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HomeMy WebLinkAboutCT 04-10A; POINSETTIA PLACE; DRAINAGE REPORT; DWG 469-5A; 2010-10-27-- --• - • - --------- -----• -• -• -• -- --- DRAINAGE REPORT FOR October 27, 2010 Civil Engineering O Hydrology O Hydraulics O Sedimentation P.O. Box 9496 Rancho Santa Fe, CA 92067 (858) 692-0760 - -TABLE OF CONTENTS - • Introduction ........................................................................................................................................ I -Hydrologic Criteria ............................................................................................................................ 2 • Hydraulic Analyses ............................................................................................................................ 4 ~ Conclusion ......................................................................................................................................... 5 .. -.. -- - - - - - - - - APPENDICES A. 100-Y ear Rational Method Analyses and Supporting Data B. 100-Y ear Detention Analyses C. 100-Y ear WSPGW Analyses D. Catch Basin, Curb Inlet, and Riprap Sizing; Ditch Hydraulics MAP POCKET Existing Condition Rational Method Work Map Proposed Condition Rational Method Work Map - - ----- --- - - - - - - --... -- - - - INTRODUCTION The Poinsettia Place project is a proposed residential subdivision that will consist of attached single-family units along with associated driveways, sidewalks, landscaping, drainage facilities, and outdoor recreation areas. The development will be constructed within an undeveloped 18.97 acre parcel on the south side of Cassia Road just east of Poinsettia Lane (see Vicinity Map). Tentative Tract Map CT 04-lO(A) was approved for the project, and the final engineering design is currently being prepared by Pangaea Land Consultants, Inc. CITY OF OCEANSIDE PACIFIC OCEAN 78 CITY OF Vicinity Map NOT TO SCALE Under pre-project conditions, the site is mostly pervious and covered with vegetation. The northern portion of the site along Cassia Road was previously mass-graded by adjacent development and slopes gradually towards the west. The southern portion of the site rises up due to a small, natural, undisturbed hillside. Off-site runoff flows westerly towards the development footprint. The combined on-and off-site runoff tributary to the development footprint enters an existing detention basin near Poinsettia Lane. The runoff is then generally conveyed in a southerly direction and ultimately flows into Batiquitos Lagoon. ----.. ---- ------- - - - - - - ------- Under post-project conditions, an underground storm drain and associated drainage facilities will convey the on-and off-site runoff from east to west through the site. The storm drain will outlet into a proposed detention basin that will replace a portion of the existing detention basin. The runoff exiting the proposed detention basin will continue to be conveyed southerly towards Batiquitos Lagoon. This report contains hydrologic and hydraulic analyses for the final engineering design. The analyses include pre-and post-project ( existing and proposed condition) 100-year hydrologic analyses, hydraulic analyses of the pipes and associated structures, and engineering analyses for the proposed detention basin. HYDROLOGIC ANALYSES Hydrologic analyses were performed to determine the 100-year flow rates under pre-and post- project conditions. The County of San Diego's 2003 Hydrology Manual rational method procedure was used for the 100-year hydrologic analyses. The rational method input parameters are summarized below and the supporting data is included in Appendix A: • Precipitation: The 100-year, 6-and 24-hour precipitation values are 2.7 and 4.7 inches, respectively. • Drainage areas: The drainage basins were delineated from the base topography and grading plans by Pangaea Land Consultants, Inc. The base topography does not extend far enough to cover an off-site drainage area to the east, which includes the existing multi-family development, Manzanita Apartments (SDP 98-19). The Manzanita Apartments' as-built grading plans (Drawing No. 389-9A) were obtained in order to delineate this portion of the off-site drainage area. Similarly, as-built drawings were obtained for Carlbad Tract 92-3 (Drawing No. 341-SA) to delineate a portion of the watershed along Poinsettia Lane and Ambrosia Lane. A site investigation was performed to verify the delineation. See the Rational Method Work Map exhibits in the map pocket for the basin boundaries, rational method node numbers, and basin areas. The overall existing condition drainage basin boundary was set equal to the overall proposed condition boundary to allow a comparison of results. • Hydrologic soil groups: The hydrologic soil groups were determined from the Natural Resources Conservation Service's (NRCS) Web Soil Survey. The soil group in the study area is primarily type D. There is a small area near the westerly portion of the site that is within soil group A. The soil group A and D boundaries have been added to the Rational Method Work Maps. As noted above, a portion of the site was previously mass-graded and includes several feet of fill. The NRCS' soil group A within the mass-graded area was changed to soil group D to more accurately reflect the as-graded condition. • Runoff coefficients: The site and portions of the off-site watershed are currently undeveloped and support natural ground cover. Land uses for the undeveloped and natural areas were based on the undisturbed natural terrain category. A portion of the off-site 2 ---- ------- ----- - - - - - - - - --... watershed contains the Manzanita Apartments and roadways. The High Density Residential (43.0 DU/A or less) category was used for these areas. The project will create multi-family development so the High Density Residential (43.0 DU/A or less) category was used for the proposed development. • Flow lengths and elevations: The flow lengths and elevations were obtained from the base topography and engineering plans. The existing and proposed condition rational method results are included in Appendix A. The existing condition 100-year flow rate from the site and its upstream tributary area is 21 cubic feet per second (cfs) at existing Node 16 with a tributary area of 17.65 acres. In comparison, the proposed condition 100-year flow rate is 41 cfs at proposed Node 98 with a tributary area of 17.85 acres. A detention basin is proposed just upstream of the extension of Poinsettia Lane to mitigate the project's 100-year flow increase. In order to perform the detention analysis, the proposed condition rational method results at the detention basin were converted to a hydrograph. The County of San Diego's Rational Method Hydrograph program, which performs a rational method to hydrograph conversion as outlined in the San Diego County Hydrology Manual was used. The 6-hour rainfall, tributary area, 100-year peak flow, time of concentration, and weighted average runoff coefficient were input to the program. The generated hydrograph was then entered into HEC-1 along with the stage-storage and stage-outflow characteristics of the detention basin. The stage-storage relationship for the proposed detention basin was based on the basin grading and determined by the PondPack program. A stage-outflow was calculated from multiple WSPGW analyses on the downstream Storm Drain Line C. The WSPGW analyses assumed no lateral inflow at the confluence with Line C-1 in order to generate conservative results from a detention standpoint. The HEC-1 results are included in Appendix B and show that the detention basin will attenuate the proposed condition 100-year runoff of 41 cfs to 18 cfs. The rational method analyses were extended downstream of the site to model off-site improvements associated with the extension of Poinsettia Lane. For this, the detained flow of 18 cfs was entered in the proposed condition rational method analyses as user-specified data. The post-detention user-specified time of concentration (18.99 minutes) was based on the rational method time of concentration entering the detention basin ( 11.19 minutes) plus the difference in the detained and inflow peak times from HEC-1 (4.23 -4.10 hours= 0.13 hours= 7.8 minutes). The tributary area along Poinsettia Lane accounted for a future high point to the east to ensure that the two proposed curb inlets in Poinsettia Lane are adequately sized. The existing and proposed 100-year rational method results from the overall 20.87 acre study area are 25.5 and 25.1 cfs, respectively. Therefore, the detention basin mitigates for the increase in 100-year peak flow by the project. A separate rational method analysis was performed for the proposed off-site borrow site south of the extension of Poinsettia Lane. This area is shown on the Proposed Condition Rational Method Work Map and has rational method node numbers in the 200's. The runoff from this area will be collected by three separate 12-inch risers that are each connected to 8-inch PVC pipes that outlet 3 -------------------.. ------------------ into a gravel trench for infiltration. The rational method analysis in Appendix A shows that the 100-year flow rate from the borrow site will be 3.2 cfs and that the normal depth flow in each 8- inch PVC pipe will be 5.8 inches, so the pipes have capacity. The analysis also shows that the outlet velocity will be 3.9 feet per second. This is below the erosive threshold of 5 to 6 fps, so the gravel trench at the pipe outlets will adequately serve as an energy dissipater. The ponded depth above the risers is determined from the weir equation, Q = CLH312 where Q = flow rate= 3.2 I 3 = 1.1 cfs per riser C = weir coefficient = 2.6 1.1 = (2.6)(3.14)(H)312 or H = 0.26 feet L = wier length (pipe diameter) = 3 .14 feet H = headwater elevation, feet A 1-foot high berm will be constructed near the risers to allow this headwater depth to develop, so that the 100-year flow will be captured by the risers. A separate proposed condition rational method analysis was also performed for a temporary D- 75 (type D) concrete ditch to be constructed along the south slope near the proposed southerly terminus of the Poinsettia Lane extension. A detail of the ditch is included on the Proposed Condition Rational Method Work Map. The ditch will remain in place until Poinsettia Lane is extended in the future by another project. The rational method analysis in Appendix A shows that the 100-year flow rate in the ditch will be 0.2 cfs. A normal depth analysis indicates that the flow velocity exiting the ditch will be 3.3 feet per second (see Appendix D). The ditch will outlet onto the riprap pad at the outlet of Storm Drain Line C. As discussed in the next section, the flow velocity out of Line C is nearly 20 feet per second, so the riprap will also adequately serve the 3.3 fps out of the temporary ditch. HYDRAULIC ANALYSES WSPGW analyses (see Appendix C) were performed for proposed storm drain lines A through C, their laterals, and the main storm drain within the primary on-site drive. The WSPGW analyses were based on the storm drain profiles as well as the 100-year flow rates from the rational method results. The WSPGW stationing does not match the storm drain stationing because most of the storm drains were stationed based on the street centerline, and the storm drain is offset from the centerline. Nonetheless, the laterals only contain one to two segments so the relationship between the WSPGW results and storm drain plans is readily compared. For the main line, a table is included relating the street stations to the WSPGW stations. The results indicate that most of the system is under open channel flow. Segments under pressure flow shall be specified with water-tight joints. Curb inlet and catch basin sizing has been determined from the 100-year rational method results and is included in Appendix D. For the proposed Type B curb inlets in a sump, the capacity was based the weir equation, which yields a capacity of 1.1 cfs per lineal foot of opening when water 4 -----------------.. -------------------- is ponded to the top of the opening. For curb inlets on grade, the capacity was determined using the longitudinal street grades and the depth of flow approaching the catch basin. For the proposed Type G catch basins in a sump, Figure 2-5 from the County's Drainage Design Manual was used. The project also proposes several Type F catch basins. Weir and orifice analyses were performed using Haestad Method's FlowMaster program to determine the capacity of a Type F catch basin with water ponded to the rim. The analyses were based on a 3-foot width and 7.75-inch average height per Standard Drawing D-7. The results are included in Appendix D and indicate that the Type F catch basin under orifice conditions has a capacity of approximately 7.8 cfs to the top of the opening, which is sufficient for the tributary flow rates. Riprap is proposed at the outlet of Storm Drain Lines B and C. The 100-year outflow velocities from these storm drains is just under 20 feet per second. According to the 2006 Regional Supplement to "Greenbook 2006" included in Appendix D, 2-ton rock class is required for the velocities. The riprap pad should be sized based on the supplement as well as San Diego Regional Standard Drawing D-40. CONCLUSION Hydrologic and hydraulic analyses have been performed for final engineering of the Poinsettia Place multi-family residential project. The analyses were based on grading and improvement plans by Pangaea Land Consultants, Inc. and demonstrate the capacities of the proposed drainage system analyzed herein. The hydro logic results indicate that the project will increase the 100- year flow rates, which is typical of a residential development. The results also indicate that the proposed detention basin will meet the City of Carlsbad's requirement to attenuate the 100-year flow rate to the pre-project level. 5 ·-------------------------- ----------- APPENDIX A 100-YEAR RATIONAL METHOD ANALYSES AND SUPPORTING DATA I I I I I t I I I I I I I I I I 2.0 I I I I EQUATION = 7.44 P6 D-0·645 = Intensity (in/hr) I J 6-Hour Precipitation (in) Duration (min) • • I I I l~l I I I lrlhllllll~IIIMll11HJJl~IIIIIIIIIIIIIIIIIIIII 'fl :::i: '§' .... , ~~ ~ ' '' .... "', .. ... 0 "', ...... .. C 0 "' ... ~ ,,.. i"" ' """" ,, .... "' .. ,, ,, .. ii3 Q) """' '~ 'r,.. Q. "fi .. ~ .. 6.0, c: 1.0 I ..... ~ ' .... "' ~0.9 5.5 ct. I I .. , """" 5.0 g -~0.8 I ' .... 4.5 5' for I .. ~ .. ........ , .. 0 """ .. 4.0 i 0.6 ""r,.. .. ~ 3.5 .!!. 0.5 i"" , .. 3.0 .... ..~ 0.4 "'"" 2.5 '"' ~ 2.0 1.5 I I lll!llllll!lllllfTtll1.o 0.1, I I I I 5 6 7 8 9 10 15 20 30 40 50 2 3 4 5 6 Minutes Hours Duration Intensity-Duration Design Chart -Template I I I I I I I I I I I I I I Directions for Application: (1) From precipitation maps detennine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed. Application Fonn: (a) Selected frequency 1 00 year (b) Pe= 2.7 in., p24 = 4.7 .:6 = ~ %(2J 24 (c) Adjusted P6<2l = _1.:1_ in. (d) 1x = min. (e) I = __ in./hr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. ·1 uc--2 ·rr7··3 s:s··,1··4:s··s···s:s·····g I I I i .. ·r· T ··T·-· I I I l I·· ···············-=.1·?:~J:'.f951 Ui'jEl,!>9 f7.90i 9,?2'. t.0.54; 11.86J3,17j 14,:4fl]15.81 2.12 )3,18~ 1,24~5.30+El.36J.L42 .. 8.48 ,9.54 .10.00111.6tl;J2,72 ~?:~j3,~it?!~!>,~J5.!IQ~El:?1.i?:58..i..8·~-f~~ .1<>: 11 + 1.95+ 2.59: 3.24 i 3.89J 4.54 0 5.19 1 5./l! 6,~9.t 7.1_3 ____ 7.78 20 1.oe 11.62 2.1s,2.s9,3,23:s.n 4.31, 4.85 5.39: 5.93 6.46 2s o,~s.J(40f!,~zJfasJg,-8<lJ~,?7.J-!C~:20~~J,rf13; s.6i:l ... ~ _().8:3 ;1.2411.6'3j 2,07: 2.49J2,90; .. 3,32 •. 3,73; 1.15 i 4,56. 4.98. 40 0.69 :1.00; 1.38. 1.72 2.07:2A1 1 2.76 3.10 3.45 1 3.79 4.13 so o,so : 0.90·{ 19' 1.49; 1,19: 2.c,g. 2.39 ' 2,69 ; 2.98 : 3.28 : Ba iio o.sa lo.soh.oo' 1.33; 1.slf 1.00· 2.12 • 2.39' 2.65 ! 2.92 '3.'ia 90 0.41 lo.61 l 0.82 I 1.02' 1.23: ,:431 1.63 ' 1.84 . 2.04 '. 2.25 , 2.45 -120 o.3ti lcf51To:68! o.asr1.02· 1.19t 1.36 · 1.ss· 1.10-f 1.87 · 2.04 ..... J~. o.2~iQ,~r()"~r(),?3.\<>,6'3).Q3: .1,1a: 1:a2.L1Aii _1.62~_1.?6 -!80 <>:~~o~+<>,!!?,<>,~5;9,?t!Jl.9t H)<I, 1.1s, 1._31 1 1,~ ,. _1.5?. ... 240 o.l!2 j. <>._ .~<>,_43 :_ . <L_ ·_?'.1LQ,§5 .....•.... <>_JEIJ. <>_ .• _s_ 1_ . • _.o,ss_ ', .. _1_._·_··' __ oe __ ··· ··~,'-·.' .. · .. __ ,_·.9 .. _··. :_·_ !_,so_._· .. 300 0.19 :0.~+0.38, 0.47 .0.56 0.66: 0.75. 0.85. 0.94, 1.03, 1.13 360 ·o:11".'02510:33fo.4fio.so'o.sa'·o.67 · o.,s · o,iw' o'.!~2 · too F LG 3-1 I t I I I t r .. I t I I ~ ~ ... I I I J I I I I I I .f i .... ·.-- I I I I I I I ... 9? !! ... I I I I 3B'90' ~·-··;,-I . ~ I " .......... , I ...-,.if~. . 33°30' '•-. ---,;·r--._ / ·-)~:/.,: ___ ~::AT /. /),._ .. , , ..... ( .~ivE:'::ide O~o~! J ·. .. .. ' . j , . J. -. --.• ~~-...... ;. ...... .. •, ' ....... ~~·-•.. •\. \\.~. /·:··-.. ,,.. x·io ....... I ~ lt l i i ~ ( r\.)_ ·· 33"1ll' ~-· .--fl~->~ {~. 1 ·~-~.?;a._· ... --·· ... J : \ ·~ 1 1, ~--· .-_ !S-.--. ·_;; .. ··.tm.r -~,-~\-.. 1···1\·_·L)~f4:~r;-t~~--=:--:---:-.i7,:L·)_· __ -;. . . ... ; ... 3'"CO'-~--+--"c,~~~~;;:;;;;-~_ 0 (') Cl) ~ ., 32°45' -----1------- .•. , .. --'!'."";_ M I . 9' ,W l ti §· !,)~-- 32'30' 32'30' -~ !2 -~ ' fit ~ ~ .. ~ i: '! I !- I I I I I l I I County of San Diego Hydrology Manual Rainfall Isop/wials 100 Year Rainfall Event -6 Boun I --·-----laopkJvlal (inches) I PS 2. 7" DPW *GIS ~~- S1iiGIS ~>1,;J(PIJb'iclfulri 3=~--!,.._,,,,""'»'S,,,r,,w, \.'(!c ~;,\·,· Sa:1 Pu:!",U Covcr,J! N ~-=-~~~,...,-=~ ~ .. -... ---·--.................... TI-. ...................... .... E .......... =: .. -.. ........, .... ~ ............ .,IANDIIQ. =--=--=-~-:i--........ s 3 0 3Mlles '"""- I I I • I • I ' t .. I ·~ ~ ;: I I ' I I I ~ ;: I I I I I I I I ' I I I I I ; I !lo .; ;: 33"30' ,...:.-:::..:-. fT . ..-rzz I I I I 33"30' -··<.:~··,;··r\·\ ~~r· .~·-···· ,, ..•..... \"'Y?J • r; ;,;,.:;;::.:' 33"1- -Q ~ . . 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' ~ .. \ ~ : • ·32·45' , ...... -~··· •..• •· ' . • '"' ,: ,, 4' ,... \ _( .. . • .... .. .... ~-.. .. ......... ... .. ___ .. -.: t • \ f \ '2"30' !!! 8 t· C ' i:.. k !e = .. . :: ... .. ... 32°30' 9! t I I I I I I ' I I County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event-24 Houn I --------"°'*""81 {inches) I P24 4.7" DPW ~GIS C.O..t-,iotPu!,lo;\ol/a'<l ,:;,,,.,"f"..-1'<~· ,,b;,,<L, .... ~, S~GIS ,.. an \'fl, lL1v,· "i:m l'l,l:~u ("ov,f(L1~ N Tltll llflP. PIOtlEeJ WfTHOUTWMIWffl'(F #ff IIINII, Em-ec EDR ~ (IRM"I..IED,llllClll.DMl,IUTNOrl.MTEDTO,TMEIIMHJWNmMTa OFMEIICIIMlMl.ln'MDffllllMtFOIIAIWffl(IIUIII~ ........... ,.... ....... E =:::::=:-..=::.:9,:--.,....._."IMCWJ. ·• ::::.-.=..-:--=...-:: ............. s 3 0 3MIIN i--; I 33"6'59" 33• 6' 35• ;.. "' io ~ 473700 473800 473900 Map Scale: 1 :5,310 if printed on A size (8.5" x 11 ") sheet. Soil Map-San Diego County Area, California 474·300 N A ----====------~:=====~Meters 300 0 50 100 200 ........ -==========-................ -=================::::i Feet 0 USDA Natural Resources = -Conservation Service 250 500 1,000 1,500 Web Soil Survey National Cooperative Soil Survey - 474400 474500 474600 474700 5/13/2010 Page 1 of 3 33• 6' 59" 33• 6' 35" San Diego County Hydrology Manual Date: June 2003 -- Section: Page: Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use I Runoff Coefficient "C" Soil TyEe NRCS Elements Coun Elements % Ilv.D?ER. A B Undisturbed Natural Terrain (Natural) Permanent Open Space O* 0.20 0.25 Low Density Residential (LDR) Residential, 1.0 DU/ A or less 10 0.27 0.32 Low Density Residential (LDR) Residential 2.0 DU/A or less 20 0.34 0.38 Low Density Residential (LDR) Residential 2.9 DU/A or less 25 0.38 0.41 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 C 0.30 0.36 0.42 0.45 0.48 0.54 0.57 0.60 0.69 0.78 0.78 0.81 0.84 0.84 0.87 - 3 6 of26 D 0.35 0.41 0.46 0.49 0.52 0.57 0.60 0.63 0.71 0.79 0.79 0.82 0.85 0.85 0.87 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever ( e.g., the area is located in Cleveland National Forest). DU/A= dwelling units per acre NRCS = National Resources Conservation Service 3-6 I San Diego County Hydrology Manual Date: June 2003 Section: Page: 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 where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial Ti 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 LENGffl (LM) & INITIAL TIME OF CONCENTRATION (T1) Element* DU/ .5% 1% 2% 3% 5% 10% Acre LM Ti LM Ti LM Ti LM Ti LM Ti LM Ti Natural I 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR I 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N.Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G.Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 * See Table 3-1 for more detailed description 3-12 Ii 11 II II It II 11 II II II II II II II It II II II It I-w w u.. z w (.) z ~ CJ) i5 w CJ) ex: ::::> 0 (.) ix: w I-~ I 22~% slope7T////, 100 1 -5 I . ~ § § >"' I :al"'! I 30 CJ) w I-::::> z 0 20 :E ~ w :i j:: ~ 0 ..J LL 10 ~ :5 ix: w > 0 --~--~~~--~~~--~~~--~~~--~~~_,_~~~_.....~~~--o EXAMPLE: Given: Watercourse Distance (D) = 70 Feet Slope (s) =1.3% Runoff Coefficient (C) = 0.41 Overland Flow Time (T) = 9.5 Minutes T = 1.8 (1.1-C) VD 3Vs SOURCE: Airport Drainage, Federal Aviation Administration, 1965 FIGURE Rational Formula -Overland Time of Flow Nomograph 3.3 - - - -------------------------- San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)l991-2009 Version 7.8 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/15/10 Poinsettia Place Final Engineering Existing Condition Analysis 100-Year Flow Rate ********* Hydrology Study Control Information********** Program License Serial Number 4028 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.700 P6/P24 = 57.4% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** 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 [HIGH DENSITY RESIDENTIAL ( 43. 0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance 65.000(Ft.) Highest elevation= 320.500(Ft.) Lowest elevation= 319.lOO(Ft.) Elevation difference 1.400(Ft.) Slope= 2.154 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.15 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% TC = [ 1 . 8 * ( 1 . 1-0 . 7 9 0 0 ) * ( 7 5 . 0 0 0 A . 5 ) / ( 3.74 minutes slopeA (1/3) l 2 .154A (1/3) l = Calculated TC of 3.742 minutes is less than 5 minutes, 3.74 ----------------- ---.. ---- ,., - ... resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff= 0.225(CFS) Total initial stream area= 0.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 319.lOO(Ft.) Downstream point elevation 318.300(Ft.) Channel length thru subarea 167.000(Ft.) Channel base width O.OOO(Ft.) Slope or 'Z' of left channel bank= 50.000 Slope or 'Z' of right channel bank= 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 1.861(CFS) Depth of flow= 0.168(Ft.), Average velocity Channel flow top width= 16.818(Ft.) Flow Velocity= 1.32(Ft/s) Travel time 2.12 min. Time of concentration= 5.86 min. Critical depth= 0.154(Ft.) Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 6.424(In/Hr) for a 0.000 0.000 0.000 1.000 1.861(CFS) 1.316(Ft/s) 100.0 year storm Rainfall intensity= 6.424(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA= 0.529 Subarea runoff= 3.175(CFS) for 0.630(Ac.) Total runoff= 3.400(CFS) Total area Depth of flow= 0.211(Ft.), Average velocity= Critical depth= 0.195(Ft.) 0.670(Ac.) 1. 530 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 13.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 318.300(Ft.) Downstream point elevation 316.000(Ft.) Channel length thru subarea 261.000(Ft.) Channel base width O.OOO(Ft.) Slope or 'Z' of left channel bank= 50.000 Slope or 'Z' of right channel bank= 50.000 Estimated mean flow rate at midpoint of channel 2 6.333(CFS) ----------------------------------.. -- Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) Flow(q} thru subarea = 6.333(CFS) Depth of flow= 0.237(Ft.), Average velocity Channel flow top width= 23.746(Ft.) Flow Velocity= 2.25(Ft/s) Travel time 1.94 min. Time of concentration= 7.79 min. Critical depth= 0.252(Ft.) Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 5.343(In/Hr) 0.000 0.000 0.000 1. 000 for a 2.246(Ft/s) 100.0 year storm Rainfall intensity= 5.343(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA= 1.722 Subarea runoff= Total runoff= Depth of flow= Critical depth= 5.80l(CFS) for 1.510(Ac.) 9.201(CFS) Total area 0.273(Ft.), Average velocity= 0.291(Ft.) 2.180(Ac.) 2.466(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 14.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 305.400(Ft.) Downstream point elevation 266.000(Ft.) Channel length thru subarea 616.000(Ft.) Channel base width 3.000(Ft.) Slope or 'Z' of left channel bank= 10.000 Slope or 'Z' of right channel bank= 10.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.045 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 11.655(CFS) Depth of flow= 0.443(Ft.), Average velocity Channel flow top width= 11.856(Ft.) Flow Velocity= 3.54(Ft/s) Travel time 2.90 min. Time of concentration= 10.69 min. Critical depth= 0.480(Ft.) Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 4.357(In/Hr) for a 0.000 0.000 0.000 1. 000 3 11. 655 (CFS) 3. 544 (Ft/s) 100.0 year storm ... - - -.. ---------------------------- Sub-Area C Value= 0.350 Rainfall intensity= 4.357(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.498 CA= 3.224 Subarea runoff= 4.846(CFS) for 4.290(Ac.) Total runoff= 14.047(CFS) Total area Depth of flow= 0.483(Ft.), Average velocity= Critical depth= 0.527(Ft.) 6. 4 70 (Ac.) 3. 720 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 266.000(Ft.) Downstream point elevation 237.000(Ft.) Channel length thru subarea 1174.000(Ft.) Channel base width 3.000(Ft.) Slope or 'Z' of left channel bank= 20.000 Slope or 'Z' of right channel bank= 20.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.040 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 15.019(CFS) Depth of flow= 0.483(Ft.), Average velocity Channel flow top width= 22.303(Ft.) Flow Velocity= 2.46(Ft/s) Travel time 7.95 min. Time of concentration= 18.65 min. Critical depth= 0.441(Ft.) Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 3.044(In/Hr) 0.000 0.000 0.000 1. 000 for a 15.019(CFS) 2.460(Ft/s) 100.0 year storm Rainfall intensity= 3.044(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.428 CA= 5.236 Subarea runoff= 1.891(CFS) for 5.750(Ac.) Total runoff= 15.938(CFS) Total area Depth of flow= 0.495(Ft.), Average velocity= 12.220(Ac.) 2.497(Ft/s) Critical depth= 0.457(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 78.00(Ft.) Slope No. of pipes= 1 Required pipe flow 4 230. 500 (Ft.) 215.000(Ft.) 0.1987 Manning's N 15.938(CFS) 0.024 ---------------------.. ---------------- Given pipe size 30.00(In.) Calculated individual pipe flow Normal flow depth in pipe= Flow top width inside pipe= Critical Depth= 16.17(In.) 15.938(CFS) 8.14(In.) 26.68(In.) Pipe flow velocity= 14.81(Ft/s) Travel time through pipe= 0.09 min. Time of concentration (TC) = 18.73 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 12.220(Ac.) Runoff from this stream 15.938(CFS) Time of concentration Rainfall intensity= 18.73 min. 3.035(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 0.000 0.000 0.000 1.000 Initial subarea total flow distance 332.000(Ft.) Highest elevation= 313.000(Ft.) Lowest elevation= 257.800(Ft.) Elevation difference 55.200(Ft.) Slope= 16.627 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 16.63 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 5.29 minutes TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] Tc= [l.8*(1.1-0.3500)*( 100.oooA.5)/( 16.62r(l/3)J= 5.29 The initial area total distance of 332.00 (Ft.) entered leaves a remaining distance of 232.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.03 minutes for a distance of 232.00 (Ft.) and a slope of 16.63 % with an elevation difference of 38.57(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 1.033 Minutes Tt=[(ll.9*0.0439A3)/( 38.57)]A.385= 1.03 Total initial area Ti= 5.29 minutes from 1.03 minutes from the Figure 3-4 formula Rainfall intensity (I) = 6.115(In/Hr) Effective runoff coefficient used for area 5 Figure 3-3 formula plus 6.32 minutes for a 100.0 year storm (Q=KCIA) is C = 0.350 ---------------------.. -------.. -----... -- Subarea runoff= 1.862(CFS) Total initial stream area= 0.870(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 19.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 257.800(Ft.) Downstream point elevation 230.000(Ft.) Channel length thru subarea 697.000(Ft.) Channel base width 3.000(Ft.) Slope or 'Z' of left channel bank= 2.000 Slope or 'Z' of right channel bank= 2.000 Manning's 'N' = 0.045 Maximum depth of channel 3.000(Ft.) Flow(q) thru subarea = 1.862(CFS) Depth of flow= 0.236(Ft.), Average velocity Channel flow top width= 3.944(Ft.) Flow Velocity= 2.27(Ft/s) Travel time 5.11 min. Time of concentration 11.44 min. Critical depth= 0.219(Ft.) 2 .271 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 16.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 230.000(Ft.) Downstream point elevation 215.900(Ft.) Channel length thru subarea 172.000(Ft.) Channel base width 5.000(Ft.) Slope or 'Z' of left channel bank= 3.000 Slope or 'Z' of right channel bank= 3.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.045 Maximum depth of channel 3.000(Ft.) Flow(q) thru subarea = 4.547(CFS) Depth of flow= 0.239(Ft.), Average velocity Channel flow top width= 6.431(Ft.) Flow Velocity= 3.33(Ft/s) Travel time 0.86 min. Time of concentration= 12.30 min. Critical depth= 0.277(Ft.) Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.328 3.981(In/Hr) 0.150 0.000 0.000 0.850 for a 4.547(CFS) 3.335(Ft/s) 100.0 year storm Rainfall intensity= 3.98l(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area 6 ---------------------------------- -- • CA = 1. 798 5.296(CFS) for 4.560(Ac.) (Q=KCIA) is C = 0.331 Subarea runoff= Total runoff= 7.158(CFS) Total area Depth of flow= Critical depth= 0.310(Ft.), Average velocity= 0.367(Ft.) 5. 430 (Ac.) 3.893(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 16.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 2 Stream flow area= 5.430(Ac.) Runoff from this stream 7.158(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 12.30 min. 3.981(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity ( In/Hr) 1 15.938 18.73 3.035 2 7.158 12.30 3.981 Qmax(l} 1. 000 * 1. 000 * 15.938) + 0.762 * 1. 000 * 7.158) + 21.394 Qmax (2) 1. 000 * 0.656 * 15.938) + 1. 000 * 1. 000 * 7.158) + 17.620 Total of 2 streams to confluence: Flow rates before confluence point: 15.938 7.158 Maximum flow rates at confluence using above data: 21.394 17.620 Area of streams before confluence: 12.220 5.430 Results of confluence: Total flow rate= 21.394(CFS) Time of concentration 18.733 min. Effective stream area after confluence 17.650(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 20.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 215.900(Ft.) Downstream point elevation 213.900(Ft.) Channel length thru subarea 152.000(Ft.) Channel base width 5.000(Ft.) Slope or 'Z' of left channel bank= 3.000 Slope or 'Z' of right channel bank= 3.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.045 Maximum depth of channel 3.000(Ft.) 7 21.614(CFS) -· --------• ---------------------------- Flow(q) thru subarea = 21.614(CFS) Depth of flow= 0.946(Ft.), Average velocity Channel flow top width= 10.676(Ft.) Flow Velocity= 2.92(Ft/s) Travel time 0.87 min. Time of concentration= 19.60 min. Critical depth= 0.719(Ft.) Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.290 2.947(In/Hr) for a 0.400 0.000 0.000 0.600 2.915(Ft/s) 100.0 year storm Rainfall intensity= 2.947(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.392 CA= 7.385 Subarea runoff= Total runoff= Depth of flow= Critical depth= 0.37l(CFS) for 1.210(Ac.) 21.765(CFS) Total area 0.949(Ft.), Average velocity= 0.719(Ft.) 18. 860 (Ac.) 2. 921 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 20.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 18.860(Ac.) Runoff from this stream 21.765(CFS) Time of concentration Rainfall intensity= 19.60 min. 2.947(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 0.000 0.000 0.000 1. 000 Initial subarea total flow distance 80.000(Ft.) Highest elevation= 282.600(Ft.) Lowest elevation= 281.000(Ft.) Elevation difference 1.600(Ft.) Slope= 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less 8 ---- ------ ------------- ----- ·---.. In Accordance With Figure 3-3 Initial Area Time of Concentration TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% TC= [l.8*(1.1-0.7900}*( 75.000A.5)/( 3.84 minutes slopeA(l/3)] 2.000A (1/3) ]= Calculated TC of 3.835 minutes is less than 5 minutes, 3.84 resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff= 0.337(CFS) Total initial stream area= 0.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 23.000 **** STREET FLOW TRAVEL TIME+ SUBAREA FLOW ADDITION**** Top of street segment elevation= 281.000(Ft.) End of street segment elevation= 275.000(Ft.) Length of street segment 245.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break 18.000(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 = 1.500(In.) Manning's Nin gutter= 0.0150 Manning's N from gutter to grade break 0.0180 Manning's N from grade break to crown= 0.0180 Estimated mean flow rate at midpoint of street= Depth of flow= 0.202(Ft.), Average velocity= Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 5.364(Ft.) Flow velocity= 2.18(Ft/s) Travel time= 1.87 min. Adding area flow to street Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 TC= 5. 71 6.531(In/Hr) 0.000 0.000 0.000 1. 000 min. for a 0.783(CFS) 2.18l(Ft/s) 100.0 year storm Rainfall intensity= 6.531(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA= 0.198 Subarea runoff 0.953(CFS) for 0.190(Ac.) Total runoff= 1.290(CFS) Total area= 0.250(Ac.) Street flow at end of street= 1.290(CFS) Half street flow at end of street 1.290(CFS) Depth of flow= 0.231(Ft.), Average velocity= 2.409(Ft/s) Flow width (from curb towards crown)= 6.813(Ft.) 9 -------• -• ---------------------------• ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 24.000 **** STREET FLOW TRAVEL TIME+ SUBAREA FLOW ADDITION**** Top of street segment elevation= 274.500(Ft.) End of street segment elevation= 243.000(Ft.) Length of street segment 761.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break 18.000(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 = 1.500(In.) Manning's Nin gutter= 0.0150 Manning's N from gutter to grade break 0.0180 Manning's N from grade break to crown= 0.0180 Estimated mean flow rate at midpoint of street= Depth of flow= 0.272(Ft.), Average velocity= Streetflow hydraulics at midpoint of street travel: 3.036(CFS) 3.567(Ft/s) Halfstreet flow width= 8.832(Ft.) Flow velocity= 3.57(Ft/s) Travel time= 3.56 min. TC= 9.26 min. Adding area flow to street Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL 4.779(In/Hr) for a 0.000 100.0 year storm (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 0.000 0.000 1.000 Rainfall intensity= 4.779(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA= 0.988 Subarea runoff 3.429(CFS) for 1.000(Ac.) Total runoff= 4.719(CFS) Total area= 1.250(Ac.) Street flow at end of street= 4.719(CFS) Half street flow at end of street 4.719(CFS) Depth of flow= 0.307(Ft.), Average velocity= 3.946(Ft/s) Flow width (from curb towards crown}= 10.605(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 20.