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Home My WebLink AboutCT 04-26; Robertson Ranch PA 16, 17, 18; DRAINAGE STUDY; 2008-01-24TABLE OF CONTENTS SECTION 1 INTRODUCTION Purpose of Study Scope Comprehensive Basin Analysis Facilities Proposed in City of Carlsbad Master Plan of Drainage STUDY AREA Soils Groups Land Uses HYDROLOGY Modified Rational Method Description Program Process CONCLUSION SECTION 2 SECTION 3 Vicinity Map Runoff Coefficients Isopluvial Maps 100-Year, 6-Hour 100-Year, 24-Hour Intensity-Duration Design Chart - Figure 3-1 Overland Time of Flow Nomograph - Figure 3-3 Maximum Overland Flow Length & Initial Time of Concentration - Table 3-2 Nomograph for Determination of Tc for Natural Watersheds - Figure 3-4 San Diego County Soils Interpretation Study Master Plan Land Use Plan Hydrology 100 year Analysis Existing Condition SECTION 4 Hydrology 100 year Analysis Proposed Condition SECTION 5 Exhibit A Existing Condition Drainage Map SECTION 6 Exhibit B Proposed Condition Drainage Map SECTION 7 Hydraulic Calculations 100 Year Analysis SECTION 8 Inlet Sizing Calculations SECTION 9 Brow Ditch Capacity Calculations SECTION 1 INTRODUCTION Purpose of Study This drainage study was prepared to determine existing and proposed runoff quantity impacts for the grading of Robertson Ranch PAs 16, 17 & 18. Scope This study analyzes the 100-year flow for existing and proposed conditions of Planning Areas 16,17 & 18 and all other parts of the East Village that affect the storm water travel path. Proposed Condition Analysis Development of the PA 16,17, and 18 residential complex consists of installation of proposed utilities, the construction of proposed surface improvements and the grading of over 300 lots, which will be used for single-family housing. Runoff water discharging from the site will enter the storm drain system and will exit into the 84" RCP storm drain on Cannon Rd. All proposed storm drains and inlets are sized for the ultimate condition. The flows indicated on the improvement plans, DWG. 453-8, reflect the ultimate condition flows. The proposed drainage maps in Section 6 reflect the ultimate condition. Please refer to runoff coefficient chart in Section 2 and proposed condition calculations in Sections 4 and 5. STUDY AREA Soils Groups The site is characterized mainly by soil group D, per the San Diego County Soils Interpretation Study. Refer to Soils map, Section 2. Land Use The site is currently used for agricultural farming and can be approximated using the runoff coefficient associated with undisturbed natural terrain. Proposed conditions include single-family and multi-family residential housing with varying density. Refer to the Master Plan Land Use Plan in section 2. HYDROLOGY The hydrologic analyses are being performed according to the 2003 San Diego County Hydrology Manual. The overall drainage area is less than one square mile and includes junctions of independent drainage systems; therefore, the Modified Rational Method is being used for the analyses. The Modified Rational Method is applicable to a 6-hour storm duration because the procedure uses Intensity-Duration Design Charts that are based on a 6-hour storm duration. In some cases, the 6-hour precipitation must be adjusted based on the ratio of the 6- to 24-hour precipitation. This will be performed where necessary. Modified Rational Method Description The modified rational method, as described in the 2003 San Diego County Flood Control/Hydrology Manual, is used to estimate surface runoff flows. The basic equation: Q = CIA C = runoff coefficient (varies with surface) I = intensity (varies with time of concentration) A = area in acres For the 100-year design storm, the 6-hour rainfall amount is 2.6 inches and the 24-hour rainfall amount is 4.5 inches. San Diego County Rational-Hydrology Program Package Version 7.4, developed by CivilCADD/CIVILDESIGN Engineering Software © (1991-2004), was used to determine the rainfall amount, times of concentration, corresponding intensities and flows for the various hydrologic basins within this model. (See operator's manual, Section 16) The program was then used to route flows through drainage conveyance structures and confluence basins per the modified rational method. Program Process The Rational-Hydrology program is a computer-aided design program where the user develops a node link model of the watershed. Developing independent node link models of each interior watershed and linking these submodels together at confluence points create the node link model. - The program has the capability of performing calculations for 11 different hydrologic and hydraulic processes. These processes are assigned and printed in the output. They are as follows: 1. Initial sub-area input, top of stream. 2. Street flow through sub-area, includes sub-area runoff. 3. Addition of runoff from sub-area to stream. 4. Street inlet and parallel street and pipeflow and area. 5. Pipeflow travel time (program estimated pipe size). 6. Pipeflow travel time (user-specified pipe size). 7. Improved channel travel - Area add option. 8. Irregular channel travel time - Area add option. 9. User-specified entry of data at a point. 10. Confluence at downstream point in current stream. 11. Confluence of main streams. CONCLUSION The proposed condition for Planning Areas 16, 17 & 18 has been analyzed and based on the output results the following conclusions have been made for a 100-Year storm: Existing Conditions: The total Q for Basin 2000 = 37.00 cfs (See Section 3) The total Q for Basin 3000 = 16.69 cfs (See Section 3) The total Q for Basin 4000 = 27.97 cfs (See Section 3) The total Q for PA 16, 17 & 18 = 81.65 cfs (See Sec. 6, Exhibit A) Proposed Conditions: The total Q for Basin 2000 = 96.45 cfs (See Section 4) The total Q for Basin 4000 = 66.32 cfs (See Section 4) The total Q for PA 16, 17 & 18 = 162.77 cfs (See Sec. 6, Exhibit B) Sub-area runoff coefficients were selected according to the San Diego County Hydrology Manual Table 3-1. Based on the soil type 'D' a runoff coefficient of 0.35 is used for undisturbed natural terrain. A runoff coefficient of 0.41 is used for HOA lots determined to be low density residential. A runoff coefficient of 0.57 is used for the single family residential lots determined to be medium density residential consisting of less than 7.3 dwelling units per acre. Based on these calculations, the post development Q for PA 16, 17 & 18 is higher than the pre- development Q by a value of 81 cfs. The cause for the increase in runoff can be attributed to the decrease of pervious undisturbed natural terrain. The building of impervious surfaces including roads, buildings, driveways, etc. increases the runoff coefficient and subsequent Q values. The City of Carlsbad, over the last several years, has been implementing flood control mechanisms as part of its Rancho Carlsbad Channel and Basin Project. The hydrologic analyses for these facilities are in Rick Engineering's report titled, Rancho Carlsbad Mobile Home Park Alternative Analysis for Agua Hedionda Channel Maintenance dated December 18, 2004. CT 02-16 modified this project with the construction of an 84" RCP to divert approximately 500 cfs from detention basin BJB through Robertson Ranch, to El Camino Real, and ultimately to the Agua Hedionda Creek downstream of Cannon Road. This modification was analyzed by Chang Consultants in Robertson's Ranch East Village-84" Reinforced Concrete Pipe Alternative dated January 10, 2006 and in Hydrologic and Hydraulic Analyses for Robertson's Ranch dated February 20, 2006. These analyses accounted for the increased Qs coming off the East Village by attributing general plan land uses to this area. The proposed design is consistent with these land uses. The total Qs for the PA 16, 17, & 18 developed conditions are compared to the ultimate condition Qs estimated in the mass grading drainage study, Drainage Study for Robertson Ranch East Village, CT 02-16 by O'Day Consultants dated November 30, 2006 in the following table. TABLE 3-1 PROPOSED CONDITIONS BASIN B & D COMPARISON BASIN B D NOV. 30, 2006 STUDY AREA (AC) 53.20 29.04 Qioo(CFS) 95.45 61.22 JAN. 15, 2008 STUDY AREA (AC) 54.67 32.01 Qioo(CFS) 96.45 66.32 SECTION 2 CITY OF OCEANSIDE HIGHWAY.^5 SITE OF VISTA NOT TO SCALE CITY OF SAN MARCOS PACIFIC OCEAN CITY OF ENCINITAS VICINITY MAP NO SCALE San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use NRCS RlenuentK Undisturbed Natunl Terrain (Natural) Low Denary Residential (LDR) Low Density Residential (LDR) Low Density Rrsirimfinl (LDR) Medium Den»Fi*y P evidential (MDR) Mediurn Density Residential (MDR) Medium Density Residential (MDR) Medium Density Residential (MDR) Hign Density Residential (HDR) High Density Residential (HDR) Vmnvrnrial^ndufttrial (G Com) lomfnAmiAl/ffffirilistrifll fO P f"Yknri Oil Ol'l IWTlfllf •Tlil'^itT i rft 1 11 Tf'nonil I I County Elements Pri inainffn r^pffi Space Residential, 1.0 DU/A or lew Residential, 2.0 DU/A or ten Residential, 2.9 DU/A or less Residential, 4 7 DU/A or less Rnmfcrtwl, 7 ? DU/A or leu Residential. 10.9 DU/A or lea Rfindmrtial, 14.5 DU/A or leu Residential, 24^) DU/A or k» Rejadennal, 43.0 DU/A or kss I jmited Industrial Phi* Vftlttfifi ABiBOCiatlMl with O4& inn inrvirr"* — ** *•— ««— I 4U» *!••«» M.i.M.t.Ai.u _««L. efficient Cu, fi>r the soil tvnet tx for an located in Cleveland National Forest). MS that will remain uodutafaed in perpe&ril} RanoffCoeffiBi«it-C- SoilType %JMPER. 0* 10 20 25 30 40 45 50 65 80 80 85 90 90 95 ; runoff coefficient f. AistiocatiaD nm A 0.20 027 034 038 0.41 0.48 052 055 0.66 0.76 0.76 0.80 0.83 0.83 0.87 as donated to S tbegmn that the B 0.25 032 038 0.41 045 051 054 058 0.67 0.77 0.77 0.80 0.84 0.84 0.87 C D 030 035 036 0.41 0.42 0.46 0.45 0.49 0.48 0.52 054 057 057 0.60 0.60 0.63 0.69 0.71 0.78 - 0.79 0.78 0.79 0.81 0.82 0.84 0.85 0.84 0.85 A Q*7 A o*» ection 3.U (npieaeiiting the pervious runoff r« ichjg., w0 area J/A - dwelling units per acre \CS * National Resources Conservation Service 3-6 County of San Diego Hydrology Manual PPW .^—~-fis S^GIS i— ""-H..,:s.cH'cf^f ! 100 LULU LLJo COo UJ I OOa:in I EXAMPLE: Given: Watercourse Distance (D) = 70 Feet Slope (s) -1.3% Runoff Coefficient (C) = 0.41 Overtand Flow Time (T) = 9.5 Minutes T_13(1.1-C)VD' SOURCE: Airport Drainage, Federal Aviation Administration. 1965 Rational Formula • Overland Time of Flow Nomograph FIGURE San Diego County Hydrology Manual Data: June 2003 Section:3 12 of 26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect wjiere the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (L^)) of sheet flow to be used in hydrology studies. Initial T, values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (1*0 & INITIAL TIME OF CONCENTRATION (t.) Element111 Natural LOR LDR LDR MDR MDR MDR MDR HDR HDR N. Com O. Com , O.P./Com Limited I. General I. ),._ _ . . DU/ Acre 1 2 2.9 4.3 7.3 10.9 14.5 24 43 •• LM 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 5% Tl 13.2 12.2 11.3 10.7 10.2 9.2 8.7 8.2 6.7 5.3 5.3 4.7 4.2 4.2 3.7 1% LM 70 70 70 70 70 65 65 65 65 65 60 60 60 60 60 T| 12.5 11.5 10.5 10.0 9.6 8.4 7.9 7.4 6.1 4.7 4.5 4.1 3.7 3.7 3.2 2% LM 85 85 85 85 80 80 80 80 75 75 75 75 70 70 70 Tl 10.9 10.0 9.2 8.8 8.1 7.4 6.9 6.5 5.1 4.0 4.0 3.6 3.1 3.1 2.7 3% LM 100 100 100 95 95 95 90 90 90 85 85 85 80 80 80 Ti 10.3 9.5 8.8 8.1 7.8 7.0 6.4 6.0 4.9 3.8 3.8 1,4 2.9 79 2.6 5% LM 100 100 100 100 100 100 100 100 95 95 95 90 90 90 90 Tt 8.7 8,0 7.4 7.0 6.7 60 57 54 41 14 14 2.9 76 2.6 2.3 1094 LM 100 100 100 100 100 100 100 100 100 100 inn 100 too 100 100 Ti 6.9 64 5.8 5.6 5.3 48 45 43 3 5 27 27 2.4 22 2.2 1.9 *See Table 3-1 for more detailed description 3-12 i i 15 20 90 40 90 1 Duralion (1)Fronvp»»ciptoionmBp«d»lwTnin*6hrand24hramourws far th* Mfectad toquincy. ThM* map* an inducted in the County Hydratogy Manual (10, 50, and 100 yr imps included In ttw OMi0n and Procodura Manual). (2) Aiuct 8 hr predptaton (if iwoMsary) so ttiat It is wieiin th» rang* of 46% to €6% of the 24 hr precipitation (not (3) Plot 6 hr praolpiMion on the rtjpht side of the chart. f4) Ota* a Km through KM point parallel to the plotted (fries. (5)Ttel«»toth«toBn»*y-duretkm<^vefioT boin0 analyzed Thte chart repiacas the Intonsi^Diuatipn-FrBquency curvMU*wf»inc«19e5. Intomlty-Ouratim DMigo Ctwrt - Twiptate A I i Feat — SJflt — 40M — 3000 -—2800 1NO XM MO KM ^ -K— M* > — 4M —.31* 200 1M — JO — 40 — 30 — 20 — 10 i AE EQUAHON T /11.9LS\0.38STc = 1 — - — -IV AE / Te = TlfMOf concantratlon(houw) L • Watercourse Olctanco frnlbs) AE * Cl»aiw« In elavatlon along affecdv* slop* lino (Sao Rguro 3-5) (fwt) Tc Hours 4 — J — 2— k \ Xv*Vvv X X X X X X LX M»M PMt X X-A **•" 0.5 — ..4000 x% — 3000X X — 2000 X s — 1BOO x — 1600 X — 1400 X — 1200 — 1000 _ MM^^ wv^ — MO — 700 — 600 — 500 — 400 m — MO • — 200 Mlrtutas — 240 MM •Mi — 180 •M> W — 120 -100 -N -M .7* — 60 — 90 — 40 — 30 — 20 — It — 16 — 14 — 12 — 10 — •—8 — 7 — I — 5 — 4 —3 L Te iCE: California Division erf Highways (1941) and Kirpich (1940) j tlmt o# - .. . . I. L G..U H E. Nomograph for Oeterminatfon of i • consanttatsoft p"cl of waval Urn® ffij tor Moturai ^fatersheds ^**l ^ SECTION 3 Pipe flow velocity = 6.51(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 4.85 min. Process from Point/Station 2013.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 2013.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.760(Ac.) Runoff from this stream = 2.968(CFS) Time of concentration = 4.85 min. Rainfall intensity = 6.850(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) .787 .968 1.000 * 0.684 * Qmax(2) = 1.000 1.000 9.00 4.85 1.000 * 1.000 * 0.538 * 1.000 * 4.687 6.850 2.787) + 2.968) + 2.787) + 2.968) + 4.817 4.467 Total of 2 streams to confluence: Flow rates before confluence point: 2.787 2.968 Maximum flow rates at confluence using above data: 4.817 4.467 Area of streams before confluence: 1.060 0.760 Results of confluence: Total flow rate = 4.817(CFS) Time of concentration = 9.004 min. Effective stream area after confluence = 1.820(Ac.) Process from Point/Station 2013.000 to Point/Station 2020.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 102.860(Ft.) Downstream point/station elevation = 101.030(Ft.) Pipe length = 183.28(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.817(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.817(CFS) Normal flow depth in pipe = 8.57(In.) Flow top width inside pipe = 17.98(In.) Critical Depth = 10.12(In.) Pipe flow velocity = 5.81(Ft/s) Travel time through pipe = 0.53 min. Time of concentration (TC) =9.53 min. Process from Point/Station 2020.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 2020.000 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.820(Ac.) Runoff from this stream = 4.817(CFS) Time of concentration = 9.53 min. Rainfall intensity = 4.519(In/Hr) Process from Point/Station 2022.000 to Point/Station **** INITIAL AREA EVALUATION **** 2024.000 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 115.890(Ft.) Highest elevation = 119.300(Ft.) Lowest elevation = 116.970(Ft.) Elevation difference = 2.330(Ft.) Slope = 2.011 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.01 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.76 minutes TC = [1.8*(1.1-C)*distance(Ft.)*.5)/(% slope*(1/3)] TC = [1.8*(1.1-0.5700)*( 80.000*.5)/( 2.Oil*(1/3)]= 6.76 The initial area total distance of 115.89 (Ft.) entered leaves a remaining distance of. 35.89 (Ft.) Using Figure 3-4, the travel time for this distance is 0.55 minutes for a distance of 35.89 (Ft.) and a slope of 2.01 % with an elevation difference of 0.72(Ft.) from the end of the top area Tt = [11.9*length(Mi)*3)/(elevation change(Ft.))]*.385 *60(min/hr) 0.553 Minutes Tt=[(ll. 9*0.0068*3)/( 0.72)]*.385= 0.55 Total initial area Ti = 6.76 minutes from Figure 3-3 formula plus 0.55 minutes from the Figure 3-4 formula = 7.31 minutes Rainfall intensity (I) = 5.360(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.306(CFS) Total initial stream area = 0.100(Ac.) Process from Point/Station 2024.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 2026.000 Top of street segment elevation = 116.970(Ft.) End of street segment elevation = 110.880(Ft.) Length of street segment = 620.010(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 2.081(CFS) Depth of flow = 0.282(Ft.), Average velocity = 2.113(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.578(Ft.) Flow velocity = 2.11(Ft/s) Travel time = 4.89 min. TC = 12.20 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 3.852(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.986 Subarea runoff = 3.493(CFS) for 1.630(Ac.) Total runoff = 3.799(CFS) Total area = 1.730(Ac.) Street flow at end of street = 3.799(CFS) Half street flow at end of street = 3.799(CFS) Depth of flow = 0.334(Ft.), Average velocity = 2.442(Ft/s) Flow width (from curb towards crown)= 12.199(Ft.) Process from Point/Station 2026.000 to Point/Station 2020.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 101.570(Ft.) Downstream point/station elevation = 101.300(Ft.) Pipe length = 26.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.799(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.799(CFS) Normal flow depth in pipe = 7.46(In.) Flow top width inside pipe = 17.74(In.) Critical Depth = 8.93(In.) Pipe flow velocity = 5.48(Ft/s) Travel time through pipe = Time of concentration (TC) = 0.08 min. 12.29 min. Process from Point/Station 2020.000 to Point/Station 2020.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.730(Ac.) Runoff from this stream = 3.799(CFS) Time of concentration = 12.29 min. Rainfall intensity = 3.836(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(l) 4.817 3.799 = 1.000 * 1.000 * 9.53 12.29 1.000 * 0.776 * Qmax(2) = 0.849 * 1.000 * 1.000 * 1.000 * 4.519 3.836 4.817) + 3.799) + 4.817) + 3.799) + 7.764 7.888 Total of 2 streams to confluence: Flow rates before confluence point: 4.817 3.799 Maximum flow rates at confluence using above data: 7.764 7.888 Area of streams before confluence: 1.820 1.730 Results of confluence: Total flow rate = 7.888(CFS) Time of concentration = 12.286 min. Effective stream area after confluence = 3.550(Ac.) Process from Point/Station 2020.000 to Point/Station 2006.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 100.700(Ft.) Downstream point/station elevation = 98. 670(Ft.) Pipe length = 92.98(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.888(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 7.888(CFS) Normal flow depth in pipe = 9.08(In.) Flow top width inside pipe = 18.00(In.) Critical Depth = 13.06(In.) Pipe flow velocity = 8.82(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 12.46 min. Process from Point/Station 2006.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 2006.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.550(Ac.) Runoff from this stream = 7.888(CFS) Time of concentration = 12.46 min. Rainfall intensity = 3.801(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax ( 1 ) 7.380 7.888 = 1.000 * 1.000 * 8.20 12.46 1.000 * 0.658 * Qmax(2) = 0.763 * 1.000 * 1.000 * 1.000 * 4.979 3.801 7.380) + 7.888) + 7.380) 7.888) 12.571 13.523 Total of 2 main streams to confluence: Flow rates before confluence point: 7.380 7.888 Maximum flow rates at confluence using above data: 12.571 13.523 Area of streams before confluence: 4.090 3.550 Results of confluence: Total flow rate = 13.523(CFS) Time of concentration = 12.462 min. Effective stream area after confluence =7.640(Ac.) Process from Point/Station 2006.000 to Point/Station 2028.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 98.340(Ft.) Downstream point/station elevation = 89.770(Ft.) Pipe length = 210.86(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.523(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 13.523(CFS) Normal flow depth in pipe = 8.95(In.) Flow top width inside pipe = 23.21(In.) Critical Depth = 15.88(In.) Pipe flow velocity = 12.65(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 12.74 min. Process from Point/Station 2028.000 to Point/Station 2030.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 89.350(Ft.) Downstream point/station elevation = 88.690(Ft.) Pipe length = 66.51(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.523(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 13.523(CFS) Normal flow depth in pipe = 13.41(In.) Flow top width inside pipe = 23,83(In.) Critical Depth = 15.88(In.) Pipe flow velocity = 7.50(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 12.89 min. Process from Point/Station 2030.000 to Point/Station 2030.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 7.640(Ac.) Runoff from this stream = 13.523(CFS) Time of concentration = 12.89 min. Rainfall intensity = 3.720(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 2130.000 to Point/Station 2036.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 603.200(Ft.) Highest elevation = 131.000(Ft.) Lowest elevation = 98.500(Ft.) Elevation difference = 32.500(Ft.) Slope = 5.388 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 5.39 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.44 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slope*(1/3)] TC = [1.8*(1.1-0.5700)*( 100.000A.5)/( 5.390^(1/3)]= 5.44 The initial area total distance of 603.20 (Ft.) entered leaves a remaining distance of 503.20 (Ft.) Using Figure 3-4, the travel time for this distance is 2.89 minutes for a distance of 503.20 (Ft.) and a slope of 5.39 % with an elevation difference of 27.12(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 2.892 Minutes Tt=[ (11.9*0.0953X3)/( 27.12)]*.385= 2.89 Total initial area Ti = 5.44 minutes from Figure 3-3 formula plus 2.89 minutes from the Figure 3-4 formula = 8.33 minutes Rainfall intensity (I) = 4.927(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 5.870(CFS) Total initial stream area = 2.090(Ac.) Process from Point/Station 2036.000 to Point/Station 2030.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 88.800(Ft.) Downstream point/station elevation = 88.690(Ft.) Pipe length = 2.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.870(CFS) Given pipe size = • 18.00(In.) Calculated individual pipe flow = 5.870(CFS) Normal flow depth in pipe = 6.50(In.) Flow top width inside pipe = 17.29(In.) Critical Depth = 11.22(In.) Pipe flow velocity = 10.19(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 8.34 min. Process from Point/Station 2030.000 to Point/Station 2030.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.090(Ac.) Runoff from this stream = 5.870(CFS) Time of concentration = 8.34 min. Rainfall intensity = 4.926(In/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 2038.000 to Point/Station 2040.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 120.390(Ft.) Highest elevation = 104.600 (Ft.) Lowest elevation = 101.940(Ft.) Elevation difference = 2.660(Ft.) Slope = 2.209 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.21 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.55 minutes TC = [1.8* (l.l-C)*distance(Ft.)A.5)/(% slope*(1/3)] TC = [1.8* (1.1-0.5700)*( 80.000*.5)/( 2.209^(1/3)]= 6.55 The initial area total distance of 120.39 (Ft.) entered leaves a remaining distance of 40.39 (Ft.) Using Figure 3-4, the travel time for this distance is 0.58 minutes for a distance of 40.39 (Ft.) and a slope of 2.21 % with an elevation difference of 0.89(Ft.) from the end of the top area Tt = [11.9*length(Mi)*3)/(elevation change(Ft.))]*.385 *60(min/hr) = 0.585 Minutes Tt=[(11.9*0.0076*3)/( 0.89)]A.385= 0.58 Total initial area Ti = 6.55 minutes from Figure 3-3 formula plus 0.58 minutes from the Figure 3-4 formula = 7.14 minutes Rainfall intensity (I) = 5.446(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.497(CFS) Total initial stream area = 0.160(Ac.) Process from Point/Station 2040.000 to Point/Station 2042.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 101.940(Ft.) End of street segment elevation = 99.080(Ft.) Length of street segment = 260.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 2.610(CFS) Depth of flow = 0.295(Ft.), Average velocity = 2.328(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.263(Ft.) Flow velocity = 2.33(Ft/s) Travel time = 1.86 min. TC = 9.00 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.690(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.986 Subarea runoff = 4.128(CFS) for 1.570(Ac.) Total runoff = 4.624(CFS) Total area = 1.730(Ac.) Street flow at end of street = 4.624(CFS) Half street flow at end of street = 4.624(CFS) Depth of flow = 0.348 (Ft.), Average velocity = 2.674(Ft/s) Flow width (from curb towards crown)= 12.891(Ft.) Process from Point/Station 2042.000 to Point/Station 2030.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 88.960(Ft.) Downstream point/station elevation = 88.690(Ft.) Pipe length = 26.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.624(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.624(CFS) Normal flow depth in pipe = 8.34(In.) Flow top width inside pipe = 17.95(In.) Critical Depth = 9.91(In.) Pipe flow velocity = 5.78(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 9.07 min. Process from Point/Station 2030.000 to Point/Station 2030.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.730(Ac.) Runoff from this stream = 4.624(CFS) Time of concentration = 9.07 min. Rainfall intensity = 4.664(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.523 12.89 3.720 2 5.870 8.34 4.926 3 4.624 9.07 4.664 Qmax(1) = 1.000 * 1.000 * 13.523) + 0.755 * 1.000 * 5.870) + 0.798 * 1.000 * 4.624) + = 21.644 Qmax(2) = 1.000 * 0.647 * 13.523) + 1.000 * 1.000 * 5.870) + 1.000 * 0.919 * 4.624) + = 18.868 Qmax(3) = 1.000 * 0.704 * 13.523) + 0.947 * 1.000 * 5.870) + 1.000 * 1.000 * 4.624) + = 19.705 Total of 3 main streams to confluence: Flow rates before confluence point: 13.523 5.870 4.624 Maximum flow rates at confluence using above data: 21.644 18.868 19.705 Area of streams before confluence: 7.640 2.090 1.730 Results of confluence: Total flow rate = 21.644(CFS) Time of concentration = 12.887 min. Effective stream area after confluence = 11.460(Ac.) Process from Point/Station 2030.000 to Point/Station 2035.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 88.360(Ft.) Downstream point/station elevation = 88.280(Ft.) Pipe length = 16.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 21.644(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 21.644(CFS) Normal flow depth in pipe = 19.31(In.) Flow top width inside pipe = 28.73(In.) Critical Depth = 18.96(In.) Pipe flow velocity = 6.48(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 12.93 min. Process from Point/Station 2035.000 to Point/Station 2035.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 11.460(Ac.) Runoff from this stream = 21.644(CFS) Time of concentration = 12.93 min. Rainfall intensity = 3.712(In/Hr) Process from Point/Station 2032.000 to Point/Station 2034.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 123.380(Ft.) Highest elevation = 109.300(Ft.) Lowest elevation = 107.140(Ft.) Elevation difference = 2.160(Ft.) Slope = 1.751 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.75 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.08 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slopeA(l/3)] TC = [1.8* (1.1-0.5700)*( 80.000*.5)/( 1. 751* (1/3)]= 7.08 The initial area total distance of 123.38 (Ft.) entered leaves a remaining distance of 43.38 (Ft.) Using Figure 3-4, the travel time for this distance is 0.68 minutes for a distance of 43.38 (Ft.) and a slope of 1.75 % with an elevation difference of 0.76(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]*.385 *60(min/hr) 0.676 Minutes Tt=[(11.9*0.0082*3)/( 0.76)]".385= 0.68 Total initial area Ti = 7.08 minutes from Figure 3-3 formula plus 0.68 minutes from the Figure 3-4 formula = 7.75 minutes Rainfall intensity (I) = 5.161(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.471(CFS) Total initial stream area = 0.160(Ac.) Process from Point/Station 2034.000 to Point/Station 2033.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 107.140(Ft.) End of street segment elevation = 98.590(Ft.) Length of street segment = 511.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(In.) 2.497(CFS) 3.015(Ft/a) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street = Depth of flow = 0.264(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.721(Ft.) Flow velocity = 3.02(Ft/s) Travel time = 2.82 min. TC = 10.58 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.224(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.055 Subarea runoff = 3.984(CFS) for 1.690(Ac.) Total runoff = 4.455(CFS) Total area = 1.850(Ac.] Street flow at end of street = 4.455(CFS) Half street flow at end of street = 4.455(CFS) Depth of flow = 0.311(Ft.), Average velocity = 3.462(Ft/s) Flow width (from curb towards crown)= 11.042(Ft.) Process from Point/Station 2033.000 to Point/Station 2035.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 88.390(Ft.) Downstream point/station elevation = 88.280(Ft.) Pipe length = 2.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.455(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.455(CFS) Normal flow depth in pipe = 5.63(In.) Flow top width inside pipe = 16.69(In.) Critical Depth = 9.72(In.) Pipe flow velocity = 9.43(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 10.58 min. Process from Point/Station 2035.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 2035.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.850(Ac.) Runoff from this stream = 4.455(CFS) Time of concentration = 10.58 min. Rainfall intensity = 4.223(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (rain) (In/Hr) 1 21.644 12.93 3.712 2 4.455 10.58 4.223 Qmax(1) = 1.000 * 1.000 * 21.644) + 0.879 * 1.000 * 4.455) + = 25.559 Qmax(2) = 1.000 * 0.819 * 21.644) + 1.000 * 1.000 * 4.455) + = 22.174 Total of 2 streams to confluence: Flow rates before confluence point: 21.644 4.455 Maximum flow rates at confluence using above data: 25.559 22.174 Area of streams before confluence: 11.460 1.850 Results of confluence: Total flow rate = 25.559(CFS) Time of concentration = 12.929 min. Effective stream area after confluence = 13.310(Ac.) Process from Point/Station 2035.000 to Point/Station 2043.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 87.950(Ft.) Downstream point/station elevation = 86.460(Ft.) Pipe length = 149.05(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 25.559(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 25.559(CFS) Normal flow depth in pipe = 17.16(In.) Flow top width inside pipe = 29.69(In.) Critical Depth = 20.67(In.) Pipe flow velocity = 8.81(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 13.21 min. Process from Point/Station 2043.000 to Point/Station 2044.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 86.130(Ft.) Downstream point/station elevation = 84.560(Ft.) Pipe length = 165.53(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 25.559(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 25.559(CFS) Normal flow depth in pipe = 17.44(In.) Flow top width inside pipe = 29.60(In.) Critical Depth = 20.67(In.) Pipe flow velocity = 8.63(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 13.53 min. Process from Point/Station 2044.000 to Point/Station 2044.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 13.310(Ac.) Runoff from this stream = 25.559(CFS) Time of concentration = 13.53 min. Rainfall intensity = 3.605(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 2046.000 to Point/Station 2048.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 200.000(Ft.) Highest elevation = 115.000(Ft.) Lowest elevation = 105.130(Ft.) Elevation difference = 9.870(Ft.) Slope = 4.935 % Top of Initial Area Slope adjusted by User to 1.500 % Bottom of Initial Area Slope adjusted by User to 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.50 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.45 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 80.000*.5)/( 1 . 500*(1/3)] = 7.45 The initial area total distance of 200.00 (Ft.) entered leaves a remaining distance of 120.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.83 minutes for a distance of 120.00 (Ft.) and a slope of 1.00 % with an elevation difference of 1.20(Ft.) from the end of the top area Tt = [11.9*length(Mi)*3)/(elevation change(Ft.))]*.385 *60(min/hr) = 1.835 Minutes Tt=[ (11.9*0.0227*3)/( 1.20)]*.385= 1.83 Total initial area Ti = 7.45 minutes from Figure 3-3 formula plus 1.83 minutes from the Figure 3-4 formula = 9.29 minutes Rainfall intensity (I) = 4.594(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.707(CFS) Total initial stream area = 0.270(Ac.) Process from Point/Station 2048.000 to Point/Station 2044.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 89.600(Ft.) Downstream point/station elevation = 84.470(Ft.) Pipe length = 25.82(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.707(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.707(CFS) Normal flow depth in pipe = 1.54(In.) Flow top width inside pipe = 10.08(In.) Critical Depth = 3.74(In.) Pipe flow velocity = 9.64(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 9.33 min. Process from Point/Station 2044.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 2044.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.270(Ac.) Runoff from this stream = 0.707(CFS) Time of concentration = 9.33 min. Rainfall intensity = 4.580(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 25.559 0.707 1.000 * 0.787 * Qmax(2) = 1.000 1.000 13.53 9.33 1.000 * 1 . 000 * 0.690 * 1.000 * 3 .605 4.580 25.559) + 0.707) + 25.559) + 0.707) + 26.115 18.338 Total of 2 main streams to confluence: Flow rates before confluence point: 25.559 0.707 Maximum flow rates at confluence using above data: 26.115 18.338 Area of streams before confluence: 13.310 0.270 Results of confluence: Total flow rate = 26.115(CFS) Time of concentration = 13.530 min. Effective stream area after confluence = 13.580(Ac.) Process from Point/Station 2044.000 to Point/Station 2050.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 84.140(Ft.) Downstream point/station elevation = 77.050(Ft.) Pipe length = 208.29(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 26.115(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 26.115(CFS) Normal flow depth in pipe = 12.15(In.) Flow top width inside pipe = 29.45(In.) Critical Depth = 20.91(In.) Pipe flow velocity = 13.99(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 13.78 min. Process from Point/Station 2050.000 to Point/Station 2050.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 13.580(Ac.) Runoff from this stream = 26.115(CFS) Time of concentration = 13.78 min. Rainfall intensity = 3.563(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 2052.000 to Point/Station 2054.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 114.930(Ft.) Highest elevation = 109.300(Ft.) Lowest elevation = 107.190(Ft.) Elevation difference = 2.110(Ft.) Slope = 1.836 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.84 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.97 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slopeA(l/3)] TC = [1.8* (1.1-0.5700)*( 80.000A.5)/( 1.836*(1/3)]= 6.97 The initial area total distance of 114.93 (Ft.) entered leaves a remaining distance of 34.93 (Ft.) Using Figure 3-4, the travel time for this distance is 0.56 minutes for a distance of 34.93 (Ft.) and a slope of 1.84 % with an elevation difference of 0.64(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]*.385 *60(min/hr) 0.561 Minutes Tt=[(11.9*0.0066A3)/( 0.64)]A.385= 0.56 Total initial area Ti = 6.97 minutes from Figure 3-3 formula plus 0.56 minutes from the Figure 3-4 formula = 7.53 minutes Rainfall intensity (I) = 5.260(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.360(CFS) Total initial stream area = 0.120(Ac.) Process from Point/Station 2054.000 to Point/Station 2056.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 107.190(Ft.) End of street segment elevation = 103.000(Ft.) Length of street segment = 240.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 1.214(CFS) Depth of flow = 0.225(Ft.), Average velocity = 2.325(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.742(Ft.) Flow velocity = 2.33(Ft/s) Travel time = 1.72 min. TC = 9.25 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.607(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.433 Subarea runoff = 1.636(CFS) for 0.640(Ac.) Total runoff = 1.996(GPS) Total area = 0.760(Ac.) Street flow at end of street = l.996(CFS) Half street flow at end of street = 1.996(CPS) Depth of flow = 0.257(Ft.), Average velocity = 2.606(Ft/s) Flow width (from curb towards crown)= 8.356(Ft.) Process from Point/Station 2056.000 to Point/Station 2057.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 103.000(Ft.) End of street segment elevation = 92.500(Ft.) Length of street segment = 168.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 2.154(CFS) Depth of flow = 0.221(Ft.), Average velocity = 4.337(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.552(Ft.) Flow velocity = 4.34(Ft/s) Travel time = 0.65 min. TC = 9.90 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.410(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.513 Subarea runoff = 0.267(CFS) for 0.140(Ac.) Total runoff = 2.263(CFS) Total area = 0.900(Ac.) Street flow at end of street = 2.263(CFS) Half street flow at end of street = 2.263(CFS) Depth of flow = 0.224(Ft.), Average velocity = 4.385(Ft/s) Flow width (from curb towards crown)= 6.697(Ft.) Process from Point/Station 2057.000 to Point/Station 2050.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 77.110(Ft.) Downstream point/station elevation = 77.050(Ft.) Pipe length = 2.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.263(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.263(CFS) Normal flow depth in pipe = 4.65(In.) Flow top width inside pipe = 15.75(In.) Critical Depth = 6.82(In.) Pipe flow velocity = 6.27(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 9.90 min. Process from Point/Station 2050.000 to Point/Station 2050.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.900(Ac.) Runoff from this stream = 2.263(CFS) Time of concentration = 9.90 min. Rainfall intensity = 4.408(In/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 2058.000 to Point/Station 2060.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 196.000(Ft.) Highest elevation = 102.840(Ft.) Lowest elevation = 93. 000(Ft.) Elevation difference = 9.840(Ft.) Slope = 5.020 % Top of Initial Area Slope adjusted by User to 0.249 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.25 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 10.72 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slopeA(l/3)] TC = [1.8* (1.1-0.5700)*( 50.000A.5)/( 0.249^(1/3)]= 10.72 Rainfall intensity (I) = 4.188(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.382(CFS) Total initial stream area = 0.160(Ac.) Process from Point/Station 2060.000 to Point/Station 2050.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 77.590(Ft.) Downstream point/station elevation = 77.050(Ft.) Pipe length = 26.79(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.382(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.382(CFS) Normal flow depth in pipe = 1.99(In.) Flow top width inside pipe = 11.28(In.) Critical Depth = 2.73(In.) Pipe flow velocity = 3.60(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 10.85 min. Process from Point/Station 2050.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 2050.000 The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.160(Ac.) Runoff from this stream = 0.382(CFS) Time of concentration = 10.85 min. Rainfall intensity = 4.157(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax ( 1 ) 26 2 0 = 1 0 0 .115 .263 .382 .000 * .808 * .857 * 13 9 10 1 1 1 .78 .90 .85 .000 * .000 * .000 * 26 2 0 .115) .263) .382) Qmax(2) = .000 * .000 * .000 * Qmax(31 1.000 * 0.943 * 1.000 * 0.719 * 1.000 * 0.913 * 0.787 * 1.000 * 1.000 * 3 .563 4.408 4.157 26.115) + 2.263) + 0.382) + 26.115) + 2.263) + 0.382) + 28.271 21.382 23.074 Total of 3 main streams to confluence: Flow rates before confluence point: 26.115 2.263 0.382 Maximum flow rates at confluence using above data: 28.271 21.382 23.074 Area of streams before confluence: 13.580 0.900 0.160 Results of confluence: Total flow rate = 28.271(CFS) Time of concentration = 13.778 min. Effective stream area after confluence = 14.640(Ac.) Process from Point/Station 2050.000 to Point/Station 2064.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 76.720(Ft.) Downstream point/station elevation = 73.290(Ft.) Pipe length = 76.87(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 28.271(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 28.271(CFS) Normal flow depth in pipe = 11.79(In.) Flow top width inside pipe = 29.30(In.) Critical Depth = 21.75(In.) Pipe flow velocity = 15.78(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 13.86 min. Process from Point/Station 2064.000 to Point/Station 2064.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 14.640(Ac.) Runoff from this stream = 28.271(CFS) Time of concentration = 13.86 min. Rainfall intensity = 3.549(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 2066.000 to Point/Station 2068.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 148.080(Ft.) Highest elevation = 107.000(Ft.) Lowest elevation = 90.460(Ft.) Elevation difference = 16.540(Ft.) Slope = 11.170 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 11.17 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.27 minutes TC = [1.8*(l.l-C)*distance(Ft.)*.5)/(% slope*(1/3)] TC = [1.8*(1.1-0.5700)*( 100.000*.5)/( 11.170A (1/3)]= 4.27 The initial area total distance of 148.08 (Ft.) entered leaves a remaining distance of 48.08 (Ft.) Using Figure 3-4, the travel time for this distance is 0.36 minutes for a distance of 48.08 (Ft.) and a slope of 11.17 % with an elevation difference of 5.37(Ft.) from the end of the top area Tt = [11.9*length(Mi)*3)/(elevation change(Ft.))]*.385 *60(min/hr) = 0.358 Minutes Tt=[(ll.9*0.0091*3)/( 5.37)]*.385= 0.36 Total initial area Ti = 4.27 minutes from Figure 3-3 formula plus 0.36 minutes from the Figure 3-4 formula = 4.63 minutes Calculated TC of 4.626 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.703(CFS) Total initial stream area = 0.180(Ac.) Process from Point/Station 2068.000 to Point/Station 2070.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 90.460(Ft.) End of street segment elevation = 86.100(Ft.) Length of street segment = 436.640(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000 (Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 3.809(CFS) Depth of flow = 0.333(Ft.), Average velocity = 2.459(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.171(Ft.) Flow velocity = 2.46(Ft/s) Travel time = 2.96 min. TC = 7.59 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 5.235(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.305 Subarea runoff = 6.131(CFS) for 2.110(Ac.) Total runoff = 6.834(CFS) Total area = 2.290(Ac.) Street flow at end of street = 6.834(CFS) Half street flow at end of street = 6.834(CFS) Depth of flow = 0.396(Ft.), Average velocity = 2.837(Ft/s) Flow width (from curb towards crown)= 15.302(Ft.) Process from Point/Station 2070.000 to Point/Station 2072.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 76.760(Ft.) Downstream point/station elevation = 76.740(Ft.) Pipe length = 3.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.834(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.834(CFS) Normal flow depth in pipe = 13.24(In.) Flow top width inside pipe = 15.87(In.) Critical Depth = 12.14(In.) Pipe flow velocity = 4.91(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 7.60 min. Process from Point/Station 2072.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 2072.000 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.290(Ac.) Runoff from this stream = 6.834(CFS) Time of concentration = 7.60 min. Rainfall intensity = 5.230(In/Hr) Process from Point/Station 2074.000 to Point/Station **** INITIAL AREA EVALUATION **** 2076.000 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 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance =116.560 (Ft.) Highest elevation = 90.800(Ft.) Lowest elevation = 88.590(Ft.) Elevation difference = 2.210(Ft.) Slope = 1.896 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80,00 (Ft) for the top area slope value of 1.90 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.89 minutes TC = [1.8M1.1-C) *distance(Ft.) A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 80.000*.5)/( 1.896A(1/3)]= 6.89 The initial area total distance of 116.56 (Ft.) entered leaves a remaining distance of 36.56 (Ft.) Using Figure 3-4, the travel time for this distance is 0.57 minutes for a distance of 36.56 (Ft.) and a slope of 1.90 % with an elevation difference of 0.69(Ft.) from the end of the top area Tt = [11.9*length(Mi)*3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.574 Minutes Tt=[(ll.9*0.0069*3)/( 0.69)]A.385= 0.57 Total initial area Ti = 6.89 minutes from Figure 3-3 formula plus 0.57 minutes from the Figure 3-4 formula = 7.47 minutes Rainfall intensity (I) = 5.288(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.482(CFS) Total initial stream area = 0.160(Ac.) Process from Point/Station 2076.000 to Point/Station 2078.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 88.590(Ft.) End of street segment elevation = 86.100(Ft.) Length of street segment = 259.050(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 2.072(CFS) Depth of flow = 0.282(Ft.), Average velocity = 2.093(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.603(Ft.) Flow velocity = 2.09(Ft/s) Travel time = 2.06 min. TC = 9.53 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.519(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.792 Subarea runoff = 3.098(CFS) for 1.230(Ac.) Total runoff = 3.580(CFS) Total area = 1.390(Ac.) Street flow at end of street = 3.580(CFS) Half street flow at end of street = 3.580(CFS) Depth of flow = 0.329(Ft.), Average velocity = 2.388(Ft/s) Flow width (from curb towards crown)= 11.966(Ft.) Process from Point/Station 2078.000 to Point/Station 2072.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 76.880(Ft.) Downstream point/station elevation = 76.740(Ft.) Pipe length = 27.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.580(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.580(CFS) Normal flow depth in pipe = 8.79(In.) Flow top width inside pipe = 18.00(In.) Critical Depth = 8.67(In.) Pipe flow velocity = 4.18(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 9.64 min. Process from Point/Station 2072.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 2072.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.390(Ac.) Runoff from this stream = 3.580(CFS) Time of concentration = 9.64 min. Rainfall intensity = 4.485(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax ( 1 ) 6.834 3.580 = 1.000 * 1.000 * 7.60 9.64 1.000 * 0.788 * Qmax(2) = 0.858 1.000 1.000 * 1.000 * 6.834) 3.580) 5.230 4.485 + = 6.834) + 3.580) + 9.655 9 .441 Total of 2 streams to confluence: Flow rates before confluence point: 6.834 3.580 Maximum flow rates at confluence using above data: 9.655 9.441 Area of streams before confluence: 2.290 1.390 Results of confluence: Total flow rate = 9.655(CFS) Time of concentration = 7.598 min. Effective stream area after confluence = • 3.680(Ac.) Process from Point/Station 2072.000 to Point/Station 2073.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 76.320(Ft.) Downstream point/station elevation = 74.950(Ft.) Pipe length = 175.95(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.655(CFS) Given pipe size = 18.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 0.811(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 1.486(Ft.) Minor friction loss = 0.695(Ft.) K-factor = 1.50 Pipe flow velocity = 5.46(Ft/s) Travel time through pipe = 0.54 min. Time of concentration (TC) = 8.13 min. Process from Point/Station 2073.000 to Point/Station 2064.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 74.620(Ft.) Downstream point/station elevation = 73.290(Ft.) Pipe length = 175.47(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.655(CFS) Given pipe size = 18.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 0.847(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 1.482(Ft.) Minor friction loss = 0.695(Ft.) K-factor = 1.50 Pipe flow velocity = 5.46(Ft/s) Travel time through pipe = 0.54 min. Time of concentration (TC) = 8.67 min. Process from Point/Station 2064.000 to Point/Station 2064.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.680(Ac.) Runoff from this stream = 9.655(CFS) Time of concentration = 8.67 min. Rainfall intensity = 4.803(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 28.271 9.655 1.000 * 0.739 * Qmax(2) = 1.000 * 1.000 * 13.86 8.67 1.000 * 1.000 * 0.626 * 1.000 * 3.549 4.803 28.271) + 9.655) + 28.271) + 9.655) + 35.406 27.341 Total of 2 main streams to confluence: Flow rates before confluence point: 28.271 9.655 Maximum flow rates at confluence using above data: 35.406 27.341 Area of streams before confluence: 14.640 3.680 Results of confluence: Total flow rate = 35.406(CFS) Time of concentration = 13.859 min. Effective stream area after confluence =18.320(Ac.) Process from Point/Station 2064.000 to Point/Station 2080.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 72.960(Ft.) Downstream point/station elevation = 71.510 (Ft.) Pipe length = 268.64(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 35.406(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 35.406(CFS) Normal flow depth in pipe = 22.69(In.) Flow top width inside pipe = 34.76(In.) Critical Depth = 23.20(In.) Pipe flow velocity = 7.55(Ft/s) Travel time through pipe = 0.59 min. Time of concentration (TC) = 14.45 min. Process from Point/Station 2080.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 2082.000 Upstream point/station elevation = 71.180(Ft.) Downstream point/station elevation = 70.940(Ft.) Pipe length = 47.04(Ft.) Manning's N = 0.013 No. of pipes = \ Required pipe flow = 35.406(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 35.406(CFS) Normal flow depth in pipe = 23.11(In.) Flow top width inside pipe = 34.52(In.) Critical Depth = 23.20(In.) Pipe flow velocity = 7.38(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 14.56 min. Process from Point/Station 2082.000 to Point/Station 2082.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 18.320(Ac.) Runoff from this stream = 35.406(CFS) Time of concentration = 14.56 min. Rainfall intensity = 3.438(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 2086.000 to Point/Station 2088.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 118.160(Ft.) Highest elevation = 89.600(Ft.) Lowest elevation = 87.000(Ft.) Elevation difference = 2.600(Ft.) Slope = 2.200 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.20 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.56 minutes TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 80.000A.5)/( 2.200A(1/3)]= 6.56 The initial area total distance of 118.16 (Ft.) entered leaves a remaining distance of 38.16 (Ft.) Using Figure 3-4, the travel time for this distance is 0.56 minutes for a distance of 38.16 (Ft.) and a slope of 2.20 % with an elevation difference of 0.84(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]".385 *60(min/hr) 0.561 Minutes Tt=[(11.9*0.0072"3)/( 0.84)]".385= 0.56 Total initial area Ti = 6.56 minutes from Figure 3-3 formula plus 0.56 minutes from the Figure 3-4 formula = 7.12 minutes Rainfall intensity (I) = 5.453(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.466(CFS) Total initial stream area = 0.150(Ac.) Process from Point/Station 2088.000 to Point/Station 2084.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 87.000(Ft.) End of street segment elevation = 83.000(Ft.) Length of street segment = 414.160(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 1.530(CFS) Depth of flow = 0.259(Ft.), Average velocity = 1.952(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.463(Ft.) Flow velocity = 1.95(Ft/s) Travel time = 3.54 min. TC = 10.66 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.205(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.604 Subarea runoff = 2.074(CFS) for 0.910(Ac.) Total runoff = 2.540(CFS) Total area = 1.060(Ac.) Street flow at end of street = 2.540(CFS) Half street flow at end of street = 2.540(CFS) Depth of flow = 0.298(Ft.), Average velocity = 2.202(Ft/s) Flow width (from curb towards crown)= 10.422(Ft.) Process from Point/Station 2084.000 to Point/Station 2084.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.060(Ac.) Runoff from this stream = 2.540(CFS) Time of concentration = 10.66 min. Rainfall intensity = 4.205(In/Hr) Process from Point/Station 2240.000 to Point/Station 2242.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 121.480(Ft.) Highest elevation = 93.300(Ft.) Lowest elevation = 90.430(Ft.) Elevation difference = 2.870(Ft.) Slope = 2.363 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.36 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.41 minutes TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8*{1.1-0.5700)*( 80.000A.5)/( 2.363A(1/3)]= 6.41 The initial area total distance of 121.48 (Ft.) entered leaves a remaining distance of 41.48 (Ft.) Using Figure 3-4, the travel time for this distance is 0.58 minutes for a distance of 41.48 (Ft.) and a slope of 2.36 % with an elevation difference of 0.98(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.581 Minutes Tt=[(11.9*0.0079A3)/( 0.98)]A.385= 0.58 Total initial area Ti = 6.41 minutes from Figure 3-3 formula plus 0.58 minutes from the Figure 3-4 formula = 6.99 minutes Rainfall intensity (I) = 5.520(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.472(CFS) Total initial stream area = 0.150(Ac.) Process from Point/Station 2242.000 to Point/Station 2084.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 90.430(Ft.) End of street segment elevation = 83.000(Ft.) Length of street segment = 342.490(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 0.921(CFS) Depth of flow = 0.203(Ft.), Average velocity = 2.383(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.649(Ft.) Flow velocity = 2.38(Ft/s) Travel time = 2.40 min. TC = 9.38 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.564(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.285 Subarea runoff = 0.829(CFS) for 0.350(Ac.) Total runoff = 1.30KCFS) Total area = 0.500 (Ac.) Street flow at end of street = 1.30KCFS) Half street flow at end of street = 1.301(CFS) Depth of flow = 0.222(Ft.), Average velocity = 2.569(Ft/s) Flow width (from curb towards crown)= 6.624(Ft.) Process from Point/Station 2084.000 to Point/Station 2084.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.500(Ac.) Runoff from this stream = 1.301(CFS) Time of concentration = 9.38 min. Rainfall intensity = 4.564(In/Hr) Process from Point/Station 2244.000 to Point/Station 2246.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 67.970(Ft.) Highest elevation = 89.060(Ft.) Lowest elevation = 88.900(Ft.) Elevation difference = 0.160(Ft.) Slope = 0.235 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.23 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 10.93 minutes TC = [1.8*(l.l-C)*distance(Ft.)*.5)/(% slope"(1/3)] TC = [1.8* (1.1-0.5700)*( 50.000*.5)/( 0.235^(1/3)]= 10.93 The initial area total distance of 67.97 (Ft.) entered leaves a remaining distance of 17.97 (Ft.) Using Figure 3-4, the travel time for this distance is 0.74 minutes for a distance of 17.97 (Ft.) and a slope of 0.23 % with an elevation difference of 0.04(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))P.385 *60(min/hr) 0.743 Minutes Tt=[(11.9*0.0034A3)/( 0.04)]*.385= 0.74 Total initial area Ti = 10.93 minutes from Figure 3-3 formula plus 0.74 minutes from the Figure 3-4 formula = 11.67 minutes Rainfall intensity (I) = 3.965(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.113(CFS) Total initial stream area = 0.050(Ac.) Process from Point/Station 2246.000 to Point/Station 2084.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 88.900(Ft.) End of street segment elevation = 83.000(Ft.) Length of street segment = 256.660(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 0.377(CFS) Depth of flow = 0.158(Ft.), Average velocity = 2.073(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 3.378(Ft.) Flow velocity = 2.07(Ft/s) Travel time = 2.06 min. TC = 13.74 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 3.569(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.199 Subarea runoff = 0.599(CFS) for 0.300(Ac.) Total runoff = 0.712(CFS) Total area = 0.350(Ac.) Street flow at end of street = 0.712(CFS) Half street flow at end of street = 0.712(CFS) Depth of flow = 0.188 (Ft.), Average velocity = 2.313(Ft/s) Flow width (from curb towards crown)= 4.903(Ft.) Process from Point/Station 2084.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 2084.000 Along Main Stream number: 2 in normal stream number 3 Stream flow area = 0.350(Ac.) Runoff from this stream = 0.712(CFS) Time of concentration = 13.74 min. Rainfall intensity = 3.569(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax(1) = 2.540 1.301 0.712 1.000 * 0.921 * 1.000 * Qmax(2) = Qmax(3) = 000 * 000 * 000 * 0.849 * 0.782 * 1.000 * 10.66 9.38 13.74 1.000 * 1.000 * 0.776 * 0.880 * 1.000 * 0.683 * 1.000 * 1.000 * 1.000 * 4.205 4.564 3.569 2.540) + 1.301) + 0.712) + ,540) ,301) 0.712) ,540) ,301) 0.712) 4.291 4.024 3.886 Total of 3 streams to confluence: Flow rates before confluence point: 2.540 1.301 0.712 Maximum flow rates at confluence using above data: 4.291 4.024 3.886 Area of streams before confluence: 1.060 0.500 0.350 Results of confluence: Total flow rate = 4.291(CFS) Time of concentration = 10.657 min. Effective stream area after confluence =1.910(Ac. Process from Point/Station 2084.000 to Point/Station 2082.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 72.700(Ft.) Downstream point/station elevation = 72.110(Ft.) Pipe length = 2.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.291(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.291(CFS) Normal flow depth in pipe = 3.61(In.) Flow top width inside pipe = 14.42(In.) Critical Depth = 9.52(In.) Pipe flow velocity = 16.97(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 10.66 min. Process from Point/Station 2082.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 2082.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.910(Ac.) Runoff from this stream = 4.291(CFS) Time of concentration = 10.66 min. Rainfall intensity = 4.204(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 35.406 4.291 Qmax(1) = 1.000 0.818 Qmax(2) = 1.000 1.000 14.56 10.66 1.000 * 1.000 * 0.732 * 1.000 * 3.438 4.204 35.406) + 4.291) + 35.406) + 4.291) + 38.915 30.216 Total of 2 main streams to confluence: Flow rates before confluence point: 35.406 4.291 Maximum flow rates at confluence using above data: 38.915 30.216 Area of streams before confluence: 18.320 1.910 Results of confluence: Total flow rate = 38.915(CFS) Time of concentration = 14.558 min. Effective stream area after confluence = 20.230(Ac.) Process from Point/Station 2082.000 to Point/Station 2089.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 70.610(Ft.) Downstream point/station elevation = 69.420(Ft.) Pipe length = 238.71(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 38.915(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 38.915(CFS) Normal flow depth in pipe = 24.94(In.) Flow top width inside pipe = 33.22(In.) Critical Depth = 24.38(In.) Pipe flow velocity = 7.44(Ft/s) Travel time through pipe = 0.53 min. Time of concentration (TC) = 15.09 min. Process from Point/Station 2089.000 to Point/Station 2097.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 69.090(Ft.) Downstream point/station elevation = 67.810(Ft.) Pipe length = 237.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 38.915(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 38.915(CFS) Normal flow depth in pipe = 24.23(In.) Flow top width inside pipe = 33.77(In.) Critical Depth = 24.38(In.) Pipe flow velocity = 7.69(Ft/s) Travel time through pipe = 0.51 min. Time of concentration (TC) = 15.61 min. Process from Point/Station 2097.000 to Point/Station 2097.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 20.230(Ac.) Runoff from this stream = 38.915(CFS) Time of concentration = 15.61 min. Rainfall intensity = 3.287(In/Hr) Process from Point/Station 2092.000 to Point/Station 2094.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 127.520 (Ft.) Highest elevation = 85.100(Ft.) Lowest elevation = 82.660(Ft.) Elevation difference = 2.440(Ft.) Slope = 1.913 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.91 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.87 minutes TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slope*(1/3)] TC = [1.8* (1.1-0.5700)*( 80.000*.5)/( 1.913A (1/3)]= 6.87 The initial area total distance of 127.52 (Ft.) entered leaves a remaining distance of 47.52 (Ft.) Using Figure 3-4, the travel time for this distance is 0.70 minutes for a distance of 47.52 (Ft.) and a slope of 1.91 % with an elevation difference of 0.91(Ft.) from the end of the top area Tt = [11.9*length(Mi)*3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.700 Minutes Tt=[ (11.9*0.0090A3)/( 0.91)]A.385= 0.70 Total initial area Ti = 6.87 minutes from Figure 3-3 formula plus 0.70 minutes from the Figure 3-4 formula = 7.57 minutes Rainfall intensity (I) = 5.241(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.627(CFS) Total initial stream area = 0.210(Ac.) Process from Point/Station 2094.000 to Point/Station 2096.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 82.660(Ft.) End of street segment elevation = 75.540(Ft.) Length of street segment = 449.220(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 2.874(CFS) Depth of flow = 0.288(Ft.), Average velocity = 2.738(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.911(Ft.) Flow velocity = 2.74(Ft/s) Travel time = 2.73 min. TC = 10.31 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.296(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.174 Subarea runoff = 4.417(CFS) for 1.850(Ac.) Total runoff = 5.044(CFS) Total area = 2.060(Ac.) Street flow at end of street = 5.044(CFS) Half street flow at end of street = 5.044(CFS) Depth of flow = 0.338(Ft.), Average velocity = 3.136(Ft/s) Flow width (from curb towards crown)= 12.414(Ft.) Process from Point/Station 2096.000 to Point/Station 2097.