formula is Qp = CiA where: Qp = The peak discharge 'in cubic feet/sec* * 1 Acre in/hr. = 1.008 cubic feet/sec. * »A C = Runoff Coefficient (Ditnensionless) i = Rainfall intensity (inches/hour) A = Tributary drainage area (Acres) If rainfall is applied at a uniform rate to an impervious area, the runoff attributed to this area would eventually reach a rate equal to the rate of precipitation. The time required to reach this equilibrium is term- ed the time of concentration. For small impervious areas one may assume that if precipitation persists at a uniform rate for at least as long as the time of concentration the peak discharge will equal the precipitation rate. D. DESIGN PROCEDURE The following procedure was used in calculating quantity of- storm flow at various locations along the route of the proposed storm drains. Whenever the term "Manual" is used, it refers to the "DESIGN AND PROCEDURE MANUAL OF SAN DIEGO COUNTY FLOOD CONTROL DISTRICT" dated December 1969. The general procedure was developed by Los Angeles County Flood Control District and has been modified herein for use in San Diego County. 1. On the drainage map divide the runoff area into subareas of from ZO to 100 acres. These divisions should, if possible, be based on the topography, soil type, and the land development. The size of the initial area should be .chosen such that the length of travel for the water from the 0 ni-7 •riost remote point to the point of concentration should not exceed 1,000 feet id if possible be near 500 feet and be of a generally uniform slope. 2. Determine the quantity of water for the initial area. I a. Estimate the initial time of concentration. This can be obtained from appendix X-A of the "Manual" (Figure 2). b. Determine the type of soil from "Hydrologic Soil Groups - Runoff Potential" maps of"the County Soils interpretation study. c. Determine the ultimate land use from the Carlsbad General Plan. d. Obtain the runoff coefficient "C" from Table 2. e. Obtain the intensity (i) from Appendix II "Rainfall Curves for County of San Diego" of the "Manual" (Figure 3). f. Calculate the quantity of water (Q) from the "Rational. Equation", Q 3 CiA. 3. Determine the quantity of water for subsequent subareas as follows: a. Determine the water route from the point of concentration of the previous subarea to the point of concentration of the subarea in question. ' " • b. Calculate the time necessary for the quantity of water arriving at this subarea to pass through to its point of concentration by the above route. The physical properties of this route must be considered and the velocities obtained from the following: (1) If traveling in a street the velocity can be figured from Appendix X-0, "Gutter and Roidway Discharged - Velocity Chart" of the "Manual" (Figure 4). (2) If traveling in a ditch, pipe or other regular section calculate the velocity from the actual section. vvrv-.r '-•*?•*..; .r^?*;;?;, ;'A-':C .;1..-^VOJ:--^C'V ~';G1 VV. A ST., SUiTt 2300 SAN' nir.GO. CA' 92101 (3) If traveling in a natural watercourse the velocitv can be derived from Figure 1 , Velocity In Datura" Valley Channels. c. Measure the length of flow to tne point of inflow of tne next subarea downstream. From the velocity compute tne ti.iie of flow and add this time to the time for the first area to determine a new time of concentration. When determining the time of concentration (T-), the ex- pected future drainage facility and route is used to determine velocity and travel time (T*). Wherever junctions occur, or there is a change in slope or drainage facility, it is necessary to calculate the velocity and travel time for the preceding reach. The slope of the Hydraulic grade line is generally assumed to be parallel to the grade slope, d. Calculate Q for the second subarea, using the new time of con- centration and continue downstream in similar fashion until a junction with a lateral drain is reached. e. Start at the upper end of the lateral and carry its Q down to the junction with the main line. 4. Compute the peak Q at each junction. Let QA, T^, IA> corres- ponding to the tributary area with the longer time of concen- tration. Let Qn, Tn, In, correspond to the tributary area with the shorter time of concentration and (L , T correspond to the peak Q and time of concentration when the peak flow occurs. a. If the tributary areas have the same time of concentration ,- the tributary q's are added to obtain the Peak Q. b. If the tributary areas have different times of concentration, the smaller of the tributary Q's must be corrected as fol_lows.L_. ^. .. ^.._j ni-9 (1) The usual case is where the tributary area with the longer time of concentration has the larger Q. In this case, the samller Q is corrected by a ratio the intensities and added to the larger Q to obtain the peak Q. The tabling is then continued downstream using the longer time of concentration VV+^B -i" VTA1B (2) In some cases, the tributary area with the shorter time of concentration has the larger Q. In this case, the smaller Q is corrected by a ratio of the times of concentration and added to the larger Q to obtain the peak Q. The tabling is then continued downstream using the shorter time of concentration. \ ' Q8 * QA -• Tp ' TB TA .. .. . . £,'•;••; Ci:Io•"_-, CA 92101 PHONE 232-^465 HYDROLOGY REPORT FOR P ALOMAR AIRPORT ROAD BETWEEN YARROW DRIVE AND EL CAMINO REAL LJ / — \ LJ / — > LJ n LJ f — 1 u r~\ Lj APPENDIX I METHODOLOGY APPROACH LETTER -LJ LJ LJ PAD Technologies 401 W "A" Street Suite 2500 San Diego. CA 92101 FAX 619/234-3022 619/232-4466 Planning Engineering Transportation Environmental Economics Landscape Architecture An Employee-Owned Company July 17, 1990 10365.00 Mr. Daniel Clark, P.E., Project Manager City of Carlsbad Municipal Projects 2075 Las Palmas Drive Carlsbad, CA 92009 Re: El Camino Real/Palomar Airport Road Hydrology Dear Mr. Clark: The purpose of this letter is to summarize the understanding of the hydrological aspects of this project. The following list is a summary of anticipated methodology: 1. All drainage design and requirements will be in accordance with the latest City of Carlsbad Master Drainage Plan: 2. The hydrologic analysis will be conducted per the County of San Diego Hvdrologv Manual dated January, 1985; 3. Hydrologic Design will be completed in accordance with the City of Carlsbad - Standard Drainage Design Criteria (pages 32-37) dated June, 1987; 4. The SCS's Soil Survey of San Diego Area. California dated December, 1973, will be used to determine the soil groups; 5. The Rational Formula will be employed; 6. A Hydrology and Hydraulics Report complete with input parameters, assumption:-, calculations, and references will be assembled and submitted to the City for final approval; Mr. Daniel Clark, P.E. July 17, 1990 Page 2 7. As currently envisioned, the calculations will be done using the corresponding computer program, and the computer generated printouts will be included in the final report; 8. The calculations will be conducted assuming full post-development conditions as depicted on the current General Plan Map for the City of Carlsbad dated April, 1987; 9. For watersheds that are designated to remain natural open space (OS), ten minutes will be added to the computed time of concentration in accordance with Appendix X-A of the County of San Diego Hydrology Manual: 10. The 10, 50 and 100-year, 6 and 24-hour storms will be calculated for this study; 11. Numerous site visits have been conducted from which it has been determined that portions of the site follow a ridge. As such, drainage basins will be very small, contributing only nuisance water with, the exception of one or two areas located at the "airport quadrant". Based upon this information and the fact that the project bisects numerous isopluvials and small drainage basins, it is being proposed that an average isopluvial value be calculated for the nuisance water areas only; and 12. Hydraulic structures will be recommended for ultimate roadway width buildout of 126 feet. Should any of the above referenced items not be acceptable to the City, please contact us within ten (10) days of receipt of this letter,as we are currently progressing in this direction. In addition, please feel free to call us at any time should you have any questions or require additional information. Sincerely, P&D TECHNOLOGIES Marc Jacobson Senior Designer MJ:kw J HYDROLOGY REPORT FOR PALOMAR AIRPORT ROAD BETWEEN YARROW DRIVE AND EL CAMINO REAL LJ LJ •LJ LJ LJ LJ LJ o LJ LJ APPENDIX II DESIGN CHARTS CD •zo Cii to:z: UJ v^.— - OJ i- O O "4- -CO T3 r— C to O -*-1 **-c • o ••— o> co rO >, S- »3 , — -O O CO U ~O T3 >>Lf> O ••— •*-* > • C >> CU S_ <O ro «/> S- S- CJ 1C XI ro O •— 3 -CrJ3 </> O -r- •«-> CO 0 C" ^j^— t/> 4-* r— -t* •— ••10 co -4-> o co c_ ci i — c3_ c— c~ {_} £^ £^ *f— rO Q CO •*— 3 •»— OJ LO rs J— i- T—co c -^r ra -•-> •»— "O C_> to 4-* CO CX ro E CO C- t- **- O -C }- 4-> co rrj - •»— o ~^~ -*-> -t-> nco o j^ E' — • — — c ~° *4-> co -»-> f— co c -T— t ~a CO, — .rdCCl O O >»CO-ocuct-rj oc- ex "'"'^ ..to ra-«->S-O O CO </li — O ro J^ O O ^~ -I* CO T^ -«-> 1 ' CO Cp^ 1 * 1 » QJ f— _- f^ ^ * fg •*-> c r~ V- ex-*-* •*-> -M -C cr oooj-c~a ucrcx ex 3 c T- •»— «+--CX rC CO CO •»— t— •»— O CO t— r— 4-> • O J- -C <-> O I- -C O) CX rd W CU O O C--»-> <1) CO JC • *J J3 ^^ r* «r\ fs w ^ f-^ CX^-* CU t/1 Ccx-rj j_ ~" s_ .eo c T- o O O E CX. — C t- J_ •+-> J--C T-t— CO-M «4- CO CO ra ' ra*O-CI--CCJt— C«X3 J_ E 4-> <U -O •»— Ol/> Q_ • , c~ ^3 -t — ^J-' t/1 ^O CO rd CO r— • O C J-CUroOCoCMCO -C -»-> i —O E-C</):3-T- 3->J C3 -4J 4-> 3:-^ wi*^— o cu c to •*-> ro o cr> ra o *^~ co 4-> S-'«a--CraCO -OJZJ^O ' — •*- 5-< — -C -C O Ll_CM;] — ZIC3 <4->4->-t-> CXO QCX J— -^ COJ_ CD r— CM OO *3" LO . 5- ^v o *• •" . ^Joc: CO .. crE coi- i-Q U.u_-o C CO 0 -M T- O 4-> CO ra i —o co T- CO t"'"exex *— ~<c o Vj ' >* «^ ^^"^** l^/\*vx\\I\Vl\ VJ \— c K -2^ ' — 1 enu • "~^ cotr c X oc 10 CM-^ Xex a.* 1 ^ • — ~» J Ki $. 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C • .SO SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL . ADoonv/cn /"> ' ''* /'<-/t^/^-,'. -c /r (.' t X URBAN AREAS OVERLAND TIME OF FLOW CURVES APPENDIX X-C nu 2% h- .<•'• H. RESIDENTIAL STREET ONE SIDE ONLY 0.4—; 3 4 56789 10 DISCHARGE (C. F S.) EXAMPLE: Given: Q= 10 S= 2.5% Chart gives: Depth = 0.4, Velocity = 4.4 f.p.s. 20 30 40 50 SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MA NUAL APPROVED GUTTER AND ROADWAY DISCHARGE-VELOCITY CHART Tr II ^oDrMniY ' . . TABLE 2 P RUNOFF COEFFICIENTS (RATIONAL METHOD)Lr n DEVELOPED AREAS (URBAN) U~ Coef f icient^ j: ; Soi1 Group (1) fT Land Use Lh " £ 1 £ 2•" i Residential: I ' Single Family " .40 .45 .50 .55 L_f Multi-Units .45 .50 .60 .70 Lh Mobile homes .45 .50 .55 .65 .n" Rural (lots greater than 1/2 acre) .30 .35 .40 .45 Commercial(2) .70 .75 .80 .85 /—.-• 80% Impervious i ' y~ Industrial (2) .80 .85 .90 .95 90% Impervious NOTES: ^ Soil Group -maps are available" at the -.offices of the Department of Public Works. actual conditions deviate significantly from the tabulated impervious- ness values of 80% or 90%, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual impervious ness to the tabulated i mpervi ousness. However, in no case shall the final coefficient be less than 0.50. For example: Consider commercial property on D soil. -group. Actual i mpervi ousness •» 50% Tabulated i mpervi ousness = 80% Revised C = IP. x 0.85 - 0.53 80 IV-A-9 APPENDIX IX-BRev. 5/81 // 0: • •s D^- inU nU ' nLJ V ' 0 nLJ niLJ nu 0 _D nU D. _ , -,- ///. jL \ — '-'-' 'ct:f c \ H ) S00d 7c .- 7//7?f of co/ice/ifmf/asr ~ . „ „ / « LenaM of wa./f/-j?/7£d ^^/^^7 c/fecf/re s/ooe //'fie (Set fapendfr X-£) 7- , _ 30QQ '£z /W//<:s — 2.fi&£ - ' /O — — ^ 5^3^? - BOO _ - 700 - £00 \ \ £ SOO \ - — 400 X^-:> 4~ — ^&- 300 ""^ J'~ \ \ 200 \ 21.\ \ \ - ~ — __— - ~~ -so a£ —_ — 40 _ — 30 •' NOTE (FOR* NATURAL^ WATERSffiDSj — ZQ I ADD TEN MINUTES TO j I COMPUTED TIME OF CON- ! J_CENTRATION- _J — /O 5 t i SAN DIEGO COUNTY j~j DEPARTMENT OF SPECIAL DISTRICT SERVICES DFSIRN MANIIAIw i_ o i vj 1 1 r» i f-\ 1 1 vj M l_ s-cer /*0<s/-s 4 — 3 — 2 i \ •"" x \^ \— 3000 \ \ \ \2OO0 \ — /£O0 \ — ^ /£* fl/J "" — f40& — /200 — /ooa — 9OO — BOO 7/in — £00 — SOO h— — 300 - 200 1 — £40 — ~—/80 _ / 9 /) — /OO — „-— JU — 80 — 70 ~ SO — so — 40 — 30 20 — /3 — /£ — /* — /2 //)•^^^•" /i/ — 5 — a — 7 — £ jf — 4- — J r- /* NOMOGRAPH FOR DETERMINATION OF TIME OF CONCENTRATION (Tc) FOR NATURAL WATERSHEDS ^ ,-) /, /£ ^ | . II-GG D t-UJ Ulu. z o ><; OQ O I—I O' I 1 £ - 1 1 - 10 - 9 - 8 - 7 c O- 6 o °- <r UJCL •^5 </>"~- . u.^-^ O 2 03 •\^4 O. ^.^ O^ =e i-^ — 3 ./ uJ / 0/ . e X/ -j- x-^ O/ V> / ° / ^ x^ ' OX P-2 <cc . - 1 - 600 '50° EXAMPLE - 400 5 • 2' 8o< ° ' 71 cf*0/6 ' 15 cfi/lt. HW r*W- 300 .nl.f — ,.., (I) 1.75 3.5 /?\ 1 Q<*1 "^ A- 200 (2' -90 3 8 (3) ?Oi i 1 - 100 — —- 80 ^ ^- 60 — X ^_ - 50 / -X. / o — 40 ./ ui-^ X <, x^ u.- 30 ^>> o - / S — 20 ./ °"lx\ ^ ^\^^ ^^^ .; ~ A»glt of !><^S, ^s^ . Win7»»ll ^^~v^ . .Q. - 10 fi«« . - -^" o x <v' — 8 xX^ ^s\ — • 1^ - $ 5 Q 7 5 HW c WINGWALL 2 _4 — SCALE FLARE X (t) 3O* to T5* __ Tt — (2) 9O-ov.d 15- (3) OM-'.n'io"' of t'd*»lr 2 ; ~ To us« scol« (2) of (3J p<o|«ct .. 1 1 .4 09 ' ill-.trot... ' - .8 g - .5 ) ( - 8 - 7 - 6 — 5 - 4 - 3 _ 7 ~~ ~ ' - 1.5 - 1.0 — .9 — .8 -' '~~-7 . - .6 - - .5 - - - .30 2) ( - 9 - 8 - 7 - 5 - 5 — 4 - 3 - 2 — —• ' - 1.5 - 1.0 -.9 - .8 - .7 - - .6 - - .5 - .4 I- .35 3) - 10 - 8 - 7 - 6 - 5 — 4 - 3 - 2 - 1.5 — 10 ' — 3 '— .6 t - .7 - - .6 ~ - .5 — .4 L .35 HEADWATER DEPTH FOR BOX CULVERTS WITH INLET CONTROL "OA05 J** '963 n-r,-/ UJ oz~~ z —CD~~" 1 —or UJ>-J o u.o <r t— UJ O - ISO - 168 - IS 6 - 144 - 112 - 120 - IO8 - 96 — 84 - 72 01 - 60 o ^- 54 Z 0. — "-/* UJ- 4 8 . ox^ cx^ </ I 013 - 36 - 33 '- 30 - 27 i- 24 - 21 *- 18 - 15 - lO.OOO I 8.000 CXAMP^E ( - - G OOO ° ' ' ""' ° * '" '0 * I CO << i • —- 5. OOO - 4. OOO „„• M« 0 I..I - 3 OOO (1) 2.1 8.8 ttl Z.i '.< - 2.000 ,„ . , , T .(31 2.Z '.' •o ;.»... - 1.000 - 8OO — ^— 6OO x"_ ' - 500 ^ s^ "— 4OO ^^-^ <J_ >ttv->x'^ X •— JOO s.'ix^' ^ <rtx""^ cc— 2OO ^X" ui•X ^_ -X Ulr-/ 2 - —Ot- too— ~z. - 80 ~— -*- — 60 0. 7 50 HW ENTRANCE Q -40 o SCALE TYPE J i—— 30 (1) S«««r. «4^i »il« < r 20 ra^; c<*«.« ««w -5(« 2 • M^df^U 31 ~ (31 Cf.o., ,.4: p«.|.«tu, - to - 8 __ _ <tU«tr«(<d. - '- z r, *— I.O ) ( - G. - 5. ^ - 3. — 2. — t.5 — 1.0 - .9 - - .8 " - .7 — ,6 _ u 2) ( - G - i. ~ ** . - J. — ~2 " — 1.5 - - 1.0 - - .9 — 8 — r - .6 ' - .5 3) 6 - i - 4. - J. - 2. - 1.5 — — 1.0 - .9 - .8 - .7 • - .5 HEADWATER DEPTH FOR CONCRETE PIPE CULVERTS WITH- INLET CONTROL 17 OF 193 _/" '? CKJ;lc: W,.- D0r0.iL. '30 rc- \, -^ / V^» 0Q - / ^ 90,o / o ,<? 2sX00V TTU/ ///ILL II- ^ o SAC^:^ 03 .V- CO « f f « ^-V-^ V10T <^ ™ m O a •^'iiimri/1 / , 8 c.«k._c. c. •1.0 •0.9 0.8 -rO.7 10 20 50 100 200 Discharge. frVsec. 500 1000 2,•0.6 •0.5 | •0.4 £• OJ3 .9- 0.2 C 0.1 .1 i i n r i i ^ n .2 ,3 .4 .5.6.7.8.91 2 3 4 5 6 7 8 10 15 20 25 Discharge, mVsec • . 7.46 Design of riprap outlet protection from a round pipe flowing full; maximum tailwater conditions, (6, 14) Solution: Since the pipe discharges onto a fiat .area with no defined channel, a mini- mum tailwater condition can be assumed. By Fig.-7.45, the apron length La and median stone size d^ are 10 ft (3 m) and CL3 ft (9 cm), respectively. The upstream apron width Wu equals 3 times the pipe diameter D^ Wu = 3 X Da = 3(1 ft) = 3-ft (3(0.3 m) = 0.9 m] The downstream apron width Wj equals the apron length plus the pipe diameter: = 1 ft 4- 10 ft = 11 ft (0.3 m + 3.0 m = 3.3 m) Note: When a concentrated flow is discharged onto a slope (as in this example), gul- lying can occur downhill from the outlet protection. The spreading of concentrated flow Outlet pipe diameter 50 100 200 Discharge, fr3/sec 500 1000 OJ 0.2 0.30.4 0.60.83 2 3 4 5 6 7 8 10 15 2025 Discharge. m3/sec Fig. 7.45 Design of riprap outlet protection from a round pipe flowing full; minimum tailwater conditions. (6, 14) to find the riprap size and apron length- The apron width at the pipe end should be 3 times the pipe diameter. Where there is a well-defined channel immediately downstream from the apron, the width of the downstream end of the apron should be equal to the width of the channel Where there is no well-defined chan- nel immediately downstream from the apron, minimum tailwater conditions apply and the width of the downstream end of the apron should be equal to the pipe diameter plus the length of the apron. EXAMPLE 7.4 Riprap Outlet Protection Design Calculation for Minimum Tailwater Condition Given: A flow of 6 ftVsec (0.17 mVaec) discharges from a 12-in (30-cm) pipe onto a 2 percent grassy slope with no defined channel. Find: The required length, width, and median stone size cfso for a riprap apron. L.CO ^ 1^ •oca n.ai_n K Q Co *.y 0 O D i 0) j£ •43 3 m— t m* p^ 4- JC. Ca a k u. m ® *-* j, >»^rt O 0*^ M O>«a t. a. K% • --»«*— lf\ CM ^» c o -» c5"^ . 00 ~ -*- O O 'V KL_ Q. ) *O JC.t. u »ex— ••— jC Ocr >- c «% J ^ tN o" (J » O — t/) ^* ^ ^ ^^t.t 11 *o Q <Mo £ ^ *o * ocT .OO* ^?d-2 P^t vO 1 1 „ O Q CO **• — O r* i •1? COt ti » 0 o 1 03•x ^ — a cu. — ^" OsI CO 11 z -CM = -X • ^^ •n— a. ii tN\ 0 rC j=o> ^t«> <> •oco CO X -<N £• — CO^•^ •r-v— 0. t1 X ~^ r*~ CN •»• C%.• o __ 1 •— •oco CO —~cx 3 \ •^r ^^ m*^^ • ?O— O. 1 1 s •^c fO r>4 c r\ I ^ XIc«3 CO CO ea. 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""—O4- l_— a— >t, n «• K\ 4-— C 1 =_ o «<— |-o If — B c — —0 U O VI 3 O J* — •« V4 — — — -TJ 4- C —-0 0 C L — ••- 3 0 C 5 C O •» O >e — Q. 3 «L. 6 4- — C .. — U — - _J •> O Q O tn ir» ^v o- & °-£ s rs G .-o — *•" — \c 0. O _ — <? •O — — E 3 C X E O O "£ CXV4^^M 1L. «l 4- O -,\ 3 C —«^ O *— -—Q.4- • 4-SO T3 CO 0 — O U 6 0T3 — O "O 8t_ 0 fM X— c co e •co— gas . 4- S ^5!s -2- 2< ~ (—4- f^O o >- — co4- -O O — «. cor • -— *n m m r- •» n fc JC Q. O F1 Q. O •». - TV*>-CXtO »- C4- EO.O » t— >-•< O O O. «3 XO *n r— O O.**- V* O —cou o — os — c —o J= 5 I, 4- o -B. 03 i_a -.-« 5 p. — a. a * 300*C — — Ol c CO 4- (Do c » C • "• s — X L. * p r <o l_ C O — Q. O 1 O — — 4-.3 cur. e — o \ o 6 p e •«• 4- •- >— — L, OO1 US -O f- 4- l_ Ovi r- Os u — E « a. < comL. t O *— . o Q.*— • — o. n ® c— Q t- C "O 4- 5T C. O» C U P • •*• «ZO05 O t. O * •— C O l_ O O•n J= f= 0 — JE 0 l_ _l — 60 2• (S4-U1 -~ JC »•"> *-.. CO. 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T3 O «• O 4-— 01 O CD — C VI— O VI O I — O U 4- vi n — — «3 — - C CO 5.4- 4- Q.a. — y >-i_ o» au>. <n o H-ac u. •o o a a. « •» v«.L. — "o vi ir\ r^ o-*- • • COcdr** «•o O js £X —C 3 * • C VI T3 1 0 1, 0 CD Q.3VI. c 6 ^-4- * * ^ 1- O O Ooivj o a. H-U*« c/i CM• _ « -> "•* v* *O •3 C is a —is Ii 4- C O — '-^E •— E isS— at —3 — 0= ? —O M l_i_ a01 >. 4-j3 O 0 K f VI V* **-4-0 0 C —0 (D O I, Ma 0 —— t ' *"O 4-0 C 4- 0 C V| 0 ~ 0O l_ ~* O— » — i.L. a. o oja — a. OO l-— »> o r\ LOO 3.— E — — CO — — — o —*- O CM^» boou. uz: O J— -^ —201-1.3.3 Concrete ConsistSecond phragroph delete! "and somounts shown In following tabletable.201-1.4.3 Transit Mixers i»tn ^o * ^ -t-•*- —C — e- 00 — O M1 >-•. » w ? Q. C —jc cr <O 4- O" ° 8--o _S is sc— O 4- r§X 0 _ • ••• s X "=« .— 4- *V- L. « JC0 B Jt 1 4- 4- 0 4- 0« <J —o o~- 0 O6 -Q o — — 901 >- >-4- a «S&S3 > O — me n rb4- a t- 00 "*»- l_-n j; i OO O 4- 6 CA S c ~o »•O — 4- »- • — O > 0 «J CX 4- O —0 -O L. « ME O 0. U •»C x — o n.5— i <~ o 5 — K « >- 4-C J3 C f»— ^_ e 5 -c «- V4 C 4- — (DO c a. o 4-o e o o01 u a-^ 13 3cCl 0— c «• o — 4- 0 1_ U —«k 13 O O .— .- a. co — C X •• •1 C C "7 L, 0 B 5 1B 0 — L —4- — >.4- O ' O •— »- J3 L •- CMa — 5 • •+• T? a. c =T; L « O 0 x-O B— (_< o — S.-*- s. B -a e iJC l_— fa^ JC O ft jB •4- "O C Ort — •" C L- *"' « * 0 « —c «*- ^ <o * v *-» 4/7 Q-4- (n L. *C 0 O - 0- « u i_ — • • * ejU 0 13 — O»® o t_o^ £ M c 4- a W "•• """ ••*o a. • c— O — - via co . o O — CJ3 <H 3 O C 0» •^ O A O C VJ Cx • > a. o •• —. a a 0 a. O co JT o a, e 0 4- J= 2- 0 4- v- tn-f^ C4- -f-TjcoeOO o « — c -c c UJ 4- O L> 4- 3— 4-JZjc2O OO O QO at 4- — , o>— c j= > r —•o u in M — B > O O O o 3 JC • O — "O f) TJ 0"4- O JC U. VI L 1_ tCO4-o j; O" ° — t. — O— C-o -^ c 8 —CO c c — o— • o« — tno « u — OQ. o O4- a. c L o z oa ui « o a. 0 EL V* V* C >• raC J= 1 • "— 01 g -0L. 3 0— 0 3 O U >- O ' TJ L C — .£*> .'4- 4- >- L.O t_ VI — CL o o O Q- •o 4- — a. a. COO. 0O » 5 o 'o c Jo ^° B--:-8 ' C U 0 >.M o»»- jr o4- O «• CC M ^n — V4 V JC ^—004-00 — , O. O — 4-<J JZ 9 •c o— >s:— J= 1_4- J3 — ••o o O .$ 4- •»- —O C C «J '0 O I — 4-— > B vi oa. o jc o El_ 4- Uo a.— 4-^5 a o o0 — c 0 T- 0 « JC•r- Ji 0 *C J3vi O — L•o. 0 0 JT4- 0 JC •-»- O J= 4- m• M 3 «l -0 14- . -0* U8 vi g C 04- c 8 3 —o o jc o JTJC U 4- Q. 0 MM f «£"- •O4- -O vi i_a o VI — l-4- a. 3O 4- 2 0. ao *• JC — 3-- K\ C ^TSri (,iB i b c a. 4- O E^?o —4 00 — 4-jr — M 4- 0 Co —>. a.. r-j?o 4/- e— i_-o — l_ O — —at u 3 a4- aij= .•» »• VI V)t_ cu a « j- o JC t. *- —a « o 0 *-i- - «a 4*H*-JC v — — ~ *- ^ ~ J= C V. T- .COO fN — — CM •*- O O>U» O W — —— — — « ouc e >- — en L «-*• — L — • O.J3 — C O "-u e c > « cxuj 4- u L CL O C • CL — *a. « vJQ o.— p— -r &«o4- — ™ 3 ^— "^ CL, J3 W O — • CZD CZ3 CD CZ3 t=D CD CTD CD CTD ** O *e.- 5 5 o~csg > f ? 55£ ,i°! JJ5 ~S2 r- Se." : S M i 2 oo^o >>-»*« £ £ ~ £ 5-.A o-'3 » "• fi c r*» -cH -om 33 O 0 CD ."*. > :u X i 0 w - C/y O r— •1 "TX"^\ V^BW 1 ""^ J> 2 C/5 x^ CO 0 5o O CD >0 o2: CO m T)—t 0 ro ^m o In coCO o 5g > r~> m *'• ^ no-v J> —^ r~ m t> n ^ n ~2L o ^ c C < 0 2 1 o ^ om CO ~z -2?=^ xi o ro LJ n u LJ LJ <—> u n LJ LJ n LJ HYDROLOGY REPORT FOR PALOMAR AIRPORT ROAD BETIVEEN YARROW DRIVE AND EL CAMINO REAL LJ APPENDIX III 10-YEAR PEAK DISCHARGE CALCULATIONS UNDER DEVELOPED CONDITIONS USING THE COMPUTERIZED RATIONAL METHOD UJ San Diego County Rational Hydrology Program CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 10/18/91 .__ ____ __«__- — — — — «— — —. — -«- — •— — ^ — — —. — —.—-.». — .- — — — — — — —- — — — — —. — — — — _ — « _ _ _ _ — — — — .— — .—.—».— — _____. EL CAMINO REAL/PALOMAR AIRPORT ROAD 200 AREA BASIN STUDY FILENAME: ELCAM2 L 200,4 JOB #10365 2/1/91, REV'D 7/17/91 & 10/11/91 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 10.0 Map data precipitation entered: 6 hour, precipitation(inches) = 1.800 24 hour precipitation(inches) = 3.100 Adjusted 6 hour precipitation (inches) = 1.800 P6/P24 = 58.1% San Diego hydrology manual 'C' values used Runoff coefficients by rational method Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.760 given for subarea Initial subarea flow distance = 300.00(Ft.) Highest elevation = 314.60(Ft.) Lowest elevation = 312.70(Ft.) Elevation difference = 1.90(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 12.34 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slope*(1/3)] TC = [1.8*(1.1-0.7600)*(300.00A.5)/( 0.63A(l/3)]= 12.34 Rainfall intensity (I) = 2.648 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.760 Subarea runoff = 1.348(CFS) Total initial stream area = 0.670(Ac.) Process from Point/Station 201.000 to Point/Station 202.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =312.700(Ft.) End of street segment elevation = •286.200(Ft.) Length of street segment = 1185.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.060 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.059(CFS) Depth of flow = 0.313(Ft.) Average velocity = 3.486(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8. 803(Ft.) Flow velocity = 3.49(Ft/s) Travel time = 5.67 min. TC = 18.01 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 2.075(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 3.175(CFS) for 1.700(Ac.) Total runoff = 4.523(CFS) Total area = 2.37(Ac.) Street flow at end of street = 4.523(CFS) Half street flow at end of street = 4.523(CFS) Depth of flow = 0.347(Ft.) Average velocity = 3.735(Ft/s) Flow width (from curb towards crown)= 10.529(Ft.) Process from Point/Station 202.000 to Point/Station 202.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.370(Ac.) Runoff from this stream = 4.523(CFS) Time of concentration = 18.01 min. Rainfall intensity = 2.075(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 210.000 to Point/Station 211.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 300.00(Ft.) Highest elevation = 314.60(Ft.) Lowest elevation = 312.70(Ft.) Elevation difference = 1.90(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 7.26 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.9000)*(300.00A.5)/(, 0.63A(l/3)]= 7.26 Rainfall intensity (I) = 3.728 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.443(CFS) Total initial stream area = 0.430(Ac.) Process from Point/Station 211.000 to Point/Station 212.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =312.700(Ft.) End of street segment elevation = 293.300(Ft.) Length of street segment = 785.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.288(CFS) Depth of flow = 0.315(Ft.) Average velocity = 3.678(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.897(Ft.) Flow velocity = 3.68(Ft/s) Travel time = 3.56 min. TC = 10.82 min. Adding area flow to street User specified 'Cr value of 0.900 given for subarea Rainfall intensity = 2.883(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 2.854(CFS) for 1.100(Ac.) Total runoff = 4.297(CFS) Total area = 1.53(Ac.) Street flow at end of street = 4.297(CFS) Half street flow at end of street = 4.297(CFS) Depth of flow = 0.338(Ft.) Average velocity = 3.854(Ft/s) Flow width (from curb towards crown)= 10.062(Ft.) Process from Point/Station 212.000 to Point/Station 213.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =290.87(Ft.) Downstream point/station elevation = .... 287.20 (Ft.) Pipe length = 152.80(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.297(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.297(CFS) Normal flow depth in pipe = 6.31(In.) Flow top width inside pipe = 17.18(In.) Critical Depth = 9.53(In.) Pipe flow velocity = 7.77(Ft/s). Travel time through pipe = 0.33 min. Time of concentration (TC) = 11.15 min. Process from Point/Station 213.000 to Point/Station 202.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 286.87(Ft.) Downstream point/station elevation = 279.06(Ft.) Pipe length = 289.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.297(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.297(CFS) Normal flow depth in pipe = 6.12(In.) Flow top width inside pipe = 17.05(In.) Critical Depth = 9.53(In.) Pipe flow velocity = 8.11(Ft/s) Travel time through pipe = 0.59 min. Time of concentration (TC) = 11.74 min. Process from Point/Station 202.000 to Point/Station 202.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.530(Ac.) Runoff from this stream = 4.297(CFS) Time of concentration = 11.74 min. Rainfall intensity = 2.735(In/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 215.000 to Point/Station 216.000 **** INITIAL AREA EVALUATION **** User specified'C'value of 0.900 given for subarea Initial subarea flow distance = 200.00(Ft.) Highest elevation = 293.30(Ft.) Lowest elevation = 288.70(Ft.) Elevation difference = 4.60(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.86 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.9000)*(200.00A.5)/( 2.30A(1/3)]= 3.86 Setting time of concentration to 5 minutes Rainfall intensity (I) = 4.743 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.238(CFS) Total initial stream area = 0.290(Ac.) Process from Point/Station 216.000 to Point/Station 217.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = •288.700(Ft.) End of street segment elevation = 284.800(Ft.) Length of street segment = 260.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.296(Ft.) Average velocity = 2.765(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.991(Ft.) Flow velocity = 2.76(Ft/s) 2.049(CFS) TC =6.57 min.Travel time = 1.57 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 3.978(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 1.360(CFS) for 0.380(Ac.) Total runoff = 2.598(CFS) Total area = Street flow at end of street = 2.598(CFS) Half street flow at end of street = Depth of flow = 0.316(Ft.) Average velocity = 2.872(Ft/s) Flow width (from curb towards crown)= 0.67(Ac.) 2.598(CFS) 8.956(Ft.) Process from Point/Station 217.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 202.000 Upstream point/station elevation = 281.41(Ft.) Downstream point/station elevation = 279.06(Ft.) Pipe length - 102.32(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.598(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.598(CFS) Normal flow depth in pipe = 4.92(In.) Flow top width inside pipe = 16.04(In.) Critical Depth = 7.33(In.) Pipe flow velocity = 6.64(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 6.82 min. Process from Point/Station 202.000 to Point/Station 202.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.670(Ac.) Runoff from this stream = 2.598(CFS) Time of concentration = 6.82 min. Rainfall intensity = 3.880(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 4.523 18.01 2.075 2 4.297 11.74 2.735 3 2.598 6.82 3.880 Qmax(l) = 1.000 * 1.000 * 4.523) + 0.759 * 1.000 * 4.297) + 0.535 * 1.000 * 2.598) + = 9.173 Qmax(2) = 1.000 * 0.652 * 4.523) + 1.000 * 1.000 * 4.297) + 0.705 * 1.000 * 2.598) + = 9.076 Qmax(3) = 1.000 * 0.379 * 4.523) + 1.000 * 0.581 * 4.297) + 1.000 * 1.000 * 2.598) + = 6.810 Total of 3 main streams to confluence: Flow rates before confluence point: 4.523 4.297 2.598 Maximum flow rates at confluence using above data: 9.173 9.076 6.810 Area of streams before confluence: 2.370 1.530 0.670 Results of confluence: Total flow rate = 9.173(CFS) Time of concentration = 18.010 min. Effective stream area after confluence = 4.570(Ac.) Process from Point/Station 202.000 to Point/Station 203.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =278.73(Ft.) Downstream point/station elevation = 278.50(Ft.) Pipe length = 14.