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 110.00(Ft.) Slope No. of pipes= 1 Required pipe flow 10 238. 000 (Ft.) 215.000(Ft.) 0.2091 Manning's N 4.719(CFS) 0.013 • ... ··~ --- • ---... --.. --- ---.. -... -- Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 4.719(CFS) Normal flow depth in pipe= 5.15(In.) Flow top width inside pipe= 8.91(In.) Critical depth could not be calculated. Pipe flow velocity= 18.06(Ft/s) Travel time through pipe 0.10 min. Time of concentration (TC) = 9.37 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 20.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 2 Stream flow area= 1.250(Ac.) Runoff from this stream 4.719(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 9.37 min. 4.746(In/Hr) Stream No. Flow rate (CFS) TC (min) 1 21.765 19.60 2 4. 719 9.37 Qmax(l) 1. 000 * 1.000 * 21. 765) 0.621 * 1. 000 * 4. 719) Qmax(2) 1. 000 * 0.478 * 21.765) 1.000 * 1. 000 * 4. 719) Total of 2 streams to confluence: Flow rates before confluence point: 21.765 4.719 Rainfall Intensity ( In/Hr) 2.947 4.746 + + 24. 696 + + 15.118 Maximum flow rates at confluence using above data: 24.696 15.118 Area of streams before confluence: 18.860 1.250 Results of confluence: Total flow rate= 24.696(CFS) Time of concentration 19.602 min. Effective stream area after confluence 20 .110 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 20.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 20.llO(Ac.) Runoff from this stream 24.696(CFS) Time of concentration Rainfall intensity= 19.60 min. 2.947(In/Hr) 11 ---------------------- --- - ----.. --- Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 31.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 0.000 0.000 0.000 1.000 Initial subarea total flow distance 236.000(Ft.) Highest elevation= 272.600(Ft.) Lowest elevation= 232.000(Ft.) Elevation difference 40.600(Ft.) Slope= 17.203 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 17.20 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 5.23 minutes TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [l.8*(1.1-0.3500)*( 100.000A.5)/( 17.203A(l/3)]= 5.23 The initial area total distance of 236.00 (Ft.) entered leaves a remaining distance of 136.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.68 minutes for a distance of 136.00 (Ft.) and a slope of 17.20 % with an elevation difference of 23.40(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.676 Minutes Tt=[(ll.9*0.0258A3)/( 23.40)]A.385= 0.68 Total initial area Ti= 5.23 minutes from 0.68 minutes from the Figure 3-4 formula Rainfall intensity (I) = 6.390(In/Hr) Effective runoff coefficient used for area Subarea runoff= l.700(CFS) Figure 3-3 formula plus 5.91 minutes for a 100.0 year storm (Q=KCIA) is C = 0.350 Total initial stream area= 0.760(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 31.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.760(Ac.) Runoff from this stream 1.700(CFS) Time of concentration= Rainfall intensity= Summary of stream data: Stream No. Flow rate (CFS) 5.91 min. 6.390(In/Hr) TC (min) 12 Rainfall Intensity (In/Hr) --- -• -• -• --------- -- ----------.. ---- 1 24. 696 19.60 2.947 2 1.700 5.91 6.390 Qmax (1) 1.000 * 1.000 * 24. 696) + 0.461 * 1. 000 * 1. 700) + 25.480 Qmax (2) 1.000 * 0.301 * 24.696) + 1. 000 * 1.000 * 1. 700) + 9.139 Total of 2 main streams to confluence: Flow rates before confluence point: 24.696 1.700 Maximum flow rates at confluence using above data: 25.480 9.139 Area of streams before confluence: 20.110 0.760 Results of confluence: Total flow rate= 25.480(CFS) Time of concentration= 19.602 min. Effective stream area after confluence End of computations, total study area= 13 2 0 . 8 7 0 ( Ac . ) 20.870 (Ac.) -- ----- ---------------------------- San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)l991-2009 Version 7.8 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/23/10 Poinsettia Place Final Engineering Proposed Condition Analysis 100-Year Flow Rate ********* Hydrology Study Control Information********** Program License Serial Number 4028 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.700 P6/P24 = 57.4% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 **** 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 [HIGH DENSITY RESIDENTIAL ( 43. 0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance 65.000(Ft.) Highest elevation= 320.SOO(Ft.) Lowest elevation= 319.lOO(Ft.) Elevation difference l.400(Ft.) Slope= 2.154 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.15 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% TC= [l.8*(1.1-0.7900)*( 75.000A.5)/( 3.74 minutes slopeA (1/3)] 2 .154A (1/3) l = Calculated TC of 3.742 minutes is less than 5 minutes, 3.74 -------• ---------.. -------- - ------- resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff= 0.225(CFS) Total initial stream area= 0.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 319.lOO(Ft.) Downstream point elevation 318.300(Ft.) Channel length thru subarea 167.000(Ft.) Channel base width 0.000(Ft.) Slope or 'Z' of left channel bank= 50.000 Slope or 'Z' of right channel bank= 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 1.861(CFS) Depth of flow= 0.168(Ft.), Average velocity Channel flow top width= 16.818(Ft.) Flow Velocity= 1.32(Ft/s) Travel time 2.12 min. Time of concentration= 5.86 min . Critical depth= 0.154(Ft.) Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 6.424(In/Hr) 0.000 0.000 0.000 1.000 for a 1. 861 (CFS) 1. 316 (Ft/s) 100.0 year storm Rainfall intensity= 6.424(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA= 0.529 Subarea runoff= 3.175(CFS) for 0.630(Ac.) Total runoff= 3.400(CFS) Total area Depth of flow= 0.211(Ft.), Average velocity= Critical depth= 0.195(Ft.) 0. 670 (Ac.) 1.530(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 13.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 318.300(Ft.) Downstream point elevation 316.000(Ft.) Channel length thru subarea 261.000(Ft.) Channel base width 0.000(Ft.) Slope or 'Z' of left channel bank= 50.000 Slope or 'Z' of right channel bank= 50.000 Estimated mean flow rate at midpoint of channel 2 6.333(CFS) --------------- -------------• -- Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 6.333(CFS) Depth of flow= 0.237(Ft.), Average velocity Channel flow top width= 23.746(Ft.) Flow Velocity= 2.25(Ft/s) Travel time 1.94 min. Time of concentration= 7.79 min. Critical depth= 0.252(Ft.) Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 5.343(In/Hr) for a 0.000 0.000 0.000 1. 000 2. 2 4 6 ( Ft/ s) 100.0 year storm Rainfall intensity= 5.343(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA= 1.722 Subarea runoff= Total runoff= Depth of flow= Critical depth= 5.80l(CFS) for l.510(Ac.) 9.20l(CFS) Total area 0.273(Ft.), Average velocity= 0. 291 (Ft.) 2.180(Ac.) 2. 466 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 14.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 305.400(Ft.) Downstream point elevation 268.400(Ft.) Channel length thru subarea 551.000(Ft.) Channel base width 0.045(Ft.) Slope or 'Z' of left channel bank= 10.000 Slope or 'Z' of right channel bank= 10.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel l.OOO(Ft.) Flow(q) thru subarea = ll.848(CFS) Depth of flow= 0.373(Ft.), Average velocity Channel flow top width= 7.515(Ft.) Flow Velocity= 8.39(Ft/s) Travel time 1.09 min. Time of concentration= 8.89 min. Critical depth= 0.609(Ft.) Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 4.909(In/Hr) 0.000 0.000 0.000 1. 000 3 for a 11. 848 (CFS) 8.393(Ft/s) 100.0 year storm - - - - --- -,., - - ·- ·- ... .... ... - Sub-Area C Value= 0.350 Rainfall intensity= 4.909(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.520 CA= 2.937 Subarea runoff= 5.214(CFS) for 3.470(Ac.) Total runoff= 14.415(CFS) Total area Depth of flow= 0.402(Ft.), Average velocity= 5.650(Ac.) 8.815(Ft/s) Critical depth= 0.664(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 267.000(Ft.) Downstream point/station elevation 262.500(Ft.) Pipe length 79.00(Ft.) Slope 0.0570 Manning's N No. of pipes= 1 Required pipe flow 14.415(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 14.415(CFS) Normal flow depth in pipe= 11.51(In.) Flow top width inside pipe= 12.68(In.) Critical depth could not be calculated. Pipe flow velocity= 14.28(Ft/s) Travel time through pipe 0.09 min. Time of concentration (TC) = 8.98 min. 0. 013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 5.650(Ac.) Runoff from this stream 14.415(CFS) Time of concentration Rainfall intensity= 8.98 min. 4.876(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 17.000 **** 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 317.000(Ft.) Highest elevation= 312.200(Ft.) Lowest elevation= 271.880(Ft.) Elevation difference 40.320(Ft.) Slope= 12.719 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) 4 -------------------·- ,. --·- •• -·-... •• ... -- for the top area slope value of 12.72 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 5.78 minutes TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.3500)*( 100.000A.5)/( 12.719A(l/3)]= 5.78 The initial area total distance of 317.00 (Ft.) entered leaves a remaining distance of 217.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.09 minutes for a distance of 217.00 (Ft.) and a slope of 12.72 % with an elevation difference of 27.60(Ft.) from the end of the top area Tt = [ll.9*length(Mi)A3)/(elevation change(Ft.))JA.385 *60(min/hr) 1.088 Minutes Tt=[(ll.9*0.0411A3)/( 27.60)JA.385= 1.09 Total initial area Ti= 5.78 minutes from 1.09 minutes from the Figure 3-4 formula Rainfall intensity (I) = 5.795(In/Hr) Effective runoff coefficient used for area Figure 3-3 formula plus 6.87 minutes for a 100.0 year storm (Q=KCIA) is C = 0.350 Subarea runoff= 1.217(CFS) Total initial stream area= 0.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 15.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 265.000(Ft.) Downstream point/station elevation 262.500(Ft.) Pipe length 13.60(Ft.) Slope 0.1838 Manning's N 0.013 No. of pipes= 1 Required pipe flow 1.217(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 1.217(CFS) Normal flow depth in pipe= 3.02(In.) Flow top width inside pipe= 6.00(In.) Critical depth could not be calculated. Pipe flow velocity= 12.29(Ft/s) Travel time through pipe 0.02 min. Time of concentration (TC) = 6.89 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 15.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 2 Stream flow area= 0.600(Ac.) Runoff from this stream 1.217(CFS) Time of concentration= Rainfall intensity= Summary of stream data: Stream No . Flow rate (CFS) 6.89 min. 5.785(In/Hr) TC (min) 1 2 14.415 1. 217 8.98 6.89 5 Rainfall Intensity ( In/Hr) 4.876 5.785 ---------- •• -... ... ----·-.. •• -.... ... .... - - - Qmax (1) 1.000 * 1.000 * 14.415) + 0.843 * 1.000 * 1.217) + 15.441 Qmax(2) 1. 000 * 0.767 * 14.415) + 1.000 * 1. 000 * 1.217) + 12.276 Total of 2 streams to confluence: Flow rates before confluence point: 14.415 1.217 Maximum flow rates at confluence using above data: 15.441 12.276 Area of streams before confluence: 5.650 0.600 Results of confluence: Total flow rate= 15.44l(CFS) Time of concentration 8.980 min. Effective stream area after confluence 6. 250 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 18.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 262.170(Ft.) Downstream point/station elevation 261.690(Ft.) Pipe length 39.20(Ft.) Slope 0.0122 Manning's N No. of pipes= 1 Required pipe flow 15.44l(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 15.44l(CFS) Normal flow depth in pipe= 15.30(In.) Flow top width inside pipe= 18.67(In.) Critical Depth= 17.44(In.) Pipe flow velocity= 8.23(Ft/s) Travel time through pipe= 0.08 min. Time of concentration (TC) = 9.06 min . 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 18.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 6.250(Ac.) Runoff from this stream 15.44l(CFS) Time of concentration Rainfall intensity= 9.06 min. 4.849(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 20.000 **** 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 6 -------------·--... -- --- - ·-------- --- [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 Initial subarea total flow distance 163.000(Ft.) Highest elevation= 307.400(Ft.) Lowest elevation= 295.lOO(Ft.) Elevation difference 12.300(Ft.) Slope= 7.546 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 7.55 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 6.88 minutes TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [l.8*(1.1-0.3500)*( 100.000A.5)/( 7.546A(l/3}]= 6.88 The initial area total distance of 163.00 (Ft.) entered leaves a remaining distance of 63.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.51 minutes for a distance of 63.00 (Ft.) and a slope of 7.55 % with an elevation difference of 4.75(Ft.) from the end of the top area Tt = [ll.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.513 Minutes Tt=[ (ll.9*0.0119A3)/( 4.75) ]A.385= 0.51 Total initial area Ti 6.88 minutes from Figure 3-3 formula plus 0.51 minutes from the Figure 3-4 formula 7.40 minutes Rainfall intensity (I) = 5.526(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff= 0.155(CFS) Total initial stream area= 0.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 295.lOO(Ft.) Downstream point elevation 273.000(Ft.) Channel length thru subarea 179.000(Ft.) Channel base width 3.000(Ft.) Slope or 'Z' of left channel bank= 10.000 Slope or 'Z' of right channel bank= 10.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.045 Maximum depth of channel 1.000(Ft.) Flow(q} thru subarea = 0.358(CFS) Depth of flow= 0.061(Ft.), Average velocity Channel flow top width= 4.223(Ft.) Flow Velocity= 1.62(Ft/s) Travel time 1.84 min. Time of concentration= 9.24 min. Critical depth= 0.070(Ft.) Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C 4.788(In/Hr) 0.000 0.000 0.000 7 for a 0.358(CFS) l.621(Ft/s) 100.0 year storm .. - - - •• .... - -- ------ Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 1.000 Rainfall intensity= 4.788(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA= 0.101 0.33l(CFS) for 0.210(Ac.) Subarea runoff= Total runoff= Depth of flow= Critical depth= 0.486(CFS) Total area 0.073(Ft.), Average velocity= 0. 085 (Ft.) 0.290 (Ac.) 1. 793 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 18.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 264.000(Ft.) Downstream point/station elevation 261.500(Ft.) Pipe length. 5.90(Ft.) Slope 0.4237 Manning's N 0.013 No. of pipes= 1 Required pipe flow 0.486(CFS) Nearest computed pipe diameter 3.00(In.) Calculated individual pipe flow 0.486(CFS) Normal flow depth in pipe= 2.ll(In.) Flow top width inside pipe= 2.74(In.) Critical depth could not be calculated. Pipe flow velocity= 13.14(Ft/s) Travel time through pipe 0.01 min. Time of concentration (TC) = 9.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 18.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 2 Stream flow area= 0.290(Ac.) Runoff from this stream 0.486(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 9.24 min. 4.786(In/Hr) Stream No. 1 2 Qmax (1) Qmax(2} Total of Flow rate (CFS) 15.441 0.486 1.000 * 1. 000 * 0.987 * 1. 000 * 2 streams TC (min) 9.06 9.24 1.000 * 0.980 * 1. 000 * 1.000 * 15.441) 0. 486) 15.441) 0. 486) to confluence: 8 Rainfall Intensity (In/Hr) 4.849 4.786 + + 15.917 + + 15.728 , 1'1 -----------------------• Flow rates before confluence point: 15.441 0.486 Maximum flow rates at confluence using above data: 15.917 15.728 Area of streams before confluence: 6.250 0.290 Results of confluence: Total flow rate= 15.917(CFS) Time of concentration 9.059 min. Effective stream area after confluence 6.540(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 261.170(Ft.) Downstream point/station elevation 260.740(Ft.) Pipe length 26.00(Ft.) Slope 0.0165 Manning's N No. of pipes= 1 Required pipe flow 15.917(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 15.917(CFS) Normal flow depth in pipe= 13.97(In.) Flow top width inside pipe= 19.82(In.) Critical Depth= 17.67(In.) Pipe flow velocity= 9.37(Ft/s) Travel time through pipe= 0.05 min. Time of concentration (TC) = 9.11 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 6.540(Ac.) Runoff from this stream 15.917(CFS) Time of concentration Rainfall intensity= 9 .11 min. 4.833(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 24.000 **** 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 [HIGH DENSITY RESIDENTIAL ( 43. 0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance Highest elevation= 269.280(Ft.) Lowest elevation= 268.600(Ft.) Elevation difference= 0.680(Ft.) 9 34. 000 (Ft.) Slope 2.000 % , .. 1fltt ... , .. - --- • ---------------• INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% TC= [1.8*(1.1-0.7900)*( 75.000A.5)/( 3.84 minutes slopeA (1/3) J 2.000A(l/3)]= Calculated TC of 3.835 minutes is less than 5 minutes, 3.84 resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff= 0.056(CFS) Total initial stream area= 0. 010 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 25.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 267.700(Ft.) Downstream point/station elevation 266.080(Ft.) Pipe length 160.00(Ft.) Slope 0.0101 Manning's N 0.013 No. of pipes= 1 Required pipe flow 0.056(CFS) Nearest computed pipe diameter 3.00(In.) Calculated individual pipe flow 0.056(CFS) Normal flow depth in pipe= 1.72(In.) Flow top width inside pipe= 2.97(In.) Critical Depth= 1.71(In.) Pipe flow velocity= 1.91(Ft/s) Travel time through pipe= 1.40 min. Time of concentration (TC) = 5.23 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 25.000 **** SUBAREA FLOW ADDITION**** Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 6.909(In/Hr) for a 0.000 0.000 0.000 1. 000 Time of concentration= 5.23 min. 100.0 year storm Rainfall intensity= 6.909(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.376 CA= 0.064 Subarea runoff 0.385(CFS) for 0.160(Ac.) Total runoff= 0.441(CFS) Total area= 0.170(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 22.000 10 -------------- - .. -.. - - .. ... **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 266.680(Ft.) Downstream point/station elevation 261.240(Ft.) Pipe length 53.00(Ft.) Slope 0.1026 Manning's N 0.013 No. of pipes= 1 Required pipe flow 0.44l(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.44l(CFS) Normal flow depth in pipe= 2.03(In.) Flow top width inside pipe= 5.68(In.) Critical Depth= 4.06(In.) Pipe flow velocity= 7.57(Ft/s) Travel time through pipe= 0.12 min. Time of concentration (TC) = 5.35 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 22.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 2 Stream flow area= 0.170(Ac.) Runoff from this stream 0.441(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 5.35 min. 6.812(In/Hr) Stream Flow rate TC No . (CFS) (min) 1 15.917 9.11 2 0.441 5.35 Qmax(l) 1.000 * 1. 000 * 15.917) 0.709 * 1. 000 * 0.441) Qmax(2) 1. 000 * 0.587 * 15.917) 1.000 * 1.000 * 0.441) Total of 2 streams to confluence: Flow rates before confluence point: 15.917 0.441 Rainfall Intensity (In/Hr) 4.833 6.812 + + 16.231 + + 9.790 Maximum flow rates at confluence using above data: 16.231 9.790 Area of streams before confluence: 6.540 0.170 Results of confluence: Total flow rate= 16.23l(CFS) Time of concentration 9.106 min. Effective stream area after confluence 6.710(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 26.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 11 - ----.. -.. ----- -- --------- -- Upstream point/station elevation= 260.740(Ft.) Downstream point/station elevation 259.340(Ft.) Pipe length 83.50(Ft.) Slope 0.0168 Manning's N No. of pipes= 1 Required pipe flow 16.231(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 16.231(CFS) Normal flow depth in pipe= 14.09(In.) Flow top width inside pipe= 19.74(In.) Critical Depth= 17.80(In.) Pipe flow velocity= 9.46(Ft/s) Travel time through pipe= 0.15 min. Time of concentration (TC) = 9.25 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 26.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 6.710(Ac.) Runoff from this stream 16.231(CFS) Time of concentration Rainfall intensity= 9.25 min. 4.783(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 28.000 **** 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 [HIGH DENSITY RESIDENTIAL ( 43. 0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value= 0.790 Initial subarea total flow distance 47.000(Ft.) Highest elevation= 269.750(Ft.) Lowest elevation= 268.500(Ft.) Elevation difference l.250(Ft.) Slope= 2.660 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.66 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% TC= [l.8*(1.1-0.7900)*( 85.000A.5)/( 3.71 minutes slopeA (1/3) l 2 • 660A (1/3) l = Calculated TC of 3.713 minutes is less than 5 minutes, 3.71 resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff= 0.393(CFS) Total initial stream area= 0.070(Ac.) 12 ---• -• • - -----.. - - --- - - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.000 to Point/Station 29.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 266.500(Ft.) Downstream point/station elevation 265.670(Ft.) Pipe length 40.00(Ft.) Slope 0.0207 Manning's N 0. 013 No. of pipes= 1 Required pipe flow 0.393(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.393(CFS) Normal flow depth in pipe= 2.95(In.) Flow top width inside pipe= 6.00(In.) Critical Depth= 3.83(In.) Pipe flow velocity= 4.09(Ft/s) Travel time through pipe= 0.16 min. Time of concentration (TC) = 3.88 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.000 to Point/Station 29.000 **** SUBAREA FLOW ADDITION**** Calculated TC of 3.876 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm 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 [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 1.000 Time of concentration= 3.88 min. Rainfall intensity= 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA= 0.119 Subarea runoff 0.450(CFS) for 0.080(Ac.) Total runoff= 0.843(CFS) Total area= 0.150(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 29.000 to Point/Station 26.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 265.670(Ft.) Downstream point/station elevation 259.850(Ft.) Pipe length 97.00(Ft.) Slope 0.0600 Manning's N 0.013 No. of pipes= 1 Required pipe flow 0.843(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.843(CFS) Normal flow depth in pipe= 3.40(In.) Flow top width inside pipe= 5.95(In.) Critical Depth= 5.42(In.) Pipe flow velocity= 7.36(Ft/s) Travel time through pipe= 0.22 min. Time of concentration (TC) = 4.10 min. 13 ·- - ... .. .... ... ..... ... .... - - •• .... ,.., .. - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 29.000 to Point/Station 26.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 2 Stream flow area= 0.150(Ac.) Runoff from this stream 0.843(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 4.10 min. 7.114(In/Hr) Stream No. Flow rate (CFS) TC (min) 1 16.231 9.25 2 0.843 4.10 Qmax (1) 1. 000 * 1. 000 * 16.231) 0. 672 * 1.000 * 0.843) Qmax (2) 1.000 * 0.443 * 16.231) 1.000 * 1. 000 * 0.843) Total of 2 streams to confluence: Flow rates before confluence point: 16.231 0.843 Rainfall Intensity (In/Hr) 4.783 7 .114 + + 16.797 + + 8.028 Maximum flow rates at confluence using above data: 16.797 8.028 Area of streams before confluence: 6.710 0.150 Results of confluence: Total flow rate= 16.797(CFS) Time of concentration 9.253 min. Effective stream area after confluence 6.860 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 30.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 259.340(Ft.) Downstream point/station elevation 258.000(Ft.) Pipe length 70.70(Ft.) Slope 0.0190 Manning's N No. of pipes= 1 Required pipe flow 16.797(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 16.797(CFS) Normal flow depth in pipe= 13.83(In.) Flow top width inside pipe= 19.92(In.) Critical Depth= 18.06(In.) Pipe flow velocity= 10.0l(Ft/s) Travel time through pipe= 0.12 min. Time of concentration (TC) = 9.37 min. 14 0. 013 -----.. - - ·-----.. ... - - -- .. -- .... -.. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 30.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 6.860(Ac.) Runoff from this stream 16.797(CFS) Time of concentration= 9.37 min. Rainfall intensity= 4.744(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 32.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 0.000 0.000 0.000 1. 000 Initial subarea total flow distance 160.000(Ft.) Highest elevation= 313.000(Ft.) Lowest elevation= 299.000(Ft.) Elevation difference 14.000(Ft.) Slope= 8.750 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 8.75 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 6.55 minutes TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [l.8*(1.1-0.3500)*( 100.000A.5)/( 8.750A(l/3)]= 6.55 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 0.47 minutes for a distance of 60.00 (Ft.) and a slope of 8.75 % with an elevation difference of 5.25(Ft.) from the end of the top area Tt = [ll.9*1ength(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.467 Minutes Tt=[(ll.9*0.0114A3)/( 5.25)]A.385= 0.47 Total initial area Ti 6.55 minutes from Figure 3-3 formula plus 0.47 minutes from the Figure 3-4 formula 7.02 minutes Rainfall intensity (I) = 5.716(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff= 0.160(CFS) Total initial stream area= 0. 080 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 33.000 **** IMPROVED CHANNEL TRAVEL TIME**** 15 ------- ----------- - - --- --- Upstream point elevation= 299.000(Ft.) Downstream point elevation 274.000(Ft.) Channel length thru subarea 170.000(Ft.) Channel base width 5.000(Ft.) Slope or 'Z' of left channel bank= 20.000 Slope or 'Z' of right channel bank= 20.000 Manning's 'N' = 0.045 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 0.160(CFS) Depth of flow= 0.027(Ft.), Average velocity Channel flow top width= 6.079(Ft.) Flow Velocity= 1.07(Ft/s) Travel time 2.65 min. Time of concentration 9.66 min. Critical depth= 0.030(Ft.) l.071(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 34.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 274.000(Ft.) Downstream point elevation 272.000(Ft.) Channel length thru subarea 68.000(Ft.) Channel base width 0.500(Ft.) Slope or 'Z' of left channel bank= 1.500 Slope or 'Z' of right channel bank= 1.500 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.018 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 0.785(CFS) Depth of flow= 0.233(Ft.), Average velocity Channel flow top width= 1.200(Ft.) Flow Velocity= 3.96(Ft/s) Travel time 0.29 min. Time of concentration= 9.95 min. Critical depth= 0.313(Ft.) Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 4.564(In/Hr) 0.000 0.000 0.000 1.000 for a 0.785(CFS) 3.959(Ft/s) 100.0 year storm Rainfall intensity= 4.564(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA= 0.290 Subarea runoff= Total runoff= Depth of flow= Critical depth= l.166(CFS) for 0.750(Ac.) 1.326(CFS) Total area 0.304(Ft.), Average velocity= 0. 410 (Ft.) 0.830(Ac.) 4. 552 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 16 .... -- ---.. -- -.. ..... ... ... ... ·--- - - Process from Point/Station 34.000 to Point/Station 35.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 268.000(Ft.) Downstream point/station elevation 266.330(Ft.) Pipe length 9.lO(Ft.) Slope 0.1835 Manning's N 0.013 No. of pipes= 1 Required pipe flow 1.326(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 1.326(CFS) Normal flow depth in pipe= 3.18(In.) Flow top width inside pipe= 5.99(In.) Critical depth could not be calculated . Pipe flow velocity= 12.54(Ft/s) Travel time through pipe 0.01 min. Time of concentration (TC) = 9.96 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 35.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 1 Stream flow area= 0.830(Ac.) Runoff from this stream 1.326(CFS) Time of concentration Rainfall intensity= 9. 96 min. 4.560(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 35.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 0.000 0.000 0.000 1.000 Initial subarea total flow distance 211.000(Ft.) Highest elevation= 308.000(Ft.) Lowest elevation= 274.000(Ft.) Elevation difference 34.000(Ft.) Slope= 16.114 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 16.11 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 5.34 minutes TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.3500)*( 100.000A.5)/( 16.114A(l/3)]= 5.34 The initial area total distance of 211.00 (Ft.) entered leaves a remaining distance of 111.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.59 minutes for a distance of 111.00 (Ft.) and a slope of 16.11 % with an elevation difference of 17.89(Ft.) from the end of the top area 17 ---------------.. --- - - - - - ·-- --- Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))JA.385 *60(min/hr) 0.593 Minutes Tt=[(ll.9*0.0210A3)/( 17.89)JA.385= 0.59 Total initial area Ti= 5.34 minutes from 0.59 minutes from the Figure 3-4 formula Rainfall intensity (I) = 6.368(In/Hr) Effective runoff coefficient used for area Figure 3-3 formula plus 5.94 minutes for a 100.0 year storm (Q=KCIA) is C = 0.350 Subarea runoff= 0.379(CFS) Total initial stream area= 0 .170 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 35.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 2 Stream flow area= 0.170(Ac.) Runoff from this stream 0.379(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 5.94 min. 6.368(In/Hr) Stream No. Flow rate (CFS) TC (min) 1 1. 326 9. 96 2 0.379 5.94 Qmax (1) 1.000 * 1.000 * 1. 326) 0. 716 * 1.000 * 0. 379) Qmax(2) 1.000 * 0. 596 * 1. 326) 1.000 * 1.000 * 0. 379) Total of 2 streams to confluence: Flow rates before confluence point: 1.326 0.379 Rainfall Intensity (In/Hr) 4.560 6.368 + + 1. 597 + + 1.169 Maximum flow rates at confluence using above data: 1.597 1.169 Area of streams before confluence: 0.830 0.170 Results of confluence: Total flow rate= 1.597(CFS) Time of concentration 9.963 min. Effective stream area after confluence 1. 000 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 30.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 23.lO(Ft.) Slope No. of pipes= 1 Required pipe flow Nearest computed pipe diameter 18 266.000(Ft.) 2 5 8 . 0 0 0 ( Ft . ) 0.3463 Manning's N 1. 597 (CFS) 6.00(In.) 0. 013 ----------------------------- --- --- Calculated individual pipe flow l.597(CFS) Normal flow depth in pipe= 2.94(In.) Flow top width inside pipe= 6.00(In.) Critical depth could not be calculated. Pipe flow velocity= 16.68(Ft/s) Travel time through pipe 0.02 min. Time of concentration (TC) = 9.99 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 30.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 1.000(Ac.) Runoff from this stream l.597(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 9.99 min. 4.553(In/Hr) Stream No. Flow rate (CFS) TC (min) 1 16.797 9.37 2 1. 597 9.99 Qmax(l) 1. 000 * 1.000 * 16.797) 1. 000 * 0.938 * 1.597) Qmax(2) 0. 960 * 1.000 * 16.797) 1. 000 * 1.000 * 1.597) Total of 2 main streams to confluence: Flow rates before confluence point: 16.797 1.597 Rainfall Intensity (In/Hr) 4.744 4.553 + + 18.296 + + 17.719 Maximum flow rates at confluence using above data: 18.296 17.719 Area of streams before confluence: 6.860 1.000 Results of confluence: Total flow rate= 18.296(CFS) Time of concentration 9.371 min. Effective stream area after confluence 7. 8 60 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 37.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 12.80(Ft.) Slope No. of pipes= 1 Required pipe flow 19 257.670(Ft.) 2 5 7 . 4 7 0 ( Ft . ) 0.0156 Manning's N 18.296(CFS) 0. 013 ------------------- --- --- -------- Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 18.296(CFS) Normal flow depth in pipe= 15.94(In.) Flow top width inside pipe= 17.96(In.) Critical Depth= 18.64(In.) Pipe flow velocity= 9.35(Ft/s) Travel time through pipe= 0.02 min. Time of concentration (TC) = 9.39 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 37.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 7.860(Ac.) Runoff from this stream 18.296(CFS) Time of concentration Rainfall intensity= 9.39 min. 4.737(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 39.000 **** 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 [HIGH DENSITY RESIDENTIAL (43. 0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance 28.000(Ft.) Highest elevation= 269.160(Ft.) Lowest elevation= 268.600(Ft.) Elevation difference 0.560(Ft.) Slope= 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% TC= [1.8*(1.1-0.7900)*( 75.000A.5)/( 3.84 minutes slope (1/3) l 2.000A(l/3)]= Calculated TC of 3.835 minutes is less than 5 minutes, 3.84 resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff= 0.056(CFS) Total initial stream area= O.OlO(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.000 to Point/Station 40.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 20 Upstream point/station elevation= 267.700(Ft.) Downstream point/station elevation 263.980(Ft.) Pipe length 98.00(Ft.) Slope 0.0380 Manning's N 0.013 No. of pipes= l Required pipe flow 0.056(CFS) Nearest computed pipe diameter 3.00(In.) Calculated individual pipe flow 0.056(CFS) Normal flow depth in pipe= 1.18(In.) Flow top width inside pipe= 2.93(In.) Critical Depth= 1.71(In.) Pipe flow velocity= 3.13(Ft/s) Travel time through pipe= 0.52 min. Time of concentration (TC) = 4.36 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ " Process from Point/Station 39.000 to Point/Station 40.000 **** SUBAREA FLOW ADDITION**** Calculated TC of 4.357 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm 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 [HIGH DENSITY RESIDENTIAL .. (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 Time of concentration= 4.36 min. Rainfall intensity= 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA= 0.055 Subarea runoff 0.337(CFS) for 0.060(Ac.) Total runoff= 0.393(CFS) Total area= 0.070(Ac.) -++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 40.000 **** SUBAREA FLOW ADDITION**** -Calculated TC of 4.357 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm 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 [HIGH DENSITY RESIDENTIAL -(43.0 DU/A or Less ) Impervious value, Ai= 0.800 -Sub-Area C Value= 0.790 Time of concentration= 4.36 min. Rainfall intensity= 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area -(Q=KCIA) is C = 0.790 CA= 0.095 Subarea runoff= 0.281(CFS) for 0.050(Ac.) -21 - • ----Total runoff 0.674(CFS) 0.120(Ac.) Total area -++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ -Process from Point/Station 40.000 to Point/Station 41.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** --Upstream point/station elevation= 263.980(Ft.) Downstream point/station elevation 263.000(Ft.) -Pipe length 99.00(Ft.) Slope 0.0099 Manning's N No. of pipes= 1 Required pipe flow 0.674(CFS) 0. 