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 69.100(Ft.) Downstream point/station elevation = 68.980(Ft.) Pipe length = 2.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.044(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.044(CFS) Normal flow depth in pipe = 5.87(In.) Flow top width inside pipe = 16.88(In.) Critical Depth = 10.36(In.) Pipe flow velocity = 10.08(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 10.31 min. Process from Point/Station 2097.000 to Point/Station 2097.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.060(Ac.) Runoff from this stream = 5.044(CFS) Time of concentration = 10.31 min. Rainfall intensity = 4.294(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 38.915 5.044 1.000 * 0.765 * Qmax(2) = 1.000 1.000 15.61 10.31 1.000 * 1.000 * 0.661 * 1.000 * 3.287 4.294 38.915) + 5.044) + 38.915) + 5.044) + 42.776 30.758 Total of 2 streams to confluence: Flow rates before confluence point: 38.915 5.044 Maximum flow rates at confluence using above data: 42.776 30.758 Area of streams before confluence: 20.230 2.060 Results of confluence: Total flow rate = 42.776(CFS) Time of concentration = 15.608 min. Effective stream area after confluence = 22.290(Ac.) Process from Point/Station 2097.000 to Point/Station 2090.000 **** piPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 67.480(Ft.) Downstream point/station elevation = 67.330(Ft.) Pipe length = 14.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 42.776(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 42.776(CFS) Normal flow depth in pipe = 20.74(In.) Flow top width inside pipe = 35.58(In.) Critical Depth = 25.57(In.) Pipe flow velocity = 10.15(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 15.63 min. Process from Point/Station 2090.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 2090.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 22.290(Ac.) Runoff from this stream = 42. 776(CFS) Time of concentration = 15.63 min. Rainfall intensity = 3.284(In/Hr) Process from Point/Station 2098.000 to Point/Station **** INITIAL AREA EVALUATION **** 2100.000 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 47.820(Ft.) Highest elevation = 87.500(Ft.) Lowest elevation = 87.440(Ft.) Elevation difference = 0.060(Ft.) Slope = 0.125 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.13 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 13.49 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8* (1.1-0.5700)*( 50.000A.5)/( 0.125A(1/3)]= 13.49 Rainfall intensity (I) = 3.611(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.103(CFS) Total initial stream area = 0.050(Ac.) Process from Point/Station 2100.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 2102.000 Top of street segment elevation = 87.440(Ft.) End of street segment elevation = 75.470(Ft.) Length of street segment = 913.870(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 0.205(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel Halfstreet flow width = 5.768(Ft.) Flow velocity = 1.87(Ft/s) Travel time = 8.15 min. TC = 21.64 min. Adding area flow to street Decimal fraction soil group A = 0.000 0.748(CFS) 1.869(Ft/s) Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 2.663(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.559 Subarea runoff = 1.384(CFS) for 0.930(Ac.) Total runoff = 1.487(CFS) Total area = 0.980(Ac. Street flow at end of street = 1.487(CFS) Half street flow at end of street = 1.487(CFS) Depth of flow = 0.247 (Ft.), Average velocity = 2.180(Ft/s) Flow width (from curb towards crown)= 7.841(Ft.) Process from Point/Station 2102.000 to Point/Station 2090.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 68.640(Ft.) Downstream point/station elevation = 68.500(Ft.) Pipe length = 27.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.487(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.487(CFS) Normal flow depth in pipe = 5.45(In.) Flow top width inside pipe = 16.54(In.) Critical Depth = 5.48(In.) Pipe flow velocity = 3.29(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 21.78 min. Process from Point/Station 2090.000 to Point/Station 2090.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.980(Ac.) Runoff from this stream = 1.487(CFS) Time of concentration = 21.78 min. Rainfall intensity = 2.651(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 42.776 15.63 3.284 2 1.487 21.78 2.651 Qmax(1) = 1.000 * 1.000 * 42.776) + 1.000 * 0.718 * 1.487) + = 43.844 Qmax(2) = 0.807 * 1.000 * 42.776) + 1.000 * 1.000 * 1.487) + = 36.023 Total of 2 streams to confluence: Flow rates before confluence point: 42.776 1.487 Maximum flow rates at confluence using above data: 43.844 36.023 Area of streams before confluence: 22.290 0.980 Results of confluence: Total flow rate = 43.844(CFS) Time of concentration = 15.632 min. Effective stream area after confluence = 23.270(Ac.) Process from Point/Station 2090.000 to Point/Station 2104.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 67.000(Ft.) Downstream point/station elevation = 66.080(Ft.) Pipe length = 91.61(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 43.844(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 43.844(CFS) Normal flow depth in pipe = 21.26(In.) Flow top width inside pipe = 35.41(In.) Critical Depth = 25.90(In.) Pipe flow velocity = 10.09(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 15.78 min. Process from Point/Station 2104.000 to Point/Station 2104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 23.270(Ac.) Runoff from this stream = 43.844(CFS) Time of concentration = 15.78 min. Rainfall intensity = 3.264(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 2110.000 to Point/Station 2112.000 **** 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 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 487.350(Ft.) Highest elevation = 209.000(Ft.) Lowest elevation = 140.000 (Ft.) Elevation difference = 69.000(Ft.) Slope = 14.158 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 14.16 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.58 minutes TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slope*(1/3)] TC = [1.8*(1.1-0.3500)*( 100.000*.5)/( 14.158* (1/3)]= 5.58 The initial area total distance of 487.35 (Ft.) entered leaves a remaining distance of 387.35 (Ft.) Using Figure 3-4, the travel time for this distance is 1.63 minutes for a distance of 387.35 (Ft.) and a slope of 14.16 % with an elevation difference of 54.84(Ft.) from the end of the top area Tt = [11. 9*length(Mi)A3)/(elevation change(Ft.))]*.385 *60(min/hr) 1.630 Minutes Tt=[(ll.9*0.0734*3)/( 54.84)]*.385= 1.63 Total initial area Ti = 5.58 minutes from Figure 3-3 formula plus 1.63 minutes from the Figure 3-4 formula = 7.21 minutes Rainfall intensity (I) = 5.409(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 2.954(CFS) Total initial stream area = 1.560(Ac.) Process from Point/Station 2112.000 to Point/Station 2113.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 136.500(Ft.) Downstream point/station elevation = 124.900(Ft.) Pipe length = 24.12(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.954(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.954(CFS) Normal flow depth in pipe = 2.80(In.) Flow top width inside pipe = 10.15(In.) Critical Depth = 8.84(In.) Pipe flow velocity = 21.19(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 7.23 min. Process from Point/Station 2113.000 to Point/Station 2114.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 124.400(Ft.) Downstream point/station elevation = 121.330(Ft.) Pipe length = 14.06(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.954(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.954(CFS) Normal flow depth in pipe = 3.00(In.) Flow top width inside pipe = 13.41(In.) Critical Depth = 7.83(In.) Pipe flow velocity = 15.30(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 7.25 min. Process from Point/Station 2114.000 to Point/Station 2116.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 121.000(Ft.) Downstream point/station elevation = 119.350(Ft.) Pipe length = 82.36(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.954(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.954(CFS) Normal flow depth in pipe = 5.44(In.) Flow top width inside pipe = 16.53(In.) Critical Depth = 7.83(In.) Pipe flow velocity = 6.55(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 7.45 min. Process from Point/Station 2116.000 to Point/Station 2116.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.560(Ac.) Runoff from this stream = 2.954(CFS) Time of concentration = 7.45 min. Rainfall intensity = 5.295(In/Hr) Process from Point/Station 2118.000 to Point/Station 2120.000 **** 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 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 502.100(Ft.) Highest elevation = 209.000(Ft.) Lowest elevation = 143.500(Ft.) Elevation difference = 65.500(Ft.) Slope = 13.045 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 13.05 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.73 minutes TC = [1.8*(l.l-C)*distance(Ft.)*.5)/(% slope*(1/3)] TC = [1.8*(1.1-0.3500)*( 100.000*.5)/( 13.045*(1/3)]= 5.73 The initial area total distance of 502.10 (Ft.) entered leaves a remaining distance of 402.10 (Ft.) Using Figure 3-4, the travel time for this distance is 1.73 minutes for a distance of 402.10 (Ft.) and a slope of 13.05 % with an elevation difference of 52.45(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]*.385 *60(min/hr) 1.732 Minutes Tt=[(11.9*0.0762*3)/( 52.45)]*.385= 1.73 Total initial area Ti = 5.73 minutes from Figure 3-3 formula plus 1.73 minutes from the Figure 3-4 formula = 7.47 minutes Rainfall intensity (I) = 5.289(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 2.536(CFS) Total initial stream area = 1.370(Ac.) Process from Point/Station 2120.000 to Point/Station 2121.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 140.400(Ft.) Downstream point/station elevation = 124.000(Ft.) Pipe length = 32.46(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.536(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 2.536(CFS) Normal flow depth in pipe = 2.57(In.) Flow top width inside pipe = 9.84(In.) Critical Depth = 8.18(In.) Pipe flow velocity = 20.63(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 7.49 min. Process from Point/Station 2121.000 to Point/Station 2116.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 123.500(Ft.) Downstream point/station elevation = 119.350(Ft.) Pipe length = 14.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.536(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.536(CFS) Normal flow depth in pipe = 2.58(In.) Flow top width inside pipe = 12.62(In.) Critical Depth = 7.24(In.) Pipe flow velocity = 16.27(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 7.51 min. Process from Point/Station 2116.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 2116.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.370(Ac.) Runoff from this stream = 2.536(CFS) Time of concentration = 7.51 min. Rainfall intensity = 5.271(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) = 2.954 2.536 .000 .000 Qmax(2) = 0.995 * 1.000 * 7.45 7.51 1.000 * 0.993 * 1.000 * 1.000 * 5.295 5.271 2.954) + 2.536) + 2.954) + 2.536) + 5.472 5.476 Total of 2 streams to confluence: Flow rates before confluence point: 2.954 2.536 Maximum flow rates at confluence using above data: 5.472 5.476 Area of streams before confluence: 1.560 1.370 Results of confluence: Total flow rate = 5.476(CFS) Time of concentration = 7.507 min. Effective stream area after confluence = 2.930(Ac.) Process from Point/Station 2116.000 to Point/Station 2117.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 119.020(Ft.) Downstream point/station elevation = 117. 840(Ft.) Pipe length = 160.06(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.476(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.476(CFS) Normal flow depth in pipe = 10.13(In.) Flow top width inside pipe = 17.86(In.) Critical Depth = 10.81(In.) Pipe flow velocity = 5.35(Ft/s) Travel time through pipe = 0.50 min. Time of concentration (TC) = 8.01 min. Process from Point/Station 2117.000 to Point/Station 2122.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 117.510(Ft.) Downstream point/station elevation = 115.270(Ft.) Pipe length = 169.67(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.476(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.476(CFS) Normal flow depth in pipe = 8.51(In.) Flow top width inside pipe = 17.97(In.) Critical Depth = 10.81(In.) Pipe flow velocity = 6.66(Ft/s) Travel time through pipe = 0.42 min. Time of concentration (TC) = 8.43 min. Process from Point/Station 2122.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 2122.000 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.930(Ac.) Runoff from this stream = 5.476(CFS) Time of concentration = 8.43 min. Rainfall intensity = 4.891(In/Hr) Process from Point/Station 2124.000 to Point/Station **** INITIAL AREA EVALUATION **** 2126.000 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 118.140(Ft.) Highest elevation = 132.200(Ft.) Lowest elevation = 130.000(Ft.) Elevation difference = 2.200(Ft.) Slope = 1.862 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.86 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.94 minutes TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8* (1.1-0.5700)*( 80.000A.5)/( 1.862A(1/3)]= 6.94 The initial area total distance of 118.14 (Ft.) entered leaves a remaining distance of 38.14 (Ft.) Using Figure 3-4, the travel time for this distance is 0.60 minutes for a distance of 38.14 (Ft.) and a slope of 1.86 % with an elevation difference of 0.71 (Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.597 Minutes Tt=[(11.9*0.0072A3)/( 0.71)]".385= 0.60 Total initial area Ti = 6.94 minutes from Figure 3-3 formula plus 0.60 minutes from the Figure 3-4 formula = 7.53 minutes Rainfall intensity (I) = 5.259(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.480(CFS) Total initial stream area = 0.160(Ac.) Process from Point/Station 2126.000 to Point/Station 2128.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 130.000(Ft.) End of street segment elevation = 122.410(Ft.) Length of street segment = 756.730(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 2.647(CFS) Depth of flow = 0.300(Ft.), Average velocity = 2.256(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.516(Ft.) Flow velocity = 2.26(Ft/s) Travel time = 5.59 min. TC = 13.12 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 3.676(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.288 Subarea runoff = 4.256(CFS) for 2.100(Ac.) Total runoff = 4.736(CFS) Total area = 2.260(Ac.) Street flow at end of street = 4.736(CFS) Half street flow at end of street = 4.736(CFS) Depth of flow = 0.355(Ft.), Average velocity = 2.597(Ft/s) Flow width (from curb towards crown)= 13.251(Ft.) Process from Point/Station 2128.000 to Point/Station 2122.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 115.540(Ft.) Downstream point/station elevation = 115.270(Ft.) Pipe length = 26.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.736(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.736(CFS) Normal flow depth in pipe = 8.45(In.) Flow top width inside pipe = 17.97(In.) Critical Depth = 10.03(In.) Pipe flow velocity = 5.81(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 13.20 min. Process from Point/Station 2122.000 to Point/Station 2122.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.260(Ac.) Runoff from this stream = 4.736(CFS) Time of concentration = 13.20 min. Rainfall intensity = 3.662(In/Hr) Process from Point/Station 2130.000 to Point/Station 2132.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D = 0.000 0.000 0.000 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 60. 000 (Ft.) Highest elevation = 131. 000 (Ft.) Lowest elevation = 130. 000 (Ft.) Elevation difference = 1.000 (Ft.) Slope = 1.667 % Top of Initial Area Slope adjusted by User to 0.154 % Bottom of Initial Area Slope adjusted by User to 0.154 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.15 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 12.59 minutes TC = [1.8*(1.1-C) *distance(Ft.) A.5)/(% slope*(l/3)] TC = [1.8*(1.1-0.5700}*( 50.000".5)/( 0 . 154" (1/3 ) ] = 12.59 The initial area total distance of 60.00 (Ft.) entered leaves a remaining distance of 10.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.56 minutes for a distance of 10.00 (Ft.) and a slope of 0.15 % with an elevation difference of 0.02(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.556 Minutes Tt=[ (11.9*0.0019*3)/( 0.02)]A.385= 0.56 Total initial area Ti = 12.59 minutes from Figure 3-3 formula plus 0.56 minutes from the Figure 3-4 formula = 13.14 minutes Rainfall intensity (I) = 3.673(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.084(CFS) Total initial stream area = 0.040(Ac.) Process from Point/Station 2132.000 to Point/Station 2134.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 130.060(Ft.) End of street segment elevation = 122.410(Ft.) Length of street segment = 772.690(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 1.049(CFS) Depth of flow = 0.233(Ft.), Average velocity = 1.806(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.163(Ft.) Flow velocity = 1.81(Ft/s) Travel time = 7.13 min. TC = 20.27 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 2.777(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.752 Subarea runoff = 2.006(CFS) for 1.280(Ac.) Total runoff = 2.090(CFS) Total area = 1.320(Ac.) Street flow at end of street = 2.090(CFS) Half street flow at end of street = 2.090(CFS) Depth of flow = 0.282(Ft.), Average velocity = 2.121(Ft/s) Flow width (from curb towards crown)= 9.579 (Ft.) Process from Point/Station 2134.000 to Point/Station 2122.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 115.300(Ft.) Downstream point/station elevation = 115.270(Ft.) Pipe length = 2.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.090(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.090(CFS) Normal flow depth in pipe = 5.32(In.) Flow top width inside pipe = 16.43(In.) Critical Depth 6.54(In.) Pipe flow velocity = 4.78(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 20.28 min. Process from Point/Station 2122.000 to Point/Station 2122.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 3 Stream flow area = 1.320(Ac.) Runoff from this stream = 2.090(CFS) Time of concentration = 20.28 min. Rainfall intensity = 2.776(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax ( 1 ) 5 4 2 = 1 1 1 .476 .736 .090 .000 * .000 * .000 * 8, 13, 20. 1 , 0. 0 .43 .20 .28 .000 .639 .416 * * * Qmax(2) = 0.749 * Qmax(3) = 000 * 000 * 0.568 * 0.758 * 1.000 * 1.000 * 1.000 * 0.651 * 1.000 * 1.000 * 1.000 * 4.891 3.662 2.776 5.476) + 4.736) + 2.090) + 5.476) + 4.736) + 2.090) + 5.476) + 4.736) + 2.090) + 9.369 10.196 8.788 Total of 3 streams to confluence: Flow rates before confluence point: 5.476 4.736 2.090 Maximum flow rates at confluence using above data: 9.369 10.196 8.788 Area of streams before confluence: 2.930 2.260 1.320 Results of confluence: Total flow rate = 10.196(CFS) Time of concentration = 13.201 min. Effective stream area after confluence = 6.510(Ac.) Process from Point/Station 2122.000 to Point/Station 2136.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 114.940(Ft.) Downstream point/station elevation = 113.060(Ft.) Pipe length = 200.81(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.196(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 10.196(CFS) Normal flow depth in pipe = 11.51(In.) Flow top width inside pipe = 23.98(In.) Critical Depth = 13.71(In.) Pipe flow velocity = 6.84(Ft/s) Travel time through pipe = 0.49 min. Time of concentration (TC) = 13.69 min. Process from Point/Station 2136.000 to Point/Station 2136.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 6.510(Ac.) Runoff from this stream = 10.196(CFS) Time of concentration = 13.69 min. Rainfall intensity = 3.577(In/Hr) Process from Point/Station 2138.000 to Point/Station 2140.000 **** 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 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 717.490(Ft.) Highest elevation = 218.500(Ft.) Lowest elevation = 124.500(Ft.) Elevation difference = 94.000(Ft.) Slope = 13.101 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 13.10 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.73 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slope*(1/3)] TC = [1.8* (1.1-0.3500)*( 100.000A.5)/( 13.101^(1/3)]= 5.73 The initial area total distance of 717.49 (Ft.) entered leaves a remaining distance of 617.49 (Ft.) Using Figure 3-4, the travel time for this distance is 2.41 minutes for a distance of 617.49 (Ft.) and a slope of 13.10 % with an elevation difference of 80.90(Ft.) from the end of the top area Tt = [11. 9*length(Mip3)/ (elevation change (Ft.))] A .385 *60(min/hr) = 2.406 Minutes Tt=[(ll.9*0.1169*3)/( 80.90)]x.385= 2.41 Total initial area Ti = 5.73 minutes from Figure 3-3 formula plus 2.41 minutes from the Figure 3-4 formula = 8.13 minutes Rainfall intensity (I) = 5.006(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 11.668(CFS) Total initial stream area = 6.660(Ac.) Process from Point/Station 2140.000 to Point/Station 2136.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 120.010(Ft.) Downstream point/station elevation = 113.060(Ft.) Pipe length = 34.77(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.668(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 11.668(CFS) Normal flow depth in pipe = 6.12(In.) Flow top width inside pipe = 17.05(In.) Critical Depth = 15.60(In.) Pipe flow velocity = 22.06(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 8.16 min. Process from Point/Station 2136.000 to Point/Station 2136.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 6.660(Ac.) Runoff from this stream = 11.668(CFS) Time of concentration = 8.16 min. Rainfall intensity = 4.995(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.196 13.69 3.577 2 11.668 8.16 4.995 Qmax(1) = 1.000 * 1.000 * 10.196) + 0.716 * 1.000 * 11.668) + = 18.553 Qmax(2) 1.000 1.000 0.596 * 1.000 * 10.196) + 11.668) + =17.745 Total of 2 streams to confluence: Flow rates before confluence point: 10.196 11.668 Maximum flow rates at confluence using above data: 18.553 17.745 Area of streams before confluence: 6.510 6.660 Results of confluence: Total flow rate = 18.553(CFS) Time of concentration = 13.690 min. Effective stream area after confluence = 13.170(Ac. Process from Point/Station 2136.000 to Point/Station 2250.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 112.730(Ft.) Downstream point/station elevation = 102.860(Ft.) Pipe length = 222.83(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 18.553(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 18.553(CFS) Normal flow depth in pipe = 10.41(In.) Flow top width inside pipe = 23.79(In.) Critical Depth = 18.62(In.) Pipe flow velocity = 14.22(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 13.95 min. Process from Point/Station 2250.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 2250.000 Along Main Stream number: 2 in normal stream number Stream flow area = 13.170(Ac.) Runoff from this stream = 18.553(CFS) Time of concentration = 13.95 min. Rainfall intensity = 3.534(In/Hr) DEFINED FLOW INFORMATION £~/v/? Point/Station **** 2258.000 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 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity (I) = 4.441(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 9.79 min. Rain intensity = 4.44(In/Hr) Total area = 1.300(Ac.) Total runoff = 3.389(CFS) Process from Point/Station 2258.000 to Point/Station 2250.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 104.000(Ft.) Downstream point/station elevation = 102.910(Ft.) Pipe length = 84.36(Ft.) Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 3.389(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.389(CFS) Normal flow depth in pipe = 7.09(In.) Flow top width inside pipe = 17.59(In.) Critical Depth = 8.42(In.) Pipe flow velocity = 5.24(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 10.06 min. Process from Point/Station 2250.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 2250.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.300(Ac.) Runoff from this stream = 3.389(CFS) Time of concentration = 10.06 min. Rainfall intensity = 4.364(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 18.553 3.389 Qmax(1) = 1.000 0 .810 Qmax(2) = 1.000 * 1.000 * 13.95 10.06 1.000 * 1.000 * 0.721 * 1.000 * 3.534 4.364 18.553) + 3.389) + 18.553) + 3.389) + 21.297 16.764 Total of 2 streams to confluence: Flow rates before confluence point: 18.553 3.389 Maximum flow rates at confluence using above data: 21.297 16.764 Area of streams before confluence: 13.170 1.300 Results of confluence: Total flow rate = 21.297(CFS) Time of concentration = 13.951 min. Effective stream area after confluence = 14.470(Ac.! Process from Point/Station 2250.000 to Point/Station 2142.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 102.530(Ft.) Downstream point/station elevation = 90.780(Ft.) Pipe length = 202.82(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 21.297(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 21.297(CFS) Normal flow depth in pipe = 10.43(In.) Flow top width inside pipe = 23.79(In.) Critical Depth = 19.82(In.) Pipe flow velocity = 16.27(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 14.16 min. Process from Point/Station 2142.000 to Point/Station 2142.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 14.470(Ac.) Runoff from this stream = 21.297(CFS) Time of concentration = 14.16 min. Rainfall intensity = 3.500(In/Hr) Process from Point/Station 2144.000 to Point/Station 2146.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 121.810(Ft.) Highest elevation = 124.300(Ft.) Lowest elevation = 121.830(Ft.) Elevation difference = 2.470(Ft.) Slope = 2.028 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.03 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.74 minutes TC = [1.8*(1.1-C)*distance(Ft.)x.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 80.000A.5)/( 2.028^(1/3)]= 6.74 The initial area total distance of 121.81 (Ft.) entered leaves a remaining distance of 41.81 (Ft.) Using Figure 3-4, the travel time for this distance is 0.62 minutes for a distance of 41.81 (Ft.) and a slope of 2.03 % with an elevation difference of 0.85(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]*.385 *60(min/hr) 0.621 Minutes Tt=[(11.9*0.0079A3)/( 0.85)]A.385= 0.62 Total initial area Ti = 6.74 minutes from Figure 3-3 formula plus 0.62 minutes from the Figure 3-4 formula = 7.36 minutes Rainfall intensity (I) = 5.338(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.456(CFS) Total initial stream area = 0.150(Ac.) Process from Point/Station 2146.000 to Point/Station 2148.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 121.830(Ft.) End of street segment elevation = 96. 090(Ft.) Length of street segment = 595.100(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 2.233(CFS) Depth of flow = 0.234(Ft.), Average velocity = 3.791(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.222(Ft.) Flow velocity = 3.79(Ft/s) Travel time = 2.62 min. TC = 9.98 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.387(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.901 Subarea runoff = 3.495(CFS) for 1.430(Ac.) Total runoff = 3.95KCFS) Total area = 1.580 (Ac.) Street flow at end of street = 3.951(CFS) Half street flow at end of street = 3.95KCFS) Depth of flow = 0.274(Ft.), Average velocity = 4.330(Ft/s) Flow width (from curb towards crown)= 9.193(Ft.) Process from Point/Station 2148.000 to Point/Station 2142.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 91.320(Ft.) Downstream point/station elevation = 90.780(Ft.) Pipe length = 26.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.951(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.951(CFS) Normal flow depth in pipe = 6.32(In.) Flow top width inside pipe = 17.18(In.) Critical Depth = 9.13(In.) Pipe flow velocity = 7.13(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 10.04 min. Process from Point/Station 2142.000 to Point/Station 2142.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.580(Ac.) Runoff from this stream = 3.951(CFS) Time of concentration = 10.04 min. Rainfall intensity = 4.369(In/Hr) Process from Point/Station 2150.000 to Point/Station 2152.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 42.660 (Ft.) Highest elevation = 123.130(Ft.) Lowest elevation = 121.960(Ft.) Elevation difference = 1.170(Ft.) Slope = 2.743 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 2.74 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.64 minutes TC = [1.8*(1.1-C)*distance(Ft.)~.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 95.000*.5)/( 2.743^(1/3)]= 6.64 Rainfall intensity (I) = 5.703(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.163(CFS) Total initial stream area = 0.050(Ac.) Process from Point/Station 2152.000 to Point/Station 2154.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 121.960(Ft.) End of street segment elevation = 96.090(Ft.) Length of street segment = 651.230(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000 (Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 0.748(CFS) Depth of flow = 0.177(Ft.), Average velocity = 2.912(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.352(Ft.) Flow velocity = 2.91(Ft/s) Travel time = 3.73 min. TC = 10.37 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.279(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.331 Subarea runoff = 1.252(CFS) for 0.530(Ac.) Total runoff = 1.415(CFS) Total area = 0.580(Ac.) Street flow at end of street = 1.415(CFS) Half street flow at end of street = 1.415(CFS) Depth of flow = 0.210(Ft.), Average velocity = 3.313(Ft/s) Flow width (from curb towards crown)= 5. 996 (Ft.) Process from Point/Station 2154.000 to Point/Station 2142.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 90. 840 (Ft.) Downstream point/station elevation = 90.780(Ft.) Pipe length = 2.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.415(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.415(CFS) Normal flow depth in pipe = 3.67(In.) Flow top width inside pipe = 14.51(In.) Critical Depth = 5.34(In.) Pipe flow velocity = 5.47(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 10.38 min. Process from Point/Station 2142.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 2142.000 Along Main Stream number: 2 in normal stream number 3 Stream flow area = 0.580(Ac.) Runoff from this stream = 1.415(CFS) Time of concentration = 10.38 min. Rainfall intensity = 4.277(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 21.297 2 3.951 3 1.415 Qmax ( 1 ) = 1.000 * 0.801 * 0.818 * 14.16 10.04 10.38 1.000 * 1.000 * 1.000 * 3 4 4 21.297) + 3.951) + 1.415) + Qmax(2) = , 000 * .000 * .000 * Qmax(3) = 1.000 * 0.979 * 1.000 * 0.709 * 1.000 * 0.968 * 0.733 * 1.000 * 1.000 * 3 .500 4.369 4 .277 21.297) + 3.951) + 1.415) + 21.297) + 3.951) + 1.415) + 25.620 20.421 20.891 Total of 3 streams to confluence: Flow rates before confluence point: 21.297 3.951 1.415 Maximum flow rates at confluence using above data: 25.620 20.421 20.891 Area of streams before confluence: 14.470 1.580 0.580 Results of confluence: Total flow rate = 25.620(CFS) Time of concentration = 14.159 min. Effective stream area after confluence = 16.630(Ac.) Process from Point/Station 2142.000 to Point/Station 2157.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 90.450(Ft.) Downstream point/station elevation = 81.310(Ft.) Pipe length = 167.19(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 25.620(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 25.620(CFS) Normal flow depth in pipe = 10.59(In.) Flow top width inside pipe = 28.68(In.) Critical Depth = 20.70(In.) Pipe flow velocity = 16.55(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 14.33 min. Process from Point/Station 2157.000 to Point/Station 2156.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 80.980(Ft.) Downstream point/station elevation = 78.540(Ft.) Pipe length = 226.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 25.620(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 25.620(CFS) Normal flow depth in pipe = 18.21(In.) Flow top width inside pipe = 25.30(In.) Critical Depth = 21.20(In.) Pipe flow velocity = 8.98(Ft/s) Travel time through pipe = 0.42 min. Time of concentration (TC) = 14.75 min. Process from Point/Station 2156.000 to Point/Station 2158.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 78.210(Ft.) Downstream point/station elevation = 77.610(Ft.) Pipe length = 99.11(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 25.620(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 25.620(CFS) Normal flow depth in pipe = 20.34(In.) Flow top width inside pipe = 28.03(In.) Critical Depth = 20.70(In.) Pipe flow velocity = 7.23(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 14.98 min. Process from Point/Station 2158.000 to Point/Station **** CONFLUENCE OP MINOR STREAMS **** 2158.000 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 16.630(Ac.) Runoff from this stream = 25.620(CFS) Time of concentration = 14.98 min. Rainfall intensity = 3.376(In/Hr) Process from Point/Station 2166.000 to Poi **t*-trgER DEFINED PLOW INFORMATION AT 2166.000 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity (I) = 5.048(In/Hr) for a User specified values are as follows: TC = 8.03 min. Rain intensity = 5.05(In/Hr) Total area = 5.390(Ac.) Total runoff = 14.486(CFS) 100.0 year storm Process from Point/Station 2166.000 to Point/Station 2158.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 77.740(Ft.) Downstream point/station elevation = 77.610(Ft.) Pipe length = 3.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.486(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 14.486(CFS) Normal flow depth in pipe = 10.99(In.) Flow top width inside pipe = 17.55(In.) Critical Depth = 16.72(In.) Pipe flow velocity = 12.82(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 8.03 min. Process from Point/Station 2158.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 2158.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 5.390(Ac.) Runoff from this stream = 14.486(CFS) Time of concentration = 8.03 min. Rainfall intensity = 5.047(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 25.620 14.486 Qmax(1) = 1.000 * 0.669 * Qmax(2) = 1.000 1.000 14.98 8.03 1.000 * 1.000 * 0.536 * 1.000 * 3.376 5.047 25.620) + 14.486) + 25.620) + 14.486) + 35.311 28.224 Total of 2 streams to confluence: Flow rates before confluence point: 25.620 14.486 Maximum flow rates at confluence using above data: 35.311 28.224 Area of streams before confluence: 16.630 5.390 Results of confluence: Total flow rate = 35.311(CFS) Time of concentration = 14.975 min. Effective stream area after confluence = 22.020(Ac. Process from Point/Station 2158.000 to Point/Station 2159.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 77.280(Ft.) Downstream point/station elevation = 77.220(Ft.) Pipe length = 9.84(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 35.311(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 35.311(CFS) Normal flow depth in pipe = 21.73(In.) Flow top width inside pipe = 35.22(In.) Critical Depth = 23.17(In.) Pipe flow velocity = 7.92(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 15.00 min. Process from Point/Station 2159.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 2159.000 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 22.020(Ac.) Runoff from this stream = 35.311(CFS) Time of concentration = 15.00 min. Rainfall intensity = 3.373(In/Hr) Process from Point/Station 2160.000 to Point/Station 2162.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 127.820(Ft.) Highest elevation = 97.700(Ft.) Lowest elevation = 92.290(Ft.) Elevation difference = 5.410(Ft.) Slope = 4.233 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 4.23 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.90 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slope*(l/3)J TC = [1.8*(1.1-0.5700)*( 100.000*.5)/( 4.233A (1/3)] = 5.90 The initial area total distance of 127.82 (Ft.) entered leaves a remaining distance of 27.82 (Ft.) Using Figure 3-4, the travel time for this distance is 0.34 minutes for a distance of 27.82 (Ft.) and a slope of 4.23 % with an elevation difference of 1.18(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]*.385 *60(min/hr) 0.342 Minutes Tt=[(11.9*0.0053*3)/( 1.18)]A.385= 0.34 Total initial area Ti = 5.90 minutes from Figure 3-3 formula plus 0.34 minutes from the Figure 3-4 formula = 6.24 minutes Rainfall intensity (I) = 5.939(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.643(CFS) Total initial stream area = 0.190(Ac.) Process from Point/Station 2162.000 to Point/Station 2164.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 92.290(Ft.) End of street segment elevation = 84.310(Ft.) Length of street segment = 444.400(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 3,777(CFS) Depth of flow = 0.306(Ft.), Average velocity = 3.065(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.792(Ft.) Flow velocity = 3.07(Ft/s) Travel time = 2.42 min. TC = 8.66 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.808(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.425 Subarea runoff = 6.209(CFS) for 2.310(Ac.) Total runoff = 6.852(CFS) Total area = 2.500(Ac.) Street flow at end of street = 6.852(CFS) Half street flow at end of street = 6.852(CFS) Depth of flow = 0.363(Ft.), Average velocity = 3.542(Ft/s) Flow width (from curb towards crown)= 13.663(Ft.) Process from Point/Station 2164.000 to Point/Station 2159.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 77.770(Ft.) Downstream point/station elevation = 76.890(Ft.) Pipe length = 27.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.852(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.852(CFS) Normal flow depth in pipe = 7.50(In.) Flow top width inside pipe = 17.75(In.) Critical Depth = 12.16(In.) Pipe flow velocity = 9.83(Ft/s) Travel time through pipe = • 0.05 min. Time of concentration (TC) = 8.70 min. Process from Point/Station 2159.000 to Point/Station 2159.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.500(Ac.) Runoff from this stream = 6.852(CFS) Time of concentration = 8.70 min. Rainfall intensity = 4.792(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 35.311 15.00 3.373 2 6.852 8.70 4.792 Qmax(1) = 1.000 * 1.000 * 35.311) + 0.704 * 1.000 * 6.852) + = 40.134 Qmax(2) = 1.000 * 0.580 * 35.311) + 1.000 * 1.000 * 6.852) + = 27.341 Total of 2 streams to confluence: Flow rates before confluence point: 35.311 6.852 Maximum flow rates at confluence using above data: 40.134 27.341 Area of streams before confluence: 22.020 2.500 Results of confluence: Total flow rate = 40.134(CFS) Time of concentration = 14.996 min. Effective stream area after confluence = 24.520(Ac.) Process from Point/Station 2159.000 to Point/Station 2178.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 76.890(Ft.) Downstream point/station elevation = 74.800(Ft.) Pipe length = 157.37(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 40.134(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 40.134(CFS) Normal flow depth in pipe = 18.47(In.) Flow top width inside pipe = 35.99(In.) Critical Depth = 24.75(In.) Pipe flow velocity •= 10.99(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 15.23 min. Process from Point/Station 2178.000 to Point/Station 2178.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 24.520(Ac.) Runoff from this stream = 40.134 (CFS) Time of concentration = 15.23 min. Rainfall intensity = 3.339(In/Hr) Process from Point/Station 2180.000 to Point/Station 2182.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 97.880(Ft.) Highest elevation = 95.000(Ft.) Lowest elevation = 87.000(Ft.) Elevation difference = 8.000(Ft.) Slope = 8.173 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 8.17 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.74 minutes TC = [1.8*(1.1-C)*distance(Ft.)*.5)/(% slope^(l/3)] TC = [1.8*(1.1-0.5700)*( 100.000A.5)/( 8.173^(1/3)]= 4.74 Calculated TC of 4.736 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 1.562(CFS) Total initial stream area = 0.400(Ac.) Process from Point/Station 2182.000 to Point/Station 2178.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 80.200(Ft.) Downstream point/station elevation = 74.870(Ft.) Pipe length = 58.39(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.562(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 1.562(CFS) Normal flow depth in pipe = 2.51(In.) Flow top width inside pipe = 14.68(In.) Critical Depth = 5.17(In.) Pipe flow velocity = 8.97(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 4.84 min. Process from Point/Station 2178.000 to Point/Station 2178.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.400(Ac.) Runoff from this stream = 1.562(CFS) Time of concentration = 4.84 min. Rainfall intensity = 6.850(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 40.134 2 1.562 Qmax ( 1 ) = 1.000 * 0.487 * 15.23 4.84 1.000 * 1.000 * 3 6 40.134) + 1.562) + 3.339 6.850 Qmax{2) = 1.000 1.000 0.318 * 1.000 * 40.134) + 1.562) + 40.896 14.325 Total of 2 streams to confluence: Flow rates before confluence point: 40.134 1.562 Maximum flow rates at confluence using above data: 40.896 14.325 Area of streams before confluence: 24.520 0.400 Results of confluence: Total flow rate = 40.896(CFS) Time of concentration = 15.235 min. Effective stream area after confluence = 24.920(Ac.) Process from Point/Station 2178.000 to Point/Station 2184.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 74.470(Ft.) Downstream point/station elevation = 71.030(Ft.) Pipe length = 192.40(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 40.896 (CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 40.896(CFS) Normal flow depth in pipe = 17.11(In.) Flow top width inside pipe = 35.96(In.) Critical Depth = 25.00(In.) Pipe flow velocity = 12.34(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 15.49 min. Process from Point/Station 2184.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 2184.000 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 24.920(Ac.) Runoff from this stream = 40.896(CFS) Time of concentration = 15.49 min. Rainfall intensity = 3.303(In/Hr) Process from Point/Station 2186.000 to Point/Station 2188.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 113.330(Ft.) Highest elevation = 93.600(Ft.) Lowest elevation = 91.020(Ft.) Elevation difference = 2.580(Ft.) Slope = 2.277 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.28 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.49 minutes TC = [1.8*(l.l-C)*distance(Ft.)*.5)/(% slope*(l/3)] TC = [1.8*(1.1-0.5700)*( 80.000*.5)/( 2.277* (1/3)]= 6.49 The initial area total distance of 113.33 (Ft.) entered leaves a remaining distance of 33.33 (Ft.) Using Figure 3-4, the travel time for this distance is 0.50 minutes for a distance of 33.33 (Ft.) and a slope of 2.28 % with an elevation difference of 0.76(Ft.) from the end of the top area Tt = [11.9*length(Mi)*3)/(elevation change(Ft.))]*.385 *60(min/hr) = 0.498 Minutes Tt=[(ll,9*0.0063*3)/( 0.76)]*.385= 0.50 Total initial area Ti = 6.49 minutes from Figure 3-3 formula plus 0.50 minutes from the Figure 3-4 formula = 6.98 minutes Rainfall intensity (I) = 5.522(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.472(CFS) Total initial stream area = 0.150(Ac.) Process from Point/Station 2188.000 to Point/Station 2190.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 91.020(Ft.) End of street segment elevation = 81.030(Ft.) Length of street segment = 587.690(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 2.102(CFS) Depth of flow = 0.262(Ft.), Average velocity = 2.611(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.588(Ft.) Flow velocity = 2.61(Ft/s) Travel time = 3.75 min. TC = 10.74 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.185(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.872 Subarea runoff = 3.177(CFS) for 1.380(Ac.) Total runoff = 3.650(CFS) Total area = 1.530(Ac.) Street flow at end of street = 3.650(CFS) Half street flow at end of street = 3.650(CFS) Depth of flow = 0.305(Ft.), Average velocity = 2.978(Ft/s) Flow width (from curb towards crown)= 10.762(Ft.) Process from Point/Station 2190.000 to Point/Station 2184.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 72. 750 (Ft.) Downstream point/station elevation = 71.030(Ft.) Pipe length = 26.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.650(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.650(CFS) Normal flow depth in pipe = 4.50(In.) Flow top width inside pipe = 15.59(In.) Critical Depth = 8.76(In.) Pipe flow velocity = 10.56(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 10.78 min. Process from Point/Station 2184.000 to Point/Station 2184.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.530(Ac.) Runoff from this stream = 3.650(CFS) Time of concentration = 10.78 min. Rainfall intensity = 4.174(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 40.896 15.49 3.303 2 3.650 10.78 4.174 Qmax(1) = 1.000 * 1.000 * 40.896) + 0.791 * 1.000 * 3.650) + = 43.783 Qmax(2) = 1.000 * 0.696 * 40.896) + 1.000 * 1.000 * 3.650) + = 32.096 Total of 2 streams to confluence: Flow rates before confluence point: 40.896 3.650 Maximum flow rates at confluence using above data: 43.783 32.096 Area of streams before confluence: 24.920 1.530 Results of confluence: Total flow rate = 43.783(CFS) Time of concentration = 15.494 min. Effective stream area after confluence = 26.450(Ac. Process from Point/Station 2184.000 to Point/Station 2104.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 70.700(Ft.) Downstream point/station elevation = 66.080(Ft.) Pipe length = 84.70 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 43.783(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 43.783(CFS) Normal flow depth in pipe = 13.05(In.) Flow top width inside pipe = 34.61(In.) Critical Depth = 25.85(In.) Pipe flow velocity = 18.92(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 15.57 min. Process from Point/Station 2104.000 to Point/Station 2104.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 26.450(Ac.) Runoff from this stream = 43.783(CFS) Time of concentration = 15.57 min. Rainfall intensity = 3.293(In/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 2192.000 to Point/Station 2194.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 436.620(Ft.) Highest elevation = 85.700(Ft.) Lowest elevation = 79.300(Ft.) Elevation difference = 6.400(Ft.) Slope = 1.466 % Top of Initial Area Slope adjusted by User to 1.808 % Bottom of Initial Area Slope adjusted by User to 1.808 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.81 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.00 minutes TC = [1.8M1.1-O *distance(Ft.) A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 80.000*.5)/( 1.808"(1/3)]= 7.00 The initial area total distance of 436.62 (Ft.) entered leaves a remaining distance of 356.62 (Ft.) Using Figure 3-4, the travel time for this distance is 3.38 minutes for a distance of 356.62 (Ft.) and a slope of 1.81 % with an elevation difference of 6.45(Ft.) from the end of the top area Tt = [11.9*length(Mi)*3)/(elevation change(Ft.))]*.385 *60(min/hr) 3.379 Minutes Tt=[(11.9*0.0675*3)/( 6.45)]".385= 3.38 Total initial area Ti = 7.00 minutes from Figure 3-3 formula plus 3.38 minutes from the Figure 3-4 formula = 10.38 minutes Rainfall intensity (I) = 4.276(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 6.507(CFS) Total initial stream area = 2.670(Ac.) Process from Point/Station 2194.000 to Point/Station 2105.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 74.400(Ft.) Downstream point/station elevation = 72.630(Ft.) Pipe length = 46.94(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.507(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.507(CFS) Normal flow depth in pipe = 6.99(In.) Flow top width inside pipe = 17.55(In.) Critical Depth = 11.84(In.) Pipe flow velocity = 10.26(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) =10.46 min. Process from Point/Station 2105.000 to Point/Station 2104.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 72.300(Ft.) Downstream point/station elevation = 66.080(Ft.) Pipe length = 78.03(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.507(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.507(CFS) Normal flow depth in pipe = 5.73(In.) Flow top width inside pipe = 16.77(In.) Critical Depth = 11.84(In.) Pipe flow velocity = 13.45(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 10.56 min. Process from Point/Station 2104.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 2104.000 The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.670(Ac.) Runoff from this stream = 6.507(CFS) Time of concentration = 10.56 min. Rainfall intensity = 4.230(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax ( 1 ) 43 43 6 = 1 0 0 .844 .783 .507 .000 * .991 * .771 * 15 15 10 1 1 1 .78 .57 .56 .000 * .000 * .000 * 43 43 6 .844) .783) .507) Qmax(2) = 000 000 0.778 * 0.986 1.000 1.000 Qmax(3) = 000 000 1.000 * 0.669 * 0.678 * 1.000 * 3 .264 3.293 4.230 43.844) + 43.783) + 6.507) + 43.844) + 43.783) + 6.507) + 92.264 92.097 65.516 Total of 3 main streams to confluence: Flow rates before confluence point: 43.844 43.783 6.507 Maximum flow rates at confluence using above data: 92.264 92.097 65.516 Area of streams before confluence: 23.270 26.450 2.670 Results of confluence: Total flow rate = 92.264(CFS) Time of concentration = 15.783 min. Effective stream area after confluence = 52.390(Ac. Process from Point/Station 2104.000 to Point/Station 2196.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 65.080(Ft.) Downstream point/station elevation = 57.590(Ft.) Pipe length = 164.82(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 92.264(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 92.264(CFS) Normal flow depth in pipe = 18.07(In.) Flow top width inside pipe = 46.51(In.) Critical Depth = 34.95(In.) Pipe flow velocity = 21.33(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 15.91 min. Process from Point/Station 2196.000 to Point/Station 2198.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 57.260(Ft.) Downstream point/station elevation = 53.500(Ft.) Pipe length = 61.77(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 92.264(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 92.264(CFS) Normal flow depth in pipe = 16.71(In.) Flow top width inside pipe = 45.73(In.) Critical Depth = 34.95(In.) Pipe flow velocity = 23.71(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 15.96 min. Process from Point/Station 2198.000 to Point/Station 2200.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 53.170(Ft.) Downstream point/station elevation = 52.800(Ft.) Pipe length = 36.85(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 92.264(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 92.264(CFS) Normal flow depth in pipe = 27.94(In.) Flow top width inside pipe = 47.35(In.) Critical Depth = 34.95(In.) Pipe flow velocity = 12.16(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 16.01 min. Process from Point/Station 2200.000 to Point/Station 2202.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 52.470(Ft.) Downstream point/station elevation = 44.780(Ft.) Pipe length = 124.17(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 92.264(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 92.264(CFS) Normal flow depth in pipe = 16.64(In.) Flow top width inside pipe = 45.69(In.) Critical Depth = 34.95(In.) Pipe flow velocity = 23.86(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 16.09 min. Process from Point/Station 2202.000 to Point/Station 2204.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 44.450(Ft.) Downstream point/station elevation = 43.590(Ft.) Pipe length = 90.36(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 92.264(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 92.264(CFS) Normal flow depth in pipe = 28.41(In.) Flow top width inside pipe = 47.18(In.) Critical Depth = 34.95(In.) Pipe flow velocity = 11.90(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 16.22 min. Process from Point/Station 2204.000 to Point/Station 2204.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 52.390(Ac.) Runoff from this stream = 92.264(CFS) Time of concentration = 16.22 min. Rainfall intensity = 3.207(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 2206.000 to Point/Station 2208.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 46.750(Ft.) Highest elevation = 86.200(Ft.) Lowest elevation = 85.800(Ft.) Elevation difference = 0.400(Ft.) Slope = 0.856 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 0.86 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 8.10 minutes TC = [1.8*(l.l-C)*distance(Ft.)x.5)/(% slope*(1/3)] TC = [1.8* (1.1-0.5700)*( 65.000*.5)/( 0.856^(1/3)]= 8.10 Rainfall intensity (I) = 5.018(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.057(CFS) Total initial stream area = 0.020(Ac.) Process from Point/Station 2208.000 to Point/Station 2210.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 85.800(Ft.) End of street segment elevation = 52.160(Ft.) Length of street segment = 738.690(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 0.830(CFS) Depth of flow = 0.179(Ft.), Average velocity = 3.139(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.438(Ft.) Flow velocity = 3.14(Ft/s) Travel time = 3.92 min. TC = 12.02 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 3.890(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.427 Subarea runoff = 1.606(CFS) for 0.730(Ac.) Total runoff = 1.663(CFS) Total area = 0.750(Ac. Street flow at end of street = 1.663(CFS) Half street flow at end of street = 1.663(CFS) Depth of flow = 0.215(Ft.), Average velocity = 3.621(Ft/s) Flow width (from curb towards crown)= 6.259(Ft.) Process from Point/Station 2210.000 to Point/Station 2204.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 47.360(Ft.) Downstream point/station elevation = 43.420(Ft.) Pipe length = 4.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.663(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.663(CFS) Normal flow depth in pipe = 1.65(In.) Flow top width inside pipe = 10.39(In.) Critical Depth = 5.81(In.) Pipe flow velocity = 20.55(Ft/s) Travel time through pipe = 0.00 min. Time of concentration (TC) = 12.03 min. Process from Point/Station 2204.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 2204.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.750(Ac.) Runoff from this stream = 1.663(CFS) Time of concentration = 12.03 min. Rainfall intensity = 3.889(In/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 2212.000 to Point/Station **** INITIAL AREA EVALUATION **** 2214.000 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 45.470(Ft.) Highest elevation = 60.850(Ft.) Lowest elevation = 59.300(Ft.) Elevation difference = 1.550(Ft.) Slope = 3.409 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 3.41 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.18 minutes TC = [1.8*(l.l-C)*distance(Pt.)A.5)/(% slopeA(l/3)] TC = [1.8* (1.1-0.5700)*( 95.000A.5)/( 3.409^(1/3)]= 6.18 Rainfall intensity (I) = 5.976(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.136(CFS) Total initial stream area = 0.040(Ac.) Process from Point/Station 2214.000 to Point/Station 2216.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 59.300(Ft.) End of street segment elevation = 52.160(Ft.) Length of street segment = 471.540(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 2.023(CFS) Depth of flow = 0.263(Ft.), Average velocity = 2.476(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.658(Ft.) Flow velocity = 2.48(Ft/s) Travel time = 3.17 min. TC = 9.35 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.574(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.872 Subarea runoff = 3.853(CFS) for 1.490(Ac.) Total runoff = 3.989(CFS) Total area = 1.530(Ac.) Street flow at end of street = 3.989(CFS) Half street flow at end of street = 3.989(CFS) Depth of flow = 0.318(Ft.), Average velocity = 2.911(Ft/s) Flow width (from curb towards crown)= 11.413(Ft.) Process from Point/Station 2216.000 to Point/Station 2204.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 45.390(Ft.) Downstream point/station elevation = 43.420(Ft.) Pipe length = 58.75 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.989(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.989(CFS) Normal flow depth in pipe = 5.56(In.) Flow top width inside pipe = 16.63(In.) Critical Depth = 9.17(In.) Pipe flow velocity = 8.58(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 9.47 min. Process from Point/Station 2204.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 2204.000 The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.530(Ac.) Runoff from this stream = 3.989(CFS) Time of concentration = 9.47 min. Rainfall intensity = 4.538(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax ( 1 ) 92 1 3 = 1 0 0 .264 .663 .989 .000 * .825 * .707 * 16 12 9 1 1 1 .22 .03 .47 .000 * .000 * .000 * 92 1 3 .264) .663) .989) Qmax(2) = 1.000 * 1.000 * 0.857 * 0.742 * 1.000 * 1.000 * 3 .207 3.889 4.538 92.264) + 1.663) + 3.989) + 96.453 73.495 Qmax(3) = 1.000 * 0.584 * 92.264) + 1.000 * 0.787 * 1.663) + 1.000 * 1.000 * 3.989) + = 59.150 Total of 3 main streams to confluence: Flow rates before confluence point: 92.264 1.663 3.989 Maximum flow rates at confluence using above data: 96.453 73.495 59.150 Area of streams before confluence: 52.390 0.750 1.530 Results of confluence: Total flow rate = 96.453(CFS) Time of concentration = 16.219 min. Effective stream area after confluence = 54.670(Ac.) Process from Point/Station 2204.000 to Point/Station 2218.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 43.260(Ft.) Downstream point/station elevation = 42.630(Ft.) Pipe length = 61.74(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 96.453(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 96.453(CFS) Normal flow depth in pipe = 28.59(In.) Flow top width inside pipe = 47.11(In.) Critical Depth = 35.74(In.) Pipe flow velocity = 12.35(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 16.30 min. End of computations, total study area = 54.670 (Ac.) SECTION 4 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 11/17/07 ********* Hydrology Study Control Information ********** Program License Serial Number 5014 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.500 P6/P24 = 57.8% San Diego hydrology manual 'C' values used Process from Point/Station 2168.000 to Point/Station 2170.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 138.000(Ft.) Highest elevation = 104.000(Ft.) Lowest elevation = 91.000(Ft.) Elevation difference = 13.000(Ft.) Slope = 9.420 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 9.42 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.52 minutes TC = [1.8M1.1-C) *distance(Ft.) A.5)/(% slope"(l/3)] TC = [1.8* (1.1-0.5700)*( 100.000".5)/( 9.420" (1/3)]= 4.52 The initial area total distance of 138.00 (Ft.) entered leaves a remaining distance of 38.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.32 minutes for a distance of 38.00 (Ft.) and a slope of 9.42 % with an elevation difference of 3.58(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.319 Minutes Tt=[(11.9*0.0072*3)/( 3.58)]A.385= 0.32 Total initial area Ti = 4.52 minutes from Figure 3-3 formula plus 0.32 minutes from the Figure 3-4 formula = 4.84 minutes Calculated TC of 4.836 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.742(CFS) Total initial stream area = 0.190(Ac.) Process from Point/Station 2170.000 to Point/Station 2166.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 91.000(Ft.) End of street segment elevation = 84.120(Ft.) Length of street segment = 616.350(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 2.967(CFS) Depth of flow = 0.306(Ft.), Average velocity = 2.415(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.776(Ft.) Flow velocity = 2.41(Ft/s) Travel time = 4.25 min. TC = 9.09 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.659(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.094 Subarea runoff = 4.357(CFS) for 1.730(Ac.) Total runoff = 5.098(CFS) Total area = 1.920(Ac.) Street flow at end of street = 5.098(CFS) Half street flow at end of street = 5.098(CFS) Depth of flow = 0.357(Ft.), Average velocity = 2.754(Ft/s) Flow width (from curb towards crown)= 13.357(Ft.) Process from Point/Station 2166.000 to Point/Station 2166.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.920(Ac.) Runoff from this stream = 5.098(CFS) Time of concentration = 9.09 min. Rainfall intensity = 4.659(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 2174.000 to Point/Station 2176.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 135.270(Ft.) Highest elevation = 116.100(Ft.) Lowest elevation = 105.480(Ft.) Elevation difference = 10.620(Ft.) Slope = 7.851 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 7.85 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.80 minutes TC = [1.8*(l.l-C)*distance(Ft.) A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 100.000A.5)/( 7.851*(1/3)]= 4.80 The initial area total distance of 135.27 (Ft.) entered leaves a remaining distance of 35.27 (Ft.) Using Figure 3-4, the travel time for this distance is 0.32 minutes for a distance of 35.27 (Ft.) and a slope of 7.85 % with an elevation difference of 2.77(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]*.385 *60(min/hr) = 0.323 Minutes Tt=[(11.9*0.0067A3)/( 2.77)]*.385= 0.32 Total initial area Ti = 4.80 minutes from Figure 3-3 formula plus 0.32 minutes from the Figure 3-4 formula = 5.12 minutes Rainfall intensity (I) = 6.744(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 1.461(CFS) Total initial stream area = 0.380(Ac.) Process from Point/Station 2176.000 to Point/Station 2166.