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.173(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 9.173(CFS) Normal flow depth in pipe = 10.90(In.) Flow top width inside pipe = 17.59(In.) Critical Depth = 14.05(In.) Pipe flow velocity = 8.20(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 18.04 min. Process from Point/Station 203.000 to Point/Station 204.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation =278.50(Ft.) Downstream point elevation = 266.90(Ft.) Channel length thru subarea = 875.00(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.040 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 9.173(CFS) Depth of flow = 0.393(Ft.) Average velocity = 2.166(Ft/s) Channel flow top width = 11.571(Ft.) Flow Velocity = 2.17(Ft/s) Travel time = 6.73 min. Time of concentration = 24.77 min. Critical depth = 0.289(Ft.) Process from Point/Station 235.000 to Point/Station 204.000 **** SUBAREA FLOW ADDITION.**** Decimal fraction soil group A = 0.000~~~~ Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] Time of concentration = 24.77 min. Rainfall intensity = 1.689(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850 Subarea runoff = 33.459(CFS) for 23.300(Ac.) Total runoff = 42.633(CFS) Total area = 27.87(Ac.) Process from Point/Station 204.000 to Point/Station 272.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =262.00(Ft.)~~ Downstream point/station elevation = 261.53(Ft.) Pipe length = 17.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 42.633(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 42.633(CFS) Normal flow depth in pipe = 15.49(In.) Flow top width inside pipe = 35.65(In.) Critical Depth = 25.51(In.) Pipe flow velocity = 14.66(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 24.79vmin. Process from Point/Station 272.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 272.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 27.870(Ac.) Runoff from this stream = 42.633(CFS) Time of concentration = 24.79 min. Rainfall intensity = 1.689(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 270.000 to Point/Station 271.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 340.00(Ft.) Highest elevation = 285.20(Ft.) Lowest elevation = 279.80(Ft.) Elevation difference = 5.40(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 5.69 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.9000)*(340.00A.5)/( 1.59A(1/3)]= 5.69 Rainfall intensity (I) = 4.363 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 2.670(CFS) Total initial stream area = 0.680(Ac.) Process from Point/Station 271.000 to Point/Station 272.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =279.800(Ft.) End of street segment elevation = 268.280(Ft.) Length of street segment = 779.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.027(CFS) Depth of flow = 0.378(Ft.) Average velocity = 3.227(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.064(Ft.) Flow velocity = 3.23(Ft/s) Travel time = 4.02 min. TC = 9.71 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 3.090(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 3.337(CFS) for 1.200(Ac.) Total runoff = 6.008(CFS) Total area = 1.88(Ac.) Street flow at end of street = 6.008(CFS) Half street flow at end of street = 6.008(CFS) Depth of flow = 0.397(Ft.) Average velocity = 3.345(Ft/s) Flow width (from curb towards crown)= 13.013(Ft.) D Process from Point/Station 272.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 272.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.880(Ac.) Runoff from this stream = 6.008(CFS) Time of concentration = 9.71 min. Rainfall intensity = 3.090(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 42.633 6.008 Qmax(l) Qmax(2) 1.000 * 0.546 * 1.000 * 1.000 * 24.79 9.71 1.000 * 1.000 * 0.392 * 1.000 * 1.689 3.090 42.633) + 6.008) + 42.633) + 6.008) + 45.915 22.712 Total of 2 main streams to confluence: Flow rates before confluence point: 42.633 6.008 Maximum flow rates at confluence using above data: 45.915 22.712 Area of streams before confluence: 27.870 1.880 Results of confluence: Total flow rate = 45.915(CFS) Time of concentration = 24.791 min. Effective stream area after confluence =29.750(Ac.) Process from Point/Station 272.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 273.000 Upstream point/station elevation = 261.20(Ft.) Downstream point/station elevation = v. 261.00(Ft.) Pipe length = 5.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Reguired pipe flow = 45.915(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 45.915(CFS) Normal flow depth in pipe = 14.77(In.) Flow top width inside pipe = 35.41(In.) Critical Depth = 26.47(In.) Pipe flow velocity = 16.82(Ft/s) • Travel time through pipe = 0.01 min. Time of concentration (TC) = 24.80 min. Process from Point/Station 273.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 274.000 Upstream point/station elevation = 260.67(Ft.) Downstream point/station elevation = 259.00(Ft.) Pipe length' = 141.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 45.915(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 45.915(CFS) Normal flow depth in pipe = 20.77(In.) Flow top width inside pipe = 35.57(In.) Critical Depth = 26.47(In.) Pipe flow velocity = 10.86(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 25.01 min. Process from Point/Station 274.000 to Point/Station 274.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 29.750(Ac.) Runoff from this stream = 45.915(CFS) Time of concentration = 25.01 min. Rainfall intensity = 1.679(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 45.915 25.01 1.679 Qmax(1) = 1.000 * 1.000 * 45.915) + = 45.915 Total of 1 main streams to confluence: Flow rates before confluence point: 45.915 Maximum flow rates at confluence using above data: 45.915 Area of streams before confluence: 29.750 Results of confluence: Total flow rate = 45.915(CFS) Time of concentration = 25.013 min. Effective stream area after confluence = 29.750(Ac.) Process from Point/Station 220.000 to Point/Station 221.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] Initial subarea flow distance = 750.00(Ft.) Highest elevation = 323.50(Ft.) Lowest elevation = 308.00(Ft.) Elevation difference = 15.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 9.68 min. TC = [l.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.8500)*(750.00*.5)/( 2.07*(l/3)]= 9.68 Rainfall intensity (I) = 3.098 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 17.644(CFS) Total initial stream area = 6.700(Ac.) Process from Point/Station 221.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 222.000 Upstream point/station elevation = 304.00(Ft.) Downstream point/station elevation = 271.00(Ft.) Pipe length = 100.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.644(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 17.644(CFS) Normal flow depth in pipe = 6.67(In.) Flow top width inside pipe = 17.39(In.) Critical depth could not be calculated. Pipe flow velocity = 29.64(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 9.73 min. Process from Point/Station 222.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 222.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.700(Ac.) Runoff from this stream = 17.644(CFS) Time of concentration = 9.73 min. Rainfall intensity = 3.087(In/Hr) Process from Point/Station 230.000 to Point/Station **** INITIAL AREA EVALUATION **** 222.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] Initial subarea flow distance = 1230.00(Ft.) Highest elevation = 318.00(Ft.) Lowest elevation = 273.90(Ft.) Elevation difference = 44.10(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 10.31 min. TC = [i.8*(l.l-C)*distanceA.5)/(% slope*(1/3)] TC = [1.8*(l.l-0.8500)*(1230.00A.5)/( 3.59A(1/3)]= 10.31 Rainfall intensity (I) = 2.973 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is c Subarea runoff = 21.230(CFS) Total initial stream area = 8.400(Ac.) Process from Point/Station 222.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** = 0.850 222.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.400(Ac.) Runoff from this stream = 21.230(CFS) Time of concentration = 10.31 min. Rainfall intensity = 2.973(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 17.644 21.230 9.73 10.31 Qmax(l) = Qmax(2) = 1.000 * 1.000 * 0.963 * 1.000 * 1.000 * 0.944 * 1.000 * 1.000 * 3.087 2.973 17.644) + 21.230) + 17.644) + 21.230) + 37.679 38.227 Total of 2 streams to confluence: Flow rates before confluence point: 17.644 21.230 Maximum flow rates at confluence using above data: 37.679 38.227 Area of streams before confluence: 6.700 8.400 Results of confluence: Total flow rate = 38.227(CFS) Time of concentration = 10.311 min. Effective stream area after confluence = 15.100(Ac.) Process from Point/Station 222.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 223.000 Upstream point/station elevation = 270.67(Ft.) Downstream point/station elevation = 269.50(Ft.) Pipe length = 16.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 38.227(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 38.227(CFS) Normal flow depth in pipe = 13.75(In.) Flow top width inside pipe = 23.74(In.) Critical depth could not be calculated. Pipe flow velocity = 20.55(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 10.32 min. Process from Point/Station 223.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS ****223.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 15.100(Ac.) Runoff from this stream = 38.227(CFS) Time of concentration = 10.32 min. Rainfall intensity = 2.971(In/Hr) Process from Point/Station 290.000 to Point/Station **** INITIAL AREA EVALUATION **** 291.000 User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 200.00(Ft.) Highest elevation = 289.20(Ft.) Lowest elevation = 283.50(Ft.) Elevation difference = 5.70(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.59 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.9000)*(200.00A.5)/( 2.85A(1/3)]= 3.59 Setting time of concentration to 5 minutes Rainfall intensity (I) = 4.743 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.238(CFS) Total initial stream area = 0.290(Ac.) Process from Point/Station 291.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 292.000 Top of street segment elevation = 283.500(Ft.) End of street segment elevation = 278.700(Ft.) Length of street segment = 285.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line =? 10.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.294(Ft.) Average velocity = 2.917(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.885(Ft.) Flow velocity = 2.92(Ft/s) Travel time = 1.63 min. TC = 6.63 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea 2.113(CFS) Rainfall intensity = 3.954(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 1.459(CFS) for Total runoff = 2.697(CFS) Street flow at end of street = Half street flow at end of street = Depth of flow = 0.314(Ft.) Average velocity = 3.033(Ft/s) Flow width (from curb towards crown)= 0.410(Ac.) Total area = 2.697(CFS) 2.697(CFS) 8.870(Ft.) 0.70(Ac.) Process from Point/Station 292.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 223.000 Upstream point/station elevation = 273.00(Ft.) Downstream point/station elevation = 271.23(Ft.) Pipe length = 146.40(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.697(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.697(CFS) Normal flow depth in pipe = 5.92(In.) Flow top width inside pipe = 16.91(In.) Critical Depth = 7.47(In.) Pipe flow velocity = 5.33(Ft/s) Travel time through pipe = 0.46 min. Time of concentration (TC) = 7.09 min. nu Process from Point/Station 223.000 to Point/Station *•*** CONFLUENCE OF MINOR STREAMS **** 223.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.700(Ac.) Runoff from this stream = 2.697(CFS) Time of concentration = 7.09 min. Rainfall intensity = 3.787(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 38.227 2.697 Qmax(1) Qmax(2) 10.32 7.09 1.000 * 0.784 * 1.000 * 1.000 * 1.000 * 1.000 * 0.686 * 1.000 * 2.971 3.787 38.227) + 2.697) + 38.227) + 2.697) + 40.343 28.933 Total of 2 streams to confluence: Flow rates before confluence point: 38.227 2.697 Maximum flow rates at confluence using above data: 40.343 28.933 Area of streams before confluence: 15.100 0.700 Results of confluence: Total flow rate = 40.343(CFS) Time of concentration = 10.324 min. Effective stream area after confluence =15.800(Ac.) Process from Point/Station 223.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 224.000 Upstream point/station elevation = 269.73(Ft.) Downstream point/station elevation = 266.00(Ft.) Pipe length = 265.05(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 40.343(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 40.343(CFS) Normal flow depth in pipe = 18.21(In.) Flow top width inside pipe = 36.00(In.) Critical Depth = 24.83(In.) Pipe flow velocity = 11.25(Ft/s) Travel time through pipe = 0.39 min. Time of concentration (TC) = 10.72 min. Process from Point/Station 224.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 225.000 Upstream point/station elevation = 265.67(Ft.) Downstream point/station elevation = 260.52(Ft.) Pipe length = 173.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 40.343(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 40.343(CFS) Normal flow depth in pipe = 14.72(In.) Flow top width inside pipe = 35.40(In.) Critical Depth = 24.83(In.) Pipe flow velocity = 14.85(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 10.91 min. Process from Point/Station 225.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** .. 225.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 15.800(Ac.) Runoff from this stream = 40.343(CFS) Time of concentration = 10.91 min. Rainfall intensity = 2.867(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 205.000 to Point/Station **** INITIAL AREA EVALUATION **** 206.000 User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 200.00(Ft.) Highest elevation = 278.70(Ft.) Lowest elevation = 275.10(Ft.) Elevation difference = 3.60(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.19 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.9000)*(200.00A.5)/( 1.80A(l/3)]= 4.19 Setting time of concentration to 5 minutes Rainfall intensity (I) = 4.743 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.323(CFS) Total initial stream area = 0.310(Ac.) Process from Point/Station 206.000 to Point/Station 207.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =275.100(Ft.) End of street segment elevation = 269.400(Ft.) Length of street segment = 375.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0;0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.476(CFS) Depth of flow = 0.311(Ft.) Average velocity = 2.865(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.727(Ft.) Flow velocity = 2.86(Ft/s) Travel time = 2.18 min. TC = 7.18 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 3 .755 (In/Hr).- for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 1.825(CFS) for 0.540(Ac.) Total runoff = 3.148(CFS) Total area = 0.85(Ac.) Street flow at end of street = 3.148(CFS) Half street flow at end of street = 3.148(CFS) Depth of flow 0.332(Ft.) Average velocity = 2.986(Ft/s) Flow width (from curb towards crown)= 9.757(Ft.) Process from Point/Station 207.000 to Point/Station 225.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 263.00(Ft.) 3.148(CFS) Downstream point/station elevation = 261.30(Ft.) Pipe length = 12.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.148(CFS) Normal flow depth in pipe = 3.43(In.) Flow top width inside pipe = 14.14(In.) Critical Depth = 8.11(In.) Pipe flow velocity = 13.38(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 7.20 min. Process from Point/Station 225.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 225.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.850(Ac.) 3.148(CFS) 7.20 min. Runoff from this stream Time of concentration = Rainfall intensity = Summary of stream data: 3.750(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 40.343 3.148 Qmax(1) Qmax(2) 10.91 7.20 1.000 * 0.765 * 1.000 * 1.000 * 1.000 * 1.000 * 0.660 * 1.000 * 2.867 3.750 40.343) + 3.148) + 40.343) + 3.148) + 42.749 29.756 Total of 2 main streams to confluence: Flow rates before confluence point: 40.343 3.148 Maximum flow rates at confluence using above data: 42.749 29.756 Area of streams before confluence: 15.800 0.850 Results of confluence: Total flow rate = 42.749(CFS) Time of concentration = 10.911 min. Effective stream area after confluence =16.650(Ac.) Process from Point/Station 225.000 to Point/Station 226.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 260.52(Ft.) Downstream point/station elevation = 259.19(Ft.) Pipe length = 45.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 42.749(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 42.749(CFS) Normal flow depth in pipe = 15.22(In.) Flow top width inside pipe = 35.57(In.) Critical Depth = 25.57(In.) Pipe flow velocity = 15.04(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 10.96 min. Process from Point/Station 226.000 to Point/Station 226.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 16.650(Ac.) Runoff from this stream = 42.749(CFS) Time of concentration = 10.96 min. Rainfall intensity = 2.858(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 280.000 to Point/Station 281.000 **** INITIAL AREA EVALUATION **** User specified'C'value of 0.900 given for subarea' Initial subarea flow distance = 405.00(Ft.) Highest elevation = 287.20(Ft.) Lowest elevation = 279.80(Ft.) Elevation difference = 7.40(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 5.93 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)j TC = [1.8*(l.l-0.9000)*(405.00A.5)/( 1.83A(l/3)]= 5.93 Rainfall intensity (I) = 4.250 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 3.443(CFS) Total initial stream area = 0.900(Ac.) Process from Point/Station 281.000 to Point/Station , 282.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = ' 279.800(Ft.) End of street segment elevation = 268.700(Ft.) Length of street segment = 864.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.929(CFS) Depth of flow = 0.403(Ft.) Average velocity = 3.155(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.329(Ft.) Flow velocity = 3.16(Ft/s) Travel time = 4.56 min. TC = 10.49 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 2.941(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, c = 0.900 Subarea runoff = 3.441(CFS) for 1.300(Ac.) Total runoff = 6.883(CFS) Total area = 2.20(Ac.) Street flow at end of street = 6.883(CFS) Half street flow at end of street = 6.883(CFS) Depth of flow = 0.420(Ft.) Average velocity = 3.256(Ft/s) Flow width (from curb towards crown)= 14.183(Ft.) Process from Point/Station 282.000 to Point/Station 282.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number:2in normal stream number 1 Stream flow area = 2.200(Ac.) Runoff from this stream = 6.883(CFS) Time of concentration = 10.49 min. Rainfall intensity = 2.941(In/Hr) Process from Point/Station 285.000 to Point/Station 286.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 300.00(Ft.) Highest elevation = 286.50(Ft.) Lowest elevation = 280.10(Ft.) Elevation difference = 6.40(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.84 min. TC = [1.8*(l.l~C)*distanceA.5)/(% slopeA(l/3)] TC - [1.8*(l.l-0.9000)*(300.00/v.5)/( 2.13A(1/3)]= 4.84 Setting time of concentration to 5 minutes Rainfall intensity (I) = 4.743 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.835(CFS) Total initial stream area = 0.430(Ac.) Process from Point/Station 286.000 to Point/Station 282.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =280.100(Ft.) End of street segment elevation = 268.700(Ft.) 4.183(CFS) Length of street segment = 761.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.359(Ft.) Average velocity = 3.129(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.Ill(Ft.) Flow velocity = 3.13(Ft/s) Travel time = 4.05 min. TC = 9.05 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 3.234(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 3.201(CFS) for 1.100(Ac.) Total runoff = 5.037(CFS) Total area = 1.53(Ac.) Street flow at end of street = 5.037(CFS) Half street flow at end of street = 5.037(CFS) Depth of flow = 0.377(Ft.) Average velocity = 3.244(Ft/s) Flow width (from curb towards crown)= 12.041(Ft.) Process from Point/Station 282.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 282.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.530(Ac.) Runoff from this stream = 5.037(CFS) Time of concentration = 9.05 min. Rainfall intensity = 3.234(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2) 6.883 5.037 1.000 * 0.909 * 1.000 * 1.000 * 10.49 9.05 1.000 * 1.000 * 0.863 * 1.000 * Total of 2 streams to confluence: Flow rates before confluence point: 2.941 3.234 6.883) + 5.037) + 6.883) + 5.037) + 11.464 10.978 6.883 5.037 Maximum flow rates at confluence using above data: 11.464 10.978 Area of streams before confluence: 2.200 1.530 Results of confluence: Total flow rate = 11.464(CFS) Time of concentration = 10.490 min. Effective stream area after confluence = 3.730(Ac.) Process from Point/Station 282.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 226.000 Upstream point/station elevation = 264.00(Ft.) Downstream point/station elevation = 260.69(Ft.) Pipe length = 65.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.464(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 11.464(CFS) Normal flow depth in pipe = 8.85(In.) Flow top width inside pipe = 18.00(In.) Critical Depth = 15.50(In.) Pipe flow velocity = 13.26(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 10.57 min. Process from Point/Station 226.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 226.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.730(Ac.) Runoff from this stream = 11.464(CFS) Time of concentration = 10.57 min. Rainfall intensity = 2.926(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 42.749 11.464 Qmax(l) = Qmax(2) = 1.000 * 0.977 * 1.000 * 1.000 * 10.96 10.57 1 1. 000 000 0.965 * 1.000 * 2.858 2.926 42.749) + 11.464) + 42.749) + 11.464) + 53.949 52.697 Total of 2 main streams to confluence: Flow rates before confluence point: 42.749 11.464 Maximum flow rates at confluence using above data: 53.949 52.697 Area of streams before confluence: 16.650 3.730 Results of confluence: Total flow rate = 53.949(CFS) Time of concentration = 10.961 min. Effective stream area after confluence 20.380(Ac.) Process from Point/Station 226.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) ****227.000 Upstream point/station elevation = 258.86(Ft.) Downstream point/station elevation = 258.41(Ft.) Pipe length = 29.29(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 53.949(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 53.949(CFS) Normal flow depth in pipe = 21.19(In.) Flow top width inside pipe = 35.43(In.) Critical Depth = 28.60(In.) Pipe flow velocity = 12.46(Ft/s) Travel time through pipe = 0.04 min-. Time of concentration (TC) = 11.00 min. Process from Point/Station 227.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 227.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 20.380(Ac.) Runoff from this stream = 53.949(CFS) Time of concentration = 11.00 min. Rainfall intensity = 2.852(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 53.949 Qmax(l) = 1.000 * 11.00 1.000 * 2.852 53.949) + =53.949 Total of 1 main streams to confluence: Flow rates before confluence point: 53.949 Maximum flow rates at confluence using above data: 53.949 Area of streams before confluence: 20.380 Results of confluence: Total flow rate = 53.949(CFS) Time of concentration = 11.000 min. Effective stream area after confluence =20.380(AC.) Process from Point/Station 240.000 to Point/Station **** INITIAL AREA EVALUATION **** 241.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)A3)/(elevation change)]A.385 *60(min/hr) + 10 min. Initial subarea flow distance = 1025.00(Ft.) Highest elevation = 322.00(Ft.) Lowest elevation = 289.80(Ft.) Elevation difference = 32.20(Ft.) TC=[(11.9*0.1941A3)/( 32.20)]A.385= 6.16 + 10 min. = 16.16 min. Rainfall intensity (I) = 2.226 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 5.108(CFS) Total initial stream area = 5.100(Ac.) Process from Point/Station 241.000 to Point/Station **** piPEFLOW TRAVEL TIME (User specified size) **** 252.000 Upstream point/station elevation = 285.40(Ft.) Downstream point/station elevation = 285.00(Ft.) Pipe length = 22.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.108(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 5.108(CFS) Normal flow depth in pipe = 6.64(In.) Flow top width inside pipe = 21.48(In.) Critical Depth = 9.54(In.) Pipe flow velocity = 7.21(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 16.21 min. Process from Point/Station 252.000 to Point/Station . 252.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 5.100(Ac.) Runoff from this stream = 5.108(CFS) Time of concentration = 16.21 min. Rainfall intensity = 2 . 221 (In/Hr)' Program is now starting with Main Stream No. 2 Process from Point/Station 250.000 to Point/Station **** INITIAL AREA EVALUATION **** 251.000 D User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 375.00(Ft.) Highest elevation = 317.00(Ft.) Lowest elevation = 306.80(Ft.) Elevation difference = 10.20(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.99 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.9000)*(375.00A.5)/( 2.72A(1/3)]= 4.99 Setting time of concentration to 5 minutes Rainfall intensity (I) = 4.743 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 2.476(CFS) Total initial stream area = 0.580(Ac.) Process from Point/Station 251.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 252.000 0.0150 0.0150 Top of street segment elevation = 306.800(Ft.) End of street segment elevation = 289.200(Ft.) Length of street segment = 785.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = Manning's N from grade break to crown = Estimated mean flow rate at midpoint of street = Depth of flow = 0.355(Ft.) Average velocity = 3.797(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.910(Ft.) Flow velocity = 3.80(Ft/s) Travel time = 3.45 min. TC = 8.45 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 3.382(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 3.470(CFS) for Total runoff = 5.945(CFS) Street flow at end of street = Half street flow at end of street = Depth of flow = 0.374(Ft.) Average velocity = 3.941(Ft/s) Flow width (from curb towards crown)= 4.909(CFS) 1.140(Ac. Total area = 5.945(CFS) 5.945(CFS) 1.72(Ac.) 11.858(Ft.) Process from Point/Station 252.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 252.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.720(Ac.) 5.945(CFS) 8.45 min. Runoff from this stream Time of concentration = Rainfall intensity = Summary of stream data: Stream No. Flow rate (CFS) 3.382(In/Hr) TC (min) Rainfall Intensity (In/Hr) 0 1 2 Qmax(l) Qmax(2) 5.108 5.945 1.000 * 0.657 * 1.000 * 1.000 * 16.21 8.45 1.000 * 1.000 * 0.521 * 1.000 * 2.221 3.382 5.108) + 5.945) + 5.108) + 5.945) + 9.012 8.607 Total of 2 main streams to confluence: Flow rates before confluence point: 5.108 5.945 Maximum flow rates at confluence using above data: 9.012 8.607 Area of streams before confluence: 5.100 1.720 JJ Results of confluence: Total flow rate = 9.012(CFS) Time of concentration = 16.209 min. Effective stream area after confluence =6.820(Ac.) Process from Point/Station 252.000 to Point/Station 263.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 284 . 77 (Ft.) ~~~~~ Downstream point/station elevation = 266.30(Ft.) Pipe length = 146.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.012(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 9.012(CFS) Normal flow depth in pipe = 5.43(In.) Flow top width inside pipe = 20.08(In.) Critical Depth = 12.84(In.) Pipe flow velocity = 16.93(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 16.35 min. Process from Point/Station 263.000 to Point/Station 263.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.820(Ac.) Runoff from this stream = 9.012(CFS) Time of concentration = 16.35 min. Rainfall intensity = 2.208(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 260.000 to Point/Station **** INITIAL AREA EVALUATION **** 261.000 User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 255.00(Ft.) Highest elevation = 305.80(Ft.) Lowest elevation = 305.00(Ft.) Elevation difference = 0.80(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 8.46 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.9000)*(255.00A.5)/( 0.31A(1/3)]= 8.46 Rainfall intensity (I) = 3.378 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.125(CFS) Total initial stream area = 0.370(Ac.) Process from Point/Station 261.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 262.000 Top of street segment elevation = 305.000(Ft.) End of street segment elevation = 286.500(Ft.) Length of street segment = 675.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break =0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.292(Ft.) Average velocity = 3.705(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width 7.767(Ft.) Flow velocity = 3.70(Ft/s) Travel time = 3.04 min. TC = '11.50 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 2.772(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 2.445(CFS) for 0.980(Ac.) Total runoff = 3.570(CFS) Total area = 1.35(Ac.) Street flow at end of street = 3.570(CFS) 2.615(CFS) Half street flow at end of street = Depth of flow = 0.317(Ft.) Average velocity = 3.893(Ft/s) Flow width (from curb towards crown)= 3.570(CFS) 9.025(Ft.) Process from Point/Station 262.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 263.000 Upstream point/station elevation = 282.50(Ft.) Downstream point/station elevation = 266.55(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.570(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.570(CFS) Normal flow depth in pipe = 2.75(In.) Flow top width inside pipe = 12.95(In.) Critical Depth = 8.65(In.) Pipe flow velocity = 20.96(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 11.52 min. Process from Point/Station 263.