013 -Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 0.674(CFS) -Normal flow depth in pipe= 4.0l(In.) Flow top width inside pipe= 8.95(In.) -Critical Depth= 4.48(In.) Pipe flow velocity= 3.54(Ft/s) -Travel time through pipe= 0.47 min. -Time of concentration (TC) = 4.82 min. -++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ -Process from Point/Station 40.000 to Point/Station 41.000 **** SUBAREA FLOW ADDITION**** -Calculated TC of 4.823 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations -Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm 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 [HIGH DENSITY RESIDENTIAL -(43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 -Time of concentration= 4.82 min. Rainfall intensity= 7.114(In/Hr) for a 100.0 year storm -Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA= 0.221 -Subarea runoff 0.899(CFS) for 0.160(Ac.) Total runoff= 1.574(CFS) Total area= 0.280(Ac.) --++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 37.000 -**** PIPEFLOW TRAVEL TIME (Program estimated size) **** -Upstream point/station elevation= 263.000(Ft.) -Downstream point/station elevation 258.210(Ft.) Pipe length 50.00(Ft.) Slope 0.0958 Manning's N 0.013 -No. of pipes= 1 Required pipe flow 1.574(CFS) Nearest computed pipe diameter 6.00(In.) -Calculated individual pipe flow 1.574(CFS) -Normal flow depth in pipe= 4.48(In.) Flow top width inside pipe= 5.22(In.) Critical depth could not be calculated. --22 - -- -- - • - - - - -- - --- - - -- Pipe flow velocity= 10.02(Ft/s) Travel time through pipe 0.08 min. Time of concentration (TC) = 4.91 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 37.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 2 Stream flow area= 0.280(Ac.) Runoff from this stream 1.574(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 4.91 min. 7 .114 (In/Hr) Stream No. Flow rate (CFS) TC (min) 1 18.296 9.39 2 1. 574 4.91 Qmax(l) 1. 000 * 1.000 * 18.296) 0.666 * 1. 000 * 1.574) Qmax(2) 1. 000 * 0.522 * 18.296) 1. 000 * 1. 000 * 1.574) Total of 2 streams to confluence: Flow rates before confluence point: 18.296 1.574 Rainfall Intensity ( In/Hr) 4.737 7 .114 + + 19.344 + + 11.129 Maximum flow rates at confluence using above data: 19.344 11.129 Area of streams before confluence: 7.860 0.280 Results of confluence: Total flow rate= 19.344(CFS) Time of concentration 9.393 min. Effective stream area after confluence 8 .140 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 42.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 257.430(Ft.) Downstream point/station elevation 255.840(Ft.) Pipe length 106.lO(Ft.) Slope 0.0150 Manning's N No. of pipes= 1 Required pipe flow 19.344(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 19.344(CFS) Normal flow depth in pipe= 17.16(In.) Flow top width inside pipe= 16.24(In.) Critical Depth= 18.98(In.) Pipe flow velocity= 9.19(Ft/s) Travel time through pipe= 0.19 min. 23 0. 013 .. - - ----... - -- - - - -- Time of concentration (TC) 9.59 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 42.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 8.140(Ac.) Runoff from this stream 19.344(CFS) Time of concentration Rainfall intensity= 9.59 min. 4.675(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 43.000 to Point/Station 44.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 0.000 0.000 0.000 1.000 Initial subarea total flow distance 306.000(Ft.) Highest elevation= 313.000(Ft.) Lowest elevation= 262.000(Ft.) Elevation difference= 51.000(Ft.) Slope= 16.667 % Top of Initial Area Slope adjusted by User to 16.013 % Bottom of Initial Area Slope adjusted by User to 16.013 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 16.01 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 5.36 minutes TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [ 1 . 8 * ( 1 . 1-0 . 3 5 0 0 ) * ( 100 . 0 0 0 A . 5 ) I ( 16 . 0 13 A ( 1 I 3 ) J = 5 . 3 6 The initial area total distance of 306.00 (Ft.) entered leaves a remaining distance of 206.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.96 minutes for a distance of 206.00 (Ft.) and a slope of 16.01 % with an elevation difference of 32.99(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.)) JA.385 *60(min/hr) 0.956 Minutes Tt=[ (11.9*0.0390A3)/( 32.99)]A.385= 0.96 Total initial area Ti= 5.36 minutes from 0.96 minutes from the Figure 3-4 formula Rainfall intensity (I) = 6.121(In/Hr) Effective runoff coefficient used for area Subarea runoff= 3.042(CFS) Figure 3-3 formula plus 6.31 minutes for a 100.0 year storm (Q=KCIA) is C = 0.350 Total initial stream area= 1.420 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - • - .. - • • - • --.. - -- - -- -- - --- Process from Point/Station 44.000 to Point/Station 42.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 257.000(Ft.) Downstream point/station elevation 256.340(Ft.) Pipe length 10.30(Ft.) Slope 0.0641 Manning's N 0.013 No. of pipes= l Required pipe flow 3.042(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 3.042(CFS) Normal flow depth in pipe= 5.69(In.) Flow top width inside pipe= 8.68(In.) Critical depth could not be calculated . Pipe flow velocity= 10.34(Ft/s) Travel time through pipe 0.02 min. Time of concentration (TC) = 6.33 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 44.000 to Point/Station 42.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 2 Stream flow area= 1.420(Ac.) Runoff from this stream 3.042(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 6.33 min. 6.111 (In/Hr) Stream No. Flow rate (CFS) TC (min) 1 19.344 9.59 2 3.042 6.33 Qmax (1) 1.000 * 1. 000 * 19.344) 0. 7.65 * 1. 000 * 3.042) Qmax(2) 1. 000 * 0.660 * 19.344) 1.000 * 1. 000 * 3.042) Total of 2 streams to confluence: Flow rates before confluence point: 19.344 3.042 Rainfall Intensity (In/Hr) 4.675 6.111 + + 21.671 + + 15.814 Maximum flow rates at confluence using above data: 21.671 15.814 Area of streams before confluence: 8.140 1.420 Results of confluence: Total flow rate= 21.67l(CFS) Time of concentration 9.586 min. Effective stream area after confluence 9.560(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 42.000 to Point/Station 45.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 25 - ... .. - - --- -.. ... -.. - - --- --------- Upstream point/station elevation= 255.510(Ft.) Downstream point/station elevation 254.540(Ft.) Pipe length 45.90(Ft.) Slope 0.0211 Manning's N No. of pipes= 1 Required pipe flow 21.671(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 21.67l(CFS) Normal flow depth in pipe= 16.20(In.) Flow top width inside pipe= 17.64(In.) Critical Depth= 19.60(In.) Pipe flow velocity= 10.89(Ft/s) Travel time through pipe= 0.07 min. Time of concentration (TC) = 9.66 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 42.000 to Point/Station 45.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 9.560(Ac.) Runoff from this stream 21.67l(CFS) Time of concentration Rainfall intensity= 9.66 min. 4.653(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 46.000 to Point/Station 47.000 **** 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 [HIGH DENSITY RESIDENTIAL ( 43. 0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value= 0.790 Initial subarea total flow distance 18.000(Ft.) Highest elevation= 263.360(Ft.) Lowest elevation= 263.000(Ft.) Elevation difference 0.360(Ft.) Slope= 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% TC= [l.8*(1.1-0.7900)*( 75.000A.5)/( 3.84 minutes slopeA (1/3)] 2. OOOA (1/3)] = Calculated TC of 3.835 minutes is less than 5 minutes, 3.84 resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff= 0.056(CFS) Total initial stream area= 0. 010 (Ac.) 26 - - ------- --.. -.. ---- ------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 47.000 to Point/Station 48.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 262.000(Ft.) Downstream point/station elevation 261.130(Ft.) Pipe length 85.70(Ft.) Slope 0.0102 Manning's N 0.013 No. of pipes= 1 Required pipe flow 0.056(CFS) Nearest computed pipe diameter 3.00(In.) Calculated individual pipe flow 0.056(CFS) Normal flow depth in pipe= 1.72(In.) Flow top width inside pipe= 2.97(In.) Critical Depth= 1.7l(In.) Pipe flow velocity= 1.91(Ft/s) Travel time through pipe= 0.75 min. Time of concentration (TC) = 4.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 47.000 to Point/Station 48.000 **** SUBAREA FLOW ADDITION**** Calculated TC of 4.582 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Decimal fraction soil group A 0.000 Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 0.000 0.000 1.000 Time of concentration= 4.58 min. Rainfall intensity= 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA= 0.047 Subarea runoff 0.28l(CFS) for 0.050(Ac.) Total runoff= 0.337(CFS) Total area= 0.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 48.000 to Point/Station 48.000 **** SUBAREA FLOW ADDITION**** Calculated TC of 4.582 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm 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 [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 27 ----------• - -.. ---- - - - -------- Time of concentration= 4.58 min. Rainfall intensity= 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA= 0.087 Subarea runoff 0.281(CFS) for 0.050(Ac.) Total runoff= 0.618(CFS) Total area= 0.llO(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 48.000 to Point/Station 49.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 261.130(Ft.) Downstream point/station elevation 260.350(Ft.) Pipe length 88.00(Ft.) Slope 0.0089 Manning's N 0.013 No. of pipes= 1 Required pipe flow 0.618(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 0.618(CFS) Normal flow depth in pipe= 3.94(In.) Flow top width inside pipe= 8.93(In.) Critical Depth= 4.28(In.) Pipe flow velocity= 3.32(Ft/s) Travel time through pipe= 0.44 min. Time of concentration (TC) = 5.02 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 48.000 to Point/Station 49.000 **** SUBAREA FLOW ADDITION**** Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 7.092(In/Hr) 0.000 0.000 0.000 1.000 Time of concentration= 5.02 min. for a 100.0 year storm Rainfall intensity= 7.092(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA= 0.198 Subarea runoff 0.783(CFS) for 0.140(Ac.) Total runoff= 1.401(CFS) Total area= 0.250(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 49.000 to Point/Station 45.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 51.00(Ft.) Slope No. of pipes= 1 Required pipe flow Nearest computed pipe diameter Calculated individual pipe flow 28 260.350(Ft.) 255.290(Ft.) 0.0992 Manning's N 1.401(CFS) 6.00(In.) 1.401(CFS) 0. 013 - - ------------- --- - - ------- --- Normal flow depth in pipe 4.03(In.) Flow top width inside pipe= 5.63(In.) Critical depth could not be calculated. Pipe flow velocity= 9.98(Ft/s) Travel time through pipe 0.09 min. Time of concentration (TC) = 5.11 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 49.000 to Point/Station 45.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 2 Stream flow area= 0.250(Ac.) Runoff from this stream l.40l(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 5 .11 min. 7.016(In/Hr) Stream No. 1 2 Qmax (1) Qmax (2) Flow rate (CFS) 21.671 1. 401 1. 000 * 0.663 * 1.000 * 1.000 * TC (min) 9.66 5 .11 1.000 * 1.000 * 0.529 * 1. 000 * 21.671) 1.401) 21.671) 1.401) Total of 2 streams to confluence: Flow rates before confluence point: 21.671 1.401 Rainfall Intensity (In/Hr) 4.653 7.016 + + 22.600 + + 12.866 Maximum flow rates at confluence using above data: 22.600 12.866 Area of streams before confluence: 9.560 0.250 Results of confluence: Total flow rate= 22.600(CFS) Time of concentration 9.656 min. Effective stream area after confluence 9. 810 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 50.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 254.540(Ft.) Downstream point/station elevation 251.730(Ft.) Pipe length 134.00(Ft.) Slope 0.0210 Manning's N 0. 013 No. of pipes= 1 Required pipe flow 22.600(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 22.600(CFS) Normal flow depth in pipe= 16.92(In.) Flow top width inside pipe= 16.6l(In.) 29 - ------ -- - - --- - --------------• Critical Depth= 19.79(In.) Pipe flow velocity 10.87(Ft/s) Travel time through pipe= 0.21 min. Time of concentration (TC) = 9.86 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station 50.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 9.810(Ac.) Runoff from this stream 22.600(CFS) Time of concentration Rainfall intensity= 9.86 min. 4.590(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 51.000 to Point/Station 52.000 **** 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 [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance 20.000(Ft.) Highest elevation= 263.400(Ft.) Lowest elevation= 263.000(Ft.) Elevation difference 0.400(Ft.) Slope= 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% TC= [1.8*(1.1-0.7900)*( 75.000A.5)/( 3.84 minutes slopeA (1/3) J 2. OOOA (1/3) J = Calculated TC of 3.835 minutes is less than 5 minutes, 3.84 resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff= 0.056(CFS) Total initial stream area= O.OlO(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 53.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 176.00(Ft.) Slope No. of pipes= 1 Required pipe flow 30 262.000(Ft.) 260.220(Ft.) 0.0101 Manning's N 0.056(CFS) 0.013 -------------------- - --- - - - --- Nearest computed pipe diameter Calculated individual pipe flow Normal flow depth in pipe= Flow top width inside pipe= Critical Depth= 1.71(In.) 3.00(In.) 0.056(CFS) l.72(In.) 2.97(In.) Pipe flow velocity= 1.91(Ft/s) Travel time through pipe= 1.54 min. Time of concentration (TC) = 5.37 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 53.000 **** SUBAREA FLOW ADDITION**** Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 6.792(In/Hr) for a 0.000 0.000 0.000 1.000 Time of concentration= 5.37 min. 100.0 year storm Rainfall intensity= 6.792(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA= 0.103 Subarea runoff 0.641(CFS) for 0.120(Ac.) Total runoff= 0.698(CFS) Total area= 0.130(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 50.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 260.220(Ft.) Downstream point/station elevation 252.480(Ft.) Pipe length 47.00(Ft.) Slope 0.1647 Manning's N 0.013 No. of pipes= 1 Required pipe flow 0.698(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.698(CFS) Normal flow depth in pipe= 2.28(In.) Flow top width inside pipe= 5.82(In.) Critical Depth= 5.06(In.) Pipe flow velocity= 10.19(Ft/s) Travel time through pipe= 0.08 min. Time of concentration (TC) = 5.45 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 50.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 2 Stream flow area= 0.130(Ac.) Runoff from this stream 0.698(CFS) Time of concentration= 5.45 min. 31 -- --- -- - ------------- ------------ Rainfall intensity= 6.730(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 22.600 9.86 4.590 2 0.698 5.45 6.730 Qmax (1) 1.000 * 1.000 * 22.600) + 0.682 * 1. 000 * 0.698) + 23.076 Qmax(2) 1.000 * 0.553 * 22.600) + 1.000 * 1.000 * 0.698) + 13.185 Total of 2 streams to confluence: Flow rates before confluence point: 22.600 0.698 Maximum flow rates at confluence using above data: 23.076 13.185 Area of streams before confluence: 9.810 0.130 Results of confluence: Total flow rate= 23.076(CFS) Time of concentration 9.861 min. Effective stream area after confluence 9.940(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 54.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 251.730(Ft.) Downstream point/station elevation 251.500(Ft.) Pipe length 11.00(Ft.) Slope 0.0209 Manning's N No. of pipes= 1 Required pipe flow 23.076(CFS) Nearest computed pipe diameter 24.00(In.) Calculated individual pipe flow 23.076(CFS) Normal flow depth in pipe= 14.87(In.) Flow top width inside pipe= 23.30(In.) Critical Depth= 20.49(In.) Pipe flow velocity~ ll.28(Ft/s) Travel time through pipe= 0.02 min. Time of concentration (TC) = 9.88 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 54.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 9.940(Ac.) Runoff from this stream 23.076(CFS) Time of concentration Rainfall intensity= 9.88 min. 4.585(In/Hr) 32 ----- ---------------- - -·-- - --- --- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 56.000 **** 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 [HIGH DENSITY RESIDENTIAL ( 43. 0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance 95.000(Ft.) Highest elevation= 273.000(Ft.) Lowest elevation= 269.300(Ft.) Elevation difference 3.700(Ft.) Slope= 3.895 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 3.90 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% TC= [l.8*(1.1-0.7900)*( 85.000A.5)/( 3.27 minutes slopeA (1/3)] 3 • 895A (1/3)] = Calculated TC of 3.270 minutes is less than 5 minutes, 3.27 resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff= 0.393(CFS) Total initial stream area= 0.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 56.000 to Point/Station 57.000 **** STREET FLOW TRAVEL TIME+ SUBAREA FLOW ADDITION**** Top of street segment elevation= 269.300(Ft.) End of street segment elevation= 255.500(Ft.) Length of street segment 538.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 12.000(Ft.) Distance from crown to crossfall grade break 6.000(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 = 1.500(In.) Manning's Nin gutter= 0.0150 Manning's N from gutter to grade break 0.0180 Manning's N from grade break to crown= 0.0180 Estimated mean flow rate at midpoint of street= Depth of flow= 0.272(Ft.), Average velocity= Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 8.873(Ft.) 33 2.417(CFS) 2.815(Ft/s) - ----------------- - - - --- - - - .. Flow velocity= 2.8l(Ft/s) Travel time= 3.19 min. Adding area flow to street Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 TC= 6.46 6.033(In/Hr) 0.000 0.000 0.000 1. 000 min. for a 100.0 year storm Rainfall intensity= 6.033(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA= 0.751 Subarea runoff 4.134(CFS) for 0.880(Ac.) Total runoff= 4.528(CFS) Total area= 0.950(Ac.) Street flow at end of street= 4.528(CFS) Half street flow at end of street 4.528(CFS) Depth of flow= 0.325(Ft.), Average velocity= 3.253(Ft/s) Flow width (from curb towards crown)= ll.49l(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 54.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 252.300(Ft.) Downstream point/station elevation 251.500(Ft.) Pipe length 17.70(Ft.) Slope 0.0452 Manning's N No. of pipes= 1 Required pipe flow 4.528(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 4.528(CFS) Normal flow depth in pipe= 6.69(In.) Flow top width inside pipe= ll.92(In.) Critical Depth= 10.66(In.) Pipe flow velocity= 10.07(Ft/s) Travel time through pipe= 0.03 min. Time of concentration (TC) = 6.48 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 57.000 to Point/Station 54.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 2 Stream flow area= 0.950(Ac.) Runoff from this stream 4.528(CFS) Time of concentration= Rainfall intensity= Summary of stream data: Stream No. Flow rate (CFS) 6.48 min. 6.015(In/Hr) TC (min) 1 23.076 9.88 34 Rainfall Intensity (In/Hr) 4.585 -------- ---------.. ---- ------------ • 2 4.528 6.48 6.015 Qmax (1) 1.000 * 1.000 * 23.076) + 0.762 * 1.000 * 4.528) + 26.528 Qmax(2) 1.000 * 0.657 * 23.076) + 1. 000 * 1. 000 * 4. 528) + 19.677 Total of 2 streams to confluence: Flow rates before confluence point: 23.076 4.528 Maximum flow rates at confluence using above data: 26.528 19.677 Area of streams before confluence: 9.940 0.950 Results of confluence: Total flow rate= 26.528(CFS) Time of concentration 9.878 min. Effective stream area after confluence 10.890(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 58.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 251.170(Ft.) Downstream point/station elevation 250.840(Ft.) Pipe length 18.00(Ft.) Slope 0.0183 Manning's N No. of pipes= 1 Required pipe flow 26.528(CFS) Nearest computed pipe diameter 24.00(In.) Calculated individual pipe flow 26.528(CFS) Normal flow depth in pipe= 17.25(In.) Flow top width inside pipe= 21.58(In.) Critical Depth= 21.58(In.) Pipe flow velocity= 10.98(Ft/s) Travel time through pipe= 0.03 min. Time of concentration (TC) = 9.90 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 58.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 10.890(Ac.) Runoff from this stream 26.528(CFS) Time of concentration Rainfall intensity= 9.90 min. 4.577(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 59.000 to Point/Station 60.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 35 ---------• --------- ----- -·-.. -- --- Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 1.000 Initial subarea total flow distance 29.000(Ft.) Highest elevation= 260.500(Ft.) Lowest elevation= 260.000(Ft.) Elevation difference 0.500(Ft.) Slope= 1.724 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.72 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% TC= [l.8*(1.1-0.7900)*( 75.000A.5)/( 4.03 minutes slopeA (1/3) J 1. 724A (1/3) l = Calculated TC of 4.030 minutes is less than 5 minutes, 4.03 resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff= 0.225(CFS) Total initial stream area= 0.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 61.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 259.000(Ft.) Downstream point/station elevation 258.250(Ft.) Pipe length 74.00(Ft.) Slope 0.0101 Manning's N 0.013 No. of pipes= 1 Required pipe flow 0.225(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.225(CFS) Normal flow depth in pipe= 2.63(In.) Flow top width inside pipe= 5.95(In.) Critical Depth= 2.85(In.) Pipe flow velocity= 2.71(Ft/s) Travel time through pipe= 0.45 min. Time of concentration (TC) = 4.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 61.000 **** SUBAREA FLOW ADDITION**** Calculated TC of 4.485 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Decimal fraction soil group A 0.000 Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 0.000 0.000 1. 000 36 --------- • ----- ---- - ---- - -- -- Sub-Area C Value= 0.790 Time of concentration= 4.48 min. Rainfall intensity= 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA= 0.079 Subarea runoff 0.337(CFS) for 0.060(Ac.) Total runoff= 0.562(CFS) Total area= O.lOO(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 58.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 258.250(Ft.) Downstream point/station elevation 251.590(Ft.) Pipe length 65.00(Ft.) Slope 0.1025 Manning's N 0.013 No. of pipes= 1 Required pipe flow 0.562(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.562(CFS) Normal flow depth in pipe= 2.30(In.) Flow top width inside pipe= 5.84(In.) Critical Depth= 4.58(In.) Pipe flow velocity= 8.09(Ft/s) Travel time through pipe= 0.13 min. Time of concentration (TC) = 4.62 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 58.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 2 Stream flow area= O.lOO(Ac.) Runoff from this stream 0.562(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 4.62 min. 7 .114 (In/Hr) Stream Flow rate TC No. (CFS) (min) 1 26.528 9.90 2 0.562 4.62 Qmax (1) 1.000 * 1.000 * 26.528) 0.643 * 1.000 * 0.562) Qmax(2) 1. 000 * 0.466 * 26.528) 1.000 * 1. 000 * 0.562) Total of 2 streams to confluence: Flow rates before confluence point: 26.528 0.562 Rainfall Intensity ( In/Hr) 4.577 7 .114 + + 26.889 + + 12.932 Maximum flow rates at confluence using above data: 26.889 12.932 Area of streams before confluence: 37 ---------------.. ------ ----------- --.. 10.890 0.100 Results of confluence: Total flow rate= 26.889(CFS) Time of concentration 9.905 min. Effective stream area after confluence 10.990(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 58.000 to Point/Station 62.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 250.840(Ft.) Downstream point/station elevation 249.200(Ft.) Pipe length 88.00(Ft.) Slope 0.0186 Manning's N No. of pipes= 1 Required pipe flow 26.889(CFS) Nearest computed pipe diameter 24.00(In.) Calculated individual pipe flow 26.889(CFS) Normal flow depth in pipe= 17.32(In.) Flow top width inside pipe= 21.5l(In.) Critical Depth= 21.66(In.) Pipe flow velocity= ll.07(Ft/s) Travel time through pipe= 0.13 min. Time of concentration (TC) = 10.04 min . 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 58.000 to Point/Station 62.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 10.990(Ac.) Runoff from this stream 26.889(CFS) Time of concentration Rainfall intensity= 10.04 min. 4.538(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 64.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 0.000 0.000 0.000 1.000 Initial subarea total flow distance 17.000(Ft.) Highest elevation= 257.140(Ft.) Lowest elevation= 256.800(Ft.) Elevation difference 0.340(Ft.) Slope= 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 38 --- ------------------ ... ------ --- Initial Area Time of Concentration= 3.84 minutes TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [l.8*(1.1-0.7900)*( 75.000A.5)/( 2.000A(l/3)]= Calculated TC of 3.835 minutes is less than 5 minutes, 3.84 resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff= 0.056(CFS) Total initial stream area= O.OlO(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 64.000 to Point/Station 65.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 255.900(Ft.) Downstream point/station elevation 254.160(Ft.) Pipe length 165.00(Ft.) Slope 0.0105 Manning's N 0.013 No. of pipes= 1 Required pipe flow 0.056(CFS) Nearest computed pipe diameter 3.00(In.) Calculated individual pipe flow 0.056(CFS) Normal flow depth in pipe= 1.72(In.) Flow top width inside pipe= 2.97(In.) Critical Depth= 1.7l(In.) Pipe flow velocity= 1.95(Ft/s) Travel time through pipe= 1.41 min. Time of concentration (TC) = 5.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 64.000 to Point/Station 65.000 **** SUBAREA FLOW ADDITION**** Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 6.897(In/Hr) 0.000 0.000 0.000 1. 000 Time of concentration= 5.25 min. for a 100.0 year storm Rainfall intensity= 6.897(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA= 0.111 Subarea runoff 0.707(CFS) for 0.130(Ac.) Total runoff= 0.763(CFS) Total area= 0.140(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 65.000 to Point/Station 62.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 49.00(Ft.) Slope 39 254.160(Ft.) 249.960(Ft.) 0.0857 Manning's N 0. 013 ---... --- ---------- ----.... --.... ... - - - --- No. of pipes= 1 Required pipe flow 0.763(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.763(CFS) Normal flow depth in pipe= 2.87(In.) Flow top width inside pipe= 5.99(In.) Critical Depth= 5.24(In.) Pipe flow velocity= 8.2l(Ft/s) Travel time through pipe= 0.10 min. Time of concentration (TC) = 5.35 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 65.000 to Point/Station 62.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 2 Stream flow area= 0.140(Ac.) Runoff from this stream 0.763(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 5.35 min. 6.814(In/Hr) Stream No. Flow rate (CFS) TC (min) 1 26.889 10.04 2 0.763 5.35 Qmax (1) 1. 000 * 1. 000 * 26. 889) 0.666 * 1. 000 * 0.763) Qmax(2) 1. 000 * 0.533 * 26. 889) 1. 000 * 1.000 * 0.763) Total of 2 streams to confluence: Flow rates before confluence point: 26.889 0.763 Rainfall Intensity (In/Hr) 4.538 6.814 + + 27.397 + + 15.083 Maximum flow rates at confluence using above data: 27.397 15.083 Area of streams before confluence: 10.990 0.140 Results of confluence: Total flow rate= 27.397(CFS) Time of concentration 10.037 min. Effective stream area after confluence ll.130(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 62.000 to Point/Station 66.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 154.00(Ft.) Slope No. of pipes= 1 Required pipe flow Nearest computed pipe diameter 40 249.200 (Ft.) 245. 900 (Ft.) 0.0214 Manning's N 27.397(CFS) 24.00(In.) 0. 013 ---------------------- ------ - -- -- Calculated individual pipe flow 27.397(CFS) Normal flow depth in pipe= 16.64(In.) Flow top width inside pipe= 22.13(In.) Critical Depth= 21.8l(In.) Pipe flow velocity= 11.78(Ft/s) Travel time through pipe= 0.22 min. Time of concentration (TC) = 10.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 62.000 to Point/Station 66.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 11.130(Ac.) Runoff from this stream 27.397(CFS) Time of concentration Rainfall intensity= 10.26 min. 4.476(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 67.000 to Point/Station 68.000 **** 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 [HIGH DENSITY RESIDENTIAL ( 43. 0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area c Value = 0.790 Initial subarea total flow distance 16.000(Ft.) Highest elevation= 257.120(Ft.) Lowest elevation= 256.800(Ft.) Elevation difference 0.320(Ft.) Slope= 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% TC = [ 1. 8 * ( 1 . 1-0 . 7 9 0 0) * ( 7 5. 0 0 0 A . 5) / ( 3.84 minutes slope (1/3) J 2,000A(l/3)]= Calculated TC of 3.835 minutes is less than 5 minutes, 3.84 resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff= 0.056(CFS) Total initial stream area= 0. 010 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 68.000 to Point/Station 69.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 256. 800 (Ft.) 41 - -.. - ---... - - - - - - - - .. - - Downstream point/station elevation= 251.560(Ft.) Pipe length 97.00(Ft.) Slope= 0.0540 Manning's N 0.013 No. of pipes= 1 Required pipe flow 0.056(CFS) Nearest computed pipe diameter 3.00(In.) Calculated individual pipe flow 0.056(CFS) Normal flow depth in pipe= l.07(In.) Flow top width inside pipe= 2.87(In.) Critical Depth= l.7l(In.) Pipe flow velocity= 3.56(Ft/s) Travel time through pipe= 0.45 min. Time of concentration (TC) = 4.29 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 68.000 to Point/Station 69.000 **** SUBAREA FLOW ADDITION**** Calculated TC of 4.289 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm 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 [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 Time of concentration= 4.29 min. Rainfall intensity= 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA= 0.055 Subarea runoff 0.337(CFS) for 0.060(Ac.) Total runoff= 0.393(CFS) Total area= 0.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 69.000 to Point/Station 69.000 **** SUBAREA FLOW ADDITION**** Calculated TC of 4.289 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm 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 [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 1.000 Time of concentration= 4.29 min. Rainfall intensity= 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA= 0.111 Subarea runoff 0.393(CFS) for 0.070(Ac.) Total runoff= 0.787(CFS) Total area= 0.140(Ac.) 42 -------------------- - ---· - - --- - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 69.000 to Point/Station 70.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 251.560(Ft.) Downstream point/station elevation 250.770(Ft.) Pipe length 84.00(Ft.) Slope 0.0094 Manning's N 0. 013 No. of pipes= 1 Required pipe flow 0.787(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 0.787(CFS) Normal flow depth in pipe= 4.45(In.) Flow top width inside pipe= 9.00(In.) Critical Depth= 4.86(In.) Pipe flow velocity= 3.61(Ft/s) Travel time through pipe= 0.39 min. Time of concentration (TC) = 4.68 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 69.000 to Point/Station 70.000 **** SUBAREA FLOW ADDITION**** Calculated TC of 4.677 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 0.000 1. 000 Time of concentration= 4.68 min. Rainfall intensity= 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA= 0.221 Subarea runoff 0.787(CFS) for 0.140(Ac.) Total runoff= 1.574(CFS) Total area= 0.280(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 66.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 250.770(Ft.) Downstream point/station elevation 246.710(Ft.) Pipe length 49.00(Ft.) Slope 0.0829 Manning's N 0. 013 No. of pipes= 1 Required pipe flow 1.574(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 1.574(CFS) Normal flow depth in pipe= 4.78(In.) Flow top width inside pipe= 4.83(In.) Critical depth could not be calculated. Pipe flow velocity= 9.37(Ft/s) 43 - ... .... ... - ..... - - - --.. Travel time through pipe Time of concentration (TC) 0.09 min. 4.76 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 66.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 2 Stream flow area= 0.280(Ac.) Runoff from this stream 1.574(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 4.76 min. 7 .114 (In/Hr) Stream No. Flow rate (CFS) TC (min) 1 27.397 10.26 2 1. 574 4.76 Qmax (1) 1. 000 * 1.000 * 27.397) 0. 629 * 1.000 * 1.574) Qmax(2) 1. 000 * 0.465 * 27.397) 1. 000 * 1.000 * 1.574) Total of 2 streams to confluence: Flow rates before confluence point: 27.397 1.574 Rainfall Intensity (In/Hr) 4.476 7 .114 + + 28.387 + + 14.300 Maximum flow rates at confluence using above data: 28.387 14.300 Area of streams before confluence: 11.130 0.280 Results of confluence: Total flow rate= 28.387(CFS) Time of concentration 10.255 min. Effective stream area after confluence ll.410(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 66.000 to Point/Station 71.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 245.900(Ft.) Downstream point/station elevation 242.490(Ft.) Pipe length 138.00(Ft.) Slope 0.0247 Manning's N No. of pipes= 1 Required pipe flow 28.387(CFS) Nearest computed pipe diameter 24.00(In.) Calculated individual pipe flow 28.387(CFS) Normal flow depth in pipe= 16.22(In.) Flow top width inside pipe= 22.47(In.) Critical Depth= 22.03(In.) Pipe flow velocity= 12.57(Ft/s) Travel time through pipe= 0.18 min. Time of concentration (TC) = 10.44 min. 44 0.013 -... ---- -.. --- -... --- - - - - - - - ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 66.000 to Point/Station 71.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number l Stream flow area= ll.410(Ac.) Runoff from this stream 28.387(CFS) Time of concentration Rainfall intensity= 10.44 min. 4.425(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 72.000 to Point/Station 73.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 0.000 0.000 0.000 1. 000 Initial subarea total flow distance 22.000(Ft.) Highest elevation= 253.940(Ft.) Lowest elevation= 253.500(Ft.) Elevation difference 0.440(Ft.) Slope= 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% TC = [ 1 . 8 * ( 1 . 1-0 . 7 9 0 0) * ( 7 5 . 0 0 0 A . 5) I ( 3.84 minutes slope A ( 1 /3 ) ] 2.000A(l/3)]= Calculated TC of 3.835 minutes is less than 5 minutes, 3.84 resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff= 0.056(CFS) Total initial stream area= 0. 010 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 73.000 to Point/Station 74.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 252.500(Ft.) Downstream point/station elevation 248.020(Ft.) Pipe length 124.00(Ft.) Slope 0.0361 Manning's N 0.013 No. of pipes= 1 Required pipe flow 0.056(CFS) Nearest computed pipe diameter 3.00(In.) Calculated individual pipe flow 0.056(CFS) Normal flow depth in pipe= 1.20(In.) Flow top width inside pipe= 2.94(In.) 45 -------.. ------------------- - - - --- Critical Depth= Pipe flow velocity l.7l(In.) 3. 