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33226or- (� (3 31 EDENROCK AT PGA WEST TRACT 33.226 UNIT HYDROGRAPH ANALYSIS REPORT Prepared date: December 22, 2010 Revised date: March 2, 2011 Revised date: May 19, 2011 PREPARED BY: 78 -400 Avenue 47 M O R S E Suite 208 . In Quints, CA 92253 S C H U L T Z Voice: 760.771 -4013 FAX: 760 -771 -4073 PLANNERS ENGINEERS SURVEYORS 0011�A Ul��l�y 3 � Ito v$J i EDENROCK ATPGA WEST TRACT UNIT HVI)ROGRAPH ANALYSIS REPORT Prepared date: December 22, 2010 Revised date: March 2, 2011 Revised date: May 19, 2011 PREPARED BY: PLANNERS 78 -900 Avenue 47 M O R S E Suite 208 Lo Quinto, CA 92253 S C H U L T Z Voice: 760- 771 -4013 FAX: 760.771.4073 ENGINEERS SURVEYORS i a n �J 'e,pF E S s C. �91F JI- CD No. 20596 m Exp. 9 -30 -11 J�9l pIVIL F �F CAO\ J Date 78 -900 Avenue 47 H D S M O R S E Suite 208 Le Quinto, CA 92253 S C H u l T z Voice: 760. 771 -4013 FAX: 760- 771 -4073 PLANNERS ENGINEERS SURVEYORS EDENROCK TRACT 33226 [File: C: \Wspg1\ 33326 \PGA TR33226 Unit hydrograph Appendix Index] JN 503 -04 5/19/11 EDENROCK AT PGA WEST TRACT 33226 Unit Hydrograph Analysis Contents: • Proiect Location • Introduction / Methodology • Appendices Appendix A: Pre Development - Unit Hydrograph Cal., Drainage area tributary to Pond 1 1. Q100 / 1 hr duration storm 2. Q100 / 3hr duration storm 3. Q100 / 6hr duration storm 4. Qioo / 24hr duration storm Appendix B: Post Development - Unit Hydrograph Cal., Drainage area tributary to Pond 1 1. , Q100 / 1 hr duration storm 2. Q100 / 3hr duration storm 3. Q100 / 6hr duration storm 4. Q100 / 24hr duration storm Appendix C: Offsite Hydrology Study — Rational Method Calculation Appendix D: Hydraulic Calculations 1. Existing 24" RCP Storm Drain Capacity 2. Existing Channel Capacity Appendix E: References 1. Rainfall for City of La Quinta Zones 2. NOAA Atlas 14 Appendix F: Exhibits 1. Exhibit 1 — Path of flow plan view 2. Exhibit 2 — Path of flow cross section 3. Plate 1 — Post Development — Flood Delineation Map — Pond 1 4. Plate 2 — Rational Method - Offsite Hydrology Map n VICINITY MAP N.T.S I: \50304 \HYDRO \VICINfTY— MAP.dwg 12/17/10 Tentative Tract 33226 Eden Rock at PGA West Unit Hydrograph Analysis Summary and Conclusions The following calculations have been prepared to analyze the retention capability, inundation limits and stability of the existing golf course and drainage features located downstream of Tentative Tract 33226, Eden Rock at PGA West. Eden Rock at PGA West is located at the southerly terminus of PGA Boulevard, in the City of La Quinta, County of Riverside, State of California. The site covers an area of 41.95 acres and is currently vacant. The project proposes 264 units of attached and detached condos. Runoff from the site will drain southerly to existing storm drain facilities in PGA Boulevard which consist of two 30 inch RCP's combining into a 48 inch RCP. This storm drain then discharges to the golf course and a network of ponds and depressions found therein. Per agreement with MSR Golf Course Resorts, these ponds and depressions provide runoff retention for Eden Rock as well as additional existing residential and golf course areas. The following retention calculations consist of unit hydrograph analysis for the pre and post development conditions, 100 year —1, 3, 6 and 24 hour events covering Tract 32664, PGA Boulevard and Club House areas and the golf course Upper Pond and Pond 1 subarea. Storage requirements for subareas to Pond 2, Pond 3, Pond 4 and Pond 5 were calculated based on City of La Quinta Engineering Bulletin #06 -16 and were found to be self contained and not directly tributary to the Upper Pond / Pond 1 system. However, some overflow from the upper pond to Pond 3 is anticipated due to flow restriction which will occur at the existing bridge and three 24 -inch RCPs located just West and downstream of the Upper Pond. In all cases, 100 year events have been analyzed as required by the City of La Quinta to determine horizontal and vertical limits of pond inundation. 500 year analysis has not been provided since above ground emergency escape is proposed through the PGA West perimeter wall to Madison Street. The findings of these calculations are depicted on the Flood Delineation Maps located in the appendix F and the associated Flood Delineation Cross Section Exhibit. In summary, runoff from Eden Rock is conveyed from the site through existing storm drain crossing PGA Boulevard. Runoff is discharged to the upper pond located within the golf course. The upper pond drains directly via open channel to Pond 1 and Pond 3. Due to the existing bridge flow restriction which limits discharge from the Upper Pond to Pond 1, runoff will first be distributed between the Upper Pond and Pond 3 but will equalize across the existing spillway at elevation 477.3. Runoff above this elevation will ultimately discharge to Pond 1. Therefore, no retention is attributed to the upper pond. It should be noted that, for the purposes of this conservative analysis, all runoff is assumed to be tributary to Pond 1. However, as described above, initial retention will, in part, be provided by Pond 3. It should also be noted that the 20.8 acre feet of storage required can be accommodated by either the combination of the Upper Pond and Pond 3 or solely by Pond 1. It is therefore clear that the retention capability of the golf course as a whole is more than adequate to serve Tract 33226, the golf course and adjacent residential developments. The following stability calculations for the existing golf course conveyance features are based on Rational Method determination of 100 year peak flows to the Upper Pond. As stated above, peak flow from the Upper Pond to Pond 1 is restricted by the existence of a bridge and three 24 inch RCP beneath. For the purposes of this report the restricted discharge is based on a conservative determination of maximum discharge of the three 24 inch pipes flowing full. The resulting peak discharge by this method is 68 cfs. Adequate capacity and stability of the existing cobble channel has been determined by Mannings Calculation which show confinement within existing channel sections and velocities of approximately 5 feet per second which is suitable for the existing observable grouted cobble construction found along this reach. Also of note, several additional bridges of similar design and located along this reach will also serve to slow peak velocities. The initial peak flow from the upper pond to Pond 3 has also been conservatively determined by ignoring discharge to Pond 1 and assuming that all flows tributary to the Upper Pond flow directly to Pond 3. The resulting peak discharge by this method is 239.6 cfs. Adequate capacity and stability of the existing s observable grouted cobble channel at this location has been determined by Mannings Calculation which shows confinement within existing channel section and velocities of approximately 15 feet per second which is within the accepted tolerences for velocities over grouted cobble. It should also be noted that should any erosion along this reach occur, it would be confined to the area between the Upper Pond and Pond 3, and since required runoff volumes have been shown to be adequately stored in the combined Upper Pond and Pond 3 basin, and since the spillway to Pond 1 is a significant distance from potential erosion, anticipated damage, if any, would be limited, cosmetic in nature and not a threat to public health and safety. It is therefore the conclusion of this analysis that the existing golf course drainage facilities, as described above, are adequate to serve Tract 33226, the golf course and adjacent residential developments. t Methodology 5 Retention volume calculations were prepared using Riversid County Synthetic Unit Hydrograph Method for Riverside County. Computer program for this analysis wa provided by Civil Design Corporation,version 8.1. Variables for model preparation include n value of s required by the City. Impervious percent was calculated at 50% for detached residential areas an K"50 - or attached r'esi�dential a reas. Soil low loss rate was calculated-at 0.41 for both pre development !post d�v-e-1opment conditions. Rainfall was determined from City of La Quinta Zone 5_ and NOAH JAtI s 14 at Latitude 33.64156 North, Longitude 116.26217 West. Peak flow calculations were prepared using Riverside Cour analysis was provided by Advanced Engineering Software soil type C, and subarea land use of Condominium, conservatively applied to reflect impervious percentages. ,F Quinta Rainfall Intensity Chart for Zone 5. Resulting 10 yea minute and 100 year, 60 inute were 2.50, 0.89, 5.65 and G: \503 \04 \HYD \Hydro) Narrabve.doc Rational Method. Computer program for this i rsion 6.0. Variables for this analysis include /Commercial and Single Family Residential infall intensity was determined per City of La —10 minute, 10 year 60 minute, 100 year — 10 1.98 respectively. 0�- N M MDS Consulting 17320 Redhill Avenue, Suite 350 Phone (949) 251 -8821 Fax (949) 251 -0516 UNIT HYDROGRAPH SUMMARY - 24HR STORM DRAINAGE AREA TRIBUTARY TO POND 1 TENTATIVE TRACT NO. 33226 - 41.95 ACRES ONLY PRE DEVELOPMENT POST DEVELOPMENT POND 1 POND 1 Q VOL AREA Q VOL AREA (CFS) (AC -FT) (AC.) (CFS) (AC -FT) (AC.) 100 YR 32.6 20.2 102.9 100 YR 38.6 20.8 102.9 a Irvine, CA 92614 Email :mdsirvine @mdsconsulting.net TRACT 33226 CITY OF LA QUINTA [FILE:C: \WSPG1\ 33226 \HYDROGRAPH - SUMMARY- 24HR.xlsI Appendix A -1 PRE DEVELOPMENT DRAINAGE AREA TRIBUTARY TO POND 1 UNIT HYDROGRAPH CALCULATION 100 YEAR/ 1 HR STORM 78 -900 Avenue 47 Su to 203 Lo Quarto, CA 92253 S C M U L i z Voke: 760- 771 -4013 FAX 760.771.4073 PLANNERS ENGINEERS SURVEYORS U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 05/03/11 File: POND1X11001100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TRACT 33226 PRE DEVELOPMENT, DRAINAGE AREA TRIBUTARY TO POND 1 Q100 / 1HR STORM [FILE:POND1X1100] Drainage Area = 102.90(Ac.) = 0.161 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 102.90(Ac.) _ Sq. Mi. Length along longest watercourse = 5585.00(Ft.) Length along longest watercourse measured to centroid = 2792.00(Ft.) Length along longest watercourse = 1.058 Mi. Length along longest watercourse measured to centroid = 0.529 Mi. Difference in elevation = 31.20(Ft.) Slope along watercourse = 29.4962 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.152 Hr. Lag time = 9.11 Min. 25% of lag time = 2.28 Min. 40% of lag time = 3.64 Min. Unit time = .5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 102.90 0.41 42.19 100 YEAR Area rainfall data: Area (Ac.) [1] 102.90 STORM EVENT Area Averaged Area Averaged Rainfall (In) [2] Weighting [1 *2] 2.00 205.80 NEAR) = 100.00 2 -Year Rainfall = 0.410(In) 100 -Year Rainfall = 2.000(In) 0.161 Point rain (area averaged) = 2.000(In) Areal adjustment factor = 99.91 % Adjusted average point rain = 1.998(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 60.900 69.00 0.500 42.000 69.00 0.000 Total Area Entered = 102.90(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 69.0 69.0 0.373 0.500 0.205 0.592 0.121 69.0 69.0 0.373 0.000 0.373 0.408 0.152 Sum (F) = 0.274 Area averaged mean soil loss (F) (In /Hr) = 0.274 Minimum soil loss rate ((In /Hr)) = 0.137 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.410 Slope of intensity- duration curve for a 1 hour storm = 0.5800 ------------------------------------------------------ - - - - -- U n i t H y d r o g r a p h VALLEY S -Curve Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) 1 0.083 54.911 7.102 7.366 2 0.167 109.821 30.167 31.284 3 0.250 164.732 28.039 29.077 4 0.333 219.643 11.417 11.839 5 0.417 274.553 6.414 6.652 6 0.500 329.464 4.411 4.574 7 0.583 384.375 3.193 3.312 8 0.667 439.285 2.309 2.394 9 0.750 494.196 1.748 1.813 10 0.833 549.107 1.474 1.528 11 0.917 604.017 1.104 1.145 12 1.000 658.928 0.860 0.892 13 1.083 713.839 0.626 0.649 14 1.167 768.749 0.549 0.569 15 1.250 823.660 0.587 0.609 Sum = 100.000 Sum= 103.704 ----------------------------------------------------------------- - - - - -- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time (Hr.) 1 0.08 2 0.17 3 0.25 4 0.33 5 0.42 6 0.50 7 0.58 8 0.67 Pattern Percent 3.60 4.20 4.40 4.60 5.00 5.60 6.40 8.10 Storm Rain Loss rate(In. /Hr) Effective (In /Hr) Max Low (In /Hr) 0.863 0.274 ( 0.354) 0.590 1.007 0.274 ( 0.413) 0.734 1.055 0.274 ( 0.433) 0.782 1.103 0.274 ( 0.452) 0.829 1.199 0.274 ( 0.492) 0.925 1.343 0.274 ( 0.551) 1.069 1.535 0.274 ( 0.629) 1.261 1.942 0.274 ( 0.796) 1.669 9 0.75 13.10 3.141 0.274 ( 1.288) 2.868 10 0.83 34.50 8.272 0.274 ( 3.392) 7.999 11 0.92 6.70 1.607 0.274 ( 0.659) 1.333 12 1.00 3.80 0.911 0.274 ( 0.374) 0.638 (Loss Rate Not Used) Sum = 100.0 Sum = 20.7 Flood volume = Effective rainfall 1.72(In) times area 102.9(Ac.) /[(In) /(Ft.)1 Total soil loss = 0.27(In) Total soil loss = 2.345(Ac.Ft) Total rainfall = 2.00(In) Flood volume = 644192.7 Cubic Feet Total soil loss = 102164.7 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 384.929(CFS) -----------------7-------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) ------------------ -------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 100.0 200.0 300.0 400.0 ---------------------=------------------------------------------------- 0+ 5 0.0299 4.35 Q 0 +10 0.1943 23.86 V Q 0 +15 0.5102 45.87 IV Q 0 +20 0.9159 58.90 I V Q 0 +25 1.3851 68.13 V Q 0 +30 1.9210 77.81 I V Q 0 +35 2.5409 90.02 I V QI 0 +40 3.2763 106.78 V Q 0 +45 4.2273 138.09 IV Q 0 +50 5.8140 230.39 I I V I Q I 0 +55 8.4650 384.93 I I V I Q I 1+ 0 10.8052 339.79 I I I VI Q I 1+ 5 12.1263 191.83 1 +10 12.9188 115.06 I IQ Q V I I V 1 +15 13.4253 73.54 Q V 1 +20 13.7844 52.15 I Q I I V 1 +25 14.0475 38.20 i QQ I I I VV 1 +30 14.2470 28.96 1 +35 14.4050 22.94 Q I I I VVI 1 +40 14.5246 17.37 IQ 1 +45 14.6157 13.22 IQ I I I VI 1 +50 14.6829 9.77 Q 1 +55 14.7362 7.74 Q I I I VI 2+ 0 14.7779 6.05 Q I I I VI 2+ 5 14.7860 1.18 Q I I I VI 2 +10 14.7886 0.39 Q I I I V ----------------------------------------------------------------- - - - - -- 8 Appendix A -2 PRE DEVELOPMENT DRAINAGE AREA TRIBUTARY TO POND 1 UNIT HYDROGRAPH CALCULATION 100 YEAR / 3HR STORM 78.00 Avenue 47 M O 1 s ! Suds 208 La Quints, G 92253 PPLANNPERS s C N U L Y z Voim: 760 -771 -4013 FAIC 76D. 771.4073 ENGINEERS SURVEYORS U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 05/03/11 File: POND1X31003100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TRACT 33226 PRE DEVELOPMENT, DRAINAGE AREA TRIBUTARY TO POND 1 Q100 / 3HR STORM [FILE:POND1X3100] Drainage Area = 102.90(Ac.) = 0.161 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 102.90(Ac.) = 0.161 Sq. Mi. Length along longest watercourse = 5585.00(Ft.) Length along longest watercourse measured to centroid = 2792.00(Ft.) Length along longest watercourse = 1.058 Mi. Length along longest watercourse measured to centroid = 0.529 Mi. Difference in elevation = 31.20(Ft.) Slope along watercourse = 29.4962 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.152 Hr. Lag time = 9.11 Min. 25% of lag time = 2.28 Min. 40% of lag time = 3.64 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 102.90 0.65 66.89 100 YEAR Area rainfall data: Area(Ac.) [1] Rainfall(In) [2] Weighting[1 *2] 102.90 2.60 267.54 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.650(In) Area Averaged 100 -Year Rainfall = 2.600(In) Point rain (area averaged) = 2.600(In) Areal adjustment factor = 99.95 % Adjusted average point rain = 2.599(In) Sub -Area Data: Unit Hydrograph Data Area(Ac.) Runoff Index Impervious time period Time % of lag 60.900 69.00 0.500 (hrs) 42.000 69.00 Total Area Entered = 102; 90 (Ac 0.000 ) yr,�►u �05� 1 0.083 . 7.102 7.366 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 69.0 69.0 0.373 0.500 0.205 0.592 0.121 69.0 69.0 0.373 0.000 0.373 0.408 0.152 5 0.417 Sum (F) = 0.274 Area averaged mean soil loss (F) (In /Hr) = 0.274 0.500 329.464 Minimum soil loss rate ((In /Hr)) = 0.137 7 0.583 (for 24 hour storm duration) 3.193 3.312 8 Soil low loss rate (decimal) = --------------------------------------------------------------- 0.410 2.309 - - - - -- U n i t H y d r o g r a p h VALLEY S -Curve The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce ,the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 1.30 0.405 ( 0.274) 0.166 0.239 2 0.17 1.30 0.405 ( 0.274) 0.166 0.239 3 0.25 1.10 0.343 ( 0.274) 0.141 0.202 4 0.33 1.50 0.468 ( 0.274) 0.192 0.276 5 0.42 1.50 0.468 ( 0.274) 0.192 0.276 6 0.50 1.80 0.561 ( 0.274) 0.230 0.331 7 0.58 1.50 0.468 ( 0.274) 0.192 0.276 8 0.67 1.80 0.561 ( 0.274) 0.230 0.331 9 0.75 1.80 0.561 ( 0.274) 0.230 0.331 10 0.83 1.50 0.468 ( 0.274) 0.192 0.276 Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) 1 0.083 54.911 7.102 7.366 2 0.167 109.821 30.167 31.284 3 0.250 164.732 28.039 29.077 4 0.333 219.643 11.417 11.839 5 0.417 274.553 6.414 6.652 6 0.500 329.464 4.411 4.574 7 0.583 384.375 3.193 3.312 8 0.667 439.285 2.309 2.394 9 0.750 494.196 1.748 1.813 10 0.833 549.107 1.474 1.528 11 0.917 604.017 1.104 1.145 12 1.000 658.928 0.860 0.892 13 1.083 713.839 0.626 0.649 14 1.167 768.749 0.549 0.569 15 1.250 823.660 0.587 0.609 ----------------------------------------------------------------- Sum = 100.000 Sum= 103.704 - - - - -- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce ,the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 1.30 0.405 ( 0.274) 0.166 0.239 2 0.17 1.30 0.405 ( 0.274) 0.166 0.239 3 0.25 1.10 0.343 ( 0.274) 0.141 0.202 4 0.33 1.50 0.468 ( 0.274) 0.192 0.276 5 0.42 1.50 0.468 ( 0.274) 0.192 0.276 6 0.50 1.80 0.561 ( 0.274) 0.230 0.331 7 0.58 1.50 0.468 ( 0.274) 0.192 0.276 8 0.67 1.80 0.561 ( 0.274) 0.230 0.331 9 0.75 1.80 0.561 ( 0.274) 0.230 0.331 10 0.83 1.50 0.468 ( 0.274) 0.192 0.276 i S 0 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 0.92 1.60 0.499 ( 0.274) 0.205 0.294 1.00 1.80 0.561 ( 0.274) 0.230 0.331 1.08 2.20 0.686 0.274 ( 0.281) 0.413 1.17 2.20 0.686 0.274 ( 0.281) 0.413 1.25 2.20 0.686 0.274 ( 0.281) 0.413 1.33 2.00 0.624 ( 0.274) 0.256 0.368 1.42 2.60 0.811 0.274 ( 0.332) 0.537 1.50 2.70 0.842 0.274 ( 0.345) 0.569 1.58 2.40 0.748 0.274 ( 0.307) 0.475 1.67 2.70 0.842 0.274 ( 0.345) 0.569 1.75 3.30 1.029 0.274 ( 0.422) 0.756 1.83 3.10 0.967 0.274 ( 0.396) 0.693 1.92 2.90 0.904 0.274 ( 0.371) 0.631 2.00 3.00 0.936 0.274 ( 0.384) 0.662 2.08 3.10 0.967 0.274 ( 0.396) 0.693 2.17 4.20 1.310 0.274 ( 0.537) 1.036 2.25 5.00 1.559 0.274 ( 0.639) 1.286 2.33 3.50 1.092 0.274 ( 0.448) 0.818 2.42 6.80 2.121 0.274 ( 0.869) 1.847 2.50 7.30 2.277 0.274 ( 0.933) 2.003 2.58 8.20 2.557 0.274 ( 1.048) 2.284 2.67 5.90 1.840 0.274 ( 0.754) 1.566 2.75 2.00 0.624 ( 0.274) 0.256 0.368 2.83 1.80 0.561 ( 0.274) 0.230 0.331 2.92 1.80 0.561 ( 0.274) 0.230 0.331 3.00 0.60 0.187 ( 0.274) 0.077 0.110 (Loss Rate Not Used) Sum = 100.0 Sum = 22.6 Flood volume = Effective rainfall 1.88(In) 1 times area 102.9(Ac.) /[(In) /(Ft.)] = 16.1(Ac.Ft) Total soil loss = 0.72(In) Total soil loss = 6.153(Ac.Ft) Total rainfall = 2.60(In) Flood volume = 702706.1 Cubic Feet Total soil loss = 268026.9 Cubic Feet Peak flow rate of this hydrograph = 184.222(CFS) --------------------------------------------- - - - - -- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M -------------------------------------------------------------------- R u n o f f H y d r o g r a p h . Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) --------------------------------7-------------------------------------- Volume Ac.Ft Q(CFS) 0 50.0 100.0 150.0 200.0 0+ 5 0.0121 1.76 Q 0 +10 0.0758 9.25 VQ 0 +15 0.1856 15.94 V Q 0 +20 0.3107 18.16 V Q 0 +25 0.4552 20.99 IV Q 0 +30 0.6218 24.19 IV Q 0 +35 0.8073 26.93 I V Q 0 +40 1.0009 28.11 V Q 0 +45 1.2044 29.54 I V Q 0 +50 1.4177 30.97 V Q 0 +55 1.6263 30.30 I V Q 1+ 0 1.8339 30.13 V Q 1+ 5 2.0556 32.19 VQ 1 +10 2.3035 36.00 V Q 1 +15 2.5719 38.98 I VQ 1 +20 2.8465 39.86 Q 1 +25 3.1250 40.44 I VQ i i �j 1 +30 3.4364 45.21 VQI 1 +35 3.7824 50.25 I VQ 1 +40 4.1329 50.89 1 +45 4.5044 53.94 I QV 1 +50 4.9312 61.97 Q 1 +55 5.3870 66.19 I Q 2+ 0 5.8385 65.56 2+ 5 6.2929 65.98 I I QVV 2 +10 6.7785 70.51 Q 2 +15 7.3611 84.59 I I Q V 2 +20 8.0474 99.65 QQV 2 +25 8.7664 104.39 I I 2 +30 9.6601 129.77 I I I V Q 2 +35 10.7942 164.67 V Q 2 +40 12.0629 184.22 I I I VI Q I 2 +45 13.2296 169.40 I I I I VQ 2 +50 14.0536 119.65 Q V 2 +55 14.6120 81.08 I I Q I I V 3+ 0 15.0499 63.58 Q 3+ 5 15.3750 47.21 I QI I I V 3 +10 15.5934 31.70 Q V 3 +15 15.7442 21.90 I Q I I I VI 3 +20 15.8571 16.40 Q VI 3 +25 15.9419 12.31 I Q I I I VI 3 +30 16.0039 9.01 3 +35 16.0517 6.94 IQ I I I VI 3 +40 16.0859 4.95 Q VI 3 +45 16.1090 3.37 Q I I I VI 3 +50 16.1214 1.80 Q VI 3 +55 16.1264 0.73 Q I I I VI 4+ 0 16.1296 0.46 Q 4+ 5 16.1314 0.26 Q i I I VI 4 +10 ----- - - - - -- 16.1319 ----------------------------------------------------- 0.07 Q I I I V - - - - -- Appendix A -3 PRE DEVELOPMENT DRAINAGE AREA TRIBUTARY TO POND 1 UNIT HYDROGRAPH CALCULATION 100 YEAR / 6HR STORM 78.900 Avenue 47 .. M O l S ! suite 208 Lo Cuinte, 92253 G OPLANNERS C L 1 Z Voice: 760- 771 -6013 FAX: 760.7714073 ENGINEERS SURVEYORS i 1-1 U n i t H y d r o g r a .p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 05/03/11 File: POND1X61006100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TRACT 33226 PRE DEVELOPMENT, DRAINAGE AREA TRIBUTARY TO POND 1 Q100 / 6HR STORM [FILE:POND1X6100] -------------------------------------------------------------------- Drainage Area = 102.90(Ac.) = 0.161 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 102.90(Ac.) _ Sq. Mi. Length along longest watercourse = 5585.00(Ft.) Length along longest watercourse measured to centroid = 2792.00(Ft.) Length along longest watercourse = 1.058 Mi. Length along longest watercourse measured to centroid = 0.529 Mi. Difference in elevation = 31.20(Ft.) Slope along watercourse = 29.4962 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.152 Hr. Lag time = 9.11 Min. 25% of lag time = 2.28 Min. 40% of lag time = 3.64 Min. .Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 102.90 0.85 87.47 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 102.90 3.10 318.99 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.850(In) Area Averaged 100 -Year Rainfall = 3.100(In) 0.161 Point rain (area averaged) = 3.100(In) Areal adjustment factor = 99.96 s Adjusted average point rain = 3.099(In) Sub -Area Data: P G Area(Ac.) Runoff Index Impervious 60.900 69.00 0 42.000 69.00 .000 Total Area Entered = 102.90(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Areas F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 69.0 69.0 0.373 0.500 0.205 0.592 0.121 69.0 69.0 0.373 0.000 0.373 0.408 0.152 Sum (F) = 0.274 Area averaged mean soil loss (F) (In /Hr) = 0.274 Minimum soil-loss rate ((In /Hr)) = 0.137 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.410 --------------------------------------------------------------- - - - - -- U n i t H y d r o g r a p h VALLEY S -Curve The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 0.50 0.186 ( 0.274) 0.076 0.110 2 0.17 0.60 0.223 ( 0.274) 0.091 0.132 3 0.25 0.60 0.223 ( 0.274) 0.091 0.132 4 0.33 0.60 0.223 ( 0.274) 0.091 0.132 5 0.42 0.60 0.223 ( 0.274) 0.091 0.132 6 0.50 0.70 0.260 ( 0.274) 0.107 0.154 7 0.58 0.70 0.260 ( 0.274) 0.107 0.154 8 0.67 0.70 0.260 ( 0.274) 0.107 0.154 9 0.75 0.70 0.260 ( 0.274) 0.107 0.154 10 0.83 0.70 0.260 ( 0.274) 0.107 0.154 Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) 1 0.083 54.911 7.102 7.366 2 0.167 109.821 30.167 31.284 3 0.250 164.732 28.039 29.077 4 0.333 219.643 11.417 11.839 5 0.417 274.553 6.414 6.652 6 0.500 329.464 4.411 4.574 7 0.583 384.375 3.193 3.312 8 0.667 439.285 2.309 2.394 9 0.750 494.196 1.748 1.813 10 0.833 549.107 1.474 1.528 11 0.917 604.017 1.104 1.145 12 1.000 658.928 0.860 0.892 13 1.083 713.839 0.626 0.649 14 1.167 768.749 0.549 0.569 15 1.250 823.660 0.587 0.609 ----------------------------------------------------------------- Sum = 100.000 Sum= 103.704 - - - - -- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 0.50 0.186 ( 0.274) 0.076 0.110 2 0.17 0.60 0.223 ( 0.274) 0.091 0.132 3 0.25 0.60 0.223 ( 0.274) 0.091 0.132 4 0.33 0.60 0.223 ( 0.274) 0.091 0.132 5 0.42 0.60 0.223 ( 0.274) 0.091 0.132 6 0.50 0.70 0.260 ( 0.274) 0.107 0.154 7 0.58 0.70 0.260 ( 0.274) 0.107 0.154 8 0.67 0.70 0.260 ( 0.274) 0.107 0.154 9 0.75 0.70 0.260 ( 0.274) 0.107 0.154 10 0.83 0.70 0.260 ( 0.274) 0.107 0.154 11 0.92 0.70 0.260 12 1.00 0.80 0.297 13 1.08 0.80 0.297 14 1.17 0.80 0.297 15 1.25 0.80 0.297 16 1.33 0.80 0.297 17 1.42 0.80 0.297 18 1.50 0.80 0.297 19 1.58 0.80 0.297 20 1.67 0.80 0.297 21 1.75 0.80 0.297 22 1.83 0.80 0.297 23 1.92 0.80 0.297 24 2.00 0.90 0.335 25 2.08 0.80 0.297 26 2.17 0.90 0.335 27 2.25 0.90 0.335 28 2.33 0.90 0.335 29 2.42 0.90 0.335 30 2.50 0.90 0.335 31 2.58 0.90 0.335 32 2.67 0.90 0.335 33 2.75 1.00 0.372 34 2.83 1.00 0.372 35 2.92 1.00 0.372 36 3.00 1.00 0.372 37 3.08 1.00 0.372 38 3.17 1.10 0.409 39 3.25 1.10 0.409 40 3.33 1.10 0.409 41 3.42 1.20 0.446 42 3.50 1.30 0.483 43 3.58 1.40 0.521 44 3.67 1.40 0.521 45 3.75 1.50 0.558 46 3.83 1.50 0.558 47 3.92 1.60 0.595 48 4.00 1.60 0.595 49 4.08 1.70 0.632 50 4.17 1.80 0.669 51 4.25 1.90 0.707 52 4.33 2.00 0.744 53 4.42 2.10 0.781 54 4.50 2.10 0.781 55 4.58 2.20 0.818 56 4.67 2.30 0.855 57 4.75 2.40 0.892 58 4.83 2.40 0.892 59 4.92 2.50 0.930 60 5.00 2.60 0.967 61 5.08 3.10 1.153 62 5.17 3.60 1.339 63 5.25 3.90 1.450 64 5.33 4.20 1.562 65 5.42 4.70 1.748 66 5.50 5.60 2.082 67 5.58 1.90 0.707 68 5.67 0.90 0.335 69 5.75 0.60 0.223 70 5.83 0.50 0.186 71 5.92 0.30 0.112 72 6.00 0.20 0.074 (Loss Rate Not Used) Sum = 100.0 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274) 0.274 0.274 0.274 0.274 0.274 0.274 0.274 0.274 0.274 0.274 0.274 0.274 0.274 0.274 0.274 0.274 0.274 0.274 0.274) 0.274) 0.274) 0.274) 0.274) 0.107 0.154 0.122 0.176 0.122 0.176 0.122 0.176 0.122 0.176 0.122 0.176 0.122 0.176 0.122 0.176 0.122 0.176 0.122 0.176 0.122 0.176 0.122 0.176 0.122 0.176 0.137 0.197 0.122 0.176 0.137 0.197 0.137 0.197 0.137 0.197 0.137 0.197 0.137 0.197 0.137 0.197 0.137 0.197 0.152 0.219 0..152 0.219 0.152 0.219 0.152 0.219 0.152 0.219 0.168 0.241 0.168 0.241 0.168 0.241 0.183 0.263 0.198 0.285 0.213 0.307 0.213 0.307 0.229 0.329 0.229 0.329 0.244 0.351 0.244 0.351 0.259 0.373 0.274) 0.396 0.290) 0.433 0.305) 0.470 0.320) 0.507 0.320) 0.507 0.335) 0.545 0.351) 0.582 0.366) 0.619 0.366) 0.619 0.381) 0.656 0.396) 0.693 0.473) 0.879 0.549) 1.065 0.595) 1.177 0.640) 1.288 0.717) 1.474 0.854) 1.809 0.290) 0.433 0.137 0.197 0.091 0.132 0.076 0.110 0.046 0.066 0.030 0.044 Sum = 24.8 Flood volume = Effective rainfall 2.07(In) times area 102.9(Ac.) /[(In) /(Ft.)] _ Total soil loss = 1.03(In) Total soil loss = 8.824(Ac.Ft) Total rainfall = 3.10(In) Flood volume = 773154.3 Cubic Feet Total soil loss = 384369.8 Cubic Feet / b 17.7(Ac.Ft) -------------------------------------------------------------------- Peak flow rate of this hydrograph = 139.560(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 50.0 100.0 150.0 200.0 0+ 5 0.0056 0 +10 0.0359 0 +15 0.0929 0 +20 0.1633 0 +25 0.2405 0 +30 0.3233 0 +35 0.4140 0 +40 0.5114 0 +45 0.6123 0 +50 0.7157 0 +55 0.8209 1+ 0 0.9285 1+ 5 1.0418 1 +10 1.1603 1 +15 1.2814 1 +20 1.4038 1 +25 1.5270 1 +30 1.6508 1 +35 1.7751 1 +40 1.8997 1 +45 2.0245 1 +50 2.1495 1 +55 2.2747 2+ 0 2.4010 2+ 5 2.5311 2 +10 2.6620 2 +15 2.7951 2 +20 2.9318 2 +25 3.0699 2 +30 3.2089 2 +35 3.3484 2 +40 3.4883 2 +45 3.6297 2 +50 3.7760 2 +55 3.9269 3+ 0 4.0797 3+ 5 4.2336 3 +10 4.3895 3 +15 4.5506 3 +20 4.7165 3 +25 4.8856 3 +30 5.0618 3 +35 5.2491 3 +40 5.4479 3 +45 5.6555 0.81 Q 4.40 Q 8.28 VQ 10.22 V Q 11.21 V Q 12.02 V Q 13.17 V Q 14.14 IVQ 14.66 IVQ 15.01 IV Q 15.27 IV Q 15.63 I VQ 16.46 I VQ 17.21 I VQ 17.58 I VQ 17.77 I Q 17.89 I Q 17.98 I Q 18.04 I QV 18.09 I QV 18.13 I QV 18.15 I QV 18.17 I Q V 18.35 I Q V 18.89 I Q V 19.01 I Q V 19.32 I Q V 19.84 I Q V 20.06 I Q V 20.18 I Q V 20.26 I Q V 20.32 I Q V 20.53 I Q V 21.24 I Q V 21.91 I Q V 22.19 I Q VI 22.35 I Q VI 22.63 I Q VI 23.39 I Q V 24.09 I Q V 24.55 I Q IV 25.58 I Q IV 27.19 I Q IV 28.87 I Q I V 30.14 I Q I V 3 +50 5.8717 31.39 .3 +55 6.0959 32.56 4+ 0 6.3284 33.75 4+ 5 6.5686 34.88 4 +10 6.8182 36.24 4 +15 7.0813 38.20 4 +20 7.3623 40.81 4 +25 7.6648 43.91 4 +30 7.9883 46.98 4 +35 8.3279 49.31 4 +40 8.6848 51.81 4 +45 9.0637 55.02 4 +50 9.4646 58.20 4 +55 9.8820 60.61 5+ 0 10.3171 63.18 5+ 5 10.7823 67.55 5 +10 11.3113 76.80 5 +15 11.9307 89.95 5 +20 12.6373 102.60 5 +25 13.4271 114.67 5 +30 14.3225 130.01 5 +35 15.2836 139.56 5 +40 16.0358 109.21 5 +45 16.5066 68.36 5 +50 16.8333 47.44 5 +55 17.0797 35.76 6+ 0 17.2677 27.30 6+ 5 17.4085 20.44 6 +10 17.5101 14.76 6 +15 17.5835 10.67 6 +20 17.6375 7.84 6 +25 17.6771 5.74 6 +30 17.7054 4.12 6 +35 17.7256 2.93 6 +40 17.7387 1.90 6 +45 17.7435 0.70 6 +50 17.7461 0.38 6 +55 17.7476 0.22 S 7+ 0 17.7485 0.13 7+ 5 17.7490 0.07 7 +10 17.7492 0.03 ------------------------- --- - - - - -- VI V Q i V Q V Q V V Q V Q V VV Q QQ V I V I QQ VV I Q Q � V VV IQ QQ VV I Q V Q I V QI Q V Q V Q VI Q VI Q VI Q VI Q VI VI VI VI VI VI VI VI VI V Appendix A -4 PRE DEVELOPMENT DRAINAGE AREA TRIBUTARY TO POND 1 UNIT HYDROGRAPH CALCULATION 100 YEAR / 24-HR STORM 78-900 Avenue 47 . M O S ! Sidle 108 b CuiMe, CA 92153 RPLANNERS c l i Z Veke! 760- 771.4013 FAIL• 760-771.4073 ENGINEERS SURVEYORS i i U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 05/03/11 File: POND1X2410024100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English .(in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TRACT 33226 PRE DEVELOPMENT, DRAINAGE AREA TRIBUTARY TO POND 1 Q100 / 24HR STORM [FILE:POND1X24100] -------------------------------------------------------------------- Drainage Area = 102.90(Ac.) = 0.161 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 102.90(Ac.) = 0.161 Sq. Mi. Length along longest watercourse = 5585.00(Ft.) Length along longest watercourse measured to centroid = 2792.00(Ft.) Length along longest watercourse = 1.058 Mi. Length along longest watercourse measured to centroid = 0.529 Mi. Difference in elevation = 31.20(Ft.) Slope along watercourse = 29.4962 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.152 Hr. Lag time = 9.11 Min. 2596 of lag time = 2.28 Min. 40% of lag time = 3.64 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User.Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 102.90 1.12 115.25 100 YEAR Area rainfall data: Area(Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 102.90 4.00 411.60 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.120(In) Area Averaged 100 -Year Rainfall = 4.000(In) E Point rain (area averaged) = 4.000(In) Areal adjustment factor = 99.98 % Adjusted average point rain = 3.999(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious 60.900 69.00 0 42.000 69.00 .000 Total Area Entered = 102.90(A .) oss 1 tGr RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 69.0 69.0 0.373 0.500 0.205 0.592 0.121 69.0 69.0 0.373 0.000 0.373 0.408 0.152 Sum (F) = 0.274 Area averaged mean soil loss (F) (In /Hr) = 0.274 Minimum soil loss rate ((In /Hr)) = 0.137 (for 24 hour storm duration) Soil --------------------------------------------------------------------- low loss rate (decimal) = 0.410 U n i t H y d r o g r a p h . VALLEY S -Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) 1 0.083 54.911 7.102 7.366 2 0.167 109.821 30.167 31.284 3 0.250 164.732 28.039 29.077 4 0.333 219.643 11.417 11.839 5 0.417 274.553 6.414 6.652 6 0.500 329.464 4.411 4.574 7 0.583 384.375 3.193 3.312 8 0.667 439.285 2.309 2.394 9 0.750 494.196 1.748 1.813 10 0.833 549.107 1.474 1.528 11 0.917 604.017 1.104 1.145 12 1.000 658.928 0.860 0.892 13 1.083 713.839 0.626 0.649 14 1.167 768.749 0.549 0.569 15 1.250 823.660 .0.587 0.609 Sum = 100.000 Sum= 103.704 The following loss ate calculations reflect use of the minimum calculated rate subtracted om the Storm Raan to produce the maximum Effective Rain ,�;_ J Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr. Percent (In /Hr) Max I Low (In /Hr) 1 0.08 0.07 0.032 ( 0.485) .0.013 0.019 2 0.17 0.07 0.032 ( 0.483) 0.013 0.019 3 0.25 0.07 0.032 ( 0.481) 0.013 0.019 4 0.33 0.10 0.048 ( 0.479) 0.020 0.028 5 0.42 0.10 0.048 ( 0.477) 0.020 0.028 6 0.50 0.10 0.048 ( 0.476) 0.020 0.028 7 0.58 0.10 0.048 ( 0.474) 0.020 0.028 8 0.67 0.10 0.048 ( 0.472) 0.020 0.028 9 0.75 0.10 0.048 ( 0.470) 0.020 0.028 10 0.83 0.13 0.064 ( 0.468) 0.026 0.038 oss 1 tGr 11 0.92 12 1.00 13 1.08 14 1.17 15 1.25 16 1.33 17 1.42 18 1.50 19 1.58 20 1.67 21 1.75 22 1.83 23 1.92 24 2.00 25 2.08 26 2.17 27 2.25 28 2.33 29 2.42 30 2.50 31 2.58 32 2.67 33 2.75 34 2.83 3,5 2.92 36 3.00 37 3.08 38 3.17 39 3.25 40 3.33 41 3.42 42 3.50 43 3.58 44 3.67 45 3.75 46 3.83 47 3.92 48 4.00 49 4.08 50 4.17 51 4.25 52 4.33 53 4.42 54 4.50 55 4.58 56 4.67 57 4.75 58 4.83 59 4.92 60 5.00 61 5.08 62 5.17 63 5.25 64 5.33 65 5.42 66 5.50 67 5.58 68 5.67 69 5.75 70 5.83 71 5.92 72 6.00 73 6.08 74 6.17 0.13 0.13 0.10 0.10 0.10 0.10 0 '.10 0.10 0.10 0.10 0.10 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.20 0.20 0.20 0.20 0.20 0.20 0.23 0.23 0.23 0.23 0.23 0.23 0.27 0.27 0.27 0.20 0.20 0.20 0.23 0.23 0.23 0.27 0.27 0.27 0.27 0.27 0.27 0.30 0.30 0.064 0.064 0.048 0.048 0.048 0.048 0.048 0.048 0.048 0.048 0.048 0.064 0.064 0.064 0.064 0.064 0.064 0.064 0.064 0.064 0.080 0.080 0.080 0.080 0.080 0.080 0.080 0.080 0.080 0.080 0.080 0.080 0.080 0.080 0.080 0.096 0.096 0.096 0.096 0.096 0.096 0.112 0.112 0.112 0.112 0.112 0.112 0.128 0.128 0.128 0.096 0.096 0.096 0.112 0.112 0.112 0.128 0.128 0.128 0.128 0.128 0.128 0.144 0.144 0.466) 0.464) 0.463) 0.461) 0.459) 0.457) 0.455) 0.453) 0.452) 0.450) 0.448) 0.446) 0.444) 0.443) 0.441) 0.439) 0.437) 0.436) 0.434) 0.432) 0.430) 0.428) 0.427) 0.425) 0.423) 0.421) 0.420) 0.418) 0.416) 0.414) 0.413) 0.411) 0.409) 0.408) 0.406) 0.404) 0.402) 0.401) 0.399) 0.397) 0.396) 0.394) 0.392) 0.391) 0.389) 0.387) 0.386) 0.384) 0.382) 0.381) 0.379) 0.377) 0.376) 0.374) 0.372) 0.371) 0.369) 0.367) 0.366) 0.364) 0.363) 0.361) 0.359) 0.358) 0.026 0.026 0.020 0.020 0.020 0.020 0.020 0.020 0.020 0.020 0.020 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.033 0.033 0.033 0.033 0.033 0.033 0.033 0.033 0.033 0.033 0.033 0.033 0.033 0.033 0.033 0.039 0.039 0.039 0.039 0.039 0.039 0.046 0.046 0.046 0.046 0.046 0.046 