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 263.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.350(Ac.) Runoff from this stream— 3.570(CFS) Time of concentration = 11.52 min. Rainfall intensity = 2.768(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 9.012 3.570 Qmax(2) = 1.000 * 0.798 * 1.000 * 1.000 * 16.35 11.52 1.000 * 1.000 * 0.705 * 1.000 * 2.208 2.768 9.012) + 3.570) + 9.012) + 3.570) + 11.861 9.921 Total of 2 main streams to confluence: Flow rates before confluence point: 9.012 3.570 Maximum flow rates at confluence using above data: 11.861 9.921 Area of streams before confluence: 6.820 1.350 Results of confluence: Total flow rate = 11.861(CFS) Time of concentration = 16.353 min. Effective stream area after confluence =8.170(Ac.) Process from Point/Station 263.000 to Point/Station **** piPEFLOW TRAVEL TIME (User specified size) **** 264.000 Upstream point/station elevation = 266.30(Ft.) Downstream point/station elevation = 262.00(Ft.) Pipe length = 34.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.861(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.861(CFS) Normal flow depth in pipe = 6.23(In.) Flow top width inside pipe = 21.04(In.) Critical Depth = 14.83(In.) Pipe flow velocity = 18.33(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 16.38 min. Process from Point/Station 264.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 264.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 8.170(Ac.) Runoff from this stream = 11.861(CFS) Time of concentration = 16.38 min. Rainfall intensity = 2.206(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 11.861 Qmax(1) = 1.000 * 16.38 1.000 * 2.206 11.861) + =11.861 Total of 1 main streams to confluence: Flow rates before confluence point: 11.861 Maximum flow rates at confluence using above data: 11.861 Area of streams before confluence: 8.170 Results of confluence: Total flow rate = 11.861(CFS) Time of concentration = 16.384 min. Effective stream area after confluence =8.170(Ac.) Process from Point/Station 299.900 to Point/Station **** INITIAL AREA EVALUATION **** 299.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000, Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)A3)/(elevation change)]A.385 *60(roin/hr) + 10 min, Initial subarea flow distance = 570.00(Ft.) Highest elevation = 420.00(Ft.) Lowest elevation = 395.00(Ft.) Elevation difference = 25.00(Ft.) TC=[(11.9*0.1080A3)/( 25.00)]A.385= 3.45 + 10 min. = 13.45 min. Rainfall intensity (I) = 2.505 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 3.100(CFS) Total initial stream area = 2.750(Ac.) Process from Point/Station 299.000 to Point/Station 298.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow =0.085(Ft.) Average velocity = 1.498(Ft/s) ******* irregular Channel Data *********** Information Point number 1 2 3 4 Manning's 'N entered for subchannel 'X' coordinate 0.00 8.00 32.00 40.00 ' friction factor = 0 number 1 : 'Y' coordinate 2.00 0.00 0.00 2.00 .040 Sub-Channel flow = 3.100(CFS) ' ' flow top width = 24.680(Ft.) ' ' velocity= 1.498(Ft/s) 1 ' area = 2.070(Sq.Ft) ' ' Froude number = 0.911 Upstream point elevation = 395.000(Ft.) Downstream point elevation = 281.600(Ft.) Flow length = 2560.000(Ft.) Travel time = 28.49 min. Time of concentration = 41.94 min. Depth of flow = 0.085(Ft.) Average velocity = 1.498(Ft/s) Total irregular channel flow = 3.100(CFS) Irregular channel normal depth above invert elev. = 0.085(Ft.) Average velocity of channel(s) = 1.498(Ft/s) ' ' Sub-Channel No. 1 critical depth = 0.080 (Ft.) ' critical flow top width = 24. 641 (Ft.) ' critical flow velocity= 1.592(Ft/s) ' critical flow area = 1.948(Sq.Ft) Process from Point/Station 299.500 to Point/Station **** SUBAREA FLOW ADDITION **** 298.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration = 41.94 min. Rainfall intensity = 1.203(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 17.621(CFS) for 32.550(Ac.) Total runoff = 20.721(CFS) Total area = 35.30(Ac.) Process from Point/Station 298.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 297.000 Upstream point/station elevation = 282.00(Ft.) Downstream point/station elevation = 279.73(Ft.) Pipe length = 99.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.721(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 20.721(CFS) Normal flow depth in pipe = 11.06(In.) Flow top width inside pipe = 33.22(In.) Critical Depth = 17.52(In.) Pipe flow velocity = 11.24(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 42.09 min. Process from Point/Station 297.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 297.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 35.300(Ac.) Runoff from this stream = 20.721(CFS) Time of concentration = 42.09 min. Rainfall intensity = 1.200(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 265.000 to Point/Station **** INITIAL AREA EVALUATION **** 266.000 User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 300.00(Ft.) Highest elevation = 307.00(Ft.) Lowest elevation = 300.00(Ft.) Elevation difference = 7.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.70 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.9000)*(300.00A.5)/( 2.33A(l/3)]= 4.70 Setting time of concentration to 5 minutes Rainfall intensity (I) = 4.743 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.195(CFS) Total initial stream area = 0.280(Ac.) Process from Point/Station 266.000 to Point/Station 267.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =300.000(Ft.)"~ End of street segment elevation = 291.000(Ft.) Length of street segment = 790.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 39.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.796(CFS) Depth of flow = 0.334(Ft.) Average velocity = 2.596(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.870(Ft.) Flow velocity = 2.60(Ft/s) Travel time = 5.07 min. TC = 10.07 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 3.019(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 2.038(CFS) for 0.750(Ac.) Total runoff = 3.233(CFS) Total area = 1.03(Ac.) Street flow at end of street = 3.233(CFS) Half street flow at end of street = 3.233(CFS) Depth of flow = 0.347(Ft.) Average velocity = 2.667(Ft/s) Flow width (from curb towards crown) = ., 10.535 (Ft.) Process from Point/Station 267.000 to Point/Station 297.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =288.60(Ft.)~ Downstream point/station elevation =' 279.73(Ft.) Pipe length = 380.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.233(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.233(CFS) Normal flow depth in pipe = 5.48(In.) Flow top width inside pipe = 16.56(In.) Critical Depth 8.22(In.) Pipe flow velocity = 7.10(Ft/s) Travel time through pipe = 0.89 min. Time of concentration (TC) = 10.96 min. Process from Point/Station 297.000 to Point/station **** CONFLUENCE OF MAIN STREAMS ****297.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.030(Ac.) Runoff from this stream = 3.233(CFS) Time of concentration = 10.96 min. Rainfall intensity = 2.858(In/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 255.000 to Point/Station **** INITIAL AREA EVALUATION **** 256.000 User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 200.00(Ft.) Highest elevation = 291.00(Ft.) Lowest elevation = 287.80(Ft.) Elevation difference = 3.20(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.35 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slope*(1/3)] TC = [1.8*(l.l-0.9000)*(200.00A.5)/( 1.60^(1/3)]= 4.35 Setting time of concentration to 5 minutes Rainfall intensity (I) = 4.743 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 0.982(CFS) Total initial stream area = 0.230(Ac.) Process from Point/Station 256.000 to Point/Station 257.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =287.800(Ft.)~~ End of street segment elevation = 283. 900(Ft.) Length of street segment = 300 . 000 (..Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 71.000(Ft.) Distance from crown to crossfall grade break = 69.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.310(Ft.) 2.262(CFS) Average velocity = 2.644(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.678(Ft.) Flow velocity = 2.64(Ft/s) Travel time = 1.89 min. TC = 6.89 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 3.856(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 2.082(CFS) for 0.600(Ac.) Total runoff = 3.064(CFS) Total area = 0.83(Ac.) Street flow at end of street = 3.064(CFS) Half street flow at end of street = 3.064(CFS) Depth of flow = 0.336(Ft.) Average velocity = 2.786(Ft/s) Flow width (from curb towards crown)= 9.985(Ft.) Process from Point/Station 257.000 to Point/Station 297.000 **** piPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 280.50(Ft.) Downstream point/station elevation = .279.73(Ft.) Pipe length = 105.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.064(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.064(CFS) Normal flow depth in pipe = 7.24(In.) Flow top width inside pipe = 17.65(In.) Critical Depth 7.99(In.) Pipe flow velocity = 4.61(Ft/s) Travel time through pipe = 0.38 min. Time of concentration (TC) = 7.27 min. Process from Point/Station 297.000 to Point/Station 297.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.830(Ac.) Runoff from this stream = 3.064(CFS) Time of concentration = 7.27 min. ... Rainfall intensity = 3.725(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 20.721 42.09 • 1.200 2 3.233 10.96 2.858 3 3.064 7.27 3.725 Qmax(l) = 1.000 * 1.000 * 20.721) + 0.420 * 1.000 * 3.233) + 0.322 * 1.000 * 3.064) + = 23.066 Qmax(2) = 1.000 * 0.260 * 20.721) + 1.000 * 1.000 * 3.233) + 0.767 * 1.000 * 3.064) + = 10.982 Qmax(3) = 1.000 * 0.173 * 20.721) + 1.000 * 0.663 * 3.233) + 1.000 * 1.000 * 3.064) + = 8.788 Total of 3 main streams to confluence: Flow rates before confluence point: 20.721 3.233 3.064 Maximum flow rates at confluence using above data: 23.066 10.982 8.788 Area of streams before confluence: 35.300 1.030 0.830 Results of confluence: Total flow rate = 23.066(CFS) Time of concentration = 42.085 min. Effective stream area after confluence = 37.160(Ac.) Process from Point/Station 297.000 to Point/Station 296.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 279.40(Ft.) Downstream point/station elevation = 278.30(Ft.) Pipe length = 46.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 23.066(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 23.066(CFS) Normal flow depth in pipe = 11.57(In.) Flow top width inside pipe = 33.62(In.) Critical Depth = 18.53(In.) Pipe flow velocity = 11.75(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 42.15 min. Process from Point/Station 296.000 to Point/Station 296.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 37.160(Ac.) Runoff from this stream = 23.066(CFS) Time of concentration = 42.15 min. Rainfall intensity = 1.199(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 275.000 to Point/Station 276.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 300.00(Ft.) Highest elevation = 307.00(Ft.) Lowest elevation = 300.00(Ft.) Elevation difference = 7.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.70 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.9000)*(300.00A.5)/( 2.33A(l/3)]= 4.70 Setting time of concentration to 5 minutes Rainfall intensity (I) = 4.743 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.835(CFS) Total initial stream area = 0.430(Ac.) Process from Point/Station 276.000 to Point/Station 296.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 300.000(Ft.) End of street segment elevation = 283.700(Ft.) Length of street segment •= 1180.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter =0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.463(CFS) Depth of flow = 0.390(Ft.) Average velocity = 3.193(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.682(Ft.) Flow velocity = 3.19(Ft/s) Travel time = 6.16 min. TC = 11.16 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 2.826(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, ..Rational method, Q=KCIA, C = 0.900 Subarea runoff = 4.323(CFS) for 1.700(Ac.) Total runoff = 6.159(CFS) Total area = 2.13(Ac.) Street flow at end of street = 6.159(CFS) Half street flow at end of street = 6.159(CFS) Depth of flow = 0.403(Ft.) Average velocity = 3.273(Ft/s) Flow width (from curb towards crown)= 13.339(Ft.) Process from Point/Station 296.000 to Point/Station 296.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.130(Ac.) Runoff from this stream = 6.159(CFS) Time of concentration = 11.16 min. Rainfall/intensity = 2.826(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 23.066 42.15 1.199 2 6.159 11.16 2.826 Qmax(l) = 1.000 * 1.000 * 23.066) + 0.424 * 1.000 * 6.159) + = 25.680 Qmax(2) = 1.000 * 0.265 * 23.066) + 1.000 * 1.000 * 6.159) + = 12.265 Total of 2 main streams to confluence: Flow rates before confluence point: 23.066 6.159 Maximum flow rates at confluence using above data: 25.680 12.265 Area of streams before confluence: 37.160 2.130 Results of confluence: Total flow rate = 25.680(CFS) Time of concentration = 42.151 min. Effective stream area after confluence = 39.290(Ac.) Process from Point/Station 296.000 to Point/Station 295.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation =278.30(Ft.) Downstream point elevation = 270.50(Ft.) Channel length thru subarea = 555.00(Ft.) Channel base width = 4.000(Ft.) Slope or 'Z' of left channel bank = 1.500 Slope or 'Z' of right channel bank = 1.500 Manning's 'N' = 0.015 Maximum depth of channel = 2.500(Ft.) Flow(q) thru subarea = 25.680(CFS) Depth of flow = 0.672(Ft.) Average velocity = 7.632(Ft/s) Channel flow top width = 6.016(Ft.) Flow Velocity = 7.63(Ft/s) Travel time = 1.21 min. Time of concentration = 43.36 min. • Critical depth = 0.953(Ft.) Process from Point/Station 295.000 to Point/Station 294.000 **** IMPROVED CHANNEL TRAVEL TIME **** Covered channel Upstream point elevation = 270.50(Ft.) Downstream point elevation = 270.10(Ft.) Channel length thru subarea = 60.00(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 2.500(Ft.) Flow(q) thru subarea = 25.680(CFS) Depth of flow = 0.857(Ft.) Average velocity = 5.995(Ft/s) Channel flow top width = 5.000(Ft.) Flow Velocity = 5.99(Ft/s) Travel time = 0.17 min. Time of concentration = 43.53 min. Critical depth = 0.938(Ft.) End of computations, total study area = 97.59 (Ac.) San Diego County Rational Hydrology Program CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 10/18/91 EL CAMINO REAL/PALOMAR AIRPORT ROAD 300 AREA BASIN STUDY FILENAME: ELCAM3 L 200,4 JOB# 10365 2/1/91, REV'D 7/17/91 & 10/18/91 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 10.0 Map data precipitation entered: 6 hour, precipitation(inches) = 1.800 24 hour precipitation(inches) = 3.100 Adjusted 6 hour precipitation (inches) = 1.800 P6/P24 = 58.1% San Diego hydrology manual 'C' values used Runoff coefficients by rational method ************** INPUT DATA LISTING ************ Element Capacity Space Remaining = 346 Element Points and Process used between Points Number 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 End of listing Upstream 300.000 301.000 302.000 303.000 310.000 311.000 312.000 313.000 340.000 313.000 313.000 303.000 303.000 304.000 330. 000 331.000 332.000 322.000 320.000 321.000 322.000 322.000 304.000 304 .000 tincr Downstream 301.000 302.000 303.000 303.000 311.000 312.000 313.000 313.000 313.000 313.000 303.000 303.000 304.000 304.000 331.000 332.000 322.000 322.000 321.000 322.000 322.000 304.000 304.000 305.000 Process Initial Area Pipeflow Time(user inp) Pipeflow Time(user inp) Main Stream Confluence Initial Area Pipeflow Time(user inp) Pipeflow Time(user inp) Confluence Initial Area Confluence Pipeflow Time(user inp) Main Stream Confluence Pipeflow Time(user inp) Main Stream Confluence Initial Area Street Flow + Subarea Pipeflow Time(user inp) Confluence Initial Area Street Flow + Subarea Confluence Pipeflow Time(user inp) Main Stream Confluence Pipeflow Time(user inp) San Diego County Rational Hydrology Program 'M CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based onDsan Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 10/18/91 „___ — .— — » — — — .»• — — — •— —» — — — •— — — — — — — «—•— — «. — •— — — — — — — —•..-. — — — — -»_ ______ _ __ _ — — — — —— — —.____.____ -T| EL CAMINO REAL/PALOMAR AIRPORT ROAD (J 300 AREA BASIN STUDY FILENAME: ELCAM3 n L 200,4 JOB* 10365 2/1/91, REV'D 7/17/91 & 10/18/91 7: L-' ********* Hydrology Study Control Information ********** n U Rational hydrology study storm event year is 10.0 Q Map data precipitation entered: 6 hour, precipitation(inches) = 1.800 24 hour precipitation(inches) = 3.100 n Adjusted 6 hour precipitation (inches) = 1.800 P6/P24 = 58.1% U San Diego hydrology manual 'C' values used Runoff coefficients by rational method Process from Point/Station 300.000 to Point/Station 301.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 400.00(Ft.) Highest elevation = 320.00(Ft.) Lowest elevation - 305.50(Ft.) Elevation difference = 14.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.69 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.9000)*(400.00A.5)/( 3.63A(l/3)]= 4.69 Setting time of concentration to 5 minutes Rainfall intensity (I) = 4.743 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 2.220(CFS) Total initial stream area = 0.520(Ac.) Process from Point/Station 301.000 to Point/Station 302.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = -301.00(Ft.) Downstream point/station elevation = 300.33(Ft.) Pipe length = 123.40(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.220(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.220(CFS) Normal flow depth in pipe = 6.60(In.) Flow top width inside pipe = 17.35(In.) Critical Depth = 6.75(In.) Pipe flow velocity = 3.78(Ft/s) Travel time through pipe = 0.54 min. Time of concentration (TC) = 5.54 min. Process from Point/Station 302.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =300.00(Ft.) Downstream point/station elevation = 294.50(Ft.) Pipe length = 253.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.220(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.220(CFS) Normal flow depth in pipe = 4.61(In.) Flow top width inside pipe = 15.71(In.) Critical Depth = 6.75(In.) Pipe flow velocity = 6.22(Ft/s) Travel time through pipe = 0.68 min. Time of concentration (TC) = 6.22 min. Process from Point/Station 303.000 to Point/Station 303.000 P **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 !, Stream flow area = 0.520 (Ac.) U Runoff from this stream = 2.220(CFS) Time of concentration = 6.22 min. •n Rainfall intensity = 4.118(In/Hr) (J Program is now starting with Main Stream No. 2 Process from Point/Station 310.000 to Point/Station 311.000 **** INITIAL AREA EVALUATION **** 0 Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = [COMMERCIAL area type 0. 000 0.000 0.000 1.000,.] Initial subarea flow distance = 775.00(Ft.) Highest elevation = 322.00(Ft.) Lowest elevation = 314.00(Ft.) Elevation difference = 8.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 12.40 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.8500)*(775.00A.5)/( 1.03A(l/3)]= 12.40 Rainfall intensity (I) = 2.641 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 8.304(CFS) Total initial stream area = 3.700(Ac.) nu Process from Point/Station 311.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 312.000 U Upstream point/station elevation = 309.93(Ft.) Downstream point/station elevation = 305.90(Ft.) Pipe length = 66.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.304(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 8.304(CFS) Normal flow depth in pipe = 6.25(In.) Flow top width inside pipe = 21.07(In.) Critical Depth = 12.32(In.) Pipe flow velocity = 12.76(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 12.48 min. Process from Point/Station 312.000 to Point/Station 313.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 305.56(Ft.) Downstream point/station elevation = 299.00(Ft.) Pipe length = 14.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.304(CFS) Given.pipe size = 24.00(In.) Calculated individual pipe flow = 8.304(CFS) Normal flow depth in pipe = 3.78(In.) Flow top width inside pipe = 17.48(In.) Critical Depth = 12.32(In.) Pipe flow velocity = 26.23(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 12.49 min. Process from Point/Station 313.000 to Point/Station 313.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number:2 in normal stream number 1 Stream flow area = 3.700(Ac.) Runoff from this stream = 8.304(CFS) Time of concentration = 12.49 min. Rainfall intensity = 2.628(In/Hr)v Process from Point/Station 340.000 to Point/Station 313.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.500 given for subarea Initial subarea flow distance = 405.00(Ft.) Highest elevation = 310.00(Ft.) Lowest elevation = 304.00(Ft.) Elevation difference = 6.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 19.07 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.5000)*(405.00A.5)/( 1.48A(l/3)]= 19.07 Rainfall intensity (I) = 2.000 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.500 Subarea runoff = 0.160(CFS) Total initial stream area = 0.160(Ac.) Process from Point/Station 313.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS ****313.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.160(Ac.) Runoff from this stream = 0.160(CFS) Time of concentration = 19.07 min. Rainfall intensity = 2.000(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(l) 8.304 0.160 Qmax(2) = 1.000 * 1.000 * 0.761 * 1.000 * 12.49 19.07 1.000 * 0.655 * 1.000 * 1.000 * 2.628 2.000 8.304) + 0.160) + 8.304) + 0.160) + 8.409 6.482 Total of 2 streams to confluence: Flow rates before confluence point: 8.304 0.160 Maximum flow rates at confluence using above data: 8.409 6.482 Area of streams before confluence: 3.700 0.160 Results of confluence: Total flow rate = 8.409(CFS) Time of concentration = 12.491 min. Effective stream area after confluence = 3.860(Ac.) Process from Point/Station 313.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 303.000 Upstream point/station elevation = 298.67(Ft.) Downstream point/station elevation = 294.50(Ft.) Pipe length = 8.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.409(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = • 8.409(CFS) Normal flow depth in pipe = 3.70(In.) Flow top width inside pipe = 17.34(In.) Critical Depth = 12.39(In.) Pipe flow velocity = 27.34(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 12.50 min. Process from Point/Station 303.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 303.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.860(Ac.) Runoff from this stream = 8.409(CFS) Time of concentration = 12.50 min. Rainfall intensity = 2.627(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(l) 2.220 8.409 Qmax(2) = 1.000 * 1.000 * 0.638 * 1.000 * 6.22 12.50 1.000 * 0.498 * 1.000 * 1.000 * 4.118 2.627 2.220) + 8.409) + 2.220) + 8.409) + 6.408 9.825 Total of 2 main streams to confluence: Flow rates before confluence point: 2.220 8.409 Maximum flow rates at confluence using above data: 6.408 9.825 Area of streams before confluence: 0.520 3.860 Results of confluence: Total flow rate = 9.825(CFS) Time of concentration = 12.496 min. Effective stream area after confluence =4.380(Ac.) Process from Point/Station 303.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 304.000 Upstream point/station elevation = 294.00(Ft.) Downstream point/station elevation = 280.20(Ft.) Pipe length = 202.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.825(CFS) Given pipe' size = 24.00(In.) Calculated individual pipe flow = 9.825(CFS) Normal flow depth in pipe = 6.62(In.) Flow top width inside pipe = 21.45(In.) Critical Depth = 13.44(In.) Pipe flow velocity = 13.94(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 12.74 min. Process from Point/Station 304.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 304.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.380(Ac.) Runoff from this stream = 9.825(CFS) Time of concentration = 12.74 min. Rainfall intensity = 2.595(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 330.000 to Point/Station **** INITIAL AREA EVALUATION ****331.000 D User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 295.00(Ft.) Highest elevation = 305.80(Ft.) Lowest elevation = 303.90(Ft.) Elevation difference = 1.90(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 7.16 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(1/3)] TC = [1.8*(1.1-0.9000)*(295.00A.5)/( 0.64A(l/3)]= 7.16 Rainfall intensity (I) = 3.762 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.456(CFS) Total initial stream area = 0.430(Ac.) Process from Point/Station 331.000 to Point/Station **** STREET FLOW TRAVEL TIME 4- SUBAREA FLOW ADDITION **** 332.000 U Top of street segment elevation = 303.900(Ft.) End of street segment elevation = 289.300(Ft.) Length of street segment = 375.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.272(Ft.) Average velocity = 4.252(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.745(Ft.) Flow velocity = 4.25(Ft/s) Travel time = .1.47 min. TC = 8.63 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea 2.370(CFS) Rainfall intensity = 3.335(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 1.621(CFS) for 0.540(Ac.) Total runoff = 3.077(CFS) Street flow at end of street = Half street flow at end of street = Depth of flow = 0.291(Ft.) Average velocity = 4.407(Ft/s) Flow width (from curb towards crown)= Total area = 3.077(CFS) 3.077(CFS) 7.718(Ft.) 0.97(Ac.) Process from Point/Station 332.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) ****322.000 Upstream point/station elevation = 281.19(Ft.) Downstream point/station elevation = 280.75(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Reguired pipe flow = 3.077(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.077(CFS) Normal flow depth in pipe = 7.09(In.) Flow top width inside pipe = 17.59(In.) Critical Depth = 8.00(In.) Pipe flow velocity = 4.76(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 8.82 min. Process from Point/Station 322.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 322.000 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.970(Ac.) Runoff from this stream = 3.077(CFS) Time of concentration = 8.82 min. Rainfall intensity = 3.288(In/Hr) Process from Point/Station 320.000 to Point/Station **** INITIAL AREA EVALUATION ****321.000 User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 200.00(Ft.) Highest elevation = 305.50(Ft.) Lowest elevation = 303.90(Ft.) Elevation difference = 1.60(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 5.48 min. TC = [1.8*(l.l-C)*distanceA'.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.9000)*(200.00A.5)/( -0 . 80A (1/3) ] = 5.48 Rainfall intensity (I) = 4.468 for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.166(CFS) Total initial stream area = 0.290(Ac.) Process from Point/Station 321.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 322.000 0.0150 0.0150 Top of street segment elevation = 303.900(Ft.) End of street segment elevation = 289.700(Ft.) Length of street segment = 375.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = Manning's N from grade break to crown = Estimated mean flow rate at midpoint of street = Depth of flow = 0.269(Ft.) Average velocity = 4.173(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.611(Ft.) Flow velocity = 4.17(Ft/s) Travel time = 1.50 min. TC = 6.98 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 3.824(In/Hr) for a 10.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 1.858(CFS) for Total runoff = 3.024(CFS) Street flow at end of street = Half street flow at end of street == Depth of flow = 0.291(Ft.) Average velocity = 4.344(Ft/s) Flow width (from curb towards crown)= 2.252(CFS) 0.540(Ac. Total area = 3.024(CFS) 3.024(CFS) 0.83(AC.) 7.705(Ft.) Process from Point/Station 322.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 322.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.830(Ac.) Runoff from this stream = 3.024(CFS) Time of concentration = 6.98 min. Rainfall intensity = 3.824(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 3.077 3.024 Qmax(2) = 1.000 * 0.860 * 8.82 6.98 1.000 * 1.000 * 3.288 3.824 3.077) + 3.024) + =5.678 1.000 * 1.000 * 0.791 * 1.000 * 3.077) + 3.024) +5.459 Total of 2 streams to confluence: Flow rates before confluence point: 3.077 3.024 Maximum flow rates at confluence using above data: 5.678 5.459 Area of streams before confluence: 0.970 0.830 Results of confluence: Total flow rate = 5.678(CFS) Time of concentration = 8.822 min. Effective stream area after confluence = 1.800(Ac.) 5.678(CFS) Process from Point/Station 322.000 to Point/Station 304.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =280.57(Ft.)~ Downstream point/station elevation = 280.20(Ft.) Pipe length = 46.00(Ft.) Manning's N = 0.013 No. of pipes = I Required pipe flow = Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.678(CFS) Normal flow depth in pipe = 10.08(In.) Flow top width inside pipe = 17.87(In.) Critical Depth = 11.04(In.) Pipe flow velocity = 5.58(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 8.96 min. Process from Point/Station 304.000 to Point/Station 304.