09 (Ft/s) Travel time through pipe= Time of concentration (TC) = 0.67 min. 4.50 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 73.000 to Point/Station 74.000 **** SUBAREA FLOW ADDITION**** Calculated TC of 4.505 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Decimal fraction soil group A 0.000 Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 0.000 0.000 1.000 Time of concentration= 4.50 min. Rainfall intensity= 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA= 0.079 Subarea runoff 0.506(CFS) for 0.090(Ac.) Total runoff= 0.562(CFS) Total area= O.lOO(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 74.000 to Point/Station 74.000 **** SUBAREA FLOW ADDITION**** Calculated TC of 4.505 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm 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 [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 1.000 Time of concentration= 4.50 min. Rainfall intensity= 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA= 0.150 Subarea runoff 0.506(CFS) for 0.090(Ac.) Total runoff= 1.068(CFS) Total area= 0.190(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 74.000 to Point/Station 75.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 248.020(Ft.) 46 ----Downstream point/station elevation= 247.090(Ft.) Pipe length 91.00(Ft.) Slope= 0.0102 Manning's N 0.013 -No. of pipes= 1 Required pipe flow 1.068(CFS) Nearest computed pipe diameter 9.00(In.) -Calculated individual pipe flow 1.068(CFS) Normal flow depth in pipe= 5.23(In.) -Flow top width inside pipe= 8.88(In.) -Critical Depth= 5.70(In.) Pipe flow velocity= 4.0l(Ft/s) -Travel time through pipe= 0.38 min. Time of concentration (TC) = 4.88 min. --++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 74.000 to Point/Station 75.000 -**** SUBAREA FLOW ADDITION**** -Calculated TC of 4.883 minutes is less than 5 minutes, -resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm -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 -[HIGH DENSITY RESIDENTIAL -(43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 -Time of concentration= 4.88 min. -Rainfall intensity= 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area -(Q=KCIA) is C = 0.790 CA= 0.277 Subarea runoff 0.899(CFS) for 0.160(Ac.) -Total runoff= 1.967(CFS) Total area= 0.350(Ac.) --++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 71.000 -**** PIPEFLOW TRAVEL TIME (Program estimated size) **** -Upstream point/station elevation= 247.090(Ft.) Downstream point/station elevation 243.330(Ft.) -Pipe length 52.00(Ft.) Slope 0.0723 Manning's N 0.013 -No. of pipes= 1 Required pipe flow 1.967(CFS) Nearest computed pipe diameter 9.00(In.) -Calculated individual pipe flow 1.967(CFS) Normal flow depth in pipe= 4.19(In.) -Flow top width inside pipe= 8.98(In.) Critical Depth= 7.66(In.) -Pipe flow velocity= 9.76(Ft/s) Travel time through pipe= 0.09 min. -Time of concentration (TC) = 4.97 min. -++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 71.000 **** CONFLUENCE OF MINOR STREAMS**** --47 - ... - ..... -... --- --- - -.. -- - - --- Along Main Stream number: l in normal stream number 2 Stream flow area= 0.350(Ac.) Runoff from this stream 1.967(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 4.97 min. 7 .114 ( In/Hr) Stream No. Flow rate (CFS) TC (min) 1 28.387 10.44 2 1.967 4.97 Qmax ( 1) 1. 000 * 1. 000 * 28.387) 0.622 * 1. 000 * 1. 967) Qmax(2) 1. 000 * 0.476 * 28.387) 1. 000 * 1. 000 * 1. 967) Total of 2 streams to confluence: Flow rates before confluence point: 28.387 1.967 Rainfall Intensity (In/Hr) 4.425 7 .114 + + 2 9. 611 + + 15.487 Maximum flow rates at confluence using above data: 29.611 15.487 Area of streams before confluence: 11.410 0.350 Results of confluence: Total flow rate= 29.61l(CFS) Time of concentration 10.438 min. Effective stream area after confluence 11.760(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 76.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 242.490(Ft.) Downstream point/station elevation 240.000(Ft.) Pipe length 103.40(Ft.) Slope 0.0241 Manning's N No. of pipes= 1 Required pipe flow 29.611(CFS) Nearest computed pipe diameter 24.00(In.) Calculated individual pipe flow 29.61l(CFS) Normal flow depth in pipe= 16.90(In.) Flow top width inside pipe= 21.91(In.) Critical Depth= 22.28(In.) Pipe flow velocity= 12.53(Ft/s) Travel time through pipe= 0.14 min. Time of concentration (TC) = 10.58 min. 0. 013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 76.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: 48 ,, ,, .... - - .... --- ---- -- - In Main Stream number: 1 Stream flow area= ll.760(Ac.) Runoff from this stream 29.6ll(CFS) Time of concentration= 10.58 min. Rainfall intensity= 4.388(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 77.000 to Point/Station 78.000 **** 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 [HIGH DENSITY RESIDENTIAL ( 43. 0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance 77.000(Ft.) Highest elevation= 260.700(Ft.) Lowest elevation= 259.000(Ft.) Elevation difference l.700(Ft.) Slope= 2.208 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.21 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% TC = [ 1. 8 * ( 1 . 1-0 . 7 9 0 0) * ( 7 5 . 0 0 0 A . 5) I ( 3.71 minutes slopeA(l/3)) 2 • 208A (1/3) l = Calculated TC of 3.711 minutes is less than 5 minutes, 3.71 resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff= 0.562(CFS) Total initial stream area= 0 .100 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 78.000 to Point/Station 79.000 **** STREET FLOW TRAVEL TIME+ SUBAREA FLOW ADDITION**** Top of street segment elevation= 259.000(Ft.) End of street segment elevation= 247.000(Ft.) Length of street segment 535.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 12.000(Ft.) Distance from crown to crossfall grade break 6.000(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 [l) 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 = 1.500(In.) 49 ·• ... • ... - - - --- - --.. ------ Manning's Nin gutter= 0.0150 Manning's N from gutter to grade break= 0.0180 Manning's N from grade break to crown= 0.0180 Estimated mean flow rate at midpoint of street= Depth of flow= 0.293(Ft.), Average velocity= Streetflow hydraulics at midpoint of street travel: 2.927(CFS) 2.792(Ft/s) Halfstreet flow width= 9.885(Ft.) Flow velocity= 2.79(Ft/s) Travel time= 3.19 min. TC= 6.90 min. Adding area flow to street Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL 5.777(In/Hr) 0.000 for a 100.0 year storm (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 0.000 0.000 1. 000 Rainfall intensity= 5.777(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA= 0.901 Subarea runoff 4.641(CFS) for 1.040(Ac.) Total runoff= 5.203(CFS) Total area= 1.140(Ac.) Street flow at end of street= 5.203(CFS) Half street flow at end of street 5.203(CFS) Depth of flow= 0.343(Ft.), Average velocity= 3.245(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 12.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 79.000 to Point/Station 76.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 240.670(Ft.) Downstream point/station elevation 240.500(Ft.) Pipe length 17.20(Ft.) Slope 0.0099 Manning's N No. of pipes= 1 Required pipe flow 5.203(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 5.203(CFS) Normal flow depth in pipe= 10.24(In.) Flow top width inside pipe= 13.96(In.) Critical Depth= 11.lO(In.) Pipe flow velocity= 5.83(Ft/s) Travel time through pipe= 0.05 min. Time of concentration (TC) = 6.95 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 79.000 to Point/Station 76.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area 1.140(Ac.) Runoff from this stream= 5.203(CFS) 50 ;lj --- ----------- Time of concentration= 6.95 min. Rainfall intensity= 5.750(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 83.000 to Point/Station 84.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A l. 000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 0.000 [HIGH DENSITY RESIDENTIAL ( 43. 0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.760 Initial subarea total flow distance 31.000(Ft.) Highest elevation= 248.320(Ft.) Lowest elevation= 247.700(Ft.) Elevation difference 0.620(Ft.) Slope= 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% TC= [l.8*(1.1-0.7600)*( 75.000A.5)/( 4.21 minutes slope (1/3) J 2.000A(l/3)]= Calculated TC of 4.207 minutes is less than 5 minutes, 4.21 resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.760 Subarea runoff= 0.108(CFS) Total initial stream area= 0.020(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 84.000 to Point/Station 85.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 246.700(Ft.) Downstream point/station elevation 245.210(Ft.) Pipe length 148.00(Ft.) Slope 0.0101 Manning's N 0. 013 No. of pipes= 1 Required pipe flow 0.108(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 0.108(CFS) Normal flow depth in pipe= 1.79(In.) Flow top width inside pipe= 5.49(In.) Critical Depth= 1.95(In.) Pipe flow velocity= 2.22(Ft/s) Travel time through pipe= 1.11 min. Time of concentration (TC) = 5.32 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 84.000 to Point/Station 85.000 51 ... .. ... -... ... -- - - - - ---- • **** SUBAREA FLOW ADDITION**** Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL 6.835(In/Hr) 0.900 0.000 0.000 0.100 for a 100.0 year storm (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.763 Time of concentration= 5.32 min. Rainfall intensity= 6.835(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.763 CA= 0.145 Subarea runoff 0.882(CFS) for 0.170(Ac.) Total runoff= 0.990(CFS) Total area= 0.190(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 85.000 **** SUBAREA FLOW ADDITION**** Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL 6.835(In/Hr) for a 0.000 100.0 year storm 0.000 0.000 1.000 (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 Time of concentration= 5.32 min. Rainfall intensity= 6.835(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.774 CA= 0.248 Subarea runoff 0.702(CFS) for 0.130(Ac.) Total runoff= 1.692(CFS) Total area= 0.320(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 86.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 245.210(Ft.) Downstream point/station elevation 242.330(Ft.) Pipe length 17.50(Ft.) Slope 0.1646 Manning's N 0.013 No. of pipes= 1 Required pipe flow 1.692(CFS) Nearest computed pipe diameter 6.00(In.) Calculated individual pipe flow 1.692(CFS) Normal flow depth in pipe= 3.86(In.) Flow top width inside pipe= 5.75(In.) Critical depth could not be calculated. Pipe flow velocity= 12.70(Ft/s) Travel time through pipe 0.02 min. Time of concentration (TC) = 5.34 min. 52 - ---.. .. ---.. - - -.. -.. -.. - -- - - -- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 86.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 3 in normal stream number 1 Stream flow area= 0.320(Ac.) Runoff from this stream 1.692(CFS) Time of concentration Rainfall intensity= 5.34 min. 6.816(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 87.000 to Point/Station 88.000 **** 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 [HIGH DENSITY RESIDENTIAL ( 43. 0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance 61.000(Ft.) Highest elevation= 248.700(Ft.) Lowest elevation= 247.500(Ft.) Elevation difference 1.200(Ft.) Slope= 1.967 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.97 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% TC= [l.8*(1.1-0.7900)*( 75.000A.5)/( 3.86 minutes slopeA (1/3)] 1. 967A (1/3)] = 3.86 Calculated TC of 3.857 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff= 0.112(CFS) Total initial stream area= 0.020(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 88.000 to Point/Station 86.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 247.500(Ft.) Downstream point elevation 246.800(Ft.) Channel length thru subarea 69.000(Ft.) Channel base width O.OOO(Ft.) Slope or 'Z' of left channel bank= 50.000 Slope or 'Z' of right channel bank= 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) 53 0.534(CFS) --- -.. ---- --------- ---- --- Flow(q) thru subarea = 0.534(CFS) Depth of flow= 0.09l(Ft.), Average velocity l.276(Ft/s) Channel flow top width= 9.148(Ft.) Flow Velocity= l.28(Ft/s) Travel time 0.90 min. Time of concentration= 4.76 min. Critical depth= 0.093(Ft.) Adding area flow to channel Calculated TC of 4.758 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Decimal fraction soil group A 0.100 Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.787 0.000 0.000 0.900 Rainfall intensity= 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.787 CA= 0.134 Subarea runoff= Total runoff= Depth of flow= Critical depth= 0.840(CFS) for 0.150(Ac.) 0.952(CFS) Total area 0.114(Ft.), Average velocity= 0.170(Ac.) 1.475(Ft/s) 0.117(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 88.000 to Point/Station 86.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 3 in normal stream number 2 Stream flow area= 0.170(Ac.) Runoff from this stream 0.952(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 4.76 min. 7 .114 ( In/Hr) Stream Flow rate TC No. (CFS) (min) 1 1. 692 5.34 2 0.952 4.76 Qmax(l) 1. 000 * 1.000 * 1.692) 0.958 * 1.000 * 0.952) Qmax(2) 1. 000 * 0.891 * 1.692) 1. 000 * 1. 000 * 0.952) Total of 2 streams to confluence: Flow rates before confluence point: 1.692 0.952 Rainfall Intensity (In/Hr) 6.816 7 .114 + + 2.605 + + 2.459 Maximum flow rates at confluence using above data: 2.605 2.459 54 - ----------.. .. - - - - - - --.. --- Area of streams before confluence: 0.320 0.170 Results of confluence: Total flow rate= 2.605(CFS) Time of concentration 5.343 min. Effective stream area after confluence 0.490 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 86.000 to Point/Station 89.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 242.000(Ft.) Downstream point/station elevation 240.810(Ft.) Pipe length 109.50(Ft.) Slope 0.0109 Manning's N 0.013 No. of pipes= 1 Required pipe flow 2.605(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 2.605(CFS) Normal flow depth in pipe= 7.41(In.) Flow top width inside pipe= 11.67(In.) Critical Depth= 8.30(In.) Pipe flow velocity= 5.12(Ft/s) Travel time through pipe= 0.36 min . Time of concentration (TC) = 5.70 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 86.000 to Point/Station 89.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 3 in normal stream number 1 Stream flow area= 0.490(Ac.) Runoff from this stream 2.605(CFS) Time of concentration Rainfall intensity= 5.70 min. 6.538(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 91.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 0.000 0.000 0.000 1. 000 Initial subarea total flow distance 18.000(Ft.) Highest elevation= 252.000(Ft.) Lowest elevation= 249.800(Ft.) Elevation difference 2.200(Ft.) Slope= 12.222 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 12.22 %, in a development type of 43.0 DU/A or Less 55 ---- -.. - - - -- -.. - - - --- ------- In Accordance With Figure 3-3 Initial Area Time of Concentration TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% TC= [l.8*(1.1-0.7900)*( 100.000A.5)/( 2.42 minutes slopeA (1/3)] 12.222A (1/3) ]= Calculated TC of 2.422 minutes is less than 5 minutes, 2.42 resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff= 0.056(CFS) Total initial stream area= O.OlO(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 92.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 249.000(Ft.) Downstream point/station elevation 246.280(Ft.) Pipe length 147.00(Ft.) Slope 0.0185 Manning's N 0. 013 No. of pipes= 1 Required pipe flow 0.056(CFS) Nearest computed pipe diameter 3.00(In.) Calculated individual pipe flow 0.056(CFS) Normal flow depth in pipe= l.43(In.) Flow top width inside pipe= 3.00(In.) Critical Depth= l.7l(In.) Pipe flow velocity= 2.40(Ft/s) Travel time through pipe= 1.02 min. Time of concentration (TC) = 3.44 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 91.000 to Point/Station 92.000 **** SUBAREA FLOW ADDITION**** Calculated TC of 3.442 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm 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 [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 Time of concentration= 3.44 min. Rainfall intensity= 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA= 0.087 Subarea runoff 0.562(CFS) for O.lOO(Ac.) Total runoff= 0.618(CFS) Total area= O.llO(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 92.000 to Point/Station 92.000 **** SUBAREA FLOW ADDITION**** 56 --------- ------------------ - - - - Calculated TC of 3.442 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm 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 [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 1. 000 Time of concentration= 3.44 min. Rainfall intensity= 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA= 0.229 Subarea runoff l.012(CFS) for 0.180(Ac.) Total runoff= l.630(CFS) Total area= 0.290(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 92.000 to Point/Station 93.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 246.280(Ft.) Downstream point/station elevation 245.990(Ft.) Pipe length 29.00(Ft.) Slope 0.0100 Manning's N 0 .013 No. of pipes= 1 Required pipe flow l.630(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow l.630(CFS) Normal flow depth in pipe= 7.27(In.) Flow top width inside pipe= 7.lO(In.) Critical Depth= 7.04(In.) Pipe flow velocity= 4.27(Ft/s) Travel time through pipe= 0.11 min. Time of concentration (TC) = 3.56 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 92.000 to Point/Station 93.000 **** SUBAREA FLOW ADDITION**** Calculated TC of 3.556 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm 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 [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 Time of concentration= 3.56 min. Rainfall intensity= 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA= 0.277 Subarea runoff= 0.337(CFS) for 0.060(Ac.) 57 - -- -----.. ---·-----------• Total runoff 1. 967 (CFS) Total area 0.350(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 93.000 to Point/Station 89.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 245.990(Ft.) Downstream point/station elevation 241.310(Ft.) Pipe length 54.00(Ft.) Slope 0.0867 Manning's N 0. 013 No. of pipes= 1 Required pipe flow 1.967(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 1.967(CFS) Normal flow depth in pipe= 3.98(In.) Flow top width inside pipe= 8.94(In.) Critical Depth= 7.66(In.) Pipe flow velocity= 10.43(Ft/s) Travel time through pipe= 0.09 min. Time of concentration (TC) = 3.64 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 93.000 to Point/Station 89.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 3 in normal stream number 2 Stream flow area= 0.350(Ac.) Runoff from this stream 1.967(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 3.64 min. 7 .114 (In/Hr) Stream Flow rate TC No . (CFS) (min) 1 2.605 5.70 2 1. 967 3.64 Qmax(l} 1.000 * 1. 000 * 2.605) 0.919 * 1. 000 * 1. 967) Qmax(2} 1. 000 * 0.639 * 2. 605) 1.000 * 1.000 * 1. 967) Total of 2 streams to confluence: Flow rates before confluence point: 2.605 1.967 Rainfall Intensity (In/Hr) 6.538 7 .114 + + 4.412 + + 3.631 Maximum flow rates at confluence using above data: 4.412 3.631 Area of streams before confluence: 0.490 0.350 Results of confluence: Total flow rate= 4.412(CFS) Time of concentration 5.699 min. Effective stream area after confluence 0.840(Ac.) 58 -... -.. - ---- ---- - - - ------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 76.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 240.810(Ft.) Downstream point/station elevation 240.500(Ft.) Pipe length 28.60(Ft.) Slope 0.0108 Manning's N No. of pipes= 1 Required pipe flow 4.412(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 4.412(CFS) Normal flow depth in pipe= 8.86(In.) Flow top width inside pipe= 14.75(In.) Critical Depth= 10.21(In.) Pipe flow velocity= 5.85(Ft/s) Travel time through pipe= 0.08 min . Time of concentration (TC) = 5.78 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 76.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area= 0.840(Ac.) Runoff from this stream 4.412(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 5.78 min. 6.478(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity ( In/Hr) 1 2 9. 611 10.58 4.388 2 5.203 6.95 5.750 3 4.412 5.78 6.478 Qmax (1) 1. 000 * 1. 000 * 29.611) + 0.763 * 1. 000 * 5.203) + 0.677 * 1. 000 * 4.412) + 36.569 Qmax(2) 1. 000 * 0.658 * 29.611) + 1. 000 * 1. 000 * 5.203) + 0.888 * 1.000 * 4.412) + 28.589 Qmax (3) 1. 000 * 0.547 * 29.611) + 1.000 * 0.831 * 5.203) + 1. 000 * 1.000 * 4.412) + 24.923 Total of 3 main streams to confluence: Flow rates before confluence point: 29. 611 5.203 4.412 Maximum flow rates at confluence using above data: 36.569 28.589 24.923 Area of streams before confluence: 59 -----• -------------.. -- - - - --- .. 11. 7 60 1.140 0.840 Results of confluence: Total flow rate= 36.569(CFS) Time of concentration 10.576 min. Effective stream area after confluence 13.740(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 76.000 to Point/Station 82.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 239.670(Ft.) Downstream point/station elevation 239.570(Ft.) Pipe length 5.17(Ft.) Slope 0.0193 Manning's N No. of pipes= 1 Required pipe flow 36.569(CFS) Nearest computed pipe diameter 27.00(In.) Calculated individual pipe flow 36.569(CFS) Normal flow depth in pipe= 19.lO(In.) Flow top width inside pipe= 24.57(In.) Critical Depth= 24.49(In.) Pipe flow velocity= 12.16(Ft/s) Travel time through pipe= 0.01 min. Time of concentration (TC) = 10.58 min. 0. 013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 76.000 to Point/Station 82.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 13.740(Ac.) Runoff from this stream 36.569(CFS) Time of concentration Rainfall intensity= 10.58 min. 4.386(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 81.000 **** 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 [HIGH DENSITY RESIDENTIAL ( 43. 0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance 76.000(Ft.) Highest elevation= 268.800(Ft.) Lowest elevation= 267.600(Ft.) Elevation difference l.200(Ft.) Slope= 1.579 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.58 %, in a development type of 60 -- .. - - ------- -.. -- --- ----- --- 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% TC= [1.8*(1.1-0.7900)*( 75.000A.5)/( 4.15 minutes slopeA (1/3)] 1. 579A (1/3) l = Calculated TC of 4.150 minutes is less than 5 minutes, 4.15 resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff= 0.337(CFS) Total initial stream area= 0.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 81.000 to Point/Station 82.000 **** STREET FLOW TRAVEL TIME+ SUBAREA FLOW ADDITION**** Top of street segment elevation= 267.600(Ft.) End of street segment elevation= 247.000(Ft.) Length of street segment 950.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 12.000(Ft.) Distance from crown to crossfall grade break 6.000(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 [l] 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 = 1.500(In.) Manning's Nin gutter= 0.0150 Manning's N from gutter to grade break 0.0180 Manning's N from grade break to crown= 0.0180 Estimated mean flow rate at midpoint of street= Depth of flow= 0.246(Ft.), Average velocity= Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 7.534(Ft.) Flow velocity= 2.38(Ft/s) Travel time= 6.66 min. TC= 10.81 min. Adding area flow to street Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.789 4.327(In/Hr) 0.020 0.000 0.000 0.980 for a 1.520(CFS) 2.379(Ft/s) 100.0 year storm Rainfall intensity= 4.327(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.789 CA= 0.647 Subarea runoff 2.464(CFS) for 0.760(Ac.) Total runoff= 2.801(CFS) Total area= 0.820(Ac.) Street flow at end of street= 2.801(CFS) Half street flow at end of street 2.801(CFS) Depth of flow= 0.291(Ft.), Average velocity= 2.728(Ft/s) 61 ------ -------·-.. - -... - Flow width (from curb towards crown)= 9.775(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 81.000 to Point/Station 82.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 2 Stream flow area= 0.820(Ac.) Runoff from this stream 2.80l(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 10.81 min. 4.327(In/Hr) Stream No. Flow rate (CFS) TC (min) 1 36.569 10.58 2 2.801 10.81 Qmax (1) 1.000 * 1. 000 * 36.569) 1.000 * 0.979 * 2.801) Qmax (2) 0.987 * 1.000 * 36.569) 1. 000 * 1.000 * 2.801) Total of 2 streams to confluence: Flow rates before confluence point: 36.569 2.801 Rainfall Intensity (In/Hr) 4.386 4.327 + + 39. 313 + + 38.881 Maximum flow rates at confluence using above data: 39.313 38.881 Area of streams before confluence: 13.740 0.820 Results of confluence: Total flow rate= 39.313(CFS) Time of concentration 10.583 min. Effective stream area after confluence 14.560(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 82.000 to Point/Station 94.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 239.240(Ft.) Downstream point/station elevation 238.750(Ft.) Pipe length 48.90(Ft.) Slope 0.0100 Manning's N No. of pipes= 1 Required pipe flow 39.313(CFS) Nearest computed pipe diameter 30.00(In.) Calculated individual pipe flow 39.313(CFS) Normal flow depth in pipe= 23.53(In.) Flow top width inside pipe= 24.68(In.) Critical Depth= 25.36(In.) Pipe flow velocity= 9.52(Ft/s) Travel time through pipe= 0.09 min. Time of concentration (TC) = 10.67 min. 62 0.013 ------- -... ---... ------ ----... ------ - --- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 82.000 to Point/Station 94.000 **** SUBAREA FLOW ADDITION**** Rainfall intensity (I) = Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.788 4.363(In/Hr) A 0.050 B 0.000 C 0.000 D 0.950 for a The area added to the existing stream causes a a lower flow rate of Q = 37.25l(CFS) 100.0 year storm therefore the upstream flow rate of Q = 39.313(CFS) is being used Time of concentration= 10.67 min. Rainfall intensity= 4.363(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.582 CA= 8.537 Subarea runoff O.OOO(CFS) for 0.120(Ac.) Total runoff= 39.313(CFS) Total area= 14.680(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 94.000 to Point/Station 95.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 238.750(Ft.) Downstream point/station elevation 233.500(Ft.) Pipe length 66.00(Ft.) Slope 0.0795 Manning's N No. of pipes= 1 Required pipe flow 39.313(CFS) Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow 39.313(CFS) Normal flow depth in pipe= 15.28(In.) Flow top width inside pipe= 18.70(In.) Critical depth could not be calculated. Pipe flow velocity= 20.96(Ft/s) Travel time through pipe 0.05 min. Time of concentration (TC) = 10.72 min . 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 94.000 to Point/Station 95.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 14.680(Ac.) Runoff from this stream 39.313(CFS) Time of concentration Rainfall intensity= 10.72min. 4.349(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 96.000 to Point/Station 97.000 **** INITIAL AREA EVALUATION**** 63 - -.. -• - -.. -.. - - .. - -- --- ------- -- Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 0.000 0.000 0.000 1. 000 Initial subarea total flow distance 269.000(Ft.) Highest elevation= 306.000(Ft.) Lowest elevation= 260.000(Ft.) Elevation difference 46.000(Ft.) Slope= 17.100 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 17.10 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 5.24 minutes TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.3500)*( 100.000A.5)/( 17.lOOA(l/3)]= 5.24 The initial area total distance of 269.00 (Ft.) entered leaves a remaining distance of 169.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.80 minutes for a distance of 169.00 (Ft.) and a slope of 17.10 % with an elevation difference of 28.90(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.801 Minutes Tt=[ (11.9*0.0320A3)/( 28.90)]A.385= 0.80 Total initial area Ti= 5.24 minutes from Figure 3-3 formula plus 0.80 minutes from the Figure 3-4 formula 6.04 minutes Rainfall intensity (I) = 6.297(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff= 0.815(CFS) Total initial stream area= 0. 370 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 97.000 to Point/Station 95.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 260.000(Ft.) Downstream point elevation 233.500(Ft.) Channel length thru subarea 403.000(Ft.) Channel base width 0.500(Ft.) Slope or 'Z' of left channel bank= 1.500 Slope or 'Z' of right channel bank= 1.500 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.018 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea = 1.540(CFS) Depth of flow= 0.268(Ft.), Average velocity Channel flow top width= 1.304(Ft.) Flow Velocity= 6.37(Ft/s) Travel time 1.06 min. Time of concentration 7.10 min. Critical depth= 0.441(Ft.) 64 1.540(CFS) 6.366(Ft/s) ------- • - • -----.. --.... .. -----------------• Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.312 5.676(In/Hr) 0.250 0.000 0.000 0.750 for a 100.0 year storm Rainfall intensity= 5.676(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.324 CA= 0.389 Subarea runoff= 1.392(CFS) for 0.830(Ac.) Total runoff= 2.207(CFS) Total area 1.200(Ac.) 7.00l(Ft/s) Depth of flow= 0.321(Ft.), Average velocity= Critical depth= 0.527(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 97.000 to Point/Station 95.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 2 Stream flow area= 1.200(Ac.) Runoff from this stream 2.207(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 7.10 min. 5.676(In/Hr) Stream No. Flow rate (CFS) TC (min) 1 39.313 10. 72 2 2.207 7.10 Qmax (1) 1.000 * 1. 000 * 39.313) 0.766 * 1. 000 * 2.207) Qmax (2) 1. 000 * 0.662 * 39.313) 1.000 * 1. 000 * 2.207) Total of 2 streams to confluence: Flow rates before confluence point: 39.313 2.207 Rainfall Intensity ( In/Hr) 4.349 5.676 + + 41.004 + + 28.226 Maximum flow rates at confluence using above data: 41.004 28.226 Area of streams before confluence: 14.680 1.200 Results of confluence: Total flow rate= 41.004(CFS) Time of concentration 10.721 min. Effective stream area after confluence 15.880(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 65 ------• -- --------- - - - - - --- Process from Point/Station 95.000 to Point/Station 98.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 233.500(Ft.) Downstream point elevation 229.000(Ft.) Channel length thru subarea 124.000(Ft.) Channel base width 5.000(Ft.) Slope or 'Z' of left channel bank= 2.000 Slope or 'Z' of right channel bank= 10.000 Estimated mean flow rate at midpoint of channel 41.044(CFS) Manning's 'N' = 0.045 Maximum depth of channel 3.000(Ft.) Flow(q) thru subarea = 41.044(CFS) Depth of flow= 0.900(Ft.), Average velocity Channel flow top width= 15.794(Ft.) Flow Velocity= 4.39(Ft/s) Travel time 0.47 min. Time of concentration= 11.19 min. Critical depth= 0.906(Ft.) Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.335 4.23l(In/Hr) 0.100 0.000 0.000 0.900 for a The area added to the existing stream causes a a lower flow rate of Q 40.555(CFS) 4. 388 (Ft/s) 100.0 year storm therefore the upstream flow rate of Q = 41.004(CFS) is being used Rainfall intensity= 4.231(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.537 CA= 9.586 Subarea runoff= Total runoff= Depth of flow= Critical depth= O.OOO(CFS) for 1.970(Ac.) 41.004(CFS) Total area 0.899(Ft.), Average velocity= 0.898(Ft.) 17.850(Ac.) 4.387(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 98.000 to Point/Station 98.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** User specified 'C' value of 0.540 given for subarea Rainfall intensity (I) = 3.008(In/Hr) for a 100.0 year storm User specified values are as follows: TC= 18.99 min. Rain intensity= 3.0l(In/Hr) Total area= 17.850(Ac.) Total runoff= 18.000(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 98.000 to Point/Station 99.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 225. 500 (Ft.) 66 -----• ------.. -.. .. -- - - - - - - - .... Downstream point/station elevation= 224.500(Ft.) Pipe length 135.00(Ft.) Slope= 0.0074 Manning's N No. of pipes= 1 Required pipe flow 18.000(CFS) Nearest computed pipe diameter 24.00(In.) Calculated individual pipe flow 18.000(CFS) Normal flow depth in pipe= 18.2l(In.) Flow top width inside pipe= 20.54(In.) Critical Depth= 18.34(In.) Pipe flow velocity= 7.04(Ft/s) Travel time through pipe= 0.32 min. Time of concentration (TC) = 19.31 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 98.000 to Point/Station 99.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 17.850(Ac.) Runoff from this stream 18.000(CFS) Time of concentration= 19.31 min. Rainfall intensity= 2.976(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** 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 [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance 75.000(Ft.) Highest elevation= 247.800(Ft.) Lowest elevation= 245.800(Ft.) Elevation difference 2.000(Ft.) Slope= 2.667 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.67 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% TC= [l.8*(1.1-0.7900)*( 85.000A.5)/( 3.71 minutes slopeA (1/3)] 2.66r (1/3) J= Calculated TC of 3.710 minutes is less than 5 minutes, 3.71 resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff= 0.169(CFS) Total initial stream area= 0. 030 (Ac.) 67 ,1 ,, If - ---- ... --- ------ -- • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** STREET FLOW TRAVEL TIME+ SUBAREA FLOW ADDITION**** Top of street segment elevation= 245.800(Ft.) End of street segment elevation= 241.500(Ft.) Length of street segment 340.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break 18.000(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 = 1.500(In.) Manning's Nin gutter= 0.0150 Manning's N from gutter to grade break 0.0180 Manning's N from grade break to crown= 0.0180 Estimated mean flow rate at midpoint of street= Depth of flow= 0.318(Ft.), Average velocity= Streetflow hydraulics at midpoint of street travel: 2.943(CFS) 2. 243 (Ft/s) Halfstreet flow width= 11.137(Ft.) Flow velocity= 2.24(Ft/s) Travel time= 2.53 min. TC= 6.24 min. Adding area flow to street Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL 6.169(In/Hr) 0.300 0.000 for a 100.0 year storm 0.000 0.700 (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.781 Rainfall intensity= 6.169(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.781 CA= 0.937 Subarea runoff 5.615(CFS) for 1.170(Ac.) Total runoff= 5.784(CFS) Total area= 1.200(Ac.) Street flow at end of street= 5.784(CFS) Half street flow at end of street 5.784(CFS) Depth of flow= 0.387(Ft.), Average velocity= 2.634(Ft/s) Flow width (from curb towards crown)= 14.577(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 82.50(Ft.) Slope No. of pipes= 1 Required pipe flow Nearest computed pipe diameter 68 235.900(Ft.) 231. 