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 105.480(Ft.) End of street segment elevation = 84.120(Ft.) Length of street segment = 716.460(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 5.755(CFS) Depth of flow = 0.321(Ft.), Average velocity = 4.113(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.541(Ft.) Flow velocity = 4.11(Ft/s) Travel time = 2.90 min. TC = 8.03 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 5.048(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.978 Subarea runoff = 8.524(CFS) for 3.090(Ac.) Total runoff = 9.985(CFS) Total area = 3.470(Ac.) Street flow at end of street = 9.985(CFS) Half street flow at end of street = 9.985(CFS) Depth of flow = 0.377(Ft.), Average velocity = 4.704(Ft/s) Flow width (from curb towards crown)= 14.336(Ft.) Process from Point/Station 2166.000 to Point/Station 2166.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.470(Ac.) Runoff from this stream = 9.985(CFS) Time of concentration = 8.03 min. Rainfall intensity = 5.048(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.098 9.09 4.659 2 9.985 8.03 5.048 Qmax(1) = 1.000 * 1.000 * 5.098) + 0.923 * 1.000 * 9.985) + = 14.313 Qmax(2) = 1.000 * 0.883 * 5.098) + 1.000 * 1.000 * 9.985) + = 14.486 Total of 2 main streams to confluence: Flow rates before confluence point: 5.098 9.985 Maximum flow rates at confluence using above data: 14.313 14.486 Area of streams before confluence: 1.920 3.470 Results of confluence: Total flow rate = 14.486(CFS) Time of concentration = 8.026 min. Effective stream area after confluence = 5.390(Ac.) End of computations, total study area = 5.390 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 11/19/07 PA 16, 17, 18 11/19/07 G:\011014\HYDROLOGY\PA 16 17 18\071117 NODE2250.0UT ********* Hydrology Study Control Information ********** Program License Serial Number 5014 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.500 P6/P24 = 57.8% San Diego hydrology manual 'C' values used Process from Point/Station 2252.000 to Point/Station 2254.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 134.000(Ft.) Highest elevation = 124.300(Ft.) Lowest elevation = 116.900(Ft.) Elevation difference = 7.400(Ft.) Slope = 5.522 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 5.52 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.40 minutes TC = [1.8*(l.l-C)*distance(Ft.)*.5)/(% slope*(1/3)] TC = [1.8*(1.1-0.5700)*( 100.000".5)/( 5 . 522A (1/3)]= 5.40 The initial area total distance of 134.00 (Ft.) entered leaves a remaining distance of 34.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.36 minutes for a distance of 34.00 (Ft.) and a slope of 5.52 % with an elevation difference of 1.88(Ft.) from the end of the top area Tt = [11.9*length(Mi)*3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.360 Minutes Tt=[ (11.9*0.0064A3)/( 1.88)P.385 = 0.36 Total initial area Ti = 5.40 minutes from Figure 3-3 formula plus 0.36 minutes from the Figure 3-4 formula = 5.76 minutes Rainfall intensity (I) = 6.255(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.499(CFS) Total initial stream area = 0.140(Ac.) Process from Point/Station 2254.000 to Point/Station 2256.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 116.900(Ft.) End of street segment elevation = 112.000(Ft.) Length of street segment = 168.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 1.217(CFS) Depth of flow = 0.210(Ft.), Average velocity = 2.841(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.006(Ft.) Flow velocity = 2.84(Ft/s) Travel time = 0.99 min. TC = 6.74 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 5.649(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.325 Subarea runoff = 1.336(CFS) for 0.430(Ac.) Total runoff = 1.835(CFS) Total area = 0.570(Ac.) Street flow at end of street = 1.835(CFS) Half street flow at end of street = 1.835(CFS) Depth of flow = 0.234(Ft.), Average velocity = 3.114(Ft/s) Flow width (from curb towards crown)= 7.224(Ft.) Process from Point/Station 2256.000 to Point/Station 2251.000 **** PIPEFLOW TRAVEL, TIME (User specified size) **** Upstream point/station elevation = 105.730(Ft.) Downstream point/station elevation = 105.670(Ft.) Pipe length = 2.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.835(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.835(CFS) Normal flow depth in pipe = 4.18(In.) Flow top width inside pipe = 15.20(In.) Critical Depth = 6.12(In.) Pipe flow velocity = 5.90(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 6.75 min. Process from Point/Station 2251.000 to Point/Station 2258.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 105.340(Ft.) Downstream point/station elevation = 104.330(Ft.) Pipe length = 49.39(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.835(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.835(CFS) Normal flow depth in pipe = 4.25(In.) Flow top width inside pipe = 15.29(In.) Critical Depth = 6.12(In.) Pipe flow velocity = 5.76(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 6.89 min. Process from Point/Station 2258.000 to Point/Station 2258.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.570(Ac.) Runoff from this stream = 1.835(CFS) Time of concentration = 6.89 min. Rainfall intensity = 5.569(In/Hr) Process from Point/Station 2022.000 to Point/Station 2023.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 136.000(Ft.) Highest elevation = 119.300(Ft.) Lowest elevation = 117.000(Ft.) Elevation difference = 2.300(Ft.) Slope = 1.691 % Top of Initial Area Slope adjusted by User to 1.470 % Bottom of Initial Area Slope adjusted by User to 1.470 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.47 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.76 minutes TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slope*(1/3)] TC = [1.8*(1.1-0.5700)*( 65.000*.5)/( 1.470^(1/3)]= 6.76 The initial area total distance of 136.00 (Ft.) entered leaves a remaining distance of 71.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.06 minutes for a distance of 71.00 (Ft.) and a slope of 1.47 % with an elevation difference of 1.04(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]*.385 *60(min/hr) = 1.056 Minutes Tt=[(11.9*0.0134A3)/ ( 1.04)]A.385= 1.06 Total initial area Ti = 6.76 minutes from Figure 3-3 formula plus 1.06 minutes from the Figure 3-4 formula = 7.82 minutes Rainfall intensity (I) = 5.133(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.380(CFS) Total initial stream area = 0.130(Ac.) Process from Point/Station 2023.000 to Point/Station 2264.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 117. 000(Ft.) End of street segment elevation = 111.800(Ft.) Length of street segment = 240.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 1.169(CFS) Depth of flow = 0.216(Ft.), Average velocity = 2.508(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.313(Ft.) Flow velocity = 2.51(Ft/s) Travel time = 1.60 min. TC = 9.42 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.554(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.416 Subarea runoff = 1.515(CFS) for 0.600(Ac.) Total runoff = 1.895(CFS) Total area = 0.730(Ac.) Street flow at end of street = 1.895(CFS) Half street flow at end of street = 1.895(CFS) Depth of flow = 0.246(Ft.), Average velocity = 2.797(Ft/s) Flow width (from curb towards crown)= 7.810(Ft.) Process from Point/Station 2264.000 to Point/Station 2258.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 104.990 (Ft.) Downstream point/station elevation = 104.330(Ft.) Pipe length = 26.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.895(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.895(CFS) Normal flow depth in pipe = 4.12(In.) Flow top width inside pipe = 15.12(In.) Critical Depth = 6.22(In.) Pipe flow velocity = 6.22(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 9.49 min. Process from Point/Station 2258.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 2258.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.730(Ac.) Runoff from this stream = 1.895(CFS) Time of concentration = 9.49 min. Rainfall intensity = 4.532(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 1.835 6.89 5.569 2 1.895 9.49 4.532 Qmax(1) = 1.000 * 1.000 * 1.835) + 1.000 * 0.727 * 1.895) + = 3.212 Qmax(2) = 0.814 * 1.000 * 1.835) + 1.000 * 1.000 * 1.895) + = 3.389 Total of 2 streams to confluence: Flow rates before confluence point: 1.835 1.895 Maximum flow rates at confluence using above data: 3.212 3.389 Area of streams before confluence: 0.570 0.730 Results of confluence: Total flow rate = 3.389(CFS) Time of concentration = 9.487 min. Effective stream area after confluence = 1.300(Ac.) End of computations, total study area = 1.300 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 12/03/07 PA 16, 17 & 18 HYDROLOGY STUDY 12/04/07 G:\011014\PA 16, 17, & 18 HYDROLOGY\071117 BASIN4000.OUT ********* Hydrology Study Control Information ********** Program License Serial Number 5014 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.500 P6/P24 = 57.8% San Diego hydrology manual 'C' values used Process from Point/Station 4000.000 to Point/Station 4001.000 **** 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 yroup D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 126.440(Ft.) Highest elevation = 133.800(Ft.) Lowest elevation = 132.050(Ft.) Elevation difference = 1.750(Ft.) Slope = 1.384 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.38 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.90 minutes TC = [1.8*(1.1-C)*distance(Ft.)*.5)/(% slopeA(l/3)] TC = [1.8* (1.1-0.5700)*( 65.000A.5)/( 1.384^(1/3)]= 6.90 The initial area total distance of 126.44 (Ft.) entered leaves a remaining distance of 61.44 (Ft.) Using Figure 3-4, the travel time for this distance is 0.97 minutes for a distance of 61.44 (Ft.) and a slope of 1.38 % with an elevation difference of 0.85(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))P.385 *60(min/hr) 0.967 Minutes Tt=[(11.9*0.0116A3)/( 0.85)]".385= 0.97 Total initial area Ti = 6.90 minutes from Figure 3-3 formula plus 0.97 minutes from the Figure 3-4 formula = 7.87 minutes Rainfall intensity (I) = 5.113(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.525(CFS) Total initial stream area = 0.180(Ac.) Process from Point/Station 4001.000 to Point/Station 4002.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 132.050(Ft.) End of street segment elevation = 111.420(Ft.) Length of street segment = 467.970(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] 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 = 1.440(In.) Manning's N in gutter = 0,0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street = 1.624(CFS) Depth of flow = 0.172(Ft.), Average velocity = 3.470(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.081(Ft.) Flow velocity = 3.47(Ft/s) Travel time = 2.25 min. TC = 10.12 min. Adding area flow to street 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 [LOW DENSITY RESIDENTIAL ] (2.0 DU/A or Less ) Impervious value, Ai = 0.200 Sub-Area C Value = 0.460 Rainfall intensity = 4.348(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.476 CA = 0.595 Subarea runoff = 2.062(CFS) for 1.070(Ac.) Total runoff = 2.586(CFS) Total area = 1.250(Ac.) Street flow at end of street = 2.586(CFS) Half street flow at end of street = 1.293(CFS) Depth of flow = 0.195(Ft.), Average velocity = 3.792(Ft/s) Flow width (from curb towards crown)= 5.230(Ft.) Process from Point/Station 4002.000 to Point/Station 4002.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.250(Ac.) Runoff from this stream = 2.586(CFS) Time of concentration = 10.12 min. Rainfall intensity = 4.348(In/Hr) Process from Point/Station 4003.000 to Point/Station 4005.000 **** 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 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 661.600(Ft.) Highest elevation = 206.000(Ft.) Lowest elevation = 126.000(Ft.) Elevation difference = 80.000(Ft.) Slope = 12.092 % Top of Initial Area Slope adjusted by User to 12.000 % Bottom of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 12.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.90 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/ (% slope*(1/3)] TC = [1.8* (1.1-0.3500)*( 100.000*.5)/( 12.000*(1/3)]= 5.90 The initial area total distance of 661.60 (Ft.) entered leaves a remaining distance of 561.60 (Ft.) Using Figure 3-4, the travel time for this distance is 4.61 minutes for a distance of 561.60 (Ft.) and a slope of 2.00 % with an elevation difference of 11.23(Ft.) from the end of the top area Tt = [11.9*length(Mi)*3)/(elevation change(Ft.))]*.385 *60(min/hr) 4.611 Minutes Tt=[(11.9*0.1064*3)/( 11.23)]*.385= 4.61 Total initial area Ti = 5.90 minutes from Figure 3-3 formula plus 4.61 minutes from the Figure 3-4 formula = 10.51 minutes Rainfall intensity (I) = 4.243(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 4.648(CFS) Total initial stream area = 3.130(Ac.) Process from Point/Station 4005.000 to Point/Station 4008.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 126.000 (Ft.) \ End of street segment elevation = 111. 420 (Ft.) \ , -~70, , & Length of street segment = 230.400(Ft.) / ^" '* v ' Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 , Street flow is on [2] 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 = 1.440(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street = 5.157(CFS) Depth of flow = 0.223(Ft.), Average velocity = 5.070(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.642(Ft.) Flow velocity = 5.07(Ft/s) Travel time = 0.76 min. TC = 11.26 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.057(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.385 CA = 1.432 Subarea runoff = 1.160(CFS) for 0.590(Ac.) Total runoff = 5.809(CFS) Total area = 3.720(Ac.) Street flow at end of street = 5.809(CFS) Half street flow at end of street = 2.904(CFS) Depth of flow = /tf723lF(]?t.) , Average velocity = 5.207(Ft/s) Flow width (from cu-rb~"1fowards crown) = 7. 002 (Ft.) Process from Point/Station 4008.000 to Point/Station 4002.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 104.350(Ft.) Downstream point/station elevation = 103.660(Ft.) Pipe length = 34.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.809(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.809(CFS) Normal flow depth in pipe = 7.82(In.) Flow top width inside pipe = 17.84(In.) Critical Depth = 11.15(In.) Pipe flow velocity = 7.89(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 11.34 min. Process from Point/Station 4002.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 4002.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.720(Ac.) Runoff from this stream = 5.809(CFS) Time of concentration = 11.34 min. Rainfall intensity = 4.040(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) = 2.586 5.809 .000 .000 Qmax(2) = 0.929 * 1.000 * 10.12 11 .34 1.000 * 0.892 * 1.000 * 1.000 * 4.348 4.040 2.586) + 5.809) + 2.586) + 5.809) + 7.769 8.212 Total of 2 streams to confluence: Flow rates before confluence point: 2.586 5.809 Maximum flow rates at confluence using above data: 7.769 8.212 Area of streams before confluence: 1.250 3.720 Results of confluence: Total flow rate = 8.212(CFS) Time of concentration = 11.338 min. Effective stream area after confluence = 4.970(Ac.) Process from Point/Station 4002.000 to Point/Station 4010.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 103.330(Ft.) Downstream point/station elevation = 97.960(Ft.) Pipe length = 88.97 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.212(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.212(CFS) Normal flow depth in pipe = 6.98(In.) Flow top width inside pipe = 17.54(In.) Critical Depth = 13.32(In.) Pipe flow velocity = 12.97(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 11.45 min. Process from Point/Station 4010.000 to Point/Station 4010.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.970(Ac.) Runoff from this stream = 8.212(CFS) Time of concentration = 11.45 min. Rainfall intensity = 4.014(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 4012.000 to Point/Station 4013.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 123.980(Ft.) Highest elevation = 126.200(Ft.) Lowest elevation = 124.020(Ft.) Elevation difference = 2.180(Ft.) Slope = 1.758 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.76 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.07 minutes TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slope"(l/3)] TC = [1.8*(1.1-0.5700)*( 80.000A.5)/( 1.758^(1/3)]= 7.07 The initial area total distance of 123.98 (Ft.) entered leaves a remaining distance of 43.98 (Ft.) Using Figure 3-4, the travel time for this distance is 0.68 minutes for a distance of 43.98 (Ft.) and a slope of 1.76 % with an elevation difference of 0.77(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]^.385 *60(min/hr) = 0.682 Minutes Tt=[(11.9*0.0083"3)/( 0.77)]A.385= 0.68 Total initial area Ti = 7.07 minutes from Figure 3-3 formula plus 0.68 minutes from the Figure 3-4 formula = 7.75 minutes Rainfall intensity (I) = 5.163(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.530(CFS) Total initial stream area = 0.180(Ac.) Process from Point/Station 4013.000 to Point/Station 4014.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 124.020(Ft.) End of street segment elevation = 108.980(Ft.) Length of street segment = 415.780(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] 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 = 1.440(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street = 2.377(CFS) Depth of flow = 0.195(Ft.), Average velocity = 3.445(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.268(Ft.) Flow velocity = 3.45(Ft/s) Travel time = 2.01 min. TC = 9.76 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.449(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.912 Subarea runoff = 3.528(CFS) for 1.420(Ac.) Total runoff = 4.057(CFS) Total area = 1.600(Ac.) Street flow at end of street = 4.057(CFS) Half street flow at end of street = 2.029(CFS) Depth of flow = 0.225(Ft.), Average velocity = 3.867(Ft/s) Flow width (from curb towards crown)= 6.761(Ft.) Process from Point/Station 4014.000 to Point/Station 4015.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 101.550(Ft.) Downstream point/station elevation = 100.590(Ft.) Pipe length = 22.05(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.057(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.057(CFS) Normal flow depth in pipe = 5.24(In.) Flow top width inside pipe = 16.36(In.) Critical Depth = 9.25(In.) Pipe flow velocity = 9.47(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (T,C) = 9.80 min. Process from Point/Station 4015.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 4015.000 Along Main Stream number: 2 in normal stream number Stream flow area = 1.600(Ac.) Runoff from this stream = 4.057(CFS) Time of concentration = 9.80 min. Rainfall intensity = 4.438(In/Hr) = 119.290(Ft.! 1.895 % in a development type of Process from Point/Station 4018.000 to Point/Station 4019.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance Highest elevation = 125.900(Ft.) Lowest elevation = 123.640(Ft.) Elevation difference = 2.260(Ft.) Slope = INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.90 %, 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.90 minutes TC = [1.8*(1.1-C)*distance(Ft.)*.5)/(% slope*(1/3)] TC = [1.8* (1.1-0.5700)*( 80.000*.5)/( 1. 895* (1/3)]= 6.90 The initial area total distance of 119.29 (Ft.) entered leaves a remaining distance of 39.29 (Ft.) Using Figure 3-4, the travel time for this distance is 0.61 minutes for a distance of 39.29 (Ft.) and a slope of 1.90 % with an elevation difference of 0.74(Ft.) from the end of the top area Tt = [11.9*length(Mi)*3)/(elevation change(Ft.))]*.385 *60(min/hr) 0.607 Minutes Tt=[(11.9*0.0074*3)/( 0.74)]*.385= 0.61 Total initial area Ti = 6.90 minutes from Figure 3-3 formula plus 0.61 minutes from the Figure 3-4 formula = 7.50 minutes Rainfall intensity (I) = 5.273(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.57KCFS) Total initial stream area = 0.190(Ac.) Process from Point/Station 4019.000 to Point/Station 4020.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 123.640(Ft.) End of street segment elevation = 108.630(Ft.) Length of street segment = 455.710(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] 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 = 1.440(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street = 2.436(CFS) Depth of flow = 0.199(Ft.), Average velocity = 3.337(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.455(Ft.) Flow velocity = 3.34(Ft/s) Travel time = 2.28 min. TC = 9.78 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.444(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.923 Subarea runoff = 3.533(CFS) for 1.430(Ac.) Total runoff = 4.104(CFS) Total area = 1.620(Ac.) Street flow at end of street = 4.104(CFS) Half street flow at end of street = 2.052(CFS) Depth of flow = 0.229(Ft.), Average velocity = 3.739(Ft/s) Flow width (from curb towards crown)= 6.938(Ft.) Process from Point/Station 4020.000 to Point/Station 4015.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 101.150(Ft.) Downstream point/station elevation = 100.590(Ft.) Pipe length = 27.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.104(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.104(CFS) Normal flow depth in pipe = 6.45(In.) Flow top width inside pipe = 17.26(In.) Critical Depth = 9.31(In.) Pipe flow velocity = 7.21(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 9.84 min. Process from Point/Station 4015.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 4015.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.620(Ac.) Runoff from this stream = 4.104(CFS) Time of concentration = 9.84 min. Rainfall intensity = 4.426(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax ( 1 ) 4.057 4.104 = 1.000 * 1.000 * 9.80 9.84 1.000 * 0.996 * Qmax(2) = 0.997 * 1.000 * 1.000 * 1.000 * 4.438 4.426 4.057) + 4.104) + 4.057) + 4.104) + 8.144 8.150 Total of 2 streams to confluence: Flow rates before confluence point: 4.057 4.104 Maximum flow rates at confluence using above data: 8.144 8.150 Area of streams before confluence: 1.600 1.620 Results of confluence: Total flow rate = 8.150(CFS) Time of concentration = 9.843 min. Effective stream area after confluence = 3.220(Ac.) Process from Point/Station 4015.000 to Point/Station 4010.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 100.260(Ft.) Downstream point/station elevation = 98.050(Ft.) Pipe length = 86.08(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.150(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 8.150(CFS) Normal flow depth in pipe = 7.73(In.) Plow top width inside pipe = 22.43(In.) Critical Depth = 12.21(In.) Pipe flow velocity = 9.31(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 10.00 min. Process from Point/Station 4010.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 4010 . 000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.220(Ac.) Runoff from this stream = 8.150(CFS) Time of concentration = 10.00 min. Rainfall intensity = 4.382(In/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station **** USSJTT3EFINED FLOW 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity (I) = 6.170(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 5.88 min. Rain intensity = 6.17(In/Hr) Total area = 0.290 (Ac.) Total runoff = 1.02KCFS) Process from Point/Station 4035.000 to Point/Station 4010.000 **** piPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 102.510(Ft.) Downstream point/station elevation = 97.960(Ft.) Pipe length = 168.93(Ft.) Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 1.021(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 1.021(CFS) Normal flow depth in pipe = 3.19(In.) Flow top width inside pipe = 13.74(In.) Critical Depth = 4.51(In.) Pipe flow velocity = 4.83(Ft/s) Travel time through pipe = 0.58 min. Time of concentration (TC) = 6.46 min. Process from Point/Station 4010.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 4010 .000 The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.290(Ac.) Runoff from this stream = 1.021(CFS) Time of concentration = 6.46 min. Rainfall intensity = 5.806(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax ( 1 ) Qmax ( 2 ) Qmax ( 3 ) 8 8 1 = 1 0 0 = 1 1 0 = 1 1 1 .212 .150 .021 .000 .916 .691 .000 .000 .755 .000 .000 .000 * * * * * * * * * 11 10 6 1 1 1 0 1 1 0 0 1 .45 .00 .46 .000 .000 .000 .873 .000 .000 .564 .646 .000 * * * * * * * * * 8 8 1 8 8 1 8 8 1 .212) .150) .021) .212) .150) .021) .212) .150) .021) 4.014 4.382 5.806 16.384 16.089 10.924 Total of 3 main streams to confluence: Flow rates before confluence point: 8.212 8.150 1.021 Maximum flow rates at confluence using above data: 16.384 16.089 10.924 Area of streams before confluence: 4.970 3.220 0.290 Results of confluence: Total flow rate = 16.384(CFS) Time of concentration = 11.452 min. Effective stream area after confluence =8.480(Ac.) Process from Point/Station 4010.000 to Point/Station 4011.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 97.630(Ft.) Downstream point/station elevation = 84.130(Ft.) Pipe length = 179.23(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.384(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 16.384(CFS) Normal flow depth in pipe = 7.73(In.) Flow top width inside pipe = 26.25(In.) Critical Depth = 16.43(In.) Pipe flow velocity = 16.35(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 11.63 min. Process from Point/Station 4011.000 to Point/Station 4011.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 8.480(Ac.) Runoff from this stream = 16.384(CFS) Time of concentration = 11.63 min. Rainfall intensity = 3.973(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 4046.000 to Point/Station 4017.000 **** 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 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.410 Initial subarea total flow distance = 628.000(Ft.) Highest elevation = 100.000(Ft.) Lowest elevation = 90.000(Ft.) Elevation difference = 10.000(Ft.) Slope = 1.592 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 1.59 %, in a development type of 1.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 9.81 minutes TC = tl.8*(l.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8* (1.1-0.4100)*( 85.000A.5)/( 1.590A (1/3)] = 9.81 The initial area total distance of 628.00 (Ft.) entered leaves a remaining distance of 543.00 (Ft.) Using Figure 3-4, the travel time for this distance is 4.91 minutes for a distance of 543.00 (Ft.) and a slope of 1.59 % with an elevation difference of 8.63(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 4.907 Minutes Tt=[ (11.9*0.1028A3)/( 8.63)]A.385= 4.91 Total initial area Ti = 9.81 minutes from Figure 3-3 formula plus 4.91 minutes from the Figure 3-4 formula = 14.72 minutes Rainfall intensity (I) = 3.414(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.410 Subarea runoff = 0.952(CFS) Total initial stream area = 0.680(Ac.) Process from Point/Station 4017.000 to Point/Station 4011.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 84.560(Ft.) Downstream point/station elevation = 84.130(Ft.) Pipe length = 21.59(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.952(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.952(CFS) Normal flow depth in pipe = 3.09(In.) Flow top width inside pipe = 13.58(In.) Critical Depth = 4.36(In.) Pipe flow velocity = 4.71(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 14.79 min. Process from Point/Station 4011.000 to Point/Station 4011.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.680(Ac.) Runoff from this stream = 0.952(CFS) Time of concentration = 14.79 min. Rainfall intensity = 3.403(In/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 4039.000 to Point/Station 4041.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 180.000(Ft.) Highest elevation = 110.000(Ft.) Lowest elevation = 89.000(Ft.) Elevation difference = 21.000(Ft.) Slope = 11.667 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of. 11.67 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.21 minutes TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slope*(1/3)] TC = [1.8*(1.1-0.5700)*( 100.000A.5)/( 11.670A(1/3)]= 4.21 The initial area total distance of 180.00 (Ft.) entered leaves a remaining distance of 80.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.52 minutes for a distance of 80.00 (Ft.) and a slope of 11.67 % with an elevation difference of 9.34(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.521 Minutes Tt=[(11.9*0.0152A3) /( 9.34)P.385 = 0.52 Total initial area Ti = 4.21 minutes from Figure 3-3 formula plus 0.52 minutes from the Figure 3-4 formula = 4.73 minutes Calculated TC of 4.727 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.703(CFS) Total initial stream area = 0.180(Ac.) Process from Point/Station 4041.000 to Point/Station 4011.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 84.460(Ft.) Downstream point/station elevation = 84.130(Ft.) Pipe length = 54.20(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.703(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.703(CFS) Normal flow depth in pipe = 3.56(In.) Flow top width inside pipe = 14.34(In.) Critical Depth = 3.73(In.) Pipe flow velocity = 2.84(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 5.05 min. Process from Point/Station 4011.000 to Point/Station 4011.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.180(Ac.) Runoff from this stream = 0.703(CFS) Time of concentration = 5.05 min. Rainfall intensity = 6.810(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 16.384 11.63 3.973 2 0.952 14.79 3.403 3 0.703 5.05 6.810 Qmax(1) = 1.000 * 1.000 * 16.384) + 1.000 * 0.786 * 0.952) + 0.580 * 1.000 * 0.703) + = 17.540 Qmax(2) = 0.856 * 1.000 * 16.384) + 1.000 * 1.000 * 0.952) + 0.497 * 1.000 * 0.703) + = 15.333 Qmax(3) = 1.000 * 0.424 * 16.384) + 1.000 * 0.334 * 0.952) + 1.000 * 1.000 * 0.703) + = 7.973 Total of 3 main streams to confluence: Flow rates before confluence point: 16.384 0.952 0.703 Maximum flow rates at confluence using above data: 17.540 15.333 7.973 Area of streams before confluence: 8.480 0.680 0.180 Results of confluence: Total flow rate = 17.540(CFS) Time of concentration = 11.635 min. Effective stream area after confluence = 9.340(Ac.) Process from Point/Station 4011.000 to Point/Station 4022.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 83.800(Ft.) Downstream point/station elevation = 73.600(Ft.) Pipe length = 75.21(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.540(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 17.540(CFS) Normal flow depth in pipe = 6.90(In.) Flow top width inside pipe = 25.25(In.) Critical Depth = 16.99(In.) Pipe flow velocity = 20.55(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 11.70 min. Process from Point/Station 4022.000 to Point/Station 4022.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 9.340 (Ac..) Runoff from this stream = 17.540(CFS) Time of concentration = 11.70 min. Rainfall intensity = 3.960(ln/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 4024.000 to Point/Station 4026.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 113.500(Ft.) Highest elevation = 111.400(Ft.) Lowest elevation = 108.060(Ft.) Elevation difference = 3.340(Ft.) Slope = 2.943 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 2.94 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.49 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 95.000*.5)/( 2.943^(1/3)]= 6.49 The initial area total distance of 113.50 (Ft.) entered leaves a remaining distance of 18.50 (Ft.) Using Figure 3-4, the travel time for this distance is 0.29 minutes for a distance of 18.50 (Ft.) and a slope of 2.94 % with an elevation difference of 0.54(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))] A.385 *60(min/hr) 0.287 Minutes Tt=[(ll.9*0.0035*3)/( 0.54)]A.385= 0.29 Total initial area Ti = 6.49 minutes from Figure 3-3 formula plus 0.29 minutes from the Figure'3-4 formula = 6.78 minutes Rainfall intensity (I) = 5.631(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.931(CFS) Total initial stream area = 0.290(Ac.) Process from Point/Station 4026.000 to Point/Station 4028.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 108.060(Ft.) End of street segment elevation = 84.200(Ft.) Length of street segment = 278.590(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street = 1.654(CFS) Depth of flow = 0.190(Ft.), Average velocity = 5.194(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.009(Ft.) Flow velocity = 5.19(Ft/s) Travel time = 0.89 min. TC = 7.67 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 5.198(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.439 Subarea runoff = 1.351(CFS) for 0.480(Ac.) Total runoff = 2.282(CFS) Total area = 0.770(Ac.) Street flow at end of street = 2.282(CFS) Half street flow at end of street = 2.282(CFS) Depth of flow = 0.207(Ft.), Average velocity = 5.554(Ft/s) Flow width (from curb towards crown)= 5.859(Ft.) Process from Point/Station 4028.000 to Point/Station 4022.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 73.670(Ft.) Downstream point/station elevation = 73.600(Ft.) Pipe length = 2.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.282(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.282(CFS) Normal flow depth in pipe = 4.49(In.) Flow top width inside pipe = 15.57(In.) Critical Depth = 6.85(In.) Pipe flow velocity = 6.64(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 7.68 min. Process from Point/Station 4022.000 to Point/Station 4022.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.770(Ac.) Runoff from this stream = 2.282(CFS) Time of concentration = 7.68 min. Rainfall intensity = 5.195(In/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 4030.000 to Point/Station 4032.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 128.510(Ft.) Highest elevation = 112.300(Ft.) Lowest elevation = 109.420(Ft.) Elevation difference = 2.880(Ft.) Slope = 2.241 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.24 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.52 minutes TC = [1.8M1.1-C) *distance(Ft.) A.5) /(% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 80.000A.5)/( 2.241A (1/3)] = 6.52 The initial area total distance of 128.51 (Ft.) entered leaves a remaining distance of 48.51 (Ft.) Using Figure 3-4, the travel time for this distance is 0.67 minutes for a distance of 48.51 (Ft.) and a slope of 2.24 % with an elevation difference of 1.09(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.670 Minutes Tt=[(11.9*0.0092A3)/ ( 1.09)]A.385= 0.67 Total initial area Ti = 6.52 minutes from Figure 3-3 formula plus 0.67 minutes from the Figure 3-4 formula = 7.19 minutes Rainfall intensity (I) = 5.419(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.772(CFS) Total initial stream area = 0.250(Ac.) Process from Point/Station 4032.000 to Point/Station 4034.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 109.420(Ft.) End of street segment elevation = 107.000(Ft.) Length of street segment = 114.840(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street 1.359(CFS) 2.483(Ft/s) 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 = 1.440(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street = Depth of flow = 0.181(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.541(Ft.) Flow velocity = 2.48(Ft/s) Travel time = 0.77 min. TC = 7.96 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 5.075(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.359 Subarea runoff = l.OSO(CFS) for 0.380(Ac.) Total runoff = 1.822(CFS) Total area = 0.630(Ac.) Street flow at end of street = 1.822(CFS) Half street flow at end of street = 0.911(CFS) Depth of flow = 0.196(Ft.), Average velocity = 2.632(Ft/s) Flow width (from curb towards crown)= 5.279(Ft.) Process from Point/Station 4034.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 4034.000 Along Main Stream number: 3 in normal stream number 1 Stream flow area = 0.630(Ac.) Runoff from this stream = 1.822(CFS) Time of concentration = 7.96 min. Rainfall intensity = 5.075(In/Hr) Process from Point/Station 4036.000 to Point/Station **** INITIAL AREA EVALUATION **** 4038.000 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 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance 129.460(Ft.) Highest elevation = 111.200(Ft.) Lowest elevation = 108.850(Ft.) Elevation difference = 2.350(Ft.) Slope = 1.815 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.81 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.00 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slope*(1/3)] TC = [1.8* (1.1-0.5700)*( 80.000*.5)/( 1.815*(1/3)]= 7.00 The initial area total distance of 129.46 (Ft.) entered leaves a remaining distance of 49.46 (Ft.) Using Figure 3-4, the travel time for this distance is 0.74 minutes for a distance of 49.46 (Ft.) and a slope of 1.81 % with an elevation difference of 0.90(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]*.385 *60(min/hr) 0.737 Minutes Tt=[ (11.9*0.0094*3)/( 0.90)]*.385= 0.74 Total initial area Ti = 7.00 minutes from Figure 3-3 formula plus 0.74 minutes from the Figure 3-4 formula = 7.73 minutes Rainfall intensity (I) = 5.171(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.531(CFS) Total initial stream area = 0.180(Ac.) Process from Point/Station 4038.000 to Point/Station 4034.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 108.850(Ft.) End of street segment elevation = 107.000(Ft.) Length of street segment = 128.820(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street = l.OOS(CFS) Depth of flow = 0.211(Ft.), Average velocity = 2.310(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.061(Ft.) Flow velocity = 2.31(Ft/s) Travel time = 0.93 min. TC = 8.66 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.806(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.296 Subarea runoff = 0.894(CFS) for 0.340(Ac.) Total runoff = 1.425(CFS) Total area = 0.520(Ac.; Street flow at end of street = 1.425(CFS) Half street flow at end of street = 1.425(CFS) Depth of flow = 0.232(Ft.), Average velocity = 2.497(Ft/s) Flow width (from curb towards crown)= 7.092(Ft.) Process from Point/Station 4034.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 4034.000 Along Main Stream number: 3 in normal stream number 2 Stream flow area = 0.520(Ac.) Runoff from this stream = 1.425(CFS) Time of concentration = 8.66 min. Rainfall intensity = 4.806(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) = 1.822 1.425 .000 .000 Qmax(2) = 0.947 * 1 . 000 * 7.96 8.66 1.000 * 0.919 * 1.000 * 1.000 * 5.075 4.806 1.822) + 1.425) + 1.822) + 1.425) + 3.132 3 . 150 Total of 2 streams to confluence: Flow rates before confluence point: 1.822 1.425 Maximum flow rates at confluence using above data: 3.132 3.150 Area of streams before confluence: 0.630 0.520 Results of confluence: Total flow rate = 3.150(CFS) Time of concentration = 8.662 min. Effective stream area after confluence = 1.150(Ac.) Process from Point/Station 4034.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 4042.000 Top of street segment elevation = 107.000(Ft.) End of street segment elevation = 84.200(Ft.) Length of street segment = 242.510(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] 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 = 1.440(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street = 3.465(CFS) Depth of flow = 0.190(Ft.), Average velocity = 5.442(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.009(Ft.) Flow velocity = 5.44(Ft/s) Travel time = 0.74 min. TC = 9.40 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.558(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.787 Subarea runoff = 0.435(CFS) for 0.230(Ac.) Total runoff = 3.585(CFS) Total area = 1.380(Ac.) Street flow at end of street = 3.585(CFS) Half street flow at end of street = 1.793(CFS) Depth of flow = 0.192(Ft.), Average velocity = 5.479(Ft/s) Flow width (from curb towards crown)= 5.096(Ft.) Process from Point/Station 4042.000 to Point/Station 4022.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 74.140(Ft.) Downstream point/station elevation = 73.600(Ft.) Pipe length = 26.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.585(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.585(CFS) Normal flow depth in pipe = 6.01(In.) Flow top width inside pipe = 16.97(In.) Critical Depth = 8.68(In.) Pipe flow velocity = 6.94(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) =9.47 min. Process from Point/Station 4022.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 4022.000 The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.380(Ac.) Runoff from this stream = 3.585(CFS) Time of concentration = 9.47 min. Rainfall intensity = 4.538(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax ( 1 ) Qmax ( 2 ) Qmax ( 3 ) 17. 2. 3. = 1. 0. 0. = 1. 1. 1. = 1. 0. 1 . 540 282 585 000 762 873 000 000 000 000 873 000 * * * * * * * * * 11. 7. 9. 1. 1. 1. 0. 1. 0. 0. 1. 1. 70 68 47 000 000 000 656 000 811 810 000 000 * * * * * * * * * 17 2 3 17 2 3 17 2 3 .540) .282) .585) .540) .282) .585) .540) .282) .585) 3 .960 5.195 4.538 22.408 16.701 19.778 Total of 3 main streams to confluence: Flow rates before confluence point: 17.540 2.282 3.585 Maximum flow rates at confluence using above data: 22.408 16.701 19.778 Area of streams before confluence: 9.340 0.770 1.380 Results of confluence: Total flow rate = 22.408(CFS) Time of concentration = 11.696 min. Effective stream area after confluence =11.490(Ac.) Process from Point/Station 4022.000 to Point/Station 4044.000 **** pipEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 73.270 (Ft.) Downstream point/station elevation = 70.420(Ft.) Pipe length = 46.22(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 22.408(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 22.408(CFS) Normal flow depth in pipe = 8.94(In.) Flow top width inside pipe = 31.11(In.) Critical Depth = 18.25(In.) Pipe flow velocity = 16.36(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 11.74 min. Process from Point/Station 4044.000 to Point/Station 4044.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 11.490(Ac.) Runoff from this stream = 22.408(CFS) Time of concentration = 11.74 min. Rainfall intensity = 3.950(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 4060.000 to Point/Station 4062.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 114.420(Ft.) Highest elevation = 97.700(Ft.) Lowest elevation = 87.500(Ft.) Elevation difference = 10.200(Ft.) Slope = 8.915 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 8.91 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.60 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope*(1/3)] TC = [1.8*(1.1-0.5700)*( 100.000A.5)/( 8.910^(1/3)]= 4.60 The initial area total distance of 114.42 (Ft.) entered leaves a remaining distance of 14.42 (Ft.) Using Figure 3-4, the travel time for this distance is 0.15 minutes for a distance of 14.42 (Ft.) and a slope of 8.91 % with an elevation difference of 1.28 (Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))P.385 *60(min/hr) 0.155 Minutes Tt=[(11.9*0.0027A3)/ ( 1.28)]A.385= 0.15 Total initial area Ti = 4.60 minutes from Figure 3-3 formula plus 0.15 minutes from the Figure 3-4 formula = 4.76 minutes Calculated TC of 4.756 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = I.OIS(CFS) Total initial stream area = 0.260(Ac.) Process from Point/Station 4062.000 to Point/Station 4044.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 75.490(Ft.) Downstream point/station elevation = 70.510(Ft.) Pipe length = 201.37(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = Given pipe size = 18.00(In.) Calculated individual pipe flow = 1 Normal flow depth in pipe = 3.03(In.) Flow top width inside pipe = 13.46(In.) Critical Depth = 4.50(In.) Pipe flow velocity = 5.18(Ft/s) Travel time through pipe = 0.65 min. Time of concentration (TC) = 5.40 min. 1.015(CFS) 015(CFS) Process from Point/Station 4044.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 4044.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.260(Ac.) Runoff from this stream = 1.015(CFS) Time of concentration = 5.40 min. Rainfall intensity = 6.515(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 22.408 2 1.015 Qmax ( 1 ) = 1.000 * 0.606 * 11.74 5.40 1.000 * 1.000 * 3.9 6.5 22.408) + 1.015) + = Qmax(2) = 1.000 1.000 0.460 * 1.000 * 22.408) + 1.015) + = 23.023 11.328 Total of 2 main streams to confluence: Flow rates before confluence point: 22.408 1.015 Maximum flow rates at confluence using above data: 23.023 11.328 Area of streams before confluence: 11.490 0.260 Results of confluence: Total flow rate = 23.023(CFS) Time of concentration = 11.743 min. Effective stream area after confluence = 11.750(Ac.) Process from Point/Station 4044.000 to Point/Station 4052.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 70.090(Ft.) Downstream point/station elevation = 66.230(Ft.) Pipe length = 89.52(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 23.023(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 23.023(CFS) Normal flow depth in pipe = 9.93(In.) Flow top width inside pipe = 32.17(In.) Critical Depth = 18.53(In.) Pipe flow velocity = 14.51(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 11.85 min. Process from Point/Station 4052.000 to Point/Station 4052.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 11.750(Ac.) Runoff from this stream = 23.023(CFS) Time of concentration = 11.85 min. Rainfall intensity = 3.927(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 4046.000 to Point/Station 4048.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 115.680(Ft.) Highest elevation = 97.600(Ft.) Lowest elevation = 95.060(Ft.) Elevation difference = 2.540(Ft.) Slope = 2.196 % INITIAL AREA TIME OP CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.20 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.56 minutes TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slope" (1/3)] TC = [1.8*(1.1-0.5700)*( 80.000A.5)/( 2.196A(l/3)]= 6.56 The initial area total distance of 115.68 (Ft.) entered leaves a remaining distance of 35.68 (Ft.) Using Figure 3-4, the travel time for this distance is 0.53 minutes for a distance of 35.68 (Ft.) and a slope of 2.20 % with an elevation difference of 0.78(Ft.) from the end of the top area Tt = [11.9*length(Mi)X3)/(elevation change(Ft.))P.385 *60(min/hr) = 0.533 Minutes Tt=[(11.9*0.0068A3)/( 0.78)]A.385= 0.53 Total initial area Ti = 6.56 minutes from Figure 3-3 formula plus 0.53 minutes from the Figure 3-4 formula = 7.10 minutes Rainfall intensity (I) = 5.465(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.56KCFS) Total initial stream area = 0.180(Ac.) Process from Point/Station 4048.000 to Point/Station 4050.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 95.060(Ft.) End of street segment elevation = 81.940(Ft.) Length of street segment = 553.950(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] 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 = 1.440(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street = 2.576(CFS) Depth of flow = 0.211(Ft.), Average velocity = 2.966(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.057(Ft.) Flow velocity = 2.97(Ft/s) Travel time = 3.11 min. TC = 10.21 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.322(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.026 Subarea runoff = 3.874(CFS) for 1.620(Ac.) Total runoff = 4.435(CFS) Total area = 1.800(Ac.; Street flow at end of street = 4.435(CFS) Half street flow at end of street = 2.217(CFS) Depth of flow = 0.244(Ft.), Average velocity = 3.351(Ft/s) Flow width (from curb towards crown)= 7.708(Ft.) Process from Point/Station 4050.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 4050.000 Along Main Stream number: 2 in normal stream number Stream flow area = 1.800(Ac.) Runoff from this stream = 4.435(CFS) Time of concentration = 10.21 min. Rainfall intensity = 4.322(In/Hr) Process from Point/Station 4039.000 to Point/Station **** INITIAL AREA EVALUATION **** 4064.000 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 150.000(Ft.) Highest elevation = 110.000(Ft.) Lowest elevation = 85.000(Ft.) Elevation difference = 25.000(Ft.) Slope = 16.667 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 16.67 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.73 minutes TC = [1.8*(1.1-C)*distance(Ft.)*.5)/(% slope*(1/3)] TC = [1.8* (1.1-0.5700)*( 100.000A.5)/( 16.670A (1/3)] = 3.73 The initial area total distance of 150.00 (Ft.) entered leaves a remaining distance of 50.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.32 minutes for a distance of 50.00 (Ft.) and a slope of 16.67 % with an elevation difference of 8.34(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.316 Minutes Tt=[(11.9*0.0095A3)/( 8.34)]A.385 = 0.32 Total initial area Ti = 3.73 minutes from Figure 3-3 formula plus 0.32 minutes from the Figure 3-4 formula = 4.05 minutes Calculated TC of 4.051 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.898(CFS) Total initial stream area = 0.230(Ac.) Process from Point/Station 4064.000 to Point/Station 4050.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 85.770(Ft.) End of street segment elevation = 81.940(Ft.) Length of street segment = 301.060(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] 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 = 1.440(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street = 2.186(CFS) Depth of flow = 0.220(Ft.), Average velocity = 2.245(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.476 (Ft.) Flow velocity = 2.24(Ft/s) Travel time = 2.24 min. TC = 6.29 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 5.910(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.564 Subarea runoff = 2.437(CFS) for 0.760(Ac.) Total runoff = 3.335(CFS) Total area = 0.990(Ac.) Street flow at end of street = 3.335(CFS) Half street flow at end of street = 1.668(CFS) Depth of flow = 0.246(Ft.), Average velocity = 2.471(Ft/s) Flow width (from curb towards crown)= 7.794(Ft.) Process from Point/Station 4050.000 to Point/Station 4050.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.990(Ac.) Runoff from this stream = 3.335{CFS) Time of concentration = 6.29 min. Rainfall intensity = 5.910(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax ( 1 ) 4.435 3.335 = 1.000 * 0.731 * 10.21 6.29 1.000 * 1.000 * 4.322 5.910 Qmax(2) = 1.000 1.000 0.616 * 1.000 * 4.435) + 3.335) + 4.435) + 3.335) + 6.874 6.065 Total of 2 streams to confluence: Flow rates before confluence point: 4.435 3.335 Maximum flow rates at confluence using above data: 6.874 6.065 Area of streams before confluence: 1.800 0.990 Results of confluence: Total flow rate = 6.874(CFS) Time of concentration = 10.210 min. Effective stream area after confluence = 2.790(Ac. Process from Point/Station 4050.000 to Point/Station 4052.000 **** piPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.310(Ft.) Downstream point/station elevation = 66.230(Ft.) Pipe length = 3.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.874(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.874(CFS) Normal flow depth in pipe = 8.44(In.) Flow top width inside pipe = 17.97(In.) Critical Depth = 12.18(In.) Pipe flow velocity = 8.44(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 10.22 min. Process from Point/Station 4052.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 4052.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.790(Ac.) Runoff from this stream = 6.874(CFS) Time of concentration = 10.22 min. Rainfall intensity = 4.320(In/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 4066.000 to Point/Station 4068.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 118.510(Ft.) Highest elevation = 88.000(Ft.) Lowest elevation = 84.450(Ft.) Elevation difference = 3.550(Ft.) Slope = 2.996 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 3.00 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.45 minutes TC = [1.8*(l.l-C)*distance(Ft.)*.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 95.000A.5)/( 2.996^(1/3)]= 6.45 The initial area total distance of 118.51 (Ft.) entered leaves a remaining distance of 23.51 (Ft.) Using Figure 3-4, the travel time for this distance is 0.34 minutes for a distance of 23.51 (Ft.) and a slope of 3.00 % with an elevation difference of 0.70(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.343 Minutes Tt=[(11.9*0.0045A3)/( 0.70)]A.385= 0.34 Total initial area Ti = 6.45 minutes from Figure 3-3 formula plus 0.34 minutes from the Figure 3-4 formula = 6.79 minutes Rainfall intensity (I) = 5.622(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.641(CFS) Total initial stream area = 0.200(Ac.) Process from Point/Station 4068.000 to Point/Station 4058.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 84.450(Ft.) End of street segment elevation = 81.910(Ft.) Length of street segment = 246.640(Ft.) Height of curb above gutter flowline = 6.0(In.) 1.662(CFS) 1.946(Ft/s) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] 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 = 1.440(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street = Depth of flow = 0.210(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.994(Ft.) Flow velocity = 1.95(Ft/s) Travel time = 2.11 min. TC = 8.90 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.721(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.541 Subarea runoff = 1.916(CFS) for 0.750(Ac.) Total runoff = 2.556(CFS) Total area = 0.950(Ac.) Street flow at end of street = 2.556(CFS) Half street flow at end of street = 1.278(CFS) Depth of flow = 0.235(Ft.), Average velocity = 2.143(Ft/s) Flow width (from curb towards crown)= 7.274(Ft.) Process from Point/Station 4058.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 4058.000 Along Main Stream number: 3 in normal stream number 1 Stream flow area = 0.950(Ac.) Runoff from this stream = 2.556(CFS) Time of concentration = 8.90 min. Rainfall intensity = 4.721(In/Hr) Process from Point/Station 4074.000 to Point/Station **** INITIAL AREA EVALUATION **** 4076.000 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 115.670(Ft.) Highest elevation = 84.800(Ft.) Lowest elevation = 82.230(Ft.) Elevation difference = 2.570(Ft.) Slope = 2.222 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.22 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.54 minutes TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 80.000A.5)/( 2.220"(1/3)]= 6.54 The initial area total distance of 115.67 (Ft.) entered leaves a remaining distance of 35.67 (Ft.) Using Figure 3-4, the travel time for this distance is 0.53 minutes for a distance of 35.67 (Ft.) and a slope of 2.22 % with an elevation difference of 0.79(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]*.385 *60(min/hr) = 0.530 Minutes Tt=[(11.9*0.0068A3)/( 0.79)]A.385= 0.53 Total initial area Ti = 6.54 minutes from Figure 3-3 formula plus 0.53 minutes from the Figure 3-4 formula = 7.07 minutes Rainfall intensity (I) = 5.478(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.375(CFS) Total initial stream area = 0.120(Ac.) Process from Point/Station 4076.000 to Point/Station 4058.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 82.230(Ft.) End of street segment elevation = 81.910(Ft.) Length of street segment = 49.600(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street = 0.422(CFS) Depth of flow = 0.186(Ft.), Average velocity = 1.405(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.823(Ft.) Flow velocity = 1.40(Ft/s) Travel time = 0.59 min. TC = 7.66 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 5.203(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.085 Subarea runoff = 0.070(CFS) for 0.030(Ac.) Total runoff = 0.445(CFS) Total area = 0.150(Ac.; Street flow at end of street = 0.445(CFS) Half street flow at end of street = 0.445(CFS) Depth of flow = 0.189(Ft.), Average velocity = 1.420(Ft/s) Flow width (from curb towards crown)= 4.958(Ft.) Process from Point/Station 4058.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 4058.000 Along Main Stream number: 3 in normal stream number 2 Stream flow area = 0.150(Ac.) Runoff from this stream = 0.445(CFS) Time of concentration = 7.66 min. Rainfall intensity = 5.203(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2) = 2.556 0.445 1.000 * 0.907 * 1.000 * 1.000 * 8.90 7.66 1.000 * 1.000 * 0.860 * 1.000 * 4 .721 5.203 2.556) 0.445)+ = 2.556) + 0.445) + 2.960 2.644 Total of 2 streams to confluence: Flow rates before confluence point: 2.556 0.445 Maximum flow rates at confluence using above data: 2.960 2.644 Area of streams before confluence: 0.950 0.150 Results of confluence: Total flow rate = 2.960(CFS) Time of concentration = 8.905 min. Effective stream area after confluence = 1.100(Ac. Process from Point/Station 4058.000 to Point/Station 4052.000 **** piPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.780(Ft.) Downstream point/station elevation = 66.230(Ft.) Pipe length = 35.77(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.960(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 2.960(CFS) Normal flow depth in pipe = 5.84(In.) Flow top width inside pipe = 16.85(In.) Critical Depth = 7.85(In.) Pipe flow velocity = 5.97{Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 9.00 min. Process from Point/Station 4052.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 4052.000 The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.100(Ac.) Runoff from this stream = 2.960(CFS) Time of concentration = 9.00 min. Rainfall intensity = 4.687(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2. 3 Qmax ( 1 ) Qmax ( 2 ) 23 6 2 = 1 0 0 = 1 1 0 .023 .874 .960 .000 * .909 * .838 * .000 * .000 * .922 * 11 10 9 1 1 1 0 1 1 .85 .22 .00 .000 * .000 * .000 * .863 * .000 * . 000 * 23 6 2 23 6 2 .023) .874) .960) .023) .874) .960) Qmax(3) = .000 .000 1.000 * 0.760 * 0.881 * 1.000 * 3.927 4.320 4.687 31.752 29.461 23.023) + 6.874) + 2.960) +26.520 Total of 3 main streams to confluence: Flow rates before confluence point: 23.023 6.874 2.960 Maximum flow rates at confluence using above data: 31.752 29.461 26.520 Area of streams before confluence: 11.750 2.790 1.100 Results of confluence: Total flow rate = 31.752(CFS) Time of concentration = 11.845 min. Effective stream area after confluence = 15.640(Ac.) Process from Point/Station 4052.000 to Point/Station 4070.000 **** pipEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 65.720(Ft.) Downstream point/station elevation = 65.480(Ft.) Pipe length = 84.85 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 31.752(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 31.752(CFS) Normal flow depth in pipe = 26.58(In.) Flow top width inside pipe = 31.65(In.) Critical Depth = 21.91(In.) Pipe flow velocity = 5.68(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 12.09 min. Process from Point/Station 4070.000 to Point/Station 4072.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 65.050(Ft.) Downstream point/station elevation = 63.780(Ft.) Pipe length = 255.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 31.752(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 31.752(CFS) Normal flow depth in pipe = 19.69(In.) Flow top width inside pipe = 41.92(In.) Critical Depth = 20.90(In.) Pipe flow velocity = 7.17(Ft/s) Travel time through pipe = 0.59 min. Time of concentration (TC) = 12.69 min. Process from Point/Station 4072.000 to Point/Station 4072.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 15.640(Ac.) Runoff from this stream = 31.752(CFS) Time of concentration = 12.69 min. Rainfall intensity = 3.757(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 4086.000 to Point/Station 4088.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 120.000(Ft.) Highest elevation = 80.000(Ft.) Lowest elevation = 77.800(Ft.) Elevation difference = 2.200(Ft.) Slope = 1.833 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.83 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.98 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 80.000A.5)/( 1.830A(1/3)]= 6.98 The initial area total distance of 120.00 (Ft.) entered leaves a remaining distance of 40.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.62 minutes for a distance of 40.00 (Ft.) and a slope of 1.83 % with an elevation difference of 0.73(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.624 Minutes Tt=[(11.9*0.0076A3)/( 0.73)]A.385= 0.62 Total initial area Ti = 6.98 minutes from Figure 3-3 formula plus 0.62 minutes from the Figure 3-4 formula = 7.60 minutes Rainfall intensity (I) = 5.229(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.626(CFS) Total initial stream area = 0.210(Ac.) Process from Point/Station 4088.000 to Point/Station 4090.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 77.880(Ft.) End of street segment elevation = 74.330(Ft.) Length of street segment = 244.370(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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.) 1.594(CFS) 2.573(Ft/s) Gutter hike from flowline = 1.440(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street = Depth of flow = 0.239(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.430(Ft.) Flow velocity = 2.57(Ft/s) Travel time = 1.58 min. TC = 9.18 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.628(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.536 Subarea runoff = 1.854(CFS) for 0.730(Ac.) Total runoff = 2.480(CFS) Total area = 0.940(Ac.) Street flow at end of street = 2.480(CFS) Half street flow at end of street = 2.480(CFS) Depth of flow = 0.269(Ft.), Average velocity = 2.852(Ft/s) Flow width (from curb towards crown)= 8.955(Ft.) Process from Point/Station 4090.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 4090.000 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.940(Ac.) Runoff from this stream = 2.480(CFS) Time of concentration = 9.18 min. Rainfall intensity = 4.628(In/Hr) Process from Point/Station 4092.000 to Point/Station **** INITIAL AREA EVALUATION **** 4094.000 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 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance Highest elevation = 79.800(Ft.) Lowest elevation = 76.600(Ft.) Elevation difference = 3.200(Ft.) Slope = = 122.320(Ft.) 2.616 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 2.62 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.74 minutes TC = [1.8*(l.l-C)*distance(Ft.)*.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 95.000*.5)/( 2.620*(1/3)]= 6.74 The initial area total distance of 122.32 (Ft.) entered leaves a remaining distance of 27.32 (Ft.) Using Figure 3-4, the travel time for this distance is 0.41 minutes for a distance of 27.32 (Ft.) and a slope of 2.62 % with an elevation difference of 0.72(Ft.) from the end of the top area Tt = [11.9*length(Mi)*3)/(elevation change(Ft.))]