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.800(Ac.) Runoff from this stream = 5.678(CFS) Time of concentration = 8.96 min. Rainfall intensity = 3.255(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 9.825 12.74 2 5.678 8.96 Qmax(l) = 1.000 * 1.000 * 0.797 * 1.000 * Qmax(2) = 1.000 * 0.703 * 1.000 * 1.000 *" 2.595 3.255 9.825) + 5.678) + = 9.825) + 5.678) + = 14.350 12.589 Total of 2 main streams to confluence: u n HYDROLOGY REPORT FOR PALOMAR AIRPORT ROAD BETWEEN YARROW DRIVE AND EL CAMINO REAL U r> u U P U o U U n U APPENDIX IV 50-YEAR PEAK DISCHARGE CALCULATIONS UNDER DEVELOPED CONDITIONS USING THE COMPUTERIZED RATIONAL METHOD r~\ U f~l U pi U r> U o n San Diego County Rational Hydrology Program CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 10/18/91 EL CAMINO REAL/PALOMAR AIRPORT ROAD 200 AREA BASIN STUDY FILENAME:. ELCAM2 L 200,4 JOB #10365 2/1/91, REV'D 7/17/91 & 10/11/91 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 50.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.400 24 hour precipitation(inches) = 4.200 Adjusted 6 hour precipitation (inches) = 2.400 P6/P24 = 57.1% San Diego hydrology manual 'C' values used Runoff coefficients by rational method ************** INPUT DATA LISTING ************ Element Capacity Space Remaining = 280 Element Points and Process used between Points Number 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 Upstream 200.000 201.000 202.000 210.000 211.000 212.000 213.000 202.000 215.000 216.000 217.000 202.000 202.000 203.000 235.000 204.000 272.000 270.000 271.000 272.000 272.000 273.000 274.000 220.000 221.000 222.000 230.000 Downstream 201.000 202.000 202.000 211.000 212.000 213.000 202.000 202.000 216.000 217.000 202.000 202.000 203.000 204.000 204.000 272.000 272.000 271.000 272.000 272.000 273.000 274.000 274.000 221.000 222.000 222.000 222.000 Process Initial Area Street Flow + Subarea Main Stream Confluence Initial Area Street Flow + Subarea Pipeflow Time(user inp) Pipeflow Time(user inp) Main Stream Confluence Initial Area Street Flow + Subarea Pipeflow Time(user inp) Main Stream Confluence Pipeflow Time(user inp) Improved Channel Time Subarea Flow Addition Pipeflow Time(user inp) Main Stream Confluence Initial Area Street Flow + Subarea Main Stream Confluence Pipeflow Time(user inp) Pipeflow Time(user inp) Main Stream Confluence Initial Area Pipeflow Time(user inp) Confluence Initial Area 28 222.000 222.000 Confluence 29 222.000 223.000 Pipeflow Time(user inp) 30 223.000 223.000 Confluence 31 290.000 291.000 Initial Area 32 291.000 292.000 Street Flow + Subarea 33 292.000 223.000 Pipeflow Time(user inp) 34 223.000 223.000 Confluence 35 223.000 224.000 Pipeflow Time(user inp) 36 224.000 225.000 Pipeflow Time(user inp) 37 225.000 225.000 Main Stream Confluence 38 205.000 206.000 Initial Area 39 206.000 207.000 Street Flow + Subarea 40 207.000 225.000 Pipeflow Time(user inp) 41 225.000 225.000 Main Stream Confluence 42 225.000 226.000 Pipeflow Time(user inp) 43 226.000 226.000 Main Stream Confluence 44 280.000 281.000 Initial Area 45 281.000 282.000 Street Flow + Subarea 46 282.000 282.000 Confluence 47 285.000 286.000 Initial Area 48 286.000 282.000 Street Flow + Subarea 49 282.000 282.000 Confluence 50 282.000 226.000 Pipeflow Time(user inp) 51 226.000 226.000 Main Stream Confluence 52 226.000 227.000 Pipeflow Time(user inp) 53 227.000 227.000 Main Stream Confluence 54 240.000 241.000 Initial Area 55 241.000 252.000 Pipeflow Time(user inp) 56 252.000 252.000 Main Stream Confluence 57 250.000 251.000 Initial Area 58 251.000 252.000 Street Flow + Subarea 59 252.000 252.000 Main Stream Confluence 60 252.000 263.000 Pipeflow Time(user inp) 61 263.000 263.000 Main Stream Confluence 62 260.000 261.000 Initial Area 63 261.000 262.000 Street Flow + Subarea 64 262.000 263.000 Pipeflow Time(user inp) 65 263.000 263.000 Main Stream Confluence 66 263.000 264.000 Pipeflow Time(user inp) 67 264.000 264.000 Main Stream Confluence 68 299.900 299.000 Initial Area 69 299.000 298.000 Irregular Channel Time 70 299.500 298.000 Subarea Flow Addition 71 298.000 297.000 Pipeflow Time(user inp) 72 297.000 297.000 v. Main Stream Confluence 73 265.000 266.000 Initial Area 74 266.000 267.000 Street Flow + Subarea 75 267.000 297.000 Pipeflow Time(user inp) 76 297.000 297.000 Main Stream Confluence 77 255.000 256.000 Initial Area 78 256.000 257.000 Street Flow + Subarea 79 257.000 297.000 Pipeflow Time(user inp) 80 297.000 297.000 . Main Stream Confluence 81 297.000 296.000 Pipeflow Time(user inp) 82 296.000 296.000 Main Stream Confluence 83 275.000 276.000 Initial Area 84 276.000 296.000 Street Flow + Subarea 85 296.000 296.000 Main Stream Confluence 86 296.000 295.000 Improved Channel Time 87 295.000 294.000 Improved Channel Time End of listing. ,u • San Diego County Rational Hydrology Program CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 10/18/91 ^ mfm __ ^ _ __ __ _v *• — — — ^ ^ —• "• ^ — — ~~ ^ ~" "• "™ "~ "~ ™~ """* *"" *•" ~"* "^ ™* """ °"~ """ """ ""~ "~™ ™" *"" "~ ~~ ~™ """ "~ """* "~ ~~ ~~ ~~ """ "~ ""• —~ *~~ ~" ~~ "^ "~ — — — ^ — — _ _ •_ . EL CAMINO REAL/PALOMAR AIRPORT ROAD 200 AREA BASIN STUDY FILENAME: ELCAM2 L 200,4 JOB #10365 2/1/91, REV'D 7/17/91 & 10/11/91 ^ _^ ^ _ ^ ^ _• ^ ^ —. ^ ^ •» ^ ^ ••" — ••• ™• ^«» «•»•!• — •• ^ ^ »^ •" ^»M •« «•• •— ^ ^ •— ^ ^ ^ ^ ^»«* «— • ^ •«. ^ ^ _ « ^ ^ ^ _ ^ ^ ^_ ^ _^ ^«» ^ __ _ _„ ^ ^_ m ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 50.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.400 24 hour precipitation(inches) = 4.200 Adjusted 6 hour precipitation (inches) = 2.400 P6/P24 =57.1% San Diego hydrology manual 'C' values used Runoff coefficients by rational method „ Process from Point/Station 200.000 to Point/Station 201.000 J **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.760 given for subarea Q Initial subarea flow distance = 300.00(Ft.) Highest elevation = 314.60(Ft.) Lowest elevation = 312.70(Ft.) -p Elevation difference = 1.90(Ft.) J Time of concentration calculated by the urban areas overland flow method (App X-C) = 12.34 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)] H TC = [1.8*(l.l-0.7600)*(300.00A.5)/( 0.63A(l/3)]= 12.34 LJ Rainfall intensity (I) = 3.530 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.760 n Subarea runoff = 1.798(CFS) [J Total initial stream area = 0.670(Ac.) Process from Point/Station 201.000 to Point/Station 202.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 312.700(Ft.) End of street segment elevation = 286.200(Ft.) Length of street segment = 1185.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.060 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.078(CFS) Depth of flow = 0.338(Ft.) Average velocity = 3.664(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.052(Ft.) Flow velocity = 3.66(Ft/s) Travel time = 5.39 min. TC = 17.73 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 2.795(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 4.276(CFS) for 1.700(Ac.) Total runoff = 6.073(CFS) Total area = 2.37(Ac.) Street flow at end of street = 6.073(CFS) Half street flow at end of street = 6.073(CFS) Depth of flow = 0.376(Ft.) Average velocity = 3.954(Ft/s) Flow width (from curb towards crown)= 11.973(Ft.) Process from Point/Station 202.000 to Point/Station 202.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.370(Ac.) Runoff from this stream = 6.073(CFS) Time of concentration = 17.73 min. Rainfall intensity = 2.795(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 210.000 to Point/Station 211.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 300.00(Ft.) Highest elevation = 314.60(Ft.) Lowest elevation = 312.70(Ft.) Elevation difference = 1.90(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 7.26 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.9000)*(300.00^.5)/( ' 0.63A(1/3)]= 7.26 Rainfall intensity (I) = 4.971 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.924(CFS) Total initial stream area = 0.430(Ac.) Process from Point/Station 211.000 to Point/Station 212.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =312.700(Ft.) / End of street segment elevation = 293.300(Ft.) Length of street segment = 785.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.384(CFS) Depth of flow = 0.340(Ft.) Average velocity = 3.868(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.154(Ft.) Flow velocity = 3.87(Ft/s) Travel time = 3.38 min. TC = 10.64 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 3.884(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 3.846(CFS) for 1.100(Ac.) Total runoff = 5.769(CFS) Total area = 1.53(Ac.) Street flow at end of street = 5.769(CFS) Half street flow at end of street = 5.769(CFS) Depth of flow = 0.366(Ft.) Average velocity = 4.074(Ft/s) Flow width (from curb towards crown)= 11.461(Ft.) Process from Point/Station 212.000 to Point/Station 213.000 **** piPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =290.87(Ft.) Downstream point/station elevation = v 287.20(Ft.) Pipe length - 152.80(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.769(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.769(CFS) Normal flow depth in pipe = 7.40(In.) Flow top width inside pipe = 17.71(In.) Critical Depth = 11.12(In.) Pipe flow velocity = 8.42(Ft/s) • Travel time through pipe = 0.30 min. Time of concentration (TC) = 10.95 min. Process from Point/Station 213.000 to Point/Station 202.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 286.87(Ft.) Downstream point/station elevation = 279.06(Ft.) Pipe length = 289.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.769(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.769(CFS) Normal flow depth in pipe = 7.17(In.) Flow top width inside pipe = 17.62(In.) Critical Depth = 11.12(In.) Pipe flow velocity = 8.79(Ft/s) Travel time through pipe = 0.55 min. Time of concentration (TC) = 11.49 min. Process from Point/Station 202.000 to Point/Station 202.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.530(Ac.) Runoff from this stream = 5.769(CFS) Time of concentration = 11.49 min. Rainfall intensity = 3.696(In/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 215.000 to Point/Station 216.000 **** INITIAL AREA EVALUATION **** User specified'C'value of 0.900 given for subarea~~ Initial subarea flow distance = 200.00(Ft.) Highest elevation = 293.30(Ft.) Lowest elevation = 288.70(Ft.) Elevation difference = 4.60(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.86 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(1/3)] TC = [1.8*(l.l-0.9000)*(200.00A.5)/( 2.30A(l/3)]= 3.86 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.323 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.650(CFS) Total initial stream area - 0.290(Ac.) Process from Point/Station 216.000 to Point/Station 217.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =288.700(Ft.) End of street segment elevation = 284.800(Ft.) Length of street segment = 260.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.732(CFS) Depth of flow = 0.320(Ft.) Average velocity = 2.897(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.168(Ft.) Flow velocity = 2.90(Ft/s) Travel time = 1.50 min. TC = 6.50 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 5.341(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 1.827(CFS) for 0.380(Ac.) Total runoff = 3.477(CFS) Total area = 0.67(Ac.) Street flow at end of street = 3.477(CFS) Half street flow at end of street = 3.477(CFS) Depth of flow = 0.341(Ft.) Average velocity = 3.023(Ft/s) Flow width (from curb towards crown)= 10.235(Ft.) Process from Point/Station 217.000 to Point/Station 202.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =281.41(Ft.) Downstream point/station elevation = 279.06(Ft.) Pipe length = 102.32(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.477(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.477(CFS) Normal flow depth in pipe = 5.71(In.) Flow top width inside pipe = 16.76(In.) Critical Depth = 8.54(In.) Pipe flow velocity = 7.21(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 6.73 min. D i" i* i~i"ii"i~i~i i" t~ i" i" "T"T~ i~ i"~r~ T "Tiii Ti i t i" i i "i ii~^r i f r i 1 r r r I I i t f i ~i "i 'i '^'r ~i ~i "i "r ~i ~i r""i "ii"~7~ r~"r i~"T"~T~H Process from Point/Station 202.000 to Point/Station 202.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.670(Ac.) Runoff from this stream = 3.477(CFS) Time of concentration = 6.73 min. Rainfall intensity = 5.219(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.073 17.73 2.795 2 5.769 11.49 3.696 3 3.477 6.73 5.219 Qmax(l) = 1.000 * 1.000 * 6.073) + 0.756 * 1.000 * 5.769) + 0.535 * 1.000 * 3.477) + = 12.297 Qmax(2) = 1.000 * 0.648 * 6.073) + 1.000 * 1.000 * 5.769) + 0.708 * 1.000 * 3.477) + = 12.168 Qmax(3) = 1.000 * 0.380 * 6.073) + 1.000 * 0.586 * 5.769) + 1.000 * 1.000 * 3.477) + = 9.162 Total of 3 main streams to confluence: Flow rates before confluence point: 6.073 5.769 3.477 Maximum flow rates at confluence using above data: 12.297 12.168 9.162 Area of streams before confluence: 2.370 1.530 0.670 Results of confluence: Total flow rate = 12.297(CFS) Time of concentration = 17.733 min. Effective stream area after confluence = 4.570(Ac.) Process from Point/Station 202.000 to Point/Station 203.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =278.73(Ft.) Downstream point/station elevation = 278.50(Ft.) Pipe length = 14.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.297(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 12.297(CFS) Normal flow depth in pipe = 13.52(In.) Flow top width inside pipe = 15.56(In.) Critical Depth = 15.90(In.) Pipe flow velocity = 8.64(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 17.76 min. Process from Point/Station 203.000 to Point/Station 204.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation =278.50(Ft.) Downstream point elevation = 266.90(Ft.) Channel length thru subarea = 875.00(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.040 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 12.297(CFS) Depth of flow = 0.467(Ft.) Average velocity = 2.408(Ft/s) Channel flow top width = 11.868(Ft.) Flow Velocity = 2.41(Ft/s) Travel time = 6.06 min. Time of concentration = 23.82 min. Critical depth = 0.352(Ft.) Process from Point/Station 235.000 to Point/Station **** SUBAREA FLOW ADDITION **** 204.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 000 000 Decimal fraction soil group C = 0 Decimal fraction soil group D = 1 [COMMERCIAL area type ] Time of concentration = 23.82 min. Rainfall intensity = 2.310(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850 Subarea runoff = 45.759(CFS) for 23.300(Ac.) Total runoff = 58.056(CFS) Total area = 27.87(Ac.) Process from Point/Station 204.000 to Point/Station 272.000 **** piPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =262.00(Ft.) Downstream point/station elevation = 261.53(Ft.) Pipe length = 17.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 58.056(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 58.056(CFS) Normal flow depth in pipe = 18.49(In.) Flow top width inside pipe = 35.99(In.) Critical Depth = 29.59(In.) Pipe flow velocity = 15.87(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 23.83vinin. Process from Point/Station 272.000 to Point/Station 272.000 **.** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 27.870(Ac.) Runoff from this stream = 58.056(CFS) Time of concentration = 23.83 min. Rainfall intensity = 2.309(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 270.000 to Point/Station 271.000 **.** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 340.00(Ft.) Highest elevation = 285.20(Ft.) Lowest elevation = 279.80(Ft.) Elevation difference = 5.40(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 5.69 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.9000)*(340.00A.5)/( 1.59A(1/3)]= 5.69 Rainfall intensity (I) = 5.818 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 3.561(CFS) Total initial stream area = 0.680(Ac.) Process from Point/Station 271.000 to Point/Station 272.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =279.800(Ft.)~~ End of street segment elevation = 268.280(Ft.) Length of street segment = 779.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.702(CFS) Depth of flow = 0.409(Ft.) Average velocity = 3.422(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.623(Ft.) Flow velocity = 3.42(Ft/s) Travel time = 3.79 min. TC = 9.48 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 4.185(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 4.519(CFS) for 1.200(Ac.) Total runoff = 8.080(CFS) Total area = 1.88(Ac.) Street flow at end of street = 8.-080(CFS) Half street flow at end of street = 8.080(CFS) Depth of flow = 0.431(Ft.) Average velocity = 3.561(Ft/s) Flow width (from curb towards crown)= 14.720(Ft.) "1 J Process from Point/Station 272.000 to Point/station **** CONFLUENCE OF MAIN STREAMS **** 272.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.880(Ac.) Runoff from this stream = 8.080(CFS) Time of concentration = 9.48 min. Rainfall intensity = 4.185(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 58.056 8.080 Qmax(l) Qmax(2) 1.000 * 0.552 * 1.000 * 1.000 * 23.83 9.48 1.000 * 1.000 * 0.398 * 1.000 * 2.309 4.185 58.056) + 8.080) + 58.056) + 8.080) + 62.515 31.180 Total of 2 main streams to confluence: Flow rates before confluence point: 58.056 8.080 Maximum flow rates at confluence using above data: 62.515 31.180 Area of streams before confluence: 27.870 1.880 Results of confluence: Total flow rate = 62.515(CFS) Time of concentration = 23.834 min. Effective stream area after confluence =29.750(Ac.) Process from Point/Station 272.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 273.000 Upstream point/station elevation = 261.20(Ft.) Downstream point/station elevation = v. .261.00(Ft.) Pipe length = 5.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 62.515(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 62.515(CFS) Normal flow depth in pipe = 17.58(In.) Flow top width inside pipe = 35.99(In.) Critical Depth = 30.54(In.) Pipe flow velocity = 18.23(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 23.84 min. Process from Point/Station 273.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 274.000 Upstream point/station elevation = 260.67(Ft.) Downstream point/station elevation = 259.00(Ft.) Pipe length = 141.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 62.515(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 62.515(CFS) Normal flow depth in pipe = 25.76(In.) Flow top width inside pipe = 32.48(In.) Critical Depth = 30.54(In.) Pipe flow velocity = 11.55(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 24.04 min. Process from Point/Station 274.000 to Point/Station 274.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 29.750(Ac.) Runoff from this stream = 62.515(CFS) Time of concentration = 24.04 min. Rainfall intensity = 2.296(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 62.515 24.04 2.296 Qmax(l) = 1.000 * 1.000 * 62.515) + = 62.515 Total of 1 main streams to confluence: Flow rates before confluence point: 62.515 Maximum flow rates at confluence using above data: 62.515 Area of streams before confluence: 29.750 Results of confluence: Total flow rate = 62.515(CFS) Time of concentration = 24.042 min. Effective stream area after confluence = 29.750(Ac.) Process from Point/Station 220.000 to Point/Station 221.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [COMMERCIAL area type Initial subarea flow distance = 0.000 = 0.000 = 0.000 = 1.000 = 750.00(Ft.) Highest elevation = 323.50(Ft.) Lowest elevation = 308.00(Ft.) Elevation difference = 15.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 9.68 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.8500)*(75p.OOA.5)/( 2.07A(l/3)]= 9.68 Rainfall intensity (I) = 4.131 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 23.525(CFS) Total initial stream area = 6.700(Ac.) Process from Point/Station 221.000 to Point/Station 222.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =304.00(Ft.) Downstream point/station elevation = 271.00(Ft.) Pipe length = 100.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 23.525(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 23.525(CFS) Normal flow depth in pipe = 7.80(In.) Flow top width inside pipe = 17.84(In.) Critical depth could not be calculated. Pipe flow velocity = 32.03(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 9.73 min. Process from Point/Station 222.000 to Point/Station 222.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.700(Ac.) Runoff from this stream = 23.525(CFS) Time of concentration = 9.73 min. Rainfall intensity = 4.117(In/Hr) Process from Point/Station 230.000 to Point/Station 222.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] Initial subarea flow distance = 1230.00(Ft.) Highest elevation = 318.00(Ft.) Lowest elevation = 273.90(Ft.) Elevation difference = 44.10(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 10.31 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.8500)*(1230.00A.5)/( 3.59A(l/3)]= 10.31 Rainfall intensity (I) = 3.965 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C Subarea runoff = 28.307(CFS) Total initial stream area = 8.400(Ac.) Process from Point/Station 222.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number:1 in normal stream number 2 Stream flow area = 8.400(Ac.) Runoff from this stream = 28.307(CFS) Time of concentration = 10.31 min. Rainfall intensity = 3.965(In/Hr) Summary of stream data: = 0.850 222.000 Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 23.525 28.307 9.73 10.31 4.117 3.965 Qmax(l) = Qmax(2) = 1.000 * 1.000 * 0.963 * 1.000 * 1.000 * 0.943 * 1.000 * 1.000 * 23.525) + 28.307) + 23.525) + 28.307) + 50.228 50.963 Total of 2 streams to confluence: Flow rates before confluence point: 23.525 28.307 Maximum flow rates at confluence using above data: 50.228 50.963 Area of streams before confluence: 6.700 8.400 Results of confluence: Total flow rate = 50.963(CFS) Time of concentration = 10.311 min. Effective stream area after confluence = 15.100(Ac.) Process from Point/Station 222.000 to Point/Station 223.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =270.67(Ft.) Downstream point/station elevation =• 269.50(Ft.) Pipe length = 16.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 50.963(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 50.963(CFS) Normal flow depth in pipe = 16.73(In>.) Flow top width inside pipe = 22.05(In.) Critical depth could not be calculated. Pipe flow velocity = 21.79(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 10.32 min. Process from Point/Station 223.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 223.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 15.100(Ac.) Runoff from this stream = 50.963(CFS) Time of concentration = 10.32 min. Rainfall intensity = 3.962(In/Hr) Process from Point/Station 290.000 to Point/Station **** INITIAL AREA EVALUATION **** 291.000 User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 200.00(Ft.) Highest elevation = 289.20(Ft.) Lowest elevation - 283.50(Ft.) Elevation difference = 5.70(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.59 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.9000)*(200.00A.5)/( 2.85A(1/3)]= 3.59 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.323 for a 50.0.year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.650(CFS) Total initial stream area = 0.290(Ac.) Process from Point/Station 291.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 292.000 Top of street segment elevation = 283.500(Ft.) End of street segment elevation = 278.700(Ft.) Length of street segment = 285.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.318(Ft.) Average velocity = 3.055(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.053(Ft.) Flow velocity = 3.06(Ft/s) Travel time = 1.55 min. TC = 6.55 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea 2.817(CFS) Rainfall intensity = 5.310(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, c Subarea runoff = 1.959(CFS) for 0.410(Ac.) Total runoff = 3.610(CFS) Total area = 0.70(Ac.) Street flow at end of street = 3.610(CFS) Half street flow at end of street = 3.610(CFS) Depth of flow = 0.339(Ft.) Average velocity = 3.192(Ft/s) Flow width (from curb towards crown)= 10.142(Ft.) = 0.900 Process from Point/Station 292.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 223.000 Upstream point/station elevation = 273.00(Ft.) Downstream point/station elevation = 271.23(Ft.) Pipe length = 146.40(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.610(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.610(CFS) Normal flow depth in pipe = 6.91(In.) Flow top width inside pipe = 17.51(In.) Critical Depth = 8.70(In.) Pipe flow velocity = 5.78(Ft/s) Travel time through pipe = 0.42 min. Time of concentration (TC) = 6.98 min. Process from Point/Station 223.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 223.000 D Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.700(Ac.) Runoff from this stream = 3.610(CFS) Time of concentration = 6.98 min. Rainfall intensity = 5.101(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) u 50.963 3.610 Qmax(l) Qmax(2) 1.000 * 0.777 * 1.000 * 1.000 * 10.32 6.98 1.000 * 1.000 * 0.676 * 1.000 * 3.962 5.101 50.963) + 3.610) + 50.963) + 3.610) + 53.767 38.052 Total of 2 streams to confluence: Flow rates before confluence point: 50.963 3.610 Maximum flow rates at confluence using above data: 53.767 38.052 Area of streams before confluence: 15.100 0.700 Results of confluence: Total flow rate = 53.767(CFS) Time of concentration = 10.324 min. Effective stream area after confluence =15.800(Ac.) Process from Point/Station 223.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 224.000 Upstream point/station elevation = 269.73(Ft.) Downstream point/station elevation = 266.00(Ft.) Pipe length = 265.05(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 53.767(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 53.767(CFS) Normal flow depth in pipe = 21.75(In.) Flow top width inside pipe = 35.21(In.) Critical Depth = 28.57(In.) Pipe flow velocity = 12.03(Ft/s) Travel time through pipe = 0.37 min. Time of concentration (TC) = 10.69 min. Process from Point/Station 224.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 225.000 Upstream point/station elevation = 265.67(Ft.) Downstream point/station elevation = 260.52(Ft.) Pipe length = 173.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 53.767(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 53.767(CFS) Normal flow depth in pipe = 17.30(In.) Flow top width inside pipe = 35.97(In.) Critical Depth = 28.57(In.) Pipe flow velocity = 16.00(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 10.87 min. Process from Point/Station 225.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** -. 225.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 15.800(Ac.) Runoff from this stream = 53.767(CFS) Time of concentration = 10.87 min. Rainfall intensity = 3.832(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 205.000 to Point/Station **** INITIAL AREA EVALUATION **** 206.000 User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 200.00(Ft.) Highest elevation = 278.70(Ft.) Lowest elevation = 275.10(Ft.) Elevation difference = 3.60(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.19 min. TC = [l.8*(l.l-C)*distanceA.5)/(% slope*(1/3)] TC = [1.8*(l.l-0.9000)*(200.00A.5)/(_ 1.80A(l/3)]= 4.19 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.323 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.764(CFS) Total initial stream area = 0.310(Ac.) D Process from Point/Station 206.000 to Point/Station 207.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** D Top of street segment elevation = 275.100(Ft.) End of street segment elevation = 269.400(Ft.) Length of street segment = 375.000(Ft.) „ Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) ^ Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 PI Slope from grade break to crown (v/hz) = 0.020 y Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) D Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0^0150 Manning's N from gutter to grade break = 0.0150 ,U Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.301(CFS) •n Depth of flow = 0.336(Ft.) [j Average velocity = 3.011(Ft/s) Streetflow hydraulics at midpoint of street travel: n Halfstreet flow width = 9.969(Ft.) Flow velocity = 3.01(Ft/s) Travel time = 2.08 min. TC = 7.08 min. Adding area flow to street HI User specified 'C' value of 0.900 given for subarea U Rainfall intensity = 5. 055 (In/Hr).- for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 n Subarea runoff = 2.457(CFS) for 0.540(Ac.) U Total runoff = 4.221(CFS) Total area = 0.85(Ac.) Street flow at end of street = 4.221(CFS) n Half street flow at end of street = 4.221(CFS) Depth of flow 0.359(Ft.) _y Average velocity = 3.152(Ft/s) Flow width (from curb towards crown)=- 11.119(Ft.) Process from Point/Station 207.000 to Point/Station 225.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =263.00(Ft.) Downstream point/station elevation = 261.30(Ft.) Pipe length = 12.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.221(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.221(CFS) Normal flow depth in pipe = 3.97(In.) Flow top width inside pipe = 14.93(In.) Critical Depth = 9.44(In.) Pipe flow velocity = 14.58(Ft/s) _ Travel time through pipe = 0.01 min. Time of concentration (TC) = 7.09 min. Process from Point/Station 225.000 to Point/Station 225.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.850 (Ac.) Runoff from this stream = 4.221(CFS) Time of concentration = 7.09 min. Rainfall intensity = 5.048(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 53.767 10.87 3.832 2 4.221 7.09 5.048 Qmax(l) = 1.000 * 1.000 * 53.767) + 0.759 * 1.000 * 4.221) + = 56.970 Qmax(2) = 1.000 * 0.652 * 53.767) + 1.000 * 1.000 * 4.221) + = 39.284 Total of 2 main streams to confluence: Flow rates before confluence point: 53.767 4.221 Maximum flow rates at confluence using above data: 56.970 39.284 Area of streams before confluence: 15.800 0.850 Results of confluence: Total flow rate = 56. 