000 (Ft.) 0.0594 Manning's N 5.784(CFS) 12.00(In.) 0.013 -----------.. -- ---- - - - - ... -- ... ... Calculated individual pipe flow Normal flow depth in pipe= Flow top width inside pipe= Critical Depth= 11.39(In.) 5.784(CFS) 7.16(In.) 11.77(In.) Pipe flow velocity= 11.83(Ft/s) Travel time through pipe= 0.12 min. Time of concentration (TC) = 6.35 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Frocess from Point/Station 102.000 to Point/Station 103.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 1 Stream flow area= 1.200(Ac.) Runoff from this stream 5.784(CFS) Time of concentration Rainfall intensity= 6.35 min. 6.096(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** 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 [HIGH DENSITY RESIDENTIAL ( 43. 0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance 80.000(Ft.) Highest elevation= 282.600(Ft.) Lowest elevation= 281.000(Ft.) Elevation difference 1.600(Ft.) Slope= 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration T: = [l.8*(1.l-C)*distance(Ft.)A.5)/(% T: = [1.8*(1.1-0.7900)*( 75.000A.5)/( 3.84 minutes slopeA (1/3)] 2. OOOA (1/3)] = Calculated TC of 3.835 minutes is less than 5 minutes, 3.84 resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff= 0.337(CFS) TJtal initial stream area= 0.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** STREET FLOW TRAVEL TIME+ SUBAREA FLOW ADDITION**** Top of street segment elevation= 2 81 . 0 0 0 ( Ft . ) 69 - -.. -----,_ ... - '-.. '-- - - - - - -- End of street segment elevation= 275.000(Ft.) Length of street segment 245.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break 18.000(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 = 1.500(In.) Manning's Nin gutter= 0.0150 Manning's N from gutter to grade break 0.0180 Manning's N from grade break to crown= 0.0180 Estimated mean flow rate at midpoint of street= Depth of flow= 0.202(Ft.), Average velocity= Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 5.364(Ft.) Flow velocity= 2.18(Ft/s) Travel time= 1.87 min. Adding area flow to street Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.790 TC= 5.71 min. 6.531(In/Hr) for a 0.000 0.000 0.000 1.000 0.783(CFS) 2 .181 (Ft/s) 100.0 year storm Rainfall intensity= 6.531(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA= 0.198 Subarea runoff 0.953(CFS) for 0.190(Ac.) Total runoff= 1.290(CFS) Total area= 0.250(Ac.) Street flow at end of street= 1.290(CFS) Half street flow at end of street 1.290(CFS) Depth of flow= 0.231(Ft.), Average velocity= 2.409(Ft/s) Flow width (from curb towards crown)= 6.813(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 103.000 **** STREET FLOW TRAVEL TIME+ SUBAREA FLOW ADDITION**** Top of street segment elevation= 274.500(Ft.) End of street segment elevation= 241.500(Ft.) Length of street segment 965.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break 18.000(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 70 -.. -.. --- ---- --- - - - - - - - - - - Gutter width l.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's Nin gutter= 0.0150 Manning's N from gutter to grade break 0.0180 Manning's N from grade break to crown= 0.0180 Estimated mean flow rate at midpoint of street= Depth of flow= 0.298(Ft.), Average velocity= Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 10.165(Ft.) Flow velocity= 3.50(Ft/s) Travel time= 4.59 min. Adding area flow to street Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai= 0.800 Sub-Area C Value= 0.785 TC= 10.30 min. 4.463(In/Hr) for a 0.150 0.000 0.000 0.850 3. 868 (CFS) 3.502(Ft/s) 100.0 year storm Rainfall intensity= 4.463(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.786 CA= 1.431 Subarea runoff 5.096(CFS) for 1.570(Ac.) Total runoff= 6.385(CFS) Total area= 1.820(Ac.) Street flow at end of street= 6.385(CFS) Half street flow at end of street 6.385(CFS) Depth of flow= 0.344(Ft.), Average velocity= 3.938(Ft/s) Flow width (from curb towards crown)= 12.45l(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 103.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 2 Stream flow area= 1.820(Ac.) Runoff from this stream 6.385(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 10.30 min. 4.463(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 5.784 6.35 2 6.385 10.30 Qmax (1) 1. 000 * 1. 000 * 5.784) 1. 000 * 0.617 * 6.385) Qmax(2) 0.732 * 1.000 * 5.784) 1. 000 * 1. 000 * 6.385) Total of 2 streams to confluence: 71 Rainfall Intensity ( In/Hr) 6. 096 4.463 + + 9. 721 + + 10.620 -----• -----------.. -------- - - - --- Flow rates before confluence point: 5.784 6.385 Maximum flow rates at confluence using above data: 9.721 10.620 Area of streams before confluence: 1.200 1.820 Results of confluence: Total flow rate= 10.620(CFS) Time of concentration 10.301 min. Effective stream area after confluence 3.020(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 99.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 230.670(Ft.) Downstream point/station elevation 225.500(Ft.) Pipe length 25.40(Ft.) Slope 0.2035 Manning's N No. of pipes= 1 Required pipe flow 10.620(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow 10.620(CFS) Normal flow depth in pipe= 7.13(In.) Flow top width inside pipe= 11.79(In.) Critical depth could not be calculated. Pipe flow velocity= 21.87(Ft/s) Travel time through pipe 0.02 min. Time of concentration (TC) = 10.32 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 99.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 3.020(Ac.) Runoff from this stream 10.620(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 10.32 min. 4.458(In/Hr) Stream No. Flow rate (CFS) TC (min) 1 18.000 19.31 2 10.620 10.32 Qmax(l) 1. 000 * 1. 000 * 18.000) 0.668 * 1.000 * 10.620) Qmax(2) 1. 000 * 0.534 * 18.000) 1. 000 * 1.000 * 10.620) Total of 2 main streams to confluence: Flow rates before confluence point: 72 Rainfall Intensity ( In/Hr) 2.976 4.458 + + 25.089 + + 20.240 - --------- -• --- -- - - - "'"" - - - - 18.000 10.620 Maximum flow rates at confluence using above data: 25.089 20.240 Area of streams before confluence: 17.850 3.020 Results of confluence: Total flow rate= 25.089(CFS) Time of concentration 19.310 min. Effective stream area after confluence 20.870(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 99.000 to Point/Station 107.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point;station elevation= 224.170(Ft.) Downstream point/station elevation 214.000(Ft.) Pipe length 57.00(Ft.) Slope 0.1784 Manning's N 0.013 No. of pipes= 1 Required pipe flow 25.089(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 25.089(CFS) Normal flow depth in pipe= 11.33(In.) Flow top width inside pipe= 12.89(In.) Critical depth could not be calculated. Pipe flow velocity= 25.23(Ft/s) Travel time through pipe 0.04 min. Time of concentration (TC) 19.35 min. End of computations, total study area= 38.720 (Ac.) 73 - ... - - - - - - San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2009 Version 7.8 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/28/10 Poinsettia Place Final Engineering Proposed Condition Analysis -Off-site Borrow Site 100-Year Flow Rate ********* Hydrology Study Control Information********** Program License Serial Number 4028 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.700 P6/P24 = 57.4% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** 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 Highest elevation= 264.000(Ft.) Lowest elevation= 244.200(Ft.) 36.000(Ft.) Elevation difference 19.800(Ft.) Slope= 55.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 55.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration TC= [1.8*(1.l-C)*distance(Ft.)".5)/(% TC= [1.8*(1.1-0.3500)*( 100.000".5)/( 3.55 minutes slope (1/3) l 55.000"(1/3)]= Calculated TC of 3.550 minutes is less than 5 minutes, 3.55 "" ... 41111 - .. resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff= 0.050(CFS) Total initial stream area= 0.020(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 244.200(Ft.) Downstream point elevation 238.500(Ft.) Channel length thru subarea 447.000(Ft.) Channel base width l.500(Ft.) Slope or 'Z' of left channel bank= 2.000 Slope or 'Z' of right channel bank= 50.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.030 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 0.936(CFS) Depth of flow= 0.153(Ft.), Average velocity Channel flow top width= 9.479(Ft.) Flow Velocity= l.ll(Ft/s) Travel time 6.71 min. Time of concentration= 10.26 min. Critical depth= 0.126(Ft.) Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 4.476(In/Hr) for a 0.000 0.000 0.000 1. 000 0.936(CFS) 1.111 (Ft/s) 100.0 year storm Rainfall intensity= 4.476(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA= 0.389 Subarea runoff= 1.689(CFS) for 1.090(Ac.) Total runoff= 1.739(CFS) Total area Depth of flow= 0.200(Ft.), Average velocity= Critical depth= 0.168(Ft.) 1.110 (Ac.) l.300(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 202.000 **** SUBAREA FLOW ADDITION**** Rainfall intensity (I) = Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) A B C D 4.476(In/Hr) for a 0.000 0.000 0.000 1. 000 2 100.0 year storm ·- ------... - - - - - ·- - - - - - .... - - Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 Time of concentration= 10.26 min. Rainfall intensity= 4.476(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA= 0.707 Subarea runoff l.425(CFS) for 0.910(Ac.) Total runoff= 3.164(CFS) Total area= 2.020(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 204.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 24.00(Ft.) Slope No. of pipes= 3 Required pipe flow Given pipe size= 8.00(In.) 237.240(Ft.) 2 3 7 . 0 0 0 ( Ft . ) 0.0100 Manning's N 3.164(CFS) Calculated individual pipe flow l.055(CFS) Normal flow depth in pipe= 5.79(In.) Flow top width inside pipe= 7.16(In.) Critical Depth= 5.84(In.) Pipe flow velocity= 3.90(Ft/s) Travel time through pipe= 0.10 min. Time of concentration (TC) = 10.36 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 **** SUBAREA FLOW ADDITION**** Rainfall intensity ( I) = Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 A B C D 4.447(In/Hr) for a 0.000 0.000 0.000 1. 000 Time of concentration= 10.36 min. 100.0 year storm Rainfall intensity= 4.447(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA= 0.721 Subarea runoff= 0.042(CFS) for 0.040(Ac.) Total runoff= 3.206(CFS) Total area= End of computations, total study area= 3 2.060(Ac.) 2.060 (Ac.) --- --- ---- - - - - - - --- San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2009 Version 7.8 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/28/10 Poinsettia Place Final Engineering Proposed Condition Analysis -Dith on South Side of Poinsettia Lane 100-Year Flow Rate ********* Hydrology Study Control Information********** Program License Serial Number 4028 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.700 P6/P24 = 57.4% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 111.000 **** 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 90.000(Ft.) Highest elevation= 242.000(Ft.) Lowest elevation= 241.000(Ft.) Elevation difference 1.000(Ft.) Slope= 1.111 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 1.11 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 10.91 minutes TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.3500)*( 70.000A.5)/( 1.lllA(l/3)]= 10.91 The initial area total distance of 90.00 (Ft.) entered leaves a - - - - - - - - --- remaining distance of 20.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.44 minutes for a distance of 20.00 (Ft.) and a slope of 1.11 % with an elevation difference of 0.22(Ft.) from the end of the top area Tt = [ll.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.443 Minutes Tt=[ (ll.9*0.0038A3)/( 0.22)]A.385= 0.44 Total initial area Ti 10.91 minutes from 0.44 minutes from the Figure 3-4 formula Rainfall intensity (I) = 4.193(In/Hr) Effective runoff coefficient used for area Figure 3-3 formula plus 11.35 minutes for a 100.0 year storm (Q=KCIA) is C = 0.350 Subarea runoff= 0.044(CFS) Total initial stream area= 0. 030 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 107.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 241.000(Ft.) Downstream point elevation 213.000(Ft.) Channel length thru subarea 126.000(Ft.) Channel base width 0.500(Ft.) Slope or 'Z' of left channel bank= 2.000 Slope or 'Z' of right channel bank= 2.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.016 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 0.132(CFS) Depth of flow= 0.045(Ft.), Average velocity Channel flow top width= 0.68l(Ft.) Flow Velocity= 4.95(Ft/s) Travel time 0.42 min. Time of concentration= 11.77 min. Critical depth= O.lll(Ft.) Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 4.095(In/Hr) for a 0.000 0.000 0.000 1.000 0 .132 (CFS) 4.949(Ft/s) 100.0 year storm Rainfall intensity= 4.095(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA= 0.052 Subarea runoff= 0.17l(CFS) for 0.120(Ac.) Total runoff= 0.215(CFS) Total area Depth of flow= 0.060(Ft.), Average velocity Critical depth= 0.146(Ft.) End of computations, total study area 2 0.150(Ac.) 5.804(Ft/s) 0.150 (Ac.) ---------------------------··-··--------- ,/ APPENDIX B " 100-YEAR DETENTION ANALYSES .... -- --- - - - - - - - - - ·~ ', ,,.., --·- - - - - - - - - STAGE-STORAGE From PondPack: Elevation Planimeter Area A1+A2+sqr(A1*A2) Volume Volume Sum (ft) (sq.in) (acres) (acres) (ac-ft) (ac-ft) 225.50 230.00 235.00 240.00 .0000 .0600 .2100 .4100 .0000 .0600 .3822 .9134 .000 .090 .637 1.522 POND VOLUME EQUATIONS .000 .090 .727 2.249 * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume= (1/3) * (EL2-EL 1) * (Area1 + Area2 + sq.rt.(Area1 *Area2)) where: EL 1, EL2 = Lower and upper elevations of the increment Area1 ,Area2 = Areas computed for EL 1, EL2, respectively Volume = Incremental volume between EL 1 and EL2 t l l t t t ' l ' • l • .. : .. FILE: LineCdet.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-23-2010 Time: 5:23:51 Poinsettia Place Line C -Outflow Rating Curve for Detention Basin 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1--1--1- -1--1- -1- -1--1--1- -1- -1--1--1--I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall 1 ZR IType Ch *********l*********l********l*********l*********l*******l*******l*********l*******l********l********l*******l*******I***** I******* I I I 990.000 213.900 .625 214. 525 14.40 17.18 4.58 219.11 .00 l. 37 1. 85 2.000 .000 . 00 1 . 0 -1- -1--1--1- -1--1- -1--1--1--1--1- -1--1-I- 4.090 .0100 .0957 .39 . 62 4.50 1.16 . 013 .00 .00 PIPE I I I I I I I I 994.090 213.941 .607 214.548 14.40 17.88 4. 96 219.51 .00 1. 37 1. 84 2.000 .000 .00 1 . 0 -1--1- -1--1--1--1--1- -1- -1--1--1--1--1-I- 4.840 .0100 .1082 .52 . 61 4.76 1.16 . 013 .00 . 00 PIPE I I I I I I I I I 998.930 213.989 .586 214.575 14.40 18.75 5.46 220.03 .00 1. 37 1. 82 2.000 .000 . 00 1 . 0 -1--1--1--1--1- -1--1--1--1--1--1--1--1-I- 4.632 .0100 .1235 .57 .59 5.09 1.16 . 013 .00 .00 PIPE I I I I I I I I 1003.563 214.036 .566 214.602 14.40 19.67 6.01 220.61 . 00 1. 37 1. 80 2.000 .000 .00 1 . 0 -1--1- -1--1--1- -1--1--1--1- -1- -1--1- -1-I- 4.437 .0100 .1412 .63 .57 5.44 1.16 . 013 . 00 .00 PIPE I I I I I I I I 1008.000 214.080 .548 214.628 14.40 20.63 6.61 221. 23 . 00 1. 37 1. 78 2.000 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1- -1--1--1- -1-1- 4.000 .0825 .1825 .73 .55 5.81 .67 .014 .00 .00 PIPE I I I I I I I I I 1012.000 214.410 .536 214.946 14.40 21. 26 7.02 221.97 .00 1. 37 1. 77 2.000 .000 .00 1 . 0 -1--1- -1--1--1--1--1--1--1--1--1--1- -1-I- 8.694 .2131 .1560 1. 36 .54 6.06 .50 . 013 .00 .00 PIPE I I I I I I I I 1020.693 216.263 .550 216.813 14.40 20.50 6.52 223.34 . 00 1. 37 1. 79 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1- -1--1--1- -1-I- 7.723 .2131 .1388 1. 07 .55 5.76 .50 .013 . 00 . 00 PIPE I I I I I I I I I I 1028.416 217.908 .569 218.478 14.40 19.54 5.93 224.41 .00 1. 37 1. 80 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1- -1-I- 5.664 . 2131 .1215 .69 .57 5.39 .50 . 013 .00 . 00 PIPE I I I I I I I I I I 1034.080 219.116 .589 219.705 14.40 18.63 5.39 225.10 .00 1. 37 1. 82 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1--1- -1- -1--1--1--1--1-I- 4.401 .2131 .1063 .47 .59 5.04 .50 .013 .00 .00 PIPE I l l I i t I l i ' ' i J I ' t I • I FILE: LineCdet.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-23-2010 Time: 5:23:51 Poinsettia Place Line C -Outflow Rating Curve for Detention Basin 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs(Pip -1--1--1--1- -1--1--1--1--1--1--1--1- -1--I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall I ZR IType Ch *********l*********l********l*********l*********l*******l*******l*********l*******l********l********l*******l*******I***** I******* I I I I I I I 1038.482 220.054 .609 220.663 14.40 17.77 4.90 225.56 . 00 1. 37 1. 84 2.000 .000 . 00 1 . 0 -1--1--1--1--1- -1--1--1--1- -1- -1--1--1-I- 3.529 .2131 .0931 .33 .61 4. 72 .50 . 013 . 00 .00 PIPE I I I I I I I I 1042.010 220.806 .631 221.437 14.40 16.94 4.46 225.89 .00 1. 37 1. 86 2.000 .000 . 00 1 . 0 -1--1--1- -1--1- -1- -1--1--1--1--1--1--1-I- 2. 911 . 2131 .0815 .24 .63 4.41 .50 . 013 .00 . 00 PIPE I I I I I I I I I 1044.922 221.426 .653 222.079 14.40 16.15 4.05 226.13 .00 1. 37 1. 88 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1- -1- -1- -1--1--1--1--1-I- 2.436 .2131 .0714 .1 7 .65 4 .13 .50 .013 .00 .00 PIPE I I I I I I I I 1047.358 221.945 .676 222.621 14.40 15.40 3.68 226.30 . 00 1. 37 1. 89 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1--1- -1--1--1--1--1- -1-I- 2.064 .2131 .0626 .13 .68 3.86 .50 . 013 .00 . 00 PIPE I I I I I I I I I 1049.422 222.385 .700 223.085 14.40 14.68 3.35 226.43 . 00 1. 37 1. 91 2.000 .000 .00 1 . 0 -1--1--1--1- -1- -1--1--1--1--1--1--1--1-I - 1.765 . 2131 .0548 .10 . 70 3.61 .50 .013 .00 .00 PIPE I I I I I I I 1051.187 222.761 . 725 223.486 14.40 14.00 3.04 226.53 . 00 1. 37 1. 92 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1- -1--1--1--1--1-I- 1. 519 .2131 .0481 . 07 .73 3.37 .50 .013 .00 . 00 PIPE I I I I I I I I I I 1052.706 223.085 .751 223.836 14.40 13.35 2.77 226.60 . 00 1. 37 1. 94 2.000 .000 . 00 1 . 0 -1--1--1--1--1- -1--1--1--1--1--1--1- -1-I- 1. 313 .2131 .0422 .06 .75 3.15 .50 . 013 .00 . 00 PIPE I I I I I I I 1054.019 223.365 .778 224.143 14.40 12.73 2.52 226.66 . 00 1. 37 1. 95 2.000 .000 . 00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- 1.139 . 2131 .0370 .04 .78 2.94 . 50 . 013 . 00 . 00 PIPE I I I I I I I I I 1055.159 223.608 .806 224.414 14.40 12 .13 2.29 226.70 .00 1. 37 1. 96 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1- -1--1--1- -1-I- . 985 .2131 .0325 .03 . 81 2.75 .50 . 013 .00 . 00 PIPE ' .. ' • l 4. l t i J t J i i l I I I I I ( { FILE: LineCdet.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-23-2010 Time: 5:23:51 Poinsettia Place Line C -Outflow Rating Curve for Detention Basin 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1--1--1- -1--1--1--1--1--1--1--1- -1--1--I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall I ZR IType Ch *********l*********l********l*********\*********l*******l*******l*********l*******l********l********l*******l*******I***** I******* I I I I I I 1056.143 223.817 .836 224.654 14.40 11. 57 2.08 226.73 .00 l. 37 1. 97 2.000 .000 . 00 1 . 0 -1- -1--1--1--1--1--1--1--1- -1--1--1--1-I- .857 . 2131 .0285 .02 . 84 2.57 .50 . 013 . 00 . 00 PIPE I I I I I I I I I 1057.000 224.000 .867 224.867 14.40 11. 03 1. 89 226.76 .65 1. 37 1. 98 2.000 .000 . 00 1 . 0 -1- -1--1- -1--1--1- -1--1--1--1--1- -1--1-I- JUNCT STR .1250 .0249 .10 1. 52 2.40 .014 . 00 . 00 PIPE I I I I I I I I 1061.000 224.500 1. 392 225.892 14.40 8.42 1.10 226.99 . 00 1. 39 .78 1. 500 .000 .00 1 . 0 -1- -1--1--1--1- -1- -1--1--1--1- -1--1--1-I- 4.065 .0074 .0169 . 07 1. 39 1. 00 1. 50 . 013 . 00 . 00 PIPE I I I I I I I I I 1065.065 224.530 1. 500 226.030 14.40 8.15 1. 03 227.06 . 00 1. 39 .00 1.500 .000 . 00 1 . 0 -1--1--1--1--1--1- -1--1- -1- -1--1- -1--1-I- 130.935 .0074 .0181 2.38 1. 50 . 00 1. 50 .013 .00 . 00 PIPE I I I I I I I I I 1196.000 225.500 2.991 228.491 14.40 8.15 1. 03 229.52 . 00 1. 39 .00 1. 500 .000 . 00 1 . 0 -1- -1--1--1--1- -1- -1- -1--1--1--1- -1--1-I- WALL ENTRANCE I I I I I I I I 1196.000 225.500 4.523 230.023 14.40 .80 . 01 230.03 .00 . 74 4.00 20.000 4.000 . 00 0 . 0 -1--1--1- -1--1- -1--1--1--1- -1- -1--1--1-I- I J I I I I I t I l I • t j I I l j l FILE: LineCdet.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-23-2010 Time: 5:23:51 Poinsettia Place Line C -Outflow Rating Curve for Detention Basin 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs1Pip -1--1--1--1--1--1--1--1--1- -1--1--1- -1--I L/Elem ICh Slope I I I I SF Ave I HF ISE DpthlFroude NINorm Dp I "N" I X-Fall I ZR IType Ch *********l*********l********l*********l*********l*******l*******l*********l*******l********l********l*******l*******I***** I******* I I I I I I I 990.000 213.900 .761 214.661 21. 40 19.51 5.91 220.57 . 00 1. 66 1. 94 2.000 .000 .00 1 . 0 -1--1--1--1- -1--1- -1--1--1- -1- -1--1- -1-I- .291 .0100 .0952 .03 .76 4.58 1. 55 . 013 .00 .00 PIPE I I I I I I I I I 990.291 213.903 .759 214.662 21.40 19.56 5.94 220.60 . 00 1. 66 1. 94 2.000 .000 .00 1 . 0 -1--1--1- -1--1--1--1- -1--1- -1--1--1--1-I- 6.153 .0100 .1022 . 63 . 76 4.59 1. 55 . 013 . 00 .00 PIPE I I I I I I I I I I 996. 444 213.964 .732 214.697 21. 40 20.52 6.54 221. 23 . 00 1. 66 1. 93 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- 5.902 .0100 .1165 . 69 .73 4.91 1. 55 .013 .00 .00 PIPE I I I I I I I I 1002.346 214.023 .707 214.731 21. 40 21. 52 7.19 221. 92 . 00 1. 66 1. 91 2.000 .000 .00 1 . 0 -1--1--1--1- -1- -1--1--1--1--1- -1--1--1-I- 5.654 .0100 .1330 .75 . 71 5.26 1. 55 . 013 . 00 .00 PIPE I I I I I I I I I 1008.000 214. 080 . 683 214.763 21. 40 22.57 7.91 222.67 . 00 1. 66 1. 90 2.000 .000 .00 1 . 0 -1--1--1--1--1- -1--1--1--1- -1- -1--1- -1-I- 4.000 .0825 .1697 .68 .68 5.63 .82 .014 .00 .00 PIPE I I I I I I I 1012.000 214.410 .672 215.082 21.40 23.08 8.27 223.36 .00 1. 66 1. 89 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1--1- -1--1- -1--1--1- -1-I- 3.902 .2131 .1474 .57 .67 5.81 . 61 . 013 .00 . 00 PIPE I I I I I I I I I I I 1015.902 215.242 .680 215.922 21. 40 22.69 7.99 223.92 . 00 1. 66 1. 89 2.000 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-1- 8.986 .2131 .1349 1. 21 .68 5.67 . 61 . 013 .00 . 00 PIPE I I I I I I I 1024.887 217.156 .704 217.861 21. 40 21.63 7.27 225.13 .00 1. 66 1. 91 2.000 .000 .00 1 . 0 -1--1--1--1--1- -1--1- -1--1--1--1--1--1-1- 6.693 .2131 .1183 . 79 . 70 5.30 .61 . 013 .00 .00 PIPE I I I I I I I I I 1031.581 218.583 .730 219.313 21. 40 20.63 6.61 225.92 . 00 1. 66 1. 93 2.000 .000 . 00 1 . 0 -1--1--1--1--1- -1--1- -1--1- -1--1--1- -1-I- 5.255 .2131 .1038 .55 .73 4.95 . 61 . 013 .00 .00 PIPE l I t l t I l I t l I t I I i FILE: LineCdet.WSW W SP G W -CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Poinsettia Place Line C -Outflow Rating Curve for Detention Basin 100-Year Flow Rate I J l j ,! .. • ~ Date: '- PAGE 2 5-23-2010 Time: 5:23:51 ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1--1--1--1--1--1- -1--1- -1--1--1--1--1--I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall I ZR IType Ch *********1*********1********!*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** I******* I I I I I I 1036.835 219.703 .756 220.459 21.40 19.67 6.01 226.47 .00 1. 66 1. 94 2.000 .000 . 00 1 . 0 -1- -1--1--1--1--1--1--1--1--1--1--1--1-I- 4.250 . 2131 .0910 .39 . 76 4.63 .61 . 013 . 00 .00 PIPE I I I I I I I I I 1041.085 220.608 .783 221. 392 21. 40 18.75 5.46 226.85 . 00 1. 66 1. 95 2.000 .000 . 00 1 . 0 -1--1--1- -1--1--1- -1--1--1--1--1--1- -1-I- 3.514 .2131 .0798 .28 . 78 4.32 .61 . 013 . 00 . 00 PIPE I I I I I I I 1044.599 221.357 . 811 222.168 21.40 17.88 4. 96 227.13 .00 1. 66 1. 96 2.000 .000 .00 1 . 0 -1- -1--1--1--1--1--1--1--1--1--1--1--1-I- 2. 945 . 2131 .0700 .21 . 81 4.04 . 61 . 013 .00 . 00 PIPE I I I I I I I I I I 1047.544 221.985 .841 222.826 21. 40 17.05 4.51 227.34 .00 1. 66 1. 97 2.000 .000 . 00 1 . 0 -1--1--1- -1--1--1- -1--1--1--1--1--1--1-I- 2.502 .2131 .0615 .15 .84 3.77 . 61 . 013 . 00 . 00 PIPE I I I I I I I I I I 1050.046 222.518 .872 223.390 21.40 16.25 4.10 227.49 .00 1. 66 1. 98 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1- -1--1--1--1--1--1--1-I- 2.144 .2131 .0541 .12 .87 3.52 . 61 . 013 . 00 . 00 PIPE I I I I I I I I 1052.189 222.975 .904 223.879 21.40 15.50 3.73 227.61 . 00 1. 66 1. 99 2.000 .000 . 00 1 . 0 -1--1--1- -1--1--1--1--1--1--1--1--1--1-I- 1.842 .2131 .0475 .09 .90 3.28 .61 . 013 . 00 .00 PIPE I I I I I I I I I 1054.032 223.367 .938 224.306 21.40 14.78 3.39 227.70 . 00 1. 66 2.00 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1- -1-1- 1.589 .2131 .0418 . 07 .94 3.06 .61 . 013 . 00 . 00 PIPE I I I I I I I 1055.621 223.706 .974 224.680 21.40 14.09 3.08 227.76 .00 1. 66 2.00 2.000 .000 .00 1 . 0 -1--1--1--1--1--1- -1--1--1--1--1--1--1-I- 1.379 .2131 .0368 . 05 . 97 2.85 .61 . 013 . 00 .00 PIPE I I I I I I I I I I 1057.000 224.000 1. 011 225. 011 21. 40 13.43 2.80 227.81 .98 1. 66 2.00 2.000 .000 .00 1 . 0 -1--1--1--1--1- -1--1--1--1--1--1--1--1-I- JUNCT STR .1250 .0417 .17 1. 99 2.65 .014 .00 .00 PIPE I I f I I FILE: LineCdet.WSW I I I I I I I I I W SP G W -CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Poinsettia Place Line C -Outflow Rating Curve for Detention Basin 100-Year Flow Rate t j I I I I I I f I J I PAGE 3 Date: 5-23-2010 Time: 5:23:51 ************************************************************************************************************************** ******** I Invert I Station I Elev I -1--I- L/Elem ICh Slope I Depth I (FT) I -I- I Water Elev I I -I- I Q (CFS) Vel I (FPS) -1--I- I Vel Head I -1- SF Avel Energy I Super ICriticallFlow ToplHeight/lBase Wtl Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I -1- -1--1--1--1- -1- HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZL ZR INo Wth IPrs/Pip -I !Type Ch *********l*********l********l*********l*********l*******l*******l*********l*******l********l********l*******l*******I***** I******* I 1061.000 -1- .273 I 1061.273 -1- 134. 727 I 1196. 000 -1- I 224.500 -1- .0074 I 224.502 -1- .0074 I 225.500 -1- WALL ENTRANCE I 1196. 000 I 225.500 -1--1- 1.475 -1- I 1. 500 -1- I 6.094 -1- 9.502 -1- I 225.975 -1- I 226.002 -1- 231.594 -1- 235.002 -1- I 21. 40 -1- I 21. 40 -1- I 21. 40 -1- 21.40 -1- 12.15 -1- 12 .11 -1- 12 .11 -1- . 56 -1- I 2.29 -1- .0381 I 2.28 -1- .0401 I 2.28 -1- .00 -1- 228.27 -1- . 01 228.28 -1- 5.40 233.87 -1- 235.01 -1- .00 -1- 1. 48 I .00 -1- 1. 50 I .00 -1- . 00 -1- 1. 48 -1- 1. 00 1. 48 -1- . 00 1. 48 -1- . 96 -1- .38 1. 50 . 00 1. 50 .00 4.00 1. 500 -1--1- . 013 1. 500 -1- -1- . 013 1. 500 -1- -1- I 20.000 -1- -1- I .000 -1- .00 I .000 -1- . 00 I .000 -1- I 4.000 -1- .00 .00 . 00 .00 . 00 .00 1 I- PIPE I 1 I- PIPE I 1 I- 0 I- . 0 . 0 . 0 . 0 j l l I l l i i l ' I l • l FILE: LineCdet.WSW W SP G W -CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Poinsettia Place Line C -Outflow Rating Curve for Detention Basin 100-Year Flow Rate l l i j I J Date: 5-23-2010 I t Time: ! "- PAGE 5:23:51 1 ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel I Energy I Super JCriticalJFlow ToplHeight/JBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTJor I.D. I ZL IPrs/Pip -1--1--1--1--1--1- -1--1- -1- -1- -1--1- -1--I L/Elem !Ch Slope I I I I SF Avel HF ISE DpthJFroude NJNorm Dp I "N" I X-Fall I ZR !Type Ch *********l*********l********l*********l*********l*******l*******l*********!*******l********l********l*******l*******I***** I******* I I I I I I I 990.000 213.900 .851 214.751 26.70 20.94 6.81 221. 56 .00 1. 80 1. 98 2.000 .000 . 00 1 . 0 -1--1--1- -1--1- -1- -1--1--1--1--1--1--1-I- 4.885 .0100 .1023 .50 .85 4. 60 2.00 . 013 .00 . 00 PIPE I I I I I I I I 994.885 213.949 .830 214.779 26.70 21. 64 7.27 222.05 .00 1. 80 1. 97 2.000 .000 . 00 1 . 0 -1--1--1--1- -1--1--1--1- -1--1--1--1--1-I - 6.693 .0100 .1143 .76 .83 4.82 2.00 . 013 .00 . 00 PIPE I I I I I I I I I I 1001.579 214.016 .801 214.817 26.70 22.69 8.00 222.81 .00 1. 80 1. 96 2.000 .000 . 00 1 . 0 -1- -1--1- -1--1- -1--1--1- -1--1--1--1--1-I - 6.421 .0100 .1302 . 84 . 80 5.16 2.00 . 013 .00 . 00 PIPE I I I I I I I 1008.000 214.080 .774 214.854 26.70 23.80 8.80 223.65 .00 1. 80 1. 95 2.000 .000 . 00 1 . 0 -1--1--1- -1--1--1--1- -1- -1--1--1--1--1-I- 4.000 .0825 .1653 .66 .77 5.53 .93 .014 . 00 . 00 PIPE I I I I I I 1012.000 214.410 .763 215.173 26.70 24.26 9.14 224.31 . 00 1. 80 1. 94 2.000 .000 . 00 1 . 0 -1- -1--1--1--1--1--1--1- -1--1--1--1--1-I - 2.827 .2131 .1441 . 41 . 76 5.68 . 69 . 013 .00 . 00 PIPE I I I I I I I I I 1014.827 215.012 .768 215.780 26.70 24.00 8.95 224.73 .00 1. 80 1. 95 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1--1- -1- -1--1--1--1--1-I- 9.840 . 2131 .1333 1. 31 .77 5.59 . 69 . 013 . 00 . 00 PIP~ I I I I I I 1024.667 217.109 .796 217.906 26.70 22.89 8.13 226.04 . 00 1. 80 1. 96 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-1- 7.392 .2131 .1170 . 86 .BO 5.23 . 69 . 013 . 00 . 00 PIPE I I I I I I I I 1032.059 218.685 .825 219.510 26.70 21.82 7.39 226.90 .00 1. 80 1. 97 2.000 .000 . 00 1 . 0 -1- -1--1- -1--1--1- -1- -1- -1--1--1--1--1-I- 5.817 .2131 .1027 .60 .83 4.88 . 69 . 013 . 00 . 00 PIPE I I I I I I I I I 1037.876 219.924 .855 220.780 26.70 20.81 6.72 227.50 .00 1. 80 1. 98 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1- -1--1- -1--1--1--1--1-I- 4. 713 .2131 .0902 .43 .86 4.55 . 69 . 013 . 00 . 00 PIPE I I l f l t l t l I I l I & j I t i l j I I l I j FILE: LineCdet.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-23-2010 Time: 5:23:51 Poinsettia Place Line C -Outflow Rating Curve for Detention Basin 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel Energy I Super ICriticallFlow Top!Height/!Base Wtl !No Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width !Dia.-FT!or I.D. I ZL IPrs/Pip -1--1--1--1--1- -1- -1--1- -1--1--1--1- -1--1 L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall I ZR !Type Ch *********l*********l********l*********l*********l*******l*******l*********!*******l********l********l*******l*******I***** I******* I I I I I I I 1042.589 220. 929 .887 221.816 26.70 19.84 6.11 227.93 . 00 1. 80 1. 99 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1- -1--1--1--1- -1--1--1-I- 3.906 . 2131 .0793 . 31 .89 4.25 .69 . 013 .00 . 00 PIPE I I I I I I I I I 1046.495 221.761 .920 222.681 26.70 18.92 5.56 228.24 .00 1. 80 1. 99 2.000 .000 . 00 1 . 0 -1- -1--!--!--1--!--1--1--1--1--!--1--1-I- 3.285 .2131 .0697 .23 . 92 3.96 . 69 . 013 . 00 . 00 PIPE I I I I I I I I I I 1049.780 222.461 .954 223.415 26.70 18.03 5.05 228.47 .00 1. 80 2.00 2.000 .000 .00 1 . 0 -1--1--1- -1- -1- -1- -1--1--1--1--1--1--1-I- 2.788 .2131 .0613 .17 .95 3.69 .69 . 013 . 00 . 00 PIPE I I I I I I I I I I 1052.568 223.055 .990 224.046 26.70 17.20 4.59 228.64 .00 1. 80 2.00 2.000 .000 . 00 1 . 0 -!--1--1--1--1- -1- -1--1--1--1--1--1--1-I- 2.385 .2131 .0540 .13 .99 3.44 .69 . 013 . 00 .00 PIPE I I I I I I I I I 1054.953 223.564 1. 028 224.592 26.70 16.40 4.17 228.77 . 00 1. 80 2.00 2.000 .000 . 00 1 . 0 -1--!--1--!--1--1- -1--1--1--1--1--1--1-I- 2.047 .2131 .0476 .10 1. 03 3.20 .69 . 013 . 00 .00 PIPE I I I I I I I I I I I 1057.000 224.000 1. 069 225.069 26.70 15.63 3.79 228.86 2.00 1. 80 2.00 2.000 .000 . 00 1 . 0 -1--!--1--!--1--1--1--!--1--1--1- -1--1-I- JUNCT STR .1250 .0608 . 24 2.00 2.98 .014 . 00 .00 PIPE I I I I I I I I I 1061.000 224.500 1. 490 225.990 26.70 15.12 3.55 229.54 . 00 1. 49 .25 1. 500 .000 . 00 1 . 0 -1--1--!- -!--1--!--1--!--1--1--1--1--1-I- .065 .0074 .0602 . 00 1. 49 1. 00 1. 50 . 013 .00 . 00 PIPE I I I I I I I I 1061.065 224.500 1. 500 226.000 26.70 15 .11 3.54 229.55 . 00 1. 49 .00 1. 500 .000 . 00 1 . 0 -1--1--1- -1- -1- -1--1--1--1--1--1- -1--1-I- 134.935 .0074 .0624 8.42 1. 50 .00 1. 50 . 013 . 00 .00 PIPE I I I I I I I I 1196.000 225.500 9.218 234. 718 26.70 15 .11 3.54 238.26 .00 1. 49 .00 1. 500 .000 . 00 1 . 0 -1--1--1- -1--1- -1- -1--1- -1--1--1--1--1-I- WALL ENTRANCE i i I l FILE: LineCdet.WSW ' t I I 1 i l J I I W SP G W -CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Poinsettia Place Line C -Outflow Rating Curve for Detention Basin 100-Year Flow Rate j i j I I I l i I ' I I PAGE 3 Date: 5-23-2010 Time: 5:23:51 ************************************************************************************************************************** ******** I Invert I Station I Elev I -1--I- L/Elem ICh Slope I Depth I (FT) I -I- I Water Elev I I -I- I Q (CFS) Vel I (FPS) -1--I- I Vel Head I -1- SF Ave I Energy I Super ICriticallFlow ToplHeight/lBase Wtl Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I -1- -1- -1- -1--1--1- HF ISE DpthlFroude NINorm Op I "N" I X-Fall 1 ZL ZR INo Wth IPrs/Pip -I IType Ch *********l*********l********!*********l*********l*******l*******l*********l*******l********l********l*******!*******I***** I******* I 1196.000 -1- I 225.500 -1- 14.531 -1- I 240.031 -1- I 26.70 -1- . 46 -1- I .00 -1- 240.03 -1- . 00 -1- 1.11 4.00 -1- I 20.000 -1- -1- I 4.000 -1- . 00 0 I- • 0 ------------- --- - - - - - - - - --- ***************************************** *************************************** * * FIJXlD HYIBCGRAPH PACKAGE * JUN 1998 * VERSION 4.1 * * RUN DATE 26MAY10 TIME * * (HEX::-1) * * * * 21:58:14 * * * * * * * U.S. AWIY mRPS OF ENGINEERS HYDROLCX;IC ENGINEERING CENTER 609 SECOND STREET ffiVIS, CALIFORNIA 95616 (916) 756-1104 * * * * * * ***************************************** *************************************** X X xxxxxxx xxxxx X X X X X X xx X X X X X xxxxxxx xxxx X xxxxx X X X X X X X X X X X X X X xxxxxxx xxxxx XXX THIS PRCGRI\M REPIACES ALL PREVIOUS VERSICNS OF HEX::-1 KNrnN AS HEX::l (JAN 73), HEX::lGS, HEX::lIB, AND HEX::lKW. THE IBFINITICNS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FRG1 THOSE USED WITH THE 1973-STYIE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-CN R1+CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81 . THIS IS THE FDRTRAN77 VERSICN NEW OPTICNS: I:W1BREAK OUTFLCW SUl'MERGENCE , SIN3IE EVENT DAMAGE CALCUIATICN, DSS:WRITE STAGE ERE)Jl)ENCY, DSS:READ TIME SERIES Kr IBSIRED CALCUIATION INI'ERVAL LOSS RATE:GREEN AND l\MPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGJRITHM - --- ------- --- - - - - - - - - --- LINE ***FREE*** 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 HEC-1 INPUT ID ..•...• 1. ...•.. 2 ...•... 3 ....... 4 •....•. 5 ....••• 6 ....... 7 ....... 8 •••..•• 9 .....• 10 *DIAGRAM ID FDINSETIIA PIACE ID DETENTICN BASIN ANALYSIS USING CXlUNTY RATIONAL METHOD HYCRCGRAPH PRCXEIXJRE ID 100-YEAR FLCW RATE IT 2 01JAN90 1200 200 KK BASIN KM RATirnAL METHOD HYIBO'.;RAPH KM 6 HOUR RAINFALL IS 2 • 7 IN::::HES KM RATIONAL METHOD WEIGHTED AVERAGE RUNOFF CDEFFICIENT IS O. 54 KM RATIONAL METHOD TIME OF CUJCENTRATICN IS 11.19 MINUTES KM RATIONAL METHOD AREA IS 17. 85 ACRES BA .0279 IN QI QI QI QI QI 11 01JAN90 0 1.6 2.2 2.3 5.6 8.2 2 1.9 0 0 KK DETAIN RS 1 STIR 9J 0 0.09 SQ 0 14.4 SE 225.5 230 zz 1153 1.6 1. 7 1. 7 2.4 2.6 2.7 11. 7 41 6.5 1. 