*.385 *60(min/hr) 0.405 Minutes Tt=[(11.9*0.0052*3)/( 0.72)]*.385= 0.41 Total initial area Ti = 6.74 minutes from Figure 3-3 formula plus 0.41 minutes from the Figure 3-4 formula = 7.15 minutes Rainfall intensity (I) = 5.439(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.65KCFS) Total initial stream area = 0.210(Ac.) Process from Point/Station 4094.000 to Point/Station 4090.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 76.600 (Ft.) End of street segment elevation = 74.330(Ft.) Length of street segment = 235.300(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street = 1.511(CFS) Depth of flow = 0.249(Ft.), Average velocity = 2.171(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.926(Ft.) Flow velocity = 2.17(Ft/s) Travel time = 1.81 min. TC = 8.96 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.704(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.484 Subarea runoff = 1.628(CFS) for 0.640(Ac.) Total runoff = 2.279(CFS) Total area = 0.850(Ac.) Street flow at end of street = 2.279(CFS) Half street flow at end of street = 2.279(CFS) Depth of flow = 0.278(Ft.), Average velocity = 2.391(Ft/s) Flow width (from curb towards crown)= 9.410(Ft.) Process from Point/Station 4090.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 4090 .000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.850(Ac.) Runoff from this stream = 2.279(CFS) Time of concentration = 8.96 min. Rainfall intensity = 4.704(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) = Qmax(2) = 2.480 2.279 1.000 0 . 984 1.000 1.000 9.18 8.96 1.000 * 1.000 * 0.975 * 1.000 * 4.628 4.704 2.480) + 2.279) + 2.480) + 2.279) + 4.722 4.698 Total of 2 streams to confluence: Flow rates before confluence point: 2.480 2.279 Maximum flow rates at confluence using above data: 4.722 4.698 Area of streams before confluence: 0.940 0.850 Results of confluence: Total flow rate = 4.722(CFS) Time of concentration = 9.183 min. Effective stream area after confluence = 1.790(Ac, Process from Point/Station 4090.000 to Point/Station 4080.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 64.970(Ft.) Downstream point/station elevation = 64.690 (Ft.) Pipe length = 27.87(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.722(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 4.722(CFS) Normal flow depth in pipe = 7.43(In.) Flow top width inside pipe = 22.19(In.) Critical Depth = 9.17(In.) Pipe flow velocity = 5.70(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 9.26 min. Process from Point/Station 4080.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 4080.000 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.790(Ac.) Runoff from this stream = 4.722(CFS) Time of concentration = 9.26 min. Rainfall intensity = 4.602(In/Hr) Process from Point/Station FLOW INI? oint/Station INT **** Decimal fraction soil group A = Decimal fraction soil group B = 0 Decimal fraction soil group C = 0 Decimal fraction soil group D = 1 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity (I) = .000 .000 .000 .000 for a 100.0 year storm4.132(In/Hr) User specified values are as follows: TC = 10.95 min. Rain intensity = 4.13(In/Hr) Total area = 3.500(Ac.) Total runoff = 8.244(CFS) Process from Point/Station 4078.000 to Point/Station 4080.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 64.730(Ft.) Downstream point/station elevation = 64. 690(Ft.) Pipe length = 3.75(Ft.) Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 8.244(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 8.244(CFS) Normal flow depth in pipe = 10.66(In.) Flow top width inside pipe = 23.85(In.) Critical Depth = 12.28(In.) Pipe flow velocity = 6.12(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 10.96 min. Process from Point/Station 4080.000 to Point/Station 4080.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3.500(Ac.) Runoff from this stream = 8.244(CFS) Time of concentration = 10.96 min. Rainfall intensity = 4.130(In/Hr) Process from Point/Station 4066.000 to Point/Station 4067.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 126.000(Ft.) Highest elevation = 91.000(Ft.) Lowest elevation = 79.120(Ft.) Elevation difference = 11.880(Ft.) Slope = 9.429 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 9.42 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.52 minutes TC = [1.8*(1.1-C)*distance(Ft.)*.5)/(% slope*(1/3)] TC = [1.8*(1.1-0.5700)*( 100.000*.5)/( 9.420*(1/3)]= 4.52 The initial area total distance of 126.00 (Ft.) entered leaves a remaining distance of 26.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.24 minutes for a distance of 26.00 (Ft.) and a slope of 9.42 % with an elevation difference of 2.45(Ft.) from the end of the top area Tt = [11.9*length(Mi)*3)/(elevation change(Ft. ))]*.385 *60(min/hr) 0.238 Minutes Tt=[(ll.9*0.0049*3)/( 2.45)]*.385= 0.24 Total initial area Ti = 4.52 minutes from Figure 3-3 formula plus 0.24 minutes from the Figure 3-4 formula = 4.76 minutes Calculated TC of 4.755 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.351(CFS) Total initial stream area = 0.090(Ac.) Process from Point/Station 4067.000 to Point/Station 4080.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.100(Ft.) Downstream point/station elevation = 64.690(Ft.) Pipe length = 281.29(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.35KCFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.351(CFS) Normal flow depth in pipe = 2.66(In.) Flow top width inside pipe = 12.79(In.) Critical Depth = 2.62(In.) Pipe flow velocity = 2.16(Ft/s) Travel time through pipe = 2.17 min. Time of concentration (TC) = 6.93 min. Process from Point/Station 4080.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 4080.000 Along Main Stream number: 2 in normal stream number 3 Stream flow area = 0.090(Ac.) Runoff from this stream = 0.351(CFS) Time of concentration = 6.93 min. Rainfall intensity = 5.551(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax(1) = 4.722 8.244 0.351 Qmax(2) = Qmax(3) = 000 * 000 * 0.829 * 0.897 * 1.000 * 0.744 * .000 ,000 1.000 * 9.26 10.96 6.93 1.000 * 0.845 * 1.000 * 1.000 * 1.000 * 1.000 * 0.748 * 0.632 * 1.000 * 4.602 4.130 5.551 4.722) + 8.244) + 0.351) + 4.722) + 8.244) + 0.351) + 4.722) + 8.244) + 0.351) + 11.984 12.743 9.096 Total of 3 streams to confluence: Flow rates before confluence point: 4.722 8.244 0.351 Maximum flow rates at confluence using above data: 11.984 12.743 9.096 Area of streams before confluence: 1.790 3.500 0.090 Results of confluence: Total flow rate = 12.743(CFS) Time of concentration = 10.957 min. Effective stream area after confluence = 5.380(Ac.) Process from Point/Station 4080.000 to Point/Station 4072.000 **** pipEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 64.360(Ft.) Downstream point/station elevation = 63.780(Ft.) Pipe length = 115.48(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.743(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 12.743(CFS) Normal flow depth in pipe = 13.90(In.) Flow top width inside pipe = 29.92(In.) Critical Depth = 14.39(In.) Pipe flow velocity = 5.73(Ft/s) Travel time through pipe = 0.34 min. Time of concentration (TC) = 11.29 min. Process from Point/Station 4072.000 to Point/Station 4072.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.380(Ac.) Runoff from this stream = 12.743 (CFS) Time of concentration = 11.29 min. Rainfall intensity = 4.050(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 31.752 2 12.743 Qmax ( 1 ) = 1.000 * 0.928 * 12.69 11.29 1.000 * 1.000 * 3.7 4.0 31.752) + 12.743) + =43.574 Qmax(2) = 1.000 * 0.890 * 31.752) + 1.000 * 1.000 * 12.743) + = 41.007 Total of 2 main streams to confluence: Flow rates before confluence point: 31.752 12.743 Maximum flow rates at confluence using above data: 43.574 41.007 Area of streams before confluence: 15.640 5.380 Results of confluence: Total flow rate = 43.574(CFS) Time of concentration = 12.687 min. Effective stream area after confluence = 21.020(Ac.^ Process from Point/Station 4072.000 to Point/Station 4096.000 **** PiPEFLOW TRAVEL TIME (User specified size).**** Upstream point/station elevation = 63.360(Ft.) Downstream point/station elevation = 62.730(Ft.) Pipe length = 124.52(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 43.574(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 43.574(CFS) Normal flow depth in pipe = 23.67(In.) Flow top width inside pipe = 41.66(In.) Critical Depth = 24.71(In.) Pipe flow velocity = 7.80(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 12.95 min. Process from Point/Station 4096.000 to Point/Station 4096.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 21.020(Ac.) Runoff from this stream = 43.574(CFS) Time of concentration = 12.95 min. Rainfall intensity = 3.707(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 4098.000 to Point/Station 4100.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 140.000(Ft.) Highest elevation = 88.000(Ft.) Lowest elevation = 85.800(Ft.) Elevation difference = 2.200(Ft.) Slope = 1.571 % Top of Initial Area Slope adjusted by User to 5.580 % Bottom of Initial Area Slope adjusted by User to 5.580 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 5.58 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.38 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 100.000A.5)/( 5.580"(1/3)]= 5.38 The initial area total distance of 140.00 (Ft.) entered leaves a remaining distance of 40.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.41 minutes for a distance of 40.00 (Ft.) and a slope of 5.58 % with an elevation difference of 2.23(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.406 Minutes Tt=[ (11.9*0.0076*3) /( 2.23)]A.385= 0.41 Total initial area Ti = 5.38 minutes from Figure 3-3 formula plus 0.41 minutes from the Figure 3-4 formula = 5.78 minutes Rainfall intensity (I) = 6.235(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.533(CFS) Total initial stream area = 0.150(Ac.) Process from Point/Station 4100.000 to Point/Station 4102.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 85.800(Ft.) End of street segment elevation = 77.000(Ft.) Length of street segment = 780.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 2.999(CFS) Depth of flow = 0.306(Ft.), Average velocity = 2.431(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10. 800(Ft.) Flow velocity = 2.43(Ft/s) Travel time = 5.35 min. TC = 11.13 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.088(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.322 Subarea runoff = 4.873(CFS) for 2.170(Ac.) Total runoff = 5.406(CFS) Total area = 2.320(Ac.) Street flow at end of street = 5.406(CFS) Half street flow at end of street = 5.406(CFS) Depth of flow = 0.363(Ft.), Average velocity = 2.805(Ft/s) Flow width (from curb towards crown)= 13.638(Ft.) Process from Point/Station 4102.000 to Point/Station 4096.000 **** piPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 62.790(Ft.) Downstream point/station elevation = 62.730(Ft.) Pipe length = 3.25(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.406(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.406(CFS) Normal flow depth in pipe = 7.68(In.) Flow top width inside pipe = 17.80(In.) Critical Depth = 10.76(In.) Pipe flow velocity = 7.52(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 11.14 min. Process from Point/Station 4096.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 4096.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.320(Ac.) Runoff from this stream = 5.406(CFS) Time of concentration = 11.14 min. Rainfall intensity = 4.086(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 43.574 5.406 Qmax(1) = 1.000 * 0.907 * Qmax(2) = 1.000 1.000 12.95 11.14 1.000 * 1.000 * 0.860 * 1.000 * 3.707 4.086 43.574) + 5.406) + 43.574) + 5.406) + 48.479 42.881 Total of 2 main streams to confluence: Flow rates before confluence point: 43.574 5.406 Maximum flow rates at confluence using above data: 48.479 42.881 Area of streams before confluence: 21.020 2.320 Results of confluence: Total flow rate = 48.479(CFS) Time of concentration = 12.953 min. Effective stream area after confluence = 23.340(Ac.) Process from Point/Station 4096.000 to Point/Station 4104.000 **** PIPEFLOW TRAVEL TIME (User specified size) **•** Upstream point/station elevation = 62.310(Ft.) Downstream point/station elevation = 62.000(Ft.) Pipe length = 62.02(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 48.479(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 48.479(CFS) Normal flow depth in pipe = 25.45(In.) Flow top width inside pipe = 41.04(In.) Critical Depth = 26.09(In.) Pipe flow velocity = 7.95(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 13.08 min. Process from Point/Station 4104.000 to Point/Station 4106.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 61.580(Ft.) Downstream point/station elevation = 60.290(Ft.) Pipe length = 257.30(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 48.479(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 48.479(CFS) Normal flow depth in pipe = 25.41(In.) Flow top width inside pipe = 41.07(In.) Critical Depth = 26.09(In.) Pipe flow velocity = 7.96(Ft/s) Travel time through pipe = 0.54 min. Time of concentration (TC) = 13.62 min. Process from Point/Station 4106.000 to Point/Station 4106.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 23.340(Ac.) Runoff from this stream = 48.479(CFS) Time of concentration = 13.62 min. Rainfall intensity = 3.589(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 4108.000 to Point/Station 4110.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 126.400(Ft.) Highest elevation = 77.800(Ft.) Lowest elevation = 75.580(Ft.) Elevation difference = 2.220(Ft.) Slope = 1.756 % Top of Initial Area Slope adjusted by User to 2.015 % Bottom of Initial Area Slope adjusted by User to 2.015 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.02 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.76 minutes TC = [1.8*(1.1-C)*distance(Ft.)*.5)/(% slopeA(l/3)] TC = [1.8* (1.1-0.5700)*( 80.000A.5)/( 2.015* (1/3)]= 6.76 The initial area total distance of 126.40 (Ft.) entered leaves a remaining distance of 46.40 (Ft.) Using Figure 3-4, the travel time for this distance is 0.67 minutes for a distance of 46.40 (Ft.) and a slope of 2.02 % with an elevation difference of 0.93(Ft.) from the end of the top area Tt = [11.9*length(Mi)*3)/(elevation change(Ft.))]x.385 *60(min/hr) 0.674 Minutes Tt=[(ll.9*0.0088*3)/( 0.93)]*.385= 0.67 Total initial area Ti = 6.76 minutes from Figure 3-3 formula plus 0.67 minutes from the Figure 3-4 formula = 7.43 minutes Rainfall intensity (I) = 5.306(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.696(CFS) Total initial stream area = 0.230(Ac.) Process from Point/Station 4110.000 to Point/Station 4112.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 75.580(Ft.) End of street segment elevation = 72.360(Ft.) Length of street segment = 300.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] 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 = 1.440(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street = 1.950(CFS) Depth of flow = 0.218(Ft.), Average velocity = 2.049(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.391(Ft.) Flow velocity = 2.05(Ft/s) Travel time = 2.44 min. TC = 9.87 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.418(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.690 Subarea runoff = 2.351(CFS) for 0.980(Ac.) Total runoff = 3.047(CFS) Total area = 1.210(Ac.) Street flow at end of street = 3.047(CFS) Half street flow at end of street = 1.523(CFS) Depth of flow = 0.246(Ft.), Average velocity = 2.267(Ft/s) Flow width (from curb towards crown)= 7.776(Ft.) Process from Point/Station 4112.000 to Point/Station 4112.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.210(Ac.) Runoff from this stream = 3.047(CFS) Time of concentration = 9.87 min. Rainfall intensity = 4.418(In/Hr) Process from Point/Station 4148.000 to Point/Station 4112.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 160.000(Ft.) Highest elevation = 75.000(Ft.) Lowest elevation = 72.660(Ft.) Elevation difference = 2.340(Ft.) Slope = 1.463 % Top of Initial Area Slope adjusted by User to 2.105 % Bottom of Initial Area Slope adjusted by User to 2.105 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.11 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.66 minutes TC = tl.8*(l.l-C)*distance(Ft.)A.5)/(% slope*(1/3)] TC = [1.8*(1.1-0.5700)*( 80.000A.5)/( 2.105A (1/3)]= 6.66 The initial area total distance of 160.00 (Ft.) entered leaves a remaining distance of 80.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.01 minutes for a distance of 80.00 (Ft.) and a slope of 2.11 % with an elevation difference of 1.68(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 1.008 Minutes Tt=[(11.9*0.0152A3)/( 1.68)]".385= 1.01 Total initial area Ti = 6.66 minutes from Figure 3-3 formula plus 1.01 minutes from the Figure 3-4 formula = 7.67 minutes Rainfall intensity (I) = 5.200(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.919(CFS) Total initial stream area = 0.310(Ac.) Process from Point/Station 4112.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 4112.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.310(Ac.) Runoff from this stream = 0.919(CFS) Time of concentration = 7.67 min. Rainfall intensity = 5.200(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) = 3.047 0.919 1.000 0.850 Qmax(2) = 1.000 * 1.000 * 9.87 7.67 1.000 * 1.000 * 0.777 * 1.000 * 4.418 5.200 3.047) + 0.919) + 3.047) + 0.919) + 3.828 3.285 Total of 2 streams to confluence: Flow rates before confluence point: 3.047 0.919 Maximum flow rates at confluence using above data: 3.828 3.285 Area of streams before confluence: 1.210 0.310 Results of confluence: Total flow rate = 3.828(CFS) Time of concentration = 9.870 min. Effective stream area after confluence = 1.520(Ac.) Process from Point/Station 4112.000 to Point/Station 4118.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 61.920(Ft.) Downstream point/station elevation = 61.880 (Ft.) Pipe length = 3.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.828(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.828(CFS) Normal flow depth in pipe = 7.38(In.) Flow top width inside pipe = 17.71(In.) Critical Depth = 8.98(In.) Pipe flow velocity = 5.61(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 9.88 min. Process from Point/Station 4118.000 to Point/Station 4118.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.520(Ac.) Runoff from this stream = 3.828(CFS) Time of concentration = 9.88 min. Rainfall intensity = 4.415(In/Hr) Process from Point/Station 4120.000 to Point/Station 4122.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 105.870(Ft.) Highest elevation = 77.700(Ft.) Lowest elevation = 75.920(Ft.) Elevation difference = 1.780(Ft.) Slope = 1.681 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.68 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.18 minutes TC = [1.8M1.1-C) *distance(Ft.) A.5)/ (% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 80.000A.5)/( 1.681^(1/3)]= 7.18 The initial area total distance of 105.87 (Ft.) entered leaves a remaining distance of 25.87 (Ft.) Using Figure 3-4, the travel time for this distance is 0.46 minutes for a distance of 25.87 (Ft.) and a slope of 1.68 % with an elevation difference of 0.43(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.461 Minutes Tt=t (11.9*0.0049A3)/( 0.43)]A.385= 0.46 Total initial area Ti = 7.18 minutes from Figure 3-3 formula plus 0.46 minutes from the Figure 3-4 formula = 7.64 minutes Rainfall intensity (I) = 5.213(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.475(CFS) Total initial stream area = 0.160(Ac.) Process from Point/Station 4122.000 to Point/Station 4124.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 75.920(Ft.) End of street segment elevation = 72.340(Ft.) Length of street segment = 346.360(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500 (Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] 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 = 1.440(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street = 2.152(CFS) Depth of flow = 0.225(Ft.), Average velocity = 2.064(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.737(Ft.) Flow velocity = 2.06(Ft/s) Travel time = 2.80 min. TC = 10.43 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.262(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.872 Subarea runoff = 3.242(CFS) for 1.370(Ac.) Total runoff = 3.717(CFS) Total area = 1.530(Ac.) Street flow at end of street = 3.717(CFS) Half street flow at end of street = 1.859(CFS) Depth of flow = 0.260(Ft.), Average velocity = 2.340(Ft/s) Flow width (from curb towards crown)= 8.525(Ft.) Process from Point/Station 4124.000 to Point/Station 4118.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 62.160(Ft.) Downstream point/station elevation = 61.880(Ft.) Pipe length = 27.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.717(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 3.717(CFS) Normal flow depth in pipe = 7.38(In.) Flow top width inside pipe = 17.70(In.) Critical Depth = 8.85(In.) Pipe flow velocity = 5.45(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 10.52 min. Process from Point/Station 4118.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 4118.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.530(Ac.) Runoff from this stream = 3.717(CFS) Time of concentration = 10.52 min. Rainfall intensity = 4.240(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) = 3.828 3 .717 ,000 * .000 * Qmax(2) = 0.960 * 1.000 * 9.88 10.52 1.000 * 0.939 * 1.000 * 1.000 * 4 .415 4.240 3.828) + 3.717) + 3.828) 3.717) 7.319 7.393 Total of 2 streams to confluence: Flow rates before confluence point: 3.828 3.717 Maximum flow rates at confluence using above data: 7.319 7.393 Area of streams before confluence: 1.520 1.530 Results of confluence: Total flow rate = 7.393(CFS) Time of concentration = 10.520 min. Effective stream area after confluence = 3.050(Ac.) Process from Point/Station 4118.000 to Point/Station 4106.000 **** piPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 61.550(Ft.) Downstream point/station elevation = 60.290(Ft.) Pipe length = 189.35(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.393(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 7.393(CFS) Normal flow depth in pipe = 10.57(In.) Flow top width inside pipe = 23.83(In.) Critical Depth = 11.60(In.) Pipe flow velocity = 5.55(Ft/s) Travel time through pipe = 0.57 min. Time of concentration (TC) = 11.09 min. Process from Point/Station 4106.000 to Point/Station 4106.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.050(Ac.) Runoff from this stream = 7.393(CFS) Time of concentration = 11.09 min. Rainfall intensity = 4.098(In/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 4132.000 to Point/Station 4134.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 83.550(Ft.) Highest elevation = 76.680(Ft.) Lowest elevation = 72.500(Ft.) Elevation difference = 4.180 (Ft.) Slope = 5.003 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 5.00 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.58 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 100.000^.5)/( 5.003A (1/3)] = 5.58 Rainfall intensity (I) = 6.384(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.873(CFS) Total initial stream area = 0.240(Ac.) Process from Point/Station 4134.000 to Point/Station 4106.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 61.730(Ft.) Downstream point/station elevation = 60.290(Ft.) Pipe length = 49.71(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.873(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.873(CFS) Normal flow depth in pipe = 2.71(In.) Flow top width inside pipe = 12.87(In.) Critical Depth = 4.16(In.) Pipe flow velocity = 5.24(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 5.74 min. Process from Point/Station 4106.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 4106.000 The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.240(Ac.) Runoff from this stream = 0.873(CFS) Time of concentration = 5.74 min. Rainfall intensity = 6.270(ln/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax ( 1 ) 48 7 0 = 1 0 0 .479 .393 .873 .000 * .876 * .572 * 13 11 5 1 1 1 .62 .09 .74 .000 * .000 * .000 * 48 7 0 .479) .393) .873) Qmax(2) = 000 000 0.654 * 0.814 * 1.000 * 1.000 * Qmax(3) = 3.589 4.098 6.270 48.479) + 7.393) + 0.873) + 55.453 47.426 1.000 * 0.421 * 48.479) + 1.000 * 0.517 * 7.393) + 1.000 * 1.000 * 0.873) + = 25.113 Total of 3 main streams to confluence: Flow rates before confluence point: 48.479 7.393 0.873 Maximum flow rates at confluence using above data: 55.453 47.426 25.113 Area of streams before confluence: 23.340 3.050 0.240 Results of confluence: Total flow rate = 55.453(CFS) Time of concentration = 13.621 min. Effective stream area after confluence = 26.630(Ac.) Process from Point/Station 4106.000 to Point/Station 4140.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 59.870(Ft.) Downstream point/station elevation = 59.060 (Ft.) Pipe length = 161.06(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 55.453(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 55.453(CFS) Normal flow depth in pipe = 27.84(In.) Flow top width inside pipe = 39.71(In.) Critical Depth = 27.99(In.) Pipe flow velocity = 8.20(Ft/s) Travel time through pipe = 0.33 min. Time of concentration (TC) = 13.95 min. Process from Point/Station 4140.000 to Point/Station 4140.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 26.630(Ac.) Runoff from this stream = 55.453(CFS) Time of concentration = 13.95 min. Rainfall intensity = 3.534(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 4142.000 to Point/Station 4144.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 123.560(Ft.) Highest elevation = 86.800(Ft.) Lowest elevation = 84.250(Ft.) Elevation difference = 2.550(Ft.) Slope = 2.064 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.06 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.70 minutes TC = [1.8*(l.l-C)*distance(Ft.)x.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 80.000A.5)/( 2.064^(1/3)]= 6.70 The initial area total distance of 123.56 (Ft.) entered leaves a remaining distance of 43.56 (Ft.) Using Figure 3-4, the travel time for this distance is 0.64 minutes for a distance of 43.56 (Ft.) and a slope of 2.06 % with an elevation difference of 0.90(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.636 Minutes Tt=[(11.9*0.0083A3)/( 0.90)]A.385= 0.64 Total initial area Ti = 6.70 minutes from Figure 3-3 formula plus 0.64 minutes from the Figure 3-4 formula = 7.34 minutes Rainfall intensity (I) = 5.349(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.518(CFS) Total initial stream area = 0.170(Ac.) Process from Point/Station 4144.000 to Point/Station 4146.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 84.250(Ft.) End of street segment elevation = 72.550(Ft.) Length of street segment = 648.650(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] 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 = 1.440(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street = 2.250(CFS) Depth of flow = 0.211(Ft.), Average velocity = 2.589(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.059(Ft.) Flow velocity = 2.59(Ft/s) Travel time = 4.18 min. TC = 11.51 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.000(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.952 Subarea runoff = 3.289(CFS) for 1.500(Ac.) Total runoff = 3.808(CPS) Total area = 1.670(Ac.) Street flow at end of street = 3.808(CFS) Half street flow at end of street = 1.904(CFS) Depth of flow = 0.243(Ft.), Average velocity = 2.913(Ft/s) Flow width (from curb towards crown)= 7.655(Ft.) Process from Point/Station 4146.000 to Point/Station 4178.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 72.550(Ft.) End of street segment elevation = 72.060(Ft.) Length of street segment = 45.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] 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 = 1.440(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street = 4.058(CFS) Depth of flow = 0.265 (Ft.), Average velocity = 2.437(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.748(Ft.) Flow velocity = 2.44(Ft/s) Travel time = 0.31 min. TC = 11.82 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 3.932(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.077 Subarea runoff = 0.429(CFS) for 0.220(Ac.) Total runoff = 4.236(CFS) Total area = 1.890(Ac.! Street flow at end of street = 4.236(CFS) Half street flow at end of street = 2.118(CFS) Depth of flow = 0.268(Ft.), Average velocity = 2.461{Ft/s) Flow width (from curb towards crown)= 8.905(Ft.) Process from Point/Station 4178.000 to Point/Station 4150.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 72.060(Ft.) End of street segment elevation = 70.910(Ft.) Length of street segment = 132.130(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] 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 = 1.440(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street = 4.732(CFS) Depth of flow = 0.285(Ft.), Average velocity = 2.320(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.759(Ft.) Flow velocity = 2.32(Ft/s) Travel time = 0.95 min. TC = 12.77 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 3.741(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.362 Subarea runoff = 0.860(CFS) for 0.500(Ac.) Total runoff = 5.097(CFS) Total area = 2.390(Ac.) Street flow at end of street = 5.097(CFS) Half street flow at end of street = 2.548(CFS) Depth of flow = 0.291(Ft.), Average velocity = 2.362(Ft/s) Flow width (from curb towards crown)= 10. 058(Ft.) Process from Point/Station 4150.000 to Point/Station 4150.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.390(Ac.) Runoff from this stream = 5.097(CFS) Time of concentration = 12.77 min. Rainfall intensity = 3.741(In/Hr) Process from Point/Station 4152.000 to Point/Station 4154.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 112.060(Ft.) Highest elevation = 77.400(Ft.) Lowest elevation = 74.450(Ft.) Elevation difference = 2.950(Ft.) Slope = 2.633 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 2.63 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.73 minutes TC = [1.8*(1.1-C)*distance(Ft.)*.5)/(% slope*(l/3)] TC = [1.8* (1.1-0.5700)*( 95.000*.5)/( 2.633* (1/3)]= 6.73 The initial area total distance of 112.06 (Ft.) entered leaves a remaining distance of 17.06 (Ft.) Using Figure 3-4, the travel time for this distance is 0.28 minutes for a distance of 17.06 (Ft.) and a slope of 2.63 % with an elevation difference of 0.45(Ft.) from the end of the top area Tt = [11.9*length(Mi)*3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.281 Minutes Tt=[(ll.9*0.0032*3)/( 0.45)]*.385= 0.28 Total initial area Ti = 6.73 minutes from Figure 3-3 formula plus 0.28 minutes from the Figure 3-4 formula = 7.02 minutes Rainfall intensity (I) = 5.506(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.596(CFS) Total initial stream area = 0.190(Ac.) Process from Point/Station 4154.000 to Point/Station 4150.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 74.450(Ft.) End of street segment elevation = 70.910(Ft.) Length of street segment = 392.690(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] 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 = 1.440(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street = 1.913(CFS) Depth of flow = 0.222(Ft.), Average velocity = 1.906(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6. 590(Ft.) Flow velocity = 1.91(Ft/s) Travel time = 3.43 min. TC = 10.45 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.258(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.730 Subarea runoff = 2.511(CFS) for 1.090(Ac.) Total runoff = 3.107(CFS) Total area = 1.280(Ac.) Street flow at end of street = 3.107(CFS) Half street flow at end of street = 1.553(CFS) Depth of flow = 0.253 (Ft.), Average velocity = 2.129(Ft/s) Flow width (from curb towards crown)= 8.137(Ft.) Process from Point/Station 4150.000 to Point/Station 4150.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.280(Ac.) Runoff from this stream = 3.107(CFS) Time of concentration = 10.45 min. Rainfall intensity = 4.258(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.097 12.77 3.741 2 3.107 10.45 4.258 Qmax(1) = 1.000 * 1.000 * 5.097) + 0.879 * 1.000 * 3.107) + = 7.827 Qmax(2) = 1.000 * 0.818 * 5.097) + 1.000 * 1.000 * 3.107) + = 7.277 Total of 2 streams to confluence: Flow rates before confluence point: 5.097 3.107 Maximum flow rates at confluence using above data: 7.827 7.277 Area of streams before confluence: 2.390 1.280 Results of confluence: Total flow rate = 7.827(CFS) Time of concentration = 12.771 min. Effective stream area after confluence = 3.670(Ac.) Process from Point/Station 4150.000 to Point/Station 4140.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 59.140(Ft.) Downstream point/station elevation = 59.060(Ft.) Pipe length = 3.75(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.827(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 7.827(CFS) Normal flow depth in pipe = 9.11(In.) Flow top width inside pipe = 18.00(In.) Critical Depth = 13.01(In.) Pipe flow velocity = 8.72(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 12.78 min. Process from Point/Station 4140.000 to Point/Station 4140.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.670(Ac.) Runoff from this stream = 7.827(CFS) Time of concentration = 12.78 min. Rainfall intensity = 3.740(In/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 4126.000 to Point/Station 4128.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 105.600(Ft.) Highest elevation = 78.000(Ft.) Lowest elevation = 73.000(Ft.) Elevation difference = 5.000(Ft.) Slope = 4.735 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 4.73 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.68 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 100.000A.5)/( 4.730A(1/3)]= 5.68 The initial area total distance of 105.60 (Ft.) entered leaves a remaining distance of 5.60 (Ft.) Using Figure 3-4, the travel time for this distance is 0.10 minutes for a distance of 5.60 (Ft.) and a slope of 4.73 % with an elevation difference of 0.26(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.095 Minutes Tt=[(11.9*0.0011A3)/ ( 0.26)]A.385= 0.10 Total initial area Ti = 5.68 minutes from Figure 3-3 formula plus 0.10 minutes from the Figure 3-4 formula = 5.78 minutes Rainfall intensity (I) = 6.240(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.498(CFS) Total initial stream area = 0.140(Ac.) Process from Point/Station 4128.000 to Point/Station 4164.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 73.000(Ft.) End of street segment elevation = 71. 000(Ft.) Length of street segment = 193.600(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street = 1.027(CFS) Depth of flow = 0.222(Ft.), Average velocity = 2.042(Ft/s) Streetflow hydraulics at midpoint of street travel: 0.000 0.000 0.000 1.000 Halfstreet flow width = 6.599(Ft.) Flow velocity = 2.04(Ft/s) Travel time = 1.58 min. TC = 7.36 min. Adding area flow to street Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 5.339(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.279 Subarea runoff = 0.993(CFS) for 0.350(Ac.) Total runoff = 1.49KCFS) Total area = 0.490 (Ac.) Street flow at end of street = 1.491(CFS) Half street flow at end of street = 1.49KCFS) Depth of flow = 0.245(Ft.), Average velocity = 2.222(Ft/s) Flow width (from curb towards crown)= 7.768(Ft.) Process from Point/Station 4164.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 4164.000 Along Main Stream number: 3 in normal stream number Stream flow area = 0.490(Ac.) Runoff from this stream = 1.491(CFS) Time of concentration = 7.36 min. Rainfall intensity = 5.339(In/Hr) Process from Point/Station 4166.000 to Point/Station **** INITIAL AREA EVALUATION **** 4168.000 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 76.710(Ft.) Highest elevation = 79.000(Ft.) Lowest elevation = 75.350(Ft.) Elevation difference = 3.650(Ft.) Slope = 4.758 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 4.76 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.67 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slope*(1/3)] TC = [1.8* (1.1-0.5700)*( 100. 000*. 5)/( 4.758*(1/3)]= 5.67 Rainfall intensity (I) = 6.315(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.468(CFS) Total initial stream area = 0.130(Ac.) Process from Point/Station 4168.000 to Point/Station 4164.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 75.350(Ft.) End of street segment elevation = 70.920(Ft.) Length of street segment = 405.240(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] 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 = 1.440(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0130 Estimated mean flow rate at midpoint of street = 1.947(CFS) Depth of flow = 0.217(Ft.), Average velocity = 2.063(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.359(Ft.) Flow velocity = 2.06(Ft/s) Travel time = 3.27 min. TC = 8.95 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.707(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.695 Subarea runoff = 2.805(CFS) for 1.090(Ac.) Total runoff = 3.273(CFS) Total area = 1.220(Ac.) Street flow at end of street = 3.273(CFS) Half street flow at end of street = 1.637(CFS) Depth of flow = 0.250(Ft.), Average velocity = 2.321(Ft/s) Flow width (from curb towards crown)= 7.986(Ft.) Process from Point/Station 4164.000 to Point/Station 4164.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 1.220(Ac.) Runoff from this stream = 3.273(CFS) Time of concentration = 8.95 min. Rainfall intensity = 4.707(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 1.491 3.273 000 000 Qmax(2) = 0.882 * 1.000 * 7.36 8.95 1.000 * 0.823 * 1.000 * 1.000 * 5.339 4.707 1.491) + 3.273) + 1.491) + 3.273) + 4.183 4.588 Total of 2 streams to confluence: Flow rates before confluence point: 1.491 3.273 Maximum flow rates at confluence using above data: 4.183 4.588 Area of streams before confluence: 0.490 1.220 Results of confluence: Total flow rate = 4.588(CFS) Time of concentration = 8.947 min. Effective stream area after confluence = 1.710(Ac.) Process from Point/Station 4164.000 to Point/Station 4140.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 59.360(Ft.) Downstream point/station elevation = 59.060(Ft.) Pipe length = 30.04(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.588(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.588(CFS) Normal flow depth in pipe = 8.32(In.) Flow top width inside pipe = 17.95(In.) Critical Depth = 9.86(In.) Pipe flow velocity = 5.74(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 9.03 min. Process from Point/Station 4140.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 4140.000 The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.710(Ac.) Runoff from this stream = 4.588(CFS) Time of concentration = 9.03 min. Rainfall intensity = 4.677(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax ( 1 ) Qmax ( 2 ) 55 7 4 = 1 0 0 = 1 1 0 .453 .827 .588 .000 .945 .756 .000 .000 .800 * * * * * * 13. 12. 9. 1. 1. 1. 0. 1. 1. 95 78 03 000 000 000 916 000 000 * * * * * * 55 7 4 55 7 4 .453) .827) .588) .453) .827) .588) Qmax(3) = 000 000 1.000 * 0.648 * 0.707 * 1.000 * 3.534 3.740 4.677 66.316 62.293 55.453) + 7.827) + 4.588) +46.035 Total of 3 main streams to confluence: Flow rates before confluence point: 55.453 7.827 4.588 Maximum flow rates at confluence using above data: 66.316 62.293 46.035 Area of streams before confluence: 26.630 3.670 1.710 Results of confluence: Total flow rate = 66.316(CFS) Time of concentration = 13.949 min. Effective stream area after confluence =32.010(Ac.) Process from Point/Station 4140.000 to Point/Station 4170.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 58. 640(Ft.) Downstream point/station elevation = 57.910(Ft.) Pipe length = 65.36(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 66.316(CFS) Given pipe size = 42.00(In.) Calculated individual pipe flow = 66.316(CFS) Normal flow depth in pipe = 24.02(In.) Flow top width inside pipe = 41.56(In.) Critical Depth = 30.61(In.) Pipe flow velocity = 11.66(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 14.04 min. Process from Point/Station 4170.000 to Point/Station 4172.000 **** piPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 57.490(Ft.) Downstream point/station elevation = 56.890(Ft.) Pipe length = 119.38(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 66.316(CFS) Given pipe size = 36.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 2.630(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 1.180(Ft.) Minor friction loss = 2.050(Ft.) K-factor = 1.50 Pipe flow velocity = 9.38(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 14.25 min. End of computations, total study area = 32.010 (Ac.) SECTION 5 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 11/19/07 PA 16, 17, 18 HYDROLOGY 11/19/07 G:\011014\PA 16, 17, 18\071117 NODE4035.OUT Hydrology Study Control Information ********** Program License Serial Number 5014 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.600 24 hour precipitation(inches) = 4.500 P6/P24 = 57.8% San Diego hydrology manual ' C' values used Process from Point/Station 4031.000 to Point/Station 4033.000 **** 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 '[MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 150.000(Ft.) Highest elevation = 140.000(Ft.) Lowest elevation = 111.170(Ft.) Elevation difference = 28.830(Ft.) Slope = 19.220 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 19.22 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.56 minutes TC = [1.8*(l.l-C)*distance(Ft.)*.5)/(% slopeA(l/3)j TC = [1.8* (1.1-0.5700)*( 100.000x.5)/( 19 . 220* (1/3)]= 3.56 The initial area total distance of 150.00 (Ft.) entered leaves a remaining distance of 50.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.30 minutes for a distance of 50.00 (Ft.) and a slope of 19.22 % with an elevation difference of 9.61(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.300 Minutes Tt=[(11.9*0.0095A3)/( 9.61)]A.385= 0.30 Total initial area Ti = 3.56 minutes from Figure 3-3 formula plus 0.30 minutes from the Figure 3-4 formula = 3.86 minutes Calculated TO of 3.861 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.850(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.703(CFS) Total initial stream area = 0.180(Ac.) Process from Point/Station 4033.000 to Point/Station 4035.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 107.170(Ft.) Downstream point/station elevation = 102.840(Ft.) Pipe length = 31.95(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.703(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.703(CFS) Normal flow depth in pipe = 1.89(In.) Flow top width inside pipe = 8. 74 (In.) Critical Depth = 4.19(In.) Pipe flow velocity = 8.88(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 3.92 min. Process from Point/Station 4035.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 4035.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.180(Ac.) Runoff from this stream = 0.703(CFS) Time of concentration = 3.92 min. Rainfall intensity = 6.850(In/Hr) Process from Point/Station 4039.000 to Point/Station **** INITIAL AREA EVALUATION **** 4037.000 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 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 160.000(Ft.) Highest elevation = 120.000(Ft.) Lowest elevation = 110.690(Ft.) Elevation difference = 9.310(Ft.) Slope = 5.819 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 5.82 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.30 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 100.000A.5)/( 5.819^(1/3)]= 5.30 The initial area total distance of 160.00 (Ft.) entered leaves a remaining distance of 60.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.55 minutes for a distance of 60.00 (Ft.) and a slope of 5.82 % with an elevation difference of 3.49 (Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]*.385 *60(min/hr) = 0.546 Minutes Tt=[(ll.9*0.0114*3)/( 3.49)]*.385= 0.55 Total initial area Ti = 5.30 minutes from Figure 3-3 formula plus 0.55 minutes from the Figure 3-4 formula = 5.85 minutes Rainfall intensity (I) = 6.191(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.388(CFS) Total initial stream area = 0.110(Ac.) Process from Point/Station 4037.000 to Point/Station 4035.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 107.170(Ft.) Downstream point/station elevation = 102.840(Ft.) Pipe length = 17.50 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.388(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 0.388(CFS) Normal flow depth in pipe = 1.23(In.) Flow top width inside pipe = 7.27(In.) Critical Depth = 3.08(In.) Pipe flow velocity = 9.18(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 5.88 min. Process from Point/Station 4035.000 to Point/Station 4035.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.110(Ac.) Runoff from this stream = 0.388(CFS) Time of concentration = 5.88 min. Rainfall intensity = 6.169(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax ( 1 ) Qmax ( 2 ) 0 0 = I 1 = 0 1 .703 .388 .000 .000 .901 .000 * * * * 3 5 1 0, 1, 1, .92 .88 .000 .667 .000 .000 * * * * 0 0 0 0 .703) .388) .703) .388) 6.850 6.169 0.962 1.021 Total of 2 streams to confluence: Flow rates before confluence point: 0.703 0.388 Maximum flow rates at confluence using above data: 0.962 1.021 Area of streams before confluence: 0.180 0.110 Results of confluence: Total flow rate = 1.021(CFS) Time of concentration = 5.882 min. Effective stream area after confluence = End of computations, total study area = 0.290(Ac.) 0.290 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 09/05/07 *********Hydrology Study Control Information ********** Program License Serial Number 5014 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation (inches) = 2.600 24 hour precipitation (inches) = 4.500 P6/P24 = 57.8% San Diego hydrology manual ' C ' values used 100.0 Process from Point/Station 4054.000 to Point/Station 4056.000 **** 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 119.790(Ft.) Highest elevation = 97.400(Ft.) Lowest elevation = 95.000(Ft.) Elevation difference = 2.400(Ft.) Slope = 2.004 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.00 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.77 minutes TC = [1.8*(l.l-C)*distance(Ft.)A.5)/{% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 80.000A.5)/( 2.004A (1/3)]= 6.77 The initial area total distance of 119.79 (Ft.) entered leaves a remaining distance of 39.79 (Ft.) Using Figure 3-4, the travel time for this distance is 0.60 minutes for a distance of 39.79 (Ft.) and a slope of 2.00 % with an elevation difference of 0.80(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))] A.385 *60(min/hr) = 0.600 Minutes Tt=[(11.9*0.0075*3)/( 0.80)]A.385= 0.60 Total initial area Ti = 6.77 minutes from Figure 3-3 formula plus 0.60 minutes from the Figure 3-4 formula = 7.37 minutes Rainfall intensity (I) = 5.335(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.578(CFS) Total initial stream area = 0.190(Ac.) Process from Point/Station 4056.000 to Point/Station 4196.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 95.000(Ft.) End of street segment elevation = 84.350(Ft.) Length of street segment = 368.990(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 2.039(CFS) Depth of flow = 0.242(Ft.), Average velocity = 3.177(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.578(Ft.) Flow velocity = 3.18(Ft/s) Travel time = 1.94 min. TC = 9.30 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.589(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.747 Subarea runoff = 2.849(CFS) for 1.120(Ac.) Total runoff = 3.427(CFS) Total area = 1.310(Ac.) Street flow at end of street = 3.427(CFS) Half street flow at end of street = 3.427(CFS) Depth of flow = 0.278(Ft.), Average velocity = 3.587(Ft/s) Flow width (from curb towards crown)= 9.422(Ft.) Process from Point/Station 4196.000 to Point/Station 4190.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 84.350(Ft.) End of street segment elevation = 75.510(Ft.) Length of street segment = 307.190(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 4.185(CFS) Depth of flow = 0.295(Ft.), Average velocity = 3.758(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.228(Ft.) Flow velocity = 3.76(Ft/s) Travel time = 1.36 min. TC = 10.67 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.202(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.163 Subarea runoff = 1.459(CFS) for 0.730(Ac.) Total runoff = 4.886(CFS) Total area = 2.040(Ac.) Street flow at end of street = 4.886(CFS) Half street flow at end of street = 4.886(CFS) Depth of flow = 0.308(Ft.), Average velocity = 3.901(Ft/s) Flow width (from curb towards crown)= 10.886(Ft.) Process from Point/Station 4190.000 to Point/Station 4078.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 75.510(Ft.) End of street segment elevation = 74.850(Ft.) Length of street segment = 50.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 5.365(CFS) Depth of flow = 0.354(Ft.), Average velocity = 2.971(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.186(Ft.) Flow velocity = 2.97(Ft/s) Travel time = 0.28 min. TC = 10.95 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.132(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.391 Subarea runoff = 0.86KCFS) for 0.400 (Ac.) Total runoff = 5.747(CFS) Total area = 2.440(Ac.) Street flow at end of street = 5.747(CFS) Half street flow at end of street = 5.747(CFS) Depth of flow = 0.361(Ft.), Average velocity = 3.021(Ft/s) Flow width (from curb towards crown)= 13.547(Ft.) Process from Point/Station 4078.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 4078.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.440(Ac.) Runoff from this stream = 5.747(CFS) Time of concentration = 10.95 min. Rainfall intensity = 4.132(In/Hr) Process from Point/Station 4082.000 to Point/Station **** INITIAL AREA EVALUATION **** 4084.000 Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 0.000 0.000 0.000 1.000 Initial subarea total flow distance = 53.500(Ft.) Highest elevation = 81.500(Ft.) Lowest elevation = 78.500(Ft.) Elevation difference = 3.000(Ft.) Slope = 5.607 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 5.61 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.37 minutes TC = [1.8*(l.l-C)*distance(FtjA.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 100.000A.5)/( 5.607"(1/3)]= 5.37 Rainfall intensity (I) = 6.542(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.970(CFS) Total initial stream area = 0.260(Ac.) Process from Point/Station 4084.000 to Point/Station 4078.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 78.500(Ft.) End of street segment elevation = 74.850(Ft.) Length of street segment = 122.500(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.440(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 = 2.362(CFS) Depth of flow = 0.250(Ft.), Average velocity = 3.327(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.015(Ft.) Flow velocity = 3.33(Ft/s) Travel time = 0.61 min. TC = 5.98 min. Adding area flow to street 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 6.101(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.604 Subarea runoff = 2.717(CFS) for 0.800(Ac.) Total runoff = 3.686(CFS) Total area = 1.060(Ac.) Street flow at end of street = 3.686(CFS) Half street flow at end of street = 3.686(CFS) Depth of flow = 0.283(Ft.), Average velocity = 3.695(Ft/s) Flow width (from curb towards crown)= 9.645(Ft.) Process from Point/Station 4078.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 4078.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.060(Ac.) Runoff from this stream = 3.686(CFS) Time of concentration = 5.98 min. Rainfall intensity = 6.101(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax ( 1 ) 5.747 3.686 = 1.000 * 0.677 * 10.95 5.98 1.000 * 1.000 * 4 6 5.747) + 3.686) + Qmax(2) = 1.000 * 1.000 * 0.547 * 1.000 * 4.132 6.101 5.747) 3.686) 8.244 6.828 Total of 2 streams to confluence: Flow rates before confluence point: 5.747 3.686 Maximum flow rates at confluence using above data: 8.244 6.828 Area of streams before confluence: 2.440 1.060 Results of confluence: Total flow rate = 8.244(CFS) Time of concentration = 10.947 min. Effective stream area after confluence = End of computations, total study area = 3.500(Ac.) 3.500 (Ac.) SECTION 6 SECTION 7 PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2000.DAT TIME/DATE OF STUDY: 16:02 12/04/2007 **********: NODE NUMBER 2218 2204 2204 2202 2202 2200 2200 2198 2198 2196 2196 2104 2104 2090 2090 2097 2097 .00- } .00- } .10- } .00- } .10- } .00- } .10- } .00- } .10- } .00- } .10- } .00- } .10- } .00- } .10- } .00- } .10- *************** *** *************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN MODEL PRESSURE PRESSURE* FLOW PRESSURE* PROCESS HEAD FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION 6 6 6 5 5 2 2 2 2 2 2 2 3 3 3 3 3 ( FT ) MOMENTUM ( POUNDS ) .70* .35* .20* .71* .40 .91 DC .91 DC .91 DC .91 DC .91 DC .91 DC .91*DC .99* .46* .21* .12* .00* 5120 4844 4602 4220 3977 2475 2475 2475 2475 2475 2475 2475 1623 1392 1256 1216 1079 .04 .31 .46 .40 .77 .42 .42 .42 .42 .42 .42 .42 .64 .42 .16 .31 .02 DEPTH 1 1 1 1 1 1 1 1 1 1 1 2 1 1 1 2 2 ( FT ) MOMENTUM ( POUNDS ) .99 .84 .72 .45 .44* .61* .61* .50* .49* .60* .60* .91*Dc .77 .78 .92 .13 DC .02 DC 3222. 3468. 3432. 4177. 4212. 3695. 3691. 4008. 4030 . 3708. 3705. 2475. 1063. 1062. 992. 976. 859. 15 75 41 28 21 87 59 63 05 77 57 42 94 87 09 73 98 2089 2089 2082 2082 2080 2080 2064 2064 2050 2050 2044 2044 2043 2043 2035 2035 2030 2030 2028 2028 2006 2006 2004 2004 2002 .00- } .10- } .00- } .10- .00- } .10- .00- } .10- } .00- } .10- } .00- } .10- .00- } .10- } .00- } .10- } .00- } .10- } .00- } .10- } .00- } .10- } .00- } .10- } .00- MAXIMUM FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION NUMBER OF 2 2 2 2 1 2 1 2 1 1 1 2 1 1 1 1 1 2 1 1 1 1 1 1 1 } HYDRAULIC .23 .03*Dc .08* .10* } HYDRAULIC .93*Dc .97* } HYDRAULIC .93 DC .21 .81 DC .74 DC .74*Dc .66* } HYDRAULIC .72 DC .72 DC .72*Dc .99* .93* .11* .53* .91 .32*Dc .71 .05 DC .05 DC .05*Dc JUMP 870. 859. 860. 765. JUMP 757. 990. JUMP 757 . 633. 597. 537. 537. 689. JUMP 521. 521. 521. 452. 444. 329. 248. 293. 240. 165. 118. 118. 118. ENERGY BALANCES USED IN 78 95 63 96 96 93 96 03 98 28 28 87 83 83 83 12 03 52 31 61 33 23 13 13 13 EACH 1 2 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 1 0 0 0 1 .60* .03*Dc .03 DC .93 DC .93*Dc .87 .35* .02* .18* .04* .74*Dc .45 .29* .44* .72*Dc .58 DC .58 DC .13 .32 DC .77* .32*Dc .53* .72* .77* .05*DC 929 859 859 757 757 759 899 871 751 737 537 544 582 545 521 417 417 249 240 341 240 198 142 134 118 .03 .95 .95 .98 .96 .10 .42 .21 .72 .92 .28 .67 .77 .46 .83 .78 .78 .23 .33 .36 .33 .43 .26 .69 .13 PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2218.00 FLOWLINE ELEVATION = 42.63 PIPE FLOW = 96.45 CFS PIPE DIAMETER = 48.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 49.330 FEET NODE 2218.00 HGL 49.330>;EGL= < 50.245>;FLOWLINE= < 42.630> FLOW PROCESS FROM NODE UPSTREAM NODE 2204.00 2218.00 TO NODE ELEVATION = 2204.00 IS CODE = 1 43.26 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 96.45 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 61.74 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 96.45)/( 1436.436))**2 = 0.00451 HF=L*SF = ( 61.74)* (0.00451) = 0.278 NODE 2204.00 : HGL = < 49.608>;EGL= < 50.523>;FLOWLINE= < 43.260> FLOW PROCESS FROM NODE UPSTREAM NODE 2204.10 2204.00 TO NODE ELEVATION = 2204.10 IS CODE = 5 43.59 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL ttl LATERAL #2 Q5 FLOW (CFS) 92.26 96.45 1.66 2.53 0.00 DIAMETER (INCHES) 48.00 48.00 18.00 18.00 ANGLE (DEGREES) 0.00 - 90.00 90.00 FLOWLINE ELEVATION 43.59 43.26 43.42 43.42 CRITICAL DEPTH ( FT . ) 2.91 2.98 0.48 0.60 VELOCITY (FT/SEC) 7.342 7.675 0.939 1.432 ===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00412 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00451 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00432 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.022 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.078)+( 0.022)+( 0.000) = 0.099 NODE 2204.10 : HGL 49.785>;EGL= < 50.622>;FLOWLINE= < 43.590> FLOW PROCESS FROM NODE 2204.10 TO NODE 2202.00 IS CODE = 1 UPSTREAM NODE 2202.00 ELEVATION = 44.45 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 92.26 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 90.36 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 92.26)/( 1436.437))**2 = 0.00413 HF=L*SF = ( 90.36)*(0.00413) = 0.373 NODE 2202.00 : HGL = < 50.158>;EGL= < 50.995>;FLOWLINE= < 44.450> e ******* -j FLOW PROCESS FROM NODE 2202.00 TO NODE 2202.10 IS CODE = 5 UPSTREAM NODE 2202.10 ELEVATION = 44.78 (FLOW IS UNDER PRESSURE) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 92.26 92.26 0.00 0.00 DIAMETER (INCHES) 48.00 48.00 0.00 0.00 ANGLE (DEGREES) 0.00 - 0.00 0.00 FLOWLINE ELEVATION 44.78 44.45 0.00 0.00 CRITICAL DEPTH (FT.) 2.91 2.91 0.00 0.00 VELOCITY (FT/SEC) 22.713 7.342 0.000 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.05407 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00412 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02910 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.145 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 3.087)+( 0.145)+( 0.000) = 3.232 NODE 2202.10 : HGL = < 46.217>;EGL= < 54.228>;FLOWLINE= < 44.780> FLOW PROCESS FROM NODE 2202.10 TO NODE 2200.00 IS CODE = 1 UPSTREAM NODE 2200.00 ELEVATION = 52.47 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 92.26 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 124.17 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.39 CRITICAL DEPTH(FT) = = = = = = =: = = = = =£:= = = := = = =; = :=: = = = = = = = = :=:=: = =rr= = = = = = :==: = =;=: = = = =::==5 = = = ;= = = =: = = = = = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.61 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 2.91 DISTANCE FROM CONTROL (FT) 0 3 6 9 13 17 21 25 30 35 40 46 52 59 66 75 84 .000 .069 .304 .719 .331 .161 .230 .565 .197 .163 .504 .275 .540 .377 .888 .202 .489 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .605 .597 .588 .579 .570 .562 .553 .544 .535 .526 .518 .509 .500 .491 .483 .474 .465 VELOCITY (FT/SEC) 19 19 19 19 20 20 20 20 20 20 21 21 21 21 21 21 22 .561 .705 .850 .998 .148 .299 .453 .609 .768 .928 .091 .257 .424 .594 .767 .942 .120 SPECIFIC PRESSURE* ENERGY ( FT ) MOMENTUM ( POUNDS ) 7 7 7 7 7 7 8 8 8 8 8 8 8 8 8 8 9 .551 .630 .710 .793 .877 .964 .053 .144 .237 .332 .429 .529 .632 .737 .845 .955 .068 3695 3718 3742 3766 3790 3815 3840 3865 3891 3917 3944 3971 3999 4027 4056 4085 4114 .87 .98 .46 .33 .58 .23 .28 .74 .62 .92 .66 .84 .47 .57 .13 .17 .69 94.978 106.995 121.011 124.170 1.456 1.448 1.439 1.437 22.301 22.484 22.670 22.706 9.184 9.302 9.424 9.448 4144.72 4175.25 4206.30 4212.21 NODE 2200.00 : HGL = < 54.075>;EGL= < 60.021>;FLOWLINE= < 52.470> FLOW PROCESS FROM NODE 2200.00 TO NODE 2200.10 IS CODE = 5 UPSTREAM NODE 2200.10 ELEVATION = 52.80 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 92.26 92.26 0.00 0.00 0.00 = DIAMETER (INCHES) 48.00 48.00 0.00 0.00 ANGLE (DEGREES) 0.00 - 0.00 0.00 FLOWLINE ELEVATION 52.80 52.47 0.00 0.00 CRITICAL DEPTH (FT.) 2.91 2.91 0.00 0.00 VELOCITY (FT/SEC) 19.541 19.567 0.000 0.000 ==Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03575 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03588 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03582 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.179 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.136) + ( 0.179) + ( 0.000) = 0.315 NODE 2200.10 : HGL = < 54.407>;EGL= < 60.336>;FLOWLINE= < 52.800> FLOW PROCESS FROM NODE 2200.10 TO NODE 2198.00 IS CODE = 1 UPSTREAM NODE 2198.00 ELEVATION = 53.17 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 92.26 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 36.85 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 2.33 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 2.91 DISTANCE FROM CONTROL (FT) 0.000 10.976 22.103 33.398 36.850 FLOW DEPTH (FT) 1.497 1.531 1.564 1.597 1.607 VELOCITY (FT/SEC) 21.480 20.853 20.260 19.698 19.535 SPECIFIC ENERGY (FT) 8.666 8.287 7.942 7.626 7.536 PRESSURE+ MOMENTUM ( POUNDS ) 4008.63 3905.66 3808.89 3717.88 3691.59 NODE 2198.00 : HGL = < 54.667>;EGL= < 61.836>;FLOWLINE= < 53.170> FLOW PROCESS FROM NODE 2198.00 TO NODE 2198.10 IS CODE = UPSTREAM NODE 2198.10 ELEVATION =53.50 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 92.26 92.26 0.00 0.00 DIAMETER (INCHES) 48.00 48.00 0.00 0.00 ANGLE (DEGREES) 0.00 - 0.00 0.00 FLOWLINE ELEVATION 53.50 53.17 0.00 0.00 CRITICAL DEPTH (FT.) 2.91 2.91 0.00 0.00 VELOCITY (FT/SEC) 21.616 21.486 0.000 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.04717 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.04639 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04678 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.234 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.176)+( 0.234)+( 0.000) = 0.410 NODE 2198.10 : HGL = < 54.991>;EGL= < 62.246>;FLOWLINE= < 53.500> FLOW PROCESS FROM NODE 2198.10 TO NODE 2196.00 IS CODE = 1 UPSTREAM NODE 2196.00 ELEVATION = 57.26 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 92.26 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 61.77 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.39 CRITICAL DEPTH(FT) = = = = = = = = = = = = = = = = = = = = = = = = = = = = =:=:=: = = := = == = = = = = = = = =::==: = = = = = = = =:=:=:==: = = = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.60 2.91 GRADUALLY = = = =: = = = = = = = = = = = = = = = = = =: = = = = == = = = = =:=: = = = = = = = = = = = = = = = =: = = = =: = = = = = = = = =:=: = = = = VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 3 6 9 13 17 21 25 30 35 41 46 53 60 61 .000 .125 .416 .888 .559 .449 .579 .977 .673 .704 .114 .954 .291 .204 .770 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .600 .592 .584 .576 .567 .559 .551 .542 .534 .526 .517 .509 .501 .492 .491 VELOCITY (FT/SEC) 19 19 19 20 20 20 20 20 20 20 21 21 21 21 21 .641 .779 .918 .058 .201 .346 .492 .641 .791 .944 .099 .256 .415 .576 .609 SPECIFIC PRESSURE* ENERGY ( FT ) MOMENTUM ( POUNDS ) 7 7 7 7 7 7 8 8 8 8 8 8 8 8 8 .595 .670 .748 .827 .908 .991 .075 .162 .251 .341 .434 .529 .626 .725 .746 3708 3730 3753 3776 3799 3822 3846 3870 3895 3920 3945 3971 3997 4024 4030 .77 .88 .33 .13 .27 .78 .65 .89 .51 .51 .90 .70 .89 .51 .05 NODE 2196.00 : HGL = < 58.860>;EGL= < 64 .855>;FLOWLINE= < 57.260> FLOW PROCESS FROM NODE UPSTREAM NODE 2196.10 2196.00 TO NODE ELEVATION = 2196.10 IS CODE = 5 57.59 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTHfFT.) (FT/SEC) 48.00 48.00 0.00 0.00 0.0092.26 92.26 0.00 0.00 0.00===Q5 EQUALS BASIN INPUT=== 0.00 0.00 57.59 57.26 0.00 0.00 2.91 2.91 0.00 0.00 19.628 19.647 0.000 0.000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03619 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03629 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03624 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.181 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.138)+( 0.181)+( 0.000) = 0.319 NODE 2196.10 : HGL = < 59.192>;EGL= < 65.174>;FLOWLINE= < 57.590> FLOW PROCESS FROM NODE 2196.10 TO NODE 2104.00 IS CODE = 1 UPSTREAM NODE 2104.00 ELEVATION = 65.08 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 92.26 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 164.82 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.51 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.91 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 2.91 DISTANCE FROM CONTROL (FT) 0 0 0 0 1 1 2 3 4 6 8 10 13 16 20 24 30 37 .000 .058 .236 .549 .010 .640 .458 .491 .768 .325 .204 .460 .157 .377 .223 .829 .375 .102 FLOW DEPTH (FT) 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1 .911 .855 .798 .742 .686 .630 .574 .517 .461 .405 .349 .293 .236 .180 .124 .068 .012 .955 VELOCITY (FT/SEC) 9 9 9 10 10 10 10 11 11 11 12 12 12 13 13 14 14 15 .415 .613 .822 .044 .279 .528 .793 .073 .370 .687 .023 .381 .763 .170 .606 .072 .572 .108 SPECIFIC PRESSURE* ENERGY ( FT ) MOMENTUM ( POUNDS ) 4 4 4 4 4 4 4 4 4 4 4 4 4 4 5 5 5 5 .288 .290 .297 .310 .328 .352 .383 .422 .470 .527 .595 .674 .767 .875 .000 .145 .311 .502 2475 2476 2481 2488 2498 2511 2528 2549 2573 2602 2634 2672 2715 2762 2816 2876 2943 3017 .42 .82 .01 .13 .33 .78 .68 .20 .59 .08 .94 .48 .02 .95 .68 .67 .45 .62 45 55 68 85 109 145 164 .352 .628 .711 .912 .695 .599 .820 1 1 1 1 1 1 1 .899 .843 .787 .731 .674 .618 .602 15 16 16 17 18 19 19 .686 .308 .980 .708 .497 .356 .621 5 5 6 6 6 7 7 .722 .975 .267 .603 .990 .439 .584 3099 3190 3291 3403 3526 3662 3705 .85 .91 .67 .14 .46 .99 .57 NODE 2104.00 : HGL = < 67.991>;EGL= < 69.368>;FLOWLINE= < 65.080> FLOW PROCESS FROM NODE UPSTREAM NODE 2104.10 2104.00 TO NODE ELEVATION = 2104.10 IS CODE = 5 66.08 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 43.84 92.26 43.81 4.65 0.00 = DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 36.00 90.00 66.08 2.16 48.00 - 65.08 2.91 36.00 0.00 66.08 2.16 18.00 90.00 66.08 0.83 ==Q5 EQUALS BASIN INPUT=== 6.202 9.415 6.221 2.631 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00432 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00533 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00482 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.024 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.272)+( 0.024)+( 0.000) = 1.296 NODE 2104.10 : HGL = < 70.066>;EGL= < 70.664>;FLOWLINE= < 66.080> FLOW PROCESS FROM NODE UPSTREAM NODE 2090.00 2104.10 TO NODE ELEVATION = 2090.00 IS CODE = 1 67.00 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 43.84 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = SF=(Q/K)**2 = HF=L*SF = ( 91.61 FEET ( 43.84)/( 666.988))**2 91.61) * (0.00432) = 0.396 MANNING'S N = 0.01300 0.00432 NODE 2090.00 : HGL = < 70.462>;EGL= < 71 . 