970 (CFS) Time of concentration = 10.871 min. Effective stream area after confluence = 16. 650 (Ac.) Process from Point/Station 225.000 to Point/Station 226.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 260.52 (Ft. ) Downstream point/station elevation = 259. 19 (Ft.) Pipe length = 45. 00 (Ft.) Manning's N = 0.013 U No. of pipes = 1 Required pipe flow = 56.970(CFS) Given pipe size = 36.00(In.) -^ Calculated individual pipe flow = 56.970(CFS) Normal flow depth in pipe = 17.93(In.) ^ Flow top width inside pipe = 36.00(In.) Critical Depth = 29.33(In.) HI Pipe flow velocity = 16.19(Ft/s) U Travel time through pipe = 0.05 min. Time of concentration (TC) = 10.92 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++4H-+++++4HH-+++- n Process from Point/Station 226.000 to Point/Station 226.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed:D in Main Stream number: 1 Stream flow area = 16.650(Ac.) Runoff from this stream = 56.970(CFS) Q Time of concentration = 10.92 min. Rainfall intensity = 3.821(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 280.000 to Point/Station 281.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 405.00(Ft.) Highest elevation = 287.20(Ft.) Lowest elevation = 279.80(Ft.) Elevation difference = 7.40(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 5.93 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.9000)*(405.00A.5)/( 1.83A(l/3)]= 5.93 Rainfall intensity (I) = 5.667 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 4.590(CFS) Total initial stream area = 0.900(Ac.) Process from Point/Station 281.000 to Point/Station . 282.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =279.800(Ft.) End of street segment elevation = 268.700(Ft.) Length of street segment = 864.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.905(CFS) Depth of flow = 0.437(Ft.) Average velocity = 3.354(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.016(Ft.) Flow velocity = 3.35(Ft/s) Travel time = 4.29 min. TC = 10.22 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 3.987(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 4.665(CFS) for 1.300(Ac.) Total runoff = 9.255(CFS) Total area = 2.20(Ac.) Street flow at end of street = 9.255(CFS) Half street flow at end of street = 9.255(CFS) Depth of flow = 0.457(Ft.) Average velocity = 3.471(Ft/s) Flow width (from curb towards crown)= 16.013(Ft.) Process from Point/Station 282.000 to Point/Station 282.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.200(Ac.) Runoff from this stream = 9.255(CFS) Time of concentration = 10.22 min. Rainfall intensity = 3.987(In/Hr) Process from Point/Station 285.000 to Point/Station 286.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 300.00(Ft.) Highest elevation = 286.50(Ft.) Lowest elevation = 280.10(Ft.) Elevation difference = 6.40(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) == 4.84 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(1-1-0.9000)*(300.00A.5)/( 2.13A(l/3)]= 4.84 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.323 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 2.447(CFS) Total initial stream area = 0.430(Ac.) Process from Point/Station 286.000 to Point/Station 282.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =280.100(Ft.) End of street segment elevation = 268.700(Ft.) 5.577(CFS) Length of street segment = 761.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.388(Ft.) Average velocity = 3.312(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.576(Ft.) Flow velocity = 3.31(Ft/s) Travel time = 3.83 min. TC = 8.83 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 4.382(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 4.338(CFS) for 1.100(Ac.) Total runoff = 6.785(CFS) Total area = 1.53(Ac.) Street flow at end of street = 6.785(CFS) Half street flow at end of street = 6.785(CFS) Depth of flow = 0.410(Ft.) Average velocity = 3.449(Ft/s) Flow width (from curb towards crown)= 13.656(Ft.) Process from Point/Station 282.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 282.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.530(Ac.) Runoff from this stream = 6.785(CFS) Time of concentration = 8.83 min. Rainfall intensity = 4.382(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(l) Qmax(2) 9.255 6.785 1.000 * 0.910 * 1.000 * 1.000 * 10.22 8.83 1.000 * 1.000 * 0.864 * 1.000 * Total of 2 streams to confluence: Flow rates before confluence point: 3.987 4.382 9.255) + 6.785) + 9.255) + 6.785) + 15.430 14.782 9.255 6.785 Maximum flow rates at confluence using above data: 15.430 14.782 Area of streams before confluence: 2.200 1.530 Results of confluence: Total flow rate = 15.430(CFS) Time of concentration = 10.220 min. Effective stream area after confluence = 3.730(Ac.) Process from Point/Station 282.000 to Point/Station **** piPEFLOW TRAVEL TIME (User specified size) **** 226.000 Upstream point/station elevation = 264.00(Ft.) Downstream point/station elevation = 260.69(Ft.) Pipe length = 65.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.430(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 15.430(CFS) Normal flow depth in pipe = 10.62(In.) Flow top width inside pipe = 17.71(In.) Critical Depth = 16.97(In.) Pipe flow velocity = 14.24(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 10.30 min. Process from Point/Station 226.000 to Point/Station 226.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.730(Ac.) Runoff from this stream = 15.430(CFS) Time of concentration = 10.30 min. Rainfall intensity = 3.968(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 56.970 15.430 Qmax(l) = Qmax(2) = 1.000 * 0.963 * 1.000 * 1.000 * 10.92 10.30 1.000 * 1.000 * 0.943 * 1.000 * 3.821 3.968 56.970) + 15.430) + 56.970) + 15.430) + 71.829 69.162 Total of 2 main streams to confluence: Flow rates before confluence point: 56.970 15.430 Maximum flow rates at confluence using above data: 71.829 69.162 Area of streams before confluence: 16.650 3.730 Results of confluence: Total flow rate = 71.829(CFS) Time of concentration = 10.917 min. Effective stream area after confluence 20.380(Ac.) Process from Point/Station 226.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 227.000 Upstream point/station elevation = 258.86(Ft.) Downstream point/station elevation = 258.41(Ft.) Pipe length = 29.29(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 71.829(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 71.829(CFS) Normal flow depth in pipe = 25.92(In.) Flow top width inside pipe = 32.33(In.) Critical Depth = 32.17(In.) Pipe flow velocity = 13.17(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 10.95 min. Process from Point/Station 227.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 227.000 -LJ The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 20.380(Ac.) Runoff from this stream = 71.829(CFS) Time of concentration = 10.95 min. Rainfall intensity = 3.813(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) u 1 71.829 Qmax(l) = 1.000 * 10.95 1.000 * 3.813 71.829) + =71.829 Total of 1 main streams to confluence: Flow rates before confluence point: 71.829 Maximum flow rates at confluence using above data: 71.829 Area of streams before confluence: 20.380 Results of confluence: Total flow rate = 71.829(CFS) Time of concentration = 10.954 min. Effective stream area after confluence =20.380(Ac.) Process from Point/Station 240.000 to Point/Station 241.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)A3)/(elevation change)]A.385 *60(min/hr) + 10 min. Initial subarea flow distance = 1025.00(Ft.) Highest elevation = 322.00(Ft.) Lowest elevation = 289.80(Ft.) Elevation difference = 32.20(Ft.) TC=[(11.9*0.1941A3)/( 32.20)]A.385= 6.16 + 10 min. = 16.16 min. Rainfall intensity (I) = 2.967 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 6.810(CFS) Total initial stream area = 5.100(Ac.) Process from Point/Station 241.000 to Point/Station 252.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 285.40(Ft.) Downstream point/station elevation = 285.00(Ft.) Pipe length = 22.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.810(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 6.810(CFS) Normal flow depth in pipe = 7.71(In.) Flow top width inside pipe = 22.41(In.) Critical Depth = 11.11(In.) Pipe flow velocity = 7.82(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 16.21 min. Process from Point/Station 252.000 to Point/Station , 252.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 5.100(Ac.) Runoff from this stream = 6.810(CFS) Time of concentration = 16.21 min. Rainfall intensity = 2 . 962(In/Hr) , Program is now starting with Main Stream No. 2 Process from Point/Station 250.000 to Point/Station 251.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 375.00(Ft.) Highest elevation = 317.00(Ft.) Lowest elevation = 306.80(Ft.) Elevation difference = 10.20(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.99 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.9000)*(375.00A.5)/( 2.72A(l/3)]= 4.99 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.323 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 3.301(CFS) Total initial stream area = 0.580(Ac.) Process from Point/Station 251.000 to Point/Station 252.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 306.800(Ft.•) End of street segment elevation = 289.200(Ft.) Length of street segment = 785.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.545(CFS) Depth of flow = 0.384(Ft.) Average velocity = 4.018(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.355(Ft.) Flow velocity = 4.02(Ft/s) Travel time = 3.26 min. TC = 8.26 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 4.576(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 4.695(CFS) for 1.140(Ac.) Total runoff = 7.995(CFS) Total area = 1.72(Ac.) Street flow at end of street = 7.995(CFS) Half street flow at end of street = 7.995(CFS) Depth of flow = 0.406(Ft.) Average velocity = 4.186(Ft/s) Flow width (from curb towards crown)= 13.444(Ft.) Process from Point/Station 252.000 to Point/Station 252.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.720(Ac.) Runoff from this stream = 7.995(CFS) Time of concentration = 8.26 min. Rainfall intensity = 4.576(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.810 16.21 2.962 2 7.995 8.26 4.576 Qmax(1) = 1.000 * 1.000 * 6.810) + 0.647 * 1.000 * 7.995) + = 11.986 Qmax(2) = 1.000 * 0.510 * 6.810) + 1.000 * 1.000 * 7.995) + = 11.465 Total of 2 main streams to confluence: Flow rates before confluence point: 6.810 7.995 Maximum flow rates at confluence using above data: 11.986 11.465 Area of streams before confluence: 5.100 1.720 Results of confluence: Total flow rate = 11.986(CFS) Time of concentration = 16.205 min. Effective stream area after confluence = 6.820(Ac.) Process from Point/Station 252.000 to Point/Station 263.000 **** piPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =284.77(Ft.)" Downstream point/station elevation = 266.30(Ft.) Pipe length = 146.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.986(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.986(CFS) Normal flow depth in pipe = 6.26(In.) Flow top width inside pipe = 21.07(In.) Critical Depth 14.92(In.) Pipe flow velocity = 18.38(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 16.34 min. Process from Point/Station 263.000 to Point/Station 263.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.820(Ac.) Runoff from this stream = 11.986(CFS) Time of concentration = 16.34 min. Rainfall intensity = 2.946(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 260.000 to Point/Station 261.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 255.00(Ft.) Highest elevation = 305.80(Ft.) Lowest elevation = 305.00(Ft.) Elevation difference = 0.80(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 8.46 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.9000)*(255.00A.5)/( 0.31A(l/3)]= 8.46 Rainfall intensity (I) = 4.504 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = l.SOO(CFS) Total initial stream area = 0.370(Ac.) (J Process from Point/Station 261.000 to Point/Station 262.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =305.000(Ft.)U End of street segment elevation = 286.500(Ft.) Length of street segment = 675.000(Ft.) ]~| Height of curb above gutter flowline = 6.0 (In.) JU Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) D Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street P. Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 u Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.)D Manning's N in gutter = 0.0150 Manning's N from gutter to grade break =0.0150 Manning's N from grade break to crown = 0.0150 D Estimated mean flow rate at midpoint of street = 3.486(CFS) Depth of flow = 0.315(Ft.) Average velocity = 3.877(Ft/s) „. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.925(Ft.) JJ Flow velocity = 3.88(Ft/s) Travel time = 2.90 min. TC = > 11.36 min.D Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 3.724(In/Hr) for a 50.0 year storm D Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 3.285(CFS) for 0.980(Ac.) Total runoff = 4.785(CFS) Total area = 1.35(Ac.) ._ Street flow at end of street = 4.785(CFS) Half street flow at end of street = Depth of flow = 0.343(Ft.) Average velocity = 4.100(Ft/s) Flow width (from curb towards crown)= 4.785(CFS) 10.317(Ft.) Process from Point/Station 262.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 263.000 Upstream point/station elevation = 282.50(Ft.) Downstream point/station elevation = 266.55(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.785(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.785(CFS) Normal flow depth in pipe = 3.17(In.) Flow top width inside pipe = 13.71(In.) Critical Depth = 10.08(In.) Pipe flow velocity = 22.86(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 11.39 min. Process from Point/Station 263.000 to Point/Station 263.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.350(Ac.) Runoff from this stream = 4.785(CFS) Time of concentration = 11.39 min. Rainfall intensity = 3.719(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 11.986 4.785 Qmax(l) Qmax(2) 1.000 * 0.792 * 1.000 * 1.000 * 16.34 11.39 1.000 * 1.000 * 0.697 * 1.000 * 2.946 3.719 11.986) + 4.785) + 11.986) + 4.785) + 15.776 13.139 Total of 2 main streams to confluence: Flow rates before confluence point: 11.986 4.785 Maximum flow rates at confluence using above data: 15.776 13.139 Area of streams before confluence: 6.820 1.350 Results of confluence: Total flow rate = 15.776(CFS) Time of concentration = 16.337 min. Effective stream area after confluence =8.170(Ac.) Process from Point/Station 263.000 to Point/Station **** piPEFLOW TPvAVEL TIME (User specified size) **** 264.000 Upstream point/station elevation = 266.30(Ft.) Downstream point/station elevation = 262.00(Ft.) Pipe length = 34.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.776(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 15.776(CFS) Normal flow depth in pipe = 7.21(In.) Flow top width inside pipe = 22.00(In.) Critical Depth = 17.19(In.) Pipe flow velocity = 19.89(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 16.37 min. Process from Point/Station 264.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 264,000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 8.170(Ac.) Runoff from this stream = 15.776(CFS) Time of concentration = 16.37 min. Rainfall intensity = 2.943(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 15.776 Qmax(1) = 1.000 * 16.37 1.000 * 2.943 15.776) + =15.776 Total of 1 main streams to confluence: Flow rates before confluence point: 15.776 Maximum flow rates at confluence using above data: 15.776 Area of streams before confluence: 8.170 Results of confluence: Total flow rate = 15.776(CFS) Time of concentration = 16.366 min. Effective stream area after confluence =8.170(Ac.) Process from Point/Station 299.900 to Point/Station **** INITIAL AREA EVALUATION **** 299.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)A3)/(elevation change)]A.385 *60(min/hr) + 10 min, Initial subarea flow distance = 570.00(Ft.) Highest elevation = 420.00(Ft.) Lowest elevation = 395.00(Ft.) Elevation difference = 25.00(Ft.) TC=[(11.9*0.1080A3)/( 25.00)]A.385= 3.45 + 10 min. = 13.45 min. Rainfall intensity (I) = 3.341 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 4.134(CFS) Total initial stream area = 2.750(Ac.) Process from Point/Station 299.000 to Point/Station 298.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow =0.101(Ft.) Average velocity = 1.677(Ft/s) ******* irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 2 3 4 Manning' s 0.00 8.00 32.00 40.00 'N' friction factor = 2.00 0.00 ; 0.00 2.00 0.040 Sub-Channel flow = 4.134(CFS) ' ' flow top width = 24.808(Ft.) ' ' velocity= 1.677(Ft/s) ' ' area = 2.466(Sq.Ft) ' ' Froude number = 0.937 Upstream point elevation = 395.000(Ft.) Downstream point elevation = 281.600(Ft.) Flow length = 2560.000(Ft.) Travel time = 25.45 min. Time of concentration = 38.90 min. Depth of flow = 0.101(Ft.) Average velocity = 1.677(Ft/s) Total irregular channel flow = 4.134(CFS) Irregular channel normal depth above invert elev. = 0.101(Ft.) Average velocity of channel(s) = 1.677(Ft/s) Sub-Channel No. 1 critical depth = 0.097(Ft.) ' ' ' critical flow top width = 24.773(Ft.) ' ' ' critical flow velocity= 1.753(Ft/s) ' ' ' critical flow area = 2.358(Sq.Ft) Process from Point/Station 299.500 to Point/Station 298.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration = 38.90 min. Rainfall intensity = 1.684(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 24.664(CFS) for 32.550(Ac.) Total runoff = 28.798(CFS) Total area = 35.30(Ac.) Process from Point/Station 298.000 to Point/Station 297.000 **** piPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =282.00(Ft.) Downstream point/station elevation = 279.73(Ft.) Pipe length = 99.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 28.798(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 28.798(CFS) Normal flow depth in pipe = 13.16(In.) Flow top width inside pipe = 34.67(In.) Critical Depth 20.84(In.) Pipe flow velocity = 12;32(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 39.03 min. Process from Point/Station 297.000 to Point/Station 297.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 35.300(Ac.) Runoff from this stream = 28.798(CFS) Time of concentration = 39.03 min. Rainfall intensity = 1.680(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 265.000 to Point/Station 266.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 300.00(Ft.) Highest elevation = 307.00(Ft.) Lowest elevation = 300.00(Ft.) Elevation difference = 7.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.70 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slope*(1/3)] TC = [1.8*(1.1-0.9000)*(300.00A.5)/( 2.33A(l/3)]= 4.70 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.323 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.593(CFS) Total initial stream area = 0.280(Ac.) Process from Point/Station 266.000 to Point/station 267.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =300.000(Ft.)"~~ End of street segment elevation = 291.000(Ft.) Length of street segment = 790.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 39.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.728(CFS) Depth of flow = 0.361(Ft.) Average velocity = 2.740(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.216(Ft.) Flow velocity = 2.74(Ft/s) Travel time = 4.81 min. TC = 9.81 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 4.095(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 2.764(CFS) for 0.750(Ac.) Total runoff = 4.358(CFS) Total area = 1.03(Ac.) Street flow at end of street = 4.358(CFS) Half street flow at end of street = 4.358(CFS) Depth of flow = 0.377(Ft.) Average velocity = 2.825(Ft/s) Flow width (from curb towards crown)=v 12.000(Ft.) Process from Point/Station 267.000 to Point/Station 297.000 **** piPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =288.60(Ft.) Downstream point/station elevation = ' 279.73(Ft.) Pipe length = 380.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.358(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.358(CFS) Normal flow depth in pipe = 6.41(In.) Flow top width inside pipe = 17.24(In.) Critical Depth = 9.60(In.) Pipe flow velocity = 7.73(Ft/s) Travel time through pipe = 0.82 min. Time of concentration (TC) = 10.63 min. Process from Point/Station 297.000 to Point/Station 297.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.030(Ac.) Runoff from this stream = 4.358(CFS) Time of concentration = 10.63 min. Rainfall intensity = 3.888(In/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 255.000 to Point/Station 256.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 200.00(Ft.) Highest elevation = 291.00(Ft.) Lowest elevation = 287.80(Ft.) Elevation difference = 3.20(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.35 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.9000)*(200.00A.5)/( 1.60A(l/3)]= 4.35 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.323 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.309(CFS) Total initial stream area = 0.230(Ac.) Process from Point/Station 256.000 to Point/Station 257.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 287.800(Ft.) End of street segment elevation = 283.900(Ft.) Length of street segment = 300 . 000 (.Ft. ) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 71.000(Ft.) Distance from crown to crossfall grade break = 69.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.016(CFS) Depth of flow = 0.335(Ft.) Average velocity = 2.779(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.915(Ft.) Flow velocity = 2.78(Ft/s) Travel time = 1.80 min. TC = 6.80 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 5.186(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 2.800(CFS) for 0.600(Ac.) Total runoff = 4.109(CFS) Total area = 0.83(Ac.) Street flow at end of street = 4.109(CFS) Half street flow at end of street = 4.109(CFS) Depth of flow = 0.364(Ft.) Average velocity = 2.945(Ft/s) Flow width (from curb towards crown)= 11.371(Ft.) Process from Point/Station 257.000 to Point/Station 297.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =280.50(Ft.) Downstream point/station elevation = 279.73(Ft.) Pipe length = 105.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.109(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.109(CFS) Normal flow depth in pipe = 8.54(In.) Flow top width inside pipe = 17.98(In.) Critical Depth = 9.32(In.) Pipe flow velocity = 4.98(Ft/s) Travel time through pipe = 0.35 min. Time of concentration (TC) = 7.15 min. Process from Point/Station 297.000 to Point/Station 297.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.830(Ac.) Runoff from this stream = 4.109(CFS) Time of concentration = 7.15 min. v. Rainfall intensity = 5.020(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 28.798 39.03 ' 1.680 2 4.358 10.63 3.888 3 4.109 7.15 5.020 Qmax(l) = 1.000 * 1.000 * 28.798) + 0.432 * 1.000 * 4.358) + 0.335 * 1.000 * 4.109) + = 32.056 Qmax(2) = 1.000 * 0.272 * 28.798) + 1.000 * 1.000 * 4.358) + 0.775 * 1.000 * 4.109) + = 15.381 Qmax(3) = 1.000 * 0.183 * 28.798) + 1.000 * 0.673 * 4.358) + 1.000 * 1.000 * 4.109) + = 12.319 Total of 3 main streams to confluence: Flow rates before confluence point: 28.798 4.358 4.109 Maximum flow rates at confluence using above data: 32.056 15.381 12.319 Area of streams before confluence: 35.300 1.030 0.830 Results of confluence: Total flow rate = 32.056(CFS) Time of concentration = 39.030 min. Effective stream area after confluence = 37.160(Ac.) Process from Point/Station 297.000 to Point/Station 296.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 2 7 9.4 0(Ft.)~ Downstream point/station elevation = 278.30(Ft.) Pipe length = 46.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 32.056(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 32.056(CFS) Normal flow depth in pipe = 13.78(In.) Flow top width inside pipe = 35.00(In.) Critical Depth = 22.02(In.) Pipe flow velocity = 12.88(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 39.09 min. Process from Point/Station 296.000 to Point/Station 296.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 37.160(Ac.) Runoff from this stream = 32.056(CFS) Time of concentration = 39.09 min. Rainfall intensity = 1.678(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 275.000 to Point/Station 276.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 300.00(Ft.) Highest elevation = 307.00(Ft.) Lowest elevation = 300.00(Ft.) Elevation difference = 7.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.70 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(1/3)] TC = [1.8*(1.1-0.9000)*(300.00A.5)/( 2.33A(l/3)]= 4.70 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.323 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 2.447(CFS) Total initial stream area = 0.430(Ac.) Process from Point/Station 276.000 to Point/Station 296.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =300.000(Ft.) End of street segment elevation = 283.700(Ft.) Length of street segment = 1180.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter =0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.285(CFS) Depth of flow = 0.423(Ft.) Average velocity = 3.391(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.304(Ft.) Flow velocity = 3.39(Ft/s) Travel time = 5.80 min. TC = 10.80 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 3.848(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area,Rational method,Q=KCIA, C = 0.900 Subarea runoff = 5.887(CFS) for 1.700(Ac.) Total runoff = 8.334(CFS) Total area = 2.13(Ac.) Street flow at end of street = 8.334(CFS) Half street flow at end of street = 8.334(CFS) Depth of flow = 0.439(Ft.) Average velocity = 3.490(Ft/s) Flow width (from curb towards crown)= 15.118(Ft.) Process from Point/Station 296.000 to Point/Station 296.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.130(Ac.) Runoff from this stream = 8.334(CFS) Time of concentration = 10.80 min. Rainfall intensity = 3.848(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 32.056 8.334 Qmax(l) = Qmax(2) = 39.09 10.80 1.000 * 0.436 * 1.000 * 1.000 * 1.000 * 1.000 * 0.276 * 1.000 * 1.678 3.848 32.056) + 8.334) + 32.056) + 8.334) + 35.691 17.191 Total of 2 main streams to confluence: Flow rates before confluence point: 32.056 8.334 Maximum flow rates at confluence using above data: 35.691 17.191 Area of streams before confluence: 37.160 2.130 Results of confluence: Total flow rate = 35.691(CFS) Time of concentration = 39.089 min. Effective stream area after confluence =39.290(Ac.) Process from Point/Station 296.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 295.000 Upstream point elevation = 278.30(Ft.) Downstream point elevation = 270.50(Ft.) Channel length thru subarea = 555.00(Ft.) Channel base width = 4.000(Ft.) Slope or 'Z' of left channel bank = 1.500 Slope or "I1 of right channel bank = 1.500 Manning's 'N' = 0.015 Maximum depth of channel = 2.500(Ft.) Flow(q) thru subarea = 35.691(CFS) Depth of flow = 0.810(Ft.) Average velocity = 8.450(Ft/s) Channel flow top width = 6.430(Ft.) Flow Velocity = 8.45(Ft/s) Travel time = 1.09 min. Time of concentration = 40.18 min. • Critical depth = 1.156(Ft.) Process from Point/Station 295.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 294.000 Covered channel Upstream point elevation = 270.50(Ft.) Downstream point elevation = 270.10(Ft.) Channel length thru subarea = 60.00(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 2.500(Ft.) Flow(q) thru subarea = 35.691(CFS) Depth of flow = 1.070(Ft.) Average velocity = 6.672(Ft/s) Channel flow top width = 5.000(Ft.) Flow Velocity = 6.67(Ft/s) Travel time = 0.15 min. Time of concentration = 40.33 min. Critical depth = 1.172(Ft.) End of computations, total study area = 97.59 (Ac.) San Diego County Rational Hydrology Program CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 10/18/91 EL CAMINO REAL/PALOMAR AIRPORT ROAD 300 AREA BASIN STUDY FILENAME: ELCAM3 L 200,4 JOB# 10365 2/1/91, REV'D 7/17/91 & 10/18/91 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 50.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.400 24 hour precipitation(inches) = 4.200 Adjusted 6 hour precipitation (inches) = 2.400 P6/P24 = 57.1% San Diego hydrology manual 'C' values used Runoff coefficients by rational method ************** INPUT DATA LISTING ************ Element Capacity Space Remaining = 346 Element Points and Process used between Points Number 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Upstream 300.000 301.000 302.000 303.000 310.000 311.000 312.000 313.000 340.000 313.000 313.000 303.000 303.000 304.000 330.000 331.000 332.000 322.000 320.000 321.000 322.000 322.000 304.000 304.000 Downstream 301.000 302.000 303.000 303.000 311.000 312.000 313.000 313.000 313.000 313.000 303.000 303.000 304.000 304.000 331.000 332.000 322.000 322.000 321.000 322.000 322.000 304.000 304.000 305.000 End of listing, Process Initial Area Pipeflow Time(user inp) Pipeflow Time(user inp) Main Stream Confluence Initial Area Pipeflow Time(user inp) Pipeflow Time(user inp) Confluence Initial Area Confluence Pipeflow Time(user inp) Main Stream Confluence Pipeflow Time(user inp) Main Stream Confluence Initial Area Street Flow + Subarea Pipeflow Time(user inp) Confluence Initial Area Street Flow + Subarea Confluence Pipeflow Time(user inp) Main Stream Confluence Pipeflow Time(user inp) San Diego County Rational Hydrology Program CivilCADD/CivilDESIGN Engineering Software, ,(c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 10/18/91 EL CAMINO REAL/PALOMAR AIRPORT ROAD 300 AREA BASIN STUDY FILENAME: ELCAM3 L 200,4 JOB* 10365 2/1/91, REV'D 7/17/91 & 10/18/91 ********* Hydrology Study Control Information ********** __ -_._,_ __ ^ ^ ^_ _» _ B. ^ ^ __ _ _ __ «_ «• •_ ^ ^ •— —• •— — — — — ^ •—• — —• — ^ •— — — — — •— — ^ — «— — ^— — «•" —* — — ^ — — —- _ — —_ _— ^ •_ ^ _ -^ _ _ «. _ __ «_ . Rational hydrology study storm event year is 50.