7 1.6 0 0 0 0 -1 0.727 2.249 21.4 26.7 235 240 1.8 1.8 3 3.2 4.4 3.4 0 0 1.9 3.7 2.9 0 2 2.1 4 4.9 2.5 2.2 0 0 SCHEMATIC DIAGRAM OF STREAM NETWJRK INPUT LINE (V) RCXJTING (--->) DIVERSION OR POMP FLCW NO. (.) CCNNECI'OR (<---) RETURN OF DIVERTED OR PUMPED FLCW 5 BASIN V V 18 DETAIN (***) RUNOFF ALSO CXMPUTED AT THIS IJX'ATICN PAGE 1 '-- -- -- - - - '-- - - - - - - ***************************************** *************************************** * * * FLCOD HYIBo::;AAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS * * JUN 1998 * HYDROr.a::;Ic ENGINEERING CENTER * VERSICN 4.1 * * 609 SECXJND STREET * * * DAVIS, CALIEDRNIA 95616 * * RUN DATE 26MA.Yl0 TIME 21:58:14 * * (916) 756-1104 * * * * * ***************************************** *************************************** R)INSETTIA PIACE DETENTION BASIN ANALYSIS USING COUNTY RATICNAL METHOD HYIBo::;AAPH PROCECURE 100-YEAR FI.CW RATE IT HYIBCGRAPH TIME DATA NMIN I DATE ITIME NQ NDDATE NDTIME I CENT 2 1JAN90 1200 200 1JAN90 1838 19 MINUTES IN CXM'UTATION INTERVAL STARTING ffiTE STARTING TIME NUMBER OF HYIBCGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK CU1PUTATICN INTERVAL TOTAL TIME BASE .03 HaJRS 6.63 HaJRS ENGLISH UNITS rnAINAGE AREA PRECIPITATION CEPTH LEN3I'H, ELEVATION FI.CW STORAGE VOUJME SURFACE AREA TEMPERATURE SQ'.JARE MILES INCHES FEET CUBIC FEET PER SECXlND ACRE-EEEI' ACRES DEGREES FAHRENHEIT *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 5 KK 12 IN 11 BA ************** * * BASIN * * ************** RATIONAL METHOD HYDRCGRAPH 6 HOUR RAINE1\LL IS 2. 7 INCHES RATIONAL METHOD WEIGHTED AVERAGE RUNOFF CDEFFICIENT IS 0.54 RATIONAL METHOD TIME OF CCNCENTRATION IS 11.19 MINUTES RATIONAL METHOD AREA IS 1 7. 85 ACRES TIME ffiTA FDR INPUT TIME SERIES JXMIN 11 TIME INTERVAL IN MINUTES JXDATE J)ITIME 1JAN90 1153 SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS STARTING ffiTE STARTING TIME TAREA • 03 SUBBASIN AREA *** *********************************************************************************************************************************** HYDRo::;AAPH AT STATION BASIN -- ----- - - - --- - - - - - - - - - - *********************************************************************************************************************************** I:i\ MJN H8MN IBD 1 JAN 1200 1 1 JAN 1202 2 1 JAN 1204 3 1 JAN 1206 4 1 JAN 1208 5 1 JAN 1210 6 1 JAN 1212 7 1 JAN 1214 8 1 JAN 1216 9 1 JAN 1218 10 1 JAN 1220 11 1 JAN 1222 12 1 JAN 1224 13 1 JAN 1226 14 1 JAN 1228 15 1 JAN 1230 16 1 JAN 1232 17 1 JAN 1234 18 1 JAN 1236 19 1 JAN 1238 20 1 JAN 1240 21 1 JAN 1242 22 1 JAN 1244 23 1 JAN 1246 24 1 JAN 1248 25 1 JAN 1250 26 1 JAN 1252 27 1 JAN 1254 28 1 JAN 1256 29 1 JAN 1258 30 1 JAN 1300 31 1 JAN 1302 32 1 JAN 1304 33 1 JAN 1306 34 1 JAN 1308 35 1 JAN 1310 36 1 JAN 1312 37 1 JAN 1314 38 1 JAN 1316 39 1 JAN 1318 40 1 JAN 1320 41 1 JAN 1322 42 1 JAN 1324 43 1 JAN 1326 44 1 JAN 1328 45 1 JAN 1330 46 1 JAN 1332 47 1 JAN 1334 48 1 JAN 1336 49 1 JAN 1338 50 * Fl.CW * DA MJN H8MN ORD * 1. 1. * 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. * 2. * 2. * 2. * 2. * 2. * 2. * 2. * 2. 2. * 2. * 2. * 2. * 2. 2. * 2. * 2. * 2. * 2. * 2. * 2. 2. * 1 JAN 1340 51 1 JAN 1342 52 1 JAN 1344 53 1 JAN 1346 54 1 JAN 1348 55 1 JAN 1350 56 1 JAN 1352 57 1 JAN 1354 58 1 JAN 1356 59 1 JAN 1358 60 1 JAN 1400 61 1 JAN 1402 62 1 JAN 1404 63 1 JAN 1406 64 1 JAN 1408 65 1 JAN 1410 66 1 JAN 1412 67 1 JAN 1414 68 1 JAN 1416 69 1 JAN 1418 70 1 JAN 1420 71 1 JAN 1422 72 1 JAN 1424 73 1 JAN 1426 74 1 JAN 1428 75 1 JAN 1430 76 1 JAN 1432 77 1 JAN 1434 78 1 JAN 1436 79 1 JAN 1438 80 1 JAN 1440 81 1 JAN 1442 82 1 JAN 1444 83 1 JAN 1446 84 1 JAN 1448 85 1 JAN 1450 86 1 JAN 1452 87 1 JAN 1454 88 1 JAN 1456 89 1 JAN 1458 90 1 JAN 1500 91 1 JAN 1502 92 1 JAN 1504 93 1 JAN 1506 94 1 JAN 1508 95 1 JAN 1510 96 1 JAN 1512 97 1 JAN 1514 98 1 JAN 1516 99 1 JAN 1518 100 Fl.CW * DA MJN H8MN ORD 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. * 3. * 3. * 3. * 3. * 3. * 3. * 3. * 3. * 3. * 3. * 3. 3. * 3. * 4. * 4. * 4. * 4. * 4. * 4. * 4. * 4. * 4. * 4. * 4. 5. * 1 JAN 1520 101 1 JAN 1522 102 1 JAN 1524 103 1 JAN 1526 104 1 JAN 1528 105 1 JAN 1530 106 1 JAN 1532 107 1 JAN 1534 108 1 JAN 1536 109 1 JAN 1538 110 1 JAN 1540 111 1 JAN 1542 112 1 JAN 1544 113 1 JAN 1546 114 1 JAN 1548 115 1 JAN 1550 116 1 JAN 1552 117 1 JAN 1554 118 1 JAN 1556 119 1 JAN 1558 120 1 JAN 1600 121 1 JAN 1602 122 1 JAN 1604 123 1 JAN 1606 124 1 JAN 1608 125 1 JAN 1610 126 1 JAN 1612 127 1 JAN 1614 128 1 JAN 1616 129 1 JAN 1618 130 1 JAN 1620 131 1 JAN 1622 132 1 JAN 1624 133 1 JAN 1626 134 1 JAN 1628 135 1 JAN 1630 136 1 JAN 1632 137 1 JAN 1634 138 1 JAN 1636 139 1 JAN 1638 140 1 JAN 1640 141 1 JAN 1642 142 1 JAN 1644 143 1 JAN 1646 144 1 JAN 1648 145 1 JAN 1650 146 1 JAN 1652 147 1 JAN 1654 148 1 JAN 1656 149 1 JAN 1658 150 * * 5. * 5. 5. * 5. * 5. * 5. * 6. * 6. * 6. * 7. * 7. 8. 8. * 9. * 9. * 10. 11. * 11. * 14. * 20. * 25. * 30. * 36. * 41. * 35. * 28. * 22. * 16. 10. * 6. * 6. * 6. * 5. * 5. * 4. * 4. * 4. * 4. * 4. * 3. * 3. * 3. 3. * 3. * 3. * 3. * 3. * 3. * 3. 3. * * DA MJN H8MN ORD 1 JAN 1700 151 1 JAN 1702 152 1 JAN 1704 153 1 JAN 1706 154 1 JAN 1708 155 1 JAN 1710 156 1 JAN 1 712 157 1 JAN 1714 158 1 JAN 1716 159 1 JAN 1718 160 1 JAN 1720 161 1 JAN 1722 162 1 JAN 1724 163 1 JAN 1726 164 1 JAN 1728 165 1 JAN 1730 166 1 JAN 1732 167 1 JAN 1734 168 1 JAN 1736 169 1 JAN 1738 170 1 JAN 1740 171 1 JAN 1742 172 1 JAN 1744 173 1 JAN 1746 174 1 JAN 1748 175 1 JAN 1750 176 1 JAN 17 52 177 1 JAN 1754 178 1 JAN 1756 179 1 JAN 1 758 180 1 JAN 1800 181 1 JAN 1802 182 1 JAN 1804 183 1 JAN 1806 184 1 JAN 1808 185 1 JAN 1810 186 1 JAN 1812 187 1 JAN 1814 188 1 JAN 1816 189 1 JAN 1818 190 1 JAN 1820 191 1 JAN 1822 192 1 JAN 1824 193 1 JAN 1826 194 1 JAN 1828 195 1 JAN 1830 196 1 JAN 1832 197 1 JAN 1834 198 1 JAN 1836 199 1 JAN 1838 200 3. 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. 2. 1. 1. 1. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. o. 0. 0. 0. *********************************************************************************************************************************** PEAK Fl.CW TIME MAXIMUM AVERAGE FLCW 6-HR 24-HR 72-HR 6.63-HR + (CFS) (HR) + 41. 4.10 (CFS) (nnJES) (AC-ET) 4. 1.450 2. CUMUIATIVE AREA = 4. 1.453 2. .03 SQ MI 4. 1.453 2. 4. 1.453 2. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** -************** * 18 KK IBTAIN * -* ************** HYIBCGRAPH ROUTING DATA -19 RS STCRAGE ROUTING NSTPS 1 NUMBER OF SUBREl'OlES ITYP STCR TYPE OF INITIAL CONDITICN RSVRIC -1.00 INITIAL CONDITICN -X . 00 WJRKING R AND D CDEFFICIENT 20 SV STORAGE .0 .1 .7 2.2 21 SQ DISCHARGE 0. 14. 21. 27. ,_ 22 SE ELEVATION 225.50 230.00 235.00 240.00 *** -*********************************************************************************************************************************** HYIBCGRAPH AT STATICN DETAIN -*********************************************************************************************************************************** * * DA M:N HRMN ORD OUTFLCW STORAGE STAGE * DA M:N HRMN ORD OUTFLCW STORAGE STAGE * DA M:N HRMN ORD OUTFLCW STORAGE STAGE * -1 JAN 1200 1 1. .0 225.8 * 1 JAN 1414 68 2. .0 226.3 * 1 JAN 1628 135 15. .2 230.8 1 JAN 1202 2 1. .0 225.8 * 1 JAN 1416 69 3. .0 226.3 * 1 JAN 1630 136 15. .2 230.5 1 JAN 1204 3 1. .0 225.9 * 1 JAN 1418 70 3. .0 226.3 * 1 JAN 1632 137 15. .1 230.3 1 JAN 1206 4 1. .0 225.9 * 1 JAN 1420 71 3. .0 226.3 * 1 JAN 1634 138 14. .1 230.1 1 JAN 1208 5 1. .0 226.0 * 1 JAN 1422 72 3. .0 226.3 * 1 JAN 1636 139 12. .1 229.1 -1 JAN 1210 6 1. .0 226.0 * 1 JAN 1424 73 3. .0 226.3 * 1 JAN 1638 140 9. .1 228.2 1 JAN 1212 7 2. .0 226.0 * 1 JAN 1426 74 3. .0 226.3 * 1 JAN 1640 141 7. .0 227.6 1 JAN 1214 8 2. .0 226.0 * 1 JAN 1428 75 3. .0 226.3 * 1 JAN 1642 142 6. .0 227.2 1 JAN 1216 9 2. .0 226.0 * 1 JAN 1430 76 3. .0 226.3 * 1 JAN 1644 143 5. .0 227.0 -1 JAN 1218 10 2. .0 226.0 * 1 JAN 1432 77 3. .0 226.4 * 1 JAN 1646 144 4. .0 226.8 1 JAN 1220 11 2. .0 226.0 * 1 JAN 1434 78 3. .0 226.4 * 1 JAN 1648 145 4. .0 226.7 1 JAN 1222 12 2. .0 226.0 * 1 JAN 1436 79 3. .0 226.4 * 1 JAN 1650 146 3. .0 226.6 1 JAN 1224 13 2. .0 226.0 * 1 JAN 1438 80 3. .0 226.4 * 1 JAN 1652 147 3. .o 226.5 1 JAN 1226 14 2. .0 226.0 * 1 JAN 1440 81 3. .0 226.4 * 1 JAN 1654 148 3. .0 226.5 -1 JAN 1228 15 2. .0 226.0 * 1 JAN 1442 82 3. .0 226.4 * 1 JAN 1656 149 3. .0 226.4 1 JAN 1230 16 2. .0 226.0 * 1 JAN 1444 83 3. .0 226.4 * 1 JAN 1658 150 3. .0 226.4 1 JAN 1232 17 2. .0 226.0 * 1 JAN 1446 84 3. .0 226.5 * 1 JAN 1 700 151 3. .0 226.4 1 JAN 1234 18 2. .0 226.0 * 1 JAN 1448 85 3. .0 226.5 * 1 JAN 1 702 152 3. .0 226.3 1 JAN 1236 19 2. .0 226.0 * 1 JAN 1450 86 3. .0 226.5 * 1 JAN 1 704 153 3. .0 226.3 1 JAN 1238 20 2. .0 226.0 * 1 JAN 1452 87 3. .0 226.5 * 1 JAN 1706 154 3. .0 226.3 1 JAN 1240 21 2. .0 226.0 * 1 JAN 1454 88 3. .0 226.5 * 1 JAN 1708 155 2. .0 226.3 1 JAN 1242 22 2. .0 226.0 * 1 JAN 1456 89 3. .0 226.5 * 1 JAN 1710 156 2. .0 226.2 1 JAN 1244 23 2. .0 226.0 * 1 JAN 1458 90 3. .0 226.6 * 1 JAN 1712 157 2. .0 226.2 ,_ 1 JAN 1246 24 2. .0 226.0 * 1 JAN 1500 91 4. .0 226.6 * 1 JAN 1714 158 2. .0 226.2 1 JAN 1248 25 2. .0 226.1 * 1 JAN 1502 92 4. .0 226.6 * 1 JAN 1716 159 2. .0 226.2 1 JAN 1250 26 2. .0 226.1 * 1 JAN 1504 93 4. .0 226.6 * 1 JAN 1718 160 2. .0 226.2 1 JAN 1252 27 2. .0 226.1 * 1 JAN 1506 94 4. .0 226.7 * 1 JAN 1720 161 2. .0 226.2 , .... 1 JAN 1254 28 2. .0 226.1 * 1 JAN 1508 95 4. .0 226.7 * 1 JAN 1722 162 2. .0 226.2 1 JAN 1256 29 2. .0 226.1 * 1 JAN 1510 96 4. .0 226. 7 * 1 JAN 1724 163 2. .0 226.1 1 JAN 1258 30 2. .o 226.1 * 1 JAN 1512 97 4. .0 226. 7 * 1 JAN 1726 164 2. .0 226.1 1 JAN 1300 31 2. .0 226.1 * 1 JAN 1514 98 4. .0 226.8 * 1 JAN 1728 165 2. .0 226.1 1 JAN 1302 32 2. .0 226.1 * 1 JAN 1516 99 4. .0 226.8 * 1 JAN 1730 166 2. .0 226.1 ,,,ww,f 1 JAN 1304 33 2. .0 226.1 * 1 JAN 1518 100 4. .0 226.8 * 1 JAN 1732 167 2. .0 226.1 1 JAN 1306 34 2. .0 226.1 * 1 JAN 1520 101 4. .0 226.9 * 1 JAN 1734 168 2. .0 226.1 1 JAN 1308 35 2. .0 226.1 * 1 JAN 1522 102 5. .0 226. 9 * 1JAN1736169 2. .0 226.1 1 JAN 1310 36 2. .0 226.1 * 1 JAN 1524 103 5. .0 227.0 * 1 JAN 1738 170 2. .0 226.1 -1 JAN 1312 37 2. .0 226.1 * 1 JAN 1526 104 5. .0 227.0 * 1 JAN 1740 171 2. .0 226.1 1 JAN 1314 38 2. .0 226.1 * 1 JAN 1528 105 5. .0 227.1 * 1 JAN 1742 172 2. .0 226.1 1 JAN 1316 39 2. .0 226.1 * 1 JAN 1530 106 5. .0 227.1 * 1 JAN 1744 173 2. .0 226.1 - - --1 JAN 1318 40 2. .0 226.1 * 1 JAN 1532 107 5. .0 227.1 * 1 JAN 1746 174 2. .0 226.1 -1 JAN 1320 41 2. .0 226.1 * 1 JAN 1534 108 5. .0 227.2 * 1 JAN 1748 175 2. .0 226.0 1 JAN 1322 42 2. .0 226.1 * 1 JAN 1536 109 6. .0 227.3 * 1 JAN 1750 176 2. .0 226.0 -1 JAN 1324 43 2. .0 226.1 * 1 JAN 1538 llO 6. .0 227.4 * 1 JAN 1752 177 2. .0 226.0 1 JAN 1326 44 2. .0 226.1 * 1 JAN 1540 111 6. .0 227.5 * 1 JAN 1754 178 2. .0 226.0 -1 JAN 1328 45 2. .0 226.1 * 1 JAN 1542 ll2 7. .0 227.6 * 1 JAN 1756 179 2. .0 226.0 1 JAN 1330 46 2. .0 226.1 * 1 JAN 1544 ll3 7. .0 227.7 * 1 JAN 1758 180 2. .o 226.0 1 JAN 1332 47 2. .0 226.1 * 1 JAN 1546 ll4 8. .0 227.9 * 1 JAN 1800 181 1. .0 225.9 -1 JAN 1334 48 2. .0 226.1 * 1 JAN 1548 ll5 8. .1 228.1 * 1 JAN 1802 182 1. .0 225.9 1 JAN 1336 49 2. .0 226.2 * 1 JAN 1550 ll6 9. .1 228.2 * 1 JAN 1804 183 1. .0 225.8 -1 JAN 1338 50 2. .0 226.2 * 1 JAN 1552 ll 7 9. .1 228.4 * 1 JAN 1806 184 1. .0 225.7 1 JAN 1340 51 2. .0 226.2 * 1 JAN 1554 ll8 10. .1 228.6 * 1 JAN 1808 185 0. .0 225.7 -1 JAN 1342 52 2. .0 226.2 * 1 JAN 1556 ll9 11. .1 228.9 * 1 JAN 1810 186 0. .0 225.6 1 JAN 1344 53 2. .0 226.2 * 1 JAN 1558 120 13. .1 229.6 * 1 JAN 1812 187 0. .0 225.6 -1 JAN 1346 54 2. .0 226.2 * 1 JAN 1600 121 15. .1 230 .1 * 1 JAN 1814 188 0. .0 225.5 1 JAN 1348 55 2. .0 226.2 * 1 JAN 1602 122 15. .1 230.4 * 1JAN1816189 0. .0 225.5 1 JAN 1350 56 2. .0 226.2 * 1 JAN 1604 123 16. .2 230.8 * 1 JAN 1818 190 0. .o 225.5 1 JAN 1352 57 2. .0 226.2 * 1 JAN 1606 124 16. .3 231.3 * 1 JAN 1820 191 0. .0 225.5 1 JAN 1354 58 2. .0 226.2 * 1 JAN 1608 125 17. .3 231. 7 * 1 JAN 1822 192 0. .0 225.5 -1 JAN 1356 59 2. .0 226.2 * 1 JAN 1610 126 17. .4 232 .1 * 1 JAN 1824 193 0. .0 225.5 1 JAN 1358 60 2. .0 226.2 * 1 JAN 1612 127 18. .4 232.2 * 1 JAN 1826 194 0. .0 225.5 1 JAN 1400 61 2. .0 226.2 * 1 JAN 1614 128 18. .4 232.3 * 1 JAN 1828 195 0. .0 225.5 1 JAN 1402 62 2. .0 226.2 * 1 JAN 1616 129 17. .4 232.2 * 1 JAN 1830 196 0. .0 225.5 -1 JAN 1404 63 2. .0 226.2 * 1 JAN 1618 130 17. .3 232.0 * 1 JAN 1832 197 0. .0 225.5 1 JAN 1406 64 2. .0 226.2 * 1 JAN 1620 131 17. .3 231. 7 * 1 JAN 1834 198 0. .0 225.5 1 JAN 1408 65 2. .0 226.2 * 1 JAN 1622 132 16. .3 231. 5 * 1JAN1836199 0. .0 225.5 1 JAN 1410 66 2. .0 226.3 * 1 JAN 1624 133 16. .2 231.2 * 1 JAN 1838 200 0. .0 225.5 1 JAN 1412 67 2. .0 226.3 * 1 JAN 1626 134 16. .2 231. 0 * -* * *********************************************************************************************************************************** PEAK F10I TIME MAXIMUM AVERAGE F10I -6-HR 24-HR 72-HR 6.63-HR + (CFS) (HR) (CFS) + 18. 4.23 4. 4. 4. 4. (IN::HES) 1.449 1.458 1.458 1.458 -(AC-FT) 2. 2. 2. 2. PEAK S'IDRI\GE TIME MAXIMJM AVERAGE SIDRAGE 6-HR 24-HR 72-HR 6.63-HR -+ (AC-FT) (HR) 0. 4.23 0. 0. 0. 0. -PEAK STAGE TIME MAXIMUM AVERAGE STAGE 6-HR 24-HR 72-HR 6.63-HR -+ (EEEI') (HR) 232.25 4.23 226.93 226.80 226.80 226.80 -ClMJIATIVE ARFA = .03 SQ MI - - - ·- - - - ----RUN'.)FF SUM1ARY FLCW IN CUBIC FEET PER SECUID "-TIME IN HOURS, AREA IN SQUA8E MIIBS -PE'AK TIME OF AVERAGE FLCW FDR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATICN STATICN FLCW PEAK AREA STAGE MAX STAGE + 6-HOUR 24-HOUR 72-HOUR -HYDFCGRAPH AT -+ BASIN 41. 4.10 4. 4. 4. .03 -ROlJ'IED ID + IBTAIN 18. 4.23 4. 4. 4. .03 -+ 232.25 4.23 -*** NORMAL END OF HEC-1 *** --- - --- --- - - ----- - - - -APPENDIX C --100-YEAR WSPGW ANALYSES -- - -- ----- - - - - - - - - - MAIN STORM DRAIN LINE STATIONING RELATIONSHIP ~i,111 i Main Storm Drain Line Street Centerline Station WSPGW Station -~ 1146.60 1129.66 1183.02 1166.07 -1251.00 1232.82 -1321.56 1302.10 1388.00 1368.54 1419.36 1399.90 -1423.36 1403.90 1542.00 1522.56 1630.00 1610.12 1648.00 1628.58 -1652.00 1632.58 -1663.00 1643.54 1791.19 1771.73 -1797.00 1777.54 1808.19 1788.34 1842.94 1822.21 -1846.94 1826.21 1879.00 1858.24 -1897.30 1878.01 1953.00 1933.71 -1963.80 1944.51 1967.80 1948.51 2038.46 2019.17 -2110.90 2091.61 2122.00 2105.49 2148.76 2139.43 -2152.76 2143.43 2161.22 2154.50 2189.35 2182.63 -2193.35 2186.63 2261.45 2254.73 2265.45 2258.73 2272.45 2265.72 - - - - - - - I I I I I I I I I I I i I I I I I I J l ' I ! ! FILE: Main.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-23-2010 Time: 5:49:11 Poinsettia Place Main Line including portion of Lateral A-1, Lateral A-6, Line B 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1--1--1--1- -1--1--1- -1- -1- -1- -1- -1- -1--I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall 1 ZR IType Ch *********l*********l********l*********l*********l*******l*******l*********l*******l********l********l*******l*******I***** I***;*** I I I I I I I I 1000.000 233.500 1. 236 234.736 39.30 19.28 5.77 240.51 .22 1. 95 1. 94 2.000 .000 . 00 1 . 0 -1--1--1--1--1- -1- -1- -1- -1- -1- -1--1- -1-I- 8.420 .0912 .0591 .50 1. 46 3.32 1. 09 . 013 .00 . 00 PIPE I I I I I I I I I I I 1008.420 234.268 1. 264 235.532 39.30 18.76 5.47 241.00 .21 1. 95 1. 93 2.000 .000 . 00 1 . 0 -1- -1--1--1- -1--1- -1--1- -1- -1- -1- -1--1-I- 11.870 .0912 .0539 .64 1. 48 3 .17 1. 09 .013 . 00 . 00 PIPE I I I I I I I I 1020.290 235.350 1.318 236.668 39.30 17.89 4.97 241.64 . 00 1. 95 1. 90 2.000 .000 .00 1 . 0 -1--1--1--1--1- -1--1- -1--1- -1- -1--1--1-I- 6.294 .0915 .0488 .31 1. 32 2.93 1. 09 . 013 . 00 .00 PIPE I I I I I I I I 1026.584 235.926 1. 356 237.282 39.30 17.33 4.66 241. 94 .00 1. 95 1. 87 2.000 .000 .00 1 . 0 -1--1--1--1--1- -1--1--1--1--1--1- -1--1-I- 7.706 .0915 .0443 .34 1. 36 2.77 1. 09 . 013 . 00 . 00 PIPE I I I I I I I 1034.290 236.631 1.416 238.047 39.30 16.52 4.24 242.29 . 00 1. 95 1. 82 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1- -1--1- -1- -1- -1--1- -1-I- 6.165 .0915 . 0396 .24 1. 42 2.55 1. 09 . 013 . 00 .00 PIPE I I I I I I I I I 1040.455 237.196 1.481 238.677 39.30 15.75 3.85 242.53 . 00 1. 95 1. 75 2.000 .000 .00 1 . 0 -1--1--1--1--1- -1- -1--1--1--1--1--1- -1-I- 4.984 .0915 .0355 .18 1. 48 2.33 1. 09 .013 .00 . 00 PIPE I I I I I I I I 1045.439 237.652 1. 552 239.204 39.30 15.02 3.50 242.71 . 00 1. 95 1. 67 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1- -1--1--1--1- -1--1- -1-I- 4.023 .0915 .0320 .13 1. 55 2 .11 1. 09 . 013 . 00 .00 PIPE I I I I I I I I I I 1049.461 238.020 1. 631 239.651 39.30 14.32 3.18 242.84 . 00 1. 95 1. 55 2.000 .000 . 00 1 .0 -1--1--1--1--1- -1--1--1--1- -1- -1--1--1-I - 3.169 .0915 . 0292 .09 1. 63 1. 90 1. 09 . 013 .00 . 00 PIPE I I I I I I I I I 1052.630 238.310 1. 723 240.033 39.30 13. 65 2.89 242.93 . 00 1. 95 1. 38 2.000 .000 .00 1 . 0 -1--1--1--1- -1--1- -1--1--1--1--1--1--1-I- 2.160 .0825 .0316 .07 1. 72 1. 67 1.18 .014 .00 .00 PIPE I t I I I I I I I I I I I I I I I I I I I I I I i FILE: Main.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-23-2010 Time: 5:49:11 Poinsettia Place Main Line including portion of Lateral A-1, Lateral A-6, Line B 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel Energy I Super ICriticalfFlow TopfHeight/fBase Wtl !No Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTfor I.D. I ZL IPrs/Pip -1--1- -1--1--1--1--1--1--1- -1--1- -1--1--I L/Elem !Ch Slope I I I I SF Avef HF ISE DpthfFroude NfNorm Dp I "N" I X-Fall f ZR !Type Ch *********l*********l********l*********l*********l*******l*******l*********l*******l********l********l*******l*******I***** I***:*** I I I I I I I I 1054.790 238.488 1. 796 240.284 39.30 13.21 2. 71 243.00 . 00 1. 95 1. 21 2.000 .000 .00 1 . 0 -1- -1--1- -1- -1--1--1--1--1--1--1--1- -1-I- 1.840 .0825 .0309 . 06 1. 80 1. 49 1.18 .014 .00 .00 PIPE I I I I I I I I I I 1056.630 238.640 1.949 240.589 39.30 12.60 2.46 243.05 .00 1. 95 .63 2.000 .000 .00 1 . 0 -1- -1--1--1--1--1--1--1--1- -1- -1--1--1-I- .957 .0095 . 0276 .03 1. 95 1. 00 2.00 . 013 . 00 .00 PIPE I I I I I I I I I I I 1057.587 238.649 2.000 240.649 39.30 12.51 2.43 243.08 . 00 1. 95 .00 2.000 .000 . 00 1 . 0 -1- -1--1- -1--1--1--1--1--1--1--1- -1- -1-I- 6. 963 .0095 .0293 .20 2.00 .00 2.00 . 013 .00 .00 PIPE I I I I I I I 1064.550 238.715 2.144 240.859 39.30 12.51 2.43 243.29 . 00 1. 95 . 00 2.000 .000 .00 1 . 0 -1--1--1- -1--1- -1- -1- -1--1--1- -1--1--1-I- JUNCT STR .0100 .0302 .03 2.14 .00 . 013 .00 .00 PIPE I I I I I I I I 1065.550 238. 725 2.165 240.890 39.30 12.51 2.43 243.32 .00 1. 95 .00 2.000 .000 .00 1 . 0 -1--1--1- -1- -1--1--1--1--1--1--1--1--1-I- 50.940 .0101 .0302 1. 54 2.16 .00 2.00 . 013 .00 .00 PIPE I I I I I I I I 1116. 490 239.240 3.187 242.427 39.30 12.51 2.43 244.86 .00 1. 95 .00 2.000 .000 .00 1 . 0 -1- -1--1--1- -1--1--1--1- -1--1--1--1- -1-I- JUNCT STR .0825 .0282 .11 .00 .00 . 013 .00 .00 PIPE I I I I I I I 1120.490 239.570 3.615 243.185 36.60 11. 65 2 .11 245.29 . 00 1. 93 . 00 2.000 .000 . 00 1 . 0 -1- -1--1- -1- -1--1--1--1--1--1--1- -1- -1-I- 5.170 .0193 .0262 .14 3.61 . 00 2.00 . 013 . 00 . 00 PIPE l I I I I I I I I 1125. 660 239.670 3.650 243.320 36.60 11. 65 2 .11 245.43 .00 1. 93 .00 2.000 .000 .00 1 . 0 -1- -1--1- -1- -1--1--1--1--1--1--1- -1- -1-I- JUNCT STR .0825 .0251 .10 .00 .00 .014 . 00 . 00 PIPE I I I I I I I I I I 1129. 660 240.000 4.798 244.798 29.60 9.42 1. 38 246.18 . 00 1. 86 .00 2.000 .000 .00 1 . 0 -1--1--1--1--1--1- -1--1--1--1--1--1- -1-I- 36.410 .0247 . 0171 . 62 4.80 .00 1. 39 . 013 . 00 .00 PIPE 2 I i I I I I I I I I t I I i I I • j ( j I FILE: Main.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-23-2010 Time: 5:49:11 Poinsettia Place Main Line including portion of Lateral A-1, Lateral A-6, Line B 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width /Dia.-FT/or I.D. I ZL /Prs/Pip -1--1--1--1--1--1--1- -1--1--1--1--1--1--I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall I ZR IType Ch *********l*********l********l*********l*********/*******l*******l*********l*******l********J********l*******l*******I***** I******* I I I I I I I 1166.070 240.899 4.522 245.421 29.60 9.42 1. 38 246.80 . 00 1. 86 .00 2.000 .000 . 00 1 . 0 -1--1--1--1--1- -1- -1- -1- -1--1- -1--1- -1-I- 66.250 .0247 . 0171 1.13 . 00 .00 1. 39 . 013 . 00 . 00 PIPE I I I I I I I I I 1232.320 242.534 4.121 246.655 29.60 9.42 1. 38 248.03 .00 1. 86 . 00 2.000 .000 .00 1 . 0 -1--1--1--1--1--1- -1--1- -1--1--1--1--1-I- JUNCT STR .0240 .0164 .02 . 00 .00 .013 .00 .00 PIPE I I I I I I I I 1233.320 242.558 4.332 246.890 28.40 9.04 1. 27 248.16 . 00 1. 84 . 00 2.000 .000 . 00 1 . 0 -1--1--1- -1--1--1--1- -1- -1--1--1--1--1-I- 68.780 .0247 .0158 1. 08 .00 . 00 1. 35 .013 .00 .00 PIPE I I I I I I I I I I 1302.100 244.256 3. 811 248.067 28.40 9.04 1.27 249.34 . 00 1. 84 .00 2.000 .000 .00 1 . 0 -1--1--1--1--1--1--1- -1--1--1- -1--1--1-I- 65.940 .0247 .0158 1. 04 3.81 .00 1. 35 . 013 .00 . 00 PIPE I I I I I I I I I 1368.040 245.884 3.223 249.107 28.40 9.04 1. 27 250.38 .00 1. 84 . 00 2.000 .000 . 00 1 . 0 -1--1--1- -1--1--1--1--1- -1- -1--1- -1--1-I- JUNCT STR .0240 .0152 .02 3.22 . 00 . 013 .00 .00 PIPE I I I I I I I I 1369.040 245.908 3.389 249.297 27. 40 8. 72 1.18 250.48 . 00 1. 82 . 00 2.000 .000 .00 1 . 0 -1--1--1- -1--1--1--1--1- -1--1- -1--1--1-I- 30.860 .0247 .0147 .45 3.39 .00 1. 32 .013 .00 . 00 PIPE I I I I I I I I I I 1399.900 246.670 3.080 249.750 27.40 8.72 1.18 250.93 .00 1. 82 .00 2.000 .000 .00 1 . 0 -1--1--1- -1--1--1--1--1--1--1--1--1--1-I- 4.000 .0825 .0170 . 07 3.08 .00 .95 .014 .00 . 00 PIPE I I I I I I I I 1403.900 247.000 2.877 249.877 27.40 8. 72 1.18 251.06 . 00 1. 82 . 00 2.000 .000 . 00 1 . 0 -1--1--1- -1--1--1--1--1--1--1--1--1--1-I- 118.160 .0186 .0147 1. 73 2.88 . 00 1. 47 .013 .00 . 00 PIPE I I I I I I I I I I I 1522.060 249.193 2.418 251. 611 27. 40 8.72 1.18 252.79 .00 1. 82 .00 2.000 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- JUNCT STR .0180 .0144 . 01 2.42 .00 . 013 .00 . 00 PIPE 3 I l I I I I I I I j I J I I I I I I I I J I I I I I I FILE: Main.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-23-2010 Time: 5:49:11 Poinsettia Place Main Line including portion of Lateral A-1, Lateral A-6, Line B 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase Wtl !No Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width I Dia. -FT I or I. D. I ZL IPrs/Pip -1--1--1--1- -1- -1--1- -1- -1--1--1--1--1--I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall I ZR IType Ch *********J*********l********l*********l*********l*******l*******J*********l*******l********l********J*******l*******I***** I******* I I I I I 1523.060 249. 211 2.499 251. 710 26.90 8.56 1.14 252.85 .00 1. 81 .00 2.000 .000 . 00 1 . 0 -1--1--1--1- -1- -1--1--1- -1--1--1--1--1-1- 86.560 .0186 .0141 1. 22 2.50 . 00 1. 45 . 013 .00 .00 PIPE I I I I I I I I I 1609.620 250.818 2 .116 252.934 26.90 8.56 1.14 254.07 .00 1. 81 . 00 2.000 .000 .00 1 . 0 -1--1--1--1--1--1--1--1- -1--1--1--1--1-1- JUNCT STR .0180 .0139 .01 2.12 .00 .013 .00 . 00 PIPE I I I I I I I 1610.620 250.836 2.179 253.015 26.50 8.44 1.10 254.12 .00 1. 80 .00 2.000 .000 . 00 1 . 0 -1--1--1- -1- -1--1- -1--1- -1--1--1--1--1-1- 17. 970 .0186 .0137 .25 2.18 . 00 1. 43 . 013 .00 .00 PIPE I I I I I I I I I 1628.590 251.170 2.092 253.262 26.50 8.44 1.10 254.37 .00 1. 80 . 00 2.000 .000 . 00 1 . 0 -1--1--1- -1--1- -1--1- -1- -1--1--1--1--1-1- JUNCT STR .0827 .0140 . 06 2.09 .00 .014 .00 .00 PIPE I I I I I I I I 1632.580 251.500 2.337 253.837 23.10 7.35 .84 254.68 .00 1. 71 .00 2.000 .000 . 00 1 .0 -1--1--1- -1- -1- -1--1--1- -1--1--1- -1--1-I- 10.460 . 0211 .0104 .11 2.34 . 00 1. 24 .013 . 00 . 00 PIPE I I I I I I I I I 1643.040 251.721 2.225 253.946 23.10 7.35 .84 254.79 .00 1. 71 . 00 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1- -1- -1--1--1- -1-I- JUNCT STR .0220 .0102 . 01 2.23 . 00 . 013 .00 . 00 PIPE I I I I I I I I 1644.040 251.743 2.286 254.029 22.60 7.19 .80 254.83 .00 1. 69 .00 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- 4.841 . 0211 .0100 .05 2.29 . 00 1. 22 . 013 .00 . 00 PIPE I I I I I I I I 1648.881 251.845 2.232 254.077 22.60 7.19 . 80 254.88 .00 1. 69 . 00 2.000 .000 . 00 1 . 0 -1--1--1--1--1- -1--1--1- -1--1--1--1--1-I- HYDRAULIC JUMP I I I I I I I I 1648.881 251. 845 1. 227 253.072 22.60 11.18 1. 94 255.01 . 00 1. 69 1. 95 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- 21.982 . 0211 .0205 .45 1. 23 1. 93 1. 22 .013 .00 . 00 PIPE 4 I I I l I I I I I I J I I I I t I I I I I I I t I J I FILE: Main.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-23-2010 Time: 5:49:11 Poinsettia Place Main Line including portion of Lateral A-1, Lateral A-6, Line B 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel Energy I Super !Critical/Flow Top!Height/!Base Wt! !No Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width !Dia.-FT!or I.D. I ZL IPrs/Pip -1--1--1- -1--1- -1--1--1--1--1--1- -1- -1--I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude N!Norm Dp I "N" I X-Fall 1 ZR IType Ch *********l*********l********l*********l*********l*******l*******l*********l*******l********l********l*******l*******I***** I******* I I I I I I I 1670.862 252.310 1. 233 253.543 22. 60 11.11 1. 92 255.46 .00 1. 69 1. 94 2.000 .000 . 00 1 . 0 -1--!--1- -1--1--1--1--!- -!--1--1--1--1-I- 61.661 . 0211 .0192 1.18 1. 23 1. 91 1. 22 . 013 .00 . 00 PIPE I I I I I I I 1732.523 253.614 1. 285 254.899 22.60 10.59 1. 74 256.64 .00 1. 69 1. 92 2.000 .000 . 00 1 . 0 -1--1--1- -1--1--1- -1--1- -1--!--1--1--1-I- 25.032 . 0211 .0170 . 43 1. 29 1. 77 1. 22 . 013 .00 .00 PIPE I I I I I I I I I 1757.555 254.143 1. 340 255.483 22.60 10.10 1. 58 257.07 .00 1. 69 1. 88 2.000 .000 .00 1 . 0 -1- -1--1--1--1--1- -1--1- -1--!--1--1--1-I- 14.175 . 0211 .0151 .21 1. 34 1. 63 1. 22 . 013 .00 . 00 PIPE I I I I I I I I I I 1771.730 254.443 1. 399 255.842 22.60 9.63 1. 44 257.28 .10 1. 69 1. 83 2.000 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--!--1--1--1-I- 5.310 .0209 .0139 .07 1. 50 1. 50 1. 22 . 013 . 00 . 00 PIPE I I I I I I I I 1777.040 254.554 1.431 255.985 22.60 9.39 1. 37 257.36 .05 1. 69 1. 80 2.000 .000 . 00 1 . 0 -1--1--!--1--!--!--1--1--1--1--!--1--1-I- JUNCT STR .0220 .0153 .02 1. 49 1. 43 .013 .00 .00 PIPE I I I I I I I I 1778.040 254.576 1. 272 255.848 21.70 10.29 1. 65 257.49 .07 1. 67 1. 92 2.000 .000 . 00 1 . 0 -1--1--1- -1--1- -1--1--!--1--1--1--1--1-I- 10.300 .0212 .0167 .17 1. 34 1. 73 1.19 . 013 . 00 . 00 PIPE I I I I I I I I I 1788.340 254.794 1.296 256.090 21.70 10.07 1. 58 257.67 . 00 1. 67 1. 91 2.000 .000 .00 1 . 0 -1--1--!--1--!--!--1--1--1--1--1--!--1-1- .699 . 0211 .0162 . 01 1. 30 1. 67 1.19 . 013 .00 .00 PIPE I I I I I I I I I I 1789.039 254.809 1. 298 256.107 21.70 10.05 1. 57 257.68 .00 1. 67 1. 91 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--!--1-I- 14.637 . 0211 .0152 .22 1. 30 1. 67 1.19 . 013 .00 .00 PIPE I I I I I I I I I I 1803.677 255.118 1.354 256.472 21.70 9.58 1. 43 257.90 .00 1. 67 1. 87 2.000 .000 . 00 1 . 0 -!--1--1--1--1--1- -1--1--1--1--!--1--1-I- 9.179 . 0211 . 0136 .12 1. 35 1. 53 1.19 . 013 .00 . 00 PIPE 5 I l i l l l I i I • l I l I I J I ; i. l FILE: Main.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 6 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-23-2010 Time: 5:49:11 Poinsettia Place Main Line including portion of Lateral A-1, Lateral A-6, Line B 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1--1--1--1--1--1--1--1- -1- -1- -1- -1--1--I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall 1 ZR IType Ch *********l*********l********l*********l*********l*******l*******l*********l*******l********l********l*******l*******I***** I******* I I I I I I I 1812.855 255.312 1. 414 256.726 21.70 9.14 1. 30 258.02 . 00 1. 67 1. 82 2.000 .000 . 00 1 . 0 -1- -1--1--1- -1--1--1--1- -1- -1- -1- -1--1-I- 5.848 . 0211 .0121 . 07 1. 41 1. 41 1.19 . 013 .00 . 00 PIPE I I I I I I I I I I 1818.703 255.436 1.479 256.915 21.70 8. 71 1.18 258.09 .00 1. 67 1. 76 2.000 .000 . 00 1 . 0 -1--1--1--1--1- -1- -1- -1- -1- -1- -1--1--1-I- 3.506 . 0211 .0109 .04 1. 48 1. 29 1.19 .013 .00 . 00 PIPE I I I I I I I I I I I 1822.210 255.510 1. 550 257.060 21.70 8.31 1. 07 258.13 . 00 1. 67 1. 67 2.000 .000 .00 1 . 0 -1- -1--1--1- -1--1- -1- -1- -1- -1- -1- -1--1-I- JUNCT STR .0825 .0147 .06 1. 55 1.17 .014 .00 .00 PIPE I I I I I I 1826.210 255.840 1. 229 257.069 19.30 9.53 1. 41 258.48 . 00 1. 58 1. 95 2.000 .000 .00 1 . 0 -1- -1--1--1- -1- -1- -1--1--1- -1--1--1- -1-I- 32.030 .0155 .0147 .47 1. 23 1. 65 1. 22 . 013 .00 .00 PIPE I I I I I I 1858.240 256.335 1. 243 257.578 19.30 9.41 1. 37 258.95 .05 1. 58 1. 94 2.000 .000 .00 1 . 0 -1--1--1--1--1--1- -1--1--1- -1- -1- -1- -1-I- 19.770 .0155 .0142 .28 1. 29 1. 61 1. 22 . 013 .00 . 00 PIPE I I I I I I I I I 1878.010 256.641 1. 258 257.899 19.30 9.27 1. 33 259.23 . 00 1. 58 1. 93 2.000 .000 .00 1, . 0 -1--1--1--1--1--1--1--1- -1--1--1- -1--1-I- 19.040 .0155 .0136 .26 1. 26 1. 57 1. 22 . 013 . 00 .00 PIPE I I I I I I I I I 1897.050 256.936 1. 284 258.220 19.30 9.05 1. 27 259.49 . 00 1. 58 1. 92 2.000 .000 .00 1 . 0 -1--1--1--1- -1--1--1--1--1--1--1- -1--1-I- 19.943 .0155 .0124 .25 1. 28 1. 51 1. 22 . 013 .00 .00 PIPE I I I I I I I I I I 1916.993 257.244 1.339 258.583 19.30 8.63 1.16 259.74 . 00 1. 58 1. 88 2.000 .000 .00 1 . 0 -1--1--1--1--1--1--1- -1--1- -1- -1- -1--1-I- 10.462 .0155 . 0111 .12 1. 34 1. 40 1. 22 .013 .00 .00 PIPE I I I I I I I I I 1927.455 257.406 1. 398 258.804 19.30 8.23 1. 05 259.86 . 00 1. 58 1. 83 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1- -1--1-I- 5.755 .0155 .0099 . 06 1. 40 1. 28 1. 22 . 013 .00 . 00 PIPE 6 I j I I I I I j I I j I I I I I I I J I i I I I I I I f FILE: Main.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 7 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-23-2010 Time: 5:49:11 Poinsettia Place Main Line including portion of Lateral A-1, Lateral A-6, Line B 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1- -1--1- -1--1--1--1--1--1--1--1--1- -1--I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall I ZR IType Ch *********l*********l********l*********l*********l*******l*******l*********l*******l********l********l*******/*******I***** I******* I I I I I 1933.210 257.495 1. 461 258.956 19.30 7.85 . 96 259.91 .00 1. 58 1. 77 2.000 .000 . 00 1 . 0 -1- -1--1--1- -1--1- -1--1--1--1--1--1- -1-I- JUNCT STR .0150 . 0119 .01 1. 46 1.17 . 013 . 00 .00 PIPE I I I I I I I I 1934.210 257.510 1. 203 258. 713 18.30 9.27 1. 33 260.05 . 00 1. 54 1. 96 2.000 .000 . 00 1 . 0 -1--1--1- -1--1--1--1--1--1--1--1--1--1-I- 10.300 .0155 .0142 .15 1. 20 1. 63 1.17 . 013 . 00 . 00 PIPE I I I I I I I I 1944.510 257.670 1. 211 258.881 18.30 9.20 1. 31 260 .19 .00 1. 54 1. 96 2.000 .000 .00 1 . 0 -1- -1--1--1- -1--1--1- -1- -1--1- -1- -1--1-I- JUNCT STR .0825 .0175 . 07 1. 21 1. 61 .014 .00 .00 PIPE I I I I I I I I 1948.510 258.000 1.101 259.101 16.80 9.48 1. 40 260.50 .00 1. 48 1. 99 2.000 .000 . 00 1 . 0 -1- -1--1--1- -1--1--1- -1--1- -1--1--1--1-I- 34.121 .0166 .0157 .54 1.10 1. 77 1. 09 . 013 .00 . 00 PIPE I I I I I I I I 1982.631 258.567 1.116 259.683 16.80 9.32 1. 35 261. 03 .00 1. 48 1. 99 2.000 .000 .00 1 . 0 -1- -1--1--1--1--1--1- -1--1--1--1--1--1-I- 36.039 .0166 .0144 .52 1.12 1. 72 1. 09 . 013 . 00 .00 PIPE I I I I I I I I I I 2018.670 259.165 1.161 260.326 16.80 8.89 1. 23 261.55 .00 1. 48 1. 97 2.000 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- JUNCT STR . 0160 .0152 .02 1.16 1. 60 . 013 . 00 .00 PIPE I I I I I I I I I 2019.670 259.181 1. 062 260.243 16.20 9.56 1. 42 261. 66 . 00 1. 45 2.00 2.000 .000 .00 1 . 0 -1--1- -1--1- -1--1--1- -1- -1--1- -1--1--1-I- 71.940 .0166 . 0175 1. 26 1. 06 1. 83 1. 07 . 013 .00 . 00 PIPE I I I I I I I I I 2091.610 260.376 1. 036 261. 412 16.20 9.86 1. 51 262. 92 .15 1. 45 2.00 2.000 .000 . 00 1 . 0 -1--1--1--1- -1--1--1--1--1--1--1--1--1-I- 13.380 .0166 .0185 .25 1.19 1. 92 1. 07 . 013 . 00 . 00 PIPE I I I I I I I I I 2104.990 260.598 1. 027 261. 625 16.20 9.97 1. 54 263.17 .15 1. 45 2.00 2.000 .000 . 00 1 . 0 -1- -1--1--1- -1--1--1--1--1- -1- -1--1--1-I- JUNCT STR .0160 .0197 .02 1.18 1. 95 .013 . 00 .00 PIPE 7 i I I I ( I i i I I l I l I I I I I a ' ( FILE: Main.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 8 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-23-2010 Time: 5:49:11 Poinsettia Place Main Line including portion of Lateral A-1, Lateral A-6, Line B 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1- -1--1- -1- -1- -1--1--1--1--1--1--1--1--I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall I ZR IType Ch *********l*********l********l*********l*********l*******l*******l*********l*******l********l********l*******l*******I***** I******* I I I I I I 2105.990 260.614 .986 261.600 15.90 10.31 1. 65 263.25 .16 1. 44 2.00 2.000 .000 .00 1 . 0 -1- -1--1--1--1- -1- -1--1--1--1--1--1- -1-I- 13. 888 .0166 .0215 . 30 1.15 2.07 1. 05 . 013 .00 .00 PIPE I I I I I I I I I 2119. 878 260.845 .966 261.811 15.90 10.58 1. 74 263.55 .17 1. 44 2.00 2.000 .000 .00 1 . 0 -1--1--1--1--1- -1- -1--1--1--1--1--1- -1-I- 19.552 .0166 .0237 . 4 6 1.14 2.15 1. 05 . 013 .00 .00 PIPE I I I I I I I I I 2139. 430 261.170 .931 262.101 15.90 11. 09 1. 91 264.01 .19 1. 44 2.00 2.000 .000 .00 1 . 0 -1--1--1- -1--1- -1--1--1--1- -1--1--1--1-I- JUNCT STR .0825 .0289 .12 1.12 2.31 .014 .00 .00 PIPE I I I I I I I I 2143.430 261.500 .921 262.421 15.40 10.90 1. 84 264.27 .18 1. 41 1. 99 2.000 .000 .00 1 . 0 -1--1--1--1--1- -1--1--1--1--1--1--1--1-I- 11. 070 . 0172 .0257 .28 1.10 2.28 1. 02 . 013 .00 .00 PIPE I I I I I I I I 2154.500 261.690 .900 262.590 15.40 11. 24 1. 96 264.55 . 00 1. 41 1. 99 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1- -1--1--1--1--1--1--1-I- 2.626 .0171 . 0270 . 07 .90 2.39 1. 02 . 013 . 00 . 00 PIPE I I I I I I I I I 2157.126 261.735 .894 262.629 15.40 11. 32 1. 99 2 64. 62 . 00 1. 41 1. 99 2.000 .000 .00 1 .0 -1- -1--1- -1--1--1--1--1--1--1--1--1- -1-I- 13. 802 .0171 .0292 . 40 . 89 2.41 1. 02 . 013 . 00 .00 PIPE I I I I I I I I I I I 2170.928 261.970 . 862 262.832 15.40 11. 87 2.19 265.02 . 00 1. 41 1. 98 2.000 .000 . 00 1 . 0 -1--1--1- -1--1--1--1- -1- -1--1--1--1--1-I- 11. 702 . 0171 .0332 .39 .86 2.59 1. 02 . 013 . 00 .00 PIPE I I I I I I I I 2182.630 262.170 .832 263.002 15.40 12.45 2.41 265.41 . 00 1. 41 1. 97 2.000 .000 .00 1 . 0 -1- -1--1--1--1--1--1--1--1--1--1--1--1-I- JUNCT STR .0825 .0453 .18 .83 2.77 .014 . 00 . 00 PIPE I I I I I I I I I 2186.630 262.500 .761 263.261 14.40 13 .11 2.67 265.93 .00 1. 37 1. 94 2.000 .000 .00 1 . 0 -1--1--1--1- -1--1--1--1--1--1--1--1--1-I- 26.016 .0441 .0422 1.10 .76 3.07 .76 . 013 .00 .00 PIPE 8 I ( t I I J l } ( I I • I I , I ' I J I I • I J I I I I FILE: Main.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 9 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-23-2010 Time: 5:49:11 Poinsettia Place Main Line including portion of Lateral A-1, Lateral A-6, Line B 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q Vel Vel Energy I Super !Critical/Flow Top!Height/lBase Wt! !No Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width !Dia.-FT/or I.D. I ZL !Prs/Pip -1--,--1--1--1--!- -!- -!--1--1--1--,--,--I L/Elem !Ch Slope I I I I SF Ave! HF !SE Dpth!Froude N!Norm Op I "N" I X-Fall ! ZR !Type Ch *********l*********!********l*********l*********l*******l*******l*********l*******l********l********l*******l*******I***** I******* I I I I I I I 2212.646 263.646 .767 264.413 14.40 12.98 2. 62 267.03 . 00 l. 37 l. 95 2.000 .000 .00 1 . 0 -1--!--1--,--,--1--!--1--1--1--,--1--,-,- 42.084 .0441 .0391 1. 64 . 77 3.03 .76 . 013 . 00 . 00 PIPE I I I I I I I I 2254.730 265.500 .795 266.295 14.40 12.38 2.38 268.67 . 00 1. 37 1. 96 2.000 .000 . 00 1 . 