0.052 0.052 0.052 0.039 0.039 0.039 0.046 0.046 0.046 0.052 0.052 0.052 0.052 0.052 0.052 0.059 0.059 0.03E 0:03E 0.02E 0.028 0.028 0.028 0.028 0.028 0.028 0.028 0.028 0.038 0.038 0.038 0.038 0.038 0.038 0.038 0.038 0.038 0.047 0.047 0.047 0.047 0.047 0.047 0.047 0.047 0.047 0.047 0.047 0.047 0.047 0.047 0.047 0.057 0.057 0.057 0.057 0.057 0.057 0.066 0.066 0.066 0.066 0.066 0.066 0.076 0.076 0.076 0.057 0.057 0.057 0.066 0.066 0.066 0.076 0.076 0.076 0.076 0.076 0.076 0.085 0.085 75 6.25 76 6.33 77 6.42 78 6.50 79 6.58 80 6.67 81 6.75 82 6.83 83 6.92 84 7.00 85 7.08 86 7.17 87 7.25 88 7.33 89 7.42 90 7.50 91 7.58 92 7.67 93 7.75 94 7.83 95 7.92 96 8.00 97 8.08 98 8.17 99 8.25 100 8.33 101 8.42 102 8.50 103 8.58 104 8.67 105 8.75 106 8.83 107 8.92 108 9.00 109 9.08 110 9.17 111 9.25 112 9.33 113 9.42 114 9.50 115 9.58 116 9.67 117 9.75 118 9.83 119 .9.92 120 10.00 121 10.08 122 10.17 123 10.25 124 10.33 125 10.42 126 10.50 127 10.58 128 10.67 129 10.75 130 10.83 131 10.92 132 11.00 133 11.08 134 11.17 135 11.25 136 11.33 137 11.42 138 11.50 0.30 0.30 0.30 0.30 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.37 0.37 0.37 0.40 0.40 0.40 0.43 0.43 0.43 0.50 0.50 0.50 0.50 0.50 0.50 0.53 0.53 0.53 0.57 0.57 0.57 0.63 0.63 0.63 0.67 0.67 0.67 0.70 0.70 0.70 0.73 0.73 0.73 0.50 0.50 0.50 0.50 0.50 0.50 0.67 0.67 0.67 0.67 0.67 0.67 0.63 0.63 0.63 0.63 0.63 0.63 0.144 0.144 0.144 0.144 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.160 0.176 0.176 0.176 0.192 0.192 0.192 0.208 0.208 0.208 0.240 0.240 0.240 0.240 0.240 0.240 0.256 0.256 0.256 0.272 0.272 0.272 0.304 0.304 0.304 0.320 0.320 0.320 0.336 0.336 0.336 0.352 0.352 0.352 0.240 0.240 0.240 0.240 0.240 0.240 0.320 0.320 0.320 0.320 0.320 0.320 0.304 0.304 0.304 0.304 0.304 0.304 0.356) 0.355) 0.353) 0.351) 0.350) 0.348) 0.347) 0.345) 0.344) 0.342) 0.341) 0.339) 0.337) 0.336) 0.334) 0.333) 0.331) 0.330) 0.328) 0.327) 0.325) 0.324) 0.322) 0.321) 0.319) 0.318) 0.316) 0.315) 0.313) 0.312) 0.310) 0.309) 0.307) 0.306) 0.304) 0.303) 0.302) 0.300) 0.299) 0.297) 0.296) 0.294) 0.293) 0.292) 0.290) 0.289) 0.287) 0.286) 0.285) 0.283) 0.282) 0.281) 0.279) 0.278) 0.276) 0.275) 0.274) 0.272) 0.271) 0.270) 0.268) 0.267) 0.266) 0.264) 0.059 0.059 0.059 0.059 0.066 0.066 0.066 0.066 0.066 0.066 0.066 0.066 0.066 0.072 0.072 0.072 0.079 0.079 0.079 0.085 0.085 0.085 0.098 0.098 0.098 0.098 0.098 0.098 0.105 0.105 0.105 0.111 0.111 0.111 0.125 0.125 0.125 0.131 0.131 0.131 0.138 0.138 0.138 0.144 0.144 0.144 0.098 0.098 0.098 0.098 0.098 0.098 0.131 0.131 0.131 0.131 0.131 0.131 0.125 0.125 0.125 0.125 0.125 0.125 0.085 0.085 0.085 0.085 0.094 0.094 0.094 0.094 0.094 0.094 0.094 0.094 0.094 0.104 0.104 0.104 0.113 0.113 0.113 0.123 0.123 0.123 0.142 0.142 0.142 0.142 0.142 0.142 0.151 0.151 0.151 0.160 0.160 0.160 0.179 0.179 0.179 0.189 0.189 0.189 0.198 0.198 0.198 0.208 0.208 0.208 0.142 0.142 0.142 0.142 0.142 0.142 0.189 0.189 0.189 0.189 0.189 0.189 0.179 0.179 0.179 0.179 0.179 0.179 139 11.58 140 11.67 141 11.75 142 11.83 143 11.92 144 12.00 145 12.08 146 12.17 147 12.25 148 12.33 149 12.42 150 12.50 151 12.58 152 12.67 153 12.75 154 12.83 155 12.92 156 13.00 157 13.08 158 13.17 159 13.25 160 13.33 161 13.42 162 13.50 163 13.58 164 13.67 165 13.75 166 13.83 167 13.92 168 14.00 169 14.08 170 14.17 171 14.25 172 14.33 173 14.42 174 14.50 175 14.58 176 14.67 177 14.75 178 14.83 179 14.92 180 15.00 181 15.08 182 15.17 183 15.25 184 15.33 185 15.42 186 15.50 187 15.58 188 15.67 189 15.75 190 15.83 191 15.92 192 16.00 193 16.08 194 16.17 195 16.25 196 16.33 197 16.42 198 16.50 199 16.58 200 16.67 201 16.75 202 16.83 0.57 0.57 0.57 0.60 0.60 0.60 0.83 0.83 0.83 0.87 0.87 0.87 0.93 0.93 0.93 0.97 0.97 0.97 1.13 1.13 1.13 1.13 1.13 1.13 0.77 0.77 0.77 0.77 0.77 0.77 0.90 0.90 0.90 0.87 0.87 0.87 0.87 0.87 0.87 0.83 0.83 0.83 0.80 0.80 0.80 0.77 0.77 0.77 0.63 0.63 0.63 0.63 0.63 0.63 0.13 0.13 0.13 0.13 0.13 0.13 0.10 0.10 0.10 0.10 0.272 0.272 0.272 0.288 0.288 0.288 0.400 0.400 0.400 0.416 0.416 0.416 0.448 0.448 0.448 0.464 0.464 0.464 0.544 0.544 0.544 0.544 0.544 0.544 0.368 0.368 0.368 0.368 0.368 0.368 0.432 0.432 0.432 0.416 0.416 0.416 0.416 0.416 0.416 0.400 0.400 0.400 0.384 0.384 0.384 0.368 0.368 0.368 0.304 0.304 0.304 0.304 0.304 0.304 0.064 0.064 0.064 0.064 0.064 0.064 0.048 0.048 0.048 0.048 0.263) 0.111 0.262) 0.111 0.260) 0.111 0.259) 0.118 0.258) 0.118 0.257) 0.118 0.255) 0.164 0.254) 0.164 0.253) 0,. 164 0.251) 0.171 0.250) 0.171 0.249) 0.171 0.248) 0.184 0.246) 0.184 0.245) 0.184 0.244) 0.190 0.243) 0.190 0.242) 0.190 0.240) 0.223 0.239) 0.223 0.238) 0.223 0.237) 0.223 0.235) 0.223 0.234) 0.223 0.233) 0.151 0.232) 0.151 0.231) 0.151 0.230) 0.151 0.228) 0.151 0.227) 0.151 0.226) 0.177 0.225) 0.177 0.224) 0.177 0.223) 0.171 0.221) 0.171 0.220) 0.171 0.219) 0.171 0.218) 0.171 0.217) 0.171 0.216) 0.164 0.215) 0.164 0.214) 0.164 0.213) 0.157 0.211) 0.157 0.210) 0.157 0.209) 0.151 0.208) 0.151 0.207) 0.151 0.206) 0.125 0.205) 0.125 0.204) 0.125 0.203) 0.125 0.202) 0.125 0.201) 0.125 0.200) 0.026 0.199) 0.026 0.198) 0.026 0.197) 0.026 0.196) 0.026 0.195) 0.026 0.194) 0.020 0.193) 0.020 0.192) 0.020 0.191) 0.020 0.160 0.160 0.160 0.170 0.170 0.170 0.236 0.236 0.236 0.245 0.245 0.245 0.264 0.264 0.264 0.274 0.274 0.274 0.321 0.321 0.321 0.321 0.321 0.321 0.217 0.217 0.217 0.217 0.217 0.217 0.255 0.255 0.255 0.245 0.245 0.245 0.245 0.245 0.245 0.236 0.236 0.236 0.227 0.227 0.227 0.217 0.217 0.217 0.179 0.179 0.179 0.179 0.179 0.179 0.038 0.038 0.038 0.038 0.038 0.038 0.028 0.028 0.028 0.028 203 16.92 204 17.00 205 17.08 206 17.17 207 17.25 208 17.33 209 17.42 210 17.50 211 17.58 212 17.67 213 17.75 214 17.83 215 17.92 216 18.00 217 18.08 218 18.17 219 18.25 220 18.33 221 18.42 222 18.50 223 18.58 224 18.67 225 18.75 226 18.83 227 18.92 228 19.00 229 19.08 230 19.17 231 19.25 232 19.33 233 19.42 234 19.50 235 19.58 236 19.67 237 19.75 238 19.83 239 19.92 240 20.00 241 20.08 242 20.17 243 20.25 244 20.33 245 20.42 246 20.50 247 20.58 248 20.67 249 20.75 250 20.83 251 20.92 252 21.00 253 21.08 254 21.17 255 21.25 256 21.33 257 21.42 258 21.50 259 21.58 260 21.67 261 21.75 262 21.83 263 21.92 264 22.00 265 22.08 266 22.17 0.10 0.10 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.13 0.10 0.10 0.10 0.07 0.07 0.07 0.10 0.10 0.10 0.13 0.13 0.13 0.10 0.10 0.10 0.07 0.07 0.07 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.10 0.07 0.07 0.07 0.10 0.10 0.10 0.07 0.07 0.07 0.10 0.10 0.10 0.07 0.07 0.07 0.10 0.10 0.048 0.048 0.080 0.080 0.080 0.080 0.080 0.080 0.080 0.080 0.080 0.064 0.064 0.064 0.064 0.064 0.064 0.064 0.064 0.064 0.048 0.048 0.048 0.032 0.032 0.032 0.048 0.048 0.048 0.064 0.064 0.064 0.048 0.048 0.048 0.032 0.032 0.032 0.048 0.048 0.048 0.048 0.048 0.048 0.048 0.048 0.048 0.032 0.032 0.032 0.048 0.048 0.048 0.032 0.032 0.032 0.048 0.048 0.048 0.032 0.032 0.032 0.048 0.048 0.190) 0.189) 0.188) 0.187) 0.186) 0.185) 0.184) 0.183) 0.182) 0.181) 0.181) 0.180) 0.179) 0.178) 0.177) 0.176) 0.175) 0.174) 0.174) 0.173) 0.172) 0.171) 0.170) 0.169) 0.169) 0.168) 0.167) 0.166) 0.165) 0.165) 0.164) 0.163) 0.162) 0.162) 0.161) 0.160) 0.160) 0.159) 0.158) 0.157) 0.157) 0.156) 0.155) 0.155) 0.154) 0.153) 0.153) 0.152) 0.152) 0.151) 0.150) 0.150) 0.149) 0.149) 0.148) 0.148) 0.147) 0.146) 0.146) 0.145) 0.145) 0.144) 0.144) 0.143) 0.020 0.020 0.033 0.033 0.033 0.033 0.033 0.033 0.033 0.033 0.033 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.026 0.020 0.020 0.020 0.013 0.013 0.013 0.020 0.020 0.020 0.026 0.026 0.026 0.020 0.020 0.020 0.013 0.013 0.013 0.020 0.020 0.020 0.020 0.020 0.020 0.020 0.020 0.020 0.013 0.013 0.013 0.020 0.020 0.020 0.013 0.013 0.013 0.020 0.020 0.020 0.013 0.013 0.013 0.020 0.020 0.02E 0.02E 0.047 0.047 0.047 0.047 0.047 0.047 0.047 0.047 0.047 0.038 0.038 0.038 0.038 0.038 0.038 0.038 0.038 0.038 0.028 0.028 0.028 0.019 0.019 0.019 0.028 0.028 0.028 0.038 0.038 0.038 0.028 0.028 0.028 0.019 0.019 0.019 0.028 0.028 0.028 0.028 0.028 0.028 0.028 0.028 0.028 0.019 0.019 0.019 0.028 0.028 0.028 0.019 0.019 0.019 0.028 0.028 0.028 0.019 0.019 0.019 0.028 0.028 i I i 267 268 269 270 271 272 273 274 275 276 277 278 279 280 281 282 283 284 285 286 287 288 22.25 0 0.10 0 0.048 ( 0 0.143) 0 0.020 0 0.028 22.33 0 0.07 0 0.032 ( 0 0.143) 0 0.013 0 0.019 22.42 0 0.07 0 0.032 ( 0 0.142) 0 0.013 0 0.019 22.50 0 0.07 0 0.032 ( 0 0.142) 0 0.013 0 0.019 22.58 0 0.07 0 0.032 ( 0 0.141) 0 0.013 0 0.019 22.67 0 0.07 0 0.032 ( 0 0.141) 0 0.013 0 0.019 22.75 0 0.07 0 0.032 ( 0 0.141) 0 0.013 0 0.019 22.83 0 0.07 0 0.032 ( 0 0.140) 0 0.013 0 0.019 22.92 0 0.07 0 0.032 ( 0 0.140) 0 0.013 0 0.019 23.00 0 0.07 0 0.032 ( 0 0.139) 0 0.013 0 0.019 23.08 0 0.07 0 0.032 ( 0 0.139) 0 0.013 0 0.019 23.17 0 0.07 0 0.032 ( 0 0.139) 0 0.013 0 0.019 23.25 0 0.07 0 0.032 ( 0 0.139) 0 0.013 0 0.019 23.33 0 0.07 0 0.032 ( 0 0.138) 0 0.013 0 0.019 23.42 0 0.07 0 0.032 ( 0 0.138) 0 0.013 0 0.019 23.50 0 0.0.7 0 0.032 ( 0 0.138) 0 0.013 0 0.019 23.58 0 0.07 0 0.032 ( 0 0.138) 0 0.013 0 0.019 23.67 0 0.07 0 0.032 ( 0 0.137) 0 0.013 0 0.019 23.75 0 0.07 0 0.032 ( 0 0.137) 0 0.013 0 0.019 23.83 0 0.07 0 0.032 ( 0 0.137) 0 0.013 0 0.019 23.92 0 0.07 0 0.032 ( 0 0.137) 0 0.013 0 0.019 24.00 0 0.07 0 0.032 ( 0 0.137) 0 0.013 0 0.019 (Loss Rate N Not Used) Sum = 1 100.0 S Sum = 2 28.3 Flood v volume = E Effective rainfall 2 2.36(In) ✓ 7 times a area 1 102.9(Ac.) /[(In) /(Ft.)] = 2 20.2(Ac.Ft) ✓ / 7 Total s soil loss = = 1.64(In) \ \ Total s soil loss = = 14.060(Ac.Ft) \ \y/ Total r rainfall = = 4.00(In) \ Flood - --I lum = \- J'`' e is eet l r- Total soil loss = 612461.2 Cubic Feet -------------------------------------------------------------- - - - - -- Peak flow rate of this hydrograph = 32.600(CFS) -------------------------------------------------------------- - - - - -- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 10.0 20.0 30.0 40.0 ----------------------------------------------------------------------- 0+ 5 0.0010 0.14 Q 0 +10 0.0060 0.73 Q 0 +15 0.0148 1.28 VQ 0 +20 0.0256 1.57 VQ 0 +25 0.0394 1.99 VQ 0 +30 0.0556 2.35 V 0 +35 0.0730 2.53 V Q 0 +40 0.0911 2.64 V Q 0 +45 0.1098 2.71 V Q 0 +50 0.1294 2.84 V Q 0 +55 0.1513 3.18 V Q 1+ 0 0.1754 3.49 V Q 1+ 5 0.1999 3.56 V Q 1 +10 0.2230 3.35 V. Q 1 +15 0.2446 3.14 V Q 1 +20 0.2657 3.06 V Q 1 +25 0.2866 3.03 V Q 1 +30 0.3073 3.01 V Q 1 +35 0.3279 2.99 V Q 1 +40 0.3484 2.98 V Q 1 +45 0.3689 2.97 V Q 1 +50 1 +55 2+ 0 2+ 5 2 +10 2 +15 2 +20 2 +25 2 +30 2 +35 2 +40 2 +45 2 +50 2 +55 3+ 0 3+ 5 3 +10 3 +15 3 +20 3 +25 3 +30 3 +35 3 +40 3 +45 3 +50 3 +55 4+ 0 4+ 5 4 +10 4 +15 4 +20 4 +25 4 +30 4 +35 4 +40 4 +45 4 +50 4 +55 5+ 0 5+ 5 5 +10 5 +15 5 +20 5 +25 5 +30 5 +35 5 +40 5 +45 5 +50 5 +55 6+ 0 6+ 5 6 +10 6 +15 6 +20 6 +25 6 +30 6 +35 6 +40 6 +45 6 +50 6 +55 7+ 0 7+ 5 0.3898 3.03 0.4126 3.32 0.4374 3.59 0.4629 3.70 0.4888 3.76 0.5149 3.80 0.5413 3.83 0.5678 3.85 0.5944 3.87 0.6216 3 . :95 0.6509 4.26 0.6822 4..54 0.7142 4..66 0.7468 4.73 0.7797 4.37 0.8128 4.81 0.8460 4.83 0.8794 4.85 0.9129 4.86 0.9464 4..87 0.9800 4.:88 1.0137 4.;89 1.0473 4.;89 1.0811 4.90 1.1153 4.'97 1.1515 5..26 1.1896 5.54 1.2285 5.65 1.2678 5.71 1.3075 5.75 1.3478 5.85 1.3903 6..17 1.4348 6.;46 1.4802 6.59 1.5261 6.66 1.5724 6.72 1.6194 6.82 1.6686 7.15 1.7198 7.'44 1.7710 7.43 1.8186 6.91 1.8628 6.,42 1.9062 6.30 1.9509 6.50 1.9971 6.;71 2.0443 6.;84 2.0936 7.17 2.1450 7.146 2.1971 7 . ±58 2.2498 7.165 2.3028 7.;70 2.3565 7.:80 2.4124 8.12 2.4703 8.41 2.5291 8.'54 2.5885 8.62 