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.400 24 hour precipitation(inches) = 4.200 Adjusted 6 hour precipitation (inches) = 2.400 P6/P24 = 57.1% San Diego hydrology manual 'C' values used Runoff coefficients by rational method Process from Point/Station 300.000 to Point/Station 301.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 400.00(Ft.) Highest elevation = 320.00(Ft.) Lowest elevation = 305.50(Ft.) Elevation difference = 14.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.69 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.9000)*(400.00A.5)/( 3.63A(l/3)]= 4.69 Setting time of concentration to 5 minutes Rainfall intensity (I) = 6.323 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 2.959(CFS) Total initial stream area = 0.520(Ac.) Process from Point/Station 301.000 to Point/Station 302.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 301.00(Ft.) Downstream point/station elevation = 300.33(Ft.) Pipe length = r^-4123 .40 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.959(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.959(CFS) Normal flow depth in pipe = 7.72(In.) Flow top width inside pipe = 17.82(In.) Critical Depth = 7.85(In.) Pipe flow velocity = 4.09(Ft/s) Travel time through pipe = 0.50 min. Time of concentration (TC) = 5.50 min. Process from Point/Station 302.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 303.000 Upstream point/station elevation = 300.00(Ft.) Downstream point/station elevation = 294.50(Ft.) Pipe length = 253.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.959(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.959(CFS) Normal flow depth in pipe = 5.33(In.) Flow top width inside pipe = 16.44(In.) Critical Depth = 7.85(In.) Pipe flow velocity = 6.75(Ft/s) Travel time through pipe = 0.63 min. Time of concentration (TC) = 6.13 min. Process from Point/Station 303.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 303.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.520(Ac.) Runoff from this stream = 2.959(CFS) Time of concentration = 6.13 min. Rainfall intensity = 5.545(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 310.000 to Point/Station **** INITIAL AREA EVALUATION **** 311.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 0.000 000 v 775.00(Ft.) Decimal fraction soil group C = Decimal fraction soil group D = 1. [COMMERCIAL area type Initial subarea flow distance = Highest elevation = 322.00(Ft.) Lowest elevation = 314.00(Ft.) Elevation difference = 8.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 12.40 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.8500)*(775.00A.5)/( 1.03A(l/3)]= 12.40 Rainfall intensity (I) = 3.521 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 11.073(CFS) Total initial stream area = 3.700(Ac.) Process from Point/Station 311.000 to Point/Station 312.000 **** piPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =309.93(Ft.) Downstream point/station elevation = 305.90(Ft.) Pipe length = 66.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.073(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.073(CFS) Normal flow depth in pipe = 7. 24(In.) Flow top width inside pipe = 22.03(In.) Critical Depth = 14.31(In.) Pipe flow velocity = 13.85(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 12.47 min. Process from Point/Station 312.000 to Point/Station 313.000 **** PiPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =305.56(Ft.) Downstream point/station elevation = 299.00(Ft.) Pipe length = 14.00(Ft.) Manning's N = 0.013 No. of pipes ~ 1 Required pipe flow = 11.073(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 11.073(CFS) Normal flow depth in pipe = 4.34(In.) Flow top width inside pipe = 18.48(In.) Critical Depth = 14.31(In.) Pipe flow velocity = 28.56(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 12.48 min. Process from Point/Station 313.000 to Point/Station 313.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number:2 in normal stream number 1 Stream flow area = 3.700(Ac.) Runoff from this stream = 11.073(CFS) Time of concentration = 12.48 min. Rainfall intensity = 3.505(In/Hr) v Process from Point/Station 340.000 to Point/Station 313.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.500 given for subarea Initial subarea flow distance = 405.00(Ft.) Highest elevation = 310.00(Ft.) Lowest elevation = 304.00(Ft.) Elevation difference = 6.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 19.07 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.5000)*(405.00A.5)/( 1.48A(l/3)]= 19.07 Rainfall intensity (I) = 2.667 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.500 Subarea runoff = 0.213(CFS) Total initial stream area = 0.160(Ac.) Process from Point/Station 313.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 313.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.160(Ac.) Runoff from this stream = 0.213(CFS) Time of concentration = 19.07 min. Rainfall intensity = 2.667(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 11.073 0.213 Qmax(l) Qmax(2) 1.000 * 1.000 * 0.761 * 1.000 * 12.48 19.07 1.000 * 0.655 * 1.000 * 1.000 * 3.505 2.667 11.073) + 0.213) + 11.073) + 0.213) + 11.212 8.639 Total of 2 streams to confluence: Flow rates before confluence point: 11.073 0.213 Maximum flow rates at confluence using above data: 11.212 8.639 Area of streams before confluence: 3.700 0.160 Results of confluence: Total flow rate = 11.212(CFS) Time of concentration = 12.483 min. Effective stream area after confluence = 3.860(Ac.) 0 Process from Point/Station 313.000 to Point/Station **** PiPEFLOW TRAVEL TIME (User specified size) **** 303.000 Upstream point/station elevation = 298.67(Ft.) Downstream point/station elevation = 294.50(Ft.) Pipe length = 8.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Reguired pipe flow = 11.212(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = • 11.212(CFS) Normal flow depth in pipe = 4.26(In.) Flow top width inside pipe = 18.34(In.) Critical Depth = 14.42(In.) Pipe flow velocity = 29.77(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 12.49 min. Process from Point/Station 303.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 303.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.860(Ac.) Runoff from this stream = 11.212(CFS) Time of concentration = 12.49 min. Rainfall intensity = 3.504(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 2.959 11.212 6.13 12.49 Qmax(l) = Qmax(2) = 000 000 0.632 * 1.000 * 1.000 * 0.491 * 1.000 * 1.000 * 5.545 3.504 2.959) + 11.212) + 2.959) + 11.212) + 8.463 13.082 Total of 2 main streams to confluence: Flow rates before confluence point: 2.959 11.212 Maximum flow rates at confluence using above data: 8.463 13.082 Area of streams before confluence: 0.520 3.860 -n Results of confluence: Total flow rate = 13.082(CFS) Time of concentration = 12.488 min. Effective stream area after confluence =4.380(Ac.) Process from Point/Station 303.000 to Point/Station 304.000 **** piPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =294.00(Ft.) Downstream point/station elevation = 280.20(Ft.) Pipe length = 202.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.082 (CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 13.082(CFS) Normal flow depth in pipe = 7.67(In.) Flow top width inside pipe = 22. 38 (-In.) Critical Depth = 15.62(In.) Pipe flow velocity = l5.12(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 12.71 min. Process from Point/Station 304.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 304.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.380(Ac.) Runoff from this stream = 13.082(CFS) Time of concentration = 12.71 min. Rainfall intensity = 3.464(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 330.000 to Point/Station **** INITIAL AREA EVALUATION **** 331.000 User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 295.00(Ft.) Highest elevation = 305.80(Ft.) Lowest elevation = 303.90(Ft.) Elevation difference = 1.90(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 7.16 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.9000)*(295.00A.5)/( 0.64A(l/3)]= 7.16 Rainfall intensity (I) = 5.016 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.941(CFS) Total initial stream area = 0.430(Ac.) Process from Point/Station 331.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 332.000 Top of street segment elevation = 303.900(Ft.) End of street segment elevation = 289.300(Ft.) Length of street segment = 375.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.293(Ft.) Average velocity = 4.425(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.821(Ft.) Flow velocity = 4.42(Ft/s) Travel time = 1.41 min. TC = 8.57 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea 3.160(CFS) Rainfall intensity = 4.466(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 2.171(CFS) for Total runoff = 4.112(CFS) Total area = 0.97(Ac.) Street flow at end of street = Half street flow at end of street = Depth of flow = 0.314(Ft.) Average velocity = 4.613(Ft/s) Flow width (from curb towards crown)= 0.540(Ac.) Total area = 4.112(CFS) 4.112(CFS) 8.881(Ft.) Process from Point/Station 332.000 to Point/Station **** piPEFLOW TRAVEL TIME (User specified size) **** 322.000 Upstream point/station elevation = 281.19(Ft.) Downstream point/station elevation = 280.75(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.112(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.112(CFS) Normal flow depth in pipe = 8.33(In.) Flow top width inside pipe = 17.95(In.) Critical Depth = 9.32(In.) Pipe flow velocity = 5.14(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 8.75 min. Process from Point/Station 322.000 to Point/Station 322.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number:2 in normal stream number 1 Stream flow area = 0.970(Ac.) Runoff from this stream = 4.112(CFS) Time of concentration = 8.75 min. Rainfall intensity = 4.407(In/Hr) Process from Point/Station 320.000 to Point/Station 321.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 200.00(Ft.) Highest elevation = 305.50(Ft.) Lowest elevation = 303.90(Ft.) Elevation difference = 1.60(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 5.48 min. TC = [l.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.9000)*(200.00A.5)/( ' 0.80A(l/3)]= 5.48 Rainfall intensity (I) = 5.957 for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.555(CFS) Total initial stream area = 0.290(Ac.) Process from Point/Station 321.000 to Point/Station 322.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 303.900(Ft.) ', ~~~ End of street segment elevation = 289.700(Ft.) Length of street segment = 375.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.002(CFS) Depth of flow = 0.290(Ft.) Average velocity = 4.340(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.677(Ft.) Flow velocity = 4.34(Ft/s) Travel time = 1.44 min. TC = 6.92 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 5.125(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 2.491(CFS) for 0.540(Ac.) Total runoff = 4.046(CFS) Total area = 0.83(Ac.) Street flow at end of street = 4.046(CFS) Half street flow at end of street = 4.046(CFS) Depth of flow = 0.314(Ft.) Average velocity = 4.548(Ft/s) Flow width (from curb towards crown)= 8.872(Ft.) Process from Point/Station 322.000 to Point/Station 322.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.830(Ac.) Runoff from this stream = 4.046(CFS) Time of concentration = 6.92 min. Rainfall intensity = 5.125(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.112 8.75 4.407 2 4.046 6.92 5.125 Qmax(l) = 1.000 * 1.000 * 4.112) + 0.860 * 1.000 * 4.046) + = 7.591 Qmax(2) = 1.000 * 1.000 * 0.791 * 1.000 * 4.112) + 4.046) +7.300 Total of 2 streams to confluence: Flow rates before confluence point: 4.112 4.046 Maximum flow rates at confluence using above data: 7.591 7.300 Area of streams before confluence: 0.970 0.830 Results of confluence: Total flow rate = _ 7.591(CFS) Time of concentration = 8.751 min. Effective stream area after confluence = 1.800(Ac.) Process from Point/Station 322.000 to Point/Station 304.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =280.57(Ft.) Downstream point/station elevation = 280.20(Ft.) Pipe length = 46.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.591(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 7.591(CFS) Normal flow depth in pipe = 12.23(In.) Flow top width inside pipe = 16.80(In.) Critical Depth = 12.81(In.) Pipe flow velocity = 5.93(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 8.88 min. Process from Point/Station 304.000 to Point/Station 304.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.800(Ac.) Runoff from this stream = 7.591(CFS) Time of concentration = 8.88 min. Rainfall intensity = 4.366(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 13.082 12.71 8.882 7.591 Qmax(1) = 1.000 * 1.000 * 0.793 * 1.000 * Qraax(2) = 1.000 * 0.699 * 1.000 * 1.000 * 3.464 4.366 13.082) + 7.591) + = 13.082) + 7.591) + = 19.105 16.731 Total of 2 main streams to confluence: Flow rates before confluence point: 13.082 7.591 Maximum flow rates at confluence using above data: 19.105 16.731 Area of streams before confluence: 4.380 1.800 Results of confluence: Total flow rate = 19.105(CFS) Time of concentration = 12.710 min. Effective stream area after confluence = 6.180(Ac.) Process from Point/Station 304.000 to Point/Station 305.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =279.87(Ft.) Downstream point/station elevation = 274.34(Ft.) Pipe length = 200.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.105(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 19.105(CFS) Normal flow depth in pipe = 12.12(In.) Flow top width inside pipe = 24.00(In.) Critical Depth = 18.86(In.) Pipe flow velocity = 12.02(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 12.99 min. End of computations, total study area = 6.18 (Ac.) LJ i — > LJ i — \ L.J r — 1 LJ i — i LJ HYDROLOGY REPORT FOR PALOMAR AIRPORT ROAD BETWEEN YARROW DRIVE AND EL CAMINO REAL WJ LJ L_J LJ LJ APPENDIX V 100-YEAR PEAK DISCHARGE CALCULATIONS UNDER DEVELOPED CONDITIONS USING THE COMPUTERIZED RATIONAL METHOD LJ n u o LJ LJ San Diego County Rational Hydrology Program CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 10/18/91 EL CAMINO REAL/PALOMAR AIRPORT ROAD 200 AREA BASIN STUDY FILENAME: ELCAM2 L 200,4 JOB #10365 2/1/91, REV'D 7/17/91 & 10/11/91 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.750 24 hour precipitation(inches) = 4.600 Adjusted 6 hour precipitation (inches) = 2.750 P6/P24 = 59.8% San Diego hydrology manual 'C' values used Runoff coefficients by rational method ************** INPUT DATA LISTING ************ Element Capacity Space Remaining = 280 Element Points and Process used between Points Number 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 Upstream 200.000 201.000 202.000 210.000 211.000 212.000 213.000 202.000 215.000 216.000 217.000 202.000 202.000 203.000 235.000 204.000 272.000 270.000 271.000 272.000 272.000 273.000 274.000 220.000 221.000 222.000 230.000 Downstream 201.000 202.000 202.000 211.000 212.000 213.000 202.000 202.000 216.000 217.000 202.000 202.000 203.000 204.000 204.000 272.000 272.000 271.000 272.000 272.000 273.000 274.000 274.000 221.000 222.000 222.000 222.000 Process Initial Area Street Flow + Subarea Main Stream Confluence Initial Area Street Flow + Subarea Pipeflow Time(user inp) Pipeflow Time(user inp) Main Stream Confluence Initial Area Street Flow + Subarea Pipeflow Time(user inp) Main Stream Confluence Pipeflow Time(user inp) Improved Channel Time Subarea Flow Addition Pipeflow Time(user inp) Main Stream Confluence Initial Area Street Flow + Subarea Main Stream Confluence Pipeflow Time(user inp) Pipeflow Time(user inp) Main Stream Confluence Initial Area Pipeflow Time(user inp) Confluence Initial Area Fju r\u1 I nu D : nu nu\ — 1 hU n LJ rl. J nUi— —i nu nu nu D 29 30 31 32 33 34 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 222.000 222.000 223.000 290.000 291.000 292.000 223 . 000 223.000 224.000 225.000 205.000 206.000 207. 000 225.000 225.000 226.000 280. 000 281.000 282 . 000 285.000 286.000 282.000 282.000 226.000 226.000 227.000 240.000 241.000 252.000 250.000 251.000 252. 000 252. 000 263. 000 260.000 261.000 262.000 263.000 263.000 264.000 299.900 299. 000 299.500 298.000 297.000 265.000 266.000 267. 000 297.000 255.000 256.000 257. 000 297.000 297.000 296.000 275.000 276.000 296.000 296.000 295.000 222.000 223.000 223.000 291.000 292.000 223.000 223.000 224.000 225.000 225.000 206.000 207.000 225.000 225.000 226.000 226.000 281.000 282.000 282.000 286.000 282.000 282.000 226.000 226.000 227.000 227.000 241.000 252.000 252.000 251.000 252.000 252.000 263.000 263.000 261.000 262.000 263.000 263.000 264.000 264.000 299.000 298.000 298.000 297.000 297.000 v 266.000 267.000 297.000 297.000 256.000 257.000 297.000 297.000 296.000 296.000 276.000 296.000 296.000 295.000 294.000 Confluence Pipeflow Time (user inp) Confluence Initial Area Street Flow + Subarea Pipeflow Time (user inp) Confluence Pipeflow Time (user inp) Pipeflow Time (user inp) Main Stream Confluence Initial Area Street Flow + Subarea Pipeflow Time (user inp) Main Stream Confluence Pipeflow Time (user inp) Main Stream Confluence Initial Area Street Flow + Subarea Confluence Initial Area Street Flow + Subarea Confluence Pipeflow Time (user inp) Main Stream Confluence Pipeflow Time (user inp) Main Stream Confluence Initial Area Pipeflow Time (user inp) Main Stream Confluence Initial Area Street Flow + Subarea Main Stream Confluence Pipeflow Time (user inp) Main Stream Confluence Initial Area Street Flow + Subarea Pipeflow Time (user inp) Main Stream Confluence Pipeflow Time (user inp) Main Stream Confluence Initial Area Irregular Channel Time Subarea Flow Addition Pipeflow Time (user inp) Main Stream Confluence Initial Area Street Flow + Subarea Pipeflow Time (user inp) Main Stream Confluence Initial Area Street Flow + Subarea Pipeflow Time (user inp) Main Stream Confluence Pipeflow Time (user inp) Main Stream Confluence Initial Area Street Flow + Subarea Main Stream Confluence Improved Channel Time Improved Channel Time End of listing. .J 0 San Diego County Rational Hydrology Program CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 10/16/91 EL CAMINO REAL/PALOMAR AIRPORT ROAD 200 AREA BASIN STUDY FILENAME: ELCAM2 L 200,4 JOB #10365 2/1/91, REV'D 7/17/91 & 10/11/91 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.750 24 hour precipitation(inches) = 4.600 Adjusted 6 hour precipitation (inches) = 2.750 P6/P24 = 59.8% San Diego hydrology manual 'C' values used Runoff coefficients by rational method Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.760 given for subarea Initial subarea flow distance = 300.00(Ft.) Highest elevation = 314.60(Ft.) Lowest elevation = 312.70(Ft.) Elevation difference = 1.90(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 12.34 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slope*(1/3)] TC = [1.8*(1.1-0.7600)*(300.00A.5)/( 0.63A(l/3)]= 12.34 Rainfall intensity (I) = 4.045 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.760 Subarea runoff = 2.060(CFS) Total initial stream area = 0.670(Ac.) •^ Process from Point/Station 201.000 to Point/Station 202.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ..LI Top of street segment elevation = 312.700 (Ft.) End of street segment elevation = 28.6 . 200 (Ft.) p| Length of street segment = 1185.000(Ft.) [J Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) (—I Distance from crown to crossfall grade break = 51.500(Ft.) I Slope from gutter to grade break (v/hz) = 0.087 '—' Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.060 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.673(CFS) Depth of flow = 0.350(Ft.) Average velocity = 3.758(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.682(Ft.) Flow velocity = 3.76(Ft/s) Travel time = 5.26 min. TC = 17.60 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 3.218(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 4.923(CFS) for 1.700(Ac.) Total runoff = 6.983(CFS) Total area = 2.37(Ac.) Street flow at end of street = 6.983(CFS) Half street flow at end of street = 6.983(CFS) Depth of flow = 0.391(Ft.) Average velocity = 4.067(Ft/s) Flow width (from curb towards crown)= 12.707(Ft.) Process from Point/Station 202.000 to Point/Station 202.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.370(Ac.) Runoff from this stream = 6.983(CFS) Time of concentration = 17.60 min. Rainfall intensity = 3.218(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 210.000 to Point/Station 211.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 300.00(Ft.) Highest elevation = 314.60(Ft.) Lowest elevation = 312.70(Ft.) Elevation difference = 1.90(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 7.26 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(1/3)] TC = [1.8*(1.1-0.9000)*(300.00A.5)/( 0.63^(1/3)]= 7.26 Rainfall intensity (I) = 5.696 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 2.204(CFS) Total initial stream area = 0.430(Ac.) n|J Process from Point/Station 211.000 to Point/Station 212.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I Top of street segment elevation =312.700(Ft.) ^ End of street segment elevation = 293.300(Ft.) Length of street segment = 785.000(Ft.) ["I Height of curb above gutter flowline = 6.0 (In.) L) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) n Slope from gutter to grade break (v/hz) = 0.087 (J Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street n Distance from curb to property line = 10.000(Ft.) j Slope from curb to property line (v/hz) = 0.020 U Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.)D Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 r\ Estimated mean flow rate at midpoint of street = 5.024(CFS) y Depth of flow = 0.352(Ft.) Average velocity = 3.967(Ft/s) Streetflow hydraulics at midpoint of street travel: | Halfstreet flow width = 10.788(Ft.) J Flow velocity = 3.97(Ft/s) Travel time = 3.30 min. TC = 10.56 min. 0 Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 4.474(In/Hr) for a 100.0 year storm D Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 4.429(CFS) for 1.100(Ac.) Total runoff = 6.633(CFS) Total area = 1.53(Ac.) Street flow at end of street = 6.633(CFS) HI Half street flow at end of street = 6.633(CFS) LJ Depth of flow = 0.380 (Ft.) Average velocity = 4.188(Ft/s) n Flow width (from curb towards crown)= 12.171(Ft.) 0 Process from Point/Station 212.000 to Point/Station 213.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =290.87(Ft.)~~ Downstream point/station elevation = v 287.20(Ft.) Pipe length = 152.80(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.633(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.633(CFS) Normal flow depth in pipe = 8.00(In.) Flow top width inside pipe = 17.89(In.) Critical Depth = 11.97(In.) Pipe flow velocity = 8.74(Ft/s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 10.85 min. Process from Point/Station 213.000 to Point/Station 202.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** u n u Upstream point/station elevation = 286.87(Ft.) Downstream point/station elevation = 279.06(Ft.) Pipe length = 289.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.633(CFS)' Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.633(CFS) Normal flow depth in pipe = 7.74(In.) Flow top width inside pipe = 17.82(In.) Critical Depth = 11.97(In.) Pipe flow velocity = 9.13(Ft/s) Travel time through pipe = 0.53 min. Time of concentration (TC) = 11.38 min. Process from Point/Station 202.000 to Point/Station 202.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.530(Ac.) Runoff from this stream = 6.633(CFS) jj Time of concentration = 11.38 min. Rainfall intensity = 4.263(In/Hr) ,-,, Program is now starting with Main Stream No. 3 Process from Point/Station 215.000 to Point/Station 216.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 200.00(Ft.) Highest elevation = 293.30(Ft.) Lowest elevation = 288.70(Ft.) Elevation difference = 4.60(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.86 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.9000)*(200.00A.5)/( 2.30A(l/3)]= 3.86 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.246 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is c = 0.900 Subarea runoff = 1.891(CFS) Total initial stream area = 0.290(Ac.) Process from Point/Station 216.000 to Point/Station 217.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =288.700(Ft.) End of street segment elevation = 284.800(Ft.) Length of street segment = 260.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.130(CFS) Depth of flow = 0.332(Ft.) Average velocity = 2.966(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.761(Ft.) Flow velocity = 2.97(Ft/s) Travel time = 1.46 min. TC = 6.46 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 6.141(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 2.100(CFS) for 0.380(Ac.) Total runoff = 3.991(CFS) Total area = 0.67(Ac.) Street flow at end of street = 3.991(CFS) Half street flow at end of street = 3.991(CFS) Depth of flow = 0.354(Ft.) Average velocity = 3.102(Ft/s) Flow width (from curb towards crown)= 10.882(Ft.) Process from Point/Station 217.000 to Point/Station 202.000 **** pipEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =281.41(Ft.) Downstream point/station elevation = 279.06(Ft.) Pipe length = 102.32(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.991(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.991(CFS) Normal flow depth in pipe = 6.14(In.) Flow top width inside pipe = 17.07(In.) Critical Depth = 9.18(In.) Pipe flow velocity = 7.49(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 6.69 min. LI Process from Point/Station 202.000 to Point/Station 202.000 **** CONFLUENCE OF MAIN STREAMS **** M The following data inside Main Stream is listed: _ In Main Stream number: 3 Stream flow area = 0.670(Ac.) I Runoff from this stream = 3.991(CFS) U Time of concentration = 6.69 min. Rainfall intensity = 6.006(In/Hr) j~[ Summary of stream data: Stream Flow rate TC Rainfall Intensity p No. (CFS) (min) (In/Hr) 1 6 2 6 3 3 Qmax(l) = Qmax ( 2 ) = Qmax ( 3 ) = .983 .633 .991 1 0 0 1 1 0 11 1 .000 .755 .536 .000 .000 .710 .000 .000 .000 17.60 11.38 6.69 * * * * * * * * * 1. 1. 1. 0. 1. 1. 0. 0. 1. 000 000 000 647 000 000 380 588 000 * * * * * * * * * 6. 6. 3. 6. 6. 3. 6. 6. 3. 3.218 4.263 6.006 983) + 633) + 991) + = 983) + 633) + 991) + = 983) + 633) + 991) + = 14.129 13.982 10.545 Total of 3 main streams to confluence: Flow rates before confluence point: 6.983 6.633 3.991 Maximum flow rates at confluence using above data: 14.129 13.982 10.545 Area of streams before confluence: 2.370 1.530 0.670 Results of confluence: Total flow rate = 14.129(CFS) Time of concentration = 17.599 min. Effective stream area after confluence = 4.570(Ac.) Process from Point/Station 202.000 to Point/Station 203.000 **** piPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 278.73(Ft.) Downstream point/station elevation = 278.50(Ft.) Pipe length = 14.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.129(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 14.129(CFS) Normal flow depth in pipe = 18.00(In.) Flow top width inside pipe = -0.00(In.) Critical Depth = 16.61(In.) Pipe flow velocity = 7.62(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 17.63 min. Process from Point/Station 203.00'0 to Point/Station 204.000 f~j **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation=278.50(Ft.) f~| Downstream point elevation = 266.90(Ft.) U Channel length thru subarea = 875.00(Ft.) Channel base width = 10.000(Ft.) <-} Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.040 Maximum depth of channel = 2.000(Ft.) Flow(q)'thru subarea = 14.129(CFS) Depth of flow = 0.507(Ft.) Average velocity = 2.531(Ft/s) Channel flow top width = 12.028(Ft.) Flow Velocity = 2.53(Ft/s) Travel time = 5.76 min. Time of concentration = 23.39 min. Critical depth = 0.387(Ft.) Process from Point/Station 235.000 to Point/Station **** SUBAREA FLOW ADDITION **** 204.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] Time of concentration = 23.39 min. Rainfall intensity = 2.678(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.850 Subarea runoff = 53.043(CFS) for 23.300(Ac.) Total runoff = 67.172(CFS) Total area = 27.87(Ac.) 67.172(CFS) Process from Point/Station 204.000 to Point/Station 272.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =262.00(Ft.)~~ Downstream point/station elevation = 261.53(Ft.) Pipe length = 17.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = Given pipe size = 36.00(In.) Calculated individual pipe flow = 67.172(CFS) Normal flow depth in pipe = 20.23(In.) Flow top width inside pipe = 35.72(In.) Critical Depth = 31.42(In.) Pipe flow velocity = 16.44(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 23.41vmin. Process from Point/Station 272.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 272.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 27.870(Ac.) Runoff from this stream = 67.172(CFS) Time of concentration = 23.41 min. Rainfall intensity = 2.677(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 270.000 to Point/Station 271.000 **** INITIAL AREA EVALUATION **** User specified'C'value of 0.900 given for subarea~ Initial subarea flow distance = 340.00(Ft.) Highest elevation = 285.20(Ft.) Lowest elevation = 279.80(Ft.) Elevation difference = 5.40(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 5.69 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.9000)*(340.00A.5)/( 1.59A(l/3)]= 5.69 Rainfall intensity (I) = 6.666 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 4.080(CFS) Total initial stream area = 0.680(Ac.) Process from Point/Station 271.000 to Point/Station 272.