0 -1--1--1--1--1- -1- -1- -1--1--1- -1--1--1-I- 4.000 .0825 .0400 .16 .79 2.83 . 67 .014 .00 . 00 PIPE I I I I I I I I I 2258.730 265.830 .821 266.651 14.40 11. 86 2.18 268.83 .00 1. 37 1. 97 2.000 .000 . 00 1 . 0 -!- -!--!--1--1- -1--1--1--!--1--1--1--,-I- .376 .1674 .0319 .01 .82 2.66 .53 . 013 . 00 . 00 PIPE I I I I I I I I I 2259.106 265.893 .829 266.722 14.40 11. 70 2.13 268.85 .00 1. 37 1. 97 2.000 .000 . 00 1 . 0 -1--1- -1--1--,--!--1--!--,--!--!- -!--,-I- 1.184 .1674 .0294 .03 .83 2.61 .53 . 013 . 00 . 00 PIPE I I I I I I I I I I 2260.290 266.091 .859 266.950 14.40 11.16 1. 93 268.88 .00 1. 37 1. 98 2.000 .000 . 00 1 . 0 -!--!--1- -1--,--,--!--1--1--1--!--,--,-I- 1.016 .1674 .0258 .03 .86 2.44 .53 .013 . 00 . 00 PIPE I I I I I I I I I I I 2261.306 266.261 .891 267.152 14.40 10.64 1. 76 268.91 . 00 1. 37 1. 99 2.000 .000 . 00 1 .0 -1--!- -!- -!--,--1--!--1--!--1--!--,--,-I- .876 .1674 . 0227 .02 . 89 2.27 .53 . 013 .00 . 00 PIPE I I I I I I I I I I 2262.182 266.408 .924 267.332 14.40 10.14 1. 60 268.93 . 00 1. 37 1. 99 2.000 .000 .00 1 . 0 -!--!--!- -!--,--,--!--,--!- -!- -!--1- -1-I- .748 .1674 .0200 . 01 .92 2.12 .53 .013 .00 . 00 PIPE I I I I I I I I I 2262.930 266.533 .959 267.492 14.40 9.67 1. 45 268.94 . 00 1. 37 2.00 2.000 .000 . 00 1 .0 -1--1--1--1--,--1--!--1--1--1--1--1--1-I- .641 .1674 .0176 . 01 . 96 1. 97 .53 . 013 . 00 .00 PIPE I I I I I I I I 2263.571 266.640 .995 267.635 14.40 9.22 1. 32 268.96 .00 1. 37 2.00 2.000 .000 . 00 1 . 0 -1--1--1--1--1- -1--1--1- -1- -1- -1--1--1-I- .540 .1674 .0155 . 01 1. 00 1. 84 .53 .013 .00 . 00 PIPE 9 I I ( I J I J I ( I r I l I I I I I I I t I I I FILE: Main.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 10 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-23-2010 Time: 5:49:11 Poinsettia Place Main Line including portion of Lateral A-1, Lateral A-6, Line B 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase Wtl !No Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1--1--1--1--1--1--1- -1- -1- -1- -1--1--1--I L/Elem !Ch Slope I I I I SF Ave! HF ISE DpthlFroude NINorm Dp I "N" I X-Fall 1 ZR !Type Ch *********l*********l********l*********l*********l*******l*******l*********l*******l********l********l*******l*******I***** !******* I I I I I I I 2264 .111 266.731 1. 033 267.764 14.40 8.79 1. 20 268.96 .00 1. 37 2.00 2.000 .000 .00 1 . 0 -1--1--1--1--1- -1--1--1--1--1- -1--1--1-I- .450 .1674 .0136 . 01 1. 03 1. 71 .53 . 013 .00 . 00 PIPE I I I I I I I 2264.561 266.806 1.073 267.879 14.40 8.38 1. 09 268.97 . 00 1. 37 1. 99 2.000 .000 . 00 1 . 0 -1--1--1--1- -1--1--1--1--1--1- -1--1--1-I- .368 .1674 .0120 . 00 1. 07 1. 59 .53 .013 . 00 . 00 PIPE I I I I I I I I I I 2264.929 266.868 1.115 267.983 14.40 7.99 . 99 268.97 .00 1. 37 1. 99 2.000 .000 . 00 1 . 0 -1--1--1--1--1- -1--1--1- -1- -1--1--1- -1-I- .288 .1674 .0106 .00 1.12 1. 48 .53 .013 . 00 .00 PIPE I I I I I I I I I I 2265.217 266.916 1.160 268.076 14.40 7.62 . 90 268.98 .00 1. 37 1. 97 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .228 .1674 .0094 .00 1.16 1. 37 .53 . 013 . 00 . 00 PIPE I I I I I I I I I 2265.445 266.954 1. 206 268.160 14.40 7 .27 .82 268.98 .00 1. 37 1. 96 2.000 .000 .00 1 . 0 -1--1--1--1--1- -1--1- -1--1- -1--1--1--1-I- .154 .1674 .0083 .00 1.21 1.27 .53 . 013 . 00 . 00 PIPE I I I I I I I I I 2265.599 266.980 1. 256 268.236 14.40 6.93 .75 268.98 .00 1. 37 1. 93 2.000 .000 .00 1 . 0 -1--1--1--1- -1- -1--1- -1--1--1--1--1--1-I- .092 .1674 .0074 . 00 1. 26 1.18 .53 . 013 .00 .00 PIPE I I I I I I I I I 2265.691 266.995 1. 309 268.304 14.40 6.61 .68 268.98 .00 1. 37 1. 90 2.000 .000 . 00 1 . 0 -1--1--1--1--1- -1--1- -1- -1--1- -1--1--1-I- .029 .1674 .0065 . 00 1. 31 1. 09 .53 . 013 . 00 . 00 PIPE I I I I I I I I I 2265.720 267.000 1. 367 268.367 14.40 6.29 .61 268.98 .00 1. 37 1. 86 2.000 .000 . 00 1 . 0 -1--1--1--1--1- -1--1--1--1--1--1--1--1-I- WALL ENTRANCE I I I I I I I I 2265.720 267.000 2.255 269.255 14.40 1. 60 . 04 269.29 .00 . 74 4.00 6.000 4.000 .00 0 .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- 10 I ( f I I I I I I I I I I I I I I i I I I I r ! FILE: MainLat.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-18-2010 Time:10:58:29 Poinsettia Place Lateral West of Main Line 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtl !No Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1- -1--1- -1- -1--1--1--1- -1- -1--1--1--1--I L/Elem ICh Slope I I I I SF Ave! HF ISE DpthlFroude NINorm Dp I "N" I X-Fall I ZR !Type Ch *********l*********l********l*********l*********l*******l*******l*********l*******l********l********l*******l*******I***** I******* I I I I I I I I 1000.000 240.500 4.298 244.798 4.40 2.49 .10 244.89 . 00 . 80 . 00 1. 500 .000 . 00 1 . 0 -1--1--1--1- -1--1- -1--1- -1--1--1- -1- -1-I- 27.200 . 0110 . 0018 .05 . 00 .00 .66 . 013 . 00 . 00 PIPE I I I I I I I I I 1027.200 240.798 4.053 244.851 4.40 2.49 .10 244.95 . 00 . 80 .00 1. 500 .000 . 00 1 . 0 -1- -1--1--1- -1--1--1- -1- -1- -1- -1- -1- -1-I- JUNCT STR .0100 .0012 . 00 . 00 .00 . 013 . 00 . 00 PIPE I I I I I I I 1028.200 240.808 4.170 244.978 2.60 1. 47 . 03 245.01 .00 .61 .00 1.500 .000 . 00 1 . 0 -1--1--1--1--1- -1- -1--1--1--1--1--1- -1-I- 42.470 . 0111 .0006 . 03 .00 . 00 .49 . 013 .00 . 00 PIPE I I I I I I I I I I 1070.670 241.280 3. 726 245.007 2. 60 1. 47 .03 245.04 .00 .61 .00 1.500 .000 . 00 1 . 0 -1- -1--1--1- -1--1--1- -1- -1- -1--1--1--1-I- 43.310 .0109 .0006 .03 3.73 . 00 .50 . 013 .00 . 00 PIPE I I I I I I I I 1113. 980 241.750 3.283 245.033 2. 60 1. 47 .03 245.07 . 00 .61 . 00 1. 500 .000 . 00 1 . 0 -1- -1--1- -1--1--1--1- -1- -1--1--1- -1--1-I- 23.170 .0108 .0006 . 01 .00 . 00 .50 . 013 .00 . 00 PIPE I I I I I I I I 1137 .150 242.000 3.051 245.051 2.60 1. 47 .03 245.08 .00 .61 .00 1.500 .000 .00 1 . 0 -1--1--1- -1--1--1--1- -1- -1--1--1--1--1-I- WALL ENTRANCE I I I I 1137 .150 242.000 3.102 245.102 2.60 .21 . 00 245.10 . 00 .24 4.00 5.000 4.000 . 00 0 . 0 -1--1--1--1--1- -1--1--1--1--1- -1- -1--1-I- I I I I FILE: LatA-1.WSW I I I I I I I I I W SP G W -CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Poinsettia Place Lateral A-1, 18" RCP Segment 100-Year Flow Rate I I I I I j I l ' I I PAGE 1 Date: 5-19-2010 Time: 6: 9:36 ************************************************************************************************************************** ******** I Invert I Station I Elev I -1--I- L/Elem ICh Slope I Depth I (FT) I -I- I Water Elev I I -I- I Q (CFS) Vel I (FPS) -1--I- I Vel Head I -1- SF Avel Energy I Super ICriticallFlow ToplHeight/lBase Wtl Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I -1- -1- -1- -1--1--1- HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZL ZR INo Wth IPrs/Pip -I IType Ch *********l*********l********l*********l*********l*******l*******l*********l*******l********l********l*******l*******I***** I******* I I I I I 1000.000 240.500 4.298 244.798 5.20 2.94 .13 244.93 . 00 .88 .00 1.500 .000 . 00 1 . 0 -1--1--1- -1- -1- -1--1- -1--1- -1--1- -1--1-I - 17.170 .0099 .0025 .04 4.30 .00 . 7 5 . 013 .00 . 00 PIPE I I I I I I I I I 1017.170 240.670 4.170 244.840 5.20 2.94 .13 244.97 .00 .88 . 00 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1- -1--1--1--1--1-I- WALL ENTRANCE I I I I I I 1017.170 240.670 4.370 245.040 5.20 .30 .00 245.04 .00 .37 4.00 7.000 4.000 . 00 0 . 0 -1--1--1--1--1- -1- -1- -1--1--1- -1--1--1-I- I I I I I I I I I I I I • I j I I I I I I I I I I FILE: LatA-2.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-19-2010 Time: 6:12:31 Poinsettia Place Lateral A-2 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1--1--1--1--1--1- -1--1--1--1--1--1--1--I L/Elem !Ch Slope I I I I SF Ave! HF ISE DpthlFroude NJNorm Dp I "N" I X-Fall I ZR !Type Ch *********l*********l********l*********l*********l*******l*******l*********l*******l********l********l*******l*******I***** I******* I I I I I 1000.000 256.340 .404 256.744 3.00 7.82 .95 257.69 . 00 . 66 l. 33 l. 500 .ODO .OD 1 ' . 0 -1--1--1--1--1--1--1--1--1- -1--1--1- -1-I- 1.983 .0641 .0305 . 06 . 40 2.57 .34 . 013 .00 .00 PIPE I I I I I I I I 1001.983 256.467 .416 256.883 3.00 7.48 .87 257.75 . 00 . 66 l. 34 1. 500 .ODO .00 1 . 0 -1--1--1--1--1- -1- -1--1--1--1--1--1--1-I- 1. 714 .0641 .0268 .05 . 42 2.41 .34 . 013 .00 .00 PIPE I I I I I I I I I 1003.698 256.577 .431 257.008 3.00 7.13 . 79 257.80 . 00 . 66 1. 36 1. 500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1- -1--1-I- 1.397 .0641 .0235 .03 .43 2.26 .34 . 013 .00 .OD PIPE I I I I I I I I I 1005.095 256.667 .446 257 .113 3.00 6.80 . 72 257.83 . 00 . 66 1. 37 1. 500 .000 .00 1 .0 -1--1--1--1--1--1- -1- -1--1--1- -1--1--1-I- 1.131 .0641 .0205 .02 .45 2 .11 .34 . 013 .00 .00 PIPE I I I I I I I I 1006.226 256.739 . 462 257.201 3.00 6.48 .65 257.85 .00 . 66 1. 39 1. 500 .ODO . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- . 940 .0641 .0180 .02 .46 1. 98 .34 . 013 . 00 . 00 PIPE I I I I I I I I I 1007.166 256.800 .478 257. 278 3.00 6.18 . 59 257.87 .00 . 66 1. 40 1. 500 .000 .00 1 . 0 -1--1--1--1--1- -1- -1--1--1- -1- -1--1--1-I- .764 .0641 .0158 . 01 . 48 1. 85 .34 . 013 .00 . 00 PIPE I I I I I I I 1007.930 256.849 . 495 257.344 3.00 5.90 .54 257.88 . 00 .66 1. 41 1. 500 .ODO . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .637 .0641 . 0138 . 01 .50 1. 73 .34 . 013 . 00 . 00 PIPE I I I I I I I I I 1008.567 256.889 .512 257.402 3.00 5.62 . 4 9 257.89 .00 .66 1. 42 1. 500 .000 . 00 1 . 0 -1--1--1--1- -1--1--1--1--1--1--1- -1--1-I- . 511 .0641 .0121 . 01 .51 1. 62 . 34 .013 . 00 . 00 PIPE I I I I I I I I I 1009.078 256.922 .530 257.452 3.00 5.36 .45 257.90 . 00 .66 1. 43 1. 500 .ODO . 00 1 . 0 -1--1--1--1--1--1--1- -1--1--1--1- -1--1-I- .402 .0641 .0106 . 00 .53 1. 51 .34 . 013 . 00 . 00 PIPE I l t i I t I I I I I i I ' I j I I j I I I I ( FILE: LatA-2.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-19-2010 Time: 6:12:31 Poinsettia Place Lateral A-2 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase Wtl !No Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/Elem !Ch Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall I ZR !Type Ch *********l*********l********l*********l*********l*******l*******l*********l*******l********!********l*******l*******I***** I******* I I I I I I I 1009.480 256.948 .549 257.497 3.00 5 .11 . 41 257.90 .00 .66 1. 45 1. 500 .000 . 00 1 ' . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .307 .0641 .0093 .00 .55 1. 41 . 34 . 013 .00 . 00 PIPE I I I I I I I I 1009.787 256.968 .569 257.537 3.00 4.87 .37 257.91 . 00 .66 1. 46 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .223 .0641 .0082 .00 .57 1. 32 .34 .013 . 00 . 00 PIPE I I I I I I I I 1010. 011 256.982 .590 257.572 3.00 4.65 .34 257.91 .00 .66 1. 47 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .166 .0641 . 0072 . 00 .59 1. 23 .34 . 013 .00 . 00 PIPE I I I I I I I I I 1010.177 256.993 . 611 257.604 3.00 4.43 .30 257.91 .00 .66 1. 47 1.500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .081 .0641 .0063 . 00 .61 1.15 . 34 . 013 .00 . 00 PIPE I I I I I I I I I 1010.258 256.998 .634 257.632 3.00 4.22 .28 257.91 .00 .66 1. 48 1. 500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .032 .0641 .0055 . 00 .63 1. 07 .34 . 013 .00 . 00 PIPE I I I I I I I I 1010.290 257.000 .658 257.658 3.00 4.02 .25 257.91 .00 .66 1. 49 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- WALL ENTRANCE I I I I I I I 1010.290 257.000 1. 009 258.009 3.00 . 74 . 01 258.02 .00 .26 4.00 5.000 4.000 . 00 0 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- 2 f I f i I { I I I I i I I I I I I I I I FILE: LatA-3.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-19-2010 Time: 6:26:32 Poinsettia Place Lateral A-3 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase Wtl !No Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall I ZR !Type Ch *********l*********l********l*********l*********l*******l*******l*********!*******l********l********l*******l*******I***** I******* I I I I I 1000.000 258.000 .168 258.168 1. 60 14.77 3.39 261.56 . 00 . 4 7 .95 1. 500 .000 . 00 1 ' . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- 6.084 .3468 .3225 1. 96 .17 7.69 .17 .013 .00 . 00 PIPE I I I I I I I I I 1006.084 260.110 .170 260.280 1. 60 14.43 3.24 263.52 . 00 . 4 7 .95 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- 5.264 .3468 . 2920 1. 54 .17 7.45 .17 . 013 .00 . 00 PIPE I I I I I I 1011. 348 2 61. 935 .176 262.111 1. 60 13.76 2.94 265.05 .00 . 4 7 . 97 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- 2.849 .3468 .2547 .73 .18 6.99 .17 . 013 . 00 . 00 PIPE I I I I I I I I 1014.197 262.923 .181 263.104 1. 60 13.12 2.67 265.78 . 00 . 4 7 .98 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- 1.898 .3468 .2219 .42 .18 6.55 .17 . 013 .00 .00 PIPE I I I I I I I I 1016.095 263.581 .187 263.769 1. 60 12.51 2.43 266.20 .00 . 4 7 .99 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- 1. 400 .3468 .1939 .27 .19 6.14 .1 7 . 013 .00 .00 PIPE I I I I I I I I 1017.495 264.067 .194 264.261 1. 60 11. 93 2.21 266.47 . 00 . 4 7 1. 01 1. 500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- 1. 099 .3468 .1694 .19 .19 5.76 .1 7 . 013 .00 . 00 PIPE I I I I I I I I I I I 1018.594 264.448 .200 264.648 1. 60 11. 37 2.01 266.66 . 00 .47 1. 02 1. 500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .883 .3468 .1478 .13 .20 5.40 .17 .013 . 00 . 00 PIP~ I I I I I I I I 1019.477 264.754 .207 264.961 1. 60 10.85 1. 83 266.79 . 00 . 4 7 1. 03 1.500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .731 .3468 .1291 .09 .21 5.06 .17 . 013 .00 . 00 PIPE I I I I I I I 1020.207 265.007 .214 265.221 1. 60 10.34 1. 66 266.88 .00 .47 1. 05 1. 500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .615 .3468 .1127 .07 .21 4.75 .17 . 013 .00 . 00 PIPE I I I I I I I I I I I I I I I I I I I I I I I J I I FILE: LatA-3.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-19-2010 Time: 6:26:32 Poinsettia Place Lateral A-3 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall 1 ZR IType Ch *********l*********l********l*********l*********/*******1*******1*********1*******1********1********1*******1*******1***** I******* I I I I I I I 1020.822 265.221 .221 265.442 1. 60 9.86 1. 51 266.95 .00 . 4 7 1. 06 1. 500 .000 .00 1 , . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .524 .3468 .0983 .05 .22 4.45 .1 7 .013 .00 . 00 PIPE I I I I I I I I 1021.346 265.402 .228 265.630 1. 60 9.40 1. 37 267.00 .00 . 4 7 1. 08 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .447 .3468 .0858 . 04 .23 4.17 .17 . 013 .00 .00 PIPE I I I I I I I I 1021.794 265.557 .236 265.794 1. 60 8.96 1. 25 267.04 .00 . 4 7 1. 09 1. 500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .388 .3468 .0750 .03 . 24 3.91 .1 7 .013 .00 .00 PIPE I I I I I I I I 1022.181 265.692 .244 265.936 1. 60 8.55 1.13 267.07 .00 .47 1.11 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .338 .3468 .0655 .02 .24 3.66 .1 7 .013 .00 . 00 PIPE I I I I I I I I I I 1022.519 265.809 .252 266.061 1. 60 8.15 1. 03 267.09 .00 . 4 7 1.12 1. 500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- . 296 .3468 .0571 .02 .25 3.43 .1 7 . 013 .00 . 00 PIPE I I I I I I I I I 1022.815 265.912 .260 266.172 1. 60 7.77 .94 267.11 .00 . 4 7 1.14 1.500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .255 .3468 .0499 . 01 .26 3.22 .1 7 .013 .00 . 00 PIPE I I I I I I I I I 1023.070 266.000 .270 266.270 1. 60 7.41 .85 267.12 .00 . 4 7 1.15 1. 500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- JUNCT STR .0825 .0958 .38 .27 3.01 .014 .00 . 00 PIP!' I I I I I I 1027.070 266.330 .194 266.524 1. 30 9.67 1. 45 267.98 .00 .43 1. 01 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .801 .1835 .1143 . 09 .19 4.66 .18 . 013 . 00 . 00 PIPE I I I I I I I 1027.871 266.477 .197 266.674 1. 30 9.42 1. 38 268.05 . 00 . 43 1. 01 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- 1. 471 .1835 .1031 .15 .20 4.50 .18 . 013 . 00 .00 PIPE 2 I I f. I I I I & I I I t I I I I I l I I I l FILE: LatA-3.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-19-2010 Time: 6:26:32 Poinsettia Place Lateral A-3 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1--1--1--1--1--1--1- -1- -1--1--1- -1--1--I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Op I "N" I X-Fall I ZR IType Ch *********l*********l********l*********l*********l*******l*******l*********l*******l********l********l*******l*******I***** I******* I I I I I I 1029.343 266.747 .204 266.951 1. 30 8.99 1. 25 268.20 . 00 . 43 1. 03 1.500 .000 . 00 1 , . 0 -1--1--1--1--1--1--1--1--1- -1--1- -1--1-I- 1.145 .1835 .0901 .10 .20 4.22 .18 . 013 .00 .00 PIPE I I I I I I I I 1030.487 266.957 .211 267.168 1. 30 8.57 1.14 268.31 .00 .43 1. 04 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1- -1--1- -1-I- .921 .1835 .0786 .07 .21 3. 96 .18 . 013 .00 . 00 PIPE I I I I I I I I 1031.409 267.126 .218 267.344 1. 30 8.17 1. 04 268.38 . 00 .43 1. 06 1.500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1- -1--1--1-I - .759 .1835 .0686 .05 .22 3. 71 .18 . 013 .00 . 00 PIPE I I I I I I I I I I 1032.167 267.265 .225 267.490 1. 30 7.79 .94 268.43 . 00 .43 1. 07 1. 500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- . 628 .1835 .0599 . 04 .23 3.48 .18 . 013 .00 . 00 PIPE I I I I I I I I I 1032. 796 267.381 .233 267.614 1. 30 7.43 .86 268.47 .00 .43 1. 09 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1- -1--1--1--1- -1- -1--1-I- .540 .1835 .0523 .03 .23 3.26 .18 .013 .00 .00 PIPE I I I I I I I I 1033.336 267.480 .240 267.720 1. 30 7.08 . 78 268.50 .00 . 43 1.10 1.500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1- -1- -1--1-I- .448 .1835 .0457 .02 . 24 3.05 .18 . 013 .00 . 00 PIPE I I I I I I I I 1033.784 267.562 .249 267.811 1. 30 6.75 . 71 268.52 . 00 . 43 1.12 1. 500 .000 . 00 1 . 0 -1- -1--1--1--1- -1--1- -1- -1--1--1--1--1-I- .392 .1835 .0399 .02 .25 2.86 .18 . 013 .00 . 00 PIPE I I I I I I I 1034.176 267.634 .257 267.891 1. 30 6.44 .64 268.53 . 00 .43 1.13 1. 500 .000 . 00 1 .0 -1--1--1--1--1--1--1--1--1--1- -1--1--1-I- .333 .1835 .0349 . 01 .26 2.68 .18 . 013 .00 .00 PIPE I I I I I I I I 1034.509 267.695 .266 267.961 1. 30 6.14 .58 268.55 .00 .43 1.15 1. 500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1- -1--1--1--1-I- .289 .1835 .0305 . 01 .27 2.52 .18 . 013 . 00 . 00 PIPE 3 I ( I I 1 l l l l l l t I l I i • I J I I FILE: LatA-3.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-19-2010 Time: 6:26:32 Poinsettia Place Lateral A-3 100-Year Flow Rate *****************************************************************************************~******************************** ******** I Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1--1--1--1--1--1--1- -1- -1--1- -1--1--1--I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall 1 ZR IType Ch *********l*********l********l*********l*********l*******l*******l*********l*******l********l********l*******l*******I***** I******* I I I 1034.797 267.748 .275 268.023 1. 30 5.85 .53 268.55 .00 .43 1.16 1.500 .000 .00 1 . 0 -1--1--1--1- -1- -1--1--1- -1--1- -1--1--1-I- .251 .1835 .0266 .01 .28 2.36 .18 . 013 .00 .00 PIPE I I I I I I I I 1035.048 267.794 .284 268.078 l. 30 5.58 . 48 268.56 .00 . 43 1.18 l. 500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1- -1--1--1--1-I- .218 .1835 .0232 . 01 .28 2.21 .18 .013 . 00 . 00 PIPE I I I I I I I I 1035.266 267.834 .293 268.127 l. 30 5.32 . 44 268.57 .00 . 43 1.19 1. 500 .000 . 00 1 .0 -1- -1--1- -1--1--1--1--1--1--1--1- -1--1-I- .183 .1835 .0203 . 00 .29 2.07 .18 .013 .00 . 00 PIPE I I I I I I I I I 1035.450 267.868 .303 268.171 1. 30 5.07 . 40 268.57 .00 .43 1. 20 1. 500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1- -1--1- -1- -1- -1-I- .153 .1835 .0177 .00 .30 1. 94 .18 .013 .00 .00 PIPE I I I I I I I I 1035.602 267.896 .314 268.210 1. 30 4.84 .36 268.57 .00 . 43 1. 22 1. 500 .000 . 00 1 . 0 -1--1--1- -1--1--1--1- -1- -1--1- -1--1--1-I- .137 .1835 .0155 .00 .31 1. 82 .18 . 013 . 00 .00 PIPE I I I I I I I I 1035.739 267.921 .324 268.245 1. 30 4.61 .33 268.58 .00 .43 1. 23 1. 500 .000 .00 1 . 0 -1- -1--1--1--1--1--1--1--1- -1--1--1--1-I- .112 .1835 .0135 .00 .32 1. 70 .18 . 013 . 00 . 00 PIPE I I I I I I I I 1035.851 267.941 .335 268.277 1. 30 4.40 .30 268.58 .00 .43 1. 25 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1- -1--1-I- .089 .1835 . 0118 . 00 .34 1. 59 .18 .013 . 00 . 00 PIPE I I I I I I 1035.940 267.958 .347 268.305 1. 30 4.19 .27 268.58 . 00 . 43 1. 27 1. 500 .000 . 00 1 . 0 -1--1--1- -1--1--1--1--1--1- -1--1--1--1-I- .074 .1835 .0104 . 00 .35 1. 49 .18 . 013 .00 . 00 PIPE I I I I I I I I I 1036.014 267.971 .359 268.330 1. 30 4.00 .25 268.58 .00 .43 1. 28 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .060 .1835 .0091 . 00 .36 1. 40 .18 . 013 .00 . 00 PIPE 4 I I I I I I I I I l J I J I I I I I I I I I t FILE: LatA-3.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-19-2010 Time: 6:26:32 Poinsettia Place Lateral A-3 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/Elern ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Op I "N" I X-Fall 1 ZR IType Ch *********l*********l********l*********l*********l*******l*******l*********/*******f********l********l*******l*******I***** I******* I I I I I I I 1036.075 267.982 .371 268.354 l. 30 3.81 .23 268.58 .00 .43 1. 29 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .043 .1835 .0079 .00 .37 1. 31 .18 .013 . 00 . 00 PIPE I I I I I I I I I 1036.117 267.990 .384 268.374 l. 30 3.63 .20 268.58 .00 .43 1. 31 l. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .032 .1835 .0069 . 00 . 38 1. 22 .18 . 013 .00 . 00 PIPE I I I I I I I I I 1036.149 267.996 .397 268.393 1. 30 3.46 .19 268.58 .00 . 43 1. 32 1.500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- . 017 .1835 .0061 .00 .40 1.15 .18 . 013 .00 .00 PIPE I I I I I I I 1036.166 267.999 . 411 268.410 1. 30 3.30 . 1 7 268.58 .00 .43 1. 34 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .004 .1835 .0053 .00 .41 1. 07 .18 . 013 .00 .00 PIPE I I I I I I I I I 1036.170 268.000 .427 268.427 1. 30 3.14 .15 268.58 .00 .43 1. 35 1.500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- WALL ENTRANCE I I I I I I I 1036.170 268.000 .642 268.642 1. 30 .51 . 00 268.65 .00 .15 4.00 5.000 4.000 . 00 0 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- 5 l I I I I I i l I I I I I I I I I t FILE: LatA-4.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-19-2010 Time: 6:14:20 Poinsettia Place Lateral A-4 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd. El. I Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall 1 ZR IType Ch *********l*********l********l*********l*********l*******l*******l*********l*******l********l********/*******l*******J***** I******* I I I I I I I 1000.000 261.500 .921 262.421 .50 . 44 .00 262.42 . 00 .26 1. 46 1.500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .086 .4237 .0000 .00 . 92 .09 . 09 . 013 . 00 . 00 PIPE I I I I I I I I I I 1000.086 261.537 .884 262.421 .50 .46 .00 262.42 .00 .26 1. 48 1.500 .000 . 00 l .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .079 .4237 .0001 .00 . 88 . 09 .09 .013 . 00 .00 PIPE I I I I I I I I 1000.166 261.570 .850 262.420 .50 . 48 . 00 262.42 .00 .26 1. 49 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .075 .4237 .0001 .00 .85 .10 . 09 .013 . 00 . 00 PIPE I I I I I I I I I 1000.240 261.602 .818 262.420 .50 .51 .00 262.42 .00 .26 1. 49 l. 500 .000 .00 l . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- . 072 .4237 .0001 .00 .82 .11 .09 . 013 . 00 . 00 PIPE I I I I I I I I 1000.313 261. 633 .787 262.420 .50 .53 . 00 262.42 .00 .26 l. 50 l. 500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .067 .4237 .0001 .00 .79 .12 . 09 . 013 . 00 . 00 PIPE I I I I I I I I I 1000.380 261.661 .758 262.419 .50 .56 .00 262.42 .00 .26 1. 50 l. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .065 .4237 .0001 .00 .76 .13 .09 . 013 . 00 . 00 PIPE I I I I I I I I 1000.445 261.689 .730 262.419 .50 .58 . 01 262.42 . 00 .26 1. 50 1.500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .060 .4237 .0001 .00 .73 .14 . 09 . 013 .00 . 00 PIPE I I I I I I I 1000.505 261. 714 .704 262.418 . 50 .61 . 01 262.42 . 00 .26 l. 50 l. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .060 .4237 .0001 . 00 .70 .15 . 09 . 013 . 00 . 00 PIPE I I I I I I I I I 1000.565 261.740 . 678 262.418 .50 .64 . 01 262.42 .00 .26 l. 49 l. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .055 .4237 .0001 . 00 . 68 .16 .09 .013 .00 . 00 PIPE I t I I I I I I I I I I I I I I I I I I l FILE: LatA-4.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-19-2010 Time: 6:14:20 Poinsettia Place Lateral A-4 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall I ZR IType Ch *********l*********l********l*********!*********l*******l*******l*********l*******l********l********l*******l*******I***** I******* I I I I I I I I I 1000.620 261.763 .654 262.417 .50 . 67 . 01 262.42 . 00 .26 1. 49 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .053 .4237 .0002 .00 .65 .1 7 . 09 . 013 .00 . 00 PIPE I I I I I I I I I 1000.673 261.785 .631 262.416 .50 .71 . 01 262.42 .00 .26 1. 48 1. 500 .000 . 00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .050 .4237 .0002 .00 . 63 .18 .09 . 013 .00 . 00 PIPE I I I I I I I I 1000. 723 261.806 .609 262.416 .50 . 74 . 01 262.42 .00 .26 1. 47 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .050 .4237 .0002 .00 . 61 .19 .09 . 013 .00 . 00 PIPE I I I I I I I I I I I 1000.773 261.828 .587 262.415 .50 . 78 . 01 262.42 . 00 .26 1. 46 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I - .045 .4237 .0002 .00 .59 .21 .09 . 013 .00 . 00 PIPE I I I I I I I I I 1000.818 261.847 .567 262.414 .50 .82 . 01 262.42 .00 .26 1. 45 1. 500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- HYDRAULIC JUMP I I I I I I I 1000.818 261.847 .098 261.945 .50 10.17 1. 61 263.55 .00 .26 . 74 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- . 678 .4237 . 2924 .20 .10 6. 96 . 09 . 013 .00 . 00 PIPE I I I I I I I I 1001.496 262.134 .101 262.235 .50 9.69 1. 46 263.69 .00 . 26 .75 1.500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .764 .4237 .2543 .19 .10 6.52 . 09 . 013 . 00 . 00 PIPE I I I I I I I I 1002.260 262.458 .104 262.562 .50 9.24 1. 32 263.89 . 00 .26 .76 1. 500 .000 . 00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .577 .4237 .2219 .13 .10 6.11 . 09 . 013 .00 .00 PIPE I I I I I I I I I 1002.837 262.702 .108 262.810 .50 8.81 1. 20 264.01 .00 .26 .78 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .463 .4237 .1936 .09 .11 5.74 . 09 . 013 . 00 . 00 PIPE 2 I ' ( I i r I ( I I I I I I I I I J I J I FILE: LatA-4.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-19-2010 Time: 6:14:20 Poinsettia Place Lateral A-4 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1--1--1- -1--1- -1--1- -1- -1--1- -1--1- -1--I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch *********l*********l********l*********l*********l*******l*******l*********l*******l********l********l*******l*******I***** I******* I I I I I 1003.300 262.898 .111 263.009 . 50 8.40 l. 09 264.10 .00 .26 .79 1. 500 .000 .00 1 . 0 -1--1--1- -1- -1--1--1- -1- -1--1- -1- -1--1-I- .375 .4237 .1687 . 06 .11 5.37 .09 . 013 .00 . 00 PIPE I I I I I I I I I I 1003.674 263.057 .115 263.172 . 50 8.01 1. 00 264.17 .00 .26 . 80 1. 500 .000 . 00 1 . 0 -1--1--1- -1--1- -1- -1--1- -1--1- -1--1--1-I- .313 .4237 .1474 .05 .12 5.04 . 09 . 013 .00 . 00 PIPE I I I I I I I I I 1003.987 263.189 .119 263.308 .50 7.63 .90 264.21 . 00 .26 .81 1.500 .000 . 00 1 . 0 -1--1--1--1--1--1- -1--1- -1--1--1- -1- -1-I- .265 .4237 .1287 .03 .12 4.73 .09 . 013 .00 .00 PIPE I I I I I I I I I I 1004.252 263.302 .123 263.425 .50 7.28 .82 264.25 .00 .26 . 82 1. 500 .000 .00 1 . 0 -1--1--1--1--1--1--1- -1--1--1--1--1- -1-I- .227 .4237 .1123 . 03 .12 4.44 .09 . 013 .00 . 00 PIPE I I I I I I I I I 1004.479 263.398 .127 263.525 . 50 6.94 .75 264.27 .00 . 2 6 .84 1. 500 .000 . 00 1 . 0 -1--1--1- -1--1- -1- -1- -1- -1--1--1--1--1-I- .196 .4237 .0979 .02 .13 4.16 .09 . 013 . 00 . 00 PIPE I I I I I I I I I 1004.676 263.481 .131 263.612 .50 6.62 .68 264.29 . 00 .26 .85 1.500 .000 . 00 1 . 0 -1- -1--1--1--1--1- -1--1- -1--1--1--1--1-I- .171 .4237 .0853 . 01 .13 3. 90 .09 .013 .00 . 00 PIPE I I I I I I I I I 1004.846 263.553 .135 263.689 .50 6.31 . 62 264.31 . 00 .26 .86 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1- -1-I- .146 .4237 .0744 . 01 .14 3.66 .09 .013 .00 .00 PIPE I I I I I I I I 1004.993 263.616 .140 263.756 .50 6.01 .56 264.32 . 00 .26 .87 1. 500 .000 . 00 1 . 0 -1--1--1- -1--1--1- -1--1--1--1--1- -1--1-I- .131 .4237 .0649 . 01 .14 3.43 .09 . 013 . 00 . 00 PIPE I I I I I I I I 1005.124 263.671 .144 263.815 . 50 5.73 .51 264.33 . 00 .26 . 88 1. 500 .000 .00 1 . 0 -1--1--1--1--1--1- -1--1--1--1--1--1--1-I- .113 .4237 .0566 . 01 .14 3.22 .09 .013 .00 . 00 PIPE 3 I I • l I ( I I I I I I I I I I J I I I FILE: LatA-4.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-19-2010 Time: 6:14:20 Poinsettia Place Lateral A-4 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1--1--1--1- -1- -1--1- -1--1- -1--1- -1--1--I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall 1 ZR IType Ch *********l*********l********l*********l*********l*******l*******l*********l*******l********l********l*******l*******I***** I******* I I I I I I I 1005.237 263.719 .149 263.868 .50 5.47 .46 264.33 .00 .26 . 90 1.500 .000 .00 1 . 0 -1--1--1--1- -1--1- -1--1--1--1--1--1--1-I- .099 .4237 .0494 .00 .15 3.02 . 09 . 013 .00 . 00 PIPE I I I I I I I I I I 1005.336 263.761 .154 263.915 .50 5.21 .42 264.34 .00 .26 .91 1. 500 .000 . 00 1 . 0 -1--1--1--1--1- -1- -1- -1--1- -1--1- -1--1-I- .088 .4237 .0431 . 00 .15 2.83 . 09 . 013 . 00 . 00 PIPE I I I I I I I I I 1005.424 263.798 .159 263.957 .50 4.97 .38 264.34 .00 .26 . 92 1. 500 .000 . 00 1 . 0 -1--1- -1- -1--1- -1--1- -1- -1- -1- -1--1- -1-I- . 077 .4237 .0376 . 00 .16 2.65 .09 . 013 .00 . 00 PIPE I I I I I I I I I I 1005.501 263.831 .164 263.995 . 50 4.74 .35 264.34 .00 .26 . 94 1.500 .000 . 00 1 . 0 -1--1--1--1--1--1- -1- -1--1- -1--1--1--1-I- .066 .4237 .0328 . 00 .16 2.49 . 09 . 013 .00 . 00 PIPE I I I I I I I I I I 1005.567 263.859 .170 264.029 . 50 4.52 .32 264.35 . 00 .26 .95 1. 500 .000 . 00 1 . 0 -1--1--1--1--1- -1- -1--1--1- -1--1--1--1-I- .060 .4237 .0286 . 00 .17 2.33 .09 . 013 . 00 . 00 PIPE I I I I I I I I I I 1005.627 263.884 .175 264.060 . 50 4.31 .29 264.35 .00 .26 . 96 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1- -1--1--1-I- .051 .4237 .0250 .00 .18 2.19 . 09 . 013 .00 . 00 PIPE I I I I I I I I I I 1005.678 263.906 .181 264.087 . 50 4 .11 .26 264.35 . 00 .26 .98 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .044 .4237 .0218 . 00 .18 2.05 . 09 . 013 .00 . 00 PIPE I I I I I I I I I 1005. 722 263.925 .187 264 .112 . 50 3.92 .24 264.35 .00 .26 .99 1. 500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1- -1--1--1-I- .039 .4237 .0190 .00 .19 1. 92 . 09 . 013 .00 . 00 PIPE I I I I I I I I I I 1005.761 263.941 .193 264.134 .50 3.73 .22 264.35 .00 . 2 6 1. 00 1.500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1- -1- -1--1- -1--1-I- .031 .4237 .0166 .00 .19 1. 80 .09 . 013 . 00 . 00 PIPE 4 I t I l I I I I I i l l i • l I I I FILE: LatA-4.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-19-2010 Time: 6:14:20 Poinsettia Place Lateral A-4 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel I Energy I Super fCriticalfFlow TopfHeight/fBase Wtf [No Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width fDia.-FTfor I.D. I ZL f Prs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/Elem [Ch Slope I I I I SF Ave[ HF [SE DpthfFroude NfNorm Dp I "N" I X-Fall f ZR [Type Ch *********l*********l********l*********l*********l*******l*******l*********l*******l********l********l*******l*******I***** [******* I I I I I I I 1005. 792 263.954 .200 264.154 .50 3.56 .20 264.35 .00 .26 1. 02 1.500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- . 027 .4237 .0145 .00 .20 1. 69 .09 . 013 .00 . 00 PIPE I I I I I I I I I 1005.819 263.966 .207 264.173 . 50 3.40 .18 264.35 . 00 .26 1. 03 1. 500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .025 .4237 .0127 . 00 . 21 1. 59 . 09 .013 .00 .00 PIPE I I I I I I I I 1005.844 263.976 .213 264.189 .50 3.24 .16 264.35 . 00 .26 1. 05 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .016 .4237 . 0111 . 00 .21 1. 49 .09 . 013 .00 .00 PIPE I I I I I I I I I I I 1005.860 263.983 .221 264.204 .50 3.09 .15 264.35 .00 .26 1. 06 1. 500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .016 .4237 .0097 .00 .22 1. 39 . 09 . 013 . 00 . 00 PIPE I I I I I I I I I 1005.876 263.990 .228 264.218 .50 2.94 .13 264.35 .00 .26 1. 08 1. 500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .010 .4237 .0084 .00 .23 1. 31 .09 . 013 .00 .00 PIPE I I I I I I I I I I I 1005.886 263.994 .236 264.230 .50 2.81 .12 264.35 .00 .26 1. 09 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .010 .4237 .0074 . 00 . 24 1. 22 .09 . 013 .00 . 00 PIPE I I I I I I I 1005. 896 263.998 .243 264.241 . 50 2.68 .11 264.35 . 00 .26 1.11 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .003 .4237 .0064 .00 .24 1.15 . 09 . 013 .00 .00 PIPE I I I I I I I I I 1005.900 264.000 .262 264.262 . 50 2.42 . 09 264.35 . 00 .26 1.14 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- WALL ENTRANCE I I I I I I I 1005.900 264.000 .391 264.391 .50 .32 . 00 264.39 . 00 .OB 4.00 9.000 4.000 .00 0 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- 5 I I I I I l I I t l l l I I I J I I i I FILE: LatA-5.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-19-2010 Time: 6: 15: 3 Poinsettia Place Lateral A-5 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtl !No Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1--1--1--1--,--1--1--1--1--,--1--1--,--I L/Elem ICh Slope I I I I SF Ave! HF ISE DpthlFroude NINorm Dp I "N" I X-Fall I ZR !Type Ch *********l*********l********!*********l*********l*******l*******l*********l*******l********l********l*******l*******I***** I******* I I I I I I I 1000.000 262.500 .177 262.677 l. 20 10.23 1. 62 264.30 . 00 . 41 .97 1.500 .000 . 00 1 . 0 -1--1--1--1--1--,--1--,--,--1--1--1--,-I- .800 .1838 .1473 .12 .18 5.18 .17 . 013 .00 .00 PIPE I I I I I I I I I I 1000.800 262.647 .178 262.825 1. 20 10.14 1. 60 264.42 . 00 . 41 .97 1.500 .000 . 00 1 . 0 -1--1--,--1--,--,--1--1--1--1--1--1--,-I- 2.919 .1838 .1362 .40 .18 5.12 .1 7 .013 . 00 . 00 PIPE I I I I I I I I I I 1003. 719 263.184 .184 263.368 1. 20 9.67 1. 45 264.82 .00 . 41 .98 1. 500 .000 . 00 1 . 0 -1--1--1--1--1- -1--1--1--1--1--1--1--1-I- 1.937 .1838 .1188 .23 .18 4.80 .1 7 . 013 .00 . 00 PIPE I I I I I I I I I 1005. 656 263.540 .190 263.730 1. 20 9.22 1. 32 265.05 .00 . 41 1. 00 1. 500 .000 . 00 1 . 0 -1--1--1--1--,--,--1--1--1--1--,--1--,-I- 1.421 .1838 .1037 .15 .19 4.50 .1 7 . 013 .00 .00 PIPE I I I I I I I I I I 1007.077 263.801 .196 263.997 1. 20 8.79 1. 20 265.20 .00 . 41 1. 01 1. 500 .000 . 00 1 . 0 -1--1--1- -1--1--,--,--1--1--1--1--1--,-I- 1.093 .1838 .0905 .10 .20 4.21 .1 7 . 013 . 00 . 00 PIPE I I I I I I I I I 1008.170 264.002 .203 264.205 1. 20 8.38 1. 09 265.29 . 00 .41 1. 03 1. 500 .000 .00 1 . 0 -1--1--1--1--1--,--,--1--1--1--1--1--,-I- .888 .1838 .0790 .07 .20 3.95 .1 7 . 013 . 00 . 00 PIPE I I I I I I I I I I 1009.057 264.165 .209 264.374 1. 20 7.99 .99 265.36 .00 . 41 1. 04 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--,--,--1--,--1--,--1--,-I- . 