2.6482 8.'67 2.7087 8.'78 2.7714 9.10 2.8361 9.40 2.9018 9.53 2.9679 9.60 3.0344 9.65 3.1011 9.69 v v v v v v v v v v v v v v v v Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q v Q 7 +10 7 +15 7 +20 7 +25 7 +30 7 +35 7 +40 7 +45 7 +50 7 +55 8+ 0 8+ 5 8 +10 8 +15 8 +20 8 +25 8 +30 8 +35 8 +40 8 +45 8 +50 8 +55 9+ 0 9+ 5 9 +10 9 +15 9 +20 9 +25 9 +30 9 +35 9 +40 9 +45 9 +50 9 +55 10+ 0 10+ 5 10 +10 10 +15 10 +20 10 +25 10 +30 10 +35 10 +40 10 +45 10 +50 10 +55 11+ 0 11+ 5 11 +10 11 +15 11 +20 11 +25 11 +30 11 +35 11 +40 11 +45 11 +50 11 +55 12+ 0 12+ 5 12 +10 12 +15 12 +20 12 +25 3.1680 9.72 3.2351 9.74 3.3028 9.83 3.3726 10.13 3.4443 10.42 3.5173 10.60 3.5929 10.97 3.6706 11.29 3.7498 11.50 3.8317 11.88 3.9158 12.22 4.0020 12.51 4.0929 13.20 4.1881 13.82 4.2852 14.09 4.3834 14.26 4.4824 14.38 4.5825 14.53 4.6850 14.89 4.7897 15.21 4.8960 15.43 5.0049 15.81 5.1161 16.15 5.2294 16.45 5.3474 17.13 5.4696 17.75 5.5942 18.09 5.7220 18.55 5.8524 18.93 5.9846 19.20 6.1197 19.62 6.2573 19.98 6.3967 20.23 6.5388 20.64 6.6834 21.00 6.8258 20.68 6.9548 18.72 7.0710 16.88 7.1822 16.15 7.2906 15.75 7.3972 15.47 7.5048 15.62 7.6216 16.96 7.7471 18.23 7.8758 18.69 8.0062 18.93 8.1378 19.10 8.2696 19.14 8.3999 18.92 8.5286 18.69 8.6571 18.65 8.7855 18.64 8.9139 18.64 9.0413 18.50 9.1647 17.92 9.2844 17.38 9.4029 17.21 9.5225 17.37 9.6434 17.55 9.7679 18.08 9.9067 20.16 10.0588 22.08 10.2168 22.94 10.3798 23.67 V V V V V V Ql QI QI Q Q Q V Q V IQ v IQ V IQ V I Q v I Q V I Q V I Q VI Q VI Q VI Q VI Q VI Q v1 Q I VI Q VI Q V Q I V Q I V Q I V Q I IV Q IV Q IV Q IV QI v QI v QI Iv Q IV Q I V Q I V Q V Q V Q VQ VQ 1 VQ VQ VQ V Q I V Q V Q V QI V QI V Q I V Q I VQ I VQ I VQ VQ QV QV QV QV Q VI QVI I VQ VI Q I VQ I V Q 12 +30 10.5468 12 +35 10.7171 12 +40 10.8930 12 +45 11.0737 12 +50 11.2574 12 +55 11.4448 13+ 0 11.6351 13+ 5 11.8295 13 +10 12.0351 13 +15 12.2511 13 +20 12.4713 13 +25 12.6941 13 +30 12.9186 13 +35 13.1391 13 +40 13.3382 13 +45 13.5172 13 +50 13.6882 13 +55 13.8549 14+ 0 14.0187 14+ 5 14.1822 14 +10 14.3523 14 +15 14.5289 14 +20 14.7070 14 +25 14.8840 14 +30 15.0597 14 +35 15.2349 14 +40 15.4100 14 +45 15.5848 14 +50 15.7593 14 +55 15.9319 15+ 0 16.1027 15+ 5 16.2723 15 +10 16.4396 15 +15 16.6047 15 +20 16.7684 15 +25 16.9294 15 +30 17.0880 15 +35 17.2437 15 +40 17.3905 15 +45 17.5293 15 +50 17.6647 15 +55 17.7981 16+ 0 17.9301 16+ 5 18.0538 16 +10 18.1464 16 +15 18.2100 16 +20 18.2616 16 +25 18.3064 16 +30 18.3464 16 +35 18.3826 16 +40 18.4142 16 +45 18.4421 16 +50 18.4676 16 +55 18.4917 17+ 0 18.5145 17+ 5 18.5375 17 +10 18.5638 17 +15 18.5932 17 +20 18.6240 17 +25 18.6557 17 +30 18.6878 17 +35 18.7204 17 +40 18.7532 17 +45 18.7862 24.25 I I V Q 24.72 I I IV Q 25.54 I I IV Q 26.24 I I IV Q 26.68 Q 27.20 I I I V Q 27.64 I I I V QQ 28.22 29.86 I I I V QI 31.36 V IQ 31.98 I I I V IQ 32.34 V 32.60 I I I V I Q 32.02 I I I VV Q I Q 28.90 25.99 QV 24.84 I I I QV 24.21 Q 23.78 I I I Q V 23.74 I I i QQ V 24.70 25.64 V 25.86 I I I Q VI 25.70 I I I Q VI 25.50 Q VI 25.45 25.42 I I I Q V 25.38 25.34 I I I Q IV 25.06 Q IV 24.80 I I I Q IV 24.63 24.28 I I I Q I V 23.98 I I I Q I VV 23.76 23.38 23.04 I I I Q I V 22.60 Q 21.32 I I IQ I V 20.16 19.66 I I QI I V 19.37 19.16 I I QI I V 17.97 Q 13.44 I I Q I I V 9.23 i Q Q1 V I I V 7.49 6.50 Q 5.81 I Q I I I V 5.25 Q 4.60 I Q I I I V 4.04 i QQ I I I V 3.71 3.49 3.32 I Q I I I V 3.33 3.82 I Q I I I V 4.27 4.48 I Q I I I V 4.59 i QQ I I I V 4.67 4.73 4.77 I Q I I I V 4.79 I Q I I I V 17 +50 18.8189 4.75 I Q I I I V 17 +55 18.8498 4.48 I Q I I I V 18+ 0 18.8789 4.22 I Q I I I V 18+ 5 18.9073 4.12 I Q I I 1 V 18 +10 18.9353 4.07 I Q I I I V 18 +15 18.9631 4.04 I Q I I 1 V 18 +20 18.9907 4.01 I Q I I I V 18 +25 19.0182 3.99 I Q I I I V 18 +30 19.0455 3.97 I Q I I I V 18 +35 19.0723 3.88 I Q I I 1 V 18 +40 19.0969 3.58 I Q I I I V 18 +45 19.1196 3.29 I Q I I 1 V 18 +50 19.1410 3.11 I Q 1 I I V 18 +55 19.1599 2.74 I Q I I I V 19+ 0 19.1765 2.42 I Q I I I V 19+ 5 19.1927 2.35 I Q I 1 I V 19 +10 19.2103 2.56 I Q I I I V 19 +15 19.2294 2.77 I Q 1 I I V 19 +20 19.2494 2.91 I Q I I I• V 19 +25 19.2717 3.23 I Q I 1 1 V 19 +30 19.2959 3.52 Q I I v 19 +35 19.3206 3.58 I Q I 1 I V 19 +40 19.3436 3.35 19 +45 19.3651 3.12 Q I I I v 19 +50 19.3857 2.98 19 +55 19.4039 2.65 I Q I I I V 20+ 0 19.4201 2.35 I Q I I I V 20+ 5 19.4360 2.30 20 +10 19.4533 2.53 Q I I I v 20 +15 19.4723 2.75 Q I I I v 20 +20 19.4918 2.83 I Q I I I V 20 +25 19.5115 2.86 20 +30 19.5313 2.88 20 +35 19.5513 2.89 I Q I I I V 20 +40 19.5713 2.90 I Q I 1 I V, 20 +45 19.5913 2.90 20 +50 19.6108 2.84 I Q I I 1 V 20 +55 19.6284 2.55 21+ 0 19.6441 2.28 I Q I I I V 21+ 5 19.6596 2.24 21 +10 19.6767 2.48 1 Q I I 1 V 21 +15 19.6954 2.72 Q I I I v 21 +20 19.7142 2.73 V 21 +25 19.7313 2.48 I Q I 1 I V 21 +30 19.7466 2.23 21 +35 19.7618 2.20 I Q I I I V� 21 +40 19.7786 2.45 Q V1 21 +45 19.7971 2.69 I Q I I I VI 21 +50 19.8158 2.71 I Q I I I VI 21 +55 19.8327 2.46 22+ 0 19.8479 2.21 Q VI 22+ 5 19.8630 2.19 I Q I I I VI 22 +10 19.8798 2.44 Q VI 22 +15 19.8983 2.69 I Q I I I V1 22 +20 19.9169 2.71 Q V1 22 +25 19.9338 2.46 1 Q I I I VI 22 +30 19.9491 2.21 Q VI 22 +35 19.9637 2.12 I Q I I I VI 22 +40 19.9780 2.08 Q VI 22 +45 19.9921 2.05 I Q I I I VI 22 +50 20.0060 2.02 i QQ I I I V1 22 +55 20.0198 2.01 23+ 0 20.0335 1.99 IQ VI 23+ 5 20.0472 1.98 IQ I I 1 V1 23 +10 20.0608 1.98 IQ v 23 +15 20.0744 1.98 IQ I I I V 23 +20 20.0880 1.97 IQ v 23 +25 20.1015 1.96 IQ I I I V 23 +30 20.1150 1.96 Q I I I v 23 +35 20.1285. 1.96 IQ v 23 +40 20.1420 1.96 IQ I I I V 23 +45 20.1555 1.96 I I I 23 +50 20.1690 1.96 IQ V 23 +55 20.1825 1.96 IQ v 24+ 0 20.1960 1.96 IQ I I I V 24+ 5 20.2085 1.82 IQ v 24 +10 20.2169 1.23 IQ I I I V 24 +15 20.2216 0.68 Q 24 +20 20.2248 0.46 Q I I I V 24 +25 20.2270 0.33 Q 24 +30 20.2287 0.24 Q I I I V 24 +35 20.2300 0.18 Q 24 +40 20.2309 0.14 Q I I I V 24 +45 20.2316 0.10 Q 24 +50 20.2321 0.07 Q I I I V 24 +55 20.2325 0.05 Q 25+ 0 20.2327 0.03 Q I I I V 25+ 5 20.2329 0.02 Q 25 +10 20.2329 0.01 Q I I I V ----------------------------------------------------------------- - - - - -- i i f � 8 0 2 ol� 'IMPERVIOUS US owl �f-2,0 x Q.l 102.9 0, 3673 2' 60 0, ZSI.q C 120. Tract 33226 City of La Quinta p, 602- Z. USED pow toss r?ATE, : o.Itf (Pc -� -cirY 9-caui96a Pond #1 [File: c: \wspgl \33226\pre dev area by soil group] .�, .� 1 •1 11 - rAMMISHEMERMIrine 11 009071,00 U-291 � • � 1 1 .1 ' 1 1 1 1 =M - -- •- ., • • • 1 •. -__ - -_ KM �f-2,0 x Q.l 102.9 0, 3673 2' 60 0, ZSI.q C 120. Tract 33226 City of La Quinta p, 602- Z. USED pow toss r?ATE, : o.Itf (Pc -� -cirY 9-caui96a Pond #1 [File: c: \wspgl \33226\pre dev area by soil group] SHOA3AvnS SM39N19N3 S83NNVld ELWIU-09L Wd C109-1U-091 tWA Z i l n H 7 s • CSL96 V3'otUM 01 i S l O W 009 -tlnS. it onusAtl 006-9L waols aH i / aVIA oo t N011Vrlf 3-]VJ HdVU90UGAH lllVfl L UNOd Ol AUVJLf191U1 UM 39VNIVUa 1N3INdOl3n3a 1SOd Z -g xipuaddV i a i U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 05/03/11 File: POND111001100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TRACT 33226 POST DEVELOPMENT, DRAINAGE AREA TRIBUTARY TO POND 1 Q100 / 1HR STORM [FILE:POND11100] -------------------------------------------------------------------- Drainage Area = 102.90(Ac.) = 0.161 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 102.90(Ac.) _ Sq. Mi. Length along longest watercourse = 5585.00(Ft.) Length along longest watercourse measured to centroid = 2792.00(Ft.) Length along longest watercourse = 1.058 Mi. Length along longest watercourse measured to centroid = 0.529 Mi. Difference in elevation = 31.20(Ft.) Slope along watercourse = 29.4962 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.152 Hr. Lag time = 9.11 Min. 25% of lag time = 2.28 Min. 40% of lag time = 3.64 Min. 'Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 102.90 0.41 42.19 100 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 102.90 2.00 205.80 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.410(In) Area Averaged 100 -Year Rainfall = 2.000(In) 0.161 Slope of intensity- duration curve for a 1 hour storm = 0.5800 ------------------------------------------------------ - - - - -- U n i t H y d r o g r a p h VALLEY S -Curve Point rain (area averaged) = 2.000(In) Hydrograph Data Pattern Areal adjustment factor = 99.91 % time period Time % of lag Distribution Unit Adjusted average point rain = 1.998(In) (hrs) ---- --------------------------- 3.60 1.7 Graph -------------- Sub -Area Data: 1 0.083 54.911 Area(Ac.) Runoff Index Impervious % ---- - - - - -- 7.366 2 0.167 60.900 69.00 0.500 30.167 31.284 3 42.000 69.00 0.650 164.732 28.039 29.077 Total Area Entered = 102.90(Ac.) 0.333 219.643 11.417 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F 274.553 AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 0.500 69.0 69.0 0.373 0.500 0.205 0.592 0.121 7 69.0 69.0 0.373 0.650 0.155 0.408 0.063 3.312 8 Sum (F) = 0.184 2.309 Area averaged mean soil loss (F) (In /Hr) = 0.184 9 0.750 494.196 Minimum soil loss rate ((In /Hr)) = 0.092 1.813 10 0.833 (for 24 hour storm duration) 1.474 1.528 11 Soil low loss rate (decimal) = 0.410 604.017 1.104 Slope of intensity- duration curve for a 1 hour storm = 0.5800 ------------------------------------------------------ - - - - -- U n i t H y d r o g r a p h VALLEY S -Curve The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Hydrograph Data Pattern --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) ---- --------------------------- 3.60 1.7 Graph -------------- (CFS 1 0.083 54.911 7.102 ---- - - - - -- 7.366 2 0.167 109.821 30.167 31.284 3 0.250 164.732 28.039 29.077 4 0.333 219.643 11.417 11:839 5 0.417 274.553 6.414 6.652 6 0.500 329.464 4.411 4.574 7 0.583 384.375 3.193 3.312 8 0.667 439.285 2.309 2.394 9 0.750 494.196 1.748 1.813 10 0.833 549.107 1.474 1.528 11 0.917 604.017 1.104 1.145 12 1.000 658.928 0.860 0.892 13 1.083 713.839 0.626 0.649 14 1.167 768.749 0.549 0.569 15 1.250 823.660 0.587 0.609 ----------------------------------------------------------------- Sum = 100.000 Sum= 103.704 - - - - -- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain (Hr.) Percent Effective 1 0.08 3.60 1.7 Low 2 0.17 4.20 'k•B 0.184 3 0.25 4.40 1•1 1.007 4 0.33 4.60 N) 5 0.42 5.00 0.871 6 0.50 5.60 ( 0.452) 7 0.58 6.40 OM 0.184 8 0.67 8.10 1.J Storm Rain Loss rate(In. /Hr) Effective (In /Hr) Max Low (In /Hr) 0.863 0.184 ( 0.354) 0.679 1.007 0.184 ( 0.413) 0.823 N) 1.055 0.184 ( 0.433) 0.871 I,ay 1.103 0.184 ( 0.452) 0.918 0.g1 1.199 0.184 ( 0.492) 1.014 %.y 1.343 0.184 ( 0.551) 1.158 1.535 0.184 ( 0.629) 1.350 1.942 0.184 ( 0.796) 1.758 ;7 E� -------------------------------------------------------------------- Peak flow rate of this hydrograph = 393.923(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 - H O U R S T O R M R u n o f f H y d r o g r a p h ----------------------------------------------------- =-------------- Hydrograph in 5 Minute intervals ((CFS)) ------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 1 0+ 5 9 0.75 13.10 IZ5 3.141 0.184 ( 1.288) 2.957 V Q 0 +15 10 0.83 34.50 11.6 8.272 0.184 ( 3.392) 8.088 2,71 11 0.92 6.70 110 1.607 0.184 ( 0.659) 1.422 y, ,)j 2.1481 12 1.00 3.80 'A-L 0.911 0.184 ( 0.374) 0.727 3.6% I V Q 0 +40 3.6204 (Loss Rate Not Used) I V 0 +45 4.6317 146.84 Sum = 100.0 6.2796 Sum = 21.8 0 +55 8.9926 Flood volume = Effective rainfall 1.81(In) 1+ 0 11.3952 348.87 times area 102.9(Ac.) /[(In) /(Ft.)] = 15.6(Ac.Ft) 1 +10 13.6067 120.80 Total soil loss = 0.18(In) 14.1353 