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =279.800(Ft.)~~~ End of street segment elevation = 268.280(Ft.) Length of street segment = 779.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.680(CFS) Depth of flow = 0.425(Ft.) Average velocity = 3.522(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.415(Ft.) Flow velocity = 3.52(Ft/s) Travel time = 3.69 min. TC = 9.38 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 4.830(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 5.217(CFS) for 1.200(Ac.) Total runoff = 9.296(CFS) Total area = 1.88(Ac.) Street flow at end of street = 9.'296(CFS) Half street flow at end of street = 9.296(CFS) Depth of flow = 0.448(Ft.) Average velocity = 3.670(Ft/s) Flow width (from curb towards crown)= 15.589(Ft.) Process from Point/Station 272.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 272.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.880(Ac.) Runoff from this stream = 9.296(CFS) Time of concentration = 9.38 min. Rainfall intensity = 4.830(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 67.172 9.296 Qmax(l) Qmax(2) 1.000 * 0.554 * 1.000 * 1.000 * 23.41 9.38 1.000 * 1.000 * 0.401 * 1.000 * 2.677 4.830 67.172) + 9.296) + 67.172) + 9.296) + 72.324 36.199 Total of 2 main streams to confluence: Flow rates before confluence point: 67.172 9.296 Maximum flow rates at confluence using above data: 72.324 36.199 Area of streams before confluence: 27.870 1.880 Results of confluence: Total flow rate = 72.324(CFS) Time of concentration = 23.409 min. Effective stream area after confluence =29.750(Ac.) Process from Point/Station 272.000 to Point/Station 273.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 261.20(Ft.) Downstream point/station elevation = >.-. 261.00(Ft.) Pipe length = 5.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 72.324(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 72.324(CFS) Normal flow depth in pipe 19.17(In.) Flow top width inside pipe = 35.92(In.) Critical Depth = 32.26(In.) Pipe flow velocity = 18.90(Ft/s) . Travel time through pipe = 0.00 min. Time of concentration (TC) = 23.41 min. Process from Point/Station 273.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 274.000 Upstream point/station elevation = 260.67(Ft.) Downstream point/station elevation = 259.00(Ft.) Pipe length = 141.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 72.324(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 72.324(CFS) Normal flow depth in pipe = 29. 39 (In.) Flow top width inside pipe = 27.87(In.) Critical Depth = 32.26(In.) Pipe flow velocity = 11.71(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 23.61 min. Process from Point/Station 274.000 to Point/Station 274.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 29.750(Ac.) Runoff from this stream = 72.324(CFS) Time of concentration = 23.61 min. Rainfall intensity = 2.662(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 72.324 23.61 2.662 Qmax(1) = 1.000 * 1.000 * 72.324) + = 72.324 Total of 1 main streams to confluence: Flow rates before confluence point: 72.324 Maximum flow rates at confluence using above data: 72.324 Area of streams before confluence: 29.750 Results of confluence: Total flow rate = 72.324(CFS) Time of concentration = 23.615 min. Effective stream area after confluence = 29.750(Ac.) Process from Point/Station 220.000 to Point/Station 221.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] Initial subarea flow distance = 750.00(Ft.) Highest elevation = 323.50(Ft.) Lowest elevation = 308.00(Ft.) Elevation difference = 15.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 9.68 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)j TC = [1.8*(l.l-0.8500)*(V50.00A.5)/( 2.07A(l/3)]= 9.68 Rainfall intensity (I) = 4.733 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 26.956(CFS) Total initial stream area = 6.700(Ac.) Process from Point/Station 221.000 to Point/Station 222.000 **** piPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =304.00(Ft.) Downstream point/station elevation = 271.00(Ft.) Pipe length = 100.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 26.956(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 26.956(CFS) Normal flow depth in pipe = 8.43(In.) Flow top width inside pipe = 17.96(In.) Critical depth could not be calculated. Pipe flow velocity = 33.18(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 9.73 min. Process from Point/Station 222.000 to Point/Station 222.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number:1 in normal stream number 1 Stream flow area = 6.700(Ac.) Runoff from this stream = 26.956(CFS) Time of concentration = 9.73 min. Rainfall intensity = 4.717(In/Hr) Process from Point/Station 230.000 to Point/Station 222.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] Initial subarea flow distance = 1230.00(Ft.) Highest elevation = 318.00(Ft.) Lowest elevation = 273.90(Ft.) Elevation difference = 44.10(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 10.31 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.8500)*(1230.00A.5)/( 3.59A(l/3)]= 10.31 Rainfall intensity (I) = 4.543 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 32.435(CFS) Total initial stream area = 8.400(Ac.) Process from Point/Station 222.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 222.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.400(Ac.) Runoff from this stream = 32.435(CFS) Time of concentration = 10.31 min. Rainfall intensity = 4.543(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 26.956 32.435 Qmax(l) = Qmax(2) = 1.000 * 1.000 * 0.963 * 1.000 * 9.73 10.31 1.000 * 0.943 * 1.000 * 1.000 * 4.717 4.543 26.956) + 32.435) + 26.956) + 32.435) + 57.547 58.392 Total of 2 streams to confluence: Flow rates before confluence point: 26.956 32.435 Maximum flow rates at confluence using above data: 57.547 58.392 Area of streams before confluence: 6.700 8.400 Results of confluence: Total flow rate = 58.392(CFS) Time of concentration = 10.311 min. Effective stream area after confluence = 15.100(Ac.) Process from Point/Station 222.000 to Point/Station 223.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =270.67(Ft.) Downstream point/station elevation = 269.50(Ft.) Pipe length = 16.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 58.392(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 58.392(CFS) Normal flow depth in pipe = 18.75(In.) Flow top width inside pipe = 19.84(In.) Critical depth could not be calculated. Pipe flow velocity = 22.17(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 10.32 min. Process from Point/Station 223.000 to Point/station 223.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number:1 in normal stream number 1 Stream flow area = 15.100(Ac.) Runoff from this stream = 58.392(CFS) Time of concentration = 10.32 min. Rainfall intensity = 4.539(In/Hr) Process from Point/Station 290.000 to Point/Station 291.000 **** INITIAL AREA EVALUATION **** User specified'C'value of 0.900 given for subarea~ Initial subarea flow distance = 200.00(Ft.) Highest elevation = 289.20(Ft.) Lowest elevation = 283.50(Ft.) Elevation difference = 5.70(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 3.59 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.9000)*(200.00A.5)/( 2.85A(l/3)]= 3.59 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.246 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.891(CFS) Total initial stream area = 0.290(Ac.) Process from Point/Station 291.000 to Point/Station 292.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =283.500(Ft.) End of street segment elevation = 278.700(Ft.) Length of street segment = 285.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line == 10.000 (Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown =0.0150 Estimated mean flow rate at midpoint of street = 3.228(CFS) Depth of flow = 0.329(Ft.) Average velocity = 3.128(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.641(Ft.) Flow velocity = 3.13(Ft/s) Travel time = 1.52 min. TC = 6.52 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 6.106(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, c = 0.900 Subarea runoff = 2.253(CFS) for Total runoff = 4.144(CFS) Total area = 0.70(Ac.) Street flow at end of street = Half street flow at end of street = Depth of flow = 0.352(Ft.) Average velocity = 3.275(Ft/s) Flow width (from curb towards crown)= 0.410(Ac.) Total area = 4.144(CFS) 4.144(CFS) 10.785(Ft.) 4.144(CFS) Process from Point/Station 292.000 to Point/Station 223.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =273.00(Ft.) Downstream point/station elevation = 271.23(Ft.) Pipe length = 146.40(Ft.) Manning's N = 0.013 No. of pipes = 1 Reguired pipe flow = Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.144(CFS) Normal flow depth in pipe = 7.45(In.) Flow top width inside pipe = 17.73(In.) Critical Depth = 9.35(In.) Pipe flow velocity = 6.00(Ft/s) Travel time through pipe = 0.41 min. Time of concentration (TC) = 6.93 min. n Process from Point/Station 223.000 to Point/Station 223.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number:1 in normal stream number 2 Stream flow area = 0.700(Ac.) Runoff from this stream = 4.144(CFS) Time of concentration = 6.93 min. Rainfall intensity = 5.872(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 58.392 4.144 Qmax(l) Qmax(2) 10.32 6.93 1.000 * 0.773 * 1.000 * 1.000 * 1.000 * 1.000 * 0.671 * 1.000 * 4.539 5.872 58.392) + 4.144) + 58.392) + 4.144) + 61.596 43.316 Total of 2 streams to confluence: Flow rates before confluence point: 58.392 4.144 Maximum flow rates at confluence using above data: 61.596 43.316 Area of streams before confluence: 15.100 0.700 Results of confluence: Total flow rate = 61.596(CFS) Time of concentration = 10.324 min. Effective stream area after confluence =15.800(Ac.) Process from Point/Station 223.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 224.000 Upstream point/station elevation = 269.73(Ft.) Downstream point/station elevation = 266.00(Ft.) Pipe length = 265.05(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 61.596(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 61.596(CFS) Normal flow depth in pipe = 23.88(In.) Flow top width inside pipe = 34.02(In.) Critical Depth = 30.35(In.) Pipe flow velocity = 12.37(Ft/s) Travel time through pipe = 0.36 min. Time of concentration (TC) = 10.68 min. Process from Point/Station 224.000 to Point/Station 225.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 265.67(Ft.) Downstream point/station elevation = 260.52(Ft.) Pipe length = 173.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 61.596(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 61.596(CFS) Normal flow depth in pipe = 18.75(In.) Flow top width inside pipe = 35.97(In.) Critical Depth = 30.35(In.) Pipe flow velocity = 16.56(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 10.85 min. Process from Point/Station 225.000 to Point/Station 225.000 **** CONFLUENCE OF MAIN STREAMS ****,_. The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 15.800(Ac.) Runoff from this stream = 61.596(CFS) Time of concentration = 10.85 min. Rainfall intensity = 4.395(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 205.000 to Point/Station **** INITIAL AREA EVALUATION **** 206.000 User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 200.00(Ft.) Highest elevation = 278.70(Ft.) Lowest elevation = 275.10(Ft.) Elevation difference = 3.60(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.19 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.9000)*(200.00A.5)/( 1.80A(l/3)]= 4.19 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.246 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 2.022(CFS) Total initial stream area = 0.310(Ac.) Process from Point/Station 206.000 to Point/Station 207.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =275.100(Ft.) End of street segment elevation = 269.400(Ft.) Length of street segment = 375.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.782(CFS) Depth of flow = 0.349(Ft.) Average velocity = 3.087(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.595(Ft.) Flow velocity = 3.09(Ft/s) Travel time = 2.02 min. TC = 7.02 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 5.819 (In/Hr). for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 2.828(CFS) for 0.540(Ac.) Total runoff = 4.850(CFS) Total area = 0.85(Ac.) Street flow at end of street = 4.850(CFS) Half street flow at end of street = 4.850(CFS) Depth of flow = 0.373(Ft.) Average velocity = 3.239(Ft/s) Flow width (from curb towards crown)=' 11.810(Ft.) Process from Point/Station 207.000 to Point/Station 225.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =263.00(Ft.) Downstream point/station elevation = 261.30(Ft.) Pipe length = 12.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.850(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.850(CFS) Normal flow depth in pipe = 4.26(In.) Flow top width inside pipe = 15.30(In.) Critical Depth = 10.17(In.) Pipe flow velocity = 15.18(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 7.04 min. Process from Point/Station 225.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 225.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.850(Ac.) Runoff from this stream = 4.850(CFS) Time of concentration = 7.04 min. Rainfall intensity = 5.812(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 61.596 4.850 Qmax(l) Qmax(2) 1.000 * 0.756 * 1.000 * 1.000 * 10.85 7.04 1.000 * 1.000 * 0.648 * 1.000 * 4.395 5.812 61.596) + 4.850) + 61.596) + 4.850) + 65.263 44.785 Total of 2 main streams to confluence: Flow rates before confluence point: 61.596 4.850 Maximum flow rates at confluence using above data: 65.263 44.785 Area of streams before confluence: 15.800 0.850 Results of confluence: Total flow rate = 65.263(CFS) Time of concentration = 10.855 min. Effective stream area after confluence =16.650(Ac.) Process from Point/Station 225.000 to Point/Station 226.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =260.52(Ft.) Downstream point/station elevation = 259.19(Ft.) Pipe length = 45.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 65.263(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 65.263(CFS) Normal flow depth in pipe = 19.45(In.) Flow top width inside pipe = 35.88(In.) Critical Depth = 31.08(In.) Pipe flow velocity = 16.74(Ft/s) _ Travel time through pipe = 0.04 min. Time of concentration (TC) = 10.90 min. Process from Point/Station 226.000 to Point/Station 226.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 16.650(Ac.) Runoff from this stream = 65.263(CFS) Time of concentration = 10.90 min. Rainfall intensity = 4.383(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 280.000 to Point/Station 281.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 405.00(Ft.) Highest elevation = 287.20(Ft.) Lowest elevation = 279.80(Ft.) Elevation difference = 7.40(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 5.93 min. TC = [1.8*(1.1-C) *distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.9000)*(405.00A.5)/( 1.83A(l/3)]= 5.93 Rainfall intensity (I) = 6.493 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 5.260(CFS) Total initial stream area = 0.900(Ac.) Process from Point/Station 281.000 to Point/Station . 282.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 279.800(Ft.) End of street segment elevation == 268.700 (Ft.) Length of street segment = 864.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.058(CFS) Depth of flow = 0.454(Ft.) Average velocity = 3.455(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.873(Ft.) Flow velocity = 3.45(Ft/s) Travel time = 4.17 min. TC = 10.09 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 4.605(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 5.388(CFS) for 1.300(Ac.) Total runoff = 10.648(CFS) Total area = 2.20(Ac.) Street flow at end of street = 10.648(CFS) Half street flow at end of street = 10.648(CFS) Depth of flow = 0.476(Ft.) Average velocity = 3.580(Ft/s) Flow width (from curb towards crown)= 16.946(Ft.) Process from Point/Station 282.000 to Point/Station 282.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.200(Ac.) Runoff from this stream = 10.648(CFS) Time of concentration = 10.09 min. Rainfall intensity = 4.605(In/Hr) Process from Point/Station 285.000 to Point/Station 286.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 300.00(Ft.) Highest elevation = 286.50(Ft.) Lowest elevation = 280.10(Ft.) Elevation difference = 6.40(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) =?= 4.84 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.9000)*(300.00A.5)/( 2.13A(l/3)]= 4.84 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.246 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 2.804(CFS) Total initial stream area = 0.430(Ac.) Process from Point/Station 286.000 to Point/Station 282.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =280.100(Ft.) End of street segment elevation = 268.700(Ft.) Length of street segment = 761.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.391(CFS) Depth of flow = 0.403(Ft.) Average velocity = 3.406(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.319(Ft.) Flow velocity = 3.41(Ft/s) Travel time = 3.72 min. TC = 8.72 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 5.060(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 5.009(CFS) for 1.100(Ac.) Total runoff = 7.813(CFS) Total area = 1.53(Ac.) Street flow at end of street = 7.813(CFS) Half street flow at end of street = 7.813(CFS) Depth of flow = 0.426(Ft.) Average velocity = 3.553(Ft/s) Flow width (from curb towards crown)= 14.479(Ft.) Process from Point/Station 282.000 to Point/Station 282.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number:2 in normal stream number 2 Stream flow area = 1.530(Ac.) Runoff from this stream = 7.813(CFS) Time of concentration = 8.72 min. Rainfall intensity = 5.060(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.648 10.09 4.605 2 7.813 8.72 5.060 Qmax(l) = 1.000 * 1.000 * 10.648) + 0.910 * 1.000 * 7.813) + = 17.759 Qmax(2) = 1.000 * 0.864 * 10.648) + 1.000 * 1.000 * 7.813) + = 17.016 Total of 2 streams to confluence: Flow rates before confluence point: 10.648 7.813 Maximum flow rates at confluence using above data: 17.759 17.016 Area of streams before confluence: 2.200 1.530 Results of confluence: Total flow rate = 17.759(CFS) Time of concentration = 10.095 min. Effective stream area after confluence = 3.730(Ac.) Process from Point/Station 282.000 to Point/Station 226.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =264.00(Ft.) Downstream point/station elevation = 260.69(Ft.) Pipe length = 65.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.759(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 17.759(CFS) Normal flow depth in pipe = 11.66(In.) Flow top width inside pipe = 17.20(In.) Critical depth could not be calculated. Pipe flow velocity = 14.66(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 10.17 min. Process from Point/Station 226.000 to Point/Station 226.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.730(Ac.) Runoff from this stream = 17.759(CFS) Time of concentration = 10.17 min. Rainfall intensity = 4.584(In/Hr) Summary of stream data: Stream No. 1 2 Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 65.263 17.759 10.90 10.17 4.383 4.584 Qmax(l) = Qmax(2) = 1.000 * 0.956 * 1.000 * 1.000 * 1.000 1.000 0.933 * 1.000 * 65.263) + 17.759) + 65.263) + 17.7-59) + 82.245 78.649 Total of 2 main streams to confluence: Flow rates before confluence point: 65.263 17.759 Maximum flow rates at confluence using above data: 82.245 78.649 Area of streams before confluence: 16.650 3.730 Results of confluence: Total flow rate = 82.245(CFS) Time of concentration = 10.899 min. Effective stream area after confluence 20.380(Ac.) Process from Point/Station 226.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 227.000 Upstream point/station elevation = 258.86(Ft.) Downstream point/station elevation = 258.41(Ft.) Pipe length = 29.29(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 82.245(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 82.245(CFS) Normal flow depth in pipe = 29.34(In.) Flow top width inside pipe = 27.95(In.) Critical Depth = 33.48(In.) Pipe flow velocity = 13.33(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 10.94 min. Process from Point/Station 227.000 to Point/Station 227.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 20.380(Ac.) Runoff from this stream = 82.245(CFS) Time of concentration = 10.94 min. Rainfall intensity = 4.374(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 82.245 Qmax(1) = 1.000 * 10.94 1.000 * 4.374 82.245) + =82.245 Total of 1 main streams to confluence: Flow rates before confluence point: 82.245 Maximum flow rates at confluence using above data: 82.245 Area of streams before confluence: 20.380 Results of confluence: Total flow rate = 82.245(CFS) Time of concentration = 10.936 min. Effective stream area after confluence =20.380(Ac.) Process from Point/Station 240.000 to Point/Station 241.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)A3)/(elevation change)]A.385 *60(min/hr) + 10 min. Initial subarea flow distance = 1025.00(Ft.) Highest elevation = 322.00(Ft.) Lowest elevation = 289.80(Ft.) Elevation difference = 32.20(Ft.) TC=[(11.9*0.1941A3)/( 32.20)]A.385= 6.16 + 10 min. = 16.16 min. Rainfall intensity (I) = 3.400 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 7.803(CFS) Total initial stream area = 5.100(Ac.) Process from Point/Station 241.000 to Point/Station 252.000 U **** PIPEFLOW TRAVEL TIME (User specified size) **** F{ Upstream point/station elevation =285.40(Ft.) U Downstream point/station elevation = 285.00(Ft.): Pipe length = 22.00(Ft.) Manning's N = 0.013 Q No. of pipes = 1 Reguired pipe flow = 7.803(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.803(CFS) Normal flow depth in pipe = 8.28(In.) i Flow top width inside pipe = 22.82(In.) U Critical Depth = 11.93(In.) Pipe flow velocity = 8.12(Ft/s) D Travel time through pipe = 0.05 min. Time of concentration (TC) = 16.20 min. Process from Point/Station 252.000 to Point/Station . 252.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 5.100(Ac.) Runoff from this stream = 7.803(CFS) Time of concentration = 16.20 min. Rainfall intensity = 3.394(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 250.000 to Point/Station 251.000 **** INITIAL AREA EVALUATION **** ,y User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 375.00(Ft.) -p Highest elevation = 317.00 (Ft.) Lowest elevation = 306.80(Ft.) Elevation difference = 10.20(Ft.) Time of concentration calculated by the urban PI areas overland flow method (App X-C) = 4.99 min. LJ TC = [1.8*(1.1-C)*distanceA.5)/(% slope* (1/3) ] TC = [1.8*(l.l-0.9000)*(375.00A.5)/( 2.72*(l/3)]= 4.99 "p Setting time of concentration to 5 minutes U Rainfall intensity (I) = 7.246 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 .p, Subarea runoff = 3.782(CFS) Total initial stream area = 0.580(Ac.) Process from Point/Station 251.000 to Point/Station 252.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =306.800(Ft.)" End of street segment elevation = 289.200(Ft.) Length of street segment = 785.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.499(CFS) Depth of flow = 0.398 (Ft.) Average velocity = 4.131(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.088(Ft.) Flow velocity = 4.13(Ft/s) Travel time = 3.17 min. TC = 8.17 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 5.280(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 5.417(CFS) for 1.140(Ac.) Total runoff = 9.199(CFS) Total area = 1.72(Ac.) Street flow at end of street = 9.199(CFS) Half street flow at end of street = 9.199(CFS) Depth of flow = 0.422(Ft.) Average velocity = 4.312(Ft/s) Flow width (from curb towards crown)= 14.252(Ft.) Process from Point/Station 252.000 to Point/Station 252.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.720(Ac.) Runoff from this stream = 9.199(CFS) Time of concentration = 8.17 min. Rainfall intensity = 5.280(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) nLJ 1 2 Qmax(l) 7.803 9.199 16.20 8.17 Qmax(2) = 1.000 * 0.643 * 1.000 * 1.000 * 1.000 * 1.000 * 0.504 * 1.000 * 3.394 5.280 7.803) 9.199) 7.803) 9.199) 13.717 13.132 Total of 2 main streams to confluence: Flow rates before confluence point: 7.803 9.199 Maximum flow rates at confluence using above data: 13.717 13.132 Area of streams before confluence: 5.100 1.720 Results of confluence: Total flow rate = 13.717(CFS) Time of concentration = 16.203 min. Effective stream area after confluence =6.820(Ac.) Process from Point/Station 252.000 to Point/Station 263.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 284.77(Ft.) Downstream point/station elevation = 266.30(Ft.) Pipe length = 146.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.717(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 13.717(CFS) Normal flow depth in pipe = 6.70(In.) Flow top width inside pipe = 21.54(In.) Critical Depth = 15.99(In.) Pipe flow velocity = 19.11(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 16.33 min. Process from Point/Station 263.000 to Point/Station 263.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.820(Ac.) Runoff from this stream = 13.717(CFS) Time of concentration = 16.33 min. Rainfall intensity = 3.377(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 260.000 to Point/Station 261.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea~~ Initial subarea flow distance = 255.00(Ft.) Highest elevation = 305.80(Ft.) Lowest elevation = 305.00(Ft.) Elevation difference = 0.80(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 8.46 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slope*(1/3)] TC = [1.8*(l.l-0.9000)*(255.00A.5)/( 0.31A(1/3)]= 8.46 Rainfall intensity (I) = 5.161 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.719(CFS) Total initial stream area = 0.370(Ac.) Process from Point/Station 261.000 to Point/Station 262.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =305.000(Ft.) End of street segment elevation = 286.500(Ft.) Length of street segment = 675.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break =0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.995(CFS) Depth of flow = 0.327(Ft.) Average velocity = 3.969(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.508(Ft.) Flow velocity = 3.97(Ft/s) Travel time = 2.83 min. TC = -11.29 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 4.283(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 3.778(CFS) for 0.980(Ac.) Total runoff = 5.497(CFS) Total area = 1.35(Ac.) Street flow at end of street = 5.497(CFS) Half street flow at end of street = Depth of flow = 0.356(Ft.) Average velocity = 4.208(Ft/s) Flow width (from curb towards crown)= 5.497(CFS) 10.971(Ft.) n Process from Point/Station 262.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 263.000 Upstream point/station elevation = 282.50(Ft.) Downstream point/station elevation = 266.55(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.497(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.497(CFS) Normal flow depth in pipe = 3.39(In.) Flow top width inside pipe = 14.07(In.) Critical Depth = 10.84(In.) Pipe flow velocity = 23.81(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 11.32 min. .vJ •a*-1 Process from Point/Station 263.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 263.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.350(Ac.) Runoff from this stream = 5.497(CFS) Time of concentration = 11.32 min. Rainfall intensity = 4.278(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 13.717 5.497 Qmax(l) = Qmax(2) = 1.000 * 0.789 * 1.000 * 1.000 * 16.33 11.32 1, 1, 000 000 0.693 * 1.000 * 3.377 4.278 13.717) + 5.497) + 13.717) 4- 5.497) + 18.056 15.004 Total of 2 main streams to confluence: Flow rates before confluence point: 13.717 5.497 Maximum flow rates at confluence using above data: 18.056 15.004 Area of streams before confluence: 6.820 1.350 Results of confluence: Total flow rate = 18.056(CFS) Time of concentration = 16.331 min. Effective stream area after confluence =8.170(Ac.) Process from Point/Station 263.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 264.000 Upstream point/station elevation = 266.30(Ft.) Downstream point/station elevation = 262.00(Ft.) Pipe length = 34.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 18.056(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 18.056(CFS) Normal flow depth in pipe = 7.73(In.) Flow top width inside pipe = 22.43(In.) Critical Depth = 18.36(In.) Pipe flow velocity = 20.65(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 16.36 min. n Process from Point/Station 264.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 264.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 8.170(Ac.) Runoff from this stream = 18.056(CFS) Time of concentration = 16.36 min. Rainfall intensity = 3.373(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) r~\u 1 18.056 Qmax(1) = 1.000 * 16.36 1.000 * 3.373 18.056) + =18.056 Total of 1 main streams to confluence: Flow rates before confluence point: 18.056 Maximum flow rates at confluence using above data: 18.056 Area of streams before confluence: 8.170 Results of confluence: Total flow rate = 18.056(CFS) Time of concentration = 16.358 min. Effective stream area after confluence =8.170(Ac.) Process from Point/Station 299.900 to Point/Station **** INITIAL AREA EVALUATION **** 299.000 U Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration computed by the natural watersheds nomograph (App X-A) TC = [11.9*length(Mi)A3)/(elevation change)]A.385 *60(min/hr) + 10 min. Initial subarea flow distance = 570.00(Ft.) Highest elevation = 420.00(Ft.) Lowest elevation = 395.00(Ft.) Elevation difference = 25.00(Ft.) TC=[(11.9*0.1080A3)/( 25.00)]A.385= 3.45 + 10 min. = 13.45 min. Rainfall intensity (I) = 3.828 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.450 Subarea runoff = 4.737(CFS) Total initial stream area = 2.750(Ac.) Process from Point/Station 299.000 to Point/Station 298.