060>; FLOWLINE= < 67.000> ************* FLOW PROCESS FROM NODE 2090.00 TO NODE 2090.10 IS CODE = 5 UPSTREAM NODE 2090.10 ELEVATION = 67.33 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 FLOW (CFS) 42.78 43 .84 1.06 0.00 DIAMETER (INCHES) 36.00 36.00 18.00 0.00 ANGLE (DEGREES) 0.00 - 90.00 90.00 FLOWLINE ELEVATION 67.33 67.00 68.50 0.00 CRITICAL DEPTH (FT.) 2.13 2.16 0.38 0.00 VELOCITY (FT/SEC) 6.052 6.202 0.600 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00411 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00432 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00422 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.021 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.029)+( 0.021)+( 0.000) = 0.050 NODE 2090.10 : HGL = < 70.540>;EGL= < 71.109>;FLOWLINE= < 67.330> FLOW PROCESS FROM NODE UPSTREAM NODE 2097.00 2090.10 TO NODE ELEVATION = 2097.00 IS CODE = 1 67.48 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 42.78 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 14.50 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 42.78)/( 667.009))**2 = 0.00411 HF=L*SF = ( 14.50)*(0.00411) = 0.060 NODE 2097.00 : HGL = < 70.600>;EGL= < 71.169>;FLOWLINE= < 67.480> ********** FLOW PROCESS FROM NODE UPSTREAM NODE 2097.10 2097.00 TO NODE ELEVATION = ************************** 2097.10 IS CODE = 5 67.81 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 38.92 42.78 3.86 0.00 DIAMETER (INCHES) 36.00 36.00 18.00 0.00 ANGLE (DEGREES) 0.00 - 90.00 0.00 FLOWLINE ELEVATION 67.81 67.48 69.10 0.00 CRITICAL DEPTH (FT.) 2.03 2.13 0.75 0.00 VELOCITY (FT/SEC) 5.506 6.052 2.184 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00340 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00411 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00376 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.019 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.098)+( 0.019)+( 0.000) = 0.117 NODE 2097.10 : HGL = < 70.815>;EGL= < 71.286>;FLOWLINE= < 67.810> FLOW PROCESS FROM NODE UPSTREAM NODE 2089.00 2097.10 TO NODE ELEVATION = 2089.00 IS CODE = 1 69.09 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 38.92 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 237.50 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 2.02 CRITICAL DEPTH(FT) = 2.03 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.60 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 4 9 13 18 22 27 31 36 40 45 50 54 59 63 68 73 78 82 87 92 97 102 108 114 213 237 .000 .512 .030 .553 .083 .620 .165 .718 .282 .856 .442 .042 .658 .292 .947 .627 .337 .083 .874 .725 .656 .701 .924 .472 .807 .538 .500 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 2 .600 .617 .634 .650 .667 .684 .701 .718 .734 .751 .768 .785 .802 .818 .835 .852 .869 .886 .903 .919 .936 .953 .970 .987 .003 .020 .020 VELOCITY (FT/SEC) 10 10 9 9 9 9 9 9 9 9 8 8 8 8 8 8 8 8 8 8 8 7 7 7 7 7 7 .148 .017 .889 .764 .643 .525 .410 .297 .188 .081 .977 .876 .777 .680 .586 .494 .404 .316 .231 .147 .065 .986 .908 .832 .757 .685 .685 SPECIFIC PRESSURE* ENERGY ( FT ) MOMENTUM ( POUNDS ) 3 3 3 3 3 3 3 3 3 3 3 3 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 .200 .176 .153 .132 .112 .094 .077 .061 .046 .033 .020 .009 .998 .989 .981 .973 .966 .960 .955 .951 .947 .944 .941 .940 .938 .938 .938 929 923 917 912 907 902 898 894 890 886 883 880 877 874 872 870 868 866 865 863 862 861 861 860 860 859 859 .03 .16 .61 .36 .41 .75 .37 .26 .42 .84 .51 .42 .57 .96 .58 .42 .47 .74 .21 .89 .77 .84 .10 .54 .17 .98 .98 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 3.00 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE* CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 3.005 5.506 3.476 1079.02 2.419 3.000 5.506 3.471 1076.90 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 3.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE* CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 2.419 3.000 5.504 3.471 1076.90 19.217 2.961 5.518 3.434 1060.85 33.992 47.809 60.972 73.646 85.933 97.905 109.614 121.097 132.385 143.502 154.466 165.293 175.994 186.579 197.053 207.421 217.681 227.830 237.500 - T. 2.922 2.884 2.845 2.806 2.767 2.729 2.690 2.651 2.612 2.573 2.535 2.496 2.457 2.418 2.379 2.341 2.302 2.263 2.226 •••Km r\t? 5.543 5.576 5.615 5.659 5.709 5.763 5.823 5.887 5.956 6.029 6.108 6.191 6.279 6.372 6.471 6.575 6.685 6.801 6.919 U"VT»T37\TTT TO TTTlUm PRESSURE+MOMENTUM BALANCE OCCURS AT 201.05 DOWNSTREAM DEPTH 3.400 3.367 3.335 3.304 3.274 3.245 3.217 3.189 3.163 3.138 3.114 3.091 3.070 3.049 3.030 3.012 2.996 2.982 2.970 ZiMAT VGT CAJN/iJj IOJ.O - " ' FEET UPSTREAM OF = 2.365 FEET, UPSTREAM CONJUGATE DEPTH 1045.71 1031.24 1017.34 1003.99 991.17 978.87 967.09 955.84 945.13 934.97 925.36 916.32 907.88 900.04 892.82 886.25 880.34 875.13 870.78 NODE 2097.10 = 1.735 FEET NODE 2089.00 : HGL = < 70.690>;EGL= < 72.290>;FLOWLINE= < 69.090> FLOW PROCESS FROM NODE UPSTREAM NODE 2089.10 2089.00 TO NODE ELEVATION = 2089.10 IS CODE = 5 69.42 (FLOW IS AT CRITICAL DEPTH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 38.92 38.92 0.00 0.00 DIAMETER (INCHES) 36.00 36.00 0.00 0.00 ANGLE (DEGREES) 0.00 - 0.00 0.00 FLOWLINE ELEVATION 69.42 69.09 0.00 0.00 CRITICAL DEPTH (FT.) 2.03 2.03 0.00 0.00 VELOCITY (FT/SEC) 7.644 6.921 0.000 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00532 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00420 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00476 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.024 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.274)+( 0.024)+( 0.000) = 0.298 NODE 2089.10 : HGL = < 71.450>;EGL= < 72.358>;FLOWLINE= < 69.420> FLOW PROCESS FROM NODE 2089.10 TO NODE 2082.00 IS CODE = 1 UPSTREAM NODE 2082.00 ELEVATION = 70.61 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 38.92 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 238.71 FEET MANNING'S N = 0.01300 NORMAL DEPTH (FT) = 2.08 CRITICAL DEPTH (FT) = DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.03 2.03 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 0 0 1 1 1 2 2 3 4 5 6 7 9 11 13 17 22 31 238 .000 .011 .047 .109 .201 .323 .481 .678 .918 .207 .550 .956 .433 .994 .652 .427 .342 .432 .743 .342 .338 .905 .379 .507 .687 .710 FLOW DEPTH (FT) 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 .030 .032 .034 .036 .038 .040 .042 .044 .046 .048 .050 .052 .054 .056 .058 .060 .062 .064 .066 .068 .070 .072 .074 .075 .077 .078 VELOCITY (FT/SEC) 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 .641 .633 .625 .617 .609 .600 .592 .584 .576 .568 .560 .552 .544 .536 .528 .520 .512 .504 .496 .488 .481 .473 .465 .457 .450 .446 SPECIFIC ENERGY 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 PRESSURE* ( FT ) MOMENTUM ( POUNDS ) .938 .938 .938 .938 .938 .938 .938 .938 .938 .938 .938 .938 .938 .938 .938 .938 .939 .939 .939 .939 .939 .939 .939 .940 .940 .940 859 859 859 859 859 859 859 860 860 860 860 860 860 860 860 860 860 860 860 860 860 860 860 860 860 860 .95 .95 .95 .96 .97 .98 .99 .00 .02 .04 .06 .09 .11 .14 .17 .21 .24 .28 .32 .36 .41 .46 .50 .56 .61 .63 NODE 2082.00 : HGL = < 72.688>;EGL= < 73.550>;FLOWLINE= < 70.610> FLOW PROCESS FROM NODE 2082.00 TO NODE 2082.10 IS CODE = 5 UPSTREAM NODE 2082.10 ELEVATION = 70.94 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW (CFS) DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 35.41 36.00 0.00 70.94 38.92 36.00 - 70.61 3.51 18.00 90.00 72.11 0.00 0.00 0.00 0.00 0.00===Q5 EQUALS BASIN INPUT=== (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 1.93 6.691 2.03 7.449 0.71 3.936 0.00 0.000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00401 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00499 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00450 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.023 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.165)+( 0.023)+( 0.000) = 0.188 NODE 2082.10 : HGL = < 73.043>;EGL= < 73.738>;FLOWLINE= < 70.940> FLOW PROCESS FROM NODE UPSTREAM NODE 2080.00 2082.10 TO NODE ELEVATION = 2080.00 IS CODE = 1 71.18 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 35.41 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 47.04 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 1.93 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.93 = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = := = = = = = = = := = = = = :=:= = = = = == = = :=: = :=: = = = = = = =:=: GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.93 DISTANCE FROM CONTROL (FT) 0.000 0.013 0.030 0.050 0.075 0.104 0.139 0.178 0.225 0.278 0.338 0.408 0.488 0.580 0.686 0.809 0.952 1.119 1.319 1.560 1.857 2.236 2.745 3.490 4.816 47.040 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .933 .933 .932 .932 .932 .932 .931 .931 .931 .931 .930 .930 .930 .929 .929 .929 .929 .928 .928 .928 .928 .927 .927 .927 .927 .926 VELOCITY (FT/SEC) 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 .352 .354 .355 .356 .357 .358 .359 .360 .362 .363 .364 .365 .366 .367 .368 .370 .371 .372 .373 .374 .375 .377 .378 .379 .380 .381 SPECIFIC PRESSURE* ENERGY ( FT ) MOMENTUM ( POUNDS ) 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 .773 .773 .773 .773 .773 .773 .773 .773 .773 .773 .773 .773 .773 .773 .773 .773 .773 .773 .773 .773 .773 .773 .773 .773 .773 .773 757 757 757 757 757 757 757 757 757 757 757 757 757 757 757 757 757 757 757 757 757 757 757 757 757 757 .96 .96 .96 .96 .96 .96 .96 .96 .96 .96 .96 .97 .97 .97 .97 .97 .97 .97 .97 • .97 .97 .97 .97 .98 .98 .98 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.10 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) FLOW DEPTH VELOCITY (FT) (FT/SEC) SPECIFIC ENERGY(FT) PRESSURE+ MOMENTUM(POUNDS) 0.000 1.713 3.423 5.128 6.829 8.525 10.215 11.900 13.579 15.251 16.916 18.572 20.219 21.855 23.479 25.089 26.682 28.255 29.803 31.320 32.796 34.218 35.561 36.783 37.788 38.291 47.040 2.103 2.096 2.089 2.082 2.076 2.069 2.062 2.055 2.049 2.042 2.035 2.028 2.022 2.015 2.008 2.001 1.995 1.988 1.981 1.974 1.968 1.961 1.954 1.947 1.941 1.934 1.934 6.689 6.713 6.736 6.760 6.784 6.809 6.833 6.858 6.883 6.909 6.934 6.960 6.986 7.012 7.039 7.066 7.093 7.120 7.148 7.175 7.203 7.232 7.260 7.289 7.318 7.348 7.348 „_ TJ'M'n OP UVTlDZiTTT TP TTTMD | PRESSURE+MOMENTUM BALANCE OCCURS AT 37.72 j DOWNSTREAM DEPTH 2.798 2.796 2.794 2.792 2.791 2.789 2.788 2.786 2.785 2.783 2.782 2.781 2.780 2.779 2.778 2.777 2.776 2.776 2.775 2.774 2.774 2.773 2.773 2.773 2 .773 2.773 2.773 AMZiT VQTC - FEET UPSTREAM OF = 1.941 FEET, UPSTREAM CONJUGATE DEPTH 765.96 765.35 764.76 764.20 763.66 763.14 762.65 762.18 761.73 761.31 760.91 760.54 760.19 759.87 759.57 759.29 759.04 758.82 758.62 758.44 758.30 758.18 758.08 758.01 757.97 757.96 757.96 NODE 2082.10 | = 1.927 FEET j NODE 2080.00 : HGL = < 73.113>;EGL= < 73.953>;FLOWLINE= < 71.180> r********V t******************* FLOW PROCESS FROM NODE 2080.00 TO NODE 2080.10 IS CODE = 5 UPSTREAM NODE 2080.10 ELEVATION = 71.51 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 35.41 35.41 0.00 0.00 DIAMETER (INCHES) 36.00 36.00 0.00 0.00 ANGLE (DEGREES) 90.00 - 0.00 0.00 FLOWLINE ELEVATION 71.51 71.18 0.00 0.00 CRITICAL DEPTH (FT. ) 1.93 1.93 0.00 0.00 VELOCITY (FT/SEC) 5.020 7.350 0.000 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00258 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00504 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00381 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.019 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.895)+( 0.019)+( 0.000) = 0.914 NODE 2080.10 : HGL = < 74.476>;EGL= < 74.867>;FLOWLINE= < 71.510> ******* FLOW PROCESS FROM NODE 2080.10 TO NODE 2064.00 IS CODE = 1 UPSTREAM NODE 2064.00 ELEVATION = 72.96 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 35.41 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 268.64 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH (FT) = 1.89 CRITICAL DEPTH (FT) UPSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 1.35 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC CONTROL (FT) (FT) (FT /SEC) ENERGY (FT) 0.000 1.346 11.521 3.408 5.936 1.368 11.282 3.345 11.890 1.389 11.053 3.288 17.863 1.411 10.833 3.234 23.857 1.433 10.621 3.186 29.875 1.455 10.417 3.141 35.919 1.476 10.221 3.100 41.992 1.498 10.032 3.062 48.097 1.520 9.850 3.027 54.240 1.542 9.675 2.996 60.424 1.563 9.505 2.967 66.657 1.585 9.342 2.941 72.946 1.607 9.184 2.917 79.299 1.629 9.032 2.896 85.729 1.650 8.884 2.877 92.251 1.672 8.742 2.859 98.884 1.694 8.604 2.844 105.656 1.716 8.471 2.831 112.602 1.737 8.343 2.819 119.779 1.759 8.218 2.808 127.271 1.781 8.097 2.800 135.219 1.803 7.981 2.792 143.888 1.824 7.867 2.786 153.875 1.846 7.758 2.781 167.089 1.868 7.652 2.777 268.640 1.873 7.625 2.777 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 2.97 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC CONTROL (FT) (FT) (FT/SEC) ENERGY(FT) 0.000 2.966 5.018 3.357 13.134 2.924 5.042 3.319 25.566 2.883 5.073 3.283 37.518 2.842 5.111 3.248 1.93 PRESSURE* MOMENTUM ( POUNDS ) 899.42 887.27 875.84 865.12 855.07 845.65 836.83 828.61 820.94 813.81 807.19 801.07 795.43 790.24 785.50 781.18 777.27 773.77 770.64 767.89 765.50 763.45 761.75 760.37 759.31 759 .10 PRESSURE* MOMENTUM ( POUNDS ) 990.93 974 .42 958.56 943.26 49.105 2.801 60.400 2.759 71.451 2.718 82.293 2.677 92.952 2.635 103.447 2.594 113.792 2.553 123.998 2.512 134.071 2.470 144.014 2.429 153.828 2.388 163.509 2.347 173.050 2.305 182.439 2.264 191.653 2.223 200.663 2.182 209.420 2.140 217.846 2.099 225.811 2.058 233.065 2.0-16 239.059 1.975 242.087 1.934 268.640 1.934 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 183.66 FEET UPSTREAM OF DOWNSTREAM DEPTH = 2.259 FEET, UPSTREAM CONJUGATE DEPTH 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 5. 6. 6. 6. 155 204 258 317 380 449 522 601 685 773 868 967 073 185 304 6.429 6.561 701 849 006 172 348 348 3.213 3.180 3.148 3.116 3.085 3.056 3.027 2.999 2.972 2.947 2.923 2.900' 2.878 2.859 2.840 2.824 2.809 2.797 2.787 2.779 2.774 2.773 2 .773 •<3TC 928 914 900 887 874 862 850 839 829 819 810 801 794 786 780 774 769 765 762 759 758 757 757 .49 .25 .53 .33 .66 .53 .95 .95 .53 .72 .52 .98 .10 .91 .44 .71 .77 .63 .34 .94 .46 .96 .96 NODE 2080.10 | = 1.648 FEET j NODE 2064.00 : HGL = < 74.306>;EGL= < 76.368>;FLOWLINE= < 72.960> FLOW PROCESS FROM NODE UPSTREAM NODE 2064.10 2064.00 TO NODE ELEVATION = 2064.10 IS CODE = 5 73.29 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 28.27 35.41 7.14 0.00 DIAMETER (INCHES) 30.00 36.00 18.00 0.00 ANGLE (DEGREES) 0.00 - 90.00 0.00 FLOWLINE ELEVATION 73.29 72.96 73.13 0.00 CRITICAL DEPTH (FT.) 1.81 1.93 1.03 0.00 VELOCITY (FT/SEC) 14.984 11.524 4.793 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03869 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01642 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02756 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.138 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.292)+( 0.138)+( 0.000) = 1.430 NODE 2064.10 : HGL = < 74.312>;EGL= < 77.798>;FLOWLINE= < 73.290> FLOW PROCESS FROM NODE UPSTREAM NODE 2050.00 2064.10 TO NODE ELEVATION = 2050.00 IS CODE = 1 76.72 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 28.27 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 76.87 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.98 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.18 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.81 DISTANCE FROM CONTROL (FT) 0 I 3 5 7 9 11 13 16 18 21 25 28 32 36 41 46 52 59 67 76 .000 .610 .317 .128 .055 .108 .302 .651 .174 .891 .830 .020 .499 .315 .526 .209 .464 .426 .286 .324 .870 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .178 .170 .162 .154 .146 .139 .131 .123 .115 .107 .100 .092 .084 .076 .068 .061 .053 .045 .037 .029 .022 VELOCITY (FT/SEC) 12 12 12 12 12 12 13 13 13 13 13 13 13 13 14 14 14 14 14 14 14 .429 .537 .646 .757 .870 .985 .102 .221 .342 .466 .591 .719 .849 .981 .116 .254 .394 .536 .682 .830 .979 SPECIFIC PRESSURE* ENERGY ( FT ) MOMENTUM ( POUNDS ) 3 3 3 3 3 3 3 3 3 3 3 4 4 4 4 4 4 4 4 4 4 .578 .612 .647 .683 .720 .758 .798 .839 .881 .925 .970 .016 .064 .114 .165 .217 .272 .328 .386 .446 .508 751 756 761 766 771 776 782 787 793 798 804 810 816 823 829 836 842 849 856 863 871 .72 .50 .40 .40 .52 .76 .12 .59 .20 .93 .79 .78 .92 .19 .60 .16 .87 .74 .76 .94 .21 NODE 2050.00 : HGL = < 77.898>;EGL= < 80.298>;FLOWLINE= < 76.720> FLOW PROCESS FROM NODE UPSTREAM NODE 2050.10 2050.00 TO NODE ELEVATION = 2050.10 IS CODE = 5 77.05 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 26.12 28.27 1.70 0.45 0.00== DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 30.00 0.00 77.05 1.74 13.544 30.00 - 76.72 1.81 12.433 18.00 90.00 77.94 0.49 3.388 18.00 90.00 77.05 0.25 0.385 •=Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03111 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02332 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02721 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.136 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.503)+( 0.136)+( 0.000) = 0.639 NODE 2050.10 : HGL = < 78.089>;EGL= < 80.937>;FLOWLINE= < 77.050> FLOW PROCESS FROM NODE 2050.10 TO NODE 2044.00 IS CODE = 1 UPSTREAM NODE 2044.00 ELEVATION = 84.14 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 26.12 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 206.29 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.01 CRITICAL DEPTH (FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.74 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.74 DISTANCE FROM CONTROL (FT) 0. 0. 0. 0. 0. 1. 1. 2. 2. 3. 5. 6. 7. 9. 12. 14. 18. 22. 26. 32. 40. 50. 63. 83. 120. 206. 000 035 145 338 623 010 512 144 923 869 006 365 983 904 187 907 162 088 872 793 279 054 470 572 128 290 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .742 .713 .683 .654 .625 .596 .566 .537 .508 .479 .449 .420 .391 .362 .332 .303 .274 .245 .215 .186 .157 .128 .098 .069 .040 .039 VELOCITY (FT/SEC) 7 7 7 7 7 7 8 8 8 8 8 9 9 9 9 10 10 10 11 11 11 12 12 13 13 13 .151 .285 .427 .575 .731 .895 .067 .248 .438 .638 .849 .072 .306 .554 .816 .093 .387 .698 .028 .380 .754 .152 .578 .033 .520 .540 SPECIFIC ENERGY 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 3 3 3 3 3 PRESSURE+ ( FT ) MOMENTUM ( POUNDS ) .536 .537 .540 .546 .554 .564 .578 .594 .614 .638 .666 .699 .737 .780 .830 .886 .950 .023 .105 .198 .303 .422 .556 .708 .880 .887 537 537 538 539 541 543 545 549 553 557 562 568 575 583 591 600 610 622 634 647 662 678 696 715 737 737 .28 .50 .19 .35 .01 .20 .94 .25 .17 .73 .95 .89 .59 .08 .42 .66 .86 .10 .44 .97 .78 .97 .66 .98 .07 .92 NODE 2044.00 : HGL = < 85.882>;EGL= < 86.676>;FLOWLINE= < 84.140> FLOW PROCESS FROM NODE UPSTREAM NODE 2044.10 2044.00 TO NODE ELEVATION = 2044.10 IS CODE = 5 84.56 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 25.56 30.00 90.00 84.56 1.72 5.207 DOWNSTREAM 26.12 30.00 - 84.14 1.74 7.153 LATERAL #1 0.56 18.00 0.00 84.47 0.28 LATERAL #2 0.00 0.00 0.00 0.00 0.00 Q5 0.00===Q5 EQUALS BASIN INPUT=== 0.317 0 .000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00388 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00586 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00487 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.024 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.940)+( 0.024)+( 0.000) = 0.965 NODE 2044.10 : HGL = < 87.220>;EGL= < 87.641>;FLOWLINE= < 84.560> FLOW PROCESS FROM NODE 2044.10 TO NODE 2043.00 IS CODE = 1 UPSTREAM NODE 2043.00 ELEVATION = 86.13 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 25.56 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 165.51 FEET , MANNING'S N = 0.01300 HYDRAULIC JUMP: NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 3.006 6.091 9.260 12.522 15.886 19.363 22.965 26.706 30.604 34.678 38.954 43.461 48.237 53.329 58.797 64.720 71.207 78.409 86.546 95.963 107.235 121.438 140.997 DOWNSTREAM RUN ANALYSIS 1.45 ASSUMED FLOWDEPTH(FT) FLOW PROFILE FLOW DEPTH (FT) 1.291 1.298 1.304 1.311 1.317 1.324 1.330 1.337 1.343 1.350 1.356 1.363 1.369 1.376 1.382 1.389 1.395 1.401 1.408 1.414 1.421 1.427 1.434 1.440 COMPUTED VELOCITY (FT/SEC) 9.992 9.929 9.867 9.806 9.745 9.685 9.626 9.568 9.510 9.453 9.397 9.341 9.287 9.232 9.179 9.126 9.074 9.022 8.971 8. 921 8.871 8.822 8.773 8.725 RESULTS CRITICAL DEPTH (FT) 1.29 INFORMATION : SPECIFIC ENERGY (FT) 2.842 2.829 2.817 2.805 2.793 2.781 2 .770 2.759 2.748 2.738 2.728 2.718 2.709 2.700 2.691 2.683 2.674 2.666 2.658 2.651 2.644 2.637 2.630 2.623 1.72 PRESSURE H- MOMENTUM ( POUNDS ) 582.77 580.69 578.65 576.66 574.72 572.82 570.97 569.15 567.38 565.65 563.97 562.32 560.71 559.15 557.62 556.13 554.68 553.26 551.89 550.55 549.24 547.97 546.74 545.54 165.510 1.445 8.689 2.618 544.67 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = PRESSURE FLOW PROFILE COMPUTED INFORMATION: 2.66 DISTANCE FROM CONTROL (FT) 0.000 28.593 PRESSURE HEAD (FT) 2.660 2.500 VELOCITY (FT/SEC) 5.207 5.207 SPECIFIC ENERGY (FT) 3.081 2.921 PRESSURE* MOMENTUM ( POUNDS ) 689.87 640.80 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 28 33 38 42 46 50 54 58 61 65 68 72 75 78 81 84 86 89 91 94 96 97 99 100 101 101 165 .593 .609 .188 .526 .682 .686 .557 .307 .943 .469 .888 .198 .398 .484 .450 .288 .989 .540 .925 .124 .115 .866 .338 .484 .237 .512 .510 FLOW DEPTH (FT) 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 1 1 1 1 1 1 1 1 1 1 RM .500 .469 .438 .407 .376 .345 .313 .282 .251 .220 .189 .158 .127 .096 .065 .034 .003 .972 .940 .909 .878 .847 .816 .785 .754 .723 .723 n np HV VELOCITY (FT/SEC) 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 6 6 6 6 6 6 6 6 6 7 7 nRarr .205 .218 .240 .269 .304 .343 .388 .436 .489 .546 .607 .672 .741 .815 .893 .975 .062 .154 .250 .352 .459 .571 .690 .814 .945 .083 .083 T.TP .TTTMD SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 aMaT.v.Q .921 .892 .864 .838 .813 .788 .764 .742 .719 .698 .678 .658 .639 .621 .604 .588 .574 .560 .547 .536 .526 .518 .511 .506 .503 .502 .502 TC! 640 631 623 615 607 600 593 586 580 574 568 562 557 552 547 543 539 536 532 530 527 525 523 522 522 521 521 .80 .89 .52 .53 .87 .52 .47 .72 .26 .09 .23 .67 .42 .48 .88 .60 .67 .10 .89 .05 .61 .58 .97 .79 .07 .83 .83 PRESSURE+MOMENTUM BALANCE OCCURS AT 79.66 FEET UPSTREAM OF NODE 2044.10 DOWNSTREAM DEPTH = 2.084 FEET, UPSTREAM CONJUGATE DEPTH = 1.414 FEET NODE 2043.00 : HGL = < 87.421>;EGL= < 88.972>;FLOWLINE= < 86.130> FLOW PROCESS FROM NODE UPSTREAM NODE 2043.10 2043.00 TO NODE ELEVATION = 2043.10 IS CODE = 5 86.46 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 0.0025.56 25.56 0.00 0.00 0.00===Q5 EQUALS BASIN INPUT=== 30.00 30.00 0.00 0.00 0.00 0.00 86.46 86.13 0.00 0.00 1.72 1.72 0.00 0.00 8.724 9.995 0.000 0.000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00975 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01393 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01184 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.059 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.051)+( 0.059)+( 0.000) = 0.110 NODE 2043.10 : HGL = < 87.901>;EGL= < 89.083>;FLOWLINE= < 86.460> FLOW PROCESS FROM NODE 2043.10 TO NODE 2035.00 IS CODE = 1 UPSTREAM NODE 2035.00 ELEVATION = 87.95 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 25.56 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 149.05 FEET MANNING'S N = 0.01300 NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.038 0.157 0.364 0.668 1.077 1.604 2.260 3.062 4 .026 5.174 6.532 8.131 10.011 12.220 14.821 17.900 21.567 25.983 31.378 38.115 46.794 1.43 ASSUMED FLOWDEPTH(FT) FLOW PROFILE FLOW DEPTH (FT) 1.723 1.711 1.699 1 .688 1 .676 1.664 1.652 1.641 1.629 1.617 1.605 1.594 1.582 1.570 1.559 1.547 1.535 1.523 1.512 1.500 1.488 1.476 COMPUTED VELOCITY (FT/SEC) 7.083 7.137 7.191 7.247 7.304 7.363 7.422 7 .482 7.544 7 .607 7.671 7.737 7.803 7.871 7.941 8.012 8.084 8.158 8.233 8.310 8.389 8.469 CRITICAL DEPTH (FT) 1.72 INFORMATION : SPECIFIC ENERGY (FT) 2.502 2.502 2.503 2 .504 2.505 2 .506 2.508 2.511 2.513 2.516 2.520 2.524 2.528 2.533 2.538 2.544 2.550 2.557 2.565 2.573 2.582 2.591 1.72 PRESSURE+ MOMENTUM ( POUNDS ) 521.83 521.87 521.97 522.15 522.41 522.74 523.15 523.63 524.20 524.84 525.57 526.38 527.28 528.27 529.34 530.51 531.77 533.12 534.57 536.12 537.77 539.52 48. 51. 54. 56. 59. 61. 63. 66. 66. 900 620 261 817 285 656 923 074 510 1. 1. 1. 1. 1. 1. 1. 1. 1. 729 702 675 648 621 594 567 540 534 4 4 4 4 4 5 5 5 5 .681 .743 .809 .880 .955 .034 .118 .207 .227 2 2 2 2 2 1 1 1 1 .070 .052 .035 .018 .003 .988 .974 .961 .959 267 264 261 258 255 253 250 248 248 .42 .20 .16 .30 .62 .12 .83 .74 .31 NODE 2028.00 : HGL = < 90.884>;EGL= < 91.309>;FLOWLINE= < 89.350> FLOW PROCESS FROM NODE 2028.00 TO NODE 2028.10 IS CODE = 5 UPSTREAM NODE 2028.10 ELEVATION = 89.77 (FLOW IS SUBCRITICAL) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE FLOW (CFS) UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 13 13 0 0 0 .52 .52 .00 .00 DIAMETER (INCHES) 24 24 0 0 .00===Q5 .00 .00 .00 .00 ANGLE (DEGREES) 90.00 - 0.00 0.00 FLOWLINE ELEVATION 89. 89. 0. 0. 77 35 00 00 CRITICAL DEPTH 1. 1. 0. 0. (FT.) 32 32 00 00 VELOCITY (FT/SEC) 12 5 0 0 .183 .228 .000 .000 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03666 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00408 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02037 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.102 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.432)+( 0.102)+( 0.000) = 1.534 NODE 2028.10 : HGL = < 90.537>;EGL= < 92.842>;FLOWLINE= < 89.770> *************************************************************************v FLOW PROCESS FROM NODE 2028.10 TO NODE 2006.00 IS CODE = 1 UPSTREAM NODE 2006.00 ELEVATION = 98.34 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 13.52 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 210.86 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.75 CRITICAL DEPTH(FT) UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.32 1.32 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 0.023 0.096 0.225 FLOW DEPTH (FT) 1.324 1.300 1.277 1.254 VELOCITY (FT/SEC) 6.125 6.250 6.380 6.517 SPECIFIC ENERGY (FT) 1.907 1 .907 1.910 1.914 PRESSURE+ MOMENTUM ( POUNDS ) 240.33 240.44 240.78 241.34 0 0 1 1 1 2 3 4 5 6 8 10 12 14 18 22 27 34 43 57 82 210 .415 .674 .011 .434 .957 .593 .359 .276 .368 .668 .215 .060 .273 .945 .208 .251 .373 .072 .282 .107 .294 .860 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 .231 .208 .185 .162 .139 .116 .093 .070 .046 .023 .000 .977 .954 .931 .908 .885 .862 .839 .816 .792 .769 .767 6 6 6 7 7 7 7 7 8 8 8 8 9 9 9 10 10 10 11 11 12 12 .661 .812 .971 .139 .315 .501 .697 .905 .124 .356 .601 .862 .138 .432 .745 .079 .435 .817 .225 .664 .136 .180 1. 1 . 1. 1. 1. 1. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 2. 3. 3. 921 929 940 954 970 990 013 040 072 108 150 197 252 313 384 463 554 657 773 906 058 072 242 243 244 246 248 250 252 255 259 262 267 271 276 282 288 295 302 310 319 329 340 341 .16 .23 .58 .20 .13 .38 .96 .89 .20 .91 .05 .64 .73 .34 .51 .29 .74 .90 .84 .64 .37 .36 NODE 2006.00 : HGL = < 99.664>;EGL= < 100.247>;FLOWLINE= < 98.340> FLOW PROCESS FROM NODE 2006.00 TO NODE 2006.10 IS CODE = 5 UPSTREAM NODE 2006.10 ELEVATION = 98.76 (FLOW UNSEALS IN REACH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 7.38 18.00 0.00 98.76 1.05 13.348 13.52 24.00 - 98.34 1.32 6.127 6.14 18.00 90.00 98.67 0.96 5.157 0.00 0.00 0.00 0.00 0.00 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.07079 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00593 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03836 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.192 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.614)+( 0.192)+( 0.000) = 1.806 NODE 2006.10 : HGL = < 99.286>;EGL= < 102.053>;FLOWLINE= < 98.760> FLOW PROCESS FROM NODE 2006.10 TO NODE 2004.00 IS CODE = 1 UPSTREAM NODE 2004.00 ELEVATION = 119.82 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 7.38 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 284.81 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.52 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.72 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.05 DISTANCE FROM CONTROL (FT) 0 0 1 1 2 3 3 4 5 6 7 9 10 11 13 15 17 20 22 26 30 35 42 52 69 284 .000 .539 .120 .745 .419 .148 .937 .794 .726 .744 .859 .085 .438 .941 .621 .511 .657 .121 .990 .390 .518 .703 .564 .486 .925 .810 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .717 .709 .702 .694 .686 .678 .670 .662 .654 .646 .638 .631 .623 .615 .607 .599 .591 .583 .575 .567 .560 .552 .544 .536 .528 .526 VELOCITY (FT/SEC) 8 8 9 9 9 9 9 9 9 10 10 10 10 10 11 11 11 11 11 12 12 12 12 13 13 13 .840 .966 .097 .231 .370 .512 .659 .810 .965 .126 .291 .462 .638 .820 .007 .201 .402 .609 .823 .045 .275 .513 .759 .015 .280 .344 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 1 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 .931 .959 .987 .018 .050 .084 .120 .157 .197 .239 .284 .331 .381 .434 .489 .549 .611 .677 .747 .822 .901 .984 .073 .168 .268 .293 142 143 145 146 148 149 151 153 155 157 159 161 163 165 168 170 173 175 178 181 184 187 190 194 197 198 .26 .67 .13 .66 .25 .90 .62 .41 .26 .20 .21 .30 .47 .74 .09 .54 .08 .73 .49 .36 .34 .45 .70 .07 .59 .43 NODE 2004.00 : HGL = < 120.537>;EGL= < 121.751>;FLOWLINE= < 119.820> *************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 2004.10 2004.00 TO NODE ELEVATION = 2004.10 IS CODE = 5 120.15 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 7.38 7.38 0.00 0.00 DIAMETER (INCHES) 18.00 18.00 0.00 0.00 ANGLE (DEGREES) 0.00 - 0.00 0.00 FLOWLINE ELEVATION 120.15 119.82 0.00 0.00 CRITICAL DEPTH (FT.) 1.05 1.05 0.00 0.00 VELOCITY (FT/SEC) 8.127 8.842 0.000 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01836 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02300 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02068 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.103 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.087)+( 0.103)+( 0.000) = 0.190 NODE 2004.10 : HGL = < 120.916>;EGL= < 121.942>;FLOWLINE= < 120.150> FLOW PROCESS FROM NODE 2004.10 TO NODE 2002.00 IS CODE = 1 UPSTREAM NODE 2002.00 ELEVATION = 121.04 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 7.38 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 42.28 FEET MANNING'S N = ' 0.01300 NORMAL DEPTH(FT) = 0.74 CRITICAL DEPTH(FT) UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.05 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.05 DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 1 1 2 3 3 4 5 7 8 10 12 15 18 23 28 35 42 .000 .022 .091 .211 .387 .625 .933 .317 .788 .357 .036 .843 .797 .922 .249 .819 .683 .915 .612 .923 .075 .450 .762 .280 FLOW DEPTH (FT) 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .052 .040 .027 .014 .002 .989 .976 .964 .951 .938 .926 .913 .900 .888 .875 .862 .850 .837 .825 .812 .799 .787 .774 .766 VELOCITY (FT/ SEC) 5 5 5 5 5 5 6 6 6 6 6 6 6 6 6 7 7 7 7 7 7 7 8 8 .571 .646 .723 .802 .885 .970 .058 .150 .245 .343 .445 .551 .661 .774 .893 .015 .143 .275 .413 .557 .706 .861 .023 .124 SPECIFIC ENERGY 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PRESSURE* ( FT ) MOMENTUM ( POUNDS ) .534 .535 .536 .537 .540 .543 .547 .551 .557 .564 .571 .580 .590 .601 .613 .627 .643 .660 .678 .699 .722 .747 .774 .792 118 118 118 118 118 118 119 119 119 120 120 121 122 122 123 124 125 126 127 129 130 132 133 134 .13 .15 .23 .36 .54 .78 .08 .43 .85 .33 .88 .50 .18 .95 .79 .70 .71 .79 .97 .25 .62 .10 .68 .69 NODE 2002.00 : HGL = < 122.092>;EGL= < 122.574>;FLOWLINE= < 121.040> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2002.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 121.04 122.09 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS 58 .549 75.920 107.064 149.050 1.465 1.453 1.441 1.441 8.551 8.634 8.720 8.722 2.601 2.611 2.623 2.623 541.38 543.34 545.42 545.46 NODE 2035.00 : HGL 89.673>;EGL= < 90.452>;FLOWLINE= < 87.950> c c FLOW PROCESS FROM NODE 2035.00 TO NODE 2035.10 IS CODE = 5 UPSTREAM NODE 2035.10 ELEVATION = 88.28 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 21 25 3 0 0 .64 30 .56 30 .92 18 .00 0 .00===Q5 .00 .00 .00 .00 EQUALS 0.00 90.00 0.00 BASIN 88. 87. 88. 0. INPUT=== 28 95 28 00 (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 1.58 5.173 1.72 7.085 0.76 2.218 0.00 0.000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00295 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00577 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00436 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.022 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)-t-(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.208)+( 0.022)+( 0.000) = 0.230 NODE 2035.10 : HGL = < 90.267>;EGL= < 90.682>;FLOWLINE= < 88.280> FLOW PROCESS FROM NODE 2035.10 TO NODE 2030.00 IS CODE = 1 UPSTREAM NODE 2030.00 ELEVATION = 88.36 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 21.64 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 16.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.61 CRITICAL DEPTH(FT) DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.99 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.58 DISTANCE FROM CONTROL (FT) 0.000 4.413 8.829 13.247 16.000 FLOW DEPTH (FT) 1.987 1.972 1.957 1.942 1.932 VELOCITY (FT/SEC) 5.171 5.209 5.248 5.288 5.314 SPECIFIC ENERGY (FT) 2.402 2.393 2.385 2.376 2.371 PRESSURE* MOMENTUM ( POUNDS ) 452.12 449.79 447.54 445.35 444.03 NODE 2030.00 : HGL = < 90.292>;EGL= < 90.731>;FLOWLINE= < 88.360> t*******************************************i FLOW PROCESS FROM NODE 2030.00 TO NODE 2030.10 IS CODE = 5 UPSTREAM NODE 2030.10 ELEVATION =88.69 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) 0.0013.52 21.64 5.87 2.25 0.00===Q5 EQUALS BASIN INPUT=== 24.00 30.00 18.00 18.00 90.00 90.00 88.69 88.36 88.69 88.69 1.32 1.58 0.94 0.57 VELOCITY (FT/SEC) 4.304 5.316 3.322 1.273 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00357 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00313 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00335 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.017 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.336)+( 0.017)+( 0.000) = 0.352 NODE 2030.10 : HGL = < 90.796>;EGL= < 91.083>;FLOWLINE= < 88.690> ***************************************************************************** FLOW PROCESS FROM NODE 2030.10 TO NODE 2028.00 IS CODE = 1 UPSTREAM NODE 2028.00 ELEVATION = 89.35 (FLOW SEALS IN REACH) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 13.52 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 66.51 FEET MANNING'S N = 0.01300 = = = = = = = = = = = := = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = := = = = = ==:=== = = :=: = = = = = = = := = DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 2.11 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURES- CONTROL (FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.106 4.304 2.393 329.52 16.649 2.000 4.304 2.288 308.79 NORMAL DEPTH(FT) = 1.12 CRITICAL DEPTH(FT) = 1.32 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 2.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 16.649 2.000 4.302 2.288 308.79 20.550 1.973 4.314 2.262 303.79 24.155 1.946 4.335 2.238 299.06 27.595 1.919 4.362 2.214 294.53 30.910 1.892 4.395 2.192 290.17 34.120 1.865 4.432 2.170 285.98 37.238 1.838 4.473 2.149 281.95 40.272 1.811 4.519 2.128 278.07 43.225 1.784 4.569 2.108 274.36 46.101 1.756 4.623 2.089 270.81 *******J PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. Carlsbad, CA 92010 (760) 931-7700 100 FILE NAME: AES2001.DAT TIME/DATE OF STUDY: 16:07 12/04/2007 **********: NODE NUMBER 2104 2184 2184 2178 2178 2159 2159 2158 2158 2156 2156 2157 2157 2142 2142 2250 2250 .20- } .00- } .10- } .00- } .10-} .00- } .10- } .00- } .10- } .00- } .10- } .00- } .10- } .00- } .10- } .00- } .10- ******************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ PROCESS HEAD ( FT) MOMENTUM ( POUNDS ) FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION 3 2 2 2 3 2 2 2 2 2 2 1 1 1 1 1 1 .98* } HYDRAULIC .16 DC .08 DC .08*Dc .32* } HYDRAULIC .06*Dc .33* .27* .45* .09* .76* } HYDRAULIC .72 DC .72 DC .72 DC .65 DC .65 DC .95 1619 JUMP 1007 919 919 1242 JUMP 896 796 786 627 552 723 JUMP 523 523 523 447 447 399 .35 .78 .24 .24 .86 .03 .39 .04 .41 .70 .17 .48 .48 .48 .84 .84 .60 DEPTH 1 1 1 2 1 2 1 1 1 1 1 0 0 1 0 1 0 ( FT ) MOMENTUM ( POUNDS ) .17 .60* .45* .08*Dc .56 .06*Dc .86 .93 DC .70 .72 DC .25 .95* .95* .04* .86* .14* .89* 1528 1131 1085 919 993 896 756 755 523 523 600 784 788 713 709 532 523 .17 .26 .95 .24 .88 .03 .88 .11 .69 .48 .92 .99 .85 .71 .54 .27 .84 c 2136.00- } 2136.10- } 2122.00- } 2122.10- } 2117.00- } 2117.10- } 2116.00- } 2116.10- } 2114.00- } 2114.10- } 2113.00- } 2113.10- } 2112.00- FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION 1.55*Dc 369.14 2.29* 316.57 } HYDRAULIC JUMP 1.14*Dc 165.53 1.49* 114.45 } HYDRAULIC JUMP 0.90 DC 79.44 0.90 DC 79.44 0.90*Dc 79.44 1.12* 56.50 } HYDRAULIC JUMP 0.65*Dc 35.54 0.80 37.94 0.65 DC 35.48 0.65 DC 35.48 0.65*DC 35.48 1.55*Dc 0.97 1.14*DC 0.71 0.66* 0/85* 0.90*DC 0.46 0.65*Dc 0.25* 0.26* 0.22* 0.65*Dc 369.14 172.50 165.53 86.30 91.11 79.94 79.44 42.07 35.54 87.84 85.55 103.43 35.48 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2104.20 FLOWLINE ELEVATION = 66.08 PIPE FLOW = 43.78 CFS PIPE DIAMETER = 36.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 70.060 FEET NODE 2104.20 : HGL = < 70.060>;EGL= < 70.656>;FLOWLINE= < 66.080> *************************************************** FLOW PROCESS FROM NODE 2104.20 TO NODE 2184.00 IS CODE = 1 UPSTREAM NODE 2184.00 ELEVATION = 70.70 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 43.78 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 84.70 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 1.09 CRITICAL DEPTH(FT) = 2.16 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.60 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 1.133 2.368 3.717 5.189 6.800 8.565 10.502 12.632 14.980 17.578 20.461 23.675 27.276 31.333 35.938 41.211 47.313 54.473 63.023 73.482 84.700 FLOW DEPTH VELOCITY SPECIFIC (FT) (FT/SEC) ENERGY (FT) 1.602 11.400 3.621 1.581 11.585 3.667 1.561 11.777 3.716 1.540 11.976 3.769 1.520 12.181 3.825 1.499 12.394 3.886 1.478 12.614 3.951 1.458 12.843 4.021 1.437 13.079 4.095 1.417 13.324 4.175' 1.396 13.579 4.261 1.376 13.843 4.353 1.355 14.117 4.452 1.335 14.402 4.557 1.314 14.698 4.671 1.293 15.006 4.792 1.273 15.327 4.923 1.252 15.661 5.063 1.232 16.009 5.214 1.211 16.372 5.376 1.191 16.750 5.550 1.173 17.084 5.708 PRESSURE+ MOMENTUM( POUNDS) 1131.26 1142.14 1153.63 1165.75 1178.55 1192.03 1206.23 1221.19 1236.93 1253.49 1270.91 1289.22 1308.48 1328.72 1350.00 1372.36 1395.87 1420.59 1446.57 1473.90 1502.64 1528.17 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD (FT) = 3.98 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 19.507 ASSUMED DOWNSTREAM PRESSURE VELOCITY SPECIFIC HEAD (FT) (FT /SEC) ENERGY (FT) 3.980 6.194 4.576 3.000 6.194 3.596 PRESSURE HEAD (FT) = 3.00 PRESSURE+ MOMENTUM ( POUNDS ) 1619.35 1187.09 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 19.507 20.131 20 .711 21.262 21.792 22.300 22.790 23.261 23.714 24.150 24.567 24.966 25.347 25.707 26.048 FLOW DEPTH VELOCITY SPECIFIC (FT) (FT/ SEC) ENERGY (FT) 3.000 6.192 3.596 2.966 6.204 3.564 2.932 6.227 3.535 2.899 6.257 3.507 2.865 6.292 3.480 2.831 6.333 3.454 2.797 6.378 3.429 2.764 6.427 3.405 2.730 6.481 3.382 2.696 6.539 3.360 2.662 6.601 3.339 2.628 6.666 3.319 2.595 6.736 3.300 2.561 6.810 3.281 2.527 6.888 3.264 PRESSURE* MOMENTUM ( POUNDS ) 1187.09 1173.26 1160.37 1148.11 1136.41 1125.23 1114.54 1104.32 1094.58 1085.30 1076.50 1068.17 1060.33 1052.98 1046.13 26.367 26.664 26.938 27.186 27.409 27.603 27.768 27.901 27.999 28.060 28.081 84.700 2.493 2.459 2.426 2.392 2.358 2.324 2.291 2.257 2.223 2.189 2.155 2.155 6.970 7.057 7.148 7.243 7.343 7.448 7.558 7.673 7.793 7.919 8.051 8.051 3.248 3.233 3.219 3.207 3.196 3.186 3.178 3.171 3 .167 3.164 3.163 3.163' 1039.78 1033.97 1028.68 1023.95 1019.79 1016.21 1013.24 1010.89 1009.18 1008.13 1007.78 1007.78 T7M1-I r\U LIVr\D7\TTT TI-" .TrnuTO RMRT.VCTO PRESSURE+MOMENTUM DOWNSTREAM BALANCE OCCURS AT 4.59 DEPTH = 3.750 FEET, UPSTREAM FEET UPSTREAM OF CONJUGATE DEPTH NODE 2104.20 = 1.180 FEET NODE 2184.00 : HGL = < 72.302>;EGL= < 74.321>;FLOWLINE= < 70.700> FLOW PROCESS FROM NODE UPSTREAM NODE 2184.10 2184.00 TO NODE ELEVATION = 2184.10 IS CODE = 5 71.03 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 40.90 43.78 2.88 0.00 0.00 DIAMETER (INCHES) 36.00 36.00 18.00 0.00 ANGLE (DEGREES) 0.00 - 90.00 0.00 FLOWLINE ELEVATION 71.03 70.70 72.20 0.00 CRITICAL DEPTH (FT.) 2.08 2.16 0.64 ; 0.00 VELOCITY (FT/SEC) 12.060 11.403 3.967 0.000 ===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01679 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01384 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01532 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.077 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.343)+( 0.077)+( 0.000) = 0.420 NODE 2184.10 : HGL = < 72.482>;EGL= < 74.741>;FLOWLINE= < 71.030> FLOW PROCESS FROM NODE 2184.10 TO NODE 2178.00 IS CODE = 1 UPSTREAM NODE 2178.00 ELEVATION = 74.47 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 40.90 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 192.40 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) =1.43 CRITICAL DEPTH(FT) =2.08 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) =2.08 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE* CONTROL (FT) 0.000 0.054 0.223 0.518 0.952 1.540 2.298 3.247 4.411 5.816 7.497 9.494 11.855 14.643 17.936 21.832 26.464 32.011 38.722 46.966 57.312 70.715 88.966 116.089 164.997 192 .400 (FT) 2 2 2 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .083 .056 .030 .004 .978 .951 .925 .899 .873 .846 .820 .794 .768 .741 .715 .689 .663 .636 .610 .584 .558 .531 .505 .479 .453 .452 (FT/SEC) 7 7 8 8 8 8 8 8 8 8 9 9 9 9 9 9 10 10 10 10 11 11 11 11 12 12 .808 .918 .032 .150 .273 .400 .532 .669 .811 .959 .112 .272 .437 .609 .788 .975 .169 .371 .581 .801 .030 .269 .519 .781 .054 .056 ENERGY 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 ( FT ) MOMENTUM ( POUNDS ) .030 .030 .032 .036 .041 .048 .056 .067 .079 .093 .110' .129 .151 .176 .204 .235 .269 .307 .350 .396 .448 .505 .567 .635 .710 .711 919 919 920 921 922 924 927 930 934 938 942 948 954 960 968 976 984 994 1004 1015 1027 1040 1054 1069 1085 1085 .24 .46 .11 .22 .79 .85 .40 .48 .08 .25 .99 .33 .30 .91 .20 .20 .93 .43 .73 .88 .92 .88 .83 .80 .86 .95 NODE 2178.00 : HGL = < 76.553>;EGL= < 77.500>;FLOWLINE= < 74.470> FLOW PROCESS FROM NODE UPSTREAM NODE 2178.10 2178.00 TO NODE ELEVATION = 2178.10 IS CODE = 5 74.80 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 40.13 36.00 90.00 74.80 2.06 5.677 40.90 36.00 - 74.47 2.08 7.810 0.77 18.00 0.00 74.87 0.33 0.436 0.00 0.00 0.00 0.00 0.00 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00362 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00548 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00455 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.023 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.095)+( 0.023)+( 0.000) = 1.118 NODE 2178.10 HGL 78.117>;EGL= < 78.617>;FLOWLINE= < 74.800> *****! FLOW PROCESS FROM NODE UPSTREAM NODE 2159.00 2178.10 TO NODE ELEVATION = 2159.00 IS CODE = 1 76.89 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 40.13 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 157.37 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH (FT) = UPSTREAM GRADUALLY DISTANCE CONTROL ASSUMED 1.54 CRITICAL DEPTH (FT) = 2.06 FLOWDEPTH(FT) =2.06 VARIED FLOW PROFILE COMPUTED INFORMATION: FROM CONTROL (FT) 0 0 0 0 0 1 2 3 4 5 7 9 11 14 17 21 26 31 38 46 56 68 86 112 157 HYDRAULIC .000 .055 .225 .522 .957 .546 .305 .252 .411 .809 .476 .452 .785 .532 .767 .587 .117 .527 .056 .053 .062 .992 .547 .559 .370 JUMP FLOW DEPTH VELOCITY (FT) 2 2 2 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 : UPSTREAM .062 .042 .021 .000 .979 .958 .937 .916 .895 .874 .853 .832 .811 .790 .769 .748 .727 .706 .685 .665 .644 .623 .602 .581 .561 RUN SPECIFIC (FT/SEC) ENERGY (FT) 7 7 7 8 8 8 8 8 8 8 8 8 8 9 9 9 9 9 9 9 10 10 10 10 10 .743 .831 .922 .016 .112 .211 .313 .418 .526 .638 .753 .871 .993 .119 .249 .382 .520 .663 .810 .962 .119 .282 .449 .623 .795 2 2 2 2 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 .994 .994 .996 .998 .001 .005 .011 .017 .024 .033 .043 .055 .068 .082 .098 .116 .136 .157 .181 .207 .235 .265 .298 .334 .371 PRESSURE+ MOMENTUM ( POUNDS ) 896 896 896 897 898 899 901 903 905 907 910 914 917 921 926 930 935 941 947 954 961 968 976 985 993 .03 .17 .58 .28 .26 .55 .14 .04 .27 .84 .74 .00 .63 .62 .01 .79 .99 .61 .68 .20 .20 .68 .67 .20 .88 ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE PRESSURE FLOW HEAD (FT)=3.32 PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) 0.000 32.792 PRESSURE VELOCITY SPECIFIC HEAD(FT) (FT/SEC) ENERGY(FT) 3.317 5.677 3.817 3.000 5.677 3.500 PRESSURE+ MOMENTUM(POUNDS) 1242.86 1103.12 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 3.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE* CONTROL (FT) 32.792 36.363 39.669 42.819 45.846 48.767 51.592 54.326 56.973 59.533 62.007 64.393 66.689 68.890 70.991 72.986 74.868 76.627 78.253 79.733 81.051 82.191 83.130 83.844 84.300 84.462 157.370 (FT) 3.000 2.962 2.925 2.887 2.850 2.812 2.775 2.737 2.700 2.662 2.625 2.587 2.550 2.512 2.475 2.437 2.400 2.362 2.325 2.287 2.250 2.212 2.175 2.137 2.100 2.062 2.062 (FT/SEC) 5.675 5.689 5.714 5.746 5.784 5.827 5.876 5.929 5.987 6.050 6.117 6.188 6.265 6.346 6.431 6.522 6.618 6.719 6.825 6.937 7.055 7.179 7.309 7.446 7.591 7.743 7.743 T7ATr\ /"M? UVnDTVTTT T C* .TTTMD PRES SURE +MOMENTUM DOWNSTREAM BALANCE OCCURS AT 61.30 DEPTH = 2.636 ENERGY ( FT ) MOMENTUM ( POUNDS ) 3 .500 3.465 3.432 3.400 3.370 3.340 3.311 3.284 3.257 3.231 3.206 3.183 3.160 3.138 3.118 3.098 3.080 3.064 3.049 3.035 3.023 3.013 3.005 2.999 2.995 2.994 2.994 AMfiT VQT Q -. FEET UPSTREAM OF FEET, UPSTREAM CONJUGATE DEPTH 1103 .12 1087.64 1073.09 1059.19 1045.87 1033.08 1020.81 1009.06 997.81 987.08 976.87 967.19 958.05 949.45 941.43 933.98 927.13 920.90 915.31 910.37 906.12 902.57 899.76 897.71 896.46 896.03 896.03 NODE 2178.10 | = 1.594 FEET | NODE 2159.00 : HGL = < 78.952>;EGL= < 79.884>;FLOWLINE= <76 .890> FLOW PROCESS FROM NODE 2159.00 TO NODE 2159.10 IS CODE = 5 UPSTREAM NODE 2159.10 ELEVATION = 77.22 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 35.31 40.13 4 .82 0.00 DIAMETER (INCHES) 36.00 36.00 18.00 0.00 ANGLE (DEGREES) 0.00 - 90 .00 0.00 FLOWLINE ELEVATION 77.22 76.89 76.89 0.00 CRITICAL DEPTH (FT. ) 1.93 2.06 0.84 0.00 VELOCITY (FT/SEC) 5.994 7.745 2.728 0 .000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00312 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00542 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00427 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.021 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.203)+( 0.021)+( 0.000) = 0.224 NODE 2159.10 : HGL = < 79.550>;EGL= < 80.108>;FLOWLINE= < 77.220> ********! FLOW PROCESS FROM NODE 2159.10 TO NODE 2158.00 IS CODE = 1 UPSTREAM NODE 2158.00 ELEVATION = 77.28 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 35.31 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 9.84 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.81 CRITICAL DEPTH(FT) = DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.33 1.93 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 2.804 5.577 8.317 9.840 FLOW DEPTH (FT) 2.330 2.314 2.298 2.282 2.273 VELOCITY (FT/SEC) 5.992 6.033 6.075 6.118 6.143 SPECIFIC ENERGY (FT) 2.888 2.880 2.872 2.864 2.859 PRESSURE+ MOMENTUM ( POUNDS ) 796.39 793.35 790.42 787.59 786.04 NODE 2158.00 : HGL = < 79.553>;EGL= < 80.139>;FLOWLINE= < 77.280> FLOW PROCESS FROM NODE 2158.00 TO NODE 2158.10 IS CODE = 5 UPSTREAM NODE 2158.10 ELEVATION = 77.61 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 25.62 30.00 0.00 77.61 1.72 35.31 36.00 - 77.28 1.93 9.69 18.00 90.00 77.61 1.20 0.00 0.00 0.00 0.00 0.00 0.00===Q5 EQUALS BASIN INPUT=== 5.246 6.145 5.483 0.000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00349 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00329 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00339 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.017 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.329)+( 0.017)+( 0.000) = 0.346 NODE 2158.10 : HGL = < 80.058>;EGL= < 80.485>;FLOWLINE= < 77.610> FLOW PROCESS FROM NODE 2158.10 TO NODE 2156.00 IS CODE = 1 UPSTREAM NODE 2156.00 ELEVATION = 78.21 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 25.62 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 99.11 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 1.70 CRITICAL DEPTH(FT) = DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 2.45 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.72 DISTANCE FROM CONTROL (FT) 0.000 9.547 18.595 27.268 35.645 43.777 51.703 59.451 67.041 74.489 81.809 89.009 96.096 99.110 FLOW DEPTH (FT) 2.448 2.419 2.390 2.361 2.332 2.303 2.274 2.245 2.217 2.188 2.159 2.130 2.101 2.088 VELOCITY (FT/SEC) 5.244 5.269 5.300 5.334 5.373 5.416 5.462 5.512 5.566 5.623 5.684 5.748 5.816 5.847 SPECIFIC ENERGY (FT) 2.875 2.850 2.826 2.803' 2.781 2.759 2.738 2.718 2.698 2.679 2.661 2.643 2.627 2.620 PRESSURE* MOMENTUM ( POUNDS ) 627.41 619.86 612.61 605.64 598.93 592.49 586.29 580.36 574.68 569.26 564.10 559.22 554.60 552.70 NODE 2156.00 : HGL = < 80.298>;EGL= < 80.830>;FLOWLINE= < 78.210> *****< FLOW PROCESS FROM NODE UPSTREAM NODE 2156.10 2156.00 TO NODE ELEVATION = 2156.10 IS CODE = 5 78.54 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 25.62 25.62 0.00 0.00 0.00== DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 30.00 90.00 78.54 1.72 30.00 - 78.21 1.72 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 :=Q5 EQUALS BASIN INPUT=== 5.219 5.849 0 .000 0.000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00390 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00378 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00384 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.019 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.879)+( 0.019)+( 0.000) = 0.898 NODE 2156.10 : HGL = < 81.305>;EGL= < 81.728>;FLOWLINE= < 78.540> FLOW PROCESS FROM NODE 2156.10 TO NODE 2157.00 IS CODE = 1 UPSTREAM NODE 2157.00 ELEVATION = 81.98 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 25.62 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 226.00 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH (FT) = 1.40 CRITICAL DEPTH (FT) UPSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 0.90 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC CONTROL (FT) (FT) (FT/SEC) ENERGY (FT) 0.000 0.900 16.097 4.926 5.585 0.920 15.627 4.714. 11.246 0.940 15.182 4.521 16.990 0.960 14.759 4.344 22.826 0.980 14.358 4.183 28.763 1.000 13.977 4.035 34.814 1.019 13.615 3.899 40.992 1.039 13.270 3.775 47.313 1.059 12.940 3.661 53.795 1.079 12.627 3.556 60.463 1.099 12.327 3.460 67.342 1.119 12.041 3.371 74.466 1.139 11.767 3.290 81.876 1.159 11.505 3.215 89.626 1.179 11.254 3.146 97.781 1.198 11.014 3.083 106.432 1.218 10.783 3.025 115.697 1.238 10.562 2.972 125.744 1.258 10.350 2.922 136.821 1.278 10.146 2.877 149.308 1.298 9.950 2.836 163.844 1.318 9.762 2.798 181.628 1.338 9.580 2.764 205.353 ,1.358 9.406 2.732 226.000 1.368 9.315 2.716 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD (FT) = 2.76 =========================================================== PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC CONTROL (FT) HEAD (FT) (FT/SEC) ENERGY (FT) 0.000 2.765 5.219 3.188 38.428 2.500 5.219 2.923 ASSUMED DOWNSTREAM PRESSURE HEAD (FT) = 2.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC CONTROL (FT) (FT) (FT/SEC) ENERGY (FT) 38.428 2.500 5.218 2.923 42.521 2.469 5.230 2.894 46.275 2.438 5.252 2.867 49.840 2.407 5.281 2.840 1.72 PRESSURE* MOMENTUM ( POUNDS ) 836.59 815.25 795.20 776.35 758.62 741.94 726.24 711.45 697.54 684.44 672.10 660.49 649.56 639.29 629.62 620.54 612.01 604.01 596.51 589.49 582.92 576.79 571.08 565.77 563.06 =================== PRESSURE+ MOMENTUM ( POUNDS ) 723.17 642.01 PRESSURE+ MOMENTUM ( POUNDS) 642.01 633.13 624.78 616.82 53.257 56.551 59.736 62.818 65.805 68.697 71.497 74.204 76.814 79.325 81.730 84.025 86.199 88.244 90.145 91.889 93.456 94.823 95.962 96.839 97.408 97.613 226.000 2.376 2.345 2.314 2.283 2.252 2.221 2.190 2.159 2.128 2.097 2.066 2.035 2.004 1.973 1.942 1.911 1.880 1.849 1.818 1.787 1.756 1.725 1.725 TT.wn DP 5.316 5.355 .399 .448 .501 .557 .618 .683 .753 .826 .904 .986 .073 .164 .260 6.362 6.468 .580 .698 .822 .953 .090 .090 5. 5, 5. 5, 5. 5, 5. 5. 5. 5. 6. 6. 6. 6. 6. 6, 6. 7, 7. OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 67.12 FEET UPSTREAM OF DOWNSTREAM DEPTH = 2.238 FEET, UPSTREAM CONJUGATE DEPTH 2.815 2.791 2.767 2.744 2.722 2.701 2.680 2.661 2.642 2.624 2.607 2.592, 2.577 2.563 2.551 2.540 2.530 2.522 2.515 2.510 2.507 2.506 2.506 •GT<3_ 609 601 594 588 581 575 569 564 558 554 549 545 541 537 534 531 529 527 525 524 523 523 523 .18 .86 .84 .11 .67 .53 .69 .15 .92 .00 .41 .16 .24 .68 .49 .67 .24 .21 .61 .44 .72 .48 .48 NODE 2156.10 = 1.311 FEET NODE 2157.00 : HGL = < 81.880>;EGL= < 85.906>;FLOWLINE= <80.980> FLOW PROCESS FROM NODE UPSTREAM NODE 2157.10 2157.00 TO NODE ELEVATION = 2157.10 IS CODE = 5 81.31 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 25.62 25.62 0.00 0.00 DIAMETER (INCHES) 30.00 30.00 0.00 0.00 ANGLE (DEGREES) 0.00 - 0 .00 0.00 FLOWLINE ELEVATION 81.31 80.98 0 .00 0.00 CRITICAL DEPTH (FT.) 1.72 1.72 0.00 0.00 VELOCITY (FT/SEC) 16.366 16.102 0 .000 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.05308 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.05075 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.05191 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.260 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.193)+( 0.260)+( 0.000) = 0.452 NODE 2157.10 : HGL = < 82.199>;EGL= < 86.358>;FLOWLINE= < 81.310> k********************* FLOW PROCESS FROM NODE 2157.10 TO NODE 2142.00 IS CODE = 1 UPSTREAM NODE 2142.00 ELEVATION = 90.45 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 25.62 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 167.19 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.88 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.06 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.72 DISTANCE FROM CONTROL (FT) 0 1 3 4 6 8 10 12 14 17 20 23 26 29 33 37 42 48 54 61 70 81 95 116 151 167 .000 .499 .085 .766 .552 .453 .482 .651 .978 .482 .186 .118 .314 .814 .673 .960 .766 .214 .477 .808 .598 .506 .763 .137 .512 .190 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .057 .050 .043 .036 .029 .022 .015 .008 .001 .994 .987 .980 .973 .966 .959 .952 .945 .938 .931 .924 .917 .910 .903 .896 .889 .889 VELOCITY (FT/SEC) 12 13 13 13 13 13 13 13 13 14 14 14 14 14 14 14 15 15 15 15 15 15 16 16 16 16 .974 .088 .204 .323 .443 .565 .690 .817 .945 .077 .210 .346 .484 .625 .769 .915 .064 .215 .370 .527 .687 .851 .017 .187 .360 .361 SPECIFIC ENERGY 3 3 3 3 3 3 3 3 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 5 5 PRESSURE+ (FT). MOMENTUM (POUNDS) .672 .712 .752 .794 .837 .881 .927 .974 .023 .073 .125 .178 .233 .290 .348 .409 .471 .535 .602 .670 .741 .814 .890 .968 .048 .048 698 703 708 713 718 724 729 734 740 746 752 758 764 770 776 783 789 796 803 810 817 825 832 840 848 848 .93 .75 .68 .72 .86 .11 .47 .95 .55 .27 .11 .08 .18 .40 .77 .27 .91 .70 .64 .73 .98 .39 .96 .70 .61 .64 NODE 2142.00 : HGL = < 91.507>;EGL= < 94.122>;FLOWLINE= < 90.450> FLOW PROCESS FROM NODE UPSTREAM NODE 2142.10 2142 .00 TO NODE ELEVATION = 2142.10 IS CODE = 5 90.78 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW (CFS) DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 1.65 16.021 1.72 12.978 0.76 4.101 0.22 0.384 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.05555 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02808 UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 21 25 3 0 0 .30 24 .62 30 .95 18 .37 18 .00===Q5 .00 .00 .00 .00 EQUALS 0.00 90.00 90.00 BASIN 90. 90. 90. 