76.74 I Q 1 +20 Total soil loss = 1.582(Ac.Ft) I Q 1 +25 14.7830 39.76 I Total rainfall = 2.00(In) 30.11 I Q 1 +35 15.1543 Flood volume = 677442.4 Cubic Feet 1 +40 15.2783 18.01 Total soil loss = 68915.0 Cubic Feet IQQ 1 +50 ;7 E� -------------------------------------------------------------------- Peak flow rate of this hydrograph = 393.923(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 - H O U R S T O R M R u n o f f H y d r o g r a p h ----------------------------------------------------- =-------------- Hydrograph in 5 Minute intervals ((CFS)) ------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 1 0+ 5 0.0344 5.00 Q 0 +10 0.2225 27.30 V Q 0 +15 0.5800 51.91 IV Q 0 +20 1.0344 65.99 I V Q 0 +25 1.5565 75.81 I V Q 0 +30 2.1481 85.90 I V Q 0 +35 2.8258 98.40 I V Q 0 +40 3.6204 115.37 I V 0 +45 4.6317 146.84 0 +50 6.2796 239.28 0 +55 8.9926 393.92 1+ 0 11.3952 348.87 l+ 5 12.7747 200.30 1 +10 13.6067 120.80 1 +15 14.1353 76.74 I Q 1 +20 14.5092 54.30 I Q 1 +25 14.7830 39.76 I Q 1 +30 14.9904 30.11 I Q 1 +35 15.1543 23.80 I Q 1 +40 15.2783 18.01 1 +45 15.3727 13.70 IQQ 1 +50 15.4423 10.11 IQ 1 +55 15.4973 7.98 Q 2+ 0 15.5401 6.21 Q 2+ 5 15.5489 1.28 Q 2 +10 -------------------------------------- 15.5519 0.44 Q - - - - -- ------------------------------- )0.0 200.0 300.0 400.0 ------------------------------ I I Q V QV I Q V VI Q QI Q I IVV I V I VI VVI VI VI VI VI VV --------------------- - - - - -- Appendix B -2 POST DEVELOPMENT DRAINAGE AREA TRIBUTARY TO POND 1 UNIT HYDROGRAPH CALCULATION 100 YEAR / 3HR STORM 78.900 Avomia 47 . M O l s E Su is 208 b 4+inta CA 92257 s c x u L i z Voin: 760 - 771 -4017 PAIL• 760.771.4073 PLANNERS ENGINEERS SURVEYORS S i i U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 05/03/11 File: POND131003100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - TRACT 33226 POST DEVELOPMENT, DRAINAGE AREA TRIBUTARY TO POND 1 Q100 / 3HR STORM [FILE:POND13100] -------------------------------------------------------------------- Drainage Area = 102.90(Ac.) = 0.161 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 102.90(Ac.) _ Sq. Mi. Length along longest watercourse = 5585.00(Ft.) Length along longest watercourse measured to centroid = 2792.00(Ft.) Length along longest watercourse = 1.058 Mi. Length along longest watercourse measured to centroid = 0.529 Mi. Difference in elevation = 31.20(Ft.) Slope along watercourse = 29.4962 Ft. /Mi. Average Manning's INS = 0.015 Lag time = 0.152 Hr. Lag time = 9.11 Min. 25% of lag time = 2.28 Min. 40% of lag time = 3.64 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1) Rainfall (In) [2] 102.90 0.65 100 YEAR Area rainfall data: Area (Ac. ) [1) Rainfall (In) [2) 102.90 2.60 Weighting [1 *2] 66.89 Weighting [1 *2] 267.54 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.650(In) Area Averaged 100 -Year Rainfall.= 2.600(In) 0.161 r� n Point rain (area averaged) = 2.600(In) Areal adjustment factor = 99.95 % Adjusted average point rain = 2.599(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious Hydrograph Data 60.900 69.00 0.500 --------------------------------------------------------------------- Unit time period Time % of lag 42.000 69.00 0.650 (hrs) Total Area Entered = 102.90(Ac.) (CFS) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 69.0 69.0 0.373 0.500 0.205 0.592 0.121 69.0 69.0 0.373 0.650 0.155 0.408 0.063 29.077 4 Sum (F) = 0.184 Area averaged mean soil loss (F) (In /Hr) = 0.184 5 Minimum soil loss rate ((In /Hr)) = 0.092 6.652 (for 24 hour storm duration) 0.500 329.464 4.411 Soil low loss --------------------------------------------------------------- rate (decimal) = 0.410 7 - - - - -- U n i t H y d r o g r a p h VALLEY S - Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) 1 0.083 54.911 7.102 7.366 2 0.167 109.821 30.167 31.284 3 0.250 164.732 28.039 29.077 4 0.333 219.643 11.417 11.839 5 0.417 274.553 6.414 6.652 6 0.500 329.464 4.411 4.574 7 0.583 384.375 3.193 3.312 8 0.667 439.285 2.309 2.394 9 0.750 494.196 1.748 1.813 10 0.833 549.107 1.474 1.528 11 0.917 604.017 1.104 1.145 12 1.000 658.928 0.860 0.892 13 1.083 713.839 0.626 0.649 14 1.167 768.749 0.549 0.569 15 1.250 823.660 0.587 0.609 ----------------------------------------------------------------------- Sum = 100.000 Sum= 103.704 The following loss rate calculations reflect use of the minimum calculated loss rate subtracted frgm the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern 1 Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 1.30 0.405 ( 0.184) 0.166 0.239 2 0.17 1.30 0.405 ( 0.184) 0.166 0.239 3 0.25 1.10 0.343 ( 0.184) 0.141 0.202 4 0.33 1.50 0.468 0.184 ( 0.192) 0.283 5 0.42 1.50 0.468 0.184 ( 0.192) 0.283 6 0.50 1.80 0.561 0.184 ( 0.230) 0.377 7 0.58 1.50 0.468 0.184 ( 0.192) 0.283 8 0.67 1.80 0.561 0.184 ( 0.230) 0.377 9 0.75 1.80 0.561 0.184 ( 0.230) 0.377 10 0.83 1.50 0.468 0.184 ( 0.192) 0.283 U E 11 0.92 1.60 0.499 0.184 ( 0.205) 0.314 12 1.00 1.80 0.561 0.184 ( 0.230) 0.377 13 1.08 2.20 0.686 0.184 ( 0.281) 0.502 14 1.17 2.20 0.686 0.184 ( 0.281) 0.502 15 1.25 2.20 0.686 0.184 ( 0.281) 0.502 16 1.33 2.00 0.624 0.184 ( 0.256) 0.439 17 1.42 2.60 0.811 0.184 ( 0.332) 0.626 18 1.50 2.70 0.842 0.184 ( 0.345) 0.658 19 1.58 2.40 0.748 0.184 ( 0.307) 0.564 20 1.67 2.70 0.842 0.184 ( 0.345) 0.658 21 1.75 3.30 1.029 0.184 ( 0.422) 0.845 22 1.83 3.10 0.967 0.184 ( 0.396) 0.782 23 1.92 2.90 0.904 0.184 ( 0.371) 0.720 24 2.00 3.00 0.936 0.184 ( 0.384) 0.751 25 2.08 3.10 0.967 0.184 ( 0.396) 0.782 26 2.17 4.20 1.310 0.184 ( 0.537) 1.125 27 2.25 5.00 1.559 0.184 ( 0.639) 1.375 28 2.33 3.50 1.092 0.184 ( 0.448) 0.907 29 2.42 6.80 2.121 0.184 ( 0.869) 1.936 30 2.50 7.30 2.277_ 0.184 ( 0.933) 2.092 31 2.58 8.20 2.557 0.184 ( 1.048) 2.373 32 2.67 5.90 1.840 0.184 ( 0.754) 1.655 33 2.75 2.00 0.624 0.184 ( 0.256) 0.439 34 2.83 1.80 0.561 0.184 ( 0.230) 0.377 35 2.92 1.80 0.561 0.184 ( 0.230) 0.377 36 3.00 0.60 0.187 ( 0.184) 0.077 0.110 (Loss Rate Not Used) Sum = 100.0 Sum = 24.7 Flood volume = Effective rainfall 2.06(In) times area 102.9(Ac.) /[(In) /(Ft.)] = 17.7(Ac.Ft) Total soil loss = 0.54(In) Total soil loss = 4.612(Ac.Ft) Total rainfall = 2.60(In) Flood volume = 769845.7 Cubic Feet Total soil loss = 200887.3 Cubic Feet -------------------------------------------------------------------- Peak -------------------------------------------------------------------- flow rate of this hydrograph = 193.458(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) ----------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 50.0 100.0 150.0 - -------- 200.0 0+ 5 0.0121 1.76 Q 0 +10 0.0758 9.25 VQ 0 +15 0.1856 15.94 V Q 0 +20 0.3110 18.21 V Q 0 +25 0.4575 21.27 IV Q 0 +30 0.6295 24.97 IV Q 0 +35 0.8273 28.71 IV Q I 0 +40 1.0348 30.14 I V Q I 0 +45 1.2562 32.14 I V Q I 0 +50 1.4919 34.23 I V Q I 0 +55 1.7181 32.85 I V Q I 1+ 0 1.9410 32.37 I V Q I 1+ 5 2.1864 35.62 I V Q I 1 +10 2.4724 41.54 I V Q I 1 +15 2.7897 46.07 I V QI 1 +20 3.1169 47.51 I V QI 1 +25 3.4480 48.07 I V QI Cj V Q I I VVQ IVQ IVQ V Q QV QV QI VQ IQ V Q V V Q V Q Q I V 0 1 +30 3.8141 53.16 1 +35 4.2184 58.70 I Q 1 +40 4.6288 59.59 1 +45 5.0611 62.•77 1 +50 5.5496 70.93 I 1 +55 6.0676 75.22 2+ 0 6.5818 74.65 2+ 5 7.0991 75.12 I 2 +10 7.6480 79.70 2 +15 8.2941 93.81 2 +20 9.0439 108.!87 I 2 +25 9.8264 113.'62 2 +30 10.7836 138.99 2 +35 11.9813 173.;91 I 2 +40 13.3137 193.;46 2 +45 14.5431 178.51 2 +50 15.4247 128.101 2 +55 16.0316 88.12 3+ 0 16.5091 69.33 3+ 5 16.8611 51.11 3 +10 17.0954 34.A2 3 +15 17.2572 23.50 3 +20 17.3783 17.57 3 +25 17.4690 13.,18 3 +30 17.5355 9.65 3 +35 17.5866 7..'42. 3 +40 17.6231 5.30 3 +45 17.6480 3.61 3 +50 17.6615 1.97 3 +55 17.6672 0.83 4+ 0 17.6707 0.52 4+ 5 17.6728 0.;29 4 +10 ---------------------------- 17.6732 0 -07 - - - - -- Cj V Q I I VVQ IVQ IVQ V Q QV QV QI VQ IQ V Q V V Q V Q Q I V 0 Q I Q I I V Q I I I V QQ I I I V QQ I I I VI Q I I I VI VI VI VV ------------------------------- - - - - -- Appendix B -3 POST DEVELOPMENT DRAINAGE AREA TRIBUTARY TO POND 1 UNIT HYDROGRAPH CALCULATION 100 YEAR / 6HR STORM 78 -900 Avance 47 . M O e s ! Suds 208 La Qtin1a, CA 92253 S c H u L i z Voice: 760.771 -4013 FAIL• 760-771-4073 PLANNERS ENGINEERS SURVEYORS i �1 U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 05/03/11 File: POND161006100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TRACT 33226 POST DEVELOPMENT, DRAINAGE AREA TRIBUTARY TO POND 1 Q100 / 6HR STORM [FILE:POND16100] Drainage Area = 102.90(Ac.) = 0.161 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 102.90(Ac.) = 0.161 Sq. Mi. Length along longest watercourse = 5585.00(Ft.) Length along longest watercourse measured to centroid = 2792.00(Ft.) Length along longest watercourse = 1.058 Mi. Length along longest watercourse measured to centroid = 0.529 Mi. Difference in elevation = 31.20(Ft.) Slope along watercourse = 29.4962 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.152 Hr. Lag time = 9.11 Min. 25% of lag time = 2.28 Min. 40% of lag time = 3.64 Min. Unit time = . 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 102.90 0.85 87.47 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 102.90 3.10 318.99 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.850(In) Area Averaged 100 -Year Rainfall = 3.100(In) U n i t H y d r o g r a p h VALLEY S -Curve Point rain (area averaged) = 3.100(In) Unit Hydrograph Data Storm Rain Areal adjustment factor = 99.96 s --------------------------------------------------------------------- Unit time period Time % of lag Adjusted average point rain = 3.099(In) Max I (hrs) (In /Hr) Sub -Area Data: Graph s (CFS) 0.50 -7------------------------------------------------------------------- 1 Area(Ac.) Runoff Index Impervious °s 7.102 7.366 2 60.900 69.00 0.500 109.821 30.167 31.284 42.000 69.00 0.650 0.250 164.732 28.039 Total Area Entered = 102.90(Ac.) ( 0.184) 4 0.333 219.643 RI RI Infil. Rate Impervious Adj. Infil. Rate Areas F 0.417 AMC2 AMC -2 (In /Hr) (Dec.