723 .1838 .0688 .05 . 21 3.70 .17 . 013 .00 . 00 PIPE I I I I I I I I I I 1009.780 264.298 .216 264.514 1. 20 7.62 . 90 265.41 .00 .41 1. 05 1. 500 .000 . 00 1 . 0 -1--1--1- -1--1--,--,--1--1--1--1--,--,-I- .598 .1838 .0602 .04 .22 3.47 .17 . 013 .00 . 00 PIPE I I I I I I I I I 1010.378 264.408 .224 264.632 1. 20 7.26 .82 265.45 . 00 . 41 1. 07 1. 500 .000 .00 1 . 0 -1--1--1--1--1--1--,--1--1--1--1--1--,-I- .514 .1838 .0526 .03 .22 3.26 .1 7 . 013 . 00 . 00 PIPE I I I l I i I l l l i I I I I i l I l FILE: LatA-5.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-19-2010 Time: 6: 15: 3 Poinsettia Place Lateral A-5 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Op I "N" I X-Fall 1 ZR IType Ch *********l*********l********l*********l*********l*******l*******l*********l*******l********l********l*******!*******I***** I******* I I I I I I I 1010.891 264.502 .231 264.733 1. 20 6.92 . 74 265.48 . 00 . 41 1. 08 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .433 .1838 .0459 .02 .23 3.05 .1 7 . 013 .00 . 00 PIPE I I I I I I I I I I I 1011. 324 264.582 .239 264. 821 1. 20 6.60 .68 265.50 . 00 .41 1.10 1.500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .372 .1838 .0401 .01 .24 2.86 .1 7 . 013 .00 . 00 PIPE I I I I I I I 1011. 696 264.650 .247 264.897 1. 20 6.29 . 62 265.51 . 00 . 41 1.11 1.500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .322 .1838 .0350 . 01 .25 2.68 .17 . 013 . 00 .00 PIPE I I I I I I I I I 1012.018 264.709 .255 264.964 1. 20 6.00 .56 265.52 .00 . 41 1.13 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .273 .1838 .0306 . 01 .26 2.51 .1 7 . 013 .00 . 00 PIPE I I I I I I I I I 1012.292 264.759 .264 265.024 1. 20 5. 72 .51 265.53 .00 .41 1.14 1. 500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .237 .1838 .0267 . 01 .26 2.35 .1 7 . 013 .00 . 00 PIPE I I I I I I I 1012.528 264.803 .273 265.076 1. 20 5.46 .46 265.54 .00 . 41 1.16 1. 500 .000 .00 l . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .206 .1838 .0233 . 00 .27 2.21 .1 7 . 013 . 00 . 00 PIPE I I I I I I I I I 1012.734 264.841 .282 265.123 1. 20 5.20 . 42 265.54 . 00 .41 1.17 1. 500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .179 .1838 .0204 . 00 .28 2.07 .1 7 . 013 . 00 . 00 PIPE I I I I I I I I I 1012.913 264.874 .291 265.165 1. 20 4. 96 .38 265.55 . 00 .41 1.19 1.500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .149 .1838 . 0178 .00 .29 1. 94 .1 7 . 013 .00 . 00 PIPE I I I I I I I I I I 1013.062 264.901 .301 265.202 1. 20 4.73 .35 265.55 .00 . 41 1. 20 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .122 .1838 .0156 . 00 . 30 1. 81 .1 7 . 013 .00 . 00 PIPE 2 I I t t I I I I I I I l t I I I I I { i FILE: LatA-5.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-19-2010 Time: 6: 15: 3 Poinsettia Place Lateral A-5 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1--1--1--1--1- -1- -1--1--1- -1- -1--1--1--I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall 1 ZR IType Ch *********l*********l********l*********l*********l*******l*******l*********l*******l********l********l*******l*******I***** I******* I I I I I I I I I 1013.184 264.924 .312 265.236 1. 20 4.51 .32 265.55 .00 . 41 1. 22 1.500 .000 .00 1 . 0 -1--1- -1--1--1--1- -1- -1--1--1- -1--1--1-1- .110 .1838 .0136 .00 . 31 1. 70 .1 7 . 013 .00 . 00 PIPE I I I I I I I I I I 1013.294 264.944 .322 265.266 1. 20 4.30 .29 265.55 .00 . 41 1. 23 1. 500 .000 . 00 1 . 0 -1--1--1--1--1- -1- -1--1--1- -1- -1--1- -1-1- .088 .1838 . 0119 .00 .32 1. 59 .1 7 . 013 .00 . 00 PIPE I I I I I I I I I I 1013. 382 264. 960 .333 265.293 1. 20 4.10 .26 265.55 .00 . 41 1. 25 1. 500 .000 .00 1 . 0 -1- -1--1--1--1--1- -1- -1--1--1--1--1- -1-1- .073 .1838 .0104 .00 .33 1. 49 .17 . 013 . 00 . 00 PIPE I I I I I I I I I I 1013.455 264.973 .344 265.317 1. 20 3.91 . 24 265.55 .00 . 41 1. 26 1.500 .000 .00 1 . 0 -1--1- -1--1--1--1- -1- -1- -1--1--1--1--1-I- .055 .1838 .0091 . 00 .34 1. 40 .17 . 013 . 00 . 00 PIPE I I I I I I I I 1013. 510 264.983 .356 265.340 1. 20 3.73 .22 265.56 .00 . 41 1. 28 1. 500 .000 . 00 1 . 0 -1--1--1- -1--1--1--1- -1- -1- -1--1--1--1-I- .038 .1838 .0079 .00 .36 1. 31 .17 . 013 . 00 . 00 PIPE I I I I I I I I I I 1013.547 264.990 .369 265.359 1. 20 3.55 .20 265.56 . 00 . 41 1. 29 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1- -1- -1--1- -1--1--1--1-I- .033 .1838 .0069 .00 .37 1.22 .1 7 . 013 .00 . 00 PIPE I I I I I I I I I I 1013.580 264.996 .381 265.377 1. 20 3.39 .18 265.56 . 00 . 41 1. 31 1. 500 .000 . 00 1 . 0 -1--1--1- -1--1--1--1--1- -1--1- -1--1--1-I- .018 .1838 .0061 .00 . 38 1.15 .1 7 . 013 . 00 . 00 PIPE I I I I I I I I I 1013.598 265.000 .394 265.394 1. 20 3.23 .16 265.56 .00 . 41 1. 32 1. 500 .000 . 00 1 ' . 0 -1--1--1- -1--1--1--1--1- -1--1- -1--1--1-I- .002 .1838 .0053 .00 . 39 1. 07 .17 . 013 .00 . 00 PIPE I I I I I I I I I 1013.600 265.000 .410 265.410 1. 20 3.07 .15 265.56 .00 . 41 1. 34 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1- -1--1--1--1--1--1--1-I- WALL ENTRANCE 3 I I I I FILE: LatA-5.WSW I I I I l I I l W SP G W -CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 Poinsettia Place Lateral A-5 100-Year Flow Rate WATER SURFACE PROFILE LISTING I I I I I I I I PAGE 4 Date: 5-19-2010 Time: 6:15: 3 ************************************************************************************************************************** ******** I Invert Station I Elev -1--I- L/Elem ICh Slope I Depth I (FT) I -I- I Water Elev I I -I- I Q (CFS) Vel I (FPS) -1--I - I Vel Head I -1- SF Avel Energy I Super iCriticallFlow ToplHeight/lBase Wtl Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I -1--1--1--1--1--1- HF ISE DpthlFroude NINorm Op I "N" I X-Falll ZL ZR INo Wth IPrs/Pip -I IType Ch *********l*********l********l*********l*********l*******l*******J*********l*******l********l********l*******l*******I***** I******* I 1013.600 -1- I 265.000 -1- I .615 -1- 265.615 -1- I 1. 20 -1- . 49 -1- I .00 -1- 4 265.62 -1- . 00 -1- .14 4.00 7.000 -1- -1- -1- I 4.000 -1- . 00 0 I- . 0 l l ( i FILE: LatA-7.WSW t t I i I l i I W SP G W -CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 Poinsettia Place Lateral A-7 100-Year Flow Rate WATER SURFACE PROFILE LISTING I t I I I l l PAGE 1 Date: 5-19-2010 Time: 6:15:45 ************************************************************************************************************************** ******** I Invert I Station I Elev I -1--I- L/Elem ICh Slope I Depth I (FT) I -I- I Water Elev I I -I- I Q (CFS) I Vel I (FPS) -I- I Vel Head I -1--1- SF Avel Energy I Super ICriticallFlow ToplHeight/lBase Wtl Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I -1--1--1--1--1--1- HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZL ZR INo Wth IPrs/Pip -I IType Ch *********l*********l********l*********l*********l*******!*******l*********l*******l********l********l*******l*******I***** I******* I I I I I 1000.000 251.500 2.337 253.837 4.50 2.55 .10 253.94 .00 . 81 .00 1. 500 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- 17.660 .0453 .0018 .03 2.34 .00 .46 . 013 .00 . 00 PIPE I I I I I I I I I 1017.660 252.300 1. 569 253.869 4.50 2.55 .10 253.97 .00 . 81 .00 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- WALL ENTRANCE I I I I I I I 1017.660 252.300 1. 710 254.010 4.50 .66 . 01 254.02 . 00 .34 4.00 7.000 4.000 . 00 0 • 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- I I l I l t l ' t I l l FILE: LineC.WSW W SP G W -CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Poinsettia Place Line C 100-Year Flow Rate I • Date: 5-23-2010 Time: PAGE 1 5:23:25 ************************************************************************************************************************** ******** I Invert I Depth I Water I Q Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1- -1--1- -1--1--1- -1- -1--1--1--1- -1--1--I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall I ZR IType Ch *********l*********l********l*********l*********l*******l*******l*********l*******l********l********l*******l*******I***** I******* I I I I I I 990.000 213.900 .845 214.745 25.09 19.89 6.14 220.89 .00 1. 76 1. 98 2.000 .000 .00 1 . 0 -1--1--1- -1--1- -1- -1- -1--1--1--1--1- -1-I- 4.932 .0100 .0931 .46 . 84 4.39 2.00 . 013 . 00 .00 PIPE I I I I I I I I I I 994.932 213.949 .823 214.772 25.09 20.57 6.57 221. 34 . 00 1. 76 1. 97 2.000 .000 .00 1 . 0 -1- -1--1- -1--1--1- -1- -1- -1- -1--1- -1--1-I- 6.670 .0100 .1041 .69 .82 4.60 2.00 .013 .00 .00 PIPE I I I I I I 1001.602 214.016 .794 214.810 25.09 21. 57 7.23 222.04 . 00 1. 76 1. 96 2.000 .000 . 00 1 . 0 -1- -1--1- -1--1--1--1- -1- -1--1--1--1--1-I- 6.398 .0100 .1187 .76 .79 4.93 2.00 . 013 .00 . 00 PIPE I I I I I I I I 1008.000 214.080 .767 214.847 25.09 22.62 7.95 222.79 .00 1. 76 1. 94 2.000 .000 .00 1 . 0 -1- -1--1--1--1--1--1- -1- -1--1- -1--1--1-I- 4.000 .0825 .1503 .60 .77 5.28 . 90 .014 . 00 . 00 PIPE I I I I I I I I 1012.000 214.410 .757 215.167 25.09 23.03 8.23 223.40 . 00 1. 76 1. 94 2.000 .000 .00 1 . 0 -1--1--1--1--1--1- -1--1- -1--1- -1--1--1-I- 6.239 .2131 .1263 .79 . 76 5.41 . 67 . 013 .00 . 00 PIPE I I I I I I I I 1018.239 215.740 .777 216.517 25.09 22.20 7.65 224.17 . 00 1. 76 1. 95 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1- -1--1-I- 6.633 .2131 .1126 .75 . 78 5.14 .67 . 013 .00 .00 PIPE I I I I I I I 1024. 872 217.153 .806 217.959 25.09 21.16 6. 96 224.91 . 00 1. 76 1. 96 2.000 .000 .00 1 . 0 -1--1--1- -1--1--1--1--1--1--1--1--1- -1-I- 5.281 .2131 .0989 .52 . 81 4.80 .67 . 013 .00 .00 PIPE I I I I I I I I 1030.153 218.279 .835 219.114 25.09 20.18 6.32 225.44 . 00 1. 76 1. 97 2.000 .000 .00 1 . 0 -1- -1--1- -1--1--1--1- -1--1--1--1--1- -1-I- 4.306 .2131 .0868 .37 . 84 4.48 .67 .013 .00 .00 PIPE I I I I I I I 1034.459 219.196 .866 220.062 25.09 19.24 5.75 225.81 .00 1. 76 1. 98 2.000 .000 . 00 1 . 0 -1--1--1- -1--1--1--1- -1--1--1--1--1--1-I- 3.585 .2131 .0763 .27 .87 4.18 . 67 .013 . 00 . 00 PIPE I I I I I I l f I i I I I I I I I I I I J I I FILE: LineC.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-23-2010 Time: 5:23:25 Poinsettia Place Line C 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall I ZR IType Ch *********l*********l********l*********l*********l*******l*******l*********l*******l********l********l*******l*******I***** I******* I I I I I I I I 1038.045 219.960 .898 220.859 25.09 18.34 5.23 226.08 . 00 l. 76 1. 99 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- 3.026 . 2131 .0670 .20 .90 3.90 . 67 . 013 . 00 . 00 PIPE I I I I I I I I I I 1041.071 220.605 .931 221. 536 25.09 17.49 4.75 226.29 . 00 1. 76 2.00 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- 2.574 .2131 .0590 .15 .93 3.64 . 67 . 013 . 00 .00 PIPE I I I I I I I I 1043.645 221.154 . 966 222.120 25.09 16.68 4.32 226.44 . 00 1. 76 2.00 2.000 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- 2.206 .2131 .0519 .11 . 97 3.39 . 67 .013 • OD • DO PIPE I I I I I I I I I 1045.851 221.624 1. 003 222.627 25.09 15.90 3.93 226.55 • DO 1. 76 2.00 2.000 .DOD • DO 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- 1. 899 . 2131 .0457 .09 1. DO 3.15 .67 . 013 .00 • DO PIPE I I I I I I I I 1047.750 222.029 1.042 223.071 25.09 15.16 3.57 226.64 .00 1. 76 2.00 2.000 .DOD • OD 1 . D -1--1--1--1--1--1--1--1--1--1--1--1--1-I- 1.646 .2131 .0403 .07 1. 04 2.94 .67 . 013 • OD • DO PIPE I I I I I I I I I 1049.396 222.379 1. 082 223.462 25.09 14.46 3.24 226.71 • DO 1. 76 1. 99 2.000 .ODO • DO 1 . D -1--1--1--1--1--1--1--1--1--1--1--1--1-I- 1.419 .2131 .0355 .05 1. 08 2.73 .67 . 013 .00 • DO PIPE I I I I I I I I I I I 1050.815 222.682 1.125 223.807 25.09 13.78 2.95 226.76 • DO 1. 76 1. 98 2.000 .ODO • DO 1 • D -1--1--1--1--1--1--1--1--1--1--1--1--1-I- 1. 228 .2131 .0314 .04 1.13 2.54 . 67 . 013 .00 • DO PIPE I I I I I I I I 1052.043 222.944 1.170 224.114 25.09 13.14 2.68 226.80 .OD 1. 76 1. 97 2.000 .ODO • DO 1 ' • D -1--1--1--1--1--1--1--1--1--1--1--1--1-I- 1.062 . 2131 .0278 .03 1.17 2.35 .67 . 013 .OD • DO PIPE I I I I I I I I I I 1053.105 223.170 1.217 224.387 25.09 12.53 2.44 226.82 .DO 1. 76 1. 95 2.000 .000 • OD 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- .910 . 2131 .0246 .02 1. 22 2.18 .67 .013 .00 • OD PIPE 2 I t I I t I l i l I I I I I I I i t FILE: LineC.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date: 5-23-2010 Time: 5:23:25 Poinsettia Place Line C 100-Year Flow Rate ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1--1--1- -1--1--1--1- -1- -1--1--1- -1--1--I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fall I ZR IType Ch *********l*********l********J*********l*********l*******l*******l*********l*******l********l********l*******l*******I***** I******* I I I I I I I I 1054.015 223.364 l. 267 224.631 25.09 11. 95 2.22 226.85 .00 1. 76 1. 93 2.000 .000 . 00 1 . 0 -1--1--1--1--1- -1- -1- -1- -1--1--1--1--1-I- . 771 .2131 .0218 .02 1. 27 2.02 .67 .013 .00 . 00 PIPE I I I I I I I I I 1054.786 223.528 1. 321 224.849 25.09 11. 39 2.01 226.86 .00 1. 76 1. 89 2.000 .000 . 00 1 . 0 -1--1--1--1--1- -1--1--1--1--1--1--1--1-I- .651 .2131 .0194 . 01 1. 32 1. 86 . 67 . 013 .00 . 00 PIPE I I I I I I I I I 1055.437 223.667 1.378 225.045 25.09 10.86 1. 83 226.88 .00 1. 76 1. 85 2.000 .000 . 00 1 . 0 -1--1--1- -1--1- -1- -1- -1- -1--1--1- -1--1-I- .534 .2131 .0173 .01 1. 38 1. 71 . 67 .013 .00 .00 PIPE I I I I I I I I I I 1055.970 223.781 1. 440 225.221 25.09 10.35 1. 66 226.89 . 00 1. 76 1. 80 2.000 .000 .00 1 . 0 -1--1--1- -1--1--1--1- -1- -1--1--1--1--1-I- .422 .2131 .0155 . 01 1. 44 1. 57 .67 . 013 .00 . 00 PIPE I I I I I I I I I 1056.392 223.870 1. 508 225.379 25.09 9.87 1. 51 226.89 .00 1. 76 1. 72 2.000 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1- -1--1--1-I- .319 .2131 .0139 . 00 1. 51 1. 43 .67 . 013 . 00 . 00 PIPE I I I I I I I I I 1056. 711 223.938 1. 582 225.521 25.09 9.41 1. 38 226.90 . 00 1. 76 1. 63 2.000 .000 .00 1 . 0 -1--1--1--1--1--1--1--1--1- -1--1--1--1-I- .210 .2131 .0126 . 00 1. 58 1. 30 .67 .013 . 00 . 00 PIPE I I I I I I I I I I 1056.921 223.983 1. 665 225.648 25.09 8.98 1. 25 226.90 .00 1. 76 1. 49 2.000 .000 . 00 1 . 0 -1--1--1--1--1- -1--1--1- -1- -1- -1--1--1-I- .079 .2131 . 0115 .00 1. 67 1.16 .67 . 013 .00 . 00 PIPE I I I I I I I I 1057.000 224.000 1.764 225.764 25.09 8.55 1.14 226.90 2.00 1. 76 1. 29 2.000 .000 . 00 1 ' . 0 -1--1--1--1--1- -1--1--1--1- -1--1--1--1-I- JUNCT STR .1250 .0234 .09 2.00 1. 00 .014 .00 . 00 PIPE I I I I I I I I 1061.000 224.500 1. 771 226.271 18.00 10.19 1. 61 227.88 . 00 1. 45 .00 1. 500 .000 . 00 1 . 0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I- 135.000 .0074 .0294 3. 96 1. 77 .00 1. 50 . 013 . 00 . 00 PIPE 3 I I I I I FILE: LineC.WSW I r I I I I I W SP G W -CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 I I I I j I t I PAGE 4 WATER SURFACE PROFILE LISTING Date: 5-23-2010 Time: 5:23:25 Poinsettia Place Line C 100-Year Flow Rate ************************************************************************************************************************** I Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtl Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTlor I.D. I ZL -1--1--1- -1--1--1--1- -1--1--1- -1- -1- -1- L/Elem ICh Slope I I I I SF Ave! HF ISE DpthlFroude NINorm Dp I "N" I X-Fall 1 ZR *********l*********l********l*********l*********l*******l*******l*********l*******l********l********l*******l*******I***** I I I I I 1196.000 225.500 4.735 230.235 18.00 10.19 1. 61 231.85 . 00 1. 45 . 00 1.500 .000 .00 -1--1--1--1- -1- -1--1--1--1--1--1--1--1- WALL ENTRANCE I I I I I I I 1196.000 225.500 7.143 232.643 18.00 .63 .01 232.65 .00 . 86 4.00 20.000 4.000 .00 -1--1--1--1--1--1--1--1--1- -1--1--1--1- 4 ******** !No Wth IPrs/Pip -I IType Ch I******* 1 . 0 I- 0 . 0 I- I l I I i I I I I I I J I I I l I I I J I I FILE: LineClC2.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date:10-28-2010 Time: 2: 5 :47 Poinsettia Place Line Cl and C2 100-Year Flow Rate ************************************************************************************************************************** ******** Invert I Depth Water Q Vel Vel Energy Super Critical Flow Top Height/ Base Wt No Wth Station I Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth Width Dia.-FT or I.D. ZL Prs/Pip -------1------------- L/Elem /Ch Slope I SF Ave HF SE Dpth Froude N Norm Dp "N" X-Fall ZR Type Ch ********* ********* ******** ********* ********* *******!******* ********* ******* ******** ******** ******* ******* ***** ******* 1000.000 224.500 .532 225.032 10.60 18.87 5.53 230.56 .00 1. 25 1.44 1.500 .000 . 00 1 . 0 -I --1--1--I ----1--1--1--1--1----1--1-I-2.782 .2429 .1344 . 37 .53 5.32 .46 . 013 .00 .00 PIPE I I I I I I I I I I 1002.782 225.176 .543 225. 719 10.60 18.34 5.22 230.94 .00 1. 25 1.44 1.500 .000 .00 1 ' .0 -1--1--1--1--1--1--1--1--1----1--1-I-3.732 .2429 .1211 .45 .54 5.10 .46 . 013 . 00 . 00 PIPE I I I I I I I I I 1006.514 226.082 .563 226.645 10.60 17.48 4.75 231.39 .00 1. 25 1.45 1.500 .000 . 00 1 . 0 -1----1--1--1--1--1--1----1--1-I- 3.010 .2429 .1062 .32 .56 4.77 .46 . 013 .00 .00 PIPE I I I I I I I I 1009.524 226.813 .583 227.397 10.60 16.67 4.31 231. 71 .00 1. 25 1. 46 1.500 .000 .00 1 . 0 -1--1------1----1--1--1----1--1-I-2.479 .2429 .0932 .23 .58 4.45 .46 .013 .00 .00 PIPE I I I I I I I 1012.003 227.416 .604 228.020 10.60 15.89 3.92 231.94 .00 1. 25 1. 47 1.500 .000 .00 1 .0 -1----1------1----1--1--1----1--1-I- 2.076 .2429 .0818 .17 .60 4.16 .46 . 013 .00 . 00 PIPE I I I I I I I I 1014.079 227.920 .626 228.546 10.60 15.15 3.57 232 .11 .00 1. 25 1.48 1.500 .000 .00 1 . 0 -1----1------1----1--1--1--1--1-I- 1.760 .2429 .0718 .13 .63 3.88 .46 . 013 .00 .00 PIPE I I I I I I I 1015.839 228.348 .649 228.997 10.60 14.45 3.24 232.24 .00 1. 25 1.49 1.500 .000 .00 1 .0 -1----1----1----1--1--1----1--1-I- 1.505 .2429 .0631 .09 .65 3.62 .46 . 013 .00 .00 PIPE I I I I I I I I 1017.344 228. 713 .673 229.386 10.60 13. 78 2.95 232.33 .00 1. 25 1.49 1.500 .000 . 00 1 . 0 -1----1------1----1--I --1--1--1--1-I- 1.296 .2429 .0554 .07 .67 3.38 .46 . 013 .00 .00 PIPE I I I I I I I I I 1018.640 229.028 .698 229.726 10.60 13 .13 2.68 232.40 .00 1. 25 1. 50 1.500 .000 .00 1 .0 -I --1------1----1--1--1--1--1--1-I- 1.115 .2429 .0488 .05 .70 3.15 .46 . 013 .00 .00 PIPE I i ( l l l r I l l I I l i I I I I I FILE: LineClC2.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date:10-28-2010 Time: 2: 5:47 Poinsettia Place Line Cl and C2 100-Year Flow Rate ************************************************************************************************************************** ******** Invert I Depth Water I Q I Vel Vel Energy Super Critical Flow Top Height/ Base Wt No Wth Station I Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth Width Dia. -FT or I.D. ZL Prs/Pip -1----- ---- - - - - -- L/Elem I Ch Slope I I I SF Ave HF SE Dpth Froude N Norm Dp 11N11 X-Fall ZR Type Ch ********* ********* ******** ********* ********* *******!******* ********* ******* ******** ******** ******* ******* ***** ******* 1019.755 229.299 .725 230.024 10.60 12.52 2.44 232.46 .00 1. 25 1. 50 1.500 .000 .00 1 .0 -1--1-- --1----1-- --1--1--1-- - - ---I- .972 .2429 .0429 .04 .73 2.94 .46 . 013 .00 .00 PIPE I I I I I I 1020.727 229.535 .752 230.287 10.60 11. 94 2.21 232.50 .00 1. 25 1. 50 1.500 .000 . 00 1 .0 -1--1-- --1----1------1--1-- - - ---I- .840 .2429 .0378 .03 .75 2.74 .46 . 013 .00 .00 PIPE I I I I I 1021.567 229.739 .781 230.520 10.60 11.38 2.01 232.53 .00 1. 25 1. 50 1.500 .000 .00 1 . 0 -1--1-- --1----1-- - - --1- -1- ------I- .725 .2429 .0333 .02 .78 2.55 .46 . 013 .00 .00 PIPE I I I I I I 1022.292 229.915 .812 230.727 10.60 10.86 1. 83 232.56 .00 1. 25 1.49 1.500 .000 .00 1 . 0 -1--1--1----1---- --1--1---I- .634 .2429 . 0294 .02 .81 2.37 .46 . 013 .00 .00 PIPE I I I I I I 1022.926 230.069 .843 230.912 10.60 10.35 1. 66 232.58 .00 1. 25 1. 49 1.500 .000 .00 1 .0 -1- -1- - --1--1-- ----1--1-- - - ---I-.540 .2429 .0260 .01 .84 2.20 .46 .013 .00 .00 PIPE I I I I I 1023.466 230.200 .877 231. 077 10.60 9.87 1. 51 232.59 .00 1. 25 1.48 1.500 .000 .00 1 . 0 -1--1-- --1-- --1--1--1-- - - ---I- .461 .2429 .0230 .01 .88 2.04 .46 . 013 .00 .00 PIPE I I I I I I I 1023.928 230.312 . 913 231. 225 10.60 9.41 1. 37 232.60 .00 1. 25 1.46 1.500 .000 .00 1 . 0 -1- -1--1--1----1-- - - --1- -1- ------I- .391 .2429 .0203 .01 .91 1. 89 .46 . 013 .00 .00 PIPE I I I I I I I 1024.318 230.407 .951 231.358 10.60 8.97 1. 25 232.61 .00 1. 25 1. 45 1.500 .000 .00 1 . 0 -1--1--1- -1- ---1---- --1--1-------I- .327 .2429 .0180 .01 .95 1. 75 .46 . 013 .00 .00 PIPE I I I I I I I I 1024.646 230.487 .991 231.478 10.60 8.55 1.14 232.61 .00 1. 25 1. 42 1.500 .000 .00 1 .0 -1--1--1--1----1-- ----1--1----1---I- .266 .2429 . 0160 .00 .99 1. 61 .46 . 013 .00 .00 PIPE 2 I I t l ( I I l I I I t i .. ii FILE: LineC1C2.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date:10-28-2010 Time: 2: 5:47 Poinsettia Place Line Cl and C2 100-Year Flow Rate ************************************************************************************************************************** ******** Invert I Depth Water Q Vel Vel Energy Super Critical Flow Top Height/ Base Wt No Wth Station I Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth Width Dia.-FT or I.D. ZL Prs/Pip - --1-- - - - --- - - - - L/Elem Ch Slope SF Ave HF SE Dpth Froude N Norm Dp "NII X-Fall ZR Type Ch ********* ********* ******** ********* ********* *******!******* ********* ******* ******** ******** ******* ******* ***** ******* 1024.912 230.551 1.034 231. 585 10.60 8.16 1. 03 232.62 .00 1. 25 1. 39 1.500 .000 .00 1 . 0 - - - --1--1--1- -1--1--1- -1--1- -1-.209 .2429 .0143 .00 1. 03 1.49 .46 . 013 .00 .00 PIPE I I I I I I 1025.121 230.602 1.080 231.682 10.60 7.78 .94 232.62 .00 1. 25 1. 35 1. 500 .000 .00 1 . 0 - --1--1--1--1- -1--1--1--1- -1-.149 .2429 .0128 .00 1. 08 1. 36 .46 . 013 .00 . 00 PIPE I I I I I I 1025.270 230.639 1.131 231.770 10.60 7.41 .85 232.62 .00 1. 25 1. 29 1. 500 .000 .00 1 . 0 - - - --1--1- -1- -1- -1--1--1--1--1-.098 .2429 . 0115 .00 1.13 1. 24 .46 . 013 .00 .00 PIPE I I I I I I 1025.368 230.662 1.186 231.848 10.60 7.07 .78 232.62 .00 1. 25 1. 22 1.500 .000 .00 1 . 0 - - - --1- -1- -1--1- -1--1- -1- -1--1-.032 .2429 .0104 .00 1.19 1.12 .46 . 013 .00 .00 PIPE I I I I I I 1025.400 230.670 1. 250 231.920 10.60 6.74 .70 232.62 1. 50 1. 25 1.12 1.500 .000 .00 1 . 0 -1- -1- -1--1- -1- -1- -1--1- -1-JUNCT STR .0825 .0075 .03 1. 50 1. 00 .014 .00 .00 PIPE I 1029.400 231.000 1.924 232.924 5.80 3.28 .17 233.09 .00 .93 .00 1. 500 .000 .00 1 . 0 - - - --1- -1--1--1- -1--1--1--1--1-27.993 .0182 .0030 .08 1. 92 .00 .67 . 013 .00 . 00 PIPE I I I I I 1057.393 231.509 1.500 233.009 5.80 3.28 .17 233.18 .00 .93 .00 1.500 .000 .00 1 . 0 -1- -1--1--1--1--1- -1--1- -1-7.955 .0182 .0028 .02 1. 50 .00 .67 . 013 .00 . 00 PIPE I I I I I I 1065.348 231.654 1. 360 233.014 5.80 3.44 .18 233.20 .00 .93 .87 1.500 .000 .00 1 . 0 - - - --1--1--1--1--1--1--1- -1--1-3.994 .0182 .0028 .01 1. 36 .44 .67 . 013 . 00 .00 PIPE I I I I I I I I I 1069.342 231.726 1. 280 233.006 5.80 3.61 .20 233.21 .00 .93 1. 06 1.500 .000 .00 1 . 0 -1-- --1- -1- -1--1- -1--1- -1--1- -1- 2.264 .0182 .0030 .01 1. 28 .52 .67 . 013 .00 .00 PIP]!: 3 I I I J I i I i I I I I l ! FILE: LineC1C2.WSW W SP G W -CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1559 WATER SURFACE PROFILE LISTING Date:10-28-2010 Time: 2: 5:47 Poinsettia Place Line Cl and C2 100-Year Flow Rate ************************************************************************************************************************** ******** Invert I Depth Water Q Vel Vel Energy Super Critical Flow Top Height/ Base Wt No Wth Station I Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth Width Dia.-FT or I.D. ZL Prs/Pip -----1--- -- - - - - -- L/Elem /Ch Slope J SF Ave HF SE Dpth Froude N Norm Op "N" X-Fall ZR Type Ch ********* ********* ******** ********* ********* *******!******* ********* ******* ******** ******** ******* ******* ***** ******* 1071. 607 231. 767 1.213 232.980 5.80 3.79 .22 233.20 .00 .93 1.18 1.500 .000 .00 1 .0 -1--1--1----1--1-- ----1- -1--1--1-I- HYDRAULIC JUMP I I I I I I I I 1071.607 231.767 .683 232.451 5.80 7.40 .85 233.30 .00 .93 1.49 1.500 .000 .00 1 . 0 -1--1--1----1- -1- - --1--1- -1- -1-I- 15.323 .0182 .0158 .24 .68 1. 80 .67 . 013 .00 .00 PIPE I I I I I I I I I 1086.930 232.046 .709 232.755 5.80 7.05 .77 233.53 . 00 .93 1. 50 1. 500 .000 .00 1 . 0 -1--1--1-- --1--1-- ----1- -1--1--1-I- 9.996 .0182 .0139 .14 . 71 1. 68 .67 . 013 .00 .00 PIPE I I I I I I I 1096.925 232.228 .736 232.964 5.80 6. 72 .70 233.67 .00 .93 1. so 1.500 .000 .00 1 . 0 -1----1--1-- ----1--1--1--1-I- 5.986 .0182 .0122 .07 .74 1. 56 .67 . 013 .00 .00 PIPE I I I I I I 1102. 911 232.337 .764 233.101 5.80 6.41 .64 233.74 .00 .93 1. 50 1.500 .000 .00 1 .0 -1------1--1------1--1- -1- -1-I- 3.898 .0182 .0108 .04 .76 1.45 .67 . 013 .00 .00 PIPE I I I I I I I 1106.810 232.407 .793 233.201 5.80 6 .11 .58 233.78 . 00 .93 1. 50 1.500 .000 .00 1 . 0 -I ---- --1-- I -- ----1--1--1--1-I- 2.493 .0182 .0095 .02 .79 1. 35 .67 . 013 . 00 .00 PIPE I I I I I I I 1109.302 232.453 .824 233.277 5.80 5.83 .53 233.80 .00 .93 1. 49 1. 500 .000 .00 1 .0 -1-- ----1- -1- - --1--1--1--1-I- 1.519 .0182 .0084 .01 .82 1. 26 .67 . 013 . 00 .00 PIPE I I I I I I 1110.821 232.480 .857 233.337 5.80 5.55 .48 233.82 .00 .93 1. 48 1.500 .000 .00 1 .0 -1----1- -1- -----1--1--1--1-I- .885 .0182 .0074 .01 .86 1.17 .67 . 013 . 00 .00 PIPE I I I I I I I 1111. 706 232.496 .891 233.388 5.80 5.30 .44 233.82 .00 .93 1.47 1.500 .000 .00 1 .0 -1----1--1-- -- --1--1--1--1-I- .194 .0182 .0065 .00 .89 1. 08 .67 . 013 .00 .00 PIPE 4 l l t FILE: LineC1C2.WSW I I I I I l I l W SP G W -CIVILDESIGN Version 14.06 Program Package Serial Number: 1559 Poinsettia Place Line Cl and C2 100-Year Flow Rate WATER SURFACE PROFILE LISTING t I l I I l I PAGE 5 Date:10-28-2010 Time: 2: 5:47 ************************************************************************************************************************** ******** Invert I Depth Water Q Vel Vel Energy Super Critical,Flow Top,Height/,Base Wt Station I Elev (FT) Elev (CFS) (FPS) Head Grd. El. Elev Depth Width Dia.-FT or I.D. I ZL -------1----- L/Elem jCh Slope I SF Ave HF SE Dpth FroudeNINormDp I "N" I X-Falll ZR ********* ********* ******** ********* ********* *******!******* ********* ******* ******** ******** ******* ******* ***** 1111. 900 232.500 .929 233.429 5.80 5.04 .39 233.82 .00 .93 1.46 1.500 .000 .00 -1--1--1--1--1--1--1--1--1- -1--1--1--1- WALL ENTRANCE I I I I I I I I I I I 1111.900 232.500 1. 497 233.997 5.80 .97 .01 234.01 .00 .40 4.00 6.000 4.000 .00 -1--1--1--1--1--1- -1- -1--1--1--1- -1- -1- 5 No Wth Prs/Pip Type Ch ******* 1 . 0 I- 0 . 0 I- - - - - - - - - - APPENDIX D CATCH BASIN, CURB INLET, AND RIPRAP SIZING DITCH HYDRAULICS , .. - CURB OPENING SIZING Catch Basins on Grade: Q = 0.7L(a+y)l'(3/2) where Equation for catch basins on grade from County of SD 0=100-year flow, cfs L=clear opening length, ft a=depth of depression of flow line at inlet, ft y=depth of flow in approach gutter, ft Note: Depth, y, is obtained from Gutter and Roadway Discharge -Velocity Chart Rational Method Node Q100, cfs y, ft a, ft Min. Opening, ft 57 4.5 0.33 0.33 12.0 Catch Basins in Sump: Rational Method Node Q100, cfs Weir Length, ft L, ft 79 5.2 4.7 6 82 2.8 2.5 6 86 1.0 0.9 see attached grate inlet worksheet 102 5.8 5.3 12 103 6.4 5.8 7 Capacity of catch basin in sump from weir equation = 1.1 cfs per foot when ponded to top of opening -L is the length to be shown on plans for a Type B Curb Inlet Increase L at Node 102 in case of flow bypass at intersection of Cassia Road and Poinsettia Lane - - - - - - - - L, ft 13 20 18 16 14 12 10 9 8 7 6 5 4 Q) a. 0 3 u5 ~ Q) & -0 2 "#. 1.8 1.6 1.4 1.2 1.0 0.9 0.8 0.7 0.6 0.5 0.4 FOR TYPE B CURB INLET AT RATIONAL METHOD NODE 57 . l+--1.s·--.1 l..-n=.01~1 ....... -----2% ._ -n = .0175 ~~~~~.::.:.:~~~~-! 2% Paved 2 3 4 5 6 7 8 9 10 Discharge (C.F S.) EXAMPLE: Given: Q = 10 s = 2.5% Chart gives: Depth= 0.4, Velocity= 4.4 f.p.s. RESIDENTIAL STREET ONE SIDE ONLY 20 0100 = 4 5 cfs S = 1 9% 30 Depth = 0 33 feet 40 SO SOURCE: San Diego County Department of Special District Services Design Manual FIGURE Gutter and Roadway Discharge -Velocity Chart 3-6 Figure 2-5 FOR TYPE G INLET AT RATIONAL METHOD NODE 86 5 4 0-15 Operating as Orifice (Ae=2.4 ft2) 3 Grate Inlets Operating as Orifice 2 -= -L. 1 Q) 0.9 ... co 0.8 3: 0.7 ... 0 0.6 .s:::. ... 0.5 a. Q) C 0.4 Grate Inlets Operating as Weir 0.3 0.2 '----0-15 Long Edge Agains Curb (Pe=3.1 ft) '----0 -15 Flow from All Oirec ions (P9 =4.6 ft) 1 2 3 4 5 6 7 8 9 10 Grate Inlet Capacity (ft3/s) Effective Perimeter, Pe, of Type G Inlet against two curbs = 2'+3' = 5' Use Pe = 5'/2 = 2 5' to account for clogging From chart, Q100 = 1 cfs will pond 0.27 feet (3 2 inches) over grate 20 30 40 50 Figure 2-5 Capacity of Grate Inlets in Sump Locations Note: Type G inlets are also proposed at Nodes San Diego County Drainage Design Manual (July 2005) Page 2-15 28 and 29. The maximum Q100 at these is 0.5 cfs and inlets are in sumps. Therefore, ponding depth will be < 3.2" - - - - - - - - - - - Worksheet for Type F Catch Basin -Orifice Flow Project Description Solve For Input Data Headwater Elevation Centroid Elevation T ailwater Elevation Discharge Coefficient Opening Width Opening Height Results Discharge Headwater Height Above Centroid Tailwater Height Above Centroid Flow Area Velocity Discharge 101.02 ft 100.32 ft 99.00 ft 0.60 3.00 ft 0.65 ft 7.78 ft3/s 0.70 ft -1.32 ft 1.94 ft2 4.02 ft/s Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03) 5/23/201011:09:28 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 1,lltll - - - - - - - - - - - - - - <li!!:l!f Worksheet for Type F Catch Basin -Weir Flow Project Description Solve For Input Data Headwater Elevation Crest Elevation Weir Coefficient Crest Length Results Discharge Headwater Height Above Crest Flow Area Velocity Wetted Perimeter Top Width Discharge 101.02 ft 100.00 ft 3.00 us 3.00 ft 9.27 ft'/s 1.02 ft 3.06 ft2 3.03 ftls 5.04 ft 3.00 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster (08.11.00.03) 5/23/2010 11:09:00 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 2006 REGIONAL SUPPLEMENT PART2 CONSTRUCTION MATERIALS SECTION 200 -ROCK MATERIALS • 200-1 ROCK PRODUCTS .. 200-1.6 Stone for Riprap • Page 42 -Add: "The individual classes of rocks used in slope protection shall conform to Table 200-1.6(A). • Replace Table 200-1. 6 {A) with: ... - - - - - - - - - - - Table 200-l.6(A) PERCENTAGELARGERTHAN CLASSES Rock Sizes 1.8 Tonne 900kg 450kg 220kg No.2 No.3 (2 Ton) (1 Ton) (Yz Ton) (1/4 Ton) Backing Backing 3.6 Tonne (4 Ton) 0-5 1.8 Tonne (2 Ton) 50-100 0-5 I I 900 kQ. (1 Ton) 95-100 50-100 0-5 450 kQ. (1/2 Ton) -------50-100 0-5 220 kQ. <114 Ton) 95-100 ------50-100 90 kP-. <200 Lb.) 95-100 ------ 34 kQ. <75 Lb.) 95-100 0-5 11 kg. (25 Lb.) 25-75 0-5 2.2 kQ. (5 Lb.) 90-100 25-75 0.4 kQ. (1 Lb.) 90-100 The amount of material smaller than the smallest size listed in the table for any class of rock slope protection shall not exceed the percentage limit listed in the table determined on a weight basis. Compliance with the percentage limit shown in the table for all other sizes of the individual pieces of any class of rock slope protection shall be determined by the ratio of the number of individual pieces larger than the smallest size listed in the table for that class also pertaining to 200-1. 7 7 - - - - - - - - - - - - - - - - 2006 REGIONAL SUPPLEMENT 200-1.6.3 Quality Requirements Page 43 -First paragraph, second sentence change "60 days" to "30 days". 200-1. 7 Selection of Riprap and Filter Blanket Material Table 200-1.7 Rip Filter Blanket U1wer Layer(s) Velocity Rock Class Rap (3) Meters/Sec (2) Thie Option 1 Optio (Ft/Sec) k-Sect. 200 n2 Option 3 (1) Nes (4) Sect.4 (5) s 00 "T" (4) 2 (6-7) No. 3 Backing 0.6 5 mm (3/16") C2 D.G. 2.2 (7-8) No. 2 Backing 1.0 6 mm(l/4") B3 D.G. 2.6 (8-9.5) Facing 1.4 9 .5 mm (3/8") ----D.G. 3 (9.5-11) Light 2.0 12.5 mm (Yz") ----25mm (3/4"-1-1/2") 3.5 (11-13) 220 kg (1/4 Ton) 2.7 19 mm (3/4") ----25mm (3/4"-1-1/2") 4 (13-15) 450 kg (Yz Ton) 3.4 25 mm(l") ----25mm (3/4"-1-1/2") 4.5 (15-17) 900 kg (1 Ton) 4.3 37.5 mm (1-1/2") ----TYPEB 5.5 (17-20) l.8Tonne (2 Ton) 5.4 50 mm (2") ----TYPEB See Section 200-1.6. see also Table 200-1.6 (A) Practical use of this table is limited to situations where "T" is less than inside diameter. (1) Average velocity in pipe or bottom velocity in energy dissipater, whichever is greater. (2) If desired rip rap and filter blanket class is not available, use next larger class. (3) Filter blanket thickness= 0.3 Meter (1 Foot) or "T", whichever is less. (4) Standard Specifications for Public Works Construction. (5) D.G. = Disintegrated Granite, 1mm to 10mm. P .B. = Processed Miscellaneous Base. 8 Lower Layer (6) ---- ---- ---- ---- SAND SAND SAND SAND -- - (6) - 2006 REGIONAL SUPPLEMENT Type B = Type B bedding material, (minimum 75% crushed particles, 100% passing 62.5 mm (2 Yz") sieve, 10% passing I" sieve). Sand 75% retained on #200 sieve. SECTION 201 -CONCRETE, MORTAR AND RELATED MATERIALS -201-1 PORTLAND CEMENT CONCRETE 201-1.1 Requirements 201-1.1.2 Concrete Specified by Class -Page 48 -Modify Table 201-l.l.2(A) as follows: - - - - - - - - - - - - - - 1) Revise: Concrete Pavement (not integral with curb) To Read: Concrete Pavement (not integral with curb) Cross Gutter and Alley Aprons) 2) Revise: Curb, Integral Curb and Pavement Gutter, Walk, Alley Aprons To Read: Curb and Gutter ( separate or combined) and Walks 520-A-2500 520-C-2500 560-C-3250 520-C-2500 520-C-2500P 520-C-2500 520-C-2500P 3) Change concrete class for "Sidehill Surface Drainage Facilities" from "500-C-2500" to "520-C-2500". 4) Change concrete class for "Pipe Bedding and Encasement, Anchors and Thrust Blocks, Wall Support for Pipe" from "450-C-20002" to "480-C-20002". 5) Change concrete class for "Fence and Guardrail Post Foundations" from "500-C-2500" to "520-C-2500". 201-1.2 Materials 201-1.2.1 Portland Cement Page 52 -First paragraph, first sentence revise to read: "All cement to be used or furnished shall be low alkali and shall be either Type I or Type II Portland Cement conforming to ASTM C 150, or Type IP (MS) portland -pozzolan cement conforming to ASTM C 595, unless otherwise specified." 201-1.2.3 Water Page 52 -Second paragraph replace "1,000 PPM (mg/L) of sulfates" with "l,300 (mg/L) PPM of sulfates". Third paragraph replace "800 PPM (mg/L) of sulfates" with "1,300 (mg/L) PPM of sulfates". 9 -------- - - - - - - - - - - - - - - - Project Description Friction Method Solve For Input Data Roughness Coefficient Channel Slope Constructed Depth Constructed Top Width Discharge Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type GVF Input Data Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headless Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope 10/28/2010 1:47:13 PM Worksheet for Temporary Ditch Manning Formula Normal Depth Supercritical 0.016 0.05000 ft/ft 1.00 ft 3.00 ft 0.20 ft3/s 0.10 ft 0.06 ft2 0.96 ft 0.06 ft 0.94 ft 0.15 ft 0.00963 ft/ft 3.29 ft/s 0.17 ft 0.27 ft 2.28 0.00 ft 0.00 ft 0 0.00 ft 0.00 ft Infinity ft/s Infinity ft/s 0.10 ft 0.15 ft 0.05000 ft/ft 0.00963 ft/ft Bentley Systems, Inc. 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