90. INPUT=== 78 45 78 78 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04182 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.209 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.313)+( 0.209)+( 0.000) = 1.522 NODE 2142.10 HGL 91.659>;EGL= < 95.645>;FLOWLINE= < 90.780> FLOW PROCESS FROM NODE 2142.10 TO NODE 2250.00 IS CODE = 1 UPSTREAM NODE 2250.00 ELEVATION = 102.53 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 21.30 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 202.73 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.87 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.14 = = = = =: = :==: = = = = := = =: = = := = = = =: = := = =: = = := = = = = = = = :=: = = :=: = = = = = = = =: = = = = = = =: = = :=:=: = = GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.65 DISTANCE FROM CONTROL (FT) 0.000 1.099 2.275 3.537 4.892 6.349 7.921 9.620 11.460 13.461 15.644 18.033 20.662 23.569 26 .804 30.431 34.533 39.226 44.667 51.093 58.864 68.590 81.409 99.884 132.233 202.730 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 .139 .128 .117 .106 .096 .085 .074 .063 .052 .042 .031 .020 .009 .998 .988 .977 .966 .955 .944 .933 .923 .912 .901 .890 .879 .879 VELOCITY (FT/SEC) 11 11 11 11 12 12 12 12 12 12 13 13 13 13 13 13 14 14 14 14 15 15 15 15 16 16 .525 .660 .798 .941 .086 .236 .389 .547 .708 .874 .045 .220 .400 .584 .774 .970 .170 .377 .590 .809 .034 .266 .506 .752 .007 .016 SPECIFIC PRESSURE* ENERGY ( FT ) MOMENTUM ( POUNDS ) 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 4 4 4 4 4 4 4 4 4 4 4 .203 .240 .280 .322 .365 .411 .459 .509 .562 .617 .675 .735 .799 .866 .936 .009 .086 .167 .252 .341 .435 .533 .637 .746 .860 .865 532 536 541 545 550 555 560 566 571 577 583 589 595 602 609 616 623 630 638 646 655 663 672 682 691 691 .27 .61 .11 .77 .59 .58 .75 .10 .63 .36 .29 .42 .77 .33 .13 .16 .43 .96 .75 .81 .16 .80 .74 .01 .60 .96 NODE 2250.00 : HGL = < 103.669>;EGL= < 105.733>;FLOWLINE= < 102.530> FLOW PROCESS FROM NODE UPSTREAM NODE 2250.10 2250.00 TO NODE ELEVATION = 2250.10 IS CODE = 5 102.86 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 18.55 24.00 0.00 102.86 21.30 24.00 - 102.53 2.75 18.00 90.00 102.91 0.00 0.00 0.00 0.00 0.00===Q5 EQUALS BASIN INPUT=== 1.55 1.65 0.63 0.00 13.689 11.528 2.867 0.000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE =.0.04001 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02312 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03157 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.158 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.771)+( 0.158)+( 0.000) = 0.929 NODE 2250.10 : HGL = < 103.752>;EGL= < 106.662>;FLOWLINE= < 102.860> FLOW PROCESS FROM NODE 2250.10 TO NODE 2136.00 IS CODE = 1 UPSTREAM NODE 2136.00 ELEVATION = 112.73 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 18.55 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 222.60 FEET MANNING'S N = 0.01300 NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.028 0.117 0.272 0.502 0.813 1.216 1.723 2.347 3.105 4.016 5.105 6.401 7.942 9.773 11.957 14.573 17.732 21.586 26.361 32.409 fg-r-a^- 0.87 ASSUMED FLOWDEPTH(FT) FLOW PROFILE FLOW DEPTH (FT) 1.550 1.523 1.496 1.468 1.441 1.414 1.386 1.359 1.332 1.304 1.277 1.250 1.222 1.195 1.167 1.140 1.113 1.085 1.058 1.031 1.003 COMPUTED VELOCITY (FT/SEC) 7.096 7.224 7.359 7.502 7.653 7.812 7.981 8.159 8.347 8.547 8.758 8.982 9.219 9.471 9.739 10.024 10.327 10.649 10.994 11.362 11.756 CRITICAL DEPTH (FT) 1.55 INFORMATION : SPECIFIC ENERGY (FT) 2.333 2.334 2.337 2.343 2.351 2.362 2.376 2.393 2.414 2.439 2.469 2.503 2.543 2.589 2.641 2.701 2.770 2.847 2.936 3.036 3.151 1.55 PRESSURE* MOMENTUM ( POUNDS ) 369.14 369.31 369.82 370.69 371.94 373.58 375.63 378.11 381.06 384.49 388.43 392.91 397.97 403.64 409.96 416.99 424.77 433.36 442.82 453.23 464.66 40.319 51.196 67.525 97.283 222.600 0.976 0.949 0.921 0.894 0.892 12.178 12.632 13.120 13.645 13.685 3.280 3.428 3.596 3.787 3.802 477.20 490.95 506.04 522.58 523.84 NODE 2136.00 : HGL = < 114.280>;EGL= < 115.063>;FLOWLINE= < 112.730> FLOW PROCESS FROM NODE 2136.00 TO NODE 2136.10 IS CODE = 5 UPSTREAM NODE 2136.10 ELEVATION = 113.06 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 10.20 18.55 8.35 0.00 DIAMETER (INCHES) 24.00 24.00 18.00 0.00 ANGLE (DEGREES) 0.00 - 90.00 0.00 FLOWLINE ELEVATION 113.06 112.73 113.06 0.00 CRITICAL DEPTH ( FT . ) 1.14 1.55 1.12 0.00 VELOCITY (FT/SEC) 3.247 7.099 4.725 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00203 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00751 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00477 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.024 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.424)+( 0.024)+( 0.000) = 0.448 NODE 2136.10 : HGL = < 115.347>;EGL= < 115.511>;FLOWLINE= < 113.060> *************************************************************************j FLOW PROCESS FROM NODE 2136.10 TO NODE 2122.00 IS CODE = 1 UPSTREAM NODE 2122.00 ELEVATION = 114.94 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 10.20 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 200.81 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.96 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.14 = = = = = = = = == = = = = = = =: = = = = = = = = = = = = = = = = = = = = = = = =:==:= = =:=: = = = = = == = :=:=: = = = = = = = GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.14 DISTANCE FROM CONTROL (FT) 0.000 0.022 0.093 0.214 0.393 0.635 0.945 FLOW DEPTH (FT) 1.143 1.136 1.129 1.121 1.114 1.106 1.099 VELOCITY (FT/SEC) 5.493 5.537 5.581 5.626 5.671 5.718 5.765 SPECIFIC ENERGY (FT) 1.612 1.612 1.612 1.613 1.614 1.614 1.616 PRESSURE* MOMENTUM ( POUNDS ) 165.53 165.54 165.57 165.63 165.70 165.80 165.92 1.333 1.806 2.375 3.053 3.856 4.801 5.912 7.218 8.757 10.578 12.749 15.362 18.555 22.543 27.681 34.640 44.926 63.367 200.810 HYDRAULIC JUMP 1.092 5.813 1.084 5.862 1.077 5.912 1.070 5.962 1.062 6.014 1.055 6.066 1.048 6.119 1.040 6.174 1.033 6.229 1.026 6.285 1.018 6.343 1.011 6.401 1.004 6.461 0.996 6.521 0.989 6.583 0.982 6.646 0.974 6.710 0.967 6.776 0.966 6.785 1.617 1.618 1.620 1.622 1.624 1.627 1.630 1.633 1.636 1.640 1.644 1.648 1.652 1.657 1.662 1.668 1.674 1.680 1.681 166.06 166.23 166.42 166.63 166.87 167.13 167.42 167.74 168.08 168.45 168.84 169.26 169.71 170.19 170.70 171.24 171.81 172.41 172.50 : UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD (FT) PRESSURE FLOW DISTANCE FROM CONTROL (FT) 0.000 39.223 PROFILE COMPUTED INFORMATION: PRESSURE VELOCITY HEAD (FT) (FT/SEC) 2.287 3.247 2.000 3.247 ASSUMED DOWNSTREAM PRESSURE HEAD (FT) = 2 2.29 SPECIFIC ENERGY (FT) 2.451 2.164 .00 PRESSURE+ MOMENTUM ( POUNDS ) 316.57 260.21 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 39.223 43.656 47.886 52.001 56.028 59 .979 63.862 67.682 71.440 75.136 78.770 82.337 85.835 89.256 92.595 95.840 98.980 102.000 104.880 107.595 FLOW DEPTH VELOCITY (FT) (FT/SEC) 2.000 3.246 1.966 3.258 1.931 3.281 1.897 3.310 1.863 3.346 1.829 3.386 1.794 3.432 1.760 3.482 1.726 3.538 1.692 3.598 1.657 3.664 1.623 3.734 1.589 3.810 1.554 3.892 1.520 3.980 1.486 4.074 1.452 4.175 1.417 4.283 1.383 4.399 1.349 4.524 SPECIFIC ENERGY (FT) 2.164 2 .131 2.099 2.067 2 .037 2.007 1.977 1.949 1.920 1.893 1.866 1.840 1.814 1.790 1.766 1.744 1.722 1.702 1.684 1.667 PRESSURE+ MOMENTUM ( POUNDS ) 260.21 253 .75 247.52 241.49 235.63 229.96 224.46 219.15 214.03 209.11 204.40 199.90 195.62 191.58 187.77 184.22 180.93 177.91 175.18 172.75 .315 .280 .246 .212 .177 .143 .143 ) OF PRESSURE+MOMENTUM BALANCE OCCURS AT DOWNSTREAM DEPTH = 1.344 FEET, 110.113 112.390 114.368 115.966 117.067 117.489 200.810 1 1 1 1 1 1 1 -RM! 4 4. 4, 5, 5, 5. 5. 657 801 955 121 300 493 493 JUMP AN 107.98 FEET UPSTREAM OF NODE 2136.10 | UPSTREAM CONJUGATE DEPTH = 0.967 FEET | 1.652 1.638 1.628 1.619 1.614 1.612 1.612 .QTS 170.64 168.87 167.45 166.40 165.75 165.53 165.53 NODE 2122.00 : HGL = < 116.083>;EGL= < 116.552>;FLOWLINE= < 114.940> FLOW PROCESS FROM NODE 2122.00 TO NODE 2122.10 IS CODE = 5 UPSTREAM NODE 2122.10 ELEVATION = 115.27 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL ttl LATERAL #2 Q5 FLOW (CFS) 5.48 10.20 3.12 1.60 DIAMETER (INCHES) 18.00 24.00 18.00 18.00 ANGLE (DEGREES) 0.00 - 90.00 90.00 FLOWLINE ELEVATION 115.27 114.94 115.27 115.27 CRITICAL DEPTH (FT.) 0.90 1.14 0.67 0.48 VELOCITY (FT/ SEC) 3.104 5.495 2.144 1.100 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00253 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00524 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00389 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.019 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.337)+( 0.019)+( 0.000) = 0.356 NODE 2122.10 : HGL = < 116.759>;EGL= < 116.909>;FLOWLINE= < 115.270> FLOW PROCESS FROM NODE 2122.10 TO NODE 2117.00 IS CODE = 1 UPSTREAM NODE 2117.00 ELEVATION = 117.51 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 5.48 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 169.67 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.71 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.66 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.90 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.656 7.373 1.501 91.11 1.236 0.658 7.342 1.496 90.87 2.512 3.832 5.201 6.622 8.102 9.646 11.263 12.960 14.749 16.641 18.654 20.805 23.118 25.626 28.369 31.402 34.804 38.688 43.231 48.729 55.738 65.506 82.034 169.670 HYDRAULIC JUMP: 0.660 0.662 0.665 0.667 0.669 0.671 0.673 0.675 0.677 0.679 0.681 0.684 0.686 0.688 0.690 0.692 0.694 0.696 0.698 0.701 0.703 0.705 0.707 0.707 7.311 7.280 7.250 7.220 7.190 7.160 7.131 7.101 7.072 7.044 7.015 6.987 6.959 6.931 6.903 6.876 6.848 6.821 6.794 6.768 6.741 6.715 6.689 6.686 1.491 1.486 1.481 1.477 1.472 1.467 1.463 1.459 1.454 1.450 1.446 1.442 ' 1.438 1.434 1.430 1.427 1.423 1.419 1.416 1.412 1.409 1.405 1.402 1.402 90.64 90.42 90.19 89.97 89.76 89.54 89.33 89.12 88.92 88.71 88.51 88.31 88.12 87.93 87.74 87.55 87.37 87.19 87.01 86.83 86.66 86.49 86.32 86.30 UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH (FT) GRADUALLY VARIED FLOW PROFILE DISTANCE FROM CONTROL (FT) 0.000 2.051 4.026 5.948 7.824 9.660 11.459 13.221 14.949 16.640 18.293 19.908 21.482 23.010 24.490 25.917 27.284 28.584 29.808 30.945 31.982 32.900 33.679 34.290 FLOW DEPTH (FT) 1.489 1.465 1.442 1.419 1.395 1.372 1.348 1.325 1.301 1.278 1.254 1.231 1.207 1.184 1.160 1.137 1.114 1.090 1.067 1.043 1.020 0.996 0.973 0.949 1.49 COMPUTED INFORMATION: VELOCITY (FT/SEC) 3.103 3.118 3.140 3.167 3.198 3.234 3.274 3.317 3.364 3.416 3.471 3.530 3.594 3.662 3.734 3.812 3.894 3.982 4.076 4 .176 4.283 4.396 4.517 4 .647 SPECIFIC ENERGY (FT) 1.639 1.617 1.595 1.574 1.554 1.534 1.515 1.496 1.477 1.459 1.441 1.424 1.408 1.392 1.377 1.363 1.349 1.336 1.325 1.314 1.305 1.297 1.290 1.285 PRESSURE+ MOMENTUM ( POUNDS ) 114.45 112.03 109.70 107.44 105.25 103.14 101.09 99.12 97.22 95.40 93.66 92.00 90.42 88.93 87.53 86.23 85.02 83.92 82.93 82.04 81.28 80.64 80.12 79.75 34.695 0.926 4.785 1.282 79.52 34.845 0.902 4.933 1.280 79.44 169.670 0.902 4.933 1.280 79.44 END OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 25.83 FEET UPSTREAM OF NODE 2122.10 | DOWNSTREAM DEPTH = 1.138 FEET, UPSTREAM CONJUGATE DEPTH = 0.707 FEET j NODE 2117.00 : HGL = < 118.166>;EGL= < 119.011>;FLOWLINE= < 117.510> ******************* FLOW PROCESS FROM NODE UPSTREAM NODE 2117.10 2117.00 TO NODE ELEVATION = 2117.10 IS CODE = 5 117.84 (FLOW' IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 5.48 5.48 0.00 0.00 DIAMETER (INCHES) 18.00 18.00 0.00 0.00 ANGLE (DEGREES) 0.00 - 0.00 0.00 FLOWLINE ELEVATION 117.84 117.51 0.00 0.00 CRITICAL DEPTH (FT.) 0.90 0.90 0.00 0.00 VELOCITY (FT/SEC) 5.339 7.376 0.000 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00733 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.01736 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01235 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.062 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.056)+( 0.062)+( 0.000) = 0.117 NODE 2117.10 : HGL = < 118.685>;EGL= < 119.128>;FLOWLINE= < 117.840> FLOW PROCESS FROM NODE 2117.10 TO NODE 2116.00 IS CODE = 1 UPSTREAM NODE 2116.00 ELEVATION = 119.02 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 5.48 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 160.06 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.84 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.90 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.90 DISTANCE FROM CONTROL (FT) 0.000 0.009 0.035 0.082 0.149 0.241 0.359 0.505 FLOW DEPTH (FT) 0.902 0.900 0.898 0.895 0.893 0.891 0.888 0.886 VELOCITY (FT/SEC) 4.933 4.948 4.964 4.979 4.995 5.010 5.026 5.042 SPECIFIC ENERGY (FT) 1.280 1.280 1.281 1.281 1.281 1.281 1.281 1.281 PRESSURE+ MOMENTUM ( POUNDS ) 79.44 79.44 79.44 79.44 79.45 79.46 79.47 79.48 0.684 0.899 1.155 1.457 1.812 2.230 2.720 3.297 3.979 4.791 5.767 6.958 8.444 10.356 12.943 16.761 23.597 160.060 NODE 2116.00 *************** FLOW PROCESS UPSTREAM NODE 0.884 5.058 0.881 5.074 0.879 5.091 0.877 5.107 0.874 5.123 0.872 5.140 0.870 5.157 0.867 5.174 0.865 5.191 0.863 5.208 0.860 5.225 0.858 5.242 0.856 5.260 0.853 5.277 0.851 5.295 0.849 5.313 0.846 5.331 0.845 5.337 : HGL = < 119.922>;EGL= < **************************** FROM NODE 2116.00 TO NODE 2116.10 ELEVATION = 1.281 1.281 1.282 1.282 1.282 1.283 1.283 1.283 1.284 1.284 1.285 1.285 1.286 1.286 1.287 1.287 1.288 1.288 120.300>;FLOWLINE= < **********************i 2116.10 IS CODE = 5 79.49 79.50 79.52 79.54 79.55 79.58 79.60 79.62 79.65 79.68 79.71 79.74 79.77 79.81 79.84 79.88 79.92 79.94 119.020> ************* 119.35 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT-) UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 2.95 18.00 0.00 5.48 18.00 2.53 18.00 90.00 0.00 0.00 0.00 0.00===Q5 EQUALS BASIN 119.35 0.65 119.02 0.90 119.35 0.60 0.00 0.00 INPUT=== VELOCITY (FT/SEC) 2.076 4.934 2.455 0.000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00095 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00598 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00347 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.017 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.223)+( 0.017)+( 0.000) = 0.241 NODE 2116.10 : HGL = < 120.474>;EGL= < 120.541>;FLOWLINE= < 119.350> *******j FLOW PROCESS FROM NODE UPSTREAM NODE 2114.00 2116.10 TO NODE ELEVATION = 2114.00 IS CODE = 1 121.00 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.95 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 82.36 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.45 CRITICAL DEPTH(FT) = 0.65 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 0.013 0.053 0.124 0.228 0.369 0.552 0.780 1.060 1.398 1.802 2.282 2.850 3.521 4.313 5.250 6.363 7.696 9.309 11.288 13.771 16.985 21.359 27.854 39.555 82.360 FLOW DEPTH VELOCITY (FT) (FT/SEC) 0.653 3.998 0.645 4.063 0.637 4.130 0.629 4.200 0.621 4.272 0.613 4.346 0.605 4.423 0.597 4.502 0.589 4.584 0.581 4.668 0.573 4.756 0.565 4.847 0.557 4.941 0.549 5.039 0.541 5.140 0.533 5.245 0.525 5.353 0.517 5.467 0.509 5.584 0.501 5.706 0.493 5.834 0.485 5.966 0.477 6.104 0.469 6.248 0.461 6.398 0.461 6.408 SPECIFIC ENERGY (FT) 0.901 0.902 0.902 0.903 0.905 0.9071 0.909 0.912 0.916 0.920 0.925 0.930 0.937 0.944 0.952 0.961 0.971 0.982 0.994 1.007 1.022 1.038 1.056 1.076 1.097 1.099 PRESSURE* MOMENTUM ( POUNDS ) 35.54 35.55 35.58 35.62 35.68 35.77 35.87 35.99 36.14 36.30 36.49 36.71 36.95 37.21 37.50 37.82 38.16 38.54 38.94 39.38 39.86 40.37 40.91 41.50 42.12 42.17 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH (FT) =1.12 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 0.863 1.719 2.567 3.406 4.237 5.058 5.867 6.665 7.450 8.220 8.974 9.709 10.425 11.119 11.787 FLOW DEPTH VELOCITY (FT) (FT/SEC) 1.124 2.079 1.105 2.115 1.087 2.154 1.068 2.195 1.049 2.238 1.030 2.283 1.011 2.330 0.992 2.380 0.974 2.433 0.955 2.488 0.936 2.547 0.917 2.609 0.898 2.674 0.879 2.743 0.860 2.816 0.842 2.893 SPECIFIC ENERGY (FT) 1.191 1.175 1.159 1.143 1. 127 1.111 1.096 1.080 1.065 1.051 1.037 1.023 1.009 0.996 0.984 0.972 PRESSURE* MOMENTUM ( POUNDS ) 56.50 55.06 53.65 52.29 50.97 49.69 48.46 47.27 46.13 45.03 43.99 42.99 42.05 41.17 40.34 39.56 12 13 13 14 14 15 15 15 15 15 82 .426 .033 .603 .130 .608 .029 .383 .657 .837 .902 .360 | PRESSURE+MOMENTUM j DOWNSTREAM 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. T7NT1 BALANCE DEPTH = 823 804 785 766 747 729 710 691 672 653 653 2. 3. 3. 3. 3. 3. 3. 3. 3. 3. 3. 975 062 154 253 357 469 588 715 851 998 998 HIT UVnPZiTTT TP TTTMD\Jc n i.iJivr\UJ-i J. v_ u uritr OCCURS AT 9.63 0.900 FEET, 0.960 0.950 0.940 0.931 0.922 0.915 0.910 0.905 0.902 0.901 0.901 TVMfATVQTG ' - FEET UPSTREAM OF UPSTREAM CONJUGATE DEPTH 38. 38. 37. 37. 36. 36. 35. 35. 35. 35. 35. 85 19 60 08 63 25 95 72 59 54 54 NODE 2116. = 0.461 10 1 FEET | NODE 2114.00 : HGL = < 121.653>;EGL= < 121.901>;FLOWLINE= < 121.000> FLOW PROCESS FROM NODE 2114.00 TO NODE 2114.10 IS CODE = 5 UPSTREAM NODE 2114.10 ELEVATION = 121.33 (FLOW IS SUBCRITICAL) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION PIPE LOSSES : FLOW (CFS) UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 2 2 0 0 0 .95 .95 .00 .00 DIAMETER (INCHES) 18 18 0 0 .00===Q5 .00 .00 .00 .00 ANGLE (DEGREES) 90.00 - 0.00 0.00 FLOWLINE ELEVATION 121. 121. 0. 0. 33 00 00 00 CRITICAL DEPTH 0. 0. 0. 0. (FT.) 65 65 00 00 VELOCITY (FT/SEC) 15 3 0 0 .126 .999 .000 .000 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.21162 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00512 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.10837 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.542 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 2.691)+( 0.542)+( 0.000) = 3.233 NODE 2114.10 : HGL = < 121.582>;EGL= < 125.134>;FLOWLINE= < 121.330> FLOW PROCESS FROM NODE 2114.10 TO NODE 2113.00 IS CODE = 1 UPSTREAM NODE 2113.00 ELEVATION = 124.40 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.95 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 14.06 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.25 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.26 0.65 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL (FT) 0 0 0 1 1 2 3 3 4 4 5 6 7 8 9 10 11 12 14 .000 .449 .918 .408 .922 .462 .030 .631 .266 .941 .661 .432 .261 .158 .134 .206 .392 .720 .060 (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .256 .256 .256 .256 .255 .255 .255 .254 .254 .254 .254 .253 .253 .253 .253 .252 .252 .252 .252 (FT/SEC) 14 14 14 14 14 14 14 14 14 14 14 14 14 15 15 15 15 15 15 .711 .734 .756 .779 .801 .824 .847 .869 .892 .915 .938 .961 .984 .007 .031 .054 .077 .101 .121 ENERGY ( FT ) MOMENTUM ( POUNDS ) 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 .619 .629 .639 .649 .659 .669 .680 .690 .700 .710 .721' .731 .742 .752 .763 .773 .784 .795 .804 85 85 85 85 86 86 86 86 86 86 86 86 87 87 87 87 87 87 87 .55 .67 .80 .92 .05 .17 .30 .43 .56 .68 .81 .94 .07 .20 .33 .46 .59 .72 .84 NODE 2113.00 HGL < 124.656>;EGL= < 128.019>;FLOWLINE= < 124.400> FLOW PROCESS FROM NODE UPSTREAM NODE 2113.10 2113.00 TO NODE ELEVATION = 2113.10 IS CODE = 5 124.90 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 2.95 18.00 0.00 124.90 0.65 2.95 18.00 - 124.40 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00===Q5 EQUALS BASIN INPUT=== 17.930 14.696 0.000 0.000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.34366 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.19518 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.26942 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 1.347 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.758)+( 1.347)+( 0.000) = 2.105 NODE 2113.10 : HGL = < 125.123>;EGL= < 130.115>;FLOWLINE= < 124.900> FLOW PROCESS FROM NODE UPSTREAM NODE 2112.00 2113.10 TO NODE ELEVATION = 2112.00 IS CODE = 1 136.50 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.95 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 24.12 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) =0.21 CRITICAL DEPTH(FT) =0.65 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) =0.65 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 2 2 3 5 6 9 14 24 .000 .002 .009 .020 .038 .063 .096 .139 .193 .261 .345 .449 .577 .735 .931 .174 .478 .862 .353 .993 .848 .029 .750 .492 .811 .120 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .653 .635 .617 .599 .581 .563 .545 .528 .510 .492 .474 .456 .438 .420 .403 .385 .367 .349 .331 .313 .295 .277 .260 .242 .224 .223 VELOCITY (FT/SEC) 3 4 4 4 4 4 5 5 5 5 6 6 6 7 7 8 8 9 10 11 11 13 14 15 17 17 .996 .145 .305 .477 .662 .862 .079 .314 .570 .849 .155 .491 .861 .271 .727 .235 .807 .451 .184 .022 .987 .110 .428 .992 .873 .924 SPECIFIC ENERGY 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 2 2 2 3 4 5 5 PRESSURE+ ( FT ) MOMENTUM ( POUNDS ) .901 .902 .905 .910 .919 .931 .946 .966 .992 .023 .063 .111 .170 .242 .330 .438 .572 .737 .942 .201 .528 .948 .494 .216 .187 .215 35 35 35 35 36 36 37 37 38 39 41 42 44 45 48 50 53 56 60 65 70 76 83 92 103 103 .48 .52 .66 .89 .23 .69 .26 .98 .83 .86 .06 .46 .08 .96 .12 .62 .50 .83 .68 .16 .40 .55 .85 .58 .14 .43 NODE 2112.00 : HGL = < 137.153>;EGL= < 137.401>;FLOWLINE= < 136.500> ************************ *****************i UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2112.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 136.50 137.15 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD , LACRD , AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2002.DAT TIME/DATE OF STUDY: 10:31 11/26/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE* FLOW PRESSURE* NUMBER PROCESS HEAD (FT) MOMENTUM ( POUNDS ) DEPTH (FT) MOMENTUM (POUNDS) 2184.20- 1.27* 74.88 0.40 71.95 } FRICTION 2190.00- 0.73*Dc 46.71 0.73*Dc 46.71 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD , LACFCD , AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2184.20 FLOWLINE ELEVATION = 71.03 PIPE FLOW = 3.65 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 72.304 FEET NODE 2184.20 : HGL = < 72 . 304> ;EGL= < 72 . 385> ; FLOWLINE= < 71.030> FLOW PROCESS FROM NODE 2184.20 TO NODE 2190.00 IS CODE = 1 UPSTREAM NODE 2190.00 ELEVATION = 72.75 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 3.65 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 26.75 FEET MANNING'S N = 0.01300 NORMAL DEPTH (FT) = 0.38 CRITICAL DEPTH (FT) = 0.73 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 1.27 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL (FT) 0 0 0 0 1 1 1 2 2 2 2 3 3 3 3 4 4 4 4 4 5 5 5 5 5 5 26 .000 .306 .609 .908 .204 .496 .784 .067 .345 .619 .886 .146 .400 .646 .883 .110 .326 .530 .721 .895 .052 .189 .302 .389 .445 .465 .750 (FT) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 274 252 230 209 187 165 143 122 100 078 056 034 013 991 969 947 926 904 882 860 838 817 795 773 751 730 730 (FT/ SEC) 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 3 3 3 3 3 3 4 4 4 .281 .315 .352 .391 .433 .478 .525 .575 .628 .684 .744 .807 .875 .946 .022 .103 .188 .280 .377 .481 .592 .710 .838 .974 .120 .278 .278 ENERGY ( FT ) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .355 .336 .316 .298 .279 .260 .242 .225 .207 .190 .173. .157 .141 .126 .111 .097 .083 .071 .059 .048 .039 .031 .024 .018 .015 .014 .014 74 72 71 69 67 65 64 62 61 59 58 56 55 54 53 52 51 50 49 48 48 47 47 46 46 46 46 .88 .96 .10 .28 .52 .82 .17 .58 .05 .58 .17 .84 .57 .37 .24 .19 .22 .34 .53 .82 .20 .69 .27 .97 .78 .71 .71 NODE 2190.00 : HGL = < 73.480>;EGL= < 73 . 764>;FLOWLINE= < 72.750> t**** **** ***i UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2190.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 72.75 73.48 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2019.DAT TIME/DATE OF STUDY: 15:34 11/19/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2030.30- 2.11* 187.75 0.76 92.11 } FRICTION 2036.00- 2.01* 176.57 0.94 DC 86.99 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ************************************************************ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2030.30 FLOWLINE ELEVATION = 88.69 PIPE FLOW = 5.87 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 90.800 FEET NODE 2030.30 : HGL = < 90.800>;EGL= < 90.971>;FLOWLINE= < 88.690> FLOW PROCESS FROM NODE 2030.30 TO NODE 2036.00 IS CODE = 1 UPSTREAM NODE 2036.00 ELEVATION = 88.80 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 5.87 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 2.75 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 5.87)/( 105.024))**2 = 0.00312 HF=L*SF = ( 2.75)*(0.00312) = 0.009 NODE 2036.00 : HGL = < 90.809>;EGL= < 90.980>;FLOWLINE= < 88.800> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2036.00 FLOWLINE ELEVATION = 88.80 ASSUMED UPSTREAM CONTROL HGL = 89.74 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS c PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2029.DAT TIME/DATE OF STUDY: 15:18 11/26/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE* FLOW PRESSURE* NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2035.20- 1.39* 93.29 0.65 64.86 } FRICTION 2033.00- 1.27* 82.39 0.81 DC 60.62 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2035.20 FLOWLINE ELEVATION = 88.28 PIPE FLOW = 4.46 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 89.670 FEET NODE 2035.20 : HGL = < 89.670>;EGL= < 89.776>;FLOWLINE= < 88.280> ****************************************************************************** FLOW .PROCESS FROM NODE 2035.20 TO NODE 2033.00 IS CODE = 1 UPSTREAM NODE 2033.00 ELEVATION = 88.39 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.46 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 2.75 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.47 CRITICAL DEPTH(FT) = 0.81 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.39 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE* CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0. 0. 1. 1. 2. 2. 2. NODE 2033 000 541 075 602 121 632 750 .00 1. 1. 1. 1. 1. 1. 1. : HGL = < 390 367 344 320 297 274 269 89. 2 2 2 2 2 2 2 .609 .638 .671 .706 .745 .787 .797 659>;EGL= < 1 1 1 1 1 1 1 89.780> .496 .475 .454 .434 .414 .395 .390 ;FLOWLINE= < 93 91 88 86 84 82 82 88. .29 .08 .93 .84 .81 .84 .39 390> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2033.00 FLOWLINE ELEVATION = 88.39 ASSUMED UPSTREAM CONTROL HGL = 89.20 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS *******************t* ********** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2021.DAT TIME/DATE OF STUDY: 15:48 11/26/2007 ********* NODE NUMBER 2006 2020 2020 2013 2013 2012 2012 2014 2014 2010 .20 .00 .10 .00 .10 .00 .10 .00 .10 .00 MAXIMUM ********************************************************************* GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN MODEL PRESSURE PRESSURE* FLOW PRESSURE* PROCESS - } FRICTION - } JUNCTION - } FRICTION - } JUNCTION - } FRICTION - } JUNCTION - } FRICTION - } JUNCTION - } FRICTION - NUMBER OF HEAD 1 1 1 0 1 0 0 0 0 0 (FT) .09 MOMENTUM ( POUNDS ) .09*DC .44* } .84* .00* } .63 .63 HYDRAULIC DC HYDRAULIC DC DC .63*Dc .52 .31*DC 129 129 101 JUMP 67 46 JUMP 33 33 33 9 5 ENERGY BALANCES USED IN .31 .31 .76 .10 .39 .02 .02 .02 .00 .68 EACH DEPTH ( FT ) MOMENTUM ( POUNDS ) 0. 1. 0. 0. 0. 0. 0. 0. 0 . 0. PROFILE 77* 09*Dc 72 84*Dc 53 44* 54* 63*Dc 16* 31*Dc = 25 150 129 69 67 34 39 34 33 10 5 .67 .31 .72 .10 .85 .98 .48 .02 .07 .68 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2006.20 FLOWLINE ELEVATION = 98.67 PIPE FLOW = 7.89 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 99.200 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.53 FT.) IS LESS THAN CRITICAL DEPTH( 1.09 FT.) c ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 2006.20 : HGL = < 99.440>;EGL= < 100.597>;FLOWLINE= <98.670> FLOW PROCESS FROM NODE 2006.20 TO NODE 2020.00 IS CODE = 1 UPSTREAM NODE 2020.00 ELEVATION = 100.70 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 7.89 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 92.98 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.76 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.09 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.09 DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 1 1 2 3 3 4 6 7 9 11 13 16 19 23 29 37 48 68 92 .000 .023 .094 .219 .402 .650 .970 .369 .858 .449 .155 .992 .982 .149 .526 .155 .089 .404 .202 .637 .944 .519 .104 .368 .664 .980 FLOW DEPTH (FT) 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .088 .075 .062 .048 .035 .022 .009 .996 .982 .969 .956 .943 .929 .916 .903 .890 .876 .863 .850 .837 .824 .810 .797 .784 .771 .770 VELOCITY (FT/SEC) 5 5 S 5 6 6 6 6 6 6 6 6 6 6 7 7 7 7 7 7 7 8 8 8 8 8 .745 .820 .898 .979 .063 .151 .241 .335 .432 .533 .637 .746 .859 .976 .097 .224 .356 .492 .635 .783 .938 .099 .267 .442 .625 .629 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .601 .601 .602 .604 .606 .610 .614 .619 .625 .632 .640 .650 .660 .672 .686 .701 .717 .735 .756 .778 .803 .829 .859 .891 .927 . 927 129 129 129 129 129 130 130 130 131 131 132 133 133 134 135 136 137 138 140 141 143 144 146 148 150 150 .31 .34 .43 .57 .77 .04 .37 .77 .23 .77 .38 .07 .84 .69 .62 .65 .77 .98 .30 .73 .26 .91 .69 .59 .63 .67 C NODE 2020.00 : HGL = < 101.788>;EGL= < 102.301>;FLOWLINE= < 100.700> FLOW PROCESS FROM NODE 2020.00 TO NODE 2020.10 IS CODE = 5 UPSTREAM NODE 2020.10 ELEVATION = 101.03 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 4.82 7.89 3.07 0.00 18.00 18.00 18.00 0.00 0.00 90.00 0.00 101.03 100.70 101.30 0.00 0.84 1.09 0.67 0.00 0.00===Q5 EQUALS BASIN INPUT=== 2.766 5.746 3.068 0.000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00183 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00735 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00459 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.023 FEET ENTRANCE LOSSES .= 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.263)+( 0.023)+( 0.000) = 0.286 NODE 2020.10 : HGL = < 102.468>;EGL= < 102.587>;FLOWLINE= < 101.030> FLOW PROCESS FROM NODE 2020.10 TO NODE 2013.00 IS CODE = 1 UPSTREAM NODE 2013.00 ELEVATION = 102.86 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.82 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 183.28 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.71 CRITICAL DEPTH(FT) = 0.84 = ss = = == = = :s = = = = = = = = = := = = = — = = = = := — =: = = — = = = =: = = ==:=: = = = :=: = = = = — ~ — = = = = = = = =r = = = = := = = =s = = =::=::= = : UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.84 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 0 1 1 2 2 3 3 4 5 7 8 10 12 14 18 .000 .019 .069 .153 .274 .437 .645 .903 .218 .596 .045 .576 .200 .933 .794 .808 .006 .433 .151 .249 .867 .239 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .843 .838 .833 .828 .822 .817 .812 .807 .802 .797 .791 .786 .781 .776 .771 .765 .760 .755 .750 .745 .740 .734 VELOCITY (FT/SEC) 4 4 4 4 4 4 4 4 5 5 5 5 5 5 5 5 5 5 5 5 5 5 .711 .746 .783 .820 .857 .895 .934 .974 .014 .054 .096 .138 .181 .224 .269 .314 .360 .407 .454 .502 .552 .602 SPECIFIC PRESSURE* ENERGY ( FT ) MOMENTUM ( POUNDS ) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 188 188 188 189 189 190 190 191 192 193 195 196 198 200 202 204 207 209 212 215 218 222 67 67 67 67 67 67 67 67 67 67 67 67 67 67 67 68 68 68 68 68 68 69 .10 .11 .12 .14 .17 .21 .25 .31 .37 .44 .52 .61 .71 .82 .94 .06 .20 .35 .51 .67 .85 .04 c 22.804 29.548 41.635 183.280 0.729 0.724 0.719 0.718 5.653 5.705 5.758 5.769 1.226 1.230 1.234 1.235 69.24 69.45 69.68 69.72 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.44 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 2 5 7 10 12 15 17 20 22 24 27 29 31 33 35 37 39 41 43 44 46 47 48 49 49 183 .000 .652 .258 .823 .350 .842 .299 .723 .112 .465 .781 .056 .288 .472 .603 .675 .679 .605 .441 .170 .772 .218 .473 .485 . 180 .446 .280 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 KM .438 .414 .391 .367 .343 .319 .296 .272 .248 .224 .200 .177 .153 .129 .105 .082 .058 .034 .010 .986 .963 .939 .915 .891 .868 .844 .844 n riir HY VELOCITY (FT/SEC) 2 2 2 2 2 2 2 3 3 3 3 3 3 3 3 3 3 3 3 3 4 4 4 4 4 4 4 TIP an .766 .790 .819 .851 .887 .927 .970 .016 .067 .120 .178 .240 .306 .377 .452 .532 .618 .709 .806 .910 .021 .140 .267 .403 .549 .706 .706 T.TP .TTTMP SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 awar.vc; .557 .535 .514 .493 .473 .452 .433 .413 .394 .376 .357 .340 .323 .306 .290 .275 .261 .248 .235 .224 .214 .205 .198 .193 .189 .188 .188 T s 101 99 97 94 92 90 88 86 84 83 81 79 78 76 75 73 72 71 70 69 68 68 67 67 67 67 67 .76 .42 .14 .92 .76 .67 .65 .70 .82 .01 .28 .63 .06 .58 .19 .89 .69 .59 .60 .72 .95 .31 .80 .42 .18 .10 .10 PRESSURE+MOMENTUM BALANCE OCCURS AT 43.19 FEET UPSTREAM OF NODE 2020.10 | DOWNSTREAM DEPTH = 0.986 FEET, UPSTREAM CONJUGATE DEPTH = 0.718 FEET j NODE 2013.00 : HGL = < 103.703>;EGL= < 104.048>;FLOWLINE= < 102.860> FLOW PROCESS FROM NODE 2013.00 TO NODE 2013.10 IS CODE = 5 UPSTREAM NODE 2013.10 ELEVATION = 103.19 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 FLOW (CFS) 2.79 4.82 2.03 0.00 DIAMETER (INCHES) 18.00 18.00 18.00 0.00 ANGLE (DEGREES) 0.00 - 90.00 0.00 FLOWLINE ELEVATION 103.19 102.86 103 .19 0.00 CRITICAL DEPTH (FT.) 0.63 0.84 0.54 0.00 VELOCITY (FT/SEC) 2.225 4.707 2.268 0.000 Q5 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00114 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00571 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00343 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.017 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.204)+( 0.017)+( 0.000) = 0.221 NODE 2013.10 : HGL = < 104.192>;EGL= < 104.269>;FLOWLINE= < 103.190> FLOW PROCESS FROM NODE 2013.10 TO NODE 2012.00 IS CODE = 1 UPSTREAM NODE 2012.00 ELEVATION = 105.17 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.79 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 198.30 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.53 CRITICAL DEPTH(FT) =0.63 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.44 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 1 2 3 4 5 7 8 9 11 12 13 15 17 18 20 22 25 27 30 33 37 41 47 58 198 .000 .104 .232 .387 .571 .787 .038 .328 .662 .045 .484 .986 .561 .220 .978 .855 .875 .072 .495 .212 .333 .037 .666 .983 .439 .300 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .438 .441 .445 .449 .452 .456 .459 .463 .467 .470 .474 .477 .481 .485 .488 .492 .496 .499 .503 .506 .510 .514 .517 .521 .524 .525 VELOCITY (FT/SEC) 6 6 6 6 6 6 6 6 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 .500 .426 .354 .283 .213 .145 .078 .013 .949 .886 .824 .763 .704 .645 .588 .532 .476 .422 .369 .316 .265 .214 .165 .116 .068 .055 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .094 .083 .072 .062 .052 .043 .033 .025 .016 .008 .001 .994 .987 .980 .973 .967 .961 .956 .951 .945 .941 .936 .932 .927 .923 .922 39 39 39 39 38 38 38 38 37 37 37 37 36 36 36 36 36 35 35 35 35 35 35 35 34 34 .98 .68 .39 .11 .83 .56 .30 .05 .81 .58 .35 .13 .92 .71 .51 .32 .14 .96 .79 .62 .46 .31 .16 .02 .88 .85 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH (FT) =1.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 1.370 2.731 4.080 5.418 6.743 8.054 9.350 10.629 11.889 13.129 14.346 15.538 16.700 17.831 18.926 19.979 20.985 21.936 22.824 23.638 24.363 24.982 25.471 25.799 25.921 198.300 | PRESSURE+MOMENTUM FLOW DEPTH VELOCITY (FT) 1.002 0.987 0.972 0.958 0.943 0.928 0.913 0.899 0.884 0.869 0.855 0.840 0.825 0.810 0.796 0.781 0.766 0.752 0.737 0.722 0.708 0.693 0.678 0.663 0.649 0.634 0.634 . __ pMn OP (FT/SEC) 2.224 2.262 2.301 2.342 2.385 2.429 2.475 2.524 2.574 2.627 2.682 2.740 2.800 2.863 2.929 2.999 3.071 3.148 3.228 3.313 3.402 3.496 3.595 3 .699 3.810 3.927 3.927 UVT\T3ATTT Tr* .TTTMD BALANCE OCCURS AT 20.52 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 1.079 1.066 1.055 1.043 1.031 1.020 1.009 0.998 0.987 0.977 0.966 0.956 0.947 0.938 0.929 0.921 0.913 0.906 0.899 0.893 0.887 0.883 0.879 0.876 0.874 0.874 0.874 ZXtJAT VQTQ- FEET UPSTREAM OF | DOWNSTREAM DEPTH = 0.758 FEET, UPSTREAM CONJUGATE DEPTH 46.39 45.45 44.54 43.66 42.81 41.99 41.19 40.43 39.70 39.00 38.33 37.70 37.10 36.54 36.01 35.52 35.07 34.67 34.30 33.97 33.69 33.46 33.27 33.13 33.05 33.02 33.02 NODE 2013.10 | = 0.525 FEET | NODE 2012.00 : HGL = < 105.608>;EGL= < 106.264>;FLOWLINE= < 105.170> ***************************************************************************** FLOW PROCESS FROM NODE 2012.00 TO NODE 2012.10 IS CODE = 5 UPSTREAM NODE 2012.10 ELEVATION = 105.50 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 2.79 2.79 0.00 0.00 DIAMETER (INCHES) 18.00 18.00 0.00 0.00 ANGLE (DEGREES) 0.00 - 0.00 0.00 FLOWLINE ELEVATION 105.50 105.17 0.00 0.00 CRITICAL DEPTH (FT.) 0.63 0.63 0.00 0.00 VELOCITY (FT/SEC) 4.920 6.502 0.000 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00944 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02048 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01496 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.075 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.073)+( 0.075)+( 0.000) = 0.148 NODE 2012.10 : HGL = < 106.036>;EGL= < 106.412>;FLOWLINE= < 105.500> FLOW PROCESS FROM NODE 2012.10 TO NODE 2014.00 IS CODE = 1 UPSTREAM NODE 2014.00 ELEVATION = 105.56 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.79 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 2.75 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.43 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.63 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.63 DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 0 1 1 1 2 2 .000 .015 .055 .125 .227 .364 .540 .761 .030 .356 .746 .208 .750 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 .633 .625 .617 .609 .601 .593 .585 .576 .568 .560 .552 .544 .536 VELOCITY (FT/SEC) 3 4 4 4 4 4 4 4 4 4 4 4 4 .933 .001 .071 .143 .218 .295 .375 .458 .544 .633 .725 .820 .919 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 0 0 0 0 0 0 0 0 0 0 0 0 0 .874 .874 .875 .876 .877 .879 .882 .885 .889 .894 .899 .905 .912 33 33 33 33 33 33 33 33 33 33 34 34 34 .02 .03 .06 .11 .17 .26 .37 .50 .65 .82 .02 .24 .48 NODE 2014.00 : HGL = < 106.193>;EGL= < 106.434>;FLOWLINE= < 105.560> FLOW PROCESS FROM NODE 2014.00 TO NODE 2014.10 IS CODE = 5 UPSTREAM NODE 2014.10 ELEVATION = 105.89 (FLOW IS SUBCRITICAL) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 0.70 18.00 0.00 105.89 0.31 2.79 18.00 - 105.56 0.63 2.09 18.00 0.00 105.89 0.55 0.00 0.00 90.00 0.00 0.00 0.00===Q5 EQUALS BASIN INPUT=== 7.139 3.928 3.599 0.000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.08484 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00509 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.04497 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.225 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.180)+( 0.225)+( 0.000) = 0.405 NODE 2014.10 : HGL = < 106.047>;EGL= < 106.838>;FLOWLINE= < 105.890> FLOW PROCESS FROM NODE 2014.10 TO NODE 2010.00 IS CODE = 1 UPSTREAM NODE 2010.00 ELEVATION = 108.48 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 0.70 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 25.93 FEET MANNING'S N = 0.01300 NORMAL DEPTH (FT) = UPSTREAM GRADUALLY DISTANCE CONTROL ASSUMED 0.15 CRITICAL DEPTH (FT) = FLOWDEPTH(FT) =0.31 0.31 VARIED FLOW PROFILE COMPUTED INFORMATION: FROM CONTROL (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 2 2 3 4 5 7 11 25 .000 .003 .012 .027 .051 .083 .125 .179 .245 .326 .425 .544 .686 .858 .063 .311 .610 .975 .425 .987 .706 .656 .975 .975 .655 .930 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .311 .304 .298 .291 .285 .279 .272 .266 .259 .253 .247 .240 .234 .227 .221 .215 .208 .202 .195 .189 .183 .176 .170 .164 .157 .157 VELOCITY (FT/SEC) 2 2 2 2 2 3 3 3 3 3 3 3 3 4 4 4 4 4 5 5 5 6 6 6 7 7 .646 .726 .810 .899 .992 .092 .196 .308 .426 .551 .685 .828 .980 .144 .319 .507 .709 .928 .165 .421 .701 .005 .339 .706 .110 .137 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .419 .420 .421 .422 .424 .427 .431 .436 .442 .449 .458 .468 .480 .494 .511 .530 .553 .579 .610 .646 .688 .737 .794 .862 .942 .948 5 5 5 5 5 5 5 5 5 6 6 6 6 6 6 6 7 7 7 7 8 8 9 9 10 10 .68 .69 .70 .72 .75 .80 .85 .92 .99 .08 .19 .31 .44 .60 .77 .96 .17 .41 .68 .97 .30 .67 .07 .53 .04 .07 NODE 2010.00 : HGL = < 108.791>;EGL= < 108.899>;FLOWLINE= < 108.480> ************ UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2010.00 FLOWLINE ELEVATION = 108.48 ASSUMED UPSTREAM CONTROL HGL = 108.79 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS c PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2003.DAT TIME/DATE OF STUDY: 10:32 11/26/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE* NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2178.20- . 0.47 15.72 0.24* 27.60 } FRICTION 2182.00- 0.47*Dc 15.72 0.47*DC 15.72 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2178.20 FLOWLINE ELEVATION = 74.87 PIPE FLOW = 1.56 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 73.130 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( -1.74 FT. ) IS LESS THAN CRITICAL DEPTH( 0.47 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 2178.20 : HGL = < 75.106>;EGL= < 76.299>;FLOWLINE= < 74.870> FLOW PROCESS FROM NODE 2178.20 TO NODE 2182.00 IS CODE = 1 UPSTREAM NODE 2182.00 ELEVATION = 80.20 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.56 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 58.39 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.23 CRITICAL DEPTH(FT) = 0.47 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.47 GRADUALLY DISTANCE VARIED FLOW PROFILE COMPUTED INFORMATION: FROM CONTROL (FT) 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 2 2 3 4 4 6 7 9 13 19 58 .000 .005 .019 .046 .084 .138 .207 .296 .406 .541 .704 .901 .138 .423 .764 .175 .672 .279 .026 .962 .159 .741 .939 .273 .414 .390 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .469 .459 .450 .440 .430 .421 .411 .401 .391 .382 .372 .362 .353 .343 .333 .323 .314 .304 .294 .285 .275 .265 .255 .246 .236 .236 VELOCITY (FT/SEC) 3 3 3 3 3 3 3 4 4 4 4 4 4 5 5 5 5 6 6 6 7 7 7 8 8 8 .306 .403 .505 .613 .727 .848 .975 .111 .255 .408 .571 .745 .931 .130 .344 .573 .821 .088 .378 .692 .034 .408 .817 .267 .763 .763 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 .639 .639 .641 .643 .646 .651 .656 .664 .673 .684 .697 .712 .730 .752 .777 .806 .840 .880 .926 .980 .044 .118 .205 .308 .429 .429 15 15 15 15 15 16 16 16 16 16 17 17 17 18 18 19 19 20 21 21 22 23 24 26 27 27 .72 .73 .77 .83 .92 .03 .18 .35 .56 .81 .09 .41 .78 .20 .66 .19 .77 .42 .14 .95 .85 .85 .96 .21 .60 .60 NODE 2182.00 : HGL = < 80.669>;EGL= < 80.839>;FLOWLINE= < 80.200> ************************************************************ UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2182.00 FLOWLINE ELEVATION = 80.20 ASSUMED UPSTREAM CONTROL HGL = 80.67 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2004.DAT TIME/DATE OF STUDY: 13:17 11/26/2007 ************************* GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2159.20- 2.06* 195.91 0.68 130.02 } FRICTION ""•"- 2164.00- 1.22* 112.40 1.01 DC 106.86 L, MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2159.20 FLOWLINE ELEVATION = 76.89 PIPE FLOW = 6.85 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 78.950 FEET NODE 2159.20 : HGL = < 78.950>;EGL= < 79.183>;FLOWLINE= < 76.890> FLOW PROCESS FROM NODE 2159.20 TO NODE 2164.00 IS CODE = 1 UPSTREAM NODE 2164.00 ELEVATION = 77.77 (FLOW SEALS IN REACH) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 6.85 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 27.25 FEET MANNING'S N = 0.01300 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD (FT) = 2.06 PRESSURE FLOW PROFILE COMPUTED INFORMATION: ----------------- - ----- -- --------------------------------------------- - ----- • DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE* CONTROL (FT) HEAD (FT) (FT/SEC) ENERGY (FT) MOMENTUM ( POUNDS ) 0.000 2.060 3.876 2.293 195.91 19.971 1.500 3.876 1.733 NORMAL DEPTH(FT) = 0.62 CRITICAL DEPTH(FT) = ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 134.16 1.01 DISTANCE FROM CONTROL (FT) 19.971 20.620 21.228 21.812 22.375 22.920 23.448 23.959 24.455 24.934 25.396 25.841 26.269 26.678 27.067 27.250 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .500 .481 .461 .442 .422 .403 .383 .364 .344 .325 .305 .286 .266 .247 .227 .218 VELOCITY (FT/SEC) 3 3 3 3 3 3 4 4 4 4 4 4 4 4 4 4 .875 .885 .903 .926 .953 .985 .020 .059 .101 .146 .195 .247 .303 .362 .425 .457 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .733 .715 .698 .681 .665 .649 .634 .620 .605 .592 .579 .566 .554 .542 .531 .526 134 132 130 128 126 124 123 121 120 118 117 116 115 113 112 112 .16 .14 .24 .42 .67 .99 .38 .83 .35 .94 .59 .31 .10 .96 .90 .40 NODE 2164.00 : HGL = < 78.988>;EGL= < 79.296>;FLOWLINE= < 77.770> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2164.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 77.77 78.78 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2005.DAT TIME/DATE OF STUDY: 14:13 11/19/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2158.20- 2.42* 414.40 1.24 316.08 } FRICTION 2166.00- 2.35* 406.88 1.39 DC 308.82 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ************************************************************************ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2158.20 FLOWLINE ELEVATION = 77.61 PIPE FLOW = 14.49 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 80.030 FEET NODE 2158.20 : HGL = < 80.030>;EGL= < 81.074>;FLOWLINE= < 77.610> FLOW PROCESS FROM NODE 2158.20 TO NODE 2166.00 IS CODE = 1 UPSTREAM NODE 2166.00 ELEVATION = 77.74 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 14.49 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 3.25 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 14.49)/( 105.042))**2 = 0.01903 HF=L*SF = ( 3.25)* (0.01903) = 0.062 NODE 2166.00 : HGL = < 80.092>;EGL= < 81.136>;FLOWLINE= < 77.740> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2166.00 FLOWLINE ELEVATION = 77.74 ASSUMED UPSTREAM CONTROL HGL = 79.13 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS C PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD , LACRD , AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2006.DAT TIME/DATE OF STUDY: 16:13 12/04/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE* NUMBER PROCESS HEAD (FT) MOMENTUM ( POUNDS ) DEPTH (FT) MOMENTUM ( POUNDS ) 2142.20- 0.45 13.93 0.37* 14.77 } FRICTION 2154.00- 0.45*Dc 13.93 0.45*Dc 13.93 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD , LACFCD , AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2142.20 FLOWLINE ELEVATION = 90.78 PIPE FLOW = 1.42 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 90.640 FEET *NOTE : ASSUMED DOWNSTREAM CONTROL DEPTH ( -0.14 FT . ) IS LESS THAN CRITICAL DEPTH ( 0.45 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 2142.20 : HGL = < 91 . 148>;EGL= < 91 . 424> ; FLOWLINE= < 90.780> FLOW PROCESS FROM NODE 2142.20 TO NODE 2154.00 IS CODE = 1 UPSTREAM NODE 2154.00 ELEVATION = 90.84 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 1.42 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 2.75 FEET MANNING'S N = 0.01300 NORMAL DEPTH (FT) = 0.31 CRITICAL DEPTH (FT) = 0.45 UPSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 0.45 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 0.008 0.034 0.080 0.146 0.237 0.354 0.500 0.680 0.896 1.156 1.464 1.829 2.259 2.750 FLOW DEPTH (FT) 0.447 0.441 0.435 0.430 0.424 0.419 0.413 0.407 0.402 0.396 0.391 0.385 0.379 0.374 0.368 VELOCITY (FT/SEC) 3.217 3.274 3.333 3.394 3.456 3.521 3.588 3.657 3.729 3.803 3.880 3.959 4.042 4.127 4.213 SPECIFIC ENERGY (FT) 0.607 0.608 0.608 0.609 0.610 0.611 0.613 0.615 0.618 0.621 0.624 0.629 0.633 0.638 0.644 PRESSURE* MOMENTUM ( POUNDS ) 13.93 13.93 13.94 13.96 13.99 14.02 14.07 14.12 14.19 14.26 14.34 14.43 14.54 14.65 14.77 NODE 2154.00 : HGL = < 91.287>;EGL= < 91.447>;FLOWLINE= < 90.840> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2154.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 90.84 91.29 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS c ***************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2007.DAT TIME/DATE OF STUDY: 16:14 12/04/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE* FLOW PRESSURE* NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2142.30- 0.76 51.75 0.55* .59.61 } FRICTION 2148.00- 0.76*Dc 51.75 0.76*Dc 51.75 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION it**************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2142.30 FLOWLINE ELEVATION = 90.78 PIPE FLOW = 3.95 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 90.640 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( -0.14 FT.) IS LESS THAN CRITICAL DEPTH( 0.76 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 2142.30 : HGL = < 91.333>;EGL= < 92.025>;FLOWLINE= < 90.780> FLOW PROCESS FROM NODE 2142.30 TO NODE 2148.00 IS CODE = 1 UPSTREAM NODE 2148.00 ELEVATION = 91.32 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.95 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 26.75 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.53 CRITICAL DEPTH(FT) = 0.76 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.76 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 0 1 1 2 2 3 4 5 6 7 9 10 13 16 20 25 26 .000 .015 .063 .147 .269 .436 .651 .920 .251 .650 .127 .694 .365 .158 .093 .200 .517 .092 .999 .340 .277 .080 .256 .750 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .760 .751 .742 .732 .723 .714 .704 .695 .686 .676 .667 .658 .648 .639 .630 .620 .611 .602 .592 .583 .574 .564 .555 .553 VELOCITY (FT/SEC) 4 4 4 4 4 4 4 4 5 5 5 5 5 5 5 5 5 5 6 6 6 6 6 6 .392 .462 .533 .607 .684 .763 .845 .929 .017 .107 .201 .298 .399 .503 .611 .724 .841 .962 .088 .219 .355 .498 .646 .675 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .060 .060 .061 .062 .064 .066 .069' .072 .077 .082 .087 .094 .101 .109 .119 .129 .141 .154 .168 .184 .201 .220 .241 .245 51 51 51 51 51 52 52 52 52 52 53 53 53 54 54 55 55 56 56 57 57 58 59 59 .75 .77 .80 .87 .96 .08 .22 .40 .61 .85 .12 .42 .76 .14 .55 .01 .50 .04 .63 .26 .93 .67 .45 .61 NODE 2148.00 HGL 92.080>;EGL= < 92.380>;FLOWLINE= < 91.320> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2148.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION =91.32 92.08 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2008.DAT TIME/DATE OF STUDY: 16:15 12/04/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE* FLOW PRESSURE* NUMBER PROCESS HEAD (FT) MOMENTUM (POUNDS) DEPTH (FT) MOMENTUM ( POUNDS ) 2250.20- 0.89* 46.57 0.55 46.16 } FRICTION 2258.00- 0.70*Dc 42.45 0.70*DC 42.45 } JUNCTION 2258.10- 0.87* 31.67 0.35 24.90 } FRICTION } HYDRAULIC JUMP 2264.00- 0.52*Dc 20.18 0.52*Dc 20.18 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE =25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD , LACFCD , AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2250.20 FLOWLINE ELEVATION = 102.91 PIPE FLOW = 3.39 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 103.800 FEET NODE 2250.20 : HGL = < 103 . 800> ; EGL= < 103 . 950>; FLOWLINE= < 102.910> FLOW PROCESS FROM NODE 2250.20 TO NODE 2258.00 IS CODE = 1 UPSTREAM NODE 2258.00 ELEVATION = 104.00 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 3.39 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 84.36 FEET MANNING'S N = 0.01300 NORMAL DEPTH (FT) = 0.55 CRITICAL DEPTH (FT) = 0.70 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 0.89 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 0 1 1 2 2 2 3 3 3 4 4 4 5 5 5 5 6 6 6 6 6 6 6 6 84 .000 .423 .838 .246 .646 .038 .420 .793 .156 .508 .849 .178 .494 .796 .083 .354 .608 .844 .060 .255 .426 .573 .692 .780 .836 .855 .360 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .890 .882 .875 .867 .860 .852 .845 .837 .830 .822 .815 .807 .800 .792 .785 .777 .770 .762 .755 .747 .739 .732 .724 .717 .709 .702 .702 VELOCITY (FT/SEC) 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 4 4 4 4 4 .102 .134 .167 .200 .234 .269 .305 .341 .379 .417 .456 .496 .537 .579 .623 .667 .712 .759 .806 .855 .905 .957 .009 .064 .119 .177 .177 SPECIFIC ENERGY 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PRESSURE+ ( FT ) MOMENTUM ( POUNDS ) .040 .035 .031 .027 .022 .018 .015 .011 .007 .004 .000 .997 .994 .991 .989 .986 .984 .982 .980 .978 .976 .975 .974 .973 .973 .973 .973 46 46 45 45 45 45 44 44 44 44 44 43 43 43 43 43 43 42 42 42 42 42 42 42 42 42 42 .57 .27 .98 .70 .43 .17 .92 .68 .45 .23 .03 .83 .65 .48 .32 .18 .04 .92 .81 .72 .64 .57 .52 .48 .46 .45 .45 NODE 2258.00 : HGL = < 104.702>;EGL= < 104.973>;FLOWLINE= < 104.000> FLOW PROCESS FROM NODE 2258.00 TO NODE 2258.10 IS CODE = 5 UPSTREAM NODE 2258.10 ELEVATION = 104.33 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 1.90 18.00 90.00 104.33 0.52 3.39 18.00 - 104.00 0.70 1.49 18.00 90.00 104.33 0.46 0.00 0.00 0.00 0.00 0.00 0.00===Q5 EQUALS BASIN INPUT=== 1.777 4.178 2.146 0.000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00079 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00523 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00301 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.015 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.265)+( 0.015)+( 0.000) = 0.281 ,„«'«*., '\^ NODE 2258.10 : HGL = < 105 . 204>; EGL= < 105 . 253> ; FLOWLINE= < 104.330> FLOW PROCESS FROM NODE 2258.10 TO NODE 2264.00 IS CODE = 1 UPSTREAM NODE 2264.00 ELEVATION = 104.99 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 1.90 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 26.75 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: NORMAL DEPTH (FT) UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.010 0.040 0.092 0.169 0.274 0.409 0.579 0.788 1.040 1.342 1.701 2.127 2.630 3.225 3.930 4.769 5.775 6.994 8.492 10.374 12.815 16.141 21.088 26.750 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS 0.34 CRITICAL DEPTH (FT) ASSUMED FLOWDEPTH (FT) = 0.52 FLOW PROFILE COMPUTED INFORMATION: FLOW DEPTH VELOCITY SPECIFIC (FT) (FT/SEC) ENERGY (FT) 0.519 3.499 0.709 0.512 3.564 0.710 0.505 3.632 0.710 0.498 3.703 0.711 0.491 3.776 0.713 0.484 3.851 0.715 0.477 3.929 0.717 0.470 4.011 0.720 0.463 4.095 0.724 0.456 4.182 0.728 0.449 4.273 0.733 0.442 4.368 0.738 0.435 4.466 0.745 0.428 4.569 0.752 0.421 4.675 0.761 0.414 4.786 0.770 0.407 4.902 0.780 0.400 5.023 0.792 0.393 5.150 0.805 0.386 5.282 0.819 0.379 5.420 0.835 0.372 5.565 0.853 0.365 5.717 0.873 0.358 5.876 0.894 0.353 5.981 0.909 UPSTREAM RUN ANALYSIS RESULTS 0.52 PRESSURE* MOMENTUM ( POUNDS ) 20.18 20.19 20.21 20.24 20.29 20.35 20.42 20.51 20.62 20.74 20.88 21.03 21.20 21.40 21.61 21.84 22.10 22.38 22 .68 23.01 23.36 23.74 24.16 24.60 24.90 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 0.87 GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.512 1.020 FLOW PROFILE COMPUTED INFORMATION: FLOW DEPTH VELOCITY SPECIFIC (FT) (FT/SEC) ENERGY (FT) 0.874 1.776 0.923 0.860 1.812 0.911 0.846 1.849 0.899 PRESSURE+ MOMENTUM ( POUNDS ) 31.67 30.87 30.08 1.523 2.020 2.512 2.997 3.475 3.946 4.408 4.861 5.303 5.735 6.153 6.557 6.946 7.316 7.667 7.995 8.297 8.569 8.808 9.007 9.160 9.260 9.296 26.750 PRESSURE+MOMENTUM 0.832 - 0.818 0.803 0.789 0.775 0.761 0.747 0.732 0.718 0.704 0.690 0.675 0.661 0.647 0.633 0.619 0.604 0.590 0.576 0.562 0.548 0.533 0.519 0.519 T?WFl fil? 1.888 1.929 1 .971 2.016 2.062 2.111 2.162 2.216 2.273 2.332 2.395 2.460 2.530 2.603 2.681 2.763 2.849 2.941 3.039 3.143 3.254 3.372 3.499 3.499 tJVT\T57\TTT T r*• CiJNIJ \Jc n i. j-*x\j-n_»a-ij.v_ BALANCE OCCURS AT 0.887 0.875 0.864 0.852 0.841 0.830 0.819 0.809 0.798 0.788 0.779 0.770 0.761 0.752 0.745 0.737 0.731 0.725 0.720 0.715 0.712 0.710 0.709 0.709 TTTMD aMZ^T VCT G 4.96 FEET UPSTREAM OF DOWNSTREAM DEPTH = 0.729 FEET, UPSTREAM CONJUGATE DEPTH 29.33 28.59 27.89 27.21 26.55 25.92 25.32 24.75 24.21 23.70 23.21 22.76 22.34 21.96 21.61 21.29 21.01 20.76 20.56 20.40 20.28 20.21 20.18 20.18 NODE 2258.10 = 0.357 FEET NODE 2264.00 : HGL = < 105.509>;EGL= < 105.699>;FLOWLINE= < 104.990> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2264.00 FLOWLINE ELEVATION = 104.99 ASSUMED UPSTREAM CONTROL HGL = 105.51 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ************! PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2009.DAT TIME/DATE OF STUDY: 14:26 11/19/2007 ************************* GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE* NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2258.20- 0.87* 31.01 0.35 23.47 } FRICTION } HYDRAULIC JUMPJ I 2251.00- 0.51 DC 19.37 0.35* 24.05 } JUNCTION 2251.10- 0.51 DC 19.37 0.43* 20.42 } FRICTION 2256.00- 0.51*Dc 19.37 0.51*Dc 19.37 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2258.20 FLOWLINE ELEVATION = 104.33 PIPE FLOW = 1.84 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 105.200 FEET NODE 2258.20 : HGL = < 105.200>;EGL= < 105.247>;FLOWLINE= < 104.330> FLOW PROCESS FROM NODE 2258.20 TO NODE 2251.00 IS CODE = 1 UPSTREAM NODE 2251.00 ELEVATION = 105.34 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.84 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 49.39 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.35 CRITICAL DEPTH(FT) = 0.51 UPSTREAM CONTROL GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.591 1.206 1.846 2.514 3.214 3.947 4.718 5.530 6.390 7.303 8.277 9.320 10.443 11.661 12.992 14.459 16.095 17.944 20.074 22.586 25.652 29.594 35.137 44.599 49.390 ASSUMED FLOWDEPTH (FT) =0.35 FLOW PROFILE COMPUTED INFORMATION: FLOW DEPTH VELOCITY (FT) (FT/SEC) 0.345 5.982 0.346 5.973 0.346 5.964 0.346 5.955 0.347 5.946 0.347 5.937 0.348 5.929 0.348 5.920 0.348 5.911 0.349 5.902 0.349 5.893 0.349 5.885 0.350 5.876 0.350 5.867 0.350 5.859 0.351 5.850 0.351 5.841 0.352 5.833 0.352 5.824 0.352 5.816 0.353 5.807 0.353 5.798 0.353 5.790 0.354 5.781 0.354 5.773 0.354 5.773 SPECIFIC ENERGY (FT) 0.901 0.900 0.899 0.897 0.896 0.895 0.894 0.892 0.891 0.890 0.889 0.887 0.886 0.885 0.884 0.883 0.881 0.880 0.879 0.878 0.877 0.875 0.874 0.873 0.872 0.872 PRESSURE+ MOMENTUM( POUNDS) 24.05 24.02 24.00 23.97 23.95 23.92 23.90 23.88 23.85 23.83 23.80 23.78 23.75 23.73 23.71 23.68 23.66 23.64 23.61 23.59 23.57 23.54 23.52 23.50 23.47 23.47 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH (FT) GRADUALLY VARIED DISTANCE FROM CONTROL (FT) 0.000 0.633 1.260 1.883 2.499 3.108 3 .710 4.304 4.889 5.464 6.028 6.581 7.120 7.644 8.151 0.87 FLOW PROFILE COMPUTED INFORMATION: FLOW DEPTH VELOCITY (FT) (FT/SEC) 0.870 1.731 0.856 1.766 0.841 1.803 0.827 1.842 0.812 1.882 0.798 1.925 0.784 1.969 0.769 2.016 0.755 2.064 0.741 2.115 0.726 2.169 0.712 2.226 0.697 2.285 0.683 2.348 0.669 2.414 SPECIFIC ENERGY (FT) 0.917 0.904 0.892 0.880 0.868 0.856 0.844 0.832 0.821 0.810 0.799 0.789 0.779 0.769 0.759 PRESSURE+ MOMENTUM ( POUNDS ) 31.01 30.19 29.40 28.63 27.89 27.18 26.49 25.82 25.19 24.58 24.00 23.45 22.94 22.45 21.99 8.640 9.107 9.550 9.966 10.350 10.698 11.004 11.261 11.460 11.590 11.637 49.390 | PRESSURE+MOMENTUM j DOWNSTREAM 0.654 0.640 0.626 0.611 0.597 0.582 0.568 0.554 0.539 0.525 0.511 0.511 TTMH OTT 2.484 2.558 2.636 2.718 2.806 2.899 2.998 3.104 3.217 3.337 3.466 3.466 UVr\07\TTT.Tr< .TTTWm BALANCE OCCURS AT 6.56 0.750 0.742 0.734 0.726 0.719 0.713 0.708 0.703 0.700 0.698 0.697 0.697 AM2XT.VQT Q _ FEET UPSTREAM OF DEPTH = 0.712 FEET, UPSTREAM CONJUGATE DEPTH 21.56 21.17 20.82 20.49 20.21 19.96 19.76 19.59 19.47 19.40 19.37 19.37 NODE 2258.20 | = 0.354 FEET j NODE 2251.00 : HGL = < 105.685>;EGL= < 106.241>;FLOWLINE= < 105.340> FLOW PROCESS FROM NODE UPSTREAM NODE 2251.10 2251.00 TO NODE ELEVATION = 2251.10 IS CODE = 5 105.67 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 1.84 1.84 0.00 0.00 DIAMETER (INCHES) 18.00 18.00 0.00 0.00 ANGLE (DEGREES) 0.00 - 0.00 0.00 FLOWLINE ELEVATION 105.67 105.34 0.00 0.00 CRITICAL DEPTH (FT.) 0.51 0.51 0.00 0.00 VELOCITY (FT/ SEC) 4.465 5.984 0.000 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00997 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02270 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01634 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.082 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.082)+( 0.082)+( 0.000) = 0.163 NODE 2251.10 : HGL = < 106.095>;EGL= < 106.405>;FLOWLINE= < 105.670> **************************************************************** FLOW PROCESS FROM NODE 2251.10 TO NODE 2256.00 IS CODE = 1 UPSTREAM NODE 2256.00 ELEVATION = 105.73 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.84 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 2.75 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.35 CRITICAL DEPTH(FT) = 0.51 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.51 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL (FT) 0.000 0.010 0.040 0.093 0.171 0.276 0.413 0.583 0.793 1.046 1.349 1.709 2.134 2.637 2.750 (FT) 0.511 0.504 0.498 0.491 0.485 0.478 0.472 0.465 0.459 0.452 0.446 0.439 0.433 0.426 0.425 (FT/SEC) 3.466 3.527 3.590 3.655 3.723 3.792 3.864 3.939 4.016 4.096 4.178 4.264 4.353 4.446 4.463 ENERGY (FT) 0.697 0.697 0.698 0.699 0.700 0.702 0.704 0.706 0 .709 0.713 0.717 0.722 0.727 0.734 0.735 MOMENTUM ( POUNDS ) 19.37 19.38 19.39 19.42 19.46 19.51 19.57 19.65 19.74 19.84 19.95 20.08 20.23 20.39 20.42 NODE 2256.00 : HGL = < 106.241>;EGL= < 106.427>;FLOWLINE= < 105.730> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2256.00 ASSUMED UPSTREAM CONTROL HGL = ********************* FLOWLINE ELEVATION = 105.73 106.24 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS c PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2010.DAT TIME/DATE OF STUDY: 14:28 11/19/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2136.20- 2.29 319.11 0.57* 439.02 } FRICTION 2140.00- 1.30*DC 223.51 1.30*Dc 223.51 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2136.20 FLOWLINE ELEVATION = 113.06 PIPE FLOW = 11.67 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 115.350 FEET NODE 2136.20 : HGL = < 113.628>;EGL= < 119.243>;FLOWLINE= < 113.060> ****************************************************************************** FLOW PROCESS FROM NODE 2136.20 TO NODE 2140.00 IS CODE = 1 UPSTREAM NODE 2140.00 ELEVATION = 120.01 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 11.67 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 34.77 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.51 CRITICAL DEPTH(FT) = 1.30 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.30 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL (FT) 0.000 0.011 0.045 0.104 0.191 0.310 0.464 0.660 0.902 1.199 1.561 1.999 2.528 3.166 3.938 4.877 6.024 7.440 9.208 11.454 14.374 18.300 23.858 32.460 34.770 (FT) 1.300 1.269 1.237 1.205 1.174 1.142 1.110 1.079 1.047 1.016 0.984 0.952 0.921 0.889 0.857 0.826 0.794 0.763 0.731 0.699 0.668 0.636 0.604 0.573 0.568 (FT/SEC) 7.168 7.317 7.483 7.664 7.863 8.079 8.316 8.573 8.854 9.160 9.493 9.857 10.256 10.692 11.171 11.699 12.281 12.926 13.644 14.444 15.342 16.354 17.500 18.808 19.009 ENERGY (FT) 2.099 2.101 2.107 2.118 2.134 2.156 2.185 2.221 2.265 2.319 2.384 2.462 2.555 2.665 2.796 2.952 3.138 3.359 3.623 3.941 4.325 4.792 5.363 6.069 6.183 MOMENTUM ( POUNDS ) 223.51 223.71 224.34 225.40 226.92 228.94 231.48 234.57 238.28 242.64 247.71 253.56 260.28 267.95 276.68 286.60 297.86 310.62 325.11 341.58 360.34 381.77 406.34 434.64 439.02 NODE 2140.00 HGL < 121.310>;EGL= < 122 .109>;FLOWLINE= < 120.010> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2140.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 120.01 121.31 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS c c*********** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2011.DAT TIME/DATE OF STUDY: 13:14 11/26/2007 k***********************V GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2122.20- 0.84 65.58 0.72* 67.89 } FRICTION 2128.00- 0.84*Dc 65.58 0.84*Dc 65.58 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2122.20 FLOWLINE ELEVATION = 115.27 PIPE FLOW = 4.74 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 115.270 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.00 FT.) IS LESS THAN CRITICAL DEPTH( 0.84 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 2122.20 : HGL = < 115.987>;EGL= < 116.488>;FLOWLINE= < 115.270> FLOW PROCESS FROM NODE 2122.20 TO NODE 2128.00 IS CODE = 1 UPSTREAM NODE 2128.00 ELEVATION = 115.54 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.74 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 26.75 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.70 CRITICAL DEPTH(FT) = 0.84 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.84 c GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 0 1 1 2 2 3 3 4 5 6 8 10 12 14 18 22 26 .000 .015 .061 .141 .259 .418 .622 .877 .188 .563 .009 .537 .158 .889 .749 .761 .958 .386 .104 .204 .826 .204 .780 .750 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .836 .831 .826 .820 .815 .810 .804 .799 .794 .789 .783 .778 .773 .768 .762 .757 .752 .746 .741 .736 .731 .725 .720 .717 VELOCITY (FT/SEC) 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 .676 .713 .750 .788 .826 .865 .905 .945 .987 .028 .071 .114 .158 .203 .249 .295 .342 .391 .440 .489 .540 .592 .645 .676 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .176 .176 .176 .176 .177 .178 .178 .179 .180 .182 .183 .185 .186 .188 .190 .193 .195 .198 .201 .204 .208 .211 .215 .218 65 65 65 65 65 65 65 65 65 65 66 66 66 66 66 66 66 66 67 67 67 67 67 67 .58 .58 .59 .61 .64 .68 .72 .78 .84 .92 .00 .09 • 19 .30 .42 .55 .69 .85 .01 .18 .36 .56 .77 .89 NODE 2128.00 : HGL = < 116.376>;EGL= < 116.716>;FLOWLINE= < 115.540> *************i UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2128.