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Depth of flow =0.110(Ft.) Average velocity = 1.768(Ft/s) ******* irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 2 3 4 Manning's 'N' 0.00 8.00 32.00 40.00 friction factor = 2.00 0.00 0.00 2.00 0.040 Sub-Channel flow = 4.737(CFS) ' ' flow top width = 24. 877 (Ft.) ' ' velocity= 1.768(Ft/s) ' ' area = 2. 679 (Sq. Ft) ' ' Froude number = 0.950 Upstream point elevation = 395. 000 (Ft.) Downstream point elevation = 281. 600 (Ft.) Flow length = 2560 . 000 (Ft. ) Travel time = 24.13 min. Time of concentration = 37.57 min. Depth of flow = 0.110 (Ft.) Average velocity = 1.768(Ft/s) Total irregular channel flow = 4.737(CFS) Irregular channel normal depth above invert elev. = 0.110 (Ft.) Average velocity of channel (s) = 1.768(Ft/s) Sub-Channel No. 1 critical depth = 0.105 (Ft.) / / / critical flow top width = 24. 844 (Ft.) ' ' ' critical flow velocity^ 1.839(Ft/s) ' ' ' critical flow area = 2. 576 (Sq. Ft) Process from Point/Station 299.500 to Point/Station 298.000 **** SUBAREA FLOW ADDITION **** / Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [RURAL (greater than 1/2 acre) area type ] Time of concentration = 37.57 min. Rainfall intensity = 1.973(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.450 Subarea runoff = 28.898(CFS) for 32.550(Ac.) Total runoff = 33.635(CFS) Total area = 35.30(Ac.) U Process from Point/Station 298.000 to Point/Station 297.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** U Upstream point/station elevation =282.00(Ft.) Downstream point/station elevation = 279.73(Ft.) 0 Pipe length = 99.00(Ft.) Manning's N = 0.013 1 [ No. of pipes = 1 Required pipe flow = 33.635(CFS) V Given pipe size = 36.00(In.) Calculated individual pipe flow = 33.635(CFS) p Normal flow depth in pipe = 14.31(In.) LJ Flow top width inside pipe = 35.23(In.) Critical Depth = 22.58(In.) r-t Pipe flow velocity = 12.85(Ft/s) ] Travel time through pipe = 0.13 min. Time of concentration (TC) = 37.70 min. Process from Point/Station 297.000 to Point/Station 297.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 35.300(Ac.) Runoff from this stream = 33.635(CFS) Time of concentration = 37.70 min. Rainfall intensity = 1.969(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 265.000 to Point/Station 266.000 **** INITIAL AREA EVALUATION **** U User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 300.00(Ft.) Highest elevation = 307.00(Ft.) Lowest elevation = 300.00(Ft.) Elevation difference = 7.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.70 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slope*(1/3)] TC = [1.8*(l.l-0.9000)*(300.00A.5)/( 2.33A(l/3)]= 4.70 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.246 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.826(CFS) Total initial stream area = 0.280(Ac.) Process from Point/Station 266.000 to Point/Station 267.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =300.000(Ft.)~~~ End of street segment elevation = 291.000(Ft.) Length of street segment = 790.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 41.000(Ft.) Distance from crown to crossfall grade break = 39.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.271(CFS) Depth of flow = 0.375(Ft.) Average velocity = 2.814(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.898(Ft.) Flow velocity = 2.81(Ft/s) Travel time = 4.68 min. TC = 9.68 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 4.732(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 3.194(CFS) for 0.750(Ac.) Total runoff = 5.020(CFS) Total area = 1.03(Ac.) Street flow at end of street = 5.020(CFS) Half street flow at end of street = 5.020(CFS) Depth of flow = 0.392(Ft.) Average velocity = 2.907(Ft/s) Flow width (from curb towards crown)=v 12.745(Ft.) Process from Point/Station 267.000 to Point/Station 297.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 288.60(Ft.) Downstream point/station elevation =• 279.73(Ft.) Pipe length = 380.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.020(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.020(CFS) Normal flow depth in pipe = 6.91(In.) Flow top width inside pipe = 17.51(In.) Critical Depth = 10.34(In.) AJ Pipe flow velocity = 8.03(Ft/s) Travel time through pipe = 0.79 min. •n Time of concentration (TC) = 10.47 min. Process from Point/Station 297.000 to Point/Station 297.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.030(Ac.) Runoff from this stream = 5.020(CFS) Time of concentration = 10.47 min. Rainfall intensity = 4.499(In/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 255.000 to Point/Station 256.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 200.00(Ft.) Highest elevation = 291.00(Ft.) Lowest elevation = 287.80(Ft.) Elevation difference = 3.20(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.35 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.9000)*(200.00A.5)/( 1.60A(1/3)]= 4.35 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.246 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = l.SOO(CFS) Total initial stream area = 0.230(Ac.) Process from Point/Station 256.000 to Point/Station 257.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =287.800(Ft.) End of street segment elevation = 283.900(Ft.) Length of street segment = 300.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 71.000(Ft.) Distance from crown to crossfall grade break = 69.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) .= 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.456(CFS) Depth of flow = 0.347(Ft.) Average velocity = 2.849(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.539(Ft.) Flow-velocity = 2.85(Ft/s) Travel time = 1.76 min. TC = 6.76 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 5.968(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C - 0.900 Subarea runoff = 3.222(CFS) for Total runoff = 4.722(CFS) Street flow at end of street = Half street flow at end of street = Depth of flow = 0.378(Ft.) Average velocity = 3.026(Ft/s) Flow width (from curb towards crown)= 0.600(Ac.) Total area = 4.722(CFS) 4.722(CFS) 0.83(Ac.) 12.074(Ft.) 4.722(CFS) Process from Point/Station 257.000 to Point/Station 297.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =280.50(Ft.) Downstream point/station elevation = 279.73(Ft.) Pipe length = 105.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = Given pipe size = 18.00(In.) Calculated individual pipe flow =. 4.722(CFS) Normal flow depth in pipe = 9.26(In.) Flow top width inside pipe = 17.99(In.) Critical Depth = 10.03(In.) Pipe flow velocity = 5.15(Ft/s) Travel time through pipe = 0.34 min. Time of concentration (TC) = 7.09 min. Process from Point/Station 297.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 297.000 The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.830(Ac.) Runoff from this stream = 4.722(CFS) Time of concentration = 7.09 min. v Rainfall intensity = 5.782(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 0 1 2 3 Qmax(l) 33.635 5.020 4.722 Qmax(2) = 1.000 * 0.438 * 0.340 * 37.70 10.47 7.09 1.000 * 1.000 * 1.000 * 1.969 4.499 5.782 33.635) + 5.020) + 4.722) + =37.439 1.000 * 0.278 * 33.635) + 1.000 * 1.000 * 5.020) + 0.778 * 1.000 * 4.722) + = 18.033 Qmax(3) = 1.000 * 0.188 * 33.635) + 1.000 * 0.678 * 5.020) + 1.000 * 1.000 * 4.722) + = 14.454 Total of 3 main streams to confluence: Flow rates before confluence point: 33.635 5.020 4.722 Maximum flow rates at confluence using above data: 37.439 18.033 14.454 Area of streams before confluence: 35.300 1.030 0.830 Results of confluence: Total flow rate = 37.439(CFS) Time of concentration = 37.703 min. Effective stream area after confluence = 37.160(Ac.) Process from Point/Station 297.000 to Point/Station 296.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =279.40(Ft.) Downstream point/station elevation = 278.30(Ft.) Pipe length = 46.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 37.439(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 37.439(CFS) Normal flow depth in pipe = 15.00(In.) Flow top width inside pipe = 35.50(In.) Critical Depth = 23.88(In.) Pipe flow velocity = 13.43(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 37.76 min. Process from Point/Station 296.000 to Point/Station 296.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 37.160(Ac.) Runoff from this stream = 37.439(CFS) Time of concentration = 37.76 min. Rainfall intensity = 1.967(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 275.000 to Point/Station 276.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 300.00(Ft.) Highest elevation = 307.00(Ft.) Lowest elevation = 300.00(Ft.) Elevation difference = 7.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.70 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.9000)*(300.00A.5)/( 2.33^(1/3)]= 4.70 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.246 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 2.804(CFS) Total initial stream area = 0.430(Ac.) Process from Point/Station 276.000 to Point/Station 296.000 **** STREET FLOW TRAVEL TIKE + SUBAREA FLOW ADDITION **** Top of street segment elevation =300.000(Ft.) End of street segment elevation = 283.700(Ft.) Length of street segment = 1180.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) =0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter =0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8,347(CFS) Depth of flow = 0.439(Ft.) Average velocity = 3.491(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.127(Ft.) Flow velocity = 3.49(Ft/s) Travel time = 5.63 min. TC = 10.63 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 4.454(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, ...Rational method,Q=KCIA, C = 0.900 Subarea runoff = 6.814(CFS) for 1.700(Ac.) Total runoff = 9.618(CFS) Total area = 2.13(Ac.) Street flow at end of street = 9.618(CFS) Half street flow at end of street = 9.618(CFS) Depth of flow = 0.457(Ft.) Average velocity = 3.601(Ft/s) Flow width (from curb towards crown)= 16.027(Ft.) Process from Point/Station 296.000 to Point/Station 296.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.130(Ac.) Runoff from this stream = 9.618(CFS) Time of concentration = 10.63 min. Rainfall intensity = 4.454(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 37.439 37.76 1.967 2 9.618 10.63 4.454 Qmax(l) = 1.000 * 1.000 * 37.439) + 0.442 * 1.000 * 9.618) + = 41.686 Qmax(2) = 1.000 * 0.282 * 37.439) + 1.000 * 1.000 * 9.618) 4- = 20.161 Total of 2 main streams to confluence: Flow rates before confluence point: 37.439 9.618 Maximum flow rates at confluence using above data: 41.686 20.161 Area of streams before confluence: 37.160 2.130 Results of confluence: Total flow rate = 41.686(CFS) Time of concentration = 37.760 min. Effective stream area after confluence = 39.290(Ac.) Process from Point/Station 296.000 to Point/Station 295.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation =278.30(Ft.) Downstream point elevation = 270.50(Ft.) Channel length thru subarea = 555.00(Ft.) Channel base width = 4.000(Ft.) Slope or 'Z' of left channel bank = 1.500 Slope or 'Z' of right channel bank = 1.500 Manning's 'N' = 0.015 Maximum depth of channel = 2.500(Ft.) Flow(q) thru subarea = 41.686(CFS) Depth of flow = 0.884(Ft.) Average velocity = 8.857(Ft/s) Channel flow top width = 6.651(Ft.) Flow Velocity = 8.86(Ft/s) Travel time = 1.04 min. Time of concentration = 38.80 min. . Critical depth = 1.266(Ft.) Process from Point/Station 295.000 to Point/Station 294.000 **** IMPROVED CHANNEL TRAVEL TIME **** Covered channel Upstream point elevation = 270.50(Ft.) Downstream point elevation = 270.10(Ft.) Channel length thru subarea = 60.00(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 2.500(Ft.) Flow(q) thru subarea = 41.686(CFS) Depth of flow = 1.190(Ft.) Average velocity = 7.007(Ft/s) Channel flow top width = 5.000(Ft.) Flow Velocity = 7.01(Ft/s) Travel time = 0.14 min. Time of concentration = 38.95 min. Critical depth = 1.297(Ft.) End of computations, total study area = 97.59 (Ac.) San Diego County Rational Hydrology Program CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 10/18/91 EL CAMINO REAL/PALOMAR AIRPORT ROAD 300 AREA BASIN STUDY FILENAME: ELCAM3 L 200,4 JOB* 10365 2/1/91, REV'D 7/17/91 & 10/18/91 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.750 24 hour precipitation(inches) = 4.600 Adjusted 6 hour precipitation (inches) = 2.750 P6/P24 =59.8% San Diego hydrology manual 'C' values used Runoff coefficients by rational method ************** I N P U T D A T A L I S T I N G ************ Element Capacity Space Remaining =346 Element Points and Process used between Points Number 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 End of Upstre 300. 301. 302. 303. 310. 311. 312. 313. 340. 313 313 303 303 304 330 331 332 322 320 321 322 322 304 304 listina. . am 000 000 000 000 000 000 000 000 000 .000 .000 . 000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 Downstream 301.000 302.000 303.000 303.000 311.000 312.000 313.000 313.000 313.000 313.000 303.000 303.000 304.000 304.000 331.000 332.000 322.000 322.000 321.000 322.000 322.000 304.000 304.000 305.000 Process Initial Area Pipeflow Time(user inp) Pipeflow Time(user inp) Main Stream Confluence Initial Area Pipeflow Time(user inp) Pipeflow Time(user inp) Confluence Initial Area Confluence Pipeflow Time(user inp) Main Stream Confluence Pipeflow Time(user inp) Main Stream Confluence Initial Area Street Flow + Subarea Pipeflow Time(user inp) Confluence Initial Area Street Flow + Subarea Confluence Pipeflow Time(user inp) Main Stream Confluence Pipeflow Time(user inp) San Diego County Rational Hydrology Program CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.3 Rational method hydrology program based on San Diego County Flood Control Division 1985 hydrology manual Rational Hydrology Study Date: 10/18/91 _ m^f _^ _ __ .^ „ __ _ _ _ _ — __ _ — —. _ — — •«— — — — —• — —• — —• ~- —• "•• — — — — *—«— ~~ ••— — — "•• —• —"• —* ^ — •— «•— ••• — — — •— — — — — — ^ ~ ~_ _» _ _ _ __ ^ . EL CAMINO REAL/PALOMAR AIRPORT ROAD 300 AREA BASIN STUDY FILENAME: ELCAM3 L 200,4 JOB# 10365 2/1/91, REV'D 7/17/91 & 10/18/91 ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.750 24 hour precipitation(inches) = 4.600 Adjusted 6 hour precipitation (inches) = 2.750 P6/P24 = 59.8% San Diego hydrology manual 'C' values used Runoff coefficients by rational method Process from Point/Station 300.000 to Point/Station 301.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 400.00(Ft.) Highest elevation = 320.00(Ft.) Lowest elevation = 305.50(Ft.) Elevation difference = 14.50(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 4.69 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slope^(l/3)] TC = [1.8*(1.1-0.9000)*(400.00A.5)/( 3.63A(1/3)]= 4.69 Setting time of concentration to 5 minutes Rainfall intensity (I) = 7.246 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 3.391(CFS) Total initial stream area = 0.520(Ac.) Process from Point/Station 301.000 to Point/Station 302.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =301.00(Ft.) Downstream point/station elevation = 300.33(Ft.) Pipe length = &*• T2 3 . 4 0 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.391(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.391(CFS) Normal flow depth in pipe = 8.33(In.) Flow top width inside pipe = 17.95(In.) n Critical Depth = 8.42(In.) Pipe flow velocity = 4.23(Ft/s) Travel time through pipe = 0.49 min. Time of concentration (TC) = 5.49 min. Process from Point/Station 302.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =300.00(Ft.) Downstream point/station elevation = 294.50(Ft.) Pipe length = 253.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.391(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.391(CFS) Normal flow depth in pipe = 5.72(In.) Flow top width inside pipe = 16.77(In.) Critical Depth = 8.42(In.) Pipe flow velocity = 7.01(Ft/s) Travel time through pipe = 0.60 min. Time of concentration (TC) = 6.09 min. Process from Point/Station 303.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed:" In Main Stream number: 1 Stream flow area = 0.520(Ac.) Runoff from this stream = 3.391(CFS) Time of concentration =• 6.09 min. Rainfall intensity = 6.381(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 310.000 to Point/Station 311.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = l.OOOv [COMMERCIAL area type ] Initial subarea flow distance = 775.00(Ft.) Highest elevation = 322.00(Ft.) Lowest elevation = 314.00(Ft.) Elevation difference = 8.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 12.40 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slope*(1/3)] TC = [1.8*(1.1-0.8500)*(775.00A.5)/( 1.03A(l/3)]= 12.40 Rainfall intensity (I) = 4.034 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.850 Subarea runoff = 12.687(CFS) Total initial stream area = 3.700(Ac.) T~~I—i—i—i—r i—r r 11 i i—i i i i—i—r iiiiiiiirriiTiiitii'iiiiiiirtiiiii i 1111111 T^T^T^T^TT~ I J " Process from Point/Station 311.000 to Point/Station 312.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =309.93(Ft.) Downstream point/station elevation = 305.90(Ft.) Pipe length = 66.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.687(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 12.687(CFS) Normal flow depth in pipe = 7.78(In.) Flow top width inside pipe = 22.46(In.) Critical Depth = 15.36(In.) Pipe flow velocity = 14.40(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 12.47 min. Process from Point/Station 312.000 to Point/Station 313.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =305.56(Ft.) Downstream point/station elevation = 299.00(Ft.) Pipe length = 14.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.687(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 12.687(CFS) Normal flow depth in pipe = 4.65(In.) Flow top width inside pipe = 18.97(In.) Critical Depth = 15.36(In.) Pipe flow velocity = 29.74(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 12.48 min. Process from Point/Station 313.000 to Point/Station 313.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.700(Ac.) Runoff from this stream = 12.687(CFS) Time of concentration = 12.48 min. Rainfall intensity = 4.017(In/Hr) v Process from Point/Station 340.000 to Point/Station 313.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.500 given for subarea Initial subarea flow distance = 405'. 00 (Ft.) Highest elevation = 310.00(Ft.) Lowest elevation = 304.00(Ft.) Elevation difference = 6.00(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 19.07 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(l.l-0.5000)*(405.00A.5)/( 1.48A(l/3)]= 19.07 Rainfall intensity (I) = 3.056 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.500 Subarea runoff = 0.244(CFS) Total initial stream area = 0.160(Ac.) / Process from Point/Station 313.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 313.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.160(Ac.) Runoff from this stream = 0.244(CFS) Time of concentration = 19.07 min. Rainfall intensity = 3.056(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 12.687 0.244 Qmax(l) = Qmax(2) = 1.000 * 1.000 * 0.761 * 1.000 * 12.48 19.07 1.000 * 0.655 * 1.000 * 1.000 * 4.017 3.056 12.687) 0.244) 12.687) 0.244) 12.847 9.897 Total of 2 streams to confluence: Flow rates before confluence point: 12.687 0.244 Maximum flow rates at confluence using above data: 12.847 9.897 Area of streams before confluence: 3.700 0.ISO- Results of confluence: Total flow rate = 12.847(CFS) Time of concentration = 12.480 min. Effective stream area after confluence = 3.860(Ac.) Process from Point/Station 313.000 to Point/Station - 303.000 **** piPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =298.67(Ft.) Downstream point/station elevation = 294.50(Ft.) Pipe length = 8.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.847(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 12.847(CFS) Normal flow depth in pipe = 4.55(In.) Flow top width inside pipe = 18.82(In.) Critical Depth = 15.47(In.) Pipe flow velocity = 30.98(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 12.48 min. Process from Point/Station 303.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.860(Ac.) Runoff from this stream = 12.847(CFS) Time of concentration = 12.48 min. Rainfall intensity = 4.016(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3.391 12.847 Qmax(l) = Qmax(2) = 1, 1, 000 000 0.629 * 1.000 * 6.09 12.48 1.000 * 0.488 * 1.000 * 1.000 * 6.381 4.016 3.391) + 12.847) + 3.391) + 12.847) + 9. 656 14.981 Total of 2 main streams to confluence: Flow rates before confluence point: 3.391 12.847 Maximum flow rates at confluence using above data: 9.656 14.981 Area of streams before confluence: 0.520 3.860 Results of confluence: Total flow rate = 14.981(CFS) Time of concentration = 12.484 min. Effective stream area after confluence =4.380(Ac.) Process from Point/Station 303.000 to Point/Station 304.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 294.00(Ft.) Downstream point/station elevation = 280.20(Ft.) Pipe length = 202.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.981(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 14.981(CFS) Normal flow depth in pipe = 8.24(In.) Flow top width inside pipe = 22.79(In.) Critical Depth = 16.74(In.) Pipe flow velocity = 15.71(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 12.70 min. Process from Point/Station 304.000 to Point/Station 304.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed:*7 In Main Stream number: 1 Stream flow area = 4.380(Ac.) Runoff from this stream = 14.981(CFS) Time of concentration = 12.70 min. Rainfall intensity = 3.972(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 330.000 to Point/Station 331.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 295.00(Ft.) Highest elevation = 305.80(Ft.) Lowest elevation = 303.90(Ft.) Elevation difference = 1.90(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 7.16 min. TC = [1.8*(1.1-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.9000)*(295.00A.5)/( 0.64A(l/3)]= 7.16 Rainfall intensity (I) = 5.748 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 2.224(CFS) Total initial stream area = 0.430(Ac.) Process from Point/Station 331.000 to Point/Station 332.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =303.900(Ft.) End of street segment elevation = 289.300(Ft.) Length of street segment = 375.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 3.621(CFS) Depth of flow = 0.304(Ft.) Average velocity = 4.519(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.360(Ft.) Flow velocity = 4.52(Ft/s) Travel time = 1.38 min. TC = 8.54 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 5.129(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 2.493(CFS) for 0.540(Ac.) Total runoff = 4.717(CFS) Total area = 0.97(Ac.) Street flow at end of street = 4.717(CFS) Half street flow at end of street = 4.717(CFS) Depth of flow = 0.326(Ft.) Average velocity = 4.723(Ft/s) Flow width (from curb towards crown)= 9.467(Ft.) Process from Point/Station 332.000 to Point/Station 322.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =281.19(Ft.) Downstream point/station elevation = 280.75(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.717(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.717(CFS) Normal flow depth in pipe = 9.02(In.) Flow top width inside pipe = 18.00(In.) Critical Depth = 10.01(In.) Pipe flow velocity = 5.32(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 8.72 min. Process from Point/Station 322.000 to Point/Station 322.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.970(Ac.) Runoff from this stream = 4.717(CFS) Time of concentration = 8.72 min. Rainfall intensity = 5.063(In/Hr) Process from Point/Station 320.000 to Point/Station 321.000 **** INITIAL AREA EVALUATION **** User specified 'C' value of 0.900 given for subarea Initial subarea flow distance = 200.00(Ft.) Highest elevation = 305.50(Ft.) Lowest elevation = 303.90(Ft.) Elevation difference = 1.60(Ft.) Time of concentration calculated by the urban areas overland flow method (App X-C) = 5.48 min. TC = [1.8*(l.l-C)*distanceA.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.9000)*(200.00A.5)/( -0 . 80A (1/3 ) ]= 5.48 Rainfall intensity (I) = 6.826 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.900 Subarea runoff = 1.782(CFS) Total initial stream area = 0.290(Ac.) D Process from Point/Station 321.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 322.000 Top of street segment elevation = 303.900(Ft.) End of street segment elevation = 289.700(Ft.) Length of street segment = 375.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 53.000(Ft.) Distance from crown to crossfall grade break = 51.500(Ft.) Slope from gutter to grade break (v/hz) = 0.087 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.301(Ft.) Average velocity = 4.430(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.210(Ft.) Flow velocity = 4.43(Ft/s) Travel time = 1.41 min. TC = 6.90 min. Adding area flow to street User specified 'C' value of 0.900 given for subarea Rainfall intensity = 5.889(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900 Subarea runoff = 2.862(CFS) for Total runoff = 4.644(CFS) Street flow at end of street = Half street flow at end of street = Depth of flow = 0.326(Ft.) Average velocity = 4.656(Ft/s) Flow width (from curb towards crown)= 3.440(CFS) 0.540(Ac.) Total area = 4.644(CFS) 4.644(CFS) 0.83(Ac.) 9.459(Ft.) Process from Point/Station 322.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 322.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.830 (Ac.) Runoff from this stream = 4. 644 (CFS) Time of concentration = 6.90 min. Rainfall intensity = 5.889(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(l) 4.717 4.644 Qmax(2) = 1.000 * 0.860 * 8.72 6.90 1.000 * 1.000 * 5.063 5.889 4.717) + 4.644) + =8.709 1.000 * 0.791 * 4.717) + 1.000 * 1.000 * 4.644) + = 8.376 Total of 2 streams to confluence: Flow rates before confluence point: 4.717 4.644 Maximum flow rates at confluence using above data: 8.709 8.376 Area of streams before confluence: 0.970 0.830 Results of confluence: Total flow rate = 8.709(CFS) Time of concentration = 8.715 min. Effective stream area after confluence = 1.800(Ac.) Process from Point/Station 322.000 to Point/Station 304.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =280.57(Ft.) Downstream point/station elevation = 280.20(Ft.) Pipe length = 46.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.709(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.709(CFS) Normal flow depth in pipe = 13.66(In.) Flow top width inside pipe = 15.39(In.) Critical Depth = 13.71(In.) Pipe flow velocity = 6.05(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 8.84 min. Process from Point/Station 304.000 to Point/Station 304.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.800(Ac.) Runoff from this stream = 8.709(CFS) Time of concentration = 8.84 min. Rainfall intensity = 5.016(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 14.981 12.70 3.972 2 8.709 8.84 5.016 Qmax(l) = 1.000 * 1.000 * 14.981) + 0.792 * 1.000 * 8.709) + = 21.877 Qmax(2) = 1.000 * 0.696 * 14.981) + 1.000 * 1.000 * 8.709) + = 19.141 Total of 2 main streams to confluence: Flow rates before confluence point: 14.981 8.709 Maximum flow rates at confluence using above data: 21.877 19.141 Area of streams before confluence: 4.380 1.800 Results of confluence: Total flow rate = 21.877(CFS) Time of concentration = 12.699 min. Effective stream area after confluence = 6.180(Ac.) Process from Point/Station 304.000 to Point/Station 305.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation =279.87(Ft.) Downstream point/station elevation = 274.34(Ft.) Pipe length = 200.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 21.877(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 21.877(CFS) Normal flow depth in pipe = 13.15(In.) Flow top width inside pipe = 23.89(In.) Critical Depth = 20.04(In.) Pipe flow velocity = 12.43(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 12.97 min. End of computations, total study area = 6.18 (Ac.) /— I LJ LJ LJ L_J LJ LJ HYDROLOC Y REPORT FOR PALOMAR AIRPORT ROAD BETWEEN YARROW DRIVE AND EL CAMINO REAL (—i LJ r~i LJ r~i LJ n LJ APPENDIX VI CATCH BASIN (INLET) DESIGN TABLES t—i o ! CO!; UJ ...o CO< CD moi—<co 00 21 p *<=> o D-- ^f^ •cc;o X C. O /\ CO NJ O N O Tlrs o T" ^ O rA Ci i N cr O D VA\fl D O i 0. I UJ CQ —' >_= o •< -c to —> O Q 0 D 1 2 a 0 /- 0 a a do_O " Oc oo ^H:* l = 'i COK "0.0 "->- 003 z co 0°"-S 0O 0 UJ CO cr oo OUTOtPRtBJ m o K) 0~ cD or3¥HIi uu o 3 ^ ^ I-c tu c. 3J T< r--. NS CN_ Ni V in rs crcr MJ 0 0 o- \ a- V \ V 4- Vj -H) O \T Q T VT \ j N rA V V c>crN \9 N\ tsi cr \x\ V( N v ) vs ^ \J) o vrt Nr- vr o <\ T ^A U"-M\ VIS rv. \) <s- i 0 Q Io. to UJ >— O LU CQ —' >_ X O •< •< CO -j O Q :m <D CO111.Q CO CQ O P c .00 \J (f> _ O T "ci- ~ o5CT o --c ^t "u :» 1—7" I co CO 5o "->- O CQ tsi \ U] >~ CO •<O "-en oo CO 0 "-O N cr 2-o U cc — -c "" -c>— oo c: < H\ ci a vO V P&DTechnotog/es 401 West "A" Street Suite2500 San Diego, CA 92101 619-232-4466 ^ O\A//—.<-</ V , By Date Client Sheet No. / Of / Checked Date Job Job No. -a -f 5. - /M - A P&D Technologies 401 West "A" Street Suite 2500 San Diego, CA 92101 619-232-4466 By Date Client Sheet No. / Of Checked Date Job Job No. _.=_.__4_L_3 0 ^-a- ^?^ OUTL& Ve p&D Technologies 401 West "A" Street Suite 2500 San Diego, CA 92101 619-232-4466 By Date _.. ,Client Sheet No. ~Z Of Checked n »Date InhJob No- . TA/WAT^ .V =:.. 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