%) (In /Hr) (Dec.) (In /Hr) 6 69.0 69.0 0.373 0.500 0.205 0.592 0.121 0.132 0.154 69.0 69.0 0.373 0.650 0.155 0.408 0.063 3.312 ( 0.184) 8 Sum (F) = 0.184 2.309 Area averaged mean soil loss (F) (In /Hr) = 0.184 9 0.750 494.196 Minimum soil loss rate ((In /Hr)) = 0.092 9 10 0.833 (for 24 hour storm duration) 1.474 1.528 0.154 11 Soil low loss rate (decimal) = --------------------------------------------------------------- 0.410 1.104 - - - - -- U n i t H y d r o g r a p h VALLEY S -Curve The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value -------------------------------------------------------------------- Unit Hydrograph Data Storm Rain Loss rate(In. /Hr) Effective --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph Max I (hrs) (In /Hr) Graph s (CFS) 0.50 -7------------------------------------------------------------------- 1 0.083 54.911 7.102 7.366 2 2 0.167 109.821 30.167 31.284 0.132 3 0.250 164.732 28.039 29.077 ( 0.184) 4 0.333 219.643 11.417 11.839 0.60 5 0.417 274.553 6.414 6.652 5 6 6 0.500 329.464 4.411 4.574 0.132 0.154 7 0.583 384.375 3.193 3.312 ( 0.184) 8 0.667 439.285 2.309 2.394 0.70 9 0.750 494.196 1.748 1.813 9 10 0.833 549.107 1.474 1.528 0.154 11 0.917 604.017 1.104 1.145 ( 0.184) 12 1.000 658.928 0.860 0.892 13 1.083 713.839 0.626 0.649 14 1.167 768.749 0.549 0.569 15 1.250 823.660 0.587 0.609 ----------------------------------------------------------------- Sum = 100.000 Sum= 103.704 - - - - -- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent . (In /Hr) Max I Low (In /Hr) 1 0.08 0.50 0.186 ( 0.184) 0.076 0.110 2 0.17 0.60 0.223 ( 0.184) 0.091 0.132 3 0.25 0.60 0.223 ( 0.184) 0.091 0.132 4 0.33 0.60 0.223 ( 0.184) 0.091 0.132 5 6 0.42 0.50 0.60 0.70 0.223 0.260 ( 0.184) ( 0.184) 0.091 0.107 0.132 0.154 7 0.58 0.70 0.260 ( 0.184) 0.107 0.154 8 0.67 0.70 0.260 ( 0.184) 0.107 0.154 9 0.75 0.70 0.260 ( 0.184) 0.107 0.154 10 0.83 0.70 0.260 ( 0.184) 0.107 0.154 11 0.92 0.70 0.260 ( 0.184) 0.107 0.154 12 1.00 0.80 0.297 ( 0.184) 0.122 0.176 13 1.08 0.80 0.297 ( 0.184) 0.122 0.176 14 1.17 0.80 0.297 ( 0.184) 0.122 0.176 15 1.25 0.80 0.297 ( 0.184) 0.122 0.176 16 1.33 0.80 0.297 ( 0.184) 0.122 0.176 17 1.42 0.80 0.297 ( 0.184) 0.122 0.176 18 1.50 0.80 0.297 ( 0.184) 0.122 0.176 19 1.58 0.80 0.297 ( 0.184) 0.122 0.176 20 1.67 0.80 0.297 ( 0.184) 0.122 0.176 21 1.75 0.80 0.297 ( 0.184) 0.122 0.176 22 1.83 0.80 0.297 ( 0.184) 0.122 0.176 23 1.92 0.80 0.297 ( 0.184) 0.122 0.176 24 2.00 0.90 0.335 ( 0.184) 0.137 0.197 25 2.08 0.80 0.297 ( 0.184) 0.122 0.176 26 2.17 0.90 0.335 ( 0.184) 0.137 0.197 27 2.25 0.90 0.335 ( 0.184) 0.137 0.197 28 2.33 0.90 0.335 ( 0.184) 0.137 0.197 29 2.42 0.90 0.335 ( 0.184) 0.137 0.197 30 2.50 0.90 0.335 ( 0.184) 0.137 0.197 31 2.58 0.90 0.335 ( 0.184) 0.137 0.197 32 2.67 0.90 0.335 ( 0.184) 0.137 0.197 33 2.75 1.00 0.372 ( 0.184) 0.152 0.219 34 2.83 1.00 0.372 ( 0.184) 0.152 0.219 35 2.92 1.00 0.372 ( 0.184) 0.152 0.219 36 3.00 1.00 0.372 ( 0.184) 0.152 0.219 37 3.08 1.00 0.372 ( 0.184) 0.152 0.219 38 3.17 1.10 0.409 ( 0.184) 0.168 0.241 39 3.25 1.10 0.409 ( 0.184) 0.168 0.241 40 3.33 1.10 0.409 ( 0.184) 0.168 0.241 41 3.42 1.20 0.446 ( 0.184) 0.183 0.263 42 3.50 1.30 0.483 0.184 ( 0.198) 0.299 43 3.58 1.40 0.521 0.184 ( 0.213) 0.336 44 3.67 1.40. 0.521 0.184 ( 0.213) 0.336 45 3.75 1.50 0.558 0.184 ( 0.229) 0.373 46 3.83 1.50 0.558 0.184 ( 0.229) 0.373 47 3.92 1.60 0.595 0.184 ( 0.244) 0.410 48 4.00 1.60 0.595 0.184 ( 0.244) 0.410 49 4.08 1.70 0.632 0.184 ( 0.259) 0.448 50 4.17 1.80 0.669 0.184 ( 0.274) 0.485 51 4.25 1.90 0.707 0.184 ( 0.290) 0.522 52 4.33 2.00 0.744 0.184 ( 0.305) 0.559 53 4.42 2.10 0.781 0.184 ( 0.320) 0.596 54 4.50 2.10 0.781 0.184 ( 0.320) 0.596 55 4.58 2.20 0.818 0.184 ( 0.335) 0.634 56 4.67 2.30 0.855 0.184 ( 0.351) 0.671 57 4.75 2.40 0.892 0.184 ( 0.366) 0.708 58 4.83 2.40 0.892 0.184 ( 0.366) 0.708 59 4.92 2.50 0.930 0.184 ( 0.381) 0.745 60 5.00 2.60 0.967 0.184 ( 0.396) 0.782 61 5.08 3.10 1.153 0.184 ( 0.473) 0.968 62 5.17 3.60 1.339 0.184 ( 0.549) 1.154 63 5.25 3.90 1.450 0.184 ( 0.595) 1.266 64 5.33 4.20 1.562 0.184 ( 0.640) 1.377 65 5.42 4.70 1.748 0.184 ( 0.717) 1.563 66 5.50 5.60 2.082 0.184 ( 0.854) 1.898 67 5.58 1.90 0.707 0.184 ( 0.290) 0.522 68 5.67 0.90 0.335 ( 0.184) 0.137 0.197 69 5.75 0.60 0.223 ( 0.184) 0.091 0.132 70 5.83 0.50 0.186 ( 0.184) 0.076 0.110 71 5.92 0.30 0.112 ( 0.184) 0.046 0.066 72 6.00 0.20 0.074 ( 0.184) 0.030 0.044 (Loss Rate Not Used) Sum = 100.0 Sum = 26.8 Effective rainfall 2.23(In) / 1 102.9(Ac.) /[(In) /(Ft.)] = 19.1(Ac.Ft) A 0.87(In) = 7.426(Ac.Ft) = 3.10(In) 834035.7 Cubic Feet 323488.4 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 148.796(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) Flood volume = Q(CFS) times area 50.0 100.0 Total soil loss Total soil loss 0.0056 Total rainfall Flood volume = Total soil loss Effective rainfall 2.23(In) / 1 102.9(Ac.) /[(In) /(Ft.)] = 19.1(Ac.Ft) A 0.87(In) = 7.426(Ac.Ft) = 3.10(In) 834035.7 Cubic Feet 323488.4 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 148.796(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 50.0 100.0 150.0 200.0 0+ 5 0.0056 0.81 Q 0 +10 0.0359 4.40 Q 0 +15 0.0929 8.28 VQ 0 +20 0.1633 10.22 V Q 0 +25 0.2405 11.21 V Q 0 +30 0.3233 12.02 V Q 0 +35 0.4140 13.17 V Q 0 +40 0.5114 14.14 IVQ 0 +45 0.6123 14.66 IVQ 0 +50 0.7157 15.01 IV Q 0 +55 0.8209 15.27 IV Q 1+ 0 0.9285 15.63 IV Q 1+ 5 1.0418 16.46 I VQ 1 +10 1.1603 17.21 I VQ 1 +15 1.2814 17.58 I VQ 1 +20 1.4038 17.77 I VQ 1 +25 1.5270 17.89 1 +30 1.6508 17.98 I Q 1 +35 1.7751 18.04 1 +40 1.8997 18.09 I Q 1 +45 2.0245 18.13 QV 1 +50 2.1495 18.15 I QV 1 +55 2.2747 18.17 QV 2+ 0 2.4010 18.35 I Q V 2+ 5 2.5311 18.89 2 +10 2.6620 19.01 I Q V 2 +15 2.7951 19.32 V 2 +20 2.9318 19.84 I Q V 2 +25 3.0699 20.06 Q V 2 +30 3.2089 20.18 I Q V 2 +35 3.3484 20.26 Q V 2 +40 3.4883 20.32 I Q V 2 +45 3.6297 20.53 2 +50 3.7760 21.24 I Q V 2 +55 3.9269 21.91 3+ 0 4.0797 22.19 I Q V 3+ 5 4.2336 22.35 3 +10 4.3895 22.63 I Q VI 3 +15 4.5506 23.39 3 +20 4.7165 24.09 I Q VI 3 +25 4.8856 24.55 QQ 3 +30 5.0625 25.68 i V 3 +35 5.2542 27.84 I Q V 3 +40 5.4635 30.39 I Q IV 3 +45 5.6865 32.38 I Q IV s D Q IV I Q I VV QI V QI V QI V QI V Q V I IQ V IQ V Q VI IQ V Q IV Q I V Q I V Q I V Q I V I QI V Q VI Q V 3 +50 5.9233 34.38 Q 3 +55 6.1730 36.26 4+ 0 6.4363 38.23 15.61 4+ 5 6.7125 40.10 18.9716 4 +10 7.0042 42.35 Q 4 +15 7.3169 45.40 Q 4 +20 7.6527 48.75 IQ 4 +25 8.0125 52.24 I 4 +30 8.3951 55.56 3.09 4 +35 8.7950 58.07 2.01 4 +40 9.2131 60.71 0.76 4 +45 9.6540 64.01 0.38 4 +50 10.1172 67.26 0.22 4 +55 10.5974 69.73 0.13 5+ 0 11.0956 72.34 0.07 5+ 5. 11.6242 76.74 0.03 5 +10 12.2165 86.01 5 +15 12.8996 99.18 5 +20 13.6698 111.83 5 +25 14.5232 123.91 5 +30 15.4821 139.24 5 +35 16.5069 148.80 5 +40 17.3182 117.79 5 +45 17.8289 74.15 5 +50 18.1777 50.65 5 +55 18.4388 37.91 s D Q IV I Q I VV QI V QI V QI V QI V Q V I IQ V IQ V Q VI IQ V Q IV Q I V Q I V Q I V Q I V I QI V Q VI Q V 6+ 0 I 28.86 I Q 6+ 5 18.7862 21.59 I Q 6 +10 Q 15.61 I Q Q 18.9716 11.31 I Q Q 19.0289 8.32 IQ Q 6 +25 19.0708 6.09 IQ Q I 19.1008 I Q 6 +35 6+ 0 18.6375 28.86 I Q 6+ 5 18.7862 21.59 I Q 6 +10 18.8938 15.61 I Q 6 +15 18.9716 11.31 I Q 6 +20 19.0289 8.32 IQ 6 +25 19.0708 6.09 IQ 6 +30 19.1008 4.36 Q 6 +35 19.1221 3.09 Q 6 +40 19.1359 2.01 Q 6 +45 19.1411 0.76 Q 6 +50 19.1437 0.38 Q 6 +55 19.1453 0.22 Q 7+ 0 19.1462 0.13 Q 7+ 5 19.1466 0.07 Q 7 +10 -------------------------------------- 19.1468 0.03 Q - - - - -- V V V V V V V VI VI VI VI VI VI VI VI VI VI VI VI VI Appendix B -4 POST DEVELOPMENT DRAINAGE AREA TRIBUTARY TO POND 1 UNIT HYDROGRAPH CALCULATION 100 YEAR / 24HR STORM Avenue 47 O ! S ! Suits 208 Eff78.900 La Cuinta, G 92253 C N u l r z Voice: 760- 771 -4012 FAX: 760.71 4073 PLANNERS ENGINEERS SURVEYORS i i i U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 05/03/11 File: POND12410024100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TRACT 33226 POST DEVELOPMENT, DRAINAGE AREA TRIBUTARY TO POND 1 Q100 / 24HR STORM [FILE:POND124100] -------------------------------------------------------------------- Drainage Area = 102.90(Ac.) = 0.161 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 102.90(Ac.) _ Sq. Mi. Length along longest watercourse = 5585.00(Ft.) Length along longest watercourse measured to centroid = 2792.00(Ft.) Length along longest watercourse = 1.058 Mi. Length along longest watercourse measured to centroid = 0.529 Mi. Difference in elevation = 31.20(Ft.) Slope along watercourse = 29.4962 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.152 Hr. Lag time = 9.11 Min. 25% of lag time = 2.28 Min. 40% of lag time = 3.64 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 102.90 1.12 115.25 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1 *2] 102.90 4.00 411.60 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.120(In) Area Averaged 100 -Year Rainfall 4.000(In) 0.161 Point rain (area averaged) = 4.000(In) Areal adjustment factor = 99.98 Adjusted average point rain = 3.999(In) Sub -Area Data: -------------------------------------------------------------------- Unit Hydrograph Data Area(Ac.) Runoff Index Impervious Effective --------------------------------------------------------------------- Unit 60.900 69.00 0.500 Distribution Unit Hydrograph 42.000 69.00 0.650 (In /Hr) Total Area Entered = 102.90(Ac.) (CFS) 0.07 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 69.0 69.0 0.373 0.500 0.205 0.592 0.121 69.0 69.0 0.373 0.650 0.155 0.408 0.063 29.077 ( 0.325) Sum (F) = 0.184 Area averaged mean soil loss (F) (In /Hr) = 0.184 11.839 0.10 Minimum soil loss rate ((In /Hr)) = 0.092 274.553 6.414 (for 24 hour storm duration) 5 6 0.500 Soil low loss rate (decimal) = --------------------------------------------------------------- 0.410 4.574 - - - - -- U n i t H y d r o g r a p h VALLEY S -Curve The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value -------------------------------------------------------------------- Unit Hydrograph Data Storm Rain Loss rate(In. /Hr) Effective --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph Max I (hrs) (In /Hr) Graph % (CFS) 0.07 1 0.083 54.911 7.102 7.366 2 2 0.167 109.821 30.167 31.284 0.019 3 0.250 164.732 28.039 29.077 ( 0.325) 4 0.333 219.643 11.417 11.839 0.10 5 0.417 274.553 6.414 6.652 5 6 0.500 329.464 4.411 4.574 0.028 7 0.583 384.375 3.193 3.312 ( 0.321) 8 0.667 439.285 2.309 2.394 0.10 9 0.750 494.196 1.748 1.813 8 10 0.833 549.107 1.474 1.528 0.028 11 0.917 604.017 1.104 1.145 ( 0.317) 12 1.000 658.928 0.860 0.892 0.13 13 1.083 713.839 0.626 0.649 14 1.167 768.749 0.549 0.569 15 1.250. 823.660 0.587 0.609 ----------------------------------------------------------------- Sum = 100.000 Sum= 103.704 - - - - -- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 0.07 0.032 ( 0.327) 0.013 0.019 2 0.17 0.07 0.032 ( 0.326) 0.013 0.019 3 0.25 0.07 0.032 ( 0.325) 0.013 0.019 4 0.33 0.10 0.048 ( 0.323) 0.020 0.028 5 0.42 0.10 0.048 ( 0.322) 0.020 0.028 6 0.50 0.10 0.048 ( 0.321) 0.020 0.028 7 0.58 0.10 0.048 ( 0.320) 0.020 0.028 8 0.67 0.10 0.048 ( 0.318) 0.020 0.028 9 0.75 0.10 0.048 ( 0.317) 0.020 0.028 10 0.83 0.13 0.064 ( 0.316) 0.026 0.038 11 0.92 0.13 0.064 ( 0.315) 0.026 0.038 12 1.00 0.13 0.064 ( 0.313) 0.026 0.038 . 13 1.08 0.10 0.048 ( 0.312) 0.020 0.028 14 1.17 0.10 0.048 ( 0.311) 0.020 0.028 15 1.25 0.10 0.048 ( 0.310) 0.020 0.028 16 1.33 0.10 0.048 ( 0.308) 0.020 0.028 17 1.42 0.10 0.048 ( 0.307) 0.020 0.028 18 1.50 0.10 0.048 ( 0.306) 0.020 0.028 19 1.58 0.10 0.048 ( 0.305) 0.020 0.028 20 1.67 0.10 0.048 ( 0.303) 0.020 0.028 21 1.75 0.10 0.048 ( 0.302) 0.020 0.028 22 1.83 0.13 0.064 ( 0.301) 0.026 0.038 23 1.92 0.13 0.064 ( 0.300) 0.026 0.038 24 2.00 0.13 0.064 ( 0.299) 0.026 0.038 25 2.08 0.13 0.064 ( 0.297) 0.026 0.038 26 2.17 0.13 0.064 ( 0.296) 0.026 0.038 27 2.25 0.13 0.064 ( 0.295) 0.026 0.038 28 2.33 0.13 0.064 ( 0.294) 0.026 0.038 29 2.42 0.13 0.064 ( 0.293) 0.026 0.038 30 2.50 0.13 0.064 ( 0.291) 0.026 0.038 31 2.58 0.17 0.080 ( 0.290) 0.033 0.047 32 2.67 0.17 0.080 ( 0.289) 0.033 0.047 33 2.75 0.17 0.080 ( 0.288) 0.033 0.047 34 2.83 0.17 0.080 ( 0.287) 0.033 0.047 35 2.92 0.17 0.080 ( 0.285) 0.033 0.047 36 3.00 0.17 0.080 ( 0.284) 0.033 0.047 37 3.08 0.17 0.080 ( 0.283) 0.033 0.047 38 3.17 0.17 0.080 ( 0.282) 0.033 0.047 39 3.25 0.17 0.080 ( 0.281) 0.033 0.047 40 3.33 0.17 0.080 ( 0.280) 0.033 0.047 41 3.42 0.17 0.080 ( 0.278) 0.033 0.047 42 3.50 0.17 0.080 ( 0.277) 0.033 0.047 43 3.58 0.17 0.080 ( 0.276) 0.033 0.047 44 3.67 0.17 0.080 ( 0.275) 0.033 0.047 45 3.75 0.17 0.080 ( 0.274) 0.033 0.047 46 3.83 0.20 0.096 ( 0.273) 0.039 0.057 47 3.92 0.20 0.096 ( 0.271) 0.039 0.057 48 4.00 0.20 0.096 ( 0.270) 0.039 0.057 49 4.08 0.20 0.096 ( 0.269) 0.039 0.057 50 4.17 0.20 0.096 ( 0.268) 0.039 0.057 51 4.25 0.20 0.096 ( 0.267) 0.039 0.057 52 4.33 0.23 0.112 ( 0.266) 0.046 0.066 53 4.42 0.23 0.112 ( 0.265) 0.046 0.066 54 4.50 0.23 0.112 ( 0.263) 0.046 0.066 55 4.58 0.23 0.112 ( 0.262) 0.046 0.066 56 4.67 0.23 0.112 ( 0.261) 0.046 0.066 57 4.75 0.23 0.112 ( 0.260) 0.046 0.066 58 4.83 0.27 0.128 ( 0.259) 0.052 0.076 59 4.92 0.27 0.128 ( 0.258) 0.052 0.076 60 5.00 0.27 0.128 ( 0.257) 0.052 0.076 61 5.08 0.20 0.096 ( 0.256) 0.039 0.057 62 5.17 0.20 0.096 ( 0.255) 0.039 0.057 63 5.25 0.20 0.096 ( 0.253) 0.039 0.057 64 5.33 0.23 0.112 ( 0.252) 0.046 0.066 65 5.42 0.23 0.112 ( 0.251) 0.046 0.066 66 5.50 0.23 0.112 ( 0.250) 0.046 0.066 67 5.58 0.27 0.128 ( 0.249) 0.052 0.076 68 5.67 0.27 0.128 ( 0.248) 0.052 0.076 69 5.75 0.27 0.128 ( 0.247) 0.052 0.076 70 5.83 0.27 0.128 ( 0.246) 0.052 0.076 . 