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 115.54 116.38 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2012.DAT TIME/DATE OF STUDY: 14:49 11/19/2007 ************************* GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE* FLOW PRESSURE* NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2122.30- 0.55 22.80 0.49* 23.19 } FRICTION 2134.00- 0.55*Dc 22.80 0.55*DC 22.80 >•••»• MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2122.30 FLOWLINE ELEVATION = 115.27 PIPE FLOW = 2.09 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 115.270 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.00 FT.) IS LESS THAN CRITICAL DEPTH( 0.55 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 2122.30 : HGL = < 115.762>;EGL= < 116.029>;FLOWLINE= < 115.270> ****************************************************************************** FLOW PROCESS FROM NODE 2122.30 TO NODE 2134.00 IS CODE = 1 UPSTREAM NODE 2134.00 ELEVATION = 115.30 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.09 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 2.75 FEET MANNING'S N = 0.01300.«*««•«, %^ NORMAL DEPTH(FT) = 0.44 CRITICAL DEPTH(FT) = 0.55 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.55 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 0.010 0.042 0.097 0.178 0.287 0.427 0.602 0.816 1.073 1.380 1.743 2.171 2.674 2.750 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .545 .541 .537 .533 .529 .525 .521 .517 .513 .509 .505 .501 .497 .493 .492 VELOCITY (FT/SEC) 3 3 3 3 3 3 3 3 3 3 4 4 4 4 4 .598 .635 .673 .711 .750 .789 .830 .871 .913 .956 .000 .045 .090 .137 .143 SPECIFIC ENERGY 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PRESSURE+ ( FT ) MOMENTUM ( POUNDS ) .747 .747 .747 .747 .748 .748 .749. .750 .751 .752 .753 .755 .757 .758 .759 22 22 22 22 22 22 22 22 22 22 23 23 23 23 23 .80 .80 .81 .82 .83 .85 .88 .91 .94 .98 .02 .07 .13 .19 .19 NODE 2134.00 : HGL = < 115.845>;EGL= < 116.047>;FLOWLINE= < 115.300> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2134.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 115.30 115.85 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS c PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2013.DAT TIME/DATE OF STUDY: 14:52 11/19/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2116.20- 1.12 53.19 0.22* 78.28 } FRICTION 2121.00- 0.60 DC 29.27 0.24* 69.67 } JUNCTION 2121.10- 0.60 DC 29.27 0.21* 86.27 } FRICTION 2120.00- 0.60*Dc 29.27 0.60*Dc 29.27 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2116.20 FLOWLINE ELEVATION = 119.35 PIPE FLOW = 2.54 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 120.472 FEET NODE 2116.20 : HGL = < 119.570>;EGL= < 123.420>;FLOWLINE= < 119.350> FLOW PROCESS FROM NODE 2116.20 TO NODE 2121.00 IS CODE = 1 UPSTREAM NODE 2121.00 ELEVATION = 123.50 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.54 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 14.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.22 CRITICAL DEPTH(FT) = 0.60 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.24 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 0.334 0.684 1.052 1.439 1.848 2.281 2.741 3.229 3.751 4.310 4.911 5.561 6.268 7.041 7.893 8.841 9.908 11.126 12.540 14.000 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .239 .238 .237 .236 .235 .235 .234 .233 .232 .231 .230 .229 .228 .227 .226 .225 .224 .223 .222 .221 .220 VELOCITY (FT/SEC) 13 14 14 14 14 14 14 14 14 14 14 14 14 15 15 15 15 15 15 15 15 .948 .029 .112 .195 .279 .365 .451 .537 .625 .714 .803 .894 .986 .078 .171 .266 .361 .458 .555 .654 .740 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 4 4 .262 .296 .332 .367 .404 .441 .478 .516 .555 .595 .635 .675 .717 .759 .802 .846 .890 .936 .982 .028 .070 69 70 70 70 71 71 72 72 72 73 73 74 74 75 75 75 76 76 77 77 78 .67 .06 .45 .85 .26 .66 .08 .49 .91 .34 .77 .20 .64 .09 .54 .99 .45 .92 .39 .86 .28 NODE 2121.00 : HGL = < 123.739>;EGL= < 126.762>;FLOWLINE= < 123.500> FLOW PROCESS FROM NODE UPSTREAM NODE 2121.10 t************************J 2121.00 TO NODE 2121.10 IS CODE = 5 ELEVATION = 124.00 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 2.54 18.00 0.00 124.00 0.60 17.371 2.54 18.00 - 123.50 0.60 13.974 0.00 0.00 0.00 0.00 0.00 0.000 0.00 0.00 0.00 0.00 0.00 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.35663 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.19187 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.27425 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 1.371 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.749)+( 1.371)+( 0.000) = 2.120 NODE 2121.10 : HGL = < 124.206>;EGL= < 128.892>;FLOWLINE= < 124.000> FLOW PROCESS FROM NODE UPSTREAM NODE 2120.00 t***********i 2121.10 TO NODE ELEVATION = 2120.00 IS CODE = 1 140.40 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.54 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 32.46 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.19 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.60 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 0.60 DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 2 2 3 4 6 8 13 32 .000 .002 .008 .018 .034 .056 .085 .123 .172 .232 .307 .399 .514 .655 .829 .046 .317 .660 .100 .673 .439 .498 .042 .506 .288 .460 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .604 .587 .571 .554 .537 .521 .504 .488 .471 .455 .438 .421 .405 .388 .372 .355 .339 .322 .305 .289 .272 .256 .239 .223 .206 .206 VELOCITY (FT/SEC) 3 3 4 4 4 4 4 5 5 5 5 6 6 6 7 7 8 9 9 10 11 12 13 15 17 17 .815 .960 .115 .282 .462 .657 .867 .096 .344 .616 .913 .240 .600 .998 .442 .937 .494 .123 .837 .655 .598 .696 .986 .519 .366 .366 SPECIFIC ENERGY 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 2 2 2 3 3 4 4 PRESSURE+ ( FT )• MOMENTUM ( POUNDS ) .830 .831 .834 .839 .847 .858 .872 .891 .915 .945 .981 .026 .082 .149 .232 .334 .460 .615 .809 .053 .362 .760 .278 .965 .892 .892 29 29 29 29 29 30 30 31 32 32 33 35 36 38 39 41 44 47 50 54 58 63 69 77 86 86 .27 .31 .42 .62 .90 .28 .77 .37 .09 .94 .95 .13 .49 .07 .89 .98 .40 .20 .44 .21 .62 .81 .96 .34 .27 .27 NODE 2120.00 : HGL = < 141.004>;EGL= < 141.230>;FLOWLINE= < 140.400> **************************************************!t******** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2120.00 FLOWLINE ELEVATION = 140.40 ASSUMED UPSTREAM CONTROL HGL = 141.00 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS c PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2014.DAT TIME/DATE OF STUDY: 16:27 12/04/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2064 2064 2073 2073 2302 2302 2072 2072 2078 .00 .20 .00 .10 .00 .10 .00 .10 .00 MAXIMUM - } JUNCTION - } FRICTION - } JUNCTION - } FRICTION - } JUNCTION - } FRICTION - } JUNCTION - } FRICTION - NUMBER OF 1 2 2 2 2 2 2 3 2 .93 .57* .72* .43* .81* .53* .56* .09* .98* ENERGY BALANCES 755 302 319 287 329 298 301 272 260 USED IN .11 .52 .49 .76 .79 .07 .71 .11 .22 EACH 1. 1. 0. 1. 0. 1. 1. 0 . 0. PROFILE 93* 20 92 20 92 20 20 72 72 = DC DC DC DC DC DC 25 755 170 187 170 187 170 170 45 45 .11 .86 .34 .86 .34 .86 .86 .55 .55 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ********************************************************************* DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2064.00 FLOWLINE ELEVATION = 72.96 PIPE FLOW = 35.31 CFS PIPE DIAMETER = 36.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 74.300 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 1.34 FT.) IS LESS THAN CRITICAL DEPTH( 1.93 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 2064.00 : HGL = < 74.891>;EGL= < 75.728>;FLOWLINE= < 72.960> FLOW PROCESS FROM NODE 2064.00 TO NODE 2064.20 IS CODE = 5 UPSTREAM NODE 2064.20 ELEVATION = 73.29 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 9.66 35.31 25.67 0.00 0.00 DIAMETER (INCHES) 18.00 36.00 30.00 0.00 ANGLE (DEGREES) 90.00 - 0.00 0.00 FLOWLINE ELEVATION 73.29 72.96 73.29 0.00 CRITICAL DEPTH (FT.) 1.20 1.93 1.73 0.00 VELOCITY (FT/SEC) 5.466 7.342 5.873 0.000 ===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00846 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00504 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00675 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.034 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.558)+( 0.034)+( 0.000) = 0.591 NODE 2064.20 : HGL = < 75.855>;EGL= < 76.319>;FLOWLINE= < 73.290> FLOW PROCESS FROM NODE UPSTREAM NODE 2073.00 2064.20 TO NODE ELEVATION = 2073.00 IS CODE = 1 74.62 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 9.66 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 175.47 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 9.66)/( 105.044))**2 = 0.00846 HF=L*SF = ( 175.47)* (0.00846) = 1.484 NODE 2073.00 : HGL = < 77.339>;EGL= < 77.803>;FLOWLINE= < 74.620> ************ FLOW PROCESS FROM NODE UPSTREAM NODE 2073.10 2073.00 TO NODE ELEVATION = 2073.10 IS CODE = 5 74.95 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 9.66 9.66 0.00 0.00 DIAMETER (INCHES) 18.00 18.00 0.00 0.00 ANGLE (DEGREES) 0.00 - 0.00 0.00 FLOWLINE ELEVATION 74.95 74.62 0.00 0.00 CRITICAL DEPTH (FT.) 1.20 1.20 0.00 0.00 VELOCITY (FT/SEC) 5.466 5.466 0.000 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00846 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00846 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00846 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.042 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.000)+( 0.042)+( 0.000) = 0.042 NODE 2073.10 : HGL = < 77.382>;EGL= < 77.846>;FLOWLINE= < 74.950> FLOW PROCESS FROM NODE UPSTREAM NODE 2302.00 2073.10 TO NODE ELEVATION = 2302.00 IS CODE = 1 75.93 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 9.66 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 160.95 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 9.66)/( 105.044))**2 = 0.00846 HF=L*SF = ( 160.95)* (0.00846) = 1.361 NODE 2302.00 : HGL = < 78.743>;EGL= < 79.207>;FLOWLINE= < 75.930> FLOW PROCESS FROM NODE UPSTREAM NODE 2302.10 2302.00 TO NODE ELEVATION = 2302.10 IS CODE = 5 76.26 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 9.66 18.00 0.00 76.26 1.20 9.66 18.00 - 75.93 1.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00===Q5 EQUALS BASIN INPUT=== 5.466 5.466 0.000 0.000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00846 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00846 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00846 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.042 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.000)+( 0.042)+( 0.000) = 0.042 NODE 2302.10 : HGL = < 78.785>;EGL= < 79.249>;FLOWLINE= < 76.260> k************* FLOW PROCESS FROM NODE UPSTREAM NODE 2072.00 2302.10 TO NODE ELEVATION = 2072.00 IS CODE = 1 76.32 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 9.66 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 11.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 9.66)/( 105.044))**2 = 0.00846 HF=L*SF = ( 11.00)* (0.00846) = 0.093 NODE 2072.00 : HGL = < 78.878>;EGL= < 79 . 342> ; FLOWLINE= < 76.320> FLOW PROCESS FROM NODE 2072.00 TO NODE 2072.10 IS CODE = 5 UPSTREAM NODE 2072.10 ELEVATION = 76.74 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 3.58 9.66 6.08 0.00 DIAMETER ANGLE (INCHES) (DEGREES) 18.00 18.00 18.00 0.00 0.00===Q5 EQUALS 90.00 - 90.00 0.00 FLOWLINE ELEVATION 76.74 76.32 77.08 0.00 CRITICAL DEPTH (FT.) 0.72 1.20 0.95 0.00 VELOCITY (FT/SEC) 2.026 5.466 3.441 0.000 BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00116 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00846 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00481 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.024 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.528)+( 0.024)+( 0.000) = 0.552 NODE 2072.10 : HGL = < 79.830>;EGL= < 79.894>;FLOWLINE= < 76.740> FLOW PROCESS FROM NODE 2072.10 TO NODE 2078.00 IS CODE = 1 UPSTREAM NODE 2078.00 ELEVATION = 76.88 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.58 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 27.75 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 3.58)/( 105.040))**2 = 0.00116 HF=L*SF = ( 27.75)*(0.00116) = 0.032 NODE 2078.00 : HGL = < 79.862>;EGL= < 79.926>;FLOWLINE= < 76.880> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2078.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 76.88 77.60 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ******************************* PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2015.DAT TIME/DATE OF STUDY: 16:31 12/04/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2072.20- 3.09* 309.19 1.01 106.44 } FRICTIONJ 2070.00- 3.09* 308.73 1.01 DC 106.44__ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2072.20 FLOWLINE ELEVATION = 76.74 PIPE FLOW = 6.83 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 79.830 FEET NODE 2072.20 : HGL = < 79.830>;EGL= < 80.062>;FLOWLINE= < 76.740> FLOW PROCESS FROM NODE 2072.20 TO NODE 2070.00 IS CODE = 1 UPSTREAM NODE 2070.00 ELEVATION = 76.76 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 6.83 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 3.75 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 6.83)/( 105.043))**2 = 0.00423 HF=L*SF = ( 3.75)*(0.00423) = 0.016 NODE 2070.00 : HGL = < 79.846>;EGL= < 80.078>;FLOWLINE= < 76.760> c*********** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2070.00 FLOWLINE ELEVATION = 76.76 ASSUMED UPSTREAM CONTROL HGL = 77.77 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACPCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2018.DAT TIME/DATE OF STUDY: 15:33 11/19/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE* FLOW PRESSURE* NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2030.20- 2.11* 173.37 0.71 65.77 } FRICTION 2042.00- 1.89* 149.31 0.83 DC 63.48 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2030.20 FLOWLINE ELEVATION = 88.69 PIPE FLOW = 4.62 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 90.800 FEET NODE 2030.20 : HGL = < 90.800>;EGL= < 90.906>;FLOWLINE= < 88.690> FLOW PROCESS FROM NODE 2030.20 TO NODE 2042.00 IS CODE = 1 UPSTREAM NODE 2042.00 ELEVATION = 88.96 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.62 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 26.75 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 4.62)/( 105.046))**2 = 0.00193 HF=L*SF = ( 26.75)*(0.00193) = 0.052 NODE 2042.00 : HGL = < 90.852>;EGL= < 90.958>;FLOWLINE= < 88.960> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2042.00 FLOWLINE ELEVATION = 88.96 ********! PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2022.DAT TIME/DATE OF STUDY: 15:59 11/19/2007 ************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE* FLOW PRESSURE* NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2020.20- 0.85 50.60 0.63* 51.23 } FRICTION •"*"**" 2026.00- 0.74*Dc 49.20 0.74*Dc 49.20 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2020.20 FLOWLINE ELEVATION = 101.30 PIPE FLOW = 3.80 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 102.150 FEET NODE 2020.20 : HGL = < 101.932>;EGL= < 102.380>;FLOWLINE= < 101.300> FLOW PROCESS FROM NODE 2020.20 TO NODE 2026.00 IS CODE = 1 UPSTREAM NODE 2026.00 ELEVATION = 101.57 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.80 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 26.75 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.62 CRITICAL DEPTH(FT) = 0.74 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.74 '*^0r GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE* ASSUMED UPSTREAM CONTROL HGL = 89.79 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS CONTROL (FT) 0 0 0 0 0 0 0 0 1 1 1 2 2 3 4 5 6 7 9 11 13 16 20 26 .000 .013 .055 .128 .235 .379 .565 .796 .079 .420 .825 .305 .870 .535 .316 .236 .325 .623 .186 .097 .482 .556 .719 .750 (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .745 .740 .735 .730 .725 .720 .715 .711 .706 .701 .696 .691 .686 .681 .676 .671 .666 .661 .657 .652 .647 .642 .637 .632 (FT/SEC) 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5 5 5 .335 .372 .409 .447 .486 .526 .566 .606 .648 .690 .733 .777 .821 .867 .913 .960 .008 .057 .106 .157 .209 .261 .315 .369 ENERGY ( FT ) MOMENTUM ( POUNDS ) 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 1. 037 037 037 038 038 039 039 040 041 043 044 045 047 049 051 054 056 059 062 065 068 072 076 080 49 49 49 49 49 49 49 49 49 49 49 49 49 49 49 50 50 50 50 50 50 50 51 51 .20 .20 .21 .23 .26 .29 .33 .37 .43 .49 .56 .63 .72 .81 .92 .03 .14 .27 .41 .56 .71 .88 .05 .23 NODE 2026.00 : HGL = < 102.315>;EGL= < 102.607>;FLOWLINE= < 101.570> t********* UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2026.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 101.57 102.31 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD , LACRD , AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O ' Day Consul t ant s 2710 Loker Ave . West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2030.DAT TIME/DATE OF STUDY: 16:17 11/19/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD (FT) MOMENTUM ( POUNDS ) DEPTH (FT) MOMENTUM ( POUNDS ) 2013.20- 0.79* 37.95 0.56 37.23 } FRICTION } HYDRAULIC JUMP 2015.00- 0.65*Dc 35.79 0.65*Dc 35.79 ______________________________________________________________________________ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD , LACFCD , AND OCEMA DESIGN MANUALS. DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2013.20 FLOWLINE ELEVATION = 103.19 PIPE FLOW = 2.97 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 103.980 FEET NODE 2013.20 : HGL = < 103 . 980> ;EGL= < 104 . 134>; FLOWLINE= < 103.190> ****************************************************************************** FLOW PROCESS FROM NODE 2013.20 TO NODE 2015.00 IS CODE = 1 UPSTREAM NODE 2015.00 ELEVATION = 103.25 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 2.97 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 3.07 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH (FT) = 0.46 CRITICAL DEPTH (FT) = 0.65 UPSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 0.65 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 0.013 0.054 0.125 0.230 0.372 0.555 0.785 1.066 1.406 1.813 2.296 2.867 3.070 FLOW DEPTH (FT) 0.655 0.647 0.639 0.631 0.623 0.616 0.608 0.600 0.592 0.584 0.576 0.568 0.560 0.558 VELOCITY (FT/SEC) 4.004 4.069 4.135 4.204 4.275 4.348 4.423 4.501 4.581 4.665 4.751 4.840 4.932 4.961 SPECIFIC ENERGY (FT) 0.904 0.904 0.905 0.906 0.907 0.909 0.912 0.914 0.918 0 .922 0.927 0.932 0.938 0.940 PRESSURE+ MOMENTUM ( POUNDS ) 35.79 35.80 35.82 35.87 35.93 36.01 36.11 36.23 36.37 36.53 36.72 36.93 37.16 37.23 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = GRADUALLY VARIED FLOW PROFILE DISTANCE FROM CONTROL (FT) 0.000 0.162 0.321 0.475 0.626 0.773 0.915 1.053 1.186 1.314 1.437 1.555 1.667 1.773 1.873 1.967 2.053 2.133 2.205 2.269 2.324 2.371 2.409 2.436 2.453 2.459 3.070 PRESSURE+MOMENTUM FLOW DEPTH (FT) 0.790 0.785 0.779 0.774 0.768 0.763 0.758 0.752 0.747 0.741 0.736 0.731 0.725 0 .720 0.714 0.709 0 .704 0.698 0.693 0.687 0.682 0.677 0.671 0.666 0.660 0.655 0.655 0.79 COMPUTED INFORMATION: VELOCITY (FT/SEC) 3.147 3.174 3.202 3.230 3.259 3.288 3 .318 3.348 3.379 3 .410 3 .442 3.475 3.508 3 .542 3.576 3.612 3.647 3.684 3.721 3.759 3.798 3.838 3.878 3.919 3.962 4.004 4.004 Vr\D7\TTT .Tr< .TTTMD BALANCE OCCURS AT 1.36 DOWNSTREAM DEPTH = 0.739 SPECIFIC ENERGY (FT) 0.944 0.941 0.938 0.936 0.933 0.931 0.929 0.926 0.924 0.922 0 .920 0.918 0.916 0 .915 0.913 0.912 0.910 0.909 0 .908 0 .907 0.906 0.905 0.905 0 . 904 0.904 0.904 0.904 awai VCT o PRESSURE+ MOMENTUM ( POUNDS ) 37.95 37.79 37.63 37.48 37.34 37.20 37.07 36.95 36.83 36.71 36.60 36.50 36.41 36 .32 36.24 36.16 36.09 36.03 35.97 35.93 35.88 35.85 35.82 35.80 35.79 35.79 35.79 FEET UPSTREAM OF NODE 2013.20 | FEET, UPSTREAM CONJUGATE DEPTH = 0.578 FEET | NODE 2015.00 : HGL = < 103.905>;EGL= < 104.154>;FLOWLINE= < 103.250> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2015.00 FLOWLINE ELEVATION = 103.25 ASSUMED UPSTREAM CONTROL HGL = 103.90 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS <%»„>. PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD , LACRD , AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2012.DAT TIME/DATE OF STUDY: 14:49 11/19/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD (FT) MOMENTUM ( POUNDS ) DEPTH (FT) MOMENTUM ( POUNDS ) 2122.30- 0,55 22.80 0.49* 23.19 } FRICTION 2134.00- 0.55*Dc 22.80 0.55*Dc 22.80 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD , LACFCD , AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2122.30 FLOWLINE ELEVATION = 115.27 PIPE FLOW = 2.09 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 115.270 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH ( 0.00 FT.) IS LESS THAN CRITICAL DEPTH ( 0.55 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 2122.30 : HGL = < 115 . 762> ; EGL= < 116 . 029> ; FLOWLINE= < 115.270> ***************************************************************************** FLOW PROCESS FROM NODE 2122.30 TO NODE 2134.00 IS CODE = 1 UPSTREAM NODE 2134.00 ELEVATION = 115.30 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 2.09 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 2.75 FEET MANNING'S N = 0.01300 NORMAL DEPTH (FT) = 0.44 CRITICAL DEPTH (FT) = 0.55 UPSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 0.55 c GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 0.010 0.042 0.097 0.178 0.287 0.427 0.602 0.816 1.073 1.380 1.743 2.171 2.674 2.750 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .545 .541 .537 .533 .529 .525 .521 .517 .513 .509 .505 .501 .497 .493 .492 VELOCITY (FT/SEC) 3 3 3 3 3 3 3 3 3 3 4 4 4 4 4 .598 .635 .673 .711 .750 .789 .830 .871 .913 .956 .000 .045 .090 .137 .143 SPECIFIC ENERGY 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PRESSURE* ( FT ) MOMENTUM ( POUNDS ) .747 .747 .747 .747 .748 .748 .749 .750 .751 .752 .753 .755 .757 .758 .759 22 22 22 22 22 22 22 22 22 22 23 23 23 23 23 .80 .80 .81 .82 .83 .85 .88 .91 .94 .98 .02 .07 .13 .19 .19 NODE 2134.00 : HGL = < 115.845>;EGL= < 116.047>;FLOWLINE= < 115.300> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2134.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 115.30 115.85 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS C PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2031.DAT TIME/DATE OF STUDY: 16:25 11/19/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE* FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2082.20- 0.93 59.97 0.49* 77.96 } FRICTION 2084.00- 0.79*Dc 57.63 0.79*Dc 57.63 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2082.20 FLOWLINE ELEVATION =72.11 PIPE FLOW = 4.29 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 73.040 FEET NODE 2082.20 : HGL = < 72.597>;EGL= < 73.752>;FLOWLINE= < 72.110> FLOW PROCESS FROM NODE 2082.20 TO NODE 2084.00 IS CODE = 1 UPSTREAM NODE 2084.00 ELEVATION = 72.70 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.29 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 2.75 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.30 CRITICAL DEPTH(FT) = 0.79 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.79 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE* CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 2 2 .000 .005 .019 .046 .086 .140 .213 .305 .422 .566 .744 .960 .224 .545 .937 .417 .750 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .794 .774 .755 .735 .715 .695 .676 .656 .636 .616 .597 .577 .557 .538 .518 .498 .487 4 4 4 4 5 5 5 5 6 6 6 6 7 7 7 8 8 .517 .662 .817 .982 .160 .350 .554 .773 .010 .267 .544 .846 .174 .533 .926 .359 .623 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 -111 .112 .115 .121 .129 .140 .155 .174 .198 .227 .262 .305 .357 .419 .494 .584 .642 57 57 57 58 58 59 59 60 61 63 64 66 68 70 73 76 77 .63 .68 .86 .16 .59 .16 .89 .79 .86 .14 .62 .34 .32 .58 .17 .12 .96 NODE 2084.00 : HGL = < 73.494>;EGL= < 73.811>;FLOWLINE= < 72.700> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2084.00 FLOWLINE ELEVATION = 72.70 ASSUMED UPSTREAM CONTROL HGL = 73.49 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS c C PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD , LACRD , AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2023.DAT TIME/DATE OF STUDY: 16:01 11/19/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE* FLOW PRESSURE* NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2204.20- 6.37* 622.74 0.17 49.06 } FRICTION 2210.00- 2.43* 188.41 0.48 DC 16.99 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2204.20 FLOWLINE ELEVATION = 43.42 PIPE FLOW = 1.66 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 49.790 FEET NODE 2204.20 : HGL = < 49.790>;EGL= < 49.804>;FLOWLINE= < 43.420> FLOW PROCESS FROM NODE 2204.20 TO NODE 2210.00 IS CODE = 1 UPSTREAM NODE 2210.00 ELEVATION = 47.36 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.66 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 4.75 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 1.66)/( 105.038))**2 = 0.00025 HF=L*SF = ( 4.75)*(0.00025) = 0.001 NODE 2210.00 : HGL = < 49.791>;EGL= < 49.805>;FLOWLINE= < 47.360> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2210.00 FLOWLINE ELEVATION = 47.36 ASSUMED UPSTREAM CONTROL HGL = 47.84 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2026.DAT TIME/DATE OF STUDY: 16:08 11/19/2007 ************************v GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE* FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2204.30- 6.19* 617.33 0.48 70.02 } FRICTION 2216.00- 4.30* 409.44 0.76 DC 52.44 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2204.30 FLOWLINE ELEVATION = 43.42 PIPE FLOW = 3.99 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 49.610 FEET NODE 2204.30 : HGL = < 49.610>;EGL= < 49.689>;FLOWLINE= < 43.420> FLOW PROCESS FROM NODE 2204.30 TO NODE 2216.00 IS CODE = 1 UPSTREAM NODE 2216.00 ELEVATION = 45.39 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.99 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 58.75 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 3.99)/( 105.045))**2 = 0.00144 HF=L*SF = ( 58.75)*(0.00144) = 0.085 NODE 2216.00 : HGL = < 49.695>;EGL= < 49.774>;FLOWLINE= < 45.390> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2216.00 FLOWLINE ELEVATION = 45.39 ASSUMED UPSTREAM CONTROL HGL = 46.15 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS c c PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2027.DAT TIME/DATE OF STUDY: 16:10 11/19/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE* NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2090.20- 2.03* 143.58 0.45 DC 14.81 } FRICTION 2102.00- 1.90* 128.76 0.46 DC 14.81 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2090.20 FLOWLINE ELEVATION = 68.50 PIPE FLOW = 1.49 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 70.530 FEET NODE 2090.20 : HGL = < 70.530>;EGL= < 70.541>;FLOWLINE= < 68.500> **************************************************************** FLOW PROCESS FROM NODE 2090.20 TO NODE 2102.00 IS CODE = 1 UPSTREAM NODE 2102.00 ELEVATION = 68.64 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.49 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 27.75 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 1.49)/( 105.031))**2 = 0.00020 HF=L*SF = ( 27.75)*(0.00020) = 0.006 NODE 2102.00 : HGL = < 70.536>;EGL= < 70.547>;FLOWLINE= < 68.640> ************ UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2102.00 FLOWLINE ELEVATION = 68.64 ASSUMED UPSTREAM CONTROL HGL = 69.10 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ********J PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2028.DAT TIME/DATE OF STUDY: 16:12 11/19/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2097.20- 1.83* 146.95 0.69 76.22 } FRICTION 2096.00- 1.72* 134.41 0.86 DC 71.15 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2097.20 FLOWLINE ELEVATION = 68.98 PIPE FLOW = 5.04 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 70.810 FEET NODE 2097.20 : HGL = < 70.810>;EGL= < 70.936>;FLOWLINE= < 68.980> FLOW PROCESS FROM NODE 2097.20 TO NODE 2096.00 IS CODE = 1 UPSTREAM NODE 2096.00 ELEVATION = 69.10 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 5.04 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 2.75 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 5.04)/( 105.030))**2 = 0.00230 HF=L*SF = ( 2.75)* (0.00230) = 0.006 NODE 2096.00 : HGL = < 70.816>;EGL= < 70.943>;FLOWLINE= < 69.100> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2096.00 FLOWLINE ELEVATION = 69.10 ASSUMED UPSTREAM CONTROL HGL = 69.96 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS ™^ft c C PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2016.DAT TIME/DATE OF STUDY: 16:40 12/04/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE* NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2302.20- 2.44* 237.51 1.01 106.44 } FRICTION 2300.00- 2.44* 237.05 1.01 DC 106.44 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2302.20 FLOWLINE ELEVATION = 76.35 PIPE FLOW = 6.83 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 78.790 FEET NODE 2302.20 : HGL = < 78.790>;EGL= < 79.022>;FLOWLINE= < 76.350> FLOW PROCESS FROM NODE 2302.20 TO NODE 2300.00 IS CODE = 1 UPSTREAM NODE 2300.00 ELEVATION = 76.37 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 6.83 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 3.75 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 6.83)/( 105.043))**2 = 0.00423 HF=L*SF = ( 3.75)* (0.00423) = 0.016 NODE 2300.00 : HGL = < 78.806>;EGL= < 79.038>;FLOWLINE= < 76.370> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2300.00 FLOWLINE ELEVATION = 76.37 ASSUMED UPSTREAM CONTROL HGL = 77.38 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS FLOW PROCESS FROM NODE UPSTREAM NODE 4072.00 4096.10 TO NODE ELEVATION = 4072.00 IS CODE = 1 63.36 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW PIPE LENGTH = SF=(Q/K)**2 = HF=L*SF = ( 43.57 CFS PIPE DIAMETER = 42.00 INCHES 124.52 FEET MANNING'S N = 0.01300 (( 43.57)/( 1006.108))**2 = 0.00188 124.52)* (0.00188) = 0.234 NODE 4072.00 : HGL = < 68.370>;EGL= < 68.688>;FLOWLINE= < 63.360> FLOW PROCESS FROM NODE UPSTREAM NODE 4072.10 4072.00 TO NODE ELEVATION = 4072.10 IS CODE = 5 63.78 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 31.75 43.57 11.83 0.00 DIAMETER (INCHES) 42.00 42.00 30.00 0.00 ANGLE (DEGREES) 90.00 - 0.00 0.00 FLOWLINE ELEVATION 63.78 63.36 63.78 0.00 CRITICAL DEPTH (FT.) 1.74 2.06 1.15 0.00 VELOCITY (FT/SEC) 3.300 4.529 2.410 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00100 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00188 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00144 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.007 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.396)+( 0.007)+( 0.000) = 0.403 NODE 4072.10 : HGL = < 68.922>;EGL= < 69.091>;FLOWLINE= < 63.780> He******** FLOW PROCESS FROM NODE UPSTREAM NODE 4070.00 4072.10 TO NODE ELEVATION = 4070.00 IS CODE = 1 65.05 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 31.75 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 255.00 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 31.75)/( 1006.108))**2 = 0.00100 HF=L*SF = ( 255.00)* (0.00100) = 0.254 NODE 4070.00 : HGL = < 69.176>;EGL= < 69.345>;FLOWLINE= < 65.050> FLOW PROCESS FROM NODE UPSTREAM NODE 4070.10 4070.00 TO NODE ELEVATION = 4070.10 IS CODE = 5 65.48 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM FLOW (CFS) 31.75 31.75 DIAMETER (INCHES) 36.00 42.00 ANGLE (DEGREES) 90.00 - FLOWLINE ELEVATION 65.48 65.05 CRITICAL DEPTH (FT.) 1.83 1.74 VELOCITY (FT/SEC) 4.492 3.300 LATERAL #1 0.00 0.00 0.00 0.00 0.00 LATERAL #2 0.00 0.00 0.00 0.00 0.00 Q5 0.00===Q5 EQUALS BASIN INPUT=== 0.000 0.000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00227 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00100 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00163 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.008 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.536)+( 0.008)+( 0.000) = 0.544 NODE 4070.10 : HGL = < 69.575>;EGL= < 69.889>;FLOWLINE= < 65.480> ********! FLOW PROCESS FROM NODE UPSTREAM NODE 4052.00 4070.10 TO NODE ELEVATION = 4052.00 IS CODE = 1 65.90 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW PIPE LENGTH = SF=(Q/K)**2 = HF=L*SF = ( 31.75 CFS PIPE DIAMETER = 36.00 INCHES 84.85 FEET MANNING'S N = 0.01300 ( 31.75)/( 666.984))**2 = 0.00227 84.85)* (0.00227) = 0.192 NODE 4052.00 : HGL = < 69.768>;EGL= < 70.081>;FLOWLINE= < 65.900> FLOW PROCESS FROM NODE UPSTREAM NODE 4052.10 4052.00 TO NODE ELEVATION = 4052.10 IS CODE = 5 66.23 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 23.02 36.00 0.00 66.23 1.54 3.257 31.75 36.00 - 65.90 1.83 4.492 6.87 18.00 90.00 66.23 1.01 3.888 1.86 18.00 90.00 66.23 0.51 1.053 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00119 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00227 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00173 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.009 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.149)+( 0.009)+( 0.000) = 0.157 NODE 4052.10 : HGL = < 70.073>;EGL= < 70.238>;FLOWLINE= < 66.230> FLOW PROCESS FROM NODE UPSTREAM NODE 4044.00 4052.10 TO NODE ELEVATION = 4044.00 IS CODE = 1 70.09 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 23.02 CFS PIPE DIAMETER =36.00 INCHES PIPE LENGTH = 89.52 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.83 CRITICAL DEPTH(FT) = 1.54 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.54 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 1 1 2 3 3 5 6 7 9 12 14 17 21 26 33 41 52 69 89 .000 .027 .113 .263 .486 .791 .188 .690 .310 .066 .980 .076 .386 .948 .814 .045 .729 .980 .960 .908 .195 .443 .819 .948 .520 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 .545 .516 .487 .459 .430 .401 .372 .344 .315 .286 .258 .229 .200 .172 .143 .114 .086 .057 .028 .999 .971 .942 .913 .885 .867 VELOCITY (FT/SEC) 6 6 6 6 6 7 7 7 7 7 8 8 8 9 9 9 9 10 10 11 11 12 12 13 13 .274 .425 .583 .749 .924 .107 .301 .505 .720 .948 .188 .443 .713 .000 .305 .629 .976 .346 .741 .166 .622 .112 .642 .214 .596 SPECIFIC PRESSURE+ ENERGY ( FT ) • MOMENTUM ( POUNDS ) 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 3 .156 .157 .161 .166 .175 .186 .201 .219 .241 .268 .299 .337 .380 .430 .488 .555 .632 .720 .821 .937 .069 .222 .396 .598 .739 430 430 431 432 434 436 439 443 447 452 457 464 471 479 488 498 510 522 536 551 568 586 606 629 644 .39 .62 .35 .58 .34 .67 .58 .12 .32 .21 .83 .25 .50 .64 .74 .88 .13 .57 .33 .50 .23 .65 .94 .30 .42 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 3.84 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE* CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 3.843 3.257 4.008 1178.92 20.117 3.000 3.257 3.165 806.90 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 3.00 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: /"*"* DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE* *W CONTROL (FT) (FT) (FT/SEC) ENERGY (FT) MOMENTUM (POUNDS) 20.117 3.000 3.256 3.165 806.90 21.468 2.942 3.271 3.108 781.93 22.785 24 .081 25.358 26.617 27.858 29.082 30.286 31.471 32.633 33.772 34.885 35.969 37.020 38.034 39.007 39.932 40.802 41.609 42.343 42.990 43.535 43.958 44.236 44.337 89.520 PRES SURE +MOMENTUM DOWNSTREAM 2.884 2.825 2.767 2.709 2.651 2.592 2.534 2.476 2.418 2.360 2.301 2.243 2.185 2.127 2.069 2.010 1.952 1.894 1.836 1.777 1.719 1.661 1.603 1.545 3.298 3.334 3.377 3.426 3.482 3.544 3.613 3.688 3.770 3.859 3.955 4.059 4.173 4.295 4.427 4.570 4.726 4.894 5.077 5.276 5.493 5.730 5.989 6.274 1.545 6.274 T71STn AT? UVT^PatTT TC1 TTTMD-EiJMJJ Ur rllJJKAUia-LC U UlYlir BALANCE OCCURS AT 30.97 3.053 2.998 2.944 2.891 2.839 2.788 2.737 2.687 2.639 2.591 2.544 2.499' 2.455 2.413 2.373 2.335 2.299 2.266 2.236 2.210 2.188 2.171 2.160 2.156 2.156 AVTTVT VGT C FEET UPSTREAM OF DEPTH = 2.501 FEET, UPSTREAM CONJUGATE DEPTH 757.70 734.08 711.07 688.70 666.99 645.96 625.65 606.10 587.32 569.37 552.27 536.06 520.79 506.50 493.23 481.03 469.97 460.10 451.48 444.20 438.35 434.02 431.32 430.39 430.39 NODE 4052.10 = 0.904 FEET NODE 4044.00 : HGL = < 71.635>;EGL= < 72.246>;FLOWLINE= < 70.090> FLOW PROCESS FROM NODE 4044.00 TO NODE 4044.10 IS CODE = 5 UPSTREAM NODE 4044.10 ELEVATION = 70.42 (FLOW IS SUBCRITICAL) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 22.41 23.02 0.61 0.00 0.00 DIAMETER ANGLE (INCHES) (DEGREES) 36.00 36.00 18.00 0.00 ===Q5 EQUALS 90.00 - 0.00 0.00 FLOWLINE ELEVATION 70.42 70.09 70.51 0.00 CRITICAL DEPTH ( FT . ) 1.52 1.54 0.29 0.00 VELOCITY (FT/SEC) 15.792 6.276 0.551 0.000 BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.05584 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00432 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03008 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.150 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 2.660)+( 0.150) + ( 0.000) = 2.811 NODE 4044.10 : HGL = < 71 .184>;EGL= < 75 . 057> ; FLOWLINE= < 70 . 420> C ,'V,,, FLOW PROCESS FROM NODE 4044.10 TO NODE 4022.00 IS CODE = I UPSTREAM NODE 4022.00 ELEVATION = 73.27 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 22.41 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 46.22 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.75 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.80 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.52 DISTANCE FROM CONTROL (FT) 0 1 3 5 6 8 11 13 15 18 20 23 26 30 33 37 42 46 .000 .618 .313 .092 .965 .938 .024 .233 .581 .085 .763 .641 .748 .121 .807 .864 .372 .220 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .803 .800 .798 .796 .793 .791 .789 .787 .784 .782 .780 .777 .775 .773 .771 .768 .766 .764 VELOCITY (FT/SEC) 14 14 14 14 14 15 15 15 15 15 15 15 15 15 15 15 15 15 .736 .795 .855 .915 .975 .036 .098 .160 .222 .285 .348 .411 .476 .540 .605 .671 .737 .787 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 .177 .201 .227 .252 .278 .304 .331 .357 .384 .412 .440 .468 .496 .525 .554 .584 .614 .637 671 673 676 678 680 683 685 688 690 693 695 698 701 703 706 708 711 713 .44 .79 .17 .56 .98 .41 .86 .34 .83 .35 .89 .44 .02 .62 .24 .89 .55 .59 NODE 4022.00 : HGL = < 74.073>;EGL= < 77.447>;FLOWLINE= < 73.270> FLOW PROCESS FROM NODE UPSTREAM NODE 4022.10 4022.00 TO NODE ELEVATION = 4022.10 IS CODE = 5 73.60 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 17.54 22.41 2.82 2.05 0.00== DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 30.00 0.00 73.60 1.42 19.903 36.00 - 73.27 1.52 14.740 18.00 90.00 74.60 0.64 3.941 18.00 90.00 74.60 0.54 3.579 :=Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.12387 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.04602 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.08495 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.425 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 2.468)+( 0.425)+( 0.000) = 2.893 NODE 4022.10 : HGL = < 74.188>;EGL= < 80.339>;FLOWLINE= < 73.600> FLOW PROCESS FROM NODE 4022.10 TO NODE 4011.00 IS CODE = 1 UPSTREAM NODE 4011.00 ELEVATION = 83.80 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 17.54 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 75.21 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.58 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.76 1.42 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 1 2 3 4 5 7 8 10 11 13 15 17 19 22 25 28 32 37 42 49 58 71 75 .000 .846 .747 .706 .729 .824 .998 .260 .621 .092 .689 .430 ,336 .436 .762 .360 .287 .623 .477 .012 .479 .299 .260 .134 .210 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .757 .750 .742 .735 .728 .720 .713 .706 .699 .691 .684 .677 .670 .662 .655 .648 .641 .633 .626 .619 .612 .604 .597 .590 .588 VELOCITY (FT/SEC) 13 14 14 14 14 14 15 15 15 15 16 16 16 16 17 17 17 17 18 18 18 19 19 19 19 .982 .170 .363 .560 .763 .970 .183 .402 .626 .855 .091 .334 .582 .838 .101 .371 .648 .934 .228 .530 .842 .162 .493 .834 .896 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 3 3 3 4 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5 5 6 6 6 6 6 .794 .869 .947 .029 .114 .203 .295 .392 .492 .598 .707 .822 .942 .068 .199 .336 .480 .631 .788 .954 .128 .310 .501 .702 .739 499 505 511 517 524 530 537 544 551 558 566 574 581 590 598 607 616 625 635 645 655 665 676 687 689 .83 .67 .67 .83 .18 .70 .41 .31 .42 .73 .25 .00 .98 .19 .66 .38 .36 .63 .18 .03 .19 .68 .50 .68 .75 NODE 4011.00 : HGL = < 84.557>;EGL= < 87.594>;FLOWLINE= < 83.800> FLOW PROCESS FROM NODE UPSTREAM NODE 4011.10 4011.00 TO NODE ELEVATION = 4011.10 IS CODE = 5 84.13 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) UPSTREAM 16.38 30.00 0.00 84.13 1.37 15.446 DOWNSTREAM 17.54 30.00 - 83.80 1.42 13.986 LATERAL #1 0.95 18.00 90.00 84.13 0.36 1.622 LATERAL #2 0.21 18.00 90.00 84.13 Q5 0.00===Q5 EQUALS BASIN INPUT=== 0.17 0.359 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.06421 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.04605 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.05513 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.276 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.636)+( 0.276)+( 0.000) = 0.912 NODE 4011.10 : HGL = < 84.801>;EGL= < 88.506>;FLOWLINE= < 84.130> FLOW PROCESS FROM NODE 4011.10 TO NODE 4010.00 IS CODE = 1 UPSTREAM NODE 4010.00 ELEVATION = 97.63 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 16.38 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 179.23 FEET MANNING'S N = 0.01300 iw NORMAL DEPTH (FT) = UPSTREAM CONTROL ASSUMED GRADUALLY DISTANCE 0.64 CRITICAL DEPTH (FT) = FLOWDEPTH(FT) = 1.37 1.37 VARIED FLOW PROFILE COMPUTED INFORMATION: FROM CONTROL (FT) 0 0 0 0 0 0 0 1 1 2 2 3 4 5 6 8 9 12 14 18 22 28 37 49 72 179 .000 .018 .074 .171 .315 .513 .771 .098 .504 .003 .608 .338 .216 .270 .537 .064 .914 .173 .961 .458 .941 .877 .143 .714 .930 .230 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 .366 .338 .309 .280 .251 .222 .193 .164 .135 .106 .078 .049 .020 .991 .962 .933 .904 .875 .847 .818 .789 .760 .731 .702 .673 .671 VELOCITY (FT/SEC) 5 6 6 6 6 6 7 7 7 7 8 8 8 9 9 9 10 10 11 11 12 12 13 14 15 15 .966 .126 .296 .476 .666 .868 .082 .310 .553 .811 .088 .383 .700 .040 .406 .800 .226 .688 .189 .735 .330 .983 .701 .493 .370 .442 SPECIFIC ENERGY 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 4 4 PRESSURE* ( FT ) MOMENTUM ( POUND S ) .919 .921 .925 .931 .941 .955 .972 . 994 .022 .055 .094 .141 .196 .261 .337 .425 .529 .650 .792 .957 .151 .379 .648 .966 .344 .376 289 289 290 291 293 295 297 300 304 308 313 319 326 333 342 351 362 374 387 402 418 436 457 480 506 508 .55 .77 .41 .49 .04 .09 .66 .80 .53 .90 .96 .76 .36 .83 .25 .70 .28 .11 .32 .07 .54 .93 .50 .55 .42 .56 NODE 4010.00 : HGL = < 98.996>;EGL= < 99.549>;PLOWLINE= < 97.630> FLOW PROCESS FROM NODE 4010.00 TO NODE 4010.10 IS CODE = 5 UPSTREAM NODE 4010.10 ELEVATION = 97.96 (FLOW UNSEALS IN REACH) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 8.21 18.00 0.00 97.96 1.11 16.38 30.00 - 97.63 • 1.37 8.15 24.00 90.00 97.96 1.02 0.02 18.00 90.00 97.96 0.05 0.00===Q5 EQUALS BASIN INPUT=== 12.381 5.962 5.082 0.020 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.05312 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00473 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.02893 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.145 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.248)+( 0.145)+( 0.000) = 1.393 NODE 4010.10 : HGL = < 98.562>;EGL= < 100.942>;FLOWLINE= < 97.960> ****************************************************************** ********* FLOW PROCESS FROM NODE 4010.10 TO NODE 4002.00 IS CODE = 1 UPSTREAM NODE 4002.00 ELEVATION = 103.33 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 8.21 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 88.97 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.58 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.11 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.11 DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 0 1 1 2 2 3 4 .000 .017 .067 .156 .287 .465 .697 .989 .350 .789 .319 .955 .715 .620 FLOW DEPTH VELOCITY (FT) 1 1 1 1 1 1 0 0 0 0 0 0 0 0 .109 .088 .067 .046 .025 .004 .983 .962 .940 .919 .898 .877 .856 .835 (FT/SEC) 5 5 6 6 6 6 6 6 7 7 7 7 7 8 .857 .977 .103 .237 .379 .530 .689 .858 .038 .228 .431 .647 .876 .121 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .642 .643 .646 .651 .657 .666 .678 .692 .710 .731 .756 .786 .820 .860 136 136 136 137 137 138 139 140 141 143 145 147 149 151 .51 .58 .81 .19 .73 .45 .35 .45 .75 .26 .01 .01 .27 .81 5 6 8 10 12 15 19 24 30 40 59 88 .701 .995 .551 .438 .748 .624 .282 .086 .722 .730 .056 .970 0 0 0 0 0 0 0 0 0 0 0 0 .814 .793 .772 .750 .729 .708 .687 .666 .645 .624 .603 .602 8 8 8 9 9 9 10 10 11 11 12 12 .382 .662 .961 .282 .627 .998 .399 .831 .300 .809 .363 .377 1 1 2 2 2 2 2 2 2 2 2 2 .906 .958 .019 .089 .169 .261 .367 .489 .629 .790 .977 .982- 154 157 161 165 169 174 179 185 192 199 207 207 .66 .84 .38 .30 .64 .45 .76 .62 .10 .27 .19 .39 NODE 4002.00 : HGL = < 104.439>;EGL= < 104.972>;FLOWLINE= < 103.330> c FLOW PROCESS FROM NODE UPSTREAM NODE 4002.10 4002.00 TO NODE ELEVATION = 4002.10 IS CODE = 5 103.66 (FLOW UNSEALS IN REACH) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 5.81 8.21 2.40 0.00 18.00 18.00 18.00 0.00 90.00 - 90.00 0.00 103.66 103.33 103.66 0.00 0.93 1.11 0.59 0.00 3.288 5.857 1.522 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00306 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00759 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00532 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.027 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.554)+( 0.027)+( 0.000) = 0.581 NODE 4002.10 : HGL = < 105.385>;EGL= < 105.553>;FLOWLINE= < 103.660> FLOW PROCESS FROM NODE 4002.10 TO NODE 4008.00 IS CODE = 1 UPSTREAM NODE 4008.00 ELEVATION = 104.35 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 5.81 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 34.50 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.65 CRITICAL DEPTH(FT) = 0.93 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.93 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL(FT) FLOW DEPTH VELOCITY (FT) (FT/SEC) SPECIFIC ENERGY(FT) PRESSURE+ MOMENTUM(POUNDS) 0.000 0.019 0.079 0.183 0.337 0.544 0.813 1.148 1.560 2.057 2.651 3.357 4.192 5.177 6.340 7.716 9.351 11.308 13.675 16.580 20.225 24.942 31.362 34.500 0.930 0.919 0.908 0.897 0.886 0.875 0.863 0.852 0.841 0.830 0.819 0.808 0.796 0.785 0.774 0.763 0.752 0.741 0.730 0.718 0.707 0.696 0.685 0.681 5.045 5.117 5.191 5.269 5.348 5.431 5.516 5.604 5.695 5.789 5.887 5.988 6.093 6.202 6.315 6.431 6.553 6.679 6.810 6.946 7.088 7.235 7.388 7.440 1.326 1.326 1.327 1.328 1.330 1.333 1.336 1.340 1.345 1.351 1.357 1.365 1.373 1.383 1.394 1.406 1.419 1.434 1.450 1.468 1.488 1.509 1.533 1.541 85.82 85.84 85.89 85.99 86.13 86.30 86.53 86.79 87.10 87.46 87.87 88.33 88.84 89.40 90.03 90.71 91.45 92.26 93.14 94.08 95.10 96.20 97.37 97.78 C HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 1.73 = = = = =; = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = =5 = = = = = = = s: = = = = = = PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 13.303 PRESSURE HEAD (FT) 1.725 1.500 VELOCITY (FT/SEC) 3.288 3.288 SPECIFIC ENERGY (FT) 1.893 1.668 PRESSURE+ MOMENTUM ( POUNDS ) 144.57 119.72 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 = = = = =::z: = sr:5 = =: = = = —= = = = = = = — = = = = = = = =: = = := = = :=: = = = := = =::=::= = = = — — = = : GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 13 14 15 16 18 19 20 21 22 23 24 25 26 27 27 .303 .574 .780 .946 .081 .188 .268 .322 .351 .355 .332 .281 .201 .089 .944 FLOW DEPTH VELOCITY (FT) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .500 .477 .454 .432 .409 .386 .363 .340 .318 .295 .272 .249 .227 .204 .181 (FT/SEC) 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 .287 .297 .316 .341 .371 .405 .443 .485 .531 .581 .635 .693 .755 .821 .892 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .668 .646 .625 .605 .585 .566 .547 .529 .511 .494 .477 .461 .446 .431 .416 119 117 115 112 110 108 106 104 102 101 99 97 96 94 93 .72 .33 .05 .84 .72 .66 .68 .77 .93 .17 .49 .89 .37 .93 .59 28 29 30 30 31 32 32 33 33 33 33 34 .762 .539 .271 .953 .580 .143 .634 .044 .358 .561 .634 .500 | PRESSURE+MOMENTUM j DOWNSTREAM 1. 1. 1. 1. 1. 1. 1. 0. 0. 0. 0. 0. T7'Nm BALANCE DEPTH = 158 135 113 090 067 044 021 999 976 953 930 930 OTT 3. 4. 4. 4. 4. 4. 4. 4. 4. 4. 5. 5. 967 047 133 223 320 423 532 648 772 904 045 045 1 1 1 1 1 1 1 1 1 1 1 1 . . . . . . . . . . 403 390 378 367 357 348 341 334 330 327 326 326- 92. 91. 90. 89. 88. 87. 86. 86. 86. 85. 85. 85. 33 17 12 16 31 58 97 48 12 89 82 82 UVF*D7\TTT.Tr* .TTTM13 TVMAT VO T O OCCURS AT 32.00 FEET UPSTREAM OF 1.050 FEET,UPSTREAM CONJUGATE DEPTH NODE 4002. = 0.822 10 FEET NODE 4008.00 : HGL = < 105 . 280>;EGL= < 105 . 676>; FLOWLINE= < 104.350> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4008.00 FLOWLINE ELEVATION = 104.35 ASSUMED UPSTREAM CONTROL HGL = 105.28 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES4001.DAT TIME/DATE OF STUDY: 16:33 11/20/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE* NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 4106 4210 4210 4118 4118 4124 .20 .00 .10 .00 .10 .00 MAXIMUM - } FRICTION - } JUNCTION - } FRICTION - } JUNCTION - } FRICTION - NUMBER OF 5 5 5 4 4 4 .97* .36* .03* .91* .81* .57* ENERGY BALANCES 1007 887 824 800 464 437 USED IN .98 .74 .10 .81 .03 .22 EACH 0. 0. 0. 0. 0. 0. PROFILE 96 70 95 DC 97 DC 63 75 DC = 25 108 125 108 108 51 49 .78 .63 .82 .76 .79 .72 NOTE: STEADY PLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD , LACFCD , AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4106.20 FLOWLINE ELEVATION = 60.29 PIPE FLOW = 7.39 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 66.260 FEET NODE 4106.20 : HGL = < 66 . 260> ;EGL= < 66 . 346> ; FLOWLINE= < 60.290> FLOW PROCESS FROM NODE 4106.20 TO NODE 4210.00 IS CODE = 1 UPSTREAM NODE 4210.00 ELEVATION = 61.07 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 7.39 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 156.13 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 7.39)/( 226.223))**2 = 0.00107 HF=L*SF = ( 156.13)*(0.00107) = 0.167 NODE 4210.00 HGL 66.427>;EGL= < 66.513>;FLOWLINE= < 61.070> FLOW PROCESS FROM NODE UPSTREAM NODE 4210.10 4210.00 TO NODE ELEVATION = 4210.10 IS CODE = 5 61.40 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 7.39 7.39 0.00 0.00 0.00 DIAMETER (INCHES) 24.00 24.00 0.00 0.00 ANGLE (DEGREES) 0.00 - 0.00 0.00 FLOWLINE ELEVATION 61.40 61.07 0.00 0.00 CRITICAL .DEPTH (FT.) 0.97 0.97 0.00 0.00 VELOCITY (FT/SEC) 2.352 2.352 0.000 0.000 ===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00107 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00107 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00107 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.005 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.000)+( 0.005)+( 0.000) = 0.005 NODE 4210.10 : HGL = < 66.432>;EGL= < 66.518>;FLOWLINE= < 61.400> FLOW PROCESS FROM NODE UPSTREAM NODE 4118.00 4210.10 TO NODE ELEVATION = 4118.00 IS CODE = 1 61.55 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW PIPE LENGTH = SF=(Q/K)**2 = HF=L*SF = ( 7.39 CFS PIPE DIAMETER = 24.00 INCHES 29.22 FEET MANNING'S N = 0.01300 ( 7.39)/( 226.223))**2 = 0.00107 29.22)* (0.00107) = 0.031 NODE 4118.00 : HGL = < 66.463>;EGL= < 66.549>;FLOWLINE= < 61.550> c FLOW PROCESS FROM NODE UPSTREAM NODE 4118.10 4118.00 TO NODE ELEVATION = 4118.10 IS CODE = 5 61.88 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 90.003.83 7.39 3.56 0.00 0.00===Q5 EQUALS BASIN INPUT=== 18.00 24.00 18.00 0.00 90.00 0.00 61.88 61.55 61.88 0.00 0.75 0.97 0.72 0.00 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00133 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00107 2.167 2.352 2.015 0.000 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00120 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.006 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.210)+( 0.006)+( 0.000) = 0.216 NODE 4118.10 : HGL = < 66.692>;EGL= < 66.765>;FLOWLINE= < 61.880> FLOW PROCESS FROM NODE 4118.10 TO NODE 4124.00 IS CODE = 1 UPSTREAM NODE 4124.00 ELEVATION = 62.16 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.83 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 27.75 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 3.83)/( 105.048))**2 = 0.00133 HF=L*SF = ( 27.75)* (0.00133) = 0.037 NODE 4124.00 : HGL = < 66.729>;EGL= < 66.802>;FLOWLINE= < 62.160> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4124.00 FLOWLINE ELEVATION = 62.16 ASSUMED UPSTREAM CONTROL HGL = 62.91 FOR DOWNSTREAM RUN ANALYSIS c END OF GRADUALLY VARIED FLOW ANALYSIS PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2017.DAT TIME/DATE OF STUDY: 16:28 12/04/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2044.20- 2.74* 219.99 0.14 12.60 } FRICTION 2048.00- 0.31*Dc 5.79 0.31*Dc 5.79 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2044.20 FLOWLINE ELEVATION = 84.47 PIPE FLOW = 0.71 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 87.210 FEET NODE 2044.20 : HGL = < 87.210>;EGL= < 87.213>;FLOWLINE= < 84.470> FLOW PROCESS FROM NODE 2044.20 TO NODE 2048.00 IS CODE = 1 UPSTREAM NODE 2048.00 ELEVATION = 89.60 (FLOW SEALS IN REACH) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 0.71 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 25.82 FEET MANNING'S N = 0.01300 DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 2.74 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.740 0.402 2.743 219.99 c 6.243 1.500 0.402 1.503 83.26 NORMAL DEPTH(FT) = 0.13 CRITICAL DEPTH(FT) = 0.31 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 6 6 6 6 7 7 7 7 8 8 8 8 9 9 9 9 10 10 10 10 10 11 11 11 11 11 25 .243 .481 .720 .958 .197 .435 .673 .910 .148 .385 .622 .858 .094 .329 .563 .797 .028 .258 .484 .707 .924 .132 .326 .497 .629 .686 .820 FLOW DEPTH (FT) 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .500 .453 .405 .358 .310 .263 .215 .168 .120 .073 .025 .978 .930 .883 .835 .788 .740 .693 .645 .598 .550 .503 .455 .408 .360 .313 .313 VELOCITY (FT/SEC) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 2 2 2 .402 .405 .413 .422 .434 .447 .463 .481 .501 .525 .552 .582 .617 .656 .702 .755 .817 .890 .976 .081 .208 .366 .566 .826 .173 .656 .656 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .503 .455' .408 .360 .313 .266 .218 .171 .124 .077 .030 .983 .936 .889 .843 .797 .751 .705 .660 .616 .573 .532 .493 .460 .434 .423 .423 83 78 72 67 62 58 53 49 44 40 36 33 29 26 23 20 18 15 13 11 10 8 7 6 6 5 5 .26 .04 .91 .88 .98 .22 .62 .18 .93 .86 .98 .31 .85 .59 .56 .74 .14 .77 .63 .73 .06 .64 .47 .58 .00 .79 .79 NODE 2048.00 : HGL 89.913>;EGL= < 90.023>;FLOWLINE= <89 .600> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2048.00 ASSUMED UPSTREAM CONTROL HGL = t***** **********i FLOWLINE ELEVATION = 89.60 89.91 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS C PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2020.DAT TIME/DATE OF STUDY: 16:43 12/04/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 2104.30- 3.98* 402.65 0.48 173.43 } FRICTION } HYDRAULIC JUMP 2105.00- 0.99 DC 99.83 0.60* 134.36 } JUNCTION 2105.10- 0.99 DC 99.83 0.61* 132.74 } FRICTION 2194.00- 0.99*Dc 99.83 0.99*Dc 99.83 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2104.30 FLOWLINE ELEVATION = 66.08 PIPE FLOW = 6.51 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 70.060 FEET NODE 2104.30 : HGL = < 70.060>;EGL= < 70.271>;FLOWLINE= < 66.080> FLOW PROCESS FROM NODE 2104.00 TO NODE 2105.00 IS CODE = 1 UPSTREAM NODE 2105.00 ELEVATION = 72.30 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 6.51 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 78.03 FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.48 CRITICAL DEPTH(FT) = 0.99 = = = =. = = = = = = = = = = — = = = =; — = := = =: = = = = = = = = — = = = = — = = = = = = UPSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 0.60 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC CONTROL (FT) (FT) (FT/SEC) ENERGY (FT) 0.000 0.602 9.823 2.101 0.626 0.597 9.932 2.129 1.292 0.592 10.044 2.159 2.000 0.587 10.158 2.190 2.755 0.582 10.275 2.222 3.562 0.577 10.394 2.255 4.427 0.572 10.516 2.290 5.355 0.567 10.640 2.326 6.355 0.562 10.767 2.363 7.434 0.557 10.897 2.402 8.605 0.552 11.030 2.442 9.879 0.547 11.166 2.484 11.272 0.542 11.305 2.528 12.805 0.537 11.447 2.573 14.501 0.532 11.593 2.620 16.391 0.527 11.742 2.669 18.519 0.522 11.894 2.720 20.939 0.517 12.050 2.773 23.731 0.512 12.210 2.829 27.012 0.507 12.374 2.886 30.960 0.502 12.542 2.946 35.876 0.497 12.714 3.009 42.325 0.492 12.891 3.074 51.574 0.487 13.072 3.142 67.690 0.482 13.258 3.213 78.030 0.482 13.259 3.214 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD (FT) = 3.98 PRESSURE FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM PRESSURE VELOCITY SPECIFIC CONTROL (FT) HEAD (FT) (FT /SEC) ENERGY (FT) 0.000 3.980 3.684 4.191 32.687 1.500 3.684 1.711 ASSUMED DOWNSTREAM PRESSURE HEAD (FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC CONTROL (FT) (FT) (FT/SEC) ENERGY (FT) 32.687 1.500 3.683 1.711 32.942 1.479 3.693 1.691 33.183 1.459 3.711 1.673 33.416 1.438 3.735 1.655 33.642 1.418 3.763 1.638 33.861 1.397 3.796 1.621 PRESSURE* MOMENTUM ( POUNDS ) 134.36 135.54 136.74 137.98 139.26 140.57 141.91 143.29 144.70 146.16 147.65 149.18 150.76 152.37 154.04 155.74 157.50 159.30 161.15 163.06 165.02 167.03 169.10 171.23 173.42 173.43 PRESSURE+ MOMENTUM ( POUNDS ) 402.65 129.18 PRESSURE+ MOMENTUM ( POUNDS ) 129.18 127.04 125.02 123.08 121.22 119.42 34 34 34 34 34 35 35 35 35 35 35 35 36 36 36 36 36 36 36 36 78 .073 .279 .479 .673 .860 .040 .213 .379 .537 .686 .826 .956 .075 .183 .279 .360 .426 .476 .507 .518 .030 1.377 1.356 1.336 1.315 1.295 1.274 1.254 1.233 1.213 1.192 1.172 1.151 1.130 1.110 1.089 1.069 1.048 1.028 1.007 0.987 0.987 RND np 3, 3, 3 , 3. 4. 4. 4. 4. 4. 832 872 916 963 013 067 125 187 252 4.321 4.395 4.473 555 642 734 831 934 043 158 279 279 OF HYDRAULIC JUMP ANALYSIS PRESSURE+MOMENTUM BALANCE OCCURS AT 27.69 FEET UPSTREAM OF DOWNSTREAM DEPTH = 1.879 FEET, UPSTREAM CONJUGATE DEPTH 1.605 1.589 1.574 1.559 1.545 1.531 1.518 1.505 1.494 1.482 1.472 1.462 1.453 1.445 1.438 1.432 1.427 1.423 1.421 1.420 1.420 QTC3 117.69 116.03 114.44 112.92 111.46 110.08 108.78 107.55 106.40 105.33 104.34 103.44 102.63 101.92 101.30 100.79 100.37 100.08 99.89 99.83 99.83 NODE 2104.00 = 0.488 FEET NODE 2105.00 : HGL = < 72.902>;EGL= < 74.401>;FLOWLINE= < 72.300> FLOW PROCESS FROM NODE UPSTREAM NODE 2105.10 2105.00 TO NODE ELEVATION = 2105.10 IS CODE = 5 72.63 (FLOW IS SUPERCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 6.51 6.51 0.00 0.00 DIAMETER (INCHES) 18.00 18.00 0.00 0.00 ANGLE (DEGREES) 0.00 - 0.00 0.00 FLOWLINE ELEVATION 72.63 72.30 0.00 0.00 CRITICAL DEPTH (FT. ) 0.99 0.99 0.00 0.00 VELOCITY (FT/SEC) 9.674 9.826 0.000 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03209 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.03348 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.03279 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.164 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.127)+( 0.164)+( 0.000) = 0.291 NODE 2105.10 : HGL = < 73.239>;EGL= < 74.692>;FLOWLINE= < 72.630> FLOW PROCESS FROM NODE 2105.10 TO NODE 2194.00 IS CODE = 1 UPSTREAM NODE 2194.00 ELEVATION = 74.40 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 6.51 CFS PIPE DIAMETER =18.00 INCHES PIPE LENGTH = 46.94 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.58 CRITICAL DEPTH(FT) = 0.99 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.99 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 1 1 1 2 3 3 4 5 7 8 10 13 15 19 24 30 40 46 .000 .017 .070 .164 .302 .490 .734 ,041 .419 .878 .430 .089 .873 .804 .909 .225 .800 .698 .009 .866 .476 .186 .644 .311 .940 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .987 .971 .954 .938 .922 .906 .890 .874 .857 .841 .825 .809 .793 .777 .760 .744 .728 .712 .696 .680 .663 .647 .631 .615 .609 VELOCITY (FT/SEC) 5. 5. 5. 5. 5. 5. 5. 6. 6. 6. 6. 6. 6. 7. 7. 7. 7. 7 . 8. 8. 8. 8. 9. 9. 9. 279 380 486 596 712 833 960 093 233 380 534 697 868 048 238 439 651 875 113 365 633 917 220 544 671 SPECIFIC ENERGY 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 PRESSURE* ( FT) MOMENTUM ( POUNDS ) .420 .420 .422 .425 .429 .435 .442 .450 .461 .474 .488 .506 .526 .548 .574 .604 .638 .676 .718 .767 .821 .883 .952 .030 .062 99 99 99 100 100 100 101 101 102 103 104 105 106 107 109 111 112 114 117 119 122 124 128 131 132 .83 .87 .99 .20 .50 .89 .38 .97 .67 .48 .41 .47 .66 .99 .47 .11 .91 .90 .08 .46 .06 .91 .01 .39 .74 NODE 2194.00 : HGL = < 75.387>;EGL= < 75.820>;FLOWLINE= < 74.400> *******************************************i UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2194.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 74.40 75.39 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE-PLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD , LACRD , AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave . West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2024.DAT TIME/DATE OF STUDY: 16:05 11/19/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD (FT) MOMENTUM ( POUNDS ) DEPTH (FT) MOMENTUM ( POUNDS ) 2050.20- 1.04* 37.64 0.17 3.05 } FRICTION 2060.00- 0.49* 7.04 0.23 DC 2.63 ______________________________________________________________________________ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD , LACFCD , AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2050.20 FLOWLINE ELEVATION = 77.05 PIPE FLOW = 0.38 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 78.090 FEET NODE 2050.20 : HGL = < 78 . 090> ;EGL= < 78 . 091> ; FLOWLINE= < 77.050> FLOW PROCESS FROM NODE 2050.20 TO NODE 2060.00 IS CODE = 1 UPSTREAM NODE 2060.00 ELEVATION = 77.59 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 0.38 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 26.79 FEET MANNING'S N = 0.01300 NORMAL DEPTH (FT) = 0.16 CRITICAL DEPTH (FT) = 0.23 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 1.04 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL (FT) 0 1 3 4 6 8 9 11 12 14 16 17 19 20 22 23 25 26 .000 .609 .218 .826 .433 .039 .645 .249 .852 .454 .053 .650 .244 .833 .418 .996 .564 .790 (FT) 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .040 .007 .975 .943 .910 .878 .845 .813 .780 .748 .715 .683 .650 .618 .585 .553 .520 .494 (FT/SEC) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .291 .301 .312 .325 .339 .354 .370 .389 .409 .432 .457 .485 .517 .554 .595 .643 .698 .748 ENERGY ( FT ) MOMENTUM ( POUNDS ) 1. 1. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 041 009 977 944 912 879 847 815 783 750 718' 686 654 622 591 559 528 503 37 35 32 30 27 25 23 21 19 17 16 14 12 11 10 8 7 7 .64 .04 .54 .13 .82 .60 .48 .47 .55 .73 .02 .40 .89 .47 .16 .95 .84 .04 NODE 2060.00 HGL 78.084>;EGL= < 78.093>;FLOWLINE= < 77.590> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2060.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 77.59 77.82 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS C **************** PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD , LACRD , AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES2025.DAT ' TIME/DATE OF STUDY: 14:14 11/26/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE* FLOW PRESSURE* NUMBER PROCESS HEAD (FT) MOMENTUM ( POUNDS ) DEPTH (FT) MOMENTUM ( POUNDS ) 2050.30- 1.04* 44.99 0.48 26.43 } FRICTION 2057.00- 0.97* 40.43 0.57 DC 25.20 ----------------------------------- MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD -LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD , LACFCD , AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2050.30 FLOWLINE ELEVATION = 77.05 PIPE FLOW = 2.26 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 78.090 FEET NODE 2050.30 : HGL = < 78 . 090> ;EGL= < 78 . 136>; FLOWLINE= < 77.050> ***************************************************************************** FLOW PROCESS FROM NODE 2050.30 TO NODE 2057.00 IS CODE = 1 UPSTREAM NODE 2057.00 ELEVATION = 77.11 (FLOW IS SUBCRITICAL) — — _ — — — — — — — — — — — — — — — — — — — — — _ — — -. — __ — _ — — — _— — — _-• — — _ — — __ — ___________________________ CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 2.26 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 2.75 FEET MANNING'S N = 0.01300 NORMAL DEPTH (FT) = 0.39 CRITICAL DEPTH (FT) = 0.57 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 1.04 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL (FT) 0.000 0.803 1.600 2.391 2.750 (FT) 1.040 1.021 1.002 0.983 0.975 (FT/SEC) 1.728 1.763 1.801 1.840 1.859 ENERGY (FT) 1.086 1.069 1.053 1.036 1.028 MOMENTUM (POUNDS) 44.99 43.63 42.30 41.01 40.43 NODE 2057.00 : HGL 78.085>;EGL= < 78.138>;FLOWLINE= < 77.110> ************! UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 2057.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION 77.11 77.68 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS c c C PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES4000A.DAT TIME/DATE OF STUDY: 08:34 11/21/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE* FLOW PRESSURE* NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 4172.00- 4.54* 2546.71 2.61 1800.47 } FRICTION 4170.00- 5.12* 2802.66 2.61 DC 1800.47 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4172.00 FLOWLINE ELEVATION = 56.89 PIPE FLOW = 66.32 CFS PIPE DIAMETER = 36.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 61.430 FEET NODE 4172.00 : HGL = < 61.430>;EGL= < 62.797>;FLOWLINE= < 56.890> ****************************************************************************** FLOW PROCESS FROM NODE 4172.00 TO NODE 4170.00 IS CODE = 1 UPSTREAM NODE 4170.00 ELEVATION = 57.49 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 66.32 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 119.38 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 66.32)/( 666.985))**2 = 0.00989 HF=L*SF = ( 119.38)* (0.00989) = 1.180 NODE 4170.00 : HGL = < 62.610>;EGL= < 63.977>;FLOWLINE= < 57.490> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4170.00 FLOWLINE ELEVATION = 57.49 ASSUMED UPSTREAM CONTROL HGL = 60.10 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS (4G.L = 17Sf PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES4000B.DAT TIME/DATE OF STUDY: 07:43 12/05/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE* FLOW PRESSURE* NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 4170 4200 4200 4140 4140 4106 .10 .00 .10 .00 .10 .00 MAXIMUM - } FRICTION - } JUNCTION - } FRICTION - } JUNCTION - } FRICTION - NUMBER OF 6 6 5 5 5 5 .07* .05* .65* .62* .67* .35* ENERGY BALANCES 3479. 3467. 3228. 3211. 2970. 2778. USED IN 46 84 76 74 64 06 EACH 2. 2. 2. 2. 2. 2. PROFILE 09 00 55 55 32 33 = DC DC DC DC 25 1760 1805 1666 1666 1309 1309 .57 .23 .73 .73 .38 .33 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4170.10 FLOWLINE ELEVATION = 57.91 PIPE FLOW = 66.32 CFS PIPE DIAMETER = 42.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 63.980 FEET NODE 4170.10 : HGL = < 63.980>;EGL= < 64.718>;FLOWLINE= < 57.910> FLOW PROCESS FROM NODE 4170.10 TO NODE 4200.00 IS CODE = 1 UPSTREAM NODE 4200.00 ELEVATION = 58.03 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 66.32 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 23.16 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 66.32)/( 1006.112))**2 = 0.00435 HF=L*SF = ( 23.16)*(0.00435) = 0.101 NODE 4200.00 : HGL = < 64.081>;EGL= < 64.818>;FLOWLINE= < 58.030> FLOW PROCESS FROM NODE UPSTREAM NODE 4200.10 4200.00 TO NODE ELEVATION = 4200.10 IS CODE = 5 58.45 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 66.32 66.32 0.00 0.00 0.00 = 42.00 42.00 0.00 0.00 0.00 0.00 0.00 58.45 58.03 0.00 0.00 2.55 2.55 0.00 0.00 6.893 6.893 0 .000 0.000 ==Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00434 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00434 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00434 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.022 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.000)+( 0.022)+( 0.000) = 0.022 NODE 4200.10 : HGL ***************** FLOW PROCESS FROM NODE UPSTREAM NODE 4140.00 64.102>;EGL= < 64.840>;FLOWLINE= < 58.450> *********************************** ******* 4200.10 TO NODE 4140.00 IS CODE = 1 ELEVATION = 58.64 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 66.32 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 37.20 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 66.32)/( 1006.112))**2 = 0.00435 HF=L*SF = ( 37.20)* (0.00435) = 0.162 NODE 4140.00 : HGL = < 64.264>;EGL= < 65.002>;FLOWLINE= < 58.640> FLOW PROCESS FROM NODE UPSTREAM NODE 4140.10 **************** **************************** 4140.00 TO NODE ELEVATION = 4140.10 IS CODE = 5 59.06 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 55.45 42.00 0.00 59.06 2.33 66.32 42.00 - 58.64 2.55 7.83 18.00 90.00 59.06 1.08 3.05 18.00 90.00 59.06 0.66 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00304 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00434 5.763 6.893 4.431 1.726 c AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00369 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.018 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.222)+( 0.018)+( 0.000) = 0.240 NODE 4140.10 : HGL = < 64.727>;EGL= < 65.242>;FLOWLINE= < 59.060> FLOW PROCESS FROM NODE 4140.10 TO NODE 4106.00 IS CODE = 1 UPSTREAM NODE 4106.00 ELEVATION = 59.87 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 55.45 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 161.06 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 55.45)/( 1006.105))**2 = 0.00304 HF=L*SF = ( 161.06)*(0.00304) = 0.489 NODE 4106.00 : HGL = < 65.216>;EGL= < 65.732>;FLOWLINE= < 59.870> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4106.00 FLOWLINE ELEVATION = 59.87 ASSUMED UPSTREAM CONTROL HGL = 62.20 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS \ 2--D PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD , LACRD , AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES4000C.DAT TIME/DATE OF STUDY: 08:45 11/21/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE* FLOW PRESSURE+ NUMBER PROCESS HEAD (FT) MOMENTUM ( POUNDS ) DEPTH (FT) MOMENTUM ( POUNDS ) 4106.10- 5.96* 3000.91 2.12 1096.12 } FRICTION 4104.00- 5.27* 2585.11 2.17 DC 1095.03 ------------------------------------------------------------------------------ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD , LACFCD , AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4106.10 FLOWLINE ELEVATION = 60.29 PIPE FLOW = 48.48 CFS PIPE DIAMETER = 42.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 66.250 FEET NODE 4106.10 : HGL = < 66.250>;EGL= < 66 . 644>; FLOWLINE= < 60.290> FLOW PROCESS FROM NODE 4106.10 TO NODE 4104.00 IS CODE = 1 UPSTREAM NODE 4104.00 ELEVATION = 61.58 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 48.48 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 257.30 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 48.48)/( 1006 . 104) ) **2 = 0.00232 HF=L*SF = ( 257. 30)*(0. 00232) = 0.597 NODE 4104.00 : HGL = < 66.847>;EGL= < 67.242>;FLOWLINE= < 61.580> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4104.00 FLOWLINE ELEVATION ASSUMED UPSTREAM CONTROL HGL = 63.75 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS "2.0O5 MODE: HUH.Q - mo-4.1 V.7" xu - >s. ^' Ci- = 0-98 (4&L ^ PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES4000D.DAT TIME/DATE OF STUDY: 07:52 12/05/2007 C **********: NODE NUMBER 4104 4096 4096 4072 4072 4070 4070 4052 4052 4044 4044 4022 4022 4011 4011 4010 4010 .10- } .00- } .10- } .00- } .10- } .00- } .10- } .00- } .10- } .00- } .10- } .00- } .10- } .00- } .10- } .00- } .10- ******************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN MODEL PRESSURE PRESSURE* FLOW PRESSURE* PROCESS HEAD FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION FRICTION JUNCTION 5 5 5 5 5 4 4 4 3 1 2 1 1 1 1 1 1 ( FT ) MOMENTUM ( POUNDS ) .83* .66* .41* .01* .14* .13* .10* . 05* .84* } HYDRAULIC .54*Dc .21 .52 DC .67 .42 DC .37 DC .37*Dc .81 2922 2823 2577 2339 2239 1629 1421 1400 1178 JUMP 430 517 415 330 316 289 289 190 .86 .21 .38 .36 .32 .33 .11 .06 .92 .39 .59 .61 .64 .69 .55 .55 .54 DEPTH ( FT ) MOMENTUM ( POUNDS ) 2 2 1 2 1 1 1 1 0 1 0 0 0 0 0 1 0 .12 .17 DC .97 .06 DC .64 .74 DC .83 DC .47 .87 .54*Dc .76* .80* .59* .76* .67* .37*Dc .60* 1096 1095 953 951 632 629 655 701 644 430 713 671 689 499 508 289 207 .01 .03 .42 .06 .42 .02 .88 .43 .42 .39 .59 .44 .75 .83 .56 .55 .39 I--4*,./ } FRICTION 4002.00- } JUNCTION 4002.10- } FRICTION 4008.00- 1.ll*Dc 136.51 1.73* 144.57 } HYDRAULIC JUMP 0.93*Dc 85.82 l.ll*Dc 0.68 0.93*Dc 136.51 97.78 85.82 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION *************************************************************************^ DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4104.10 FLOWLINE ELEVATION = 62.00 PIPE FLOW = 48.48 CFS PIPE DIAMETER = 42.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 67.830 FEET NODE 4104.10 : HGL = < 67.830>;EGL= < 68.224>;FLOWLINE= < 62.000> FLOW PROCESS FROM NODE UPSTREAM NODE 4096.00 4104.10 TO NODE ELEVATION = 4096.00 IS CODE = 1 62.31 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 48.48 CFS PIPE DIAMETER = 42.00 INCHES PIPE LENGTH = 62.02 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 48.48)/( 1006.097))**2 = 0.00232 HF=L*SF = ( 62.02)* (0.00232) = 0.144 NODE 4096.00 HGL 67.974>;EGL= < 68.368>;FLOWLINE= < 62.310> r******************** FLOW PROCESS FROM NODE UPSTREAM NODE 4096.10 4096.00 TO NODE ELEVATION = 4096.10 IS CODE = 5 62.73 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 43.57 42.00 0.00 62.73 2.06 48.48 42.00 - 62.31 2.17 4.90 18.00 90.00 62.73 0.85 0.00 0.00 0.00 0.00 0.00 0.00===Q5 EQUALS BASIN INPUT=== 4.529 5.039 2.773 0 .000 JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00188 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00232 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00210 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.010 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS) + (FRICTION LOSS) + (ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.076)+( 0.010)+( 0.000) = 0.086 NODE 4096.10 : HGL = < 68.136>;EGL= < 68 . 455> ; FLOWLINE= < 62.730> PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES4002.DAT TIME/DATE OF STUDY: 12:19 11/20/2007 IT************************ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 4118.20- 4.81* 463.78 0.68 50.45 } FRICTION ***"" 4112.00- 4.77* 459.92 0.75 DC 49.72 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4118.20 FLOWLINE ELEVATION = 61.88 PIPE FLOW = 3.83 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 66.690 FEET NODE 4118.20 : HGL = < 66.690>;EGL= < 66.763>;FLOWLINE= < 61.880> FLOW PROCESS FROM NODE 4118.20 TO NODE 4112.00 IS CODE = 1 UPSTREAM NODE 4112.00 ELEVATION = 61.92 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.83 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 3.75 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 3.83)/( 104.998))**2 = 0.00133 HF=L*SF = ( 3.75)* (0.00133) = 0.005 NODE 4112.00 : HGL = < 66.695>;EGL= < 66.768>;FLOWLINE= < 61.920> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4112.00 FLOWLINE ELEVATION = 61.92 ASSUMED UPSTREAM CONTROL HGL = 62.67 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS c PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES4003.DAT TIME/DATE OF STUDY: 16:34 11/20/2007 ************************* GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE* FLOW PRESSURE* NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 4210.20- 5.03* 488.04 0.68 50.45 } FRICTION 4212.00- 4.99* 484.18 0.75 DC 49.72 ( MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4210.20 FLOWLINE ELEVATION = 61.40 PIPE FLOW = 3.83 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 66.430 FEET NODE 4210.20 : HGL = < 66.430>;EGL= < 66.503>;FLOWLINE= < 61.400> FLOW PROCESS FROM NODE 4210.20 TO NODE 4212.00 IS CODE = 1 UPSTREAM NODE 4212.00 ELEVATION = 61.44 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.83 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 3.75 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 3.83)/( 104.998))**2 = 0.00133 HF=L*SF = ( 3.75)*(0.00133) = 0.005 NODE 4212.00 : HGL = < 66.435>;EGL= < 66.508>;FLOWLINE= < 61.440> ^_*********************************************************** I UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4212.00 FLOWLINE ELEVATION = 61.44 c ASSUMED UPSTREAM CONTROL HGL = 62.19 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS **********! PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O' Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES4004.DAT TIME/DATE OF STUDY: 12:25 11/20/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN ' DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE* NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 4140.20- 5.67* 565.63 0.70 65.24 } FRICTION 4164.00- 5.43* 538.88 0.82 DC 62.94 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4140.20 FLOWLINE ELEVATION = 59.06 PIPE FLOW = 4.59 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 64.730 FEET NODE 4140.20 : HGL = < 64.730>;EGL= < 64.835>;FLOWLINE= < 59.060> ***************************************************************************** FLOW PROCESS FROM NODE 4140.20 TO NODE 4164.00 IS CODE = 1 UPSTREAM NODE 4164.00 ELEVATION = 59.36 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.59 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 30.04 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 4.59)/( 105.043))**2 = 0.00191 HF=L*SF = ( 30.04)*(0.00191) = 0.057 NODE 4164.00 : HGL = < 64.787>;EGL= < 64.892>;FLOWLINE= < 59.360> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4164.00 FLOWLINE ELEVATION = 59.36 ASSUMED UPSTREAM CONTROL HGL = 60.18 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS c PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD, LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES4005.DAT TIME/DATE OF STUDY: 12:27 11/20/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE* FLOW PRESSURE* NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 4140.20- 5.67* 609.76 0.94 131.40 } FRICTION 4150.00- 5.61* 603.24 1.08 DC 127.98 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE =25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4140.20 FLOWLINE ELEVATION = 59.06 PIPE FLOW = 7.83 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 64.730 FEET NODE 4140.20 : HGL = < 64.730>;EGL= < 65.035>;FLOWLINE= < 59.060> FLOW PROCESS FROM NODE 4140.30 TO NODE 4150.00 IS CODE = 1 UPSTREAM NODE 4150.00 ELEVATION = 59.14 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 7.83 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 3.75 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 7.83)/( 105.044))**2 = 0.00556 HF=L*SF = ( 3.75)*(0.00556) = 0.021 NODE 4150.00 : HGL = < 64.751>;EGL= < 65.056>;FLOWLINE= < 59.140> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4150.00 FLOWLINE ELEVATION = 59.14 ASSUMED UPSTREAM CONTROL HGL = 60.22 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD , LACRD , AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES4006.DAT TIME/DATE OF STUDY: 12:29 11/20/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE* NUMBER PROCESS HEAD (FT) MOMENTUM ( POUNDS ) DEPTH (FT) MOMENTUM (POUNDS) 4200.20- 7.18* 775.83 0.86 137.70 } FRICTION 4202.00- 7.02* 758.28 1.08 DC 127.98 ---------- - ------------------------------------------------------------------- MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD , LACFCD , AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4200.20 FLOWLINE ELEVATION = 58.45 PIPE FLOW = 7.83 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 65.626 FEET NODE 4200.20 : HGL = < 65 . 626>; EGL= < 65 . 931>; FLOWLINE= < 58.450> FLOW PROCESS FROM NODE 4200.20 TO NODE 4202.00 IS CODE = 1 UPSTREAM NODE 4202.00 ELEVATION = 58.63 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 7.83 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 3.75 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 7.83)/( 105.044))**2 = 0.00556 HF=L*SF = ( 3.75)*(0.00556) = 0.021 NODE 4202.00 : HGL = < 65 . 647> ;EGL= < 65 . 952> ; FLOWLINE= < 58.630> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4202.00 FLOWLINE ELEVATION = 58.63 ASSUMED UPSTREAM CONTROL HGL = 59.71 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS C PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES4007.DAT TIME/DATE OF STUDY: 12:31 11/20/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE* FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 4096.20- 5.42* 547.06 0.78 80.19 } FRICTION 4102.00- 5.37* 541.39 0.90 DC 78.10 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ***************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4096.20 FLOWLINE ELEVATION = 62.73 PIPE FLOW = 5.41 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 68.150 FEET NODE 4096.20 : HGL = < 68.150>;EGL= < 68.296>;FLOWLINE= < 62.730> ***************************************************************************** FLOW PROCESS FROM NODE 4096.20 TO NODE 4102.00 IS CODE = 1 UPSTREAM NODE 4102.00 ELEVATION = 62.79 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 5.41 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 3.25 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 5.41)/( 105.040))**2 = 0.00265 HF=L*SF = ( 3.25)*(0.00265) = 0.009 NODE 4102.00 : HGL = < 68.159>;EGL= < 68.304>;FLOWLINE= < 62.790> ************************************************************ UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4102.00 FLOWLINE ELEVATION = 62.79 ASSUMED UPSTREAM CONTROL HGL = 63.69 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS c C PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD , LACRD , AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES4008.DAT TIME/DATE OF STUDY: 08:54 11/21/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE* FLOW PRESSURE* NUMBER PROCESS HEAD (FT) MOMENTUM (POUNDS) DEPTH (FT) MOMENTUM ( POUNDS ) 4072.20- 5.14* 1255.60 1.16 209.19 } FRICTION 4080.00- 4.67* 1112.07 1.20 DC 208.81 } JUNCTION 4080.10- 4.60* 719.90 0.63 64.46 } FRICTION 4090.00- 4.33* 667.39 0.76 DC 61.06 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD , LACFCD , AND OCEMA DESIGN MANUALS . JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4072.20 FLOWLINE ELEVATION = 63.78 PIPE FLOW = 12.74 CFS PIPE DIAMETER = 30.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 68.920 FEET NODE 4072.20 : HGL = < 68 . 920> ;EGL= < 69 . 025> ; FLOWLINE= < 63.780> FLOW PROCESS FROM NODE 4072.20 TO NODE 4080.00 IS CODE = 1 UPSTREAM NODE 4080.00 ELEVATION = 64.36 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 12.74 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 115.48 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 12.74)/( 410.177))**2 = 0.00096 HF=L*SF = ( 115.48) * (0.00096) = 0.111 NODE 4080.00 : HGL = < 69 . 031> ;EGL= < 69 . 136> ; FLOWLINE= < 64.360> t****** FLOW PROCESS FROM NODE UPSTREAM NODE 4080.10 4080.00 TO NODE ELEVATION = 4080.10 IS CODE = 5 64.69 (FLOW IS UNDER PRESSURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 4.72 12.74 8.00 0.02 0.00== 24.00 30.00 24.00 18.00 90.00 90.00 0.00 64.69 64.36 64.69 64.69 0.76 1.20 1.01 0.05 1.502 2.595 2.546 0.011 :=Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00044 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00096 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00070 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.003 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.188)+( 0.003)+( 0.000) = 0.191 NODE 4080.10 : HGL = < 69.292>;EGL= < 69.327>;FLOWLINE= < 64.690> FLOW PROCESS FROM NODE 4080.10 TO NODE 4090.00 IS CODE = 1 UPSTREAM NODE 4090.00 ELEVATION = 64.97 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.72 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 27.87 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 4.72)/( 226.239))**2 = 0.00044 HF=L*SF = ( 27.87)*(0.00044) = 0.012 NODE 4090.00 HGL = < 69.304>;EGL= < 69.339>;FLOWLINE= < 64.970> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4090.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 64.97 65.73 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES4009A.DAT TIME/DATE OF STUDY: 12:46 11/20/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 4080.20- 4.60* 747.61 0.93 126.86 } FRICTION 4078.00- 4.56* 740.74 1.02 DC 125.27 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4080.20 FLOWLINE ELEVATION = 64.69 PIPE FLOW = 8.24 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 69.290 FEET NODE 4080.20 : HGL = < 69.290>;EGL= < 69.397>;FLOWLINE= < 64.690> FLOW PROCESS FROM NODE 4080.20 TO NODE 4078.00 IS CODE = 1 UPSTREAM NODE 4078.00 ELEVATION = 64.73 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 8.24 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 3.75 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 8.24)/( 226.242))**2 = 0.00133 HF=L*SF = ( 3.75)*(0.00133) = 0.005 NODE 4078.00 : HGL = < 69.295>;EGL= < 69.402>;FLOWLINE= < 64.730> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4078.00 FLOWLINE ELEVATION = 64.73 '**•«> ASSUMED UPSTREAM CONTROL HGL = 65.75 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD , LACRD , AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES4009.DAT TIME/DATE OF STUDY: 10:44 01/14/2008 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD (FT) MOMENTUM ( POUNDS ) DEPTH (FT) MOMENTUM ( POUNDS ) 4044.00- 1.13* 46.52 0.25 11.41 } FRICTION J 4062.00- 0.38*Dc 9.15 0.38*Dc 9.15 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD , LACFCD , AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4044.00 FLOWLINE ELEVATION = 70.51 PIPE FLOW = 1.02 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 71.640 FEET NODE 4044.00 : HGL = < 71 . 640> ; EGL= < 71 . 648> ; FLOWLINE= < 70.510> ****************************************************************************** FLOW PROCESS FROM NODE 4044.00 TO NODE 4062.00 IS CODE = 1 UPSTREAM NODE 4062.00 ELEVATION = 75.49 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 1.02 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 201.37 FEET MANNING'S N = 0.01300 NORMAL DEPTH (FT) = 0.25 CRITICAL DEPTH (FT) = 0.38 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.13 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE* CONTROL (FT) 0 1 2 3 4 6 7 8 9 10 11 13 14 15 16 17 18 19 20 21 22 23 24 25 25 26 201 .000 .206 .409 .611 .811 .008 .201 .392 .578 .760 .936 .105 .266 .417 .557 .682 .789 .873 .928 .946 .914 .817 .628 .311 .805 .005 .370 (FT) 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .130 .100 .070 .040 .009 .979 .949 .919 .889 .859 .829 .799 .768 .738 .708 .678 .648 .618 .588 .557 .527 .497 .467 .437 .407 .377 .377 (FT/SEC) 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 .714 .734 .756 .780 .806 .834 .865 .898 .935 .975 .018 .066 .119 .177 .242 .314 .395 .486 .588 .705 .839 .993 .172 .382 .632 .933 .933 ENERGY ( FT ) MOMENTUM ( POUNDS ) 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .138 .108 .079 .049 .020 .990 .961 .932 .903 .874 .845 .816 .788 .760 .732 .705 .678 .652 .627 .603 .580 .559 .540 .525 .514 .510 .510 46 43 41 38 36 34 32 29 27 26 24 22 20 19 17 16 15 14 12 12 11 10 9 9 9 9 9 .52 .91 .38 .94 .57 .29 .09 .98 .96 .03 .19 .45 .79 .24 .78 .42 .17 .01 .97 .03 .21 .52 .95 .52 .25 .15 .15 NODE 4062.00 : HGL = < 75.867>;EGL= < 76.000>;FLOWLINE= < 75.490> ***************************************************************************** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4062.00 FLOWLINE ELEVATION = 75.49 ASSUMED UPSTREAM CONTROL HGL = 75.87 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES4010.DAT TIME/DATE OF STUDY: 16:37 11/20/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE* NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 4106.30- 5.97* 576.44 0.23 9.61 } FRICTION 4134.00- 4.53* 418.03 0.35 DC 7.51 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4106.30 FLOWLINE ELEVATION = 60.29 PIPE FLOW = 0.87 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 66.260 FEET NODE 4106.30 : HGL = < 66.260>;EGL= < 66.264>;FLOWLINE= < 60.290> FLOW PROCESS FROM NODE 4106.30 TO NODE 4134.00 IS CODE = 1 UPSTREAM NODE 4134.00 ELEVATION = 61.73 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 0.87 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 49.71 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 0.87)/( 105.047))**2 = 0.00007 HF=L*SF = ( 49.71)* (0.00007) = 0.003 NODE 4134.00 : HGL = < 66.263>;EGL= < 66.267>;FLOWLINE= < 61.730> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4134.00 FLOWLINE ELEVATION = 61.73 ASSUMED UPSTREAM CONTROL HGL = 62.08 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES4011.DAT TIME/DATE OF STUDY: 10:56 01/14/2008 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE* NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 4052.20- 3.83* 349.24 0.50 39.80 } FRICTION 4058.00- 3.36* 296.95 0.65 DC 35.63 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4052.20 FLOWLINE ELEVATION = 66.23 PIPE FLOW = 2.96 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 70.060 FEET NODE 4052.20 : HGL = < 70.060>;EGL= < 70.104>;FLOWLINE= < 66.230> ****************************************************************************** FLOW PROCESS FROM NODE 4052.20 TO NODE 4058.00 IS CODE = 1 UPSTREAM NODE 4058.00 ELEVATION = 66.73 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 2.96 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 32.48 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 2.96)/( 105.035))**2 = 0.00079 HF=L*SF = ( 32.48)* (0.00079) = 0.026 NODE 4058.00 : HGL = < 70.086>;EGL= < 70.129>;FLOWLINE= < 66.730> * ** *i UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4058.00 FLOWLINE ELEVATION = 66.73 ASSUMED UPSTREAM CONTROL HGL = 67.38 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS *************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES4012.DAT TIME/DATE OF STUDY: 10:57 01/14/2008 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 4052.30- 3.83* 391.39 0.86 111.26 } FRICTION 4050.00- 3.74* 381.94 1.01 DC 107.28 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4052.30 FLOWLINE ELEVATION = 66.23 PIPE FLOW = 6.87 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 70.060 FEET NODE 4052.30 : HGL = < 70.060>;EGL= < 70.295>;FLOWLINE= < 66.230> it***************************************************************************** FLOW PROCESS FROM NODE 4052.30 TO NODE 4050.00 IS CODE = 1 UPSTREAM NODE 4050.00 ELEVATION = 66.34 (FLOW IS UNDER PRESSURE) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 6.87 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 5.69 FEET MANNING'S N = 0.01300 SF=(Q/K)**2 = (( 6.87)/( 105.044))**2 = 0.00428 HF=L*SF = ( 5.69)* (0.00428) = 0.024 NODE 4050.00 : HGL = < 70.084>;EGL= < 70.319>;FLOWLINE= < 66.340> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4050.00 FLOWLINE ELEVATION = 66.34 ASSUMED UPSTREAM CONTROL HGL = 67.35 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES4013.DAT TIME/DATE OF STUDY: 13:04 11/20/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE* FLOW PRESSURE* NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 4022.20- 0.82 46.91 0.52* 52.88 } FRICTION 4042.00- 0.72*DC 45.72 0.72*DC 45.72 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4022.20 FLOWLINE ELEVATION = 73.60 PIPE FLOW = 3.59 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 74.420 FEET NODE 4022.20 : HGL = < 74.124>;EGL= < 74.786>;FLOWLINE= < 73.600> ****************************************************************************** FLOW PROCESS FROM NODE 4022.20 TO NODE 4042.00 IS CODE = 1 UPSTREAM NODE 4042.00 ELEVATION = 74.14 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 3.59 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 26.75 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.50 CRITICAL DEPTH(FT) = 0.72 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.72 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE* CONTROL (FT) 0 0 0 0 0 0 0 0 1 1 2 2 3 3 4 5 7 8 10 12 15 19 23 26 .000 .014 .060 .139 .255 .413 .616 .871 .184 .562 .014 .551 .186 .937 .822 .871 .117 .609 .413 .630 .410 .010 .910 .750 (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .723 .714 .705 .697 .688 .679 .670 .661 .652 .643 .634 .625 .617 .608 .599 .590 .581 .572 .563 .554 .545 .536 .528 .524 (FT/SEC) 4 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5 5 5 5 6 6 6 6 6 .255 .323 .394 .467 .542 .620 .700 .783 .869 .958 .050 .145 .244 .346 .453 .563 .677 .796 .920 .049 .183 .322 .468 .526 ENERGY 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ( FT ) MOMENTUM ( POUNDS ) .005 .005 .005 .007 .008 .010 .013 .016 .020 .025 .031. .037 .044 .052 .061 .071 .082 .094 .108 .123 .139 .158 .178 .186 45 45 45 45 45 46 46 46 46 46 46 47 47 47 48 48 49 49 50 50 51 51 52 52 .72 .73 .76 .82 .90 .01 .14 .30 .48 .70 .94 .21 .51 .85 .22 .63 .07 .55 .07 .64 .24 .89 .60 .88 NODE 4042.00 HGL = < 74.863>;EGL= < 75.145>;FLOWLINE= < 74.140> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4042.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 74.14 74.86 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS c PIPE -FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD , LACRD , AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES4014.DAT TIME/DATE OF STUDY: 07:54 12/05/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD (FT) MOMENTUM ( POUNDS ) DEPTH (FT) MOMENTUM ( POUNDS ) 4022.30- 0.57 25.48 0.47* 26.99 } FRICTION 4028.00- 0.57*Dc 25.48 0.57*Dc 25.48 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD , LACFCD , AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4022.30 FLOWUNE ELEVATION = 73.60 PIPE FLOW = 2.28 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 74.120 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH ( 0.52 FT.) IS LESS THAN CRITICAL DEPTH ( 0.57 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 4022.30 : HGL = < 74 . 071>;EGL= < 74 . 429> ; FLOWLINE= < 73.600> FLOW PROCESS FROM NODE 4022.30 TO NODE 4028.00 IS CODE = 1 UPSTREAM NODE 4028.00 ELEVATION = 73.67 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 2.28 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 2.75 FEET MANNING'S N = 0.01300 NORMAL DEPTH (FT) = 0.37 CRITICAL DEPTH (FT) = 0.57 UPSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 0.57 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 0.011 0.044 0.101 0.187 0.302 0.452 0.640 0.870 1.149 1.483 1.881 2.352 2.750 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .571 .563 .555 .547 .539 .531 .523 .516 .508 .500 .492 .484 .476 .471 VELOCITY (FT/SEC) 3 3 3 3 3 4 4 4 4 4 4 4 4 4 .693 .763 .835 .910 .988 .068 .152 .239 .329 .423 .520 .622 .728 .806 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .783 .783 .783 .785 .786 .788 .791 .795 .799 .804 .809 .816 .823 .829 25 25 25 25 25 25 25 25 26 26 26 26 26 26 .48 .49 .52 .56 .62 .70 .79 .91 .05 .21 .39 .59 .82 .99 NODE 4028.00 HGL 74.241>;EGL= < 74.453>;FLOWLINE= < 73.670> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4028.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 73.67 74.24 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACPCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES4015.DAT TIME/DATE OF STUDY: 14:14 11/20/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 4010.20- 1.02 123.49 0.66* 157.95 } FRICTION 4015.00- } JUNCTION 4015.10- } FRICTION 4014.00- 1.02*Dc 123.49 1.45* 95.16 } HYDRAULIC JUMP 0.77*DC 53.64 1.02*DC 0.48 0.77*Dc 123.49 71.83 53.64 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4010.20 FLOWLINE ELEVATION = 98.05 PIPE FLOW = 8.15 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 98.560 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 0.51 FT.) IS LESS THAN CRITICAL DEPTH( 1.02 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 4010.20 : HGL = < 98.709>;EGL= < 99.975>;FLOWLINE= < 98.050> FLOW PROCESS FROM NODE 4010.20 TO NODE 4015.00 IS CODE = 1 UPSTREAM NODE 4015.00 ELEVATION = 100.26 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 8.15 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 86.08 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.64 CRITICAL DEPTH(FT) = UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.02 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1.02 DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 1 1 2 2 3 4 5 7 8 10 12 15 18 22 28 35 46 67 86 .000 .021 .085 .199 .366 .594 .888 .257 .712 .262 .923 .710 .644 .750 .060 .615 .470 .698 .403 .736 .932 .385 .834 .941 .034 .080 FLOW DEPTH (FT) 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .016 .002 .987 .972 .957 .942 .927 .912 .897 .883 .868 .853 .838 .823 .808 .793 .778 .764 .749 .734 .719 .704 .689 .674 .660 .659 VELOCITY (FT/SEC) 5 5 5 5 5 5 5 5 5 6 6 6 6 6 6 7 7 7 7 7 8 8 8 8 9 9 .080 .176 .276 .380 .487 .599 .716 .837 .964 .096 .233 .377 .527 .684 .849 .021 .201 .390 .589 .797 .017 .248 .492 .749 .021 .024 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .417 .418 .419 .422 .425 .429 .435 .442 .450 .460 .471 .485 .500 .517 .537 .559 .584 .612 .644 .679 .718 .761 .810 .864 .924 .925 123 123 123 123 124 124 125 125 126 127 128 129 130 131 133 134 136 138 140 143 145 148 151 154 157 157 .49 .54 .66 .88 .19 .60 .10 .71 .43 .26 .21 .28 .48 .81 .29 .92 .70 .65 .78 .10 .61 .33 .28 .46 .90 .95 NODE 4015.00 : HGL = < 101.276>;EGL= < 101.677>;FLOWLINE= < 100.260> c**********!r**************************** FLOW PROCESS FROM NODE 4015.00 TO NODE 4015.10 IS CODE = 5 UPSTREAM NODE 4015.10 ELEVATION = 100.59 (FLOW IS SUBCRITICAL) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW DIAMETER ANGLE FLOWLINE CRITICAL VELOCITY (CFS) (INCHES) (DEGREES) ELEVATION DEPTH(FT.) (FT/SEC) 4.06 8.15 4.09 0.00 0.00== 18.00 24.00 18.00 0.00 90.00 90.00 0.00 100.59 100.26 100.59 0.00 0.77 1.02 0.77 0.00 2.323 5.082 3.043 0.000 =Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00131 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00491 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00311 JUNCTION LENGTH = 5.00 FEET FRICTION LOSSES = 0.016 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.428)+( 0.016)+( 0.000) = 0.443 NODE 4015.10 : HGL = < 102.037>;EGL= < 102.121>;FLOWLINE= < 100.590> FLOW PROCESS FROM NODE 4015.10 TO NODE 4014.00 IS CODE = 1 UPSTREAM NODE 4014.00 ELEVATION = 101.55 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.06 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 22.05 FEET MANNING'S N =. 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.44 CRITICAL DEPTH(FT) = 0.77 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.77 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 0 0 0 0 0 0 1 1 1 2 2 3 4 5 6 7 9 11 14 17 22 .000 .012 .050 .116 .214 .348 .522 .741 .011 .340 .737 .211 .777 .449 .250 .206 .351 .734 .422 .514 .163 .625 .050 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .771 .758 .745 .731 .718 .705 .691 .678 .664 .651 .638 .624 .611 .598 .584 .571 .558 .544 .531 .517 .504 .491 .478 VELOCITY (FT/SEC) 4 4 4 4 4 4 5 5 5 5 5 5 6 6 6 6 6 7 7 7 7 8 8 .433 .532 .636 .744 .858 .977 .103 .234 .372 .517 .670 .832 .002 .181 .371 .573 .786 .013 .254 .510 .784 .076 .366 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .077 .077 .079 .081 .085 .089 .096 .103 .113 .124 .137 .153 .171 .191 .215 .242 .273 .308 .348 .394 .445 .504 .566 53 53 53 53 54 54 54 55 55 55 56 57 58 58 59 60 62 63 64 66 68 69 71 .64 .66 .74 .87 .06 .31 .63 .01 .46 .98 .58 .26 .02 .88 .84 .90 .07 .36 .79 .35 .06 .93 .83 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.45 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE* CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.447 2.323 1.531 95.16 0.601 1.420 2.345 1.505 92.40 1.195 1.780 2.358 2.928 3.491 4.046 4.592 5.128 5.655 6.170 6.673 7.162 7.636 8.093 8.531 8.946 9.336 9.697 10.025 10.313 10.555 10.743 10.865 10.910 22.050 1.393 1.366 1.339 1.312 1.285 1.258 1.231 1.204 1.177 1.150 1.123 1.096 1.069 1.042 1.015 0.988 0.961 0.933 0.906 0.879 0.852 0.825 0.798 0.771 0.771 2.372 2.403 2.438 2.476 2.519 2.565 2.616 2.670 2.729 2.793 2.861 2.935 3.014 3.099 3.191 3.290 3.396 3.511 3.635 3.769 3.915 4.073 4.245 4.433 4.433 T7Tjn nw HvnRB.TTT.Tr" .TTTMP PRESSURE+MOMENTUM BALANCE OCCURS AT 6.13 DOWNSTREAM DEPTH 1.480 1.456 1.431 1.407 1.383 1.360 1.337 1.315 1.292 1.271 1.250 1.229 1.210 1.191 1.173 1.156 1.140 1.125 1.112 1.100 1.091 1.083 1.078 1.077 1.077 AMAT.VdTC; FEET UPSTREAM OF = 1.152 FEET, UPSTREAM CONJUGATE DEPTH 89.71 87.09 84.53 82.05 79.65 77.32 75.07 72.91 70.84 68.86 66.98 65.19 63.52 61.95 60.49 59.16 57.94 56.87 55.93 55.14 54.50 54.03 53.74 53.64 53.64 NODE 4015.10 = 0.497 FEET NODE 4014.00 : HGL = < 102 . 321> ;EGL= < 102 . 627>; FLOWLINE= < 101.550> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4014.00 FLOWLINE ELEVATION = 101.55 ASSUMED UPSTREAM CONTROL HGL = 102.32 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES4016.DAT TIME/DATE OF STUDY: 14:16 11/20/2007 IT************************ GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE* FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 4015.20- 1.45* 95.84 0.56 62.57 } FRICTION 4020.00- 0.78*Dc 54.33 0.78*Dc 54.33 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ************************************************************************* DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4015.20 FLOWLINE ELEVATION = 100.59 PIPE FLOW = 4.10 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 102.040 FEET NODE 4015.20 : HGL = < 102.040>;EGL= < 102.125>;FLOWLINE= < 100.590> FLOW PROCESS FROM NODE 4015.20 TO NODE 4020.00 IS CODE = 1 UPSTREAM NODE 4020.00 ELEVATION = 101.15 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 4.10 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 27.75 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.54 CRITICAL DEPTH(FT) = 0.78 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.45 '\^ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL (FT) 0.000 1.346 2.673 3.982 5.274 6.551 7.811 9.054 10.279 11.486 12.671 13.834 14.972 16.083 17.162 18.207 19.211 20.170 21.076 21.920 22.692 23.378 23.961 24.419 24.724 24.836 27.750 (FT) 1.450 1.423 1.396 1.369 1.342 1.315 1.288 1.261 1.234 1.207 1.180 1.153 1.126 1.099 1.072 1.045 1.018 0.991 0.964 0.937 0.910 0.883 0.856 0.829 0.802 0.775 0.775 (FT/SEC) 2.343 2.365 2.392 2.423 2.457 2.496 2.538 2.585 2.635 2.689 2.748 2.812 2.880 2.954 3.033 3.118 3.209 3.308 3.414 3.529 3.653 3.787 3.932 4.089 4.261 4.448 4.448 ENERGY ( FT ) MOMENTUM ( POUNDS ) 1.535 1.510 1.485 1.460 1.436 1.412 1.388 1.365 1.342 1.319 1.297, 1.276 1.255 1.235 1.215 1.196 1.178 1.161 1.145 1.131 1.118 1.106 1.096 1.089 1.084 1.083 1.083 95.84 93.08 90.39 87.76 85.21 82.73 80.32 78.00 75.75 73.59 71.52 69.54 67.66 65.88 64.20 62.63 61.17 59.84 58.63 57.55 56.61 55.82 55.19 54.72 54.43 54.33 54.33 NODE 4020.00 : HGL = < 101.925>;EGL= < 102.233>;FLOWLINE= < 101.150> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4020.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 101.15 101.93 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES4017.DAT TIME/DATE OF STUDY: 07:55 12/05/2007 ************************* GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE* FLOW PRESSURE* NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 4011.20- 0.36 8.36 0.26* 9.83 } FRICTION 4017.00- 0.36*Dc 8.36 0.36*Dc 8.36 N, MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4011.20 FLOWLINE ELEVATION = 84.13 PIPE FLOW = 0.95 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 84.000 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( -0.13 FT.) IS LESS THAN CRITICAL DEPTH( 0.36 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 4011.20 : HGL = < 84.392>;EGL= < 84.720>;FLOWLINE= < 84.130> ****************************************************************************** FLOW PROCESS FROM NODE 4011.20 TO NODE 4017.00 IS CODE = 1 UPSTREAM NODE 4017.00 ELEVATION = 84.56 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 0.95 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 21.59 FEET MANNING'S N = 0.01300 — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — ____ — _._ — — ____________________ ^^ NORMAL DEPTH (FT) = 0.26 CRITICAL DEPTH (FT) = 0.36 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.36 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 1. 1. 1. 2. 2. 3. 3. 4. 5. 6. 8. 10. 14. 19. 21. NODE 4017 ************ 000 007 027 063 117 189 282 398 540 712 917 161 449 789 190 663 226 898 710 706 954 568 760 012 863 590 .00 **** FLOW DEPTH VELOCITY (FT) (FT/SEC) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 : HGL = < :********** .363 .359 .355 .351 .346 .342 .338 .334 .329 .325 .321 .317 .312 .308 .304 .300 .295 .291 .287 .283 .279 .274 .270 .266 .262 .262 84.923> ********* 2. 2. 2. 3. 3. 3. 3 . 3. 3. 3. 3 . 3. 3. 3. 3. 3. 3. 3. 4 . 4. 4. 4 . 4 . 4. 4. 4. 876 924 973 024 077 131 187 245 304 365 429 494 562 632 705 780 858 938 022 109 199 292 389 490 595 595 ;EGL= < **** * * * * SPECIFIC PRESSURE+ ENERGY 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 85.052> ********* ( FT ) MOMENTUM ( POUNDS ) .492 .492 .492 .493 .493 .494 .496. .497 .499 .501 .504 .506 .510 .513 .517 .522 .527 .532 .538 .545 .552 .561 .569 .579 .590 .590 ;FLOWLINE= < ************i 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 9 9 9 9 9 9 9 9 9 84. t***** .36 .36 .37 .38 .40 .41 .44 .47 .50 .54 .58 .63 .68 .74 .81 .88 .95 .04 .13 .23 .33 .45 .57 .70 .83 .83 560> ******** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4017.00 FLOWLINE ELEVATION = 84.56 ASSUMED UPSTREAM CONTROL HGL = 84.92 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES4018.DAT TIME/DATE OF STUDY: 07:57 12/05/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 4011.30- 0.31 5.68 0.22* 6.66 } FRICTION 4041.00- 0.31*Dc 5.68 0.31*Dc 5.68 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4011.30 FLOWLINE ELEVATION = 84.13 PIPE FLOW = 0.70 CFS PIPE DIAMETER = 18.00 INCHES • ASSUMED DOWNSTREAM CONTROL HGL = 84.000 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( -0.13 FT.) IS LESS THAN CRITICAL DEPTH( 0.31 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS NODE 4011.30 : HGL = < 84.355>;EGL= < 84.631>;FLOWLINE= < 84.130> ****************************************************************************** FLOW PROCESS FROM NODE 4011.30 TO NODE 4041.00 IS CODE = 1 UPSTREAM NODE 4041.00 ELEVATION = 85.21 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 0.70 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 54.20 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.22 CRITICAL DEPTH(FT) = 0.31 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.31 GRADUALLY DISTANCE VARIED FLOW PROFILE COMPUTED INFORMATION: FROM CONTROL (FT) 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 2 2 3 3 4 5 7 8 11 16 54 .000 .005 .023 .053 .097 .156 .234 .330 .448 .590 .760 .962 .201 .482 .813 .205 .670 .225 .896 .719 .749 .081 .890 .572 .396 .200 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .311 .307 .304 .300 .296 .293 .289 .286 .282 .279 .275 .272 .268 .264 .261 .257 .254 .250 .247 .243 .240 .236 .232 .229 .225 .225 VELOCITY (FT/SEC) 2 2 2 2 2 2 2 2 3 3 3 3 3 3 3 3 3 3 3 3 3 3 4 4 4 4 .646 .690 .735 .781 .829 .878 .929 .982 .036 .091 .149 .208 .270 .333 .399 .466 .537 .609 .685 .763 .844 .928 .015 .105 .200 .213 SPECIFIC PRESSURE* ENERGY ( FT ) MOMENTUM ( POUNDS ) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .419 .420 .420 .420 .421 .422 .423- .424 .425 .427 .429 .432 .434 .437 .440 .444 .448 .453 .458 .463 .469 .476 .483 .491 .499 .501 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 6 6 6 6 6 6 6 6 6 6 6 .68 .68 .69 .69 .70 .72 .73 .75 .77 .80 .83 .86 .89 .93 .97 .02 .07 .13 .19 .25 .32 .39 .47 .56 .65 .66 NODE 4041.00 : HGL = < 85.521>;EGL= < 85.629>;FLOWLINE= < 85.210> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4041.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 85.21 85.52 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES4019.DAT TIME/DATE OF STUDY: 07:58 12/05/2007 ************************* GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 4010.30- 0.60* 13.38 0.25 11.62 } FRICTION 4035.00- 0.38*Dc 9.15 0.38*Dc 9.15 } JUNCTION 4035.10- 0.28 2.90 0.09* 6.67 } FRICTION 4037.00- 0.23*Dc 2.72 0.23*Dc 2.72 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ****************************************************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4010.30 FLOWLINE ELEVATION = 97.96 PIPE FLOW = 1.02 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 98.560 FEET NODE 4010.30 : HGL = < 98.560>;EGL= < 98.597>;FLOWLINE= < FLOW PROCESS FROM NODE 4010.30 TO NODE 4035.00 IS CODE = 1 UPSTREAM NODE 4035.00 ELEVATION = 102.51 (FLOW IS SUBCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 1.02 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 168.93 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.25 CRITICAL DEPTH(FT) = 0.38 DOWNSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.60 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0 0 0 0 1 1 1 1 2 2 2 2 3 3 3 3 3 4 4 4 4 4 4 4 5 5 168 .000 .284 .566 .844 .118 .389 .656 .918 .176 .428 .675 .915 .148 .374 .591 .798 .996 .181 .354 .512 .654 .777 .879 .957 .007 .025 .930 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .600 .591 .582 .573 .564 .555 .546 .537 .529 .520 .511 .502 .493 .484 .475 .466 .457 .448 .439 .430 .421 .412 .404 .395 .386 .377 .377 VELOCITY (FT/SEC) 1 1 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 .545 .576 .609 .642 .678 .714 .752 .792 .833 .876 .921 .968 .017 .069 .122 .179 .238 .300 .365 .434 .506 .582 .663 .748 .837 .933 .933 SPECIFIC PRESSURE* ENERGY ( FT ) MOMENTUM ( POUNDS ) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .637 .630 .622 .615 .608 .601 .594 .587 .581 .574 .568 .562 .556 .550 .545 .540 .535 .530 .526 .522 .519 .516 .514 .512 .511 .510 .510 13 13 12 12 12 11 11 11 11 11 10 10 10 10 10 9 9 9 9 9 9 9 9 9 9 9 9 .38 .08 .79 .51 .23 .97 .72 .47 .24 .02 .81 .61 .42 .25 .08 .93 .79 .66 .55 .45 .36 .29 .23 .19 .16 .15 .15 NODE 4035.00 : HGL = < 102.887>;EGL= < 103.020>;FLOWLINE= < 102.510> FLOW PROCESS FROM NODE 4035.00 TO NODE 4035.10 IS CODE = 5 UPSTREAM NODE 4035.10 ELEVATION = 102.84 (FLOW IS SUBCRITICAL) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 0.39 1.02 0.63 0.00 DIAMETER ANGLE (INCHES) (DEGREES) 18.00 18.00 18.00 0.00 0.00===Q5 EQUALS 60.00 - 60.00 0.00 FLOWLINE ELEVATION 102.84 102.51 102.84 102.84 CRITICAL DEPTH (FT.) 0.23 0.38 0.29 0.00 VELOCITY (FT/SEC) 8.687 2.934 2.573 0.000 BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.24750 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00494 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.12622 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.505 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.579)+( 0.505)+( 0.000) = 1.084 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM CONTROL (FT) 0.000 0.284 0.566 0.844 1.118 1.389 1.656 1.918 2.176 2.428 2.675 2.915 3.148 3.374 3.591 3.798 3.996 4.181 4.354 4.512 4.654 4.777 4.879 4.957 5.007 5.025 168.930 FLOW DEPTH (FT) 0.600 0.591 0.582 0.573 0.564 0.555 0.546 0.537 0.529 0.520 0.511 0.502 0.493 0.484 0.475 0.466 0.457 0.448 0.439 0.430 0.421 0.412 0.404 0.395 0.386 0.377 0.377 VELOCITY (FT/SEC) 1.545 1.576 1.609 1.642 1.678 1.714 1.752 1.792 1.833 1.876 1.921 1.968 2.017 2.069 2.122 2.179 2.238 2.300 2.365 2.434 2.506 2.582 2.663 2.748 2.837 2.933 2.933 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 0.637 0.630 0.622 0.615 0.608 0.601 0.594- 0.587 0.581 0.574 0.568 0.562 0.556 0.550 0.545 0.540 0.535 0.530 0.526 0.522 0.519 0.516 0.514 0.512 0.511 0.510 0.510 13.38 13.08 12.79 12.51 12.23 11.97 11.72 11.47 11.24 11.02 10.81 10.61 10.42 10.25 10.08 9.93 9.79 9.66 9.55 9.45 9.36 9.29 9.23 9.19 9.16 9.15 9.15 NODE 4035.00 : HGL = < 102.887>;EGL= < 103.020>;FLOWLINE= < 102.510> FLOW PROCESS FROM NODE 4035.00 TO NODE 4035.10 IS CODE = 5 UPSTREAM NODE 4035.10 ELEVATION = 102.84 (FLOW IS SUBCRITICAL) (NOTE: POSSIBLE JUMP IN OR UPSTREAM OF STRUCTURE) CALCULATE JUNCTION LOSSES: PIPE UPSTREAM DOWNSTREAM LATERAL #1 LATERAL #2 Q5 FLOW (CFS) 0.39 1.02 0.63 0 .00 DIAMETER (INCHES) 18.00 18.00 18.00 0.00 ANGLE (DEGREES) 60.00 - 60.00 0.00 FLOWLINE ELEVATION 102.84 102.51 102.84 102.84 CRITICAL DEPTH (FT. ) 0.23 0.38 0.29 0.00 VELOCITY (FT/SEC) 8.687 2.934 2 .573 0.000 0.00===Q5 EQUALS BASIN INPUT=== JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.24750 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00494 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.12622 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.505 FEET ENTRANCE LOSSES = 0.000 FEET JUNCTION LOSSES = (TRANSITION LOSS)+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = ( 0.579)+( 0.505)+( 0.000) = 1.084 PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD , LACRD , AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 FILE NAME: AES4020.DAT TIME/DATE OF STUDY: 14:40 11/20/2007 GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "*" indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURES- FLOW PRESSURE* NUMBER PROCESS HEAD (FT) MOMENTUM (POUNDS) DEPTH (FT) MOMENTUM (POUNDS) 4035.20- 0.31 5.68 0.15* 11.04 } FRICTION 4033.00- 0.31*Dc 5.68 0.31*Dc 5.68 MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD , LACFCD , AND OCEMA DESIGN MANUALS. JUNCTION ANALYSIS USING FULL INTEGRATION FORMULATION ******************************************** DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4035.20 FLOWLINE ELEVATION = 102.84 PIPE FLOW = 0.70 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 102.930 FEET *NOTE: ASSUMED DOWNSTREAM CONTROL DEPTH ( 0.09 FT.) IS LESS THAN CRITICAL DEPTH ( 0.31 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS — — — — — -. — — — — — — — — — — — — — — — — — — » — .-• — — _-. — .-.- — — — — — — -. — — — .. — — -._.._____»____._________________ NODE 4035.20 : HGL = < 102 . 986> ; EGL= < 103 . 956>; FLOWLINE= < 102.840> FLOW PROCESS FROM NODE 4035.20 TO NODE 4033.00 IS CODE = 1 UPSTREAM NODE 4033.00 ELEVATION = 107.17 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW = 0.70 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 31.95 FEET MANNING'S N = 0.01300 NORMAL DEPTH (FT) = 0.14 CRITICAL DEPTH (FT) = 0.31 UPSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 0.31 GRADUALLY DISTANCE VARIED FLOW PROFILE COMPUTED INFORMATION: FROM CONTROL (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 2 2 3 4 5 7 10 31 .000 .002 .010 .023 .042 .069 .105 .149 .205 .274 .358 .460 .582 .729 .907 .122 .384 .704 .101 .601 .243 .097 .290 .111 .484 .950 FLOW DEPTH (FT) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .311 .304 .297 .290 .283 .277 .270 .263 .256 .249 .242 .236 .229 .222 .215 .208 .202 .195 .188 .181 .174 .167 .161 .154 .147 .146 VELOCITY (FT/SEC) 2 2 2 2 3 3 3 3 3 3 3 3 4 4 4 4 4 5 5 5 6 6 6 7 7 7 .646 .731 .821 .917 .018 .125 .240 .361 .491 .630 .778 .937 .109 .293 .492 .707 .940 .195 .472 .775 .108 .476 .883 .335 .839 .898 SPECIFIC PRESSURE+ ENERGY ( FT ) MOMENTUM ( POUNDS ) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 .419 .420 .421 .422 .425 .428 .433 .438 .445 .454 .464 .477 .491 .508 .529 .553 .581 .614 .653 .699 .754 .819 .897 .990 . 102 .116 5 5 5 5 5 5 5 5 6 6 6 6 6 6 6 7 7 7 8 8 8 9 9 10 10 11 .68 .69 .70 .73 .77 .81 .88 .95 .04 .14 .26 .40 .56 .74 .94 .17 .43 .71 .03 .39 .79 .24 .75 .32 .97 .04 NODE 4033.00 : HGL = < 107.481>;EGL= < 107.589>;FLOWLINE= < 107.170> ************* **i UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 4033.00 ASSUMED UPSTREAM CONTROL HGL = FLOWLINE ELEVATION = 107.17 107.48 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS SECTION 8 Inlet Sizing Calculations BASIN B Inlets in a sump : Curb inlets in a sump are sized per the "Drainage of Highway Pavements Hydraulic Engineering Circular No. 12 U.S. Dept of Transportation Federal Highway Administration," and "City of Carlsbad Engineering Standard" using the equation: where: Q = flow in CFS L = length of clear opening, in feet The flow rates at the inlets can be found in the Proposed Conditions Rational Method calculations (Section 4). The minimum clear opening of a type B inlet is 4', which is a 5' inlet when the .5' thickness of each wall is accounted for. In case of the inlets being clogged, emergency inlets or spillways will be added to service a flow equaling the sum of the two inlet flows. 5' ,/****• Inlets on a Grade: Curb inlets on a grade are sized per the "Standards for Design and Construction of Public Works Improvements in the City of Carlsbad," and "San Diego County Drainage Design Manual" using the equation: Q = 0.1L(a + yf2 Where: y = depth of flow in approach gutter, in feet a = depth of depression of flow line at inlet, in feet L = length of clear opening, in feet (maximum 30 feet) Q = flow in CFS, use 50-year design storm minimum Solving the above equation for L: QL =3/20.7(a+v) The flow rate and the depth of flow in the approach gutter are found in the Rational Method calculations, and the depth of gutter depression at the inlet is 4" (0.33') for all type B inlets. L is rounded up to the nearest whole foot, and 1' is added to the overall length of the inlet to account for the thickness of the walls. Inlet Sizing Calculations BASIN D Inlets in a sump : Curb inlets in a sump are sized per the "Drainage of Highway Pavements Hydraulic Engineering Circular No. 12 U.S. Dept of Transportation Federal Highway Administration," and "City of Carlsbad Engineering Standard" using the equation: where: Q = flow in CFS L = length of clear opening, in feet The flow rates at the inlets can be found in the Proposed Conditions Rational Method calculations (Section 4). The minimum clear opening of a type B inlet is 4', which is a 5' inlet when the .5' thickness of each wall is accounted for. In case of the inlets being clogged, emergency inlets or spillways will be added to service a flow equaling the sum of the two inlet flows. 5' Inlets on a Grade: Curb inlets on a grade are sized per the "Standards for Design and Construction of Public Works Improvements in the City of Carlsbad," and "San Diego County Drainage Design Manual" using the equation: Where: y = depth of flow in approach gutter, in feet a = depth of depression of flow line at inlet, in feet L = length of clear opening, in feet (maximum 30 feet) Q = flow in CFS, use 50-year design storm minimum Solving the above equation for L: QL =3/2Q.I (a + y) The flow rate and the depth of flow in the approach gutter are found in the Rational Method calculations, and the depth of gutter depression at the inlet is 4" (0.33') for all type B inlets. L is rounded up to the nearest whole foot, and 1' is added to the overall length of the inlet to account for the thickness of the walls. c Basin B Inlets in a Sump Street North Fork Ave North Fork Ave North Fork Ave Alander Ct Alander Ct Alander Ct Alander Ct Alander Ct Station 20+91.12 € 20+91.12 C 20+71.1 2 £ 22+09.08 <£ 22+09.08 € 21+94.08 C 10+63.84 € 10+50.00 C 8 17' LT * 17' RT » 17' LT 1 18' LT » 18' RT 1 18' LT * 17' RT § 17' LT Node 2036 2042 2033 2070 2078 2300 2164 2166 Q 5.87 4.62 4.46 6.83 3.58 10.41 6.85 14.49 l-min 2.94 2.31 2.23 3.42 1.79 5.21 3.43 7.25 L 5 5 5 5 5 7 5 9 Basin B Inlets on Grade Street Buck Ridge Ave Buck Ridge Ave Buck Ridge Ave Cascade St Cascade St Four Peaks St Four Peaks St Buck Ridge Ave Buck Ridge Ave Four Peaks St Four Peaks St Wind Trail Way Station 16+1 8.1 5 <£ 18+19.08 € 20+02.88 C 11+96.55 <£ 11 +95.08 <£ 20+74.63 <£ 20+74.63 C 11 +35.00 <£ 10+80.00 <£ 1 4+51. 82 € 14+51.82 C 16+87.57 C & 17' LT & 17' LT & 17' RT * 17' RT & 17' LT § 17' RT » 17' LT 8 17' RT * 17' RT 8 17' RT » 17' LT * 17' RT Node 2014 2015 2026 2057 2060 2128 2134 2256 2264 2148 2154 2190 Q 2.11 2.97 3.80 2.26 0.38 4.74 2.09 1.84 1.90 3.95 1.42 3.65 y 0.25 0.32 0.33 0.22 0.17 0.36 0.28 0.23 0.25 0.26 0.20 0.27 l-min 6.81 8.10 10.03 7.92 1.54 11.81 6.27 6.27 6.14 12.45 5.26 11.22 L 8 10 12 9 5 13 8 8 8 14 7 13 Basin D Inlets in a Sump Street Bergen Peak PI Bergen Peak PI Glen Ave Glen Ave Arapaho PI Arapaho PI Arapaho PI Arapaho PI Arapaho PI Arapaho PI Station 15+70.66 < 15+93.23 <i 31+37.43 <£ 31+40.09 <£ 13+30.10 « 13+30.10 <£ 16+90.00 < 16+78.49 C 13+63.32 < 17+31.20 < * 12' LT * 18' RT 1 18' LT § 18' RT 1! 12' LT § 18' RT § 18' LT 1 18' RT § 18' LT 3 18' LT Node 4050 4058 4078 4090 4112 4124 4150 4164 4212 4202 Q 6.87 2.96 8.24 4.72 3.83 3.72 7.83 4.59 7.55 12.42 1-min 3.44 1.48 4.12 2.36 1.92 1.86 3.92 2.30 3.78 6.21 L 5 5 6 5 5 5 5 5 5 8 Basin D Inlets on Grade Street Four Peaks St Four Peaks St Mastodon Ct Mastodon Ct Four Peaks St Four Peaks St Glen Ave Station 34+51 .73 <£ 34+61. 73 € 14+24.06 € 14+50.06 <? 38+06.90 € 38+06.90 € 28+87.93 € 8 17' RT 1 17' LT D 18' LT » 18' RT § 17' RT P 17' LT » 17' LT Node 4002 4008 4014 4020 4028 4042 4102 Q 2.59 5.81 4.06 4.1 2.28 3.59 5.41 y 0.23 0.23 0.30 0.29 0.20 0.20 0.38 Lmin 8.83 19.81 11.60 12.00 8.44 13.29 12.92 L 10 21 13 14 10 15 14 Note: Depth of flow calculated from 'Velocity Chart1 Figure 3-6, San Diego County Hydrology Manual, 2003 Slopes at inlet obtained from Improvement Plans for PA 16, 17, & 18 2% Concrete Gutter 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. SOURCE: San Diego County Department of Special District Services Design Manual 20 30 40 50 FIGURE Gutter and Roadway Discharge - Velocity Chart 3-6 SECTION 9 O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 Inside Diameter ( 6.74 in.) Water * ( 3.37 in.) ( 0.281 ft.) * ________ v_ Circular Channel Section Flowrate .................. 0.700 CFS Velocity .................. 5.630 fps Pipe Diameter ............. 6 . 740 inches Depth of Flow ............. 3 .370 inches Depth of Flow ............. 0.281 feet Critical Depth ............ 0 .414 feet Depth/Diameter (D/d) ..... 0.500 Slope of Pipe ............. 3.330 % X-Sectional Area .......... 0.124 sq. ft. Wetted Perimeter .......... 0 . 882 feet AR*(2/3) .................. 0.033 Mannings 'n' .............. 0.013 Min. Fric. Slope, 8 inch Pipe Flowing Full ...... 0.333 % O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 Inside Diameter ( 6.28 in.) Water * ( 3.14 in.) ( 0.262 ft.) I* * * Circular Channel Section Flowrate 0.390 CFS Velocity 3.654 fps Pipe Diameter 6.280 inches Depth of Flow 3 .140 inches Depth of Flow 0.262 feet Critical Depth 0.313 feet Depth/Diameter (D/d) 0.500 Slope of Pipe 1.540 % X-Sectional Area 0 .108 sq. f t. Wetted Perimeter 0.822 feet AR*(2/3) 0.028 Mannings 'n1 0.013 Min. Fric. Slope, 8 inch Pipe Flowing Full 0.106 % Z4( (ov| O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 Inside Diameter ( 3.50 in.) Water * { 1.75 in.) ( 0.146 ft.) v Circular Channel Section Flowrate 0.310 CFS Velocity 9.216 fps Pipe Diameter 3.500 inches Depth of Flow 1.750 inches Depth of Flow 0.146 feet Critical Depth 0.283 feet Depth/Diameter (D/d) 0.500 Slope of Pipe 21.430 % X-Sectional Area 0.033 sq. ft. Wetted Perimeter 0.458 feet ARA(2/3) 0.006 Mannings 'n1 0.013 Min. Fric. Slope, 6 inch Pipe Flowing Full 0.299 % O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 Inside Diameter ( 5.67 in.) Water * { 2.84 in.) ( 0.236 ft.) v Circular Channel Section Flowrate 0.700 CFS Velocity 7.940 fps Pipe Diameter 5.670 inches Depth of Flow 2.835 inches Depth of Flow 0.236 feet Critical Depth 0.420 feet Depth/Diameter (D/d) 0.500 Slope of Pipe 8.330 % X-Sectional Area 0.088 sq. ft. Wetted Perimeter 0.742 feet AR*(2/3) 0.021 Mannings 'n' 0.013 Min. Fric. Slope, 6 inch Pipe Flowing Full 1.539 % -2.LV c O'Day Consultants, Inc. 2710 Loker Avenue West, Suite 100 Carlsbad, CA 92008 Tel: 760-931-7700 Fax: 760-931-8680 : 40 C Inside Diameter ( 3.84 in.) * * * * * Water * ( 1.92 in.) ( 0.160 ft.) | | * v Circular Channel Section Flowrate 0.350 CFS Velocity 8.661 fps i i' r^ iPipe Diameter 3.840 inches —Jp- Z1-* ^ ' Depth of Flow 1.920 inches Depth of Flow 0.160 feet , l\ ^ Critical Depth 0.306 feet ® Depth/Diameter (D/d) 0.500 Slope of Pipe 16.667 % X-Sectional Area 0.040 sq. ft. Wetted Perimeter 0.502 feet ARA(2/3) 0.007 Mannings 'n' 0.013 Min. Fric. Slope, 6 inch Pipe Flowing Full 0.385 %