71 5.92 0.27 0.128 ( 0.245) 0.052 0.076 72 6.00 0.27 0.128 ( 0.244) 0.052 0.076 73 6.08 0.30 0.144 ( 0.242) 0.059 0.085 74 6.17 0.30 0.144 ( 0.241) 0.059 0.085 75 6.25 0.30 0.144 ( 0.240) 0.059 0.085 76 6.33 0.30 0.144 ( 0.239) 0.059 0.085 77 6.42 0.30 0.144 ( 0.238) 0.059 0.085 78 6.50 0.30 0.144 ( 0.237) 0.059 0.085 79 6.58 0.33 0.160 ( 0.236) 0.066 0.094 80 6.67 0.33 0.160 ( 0.235) 0.066 0.094 81 6.75 0.33 0.160 ( 0.234) 0.066 0.094 82 6.83 0.33 0.160 ( 0.233) 0.066 0.094 83 6.92 0.33 0.160 ( 0.232) 0.066 0.094 84 7.00 0.33 0.160 ( 0.231) 0.066 0.094 85 7.08 0.33 0.160 ( 0.230) 0.066 0.094 86 7.17 0.33 0.160 ( 0.229) 0.066 0.094 87 7.25 0.33 0.160 ( 0.228) 0.066 0.094 88 7.33 0.37 0.176 ( 0.227) 0.072 0.104 89 7.42 0.37 0.176 ( 0.226) 0.072 0.104 90 7.50 0.37 0.176 ( 0.224) 0.072 0.104 91 7.58 0.40 0.192 ( 0.223) 0.079 0.113 92 7.67 0.40 0.192 ( 0.222) 0.079 0.113 93 7.75 0.40 0.192 ( 0.221) 0.079 0.113 94 7.83 0.43 0.208 ( 0.220) 0.085 0.123 95 7.92 0.43 0.208 ( 0.219) 0.085 0.123 96 8.00 0.43 0.208 ( 0.218) 0.085 0.123 97 8.08 0.50 0.240 ( 0.217) 0.098 0.142 98 8.17 0.50 0.240 ( 0.216) 0.098 0.142 99 8.25 0.50. 0.240 ( 0.215) 0.098 0.142 100 8.33 0.50 0.240 ( 0.214) 0.098 0.142 101 8.42 0.50 0.240 ( 0.213) 0.098 0.142 102 8.50 0.50 0.240 ( 0.212) 0.098 0.142 103 8.58 0.53 0.256 ( 0.211) 0.105 0.151 104 8.67 0.53 0.256 ( 0.210) 0.105 0.151 105 8.75 0.53 0.256 ( 0.209) 0.105 0.151 106 8.83 0.57 0.272 ( 0.208) 0.111 0.160 107 8.92 0.57 0.272 ( 0.207) 0.111 0.160 108 9.00 0.57 0.272 ( 0.206) 0.111 0.160 109 9.08 0.63 0.304 ( 0.205) 0.125 0.179 110 9.17 0.63 0.304 ( 0.204) 0.125 0.179 111 9.25 0.63 0.304 ( 0.203) 0.125 0.179 112 9.33 0.67 0.320 ( 0.202) 0.131 0.189 113 9.42 0.67 0.320 ( 0.202) 0.131 0.189 114 9.50 0.67 0.320 ( 0.201) 0.131 0.189 115 9.58 0.70 0.336 ( 0.200) 0.138 0.198 116 9.67 0.70 0.336 ( 0.199) 0.138 0.198 117 9.75 0.70 0.336 ( 0.198) 0.138 0.198 118 9.83 0.73 0.352 ( 0.197) 0.144 0.208 119 9.92 0.73 0.352 ( 0.196) 0.144 0.208 120 10.00 0.73 0.352 ( 0.195) 0.144 0.208 121 10.08 0.50 0.240 ( 0.194) 0.098 0.142 122 10.17 0.50 0.240 ( 0.193) 0.098 0.142 123 10.25 0.50 0.240 ( 0.192) 0.098 0.142 124 10.33 0.50 0.240 ( 0.191) 0.098 0.142 125 10.42 0.50 0.240 ( 0.190) 0.098 0.142 126 10.50 0.50 0.240 ( 0.189) 0.098 0.142 127 10.58 0.67 0.320 ( 0.188) 0.131 0.189 128 10.67 0.67 0.320 ( 0.187) 0.131 0.189 129 10.75 0.67 0.320 ( 0.186) 0.131 0.189 130 10.83 0.67 0.320 ( 0.186) 0.131 0.189 131 10.92 0.67 0.320 ( 0.185) 0.131 0.189 132 11.00 0.67 0.320 ( 0.184) 0.131 0.189 133 11.08 0.63 0.304 ( 0.183) 0.125 0.179 134 11.17 0.63 0.304 ( 0.182) 0.125 0.179 135 11.25 0.63 0.304 ( 0.181) 0.125 0.179 136 11.33 0.63 0.304 ( 0.180) 0.125 0.179 137 11.42 0.63 0.304 ( 0.179) 0.125 0.179 138 11.50 0.63 0.304 ( 0.178) 0.125 0.179 139 11.58 0.57 0.272 1 0.1771 0.111 0.160 140 11.67 0.57 0.272 ( 0.177) 0.111 0.160 141 11.75 0.57 0.272 ( 0.176) 0.111 0.160 142 11.83 0.60 0.288 ( 0.175) 0.118 0.170 143 11.92 0.60 0.288 ( 0.174) 0.118 0.170 144 12.00 0.60 0.288 ( 0.173) 0.118 0.170 145 12.08. 0.83 0.400 ( 0.172) 0.164 0.236 146 12.17 0.83 0.400 ( 0.171) 0.164 0.236 147 12.25 0.83 0.400 ( 0.171) 0.164 0.236 148 12.33 0.87 0.416 0.170 ( 0.171) 0.246 149 12.42 0.87 0.416 0.169 ( 0.171) 0.247 150 12.50 0.87 0.416 0.168 ( 0.171) 0.248 151 12.58 0.93 0.448 0.167 ( 0.184) 0.281 152 12.67 0.93 0.448 0.166 ( 0.184) 0.282 153 12.75 0.93 0.448 0.165 ( 0.184) 0.282 154 12.83 0.97 0.464 0.165 ( 0.190) 0.299 155 12.92 0.97 0.464 0.164 ( 0.190) 0.300 156 13.00 0.97 0.464 0.163 ( 0.190) 0.301 157 13.08 1.13 0.544 0.162 ( 0.223) 0.382 158 13.17 1.13 0.544 0.161 ( 0.223) 0.383 159 13.25 1.13 0.544 0.160 ( 0.223) 0.383 160 13.33 1.13 0.544 0.160 ( 0.223) 0.384 161 13.42 ,1.13 0.544 0.159 ( 0.223) 0.385 162 13.50 1.13 0.544 0.158 ( 0.223) 0.386 163 13.58 0.77 0.368 ( 0.157) 0.151 0.217 164 13.67 0.77 0.368 ( 0.156) 0.151 0.217 165 13.75 0.77 0.368 ( 0.156) 0.151 0.217 166 13.83 0.77 0.368 ( 0.155) 0.151 0.217 167 13.92 0.77 0.368 ( 0.154) 0.151 0.217 168 14.00 0.77 0.368 ( 0.153) 0.151 0.217 169 14.08 0.90 0.432 0.152 ( 0.177) 0.279 170 14.17 0.90 0.432 0.152 ( 0.177) 0.280 171 14.25 0.90 0.432 0.151 ( 0.177) 0.281 172 14.33 0.87 0.416 0.150 ( 0.171) 0.266 173 14.42 0.87 0.416 0.149 ( 0.171) 0.267 174 14.50 0.87 0.416 0.149 ( 0.171) 0.267 175 14.58 0.87 0.416 0.148 ( 0.171) 0.268 176 14.67 0.87 0.416 0.147 ( 0.171) 0.269 177 14.75 0.87 0.416 0.146 ( 0.171) 0.270 178 14.83 0.83 0.400 0.146 ( 0.164) 0.254 179 14.92 0.83 0.400 0.145 ( 0.164) 0.255 180 15.00 0.83 0.400 0.144 ( 0.164) 0.256 181 15.08 0.80 0.384 0.143 ( 0.157) 0.241 182 15.17 0.80 0.384 0.143 ( 0.157) 0.241 183 15.25 0.80 0.384 0.142 ( 0.157) 0.242 184 15.33 0.77 0.368 0.141 ( 0.151) 0.227 185 15.42 0.77 0.368 0.140 ( 0.151) 0.227 186 15.50 0.77 0.368 0.140 ( 0.151) 0.228 187 15.58 0.63 0.304 ( 0.139) 0.125 0.179 188 15.67 0.63 0.304 ( 0.138) 0.125 0.179 189 15.75 0.63 0.304 ( 0.138) 0.125 0.179 190 15.83 0.63 0.304 ( 0.137) 0.125 0.179 191 15.92 0.63 0.304 ( 0.136) 0.125 0.179 192 16.00 0.63 0.304 ( 0.135) 0.125 0.179 193 16.08 0.13 0.064 ( 0.135) 0.026 0.038 194 16.17 0.13 0.064 ( 0.134) 0.026 0.038 195 16.25 0.13 0.064 ( 0.133) 0.026 0.038 196 16.33 0.13 0.064 ( 0.133) 0.026 0.038 197 16.42 0.13 0.064 ( 0.132) 0.026 0.038 198 16.50 0.13 0.064 ( 0.131) 0.026 0.038 199 16.58 0.10 0.048 ( 0.131) 0.020 0.028 200 16.67 0.10 0.048 ( 0.130) 0.020 0.028 201 16.75 0.10 0.048 ( 0.129) 0.020 0.028 202 16.83 0.10 0.048 ( 0.129) 0.020 0.028 203 16.92 0.10 0.048 1 0.1281 0.020 0.028 204 17.00 0.10 0.048 ( 0.127) 0.020 0.028 205 17.08 0.17 0.080 ( 0.127) 0.033 0.047 206 17.17 0.17 0.080 ( 0.126) 0.033 0.047 207 17.25 0.17 0.080 ( 0.126) 0.033 0.047 208 17.33 0.17 0.080 ( 0.125) 0.033 0.047 209 17.42 0.17 0.080 ( 0.124) 0.033 0.047 210 17.50 0.17 0.080 ( 0.124) 0.033 0.047 211 17.58 0.17 0.080 ( 0.123) 0.033 0.047 212 17.67 0.17 0.080 ( 0.122) 0.033 0.047 213 17.75 0.17 0.080 ( 0.122) 0.033 0.047 214 17.83 0.13 0.064 ( 0.121) 0.026 0.038 215 17.92 0.13 0.064 ( 0.121) 0.026 0.038 216 18.00 0.13 0.064 ( 0.120) 0.026 0.038 217 18.08 0.13 0.064 ( 0.119) 0.026 0.038 218 18.17 0.13 0.064 ( 0.119) 0.026 0.038 219 18.25 0.13 0.064 ( 0.118) 0.026 0.038 220 18.33 0.13 0.064 ( 0.118) 0.026 0.038 221 18.42 0.13 0.064 ( 0.117) 0.026 0.038 222 18.50 0.13 0.064 ( 0.117) 0.026 0.038 223 18.58 0.10 0.048 ( 0.116) 0.020 0.028 224 18.67 0.10 0.048 ( 0.115) 0.020 0.028 225 18.75 0.10 0.048 ( 0.115) 0.020 0.028 226 18.83 0.07 0.032 ( 0.114) 0.013 0.019 227 18.92 0.07 0.032 ( 0.114) 0.013 0.019 228 19.00 0.07 0.032 ( 0.113) 0.013 0.019 229 19.08 0.10 0.048 ( 0.113) 0.020 0.028 230. 19.17 0.10 0.048 ( 0.112) 0.020 0.028 231 19.25 0.10 0.048 ( 0.112) 0.020 0.028 232 19.33 0.13 0.064 ( 0.111) 0.026 0.038 233 19.42 0.13 0.064 ( 0.111) 0.026 0.038 234 19.50 0.13 0.064 ( 0.110) 0.026 0.038 235 19.58 0.10 0.048 ( 0.110) 0.020 0.028 236 19.67 0.10 0.048 ( 0.109) 0.020 0.028 237 19.75 0.10 0.048 ( 0.109) 0.020 0.028 238 19.83 0.07 0.032 ( 0.108) 0.013 0.019 239 19.92 0.07 0.032 ( 0.108) 0.013 0.019 240 20.00 0.07 0.032 ( 0.107) 0.013 0.019 241 20.08 0.10 0.048 ( 0.107) 0.020 0.028 242 20.17 0.10 0.048 ( 0.106) 0.020 0.028 243 20.25 0.10 0.048 ( 0.106) 0.020 0.028 244 20.33 0.10 0.048 ( 0.105) 0.020 0.028 245 20.42 0.10 0.048 ( 0.105) 0.020 0.028 246 20.50 0.10 0.048 ( 0.104) 0.020 0.028 247 20.58 0.10 0.048 ( 0.104) 0.020 0.028 248 20.67 0.10 0.048 ( 0.104) 0.020 0.028 249 20.75 0.10 0.048 ( 0.103) 0.020 0.028 250 20.83 0.07 0.032 ( 0.103) 0.013 0.019 251 20.92 0.07 0.032 ( 0.102) 0.013 0.019 252 21.00 0.07 0.032 ( 0.102) 0.013 0.019 253 21.08 0.10 0.048 ( 0.101) 0.020 0.028 254 21.17 0.10 0.048 ( 0.101) 0.020 0.028 255 21.25 0.10 0.048 ( 0.101) 0.020 0.028 256 21.33 0.07 0.032 ( 0.100) 0.013 0.019 257 21.42 0.07 0.032 ( 0.100) 0.013 0.019 258 21.50 0.07 0.032 ( 0.100) 0.013 0.019 259 21.58 0.10 0.048 ( 0.099) 0.020 0.028 260 21.67 0.10 0.048 ( 0.099) 0.020 0.028 261 21.75 0.10 0.048 ( 0.098) 0.020 0.028 262 21.83 0.07 0.032 ( 0.098) 0.013 0.019 263 21.92 0.07 0.032 ( 0.098) 0.013 0.019 264 22.00 0.07 0.032 ( 0.097) 0.013 0.019 265 22.08 0.10 0.048 ( 0.097) 0.020 0.028 266 22.17 0.10 0.048 ( 0.097) 0.020 0.028 C. �j o a S i oss = 1.57 (In) �,C� i1. Z Total soil loss = 13.448(Ac.Ft) ��rr Total rainfall = 4.00 (In) J i Flood volume = 908027.3 Cubic Feet Total soil loss = - - - - - -- 5857804 Cubic Feet Peak flow rate of this hydrograph = 38.626(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f----- H- y- d- r- o- g -r -a -p h Hydrograph in 5 Minute intervals ((CFS)) V 0 �„ 20 ------------------------------------------ Time(h +m) 267 22.25 0.10 0.048 ( 0:096) 0.020 0.028 --------- 268 22.33 0.07 0.032 ( 0.096) 0.013 0.019 ® 269 22.42 0.07 0.032 ( 0.096) 0.013 0.019 0 +10 270 22.50 0.07 0.032 ( 0.096) 0.013 0.019 0 +15 271 22.58 0.07 0.032 ( 0.095) 0.013 0.019 0 +20 272 22.67 0.07 0.032 ( 0.095) 0.013 0.019 0 +25 273 22.75 0.07 0.032 ( 0.095) 0.013 0.019 0 +30 274 22.83 0.07 0.032 ( 0.095) 0.013 0.019 0 +35 275 22.92 0.07 0.032 ( 0.094) 0.013 0.019 0 +40 276 23.00 0.07 0.032 ( 0.094) 0.013 0.019 0 +45 277 23.08 0.07 0.032 ( 0.094) 0.013 0.019 0 +50 278 23.17 0.07 0.032 ( 0.094) 0.013 0.019 0 +55 279 23.25 0.07 0.032 ( 0.093) 0.013 0.019 1+ 0 280 23.33 0.07 0.032 ( 0.093) 0.013 0.019 1+ 5 281 23.42 0.07 0.032 ( 0.093) 0.013 0.019 1 +10 282 23.50 0.07 0.032 ( 0.093) 0.013 0.019 1 +15 283 23.58 0.07 0.032 ( 0.093) 0.013 0.019 1 +20 284 23.67 0.07 0.032 ( 0.093) 0.013 0.019 1 +25 285 23.75 0.07 0.032 ( 0.093) 0.013 0.019 1 +30 286 23.83 0.07 0.032 ( 0.092) 0.013 0.019 1 +35 287 23.92 0.07 0.032 ( 0.092) 0.013 0.019 1 +40 288 24.00 0.07 0.032 ( 0..092) 0.013 0.019 1 +45 0.3689 2.97 (Loss Rate Not Used) Sum = 100.0 Sum = 29.2 Flood volume = Effective rainfall 2.43(In) times area 102.9(Ac.) /[(In) /(Ft.)] = 20.8(Ac.Ft) T t 1 1 1 C. �j o a S i oss = 1.57 (In) �,C� i1. Z Total soil loss = 13.448(Ac.Ft) ��rr Total rainfall = 4.00 (In) J i Flood volume = 908027.3 Cubic Feet Total soil loss = - - - - - -- 5857804 Cubic Feet Peak flow rate of this hydrograph = 38.626(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f----- H- y- d- r- o- g -r -a -p h Hydrograph in 5 Minute intervals ((CFS)) V 0 �„ 20 ------------------------------------------ Time(h +m) Volume Ac.Ft Q(CFS) 0 - - - - -- 10.0 20.0 30.0 40.0 Cc ¢� --------- ------- ------ --------- -------------- ---------- ---------- - - - - -- °� 0+ 5 0.0010 0.14 Q 0 +10 0.0060 0.73 Q 0 +15 0.0148 1.28 VQ 0 +20 0.0256 1.57 VQ 0 +25 0.0394 1.99 VQ 0 +30 0.0556 2.35 V Q 0 +35 0.0730 2.53 V Q 0 +40 0.0911 2.64 V Q 0 +45 0.1098 2.71 V Q 0 +50 0.1294 2.84 V Q 0 +55 0.1513 3.18 V Q 1+ 0 0.1754 3.49 V Q 1+ 5 0.1999 3.56 V Q 1 +10 0.2230 3.35 V Q 1 +15 0.2446 3.14 V Q 1 +20 0.2657 3.06 V Q 1 +25 0.2866 3.03 V Q 1 +30 0.3073 3.01 V Q 1 +35 0.3279 2.99 V Q 1 +40 0.3484 2..98 V Q 1 +45 0.3689 2.97 V Q 1 +50 0.3898 3.03 V Q 1 +55 0.4126 3.32 V Q 2+ 0 0.4374 3.59 V Q 2+ 5 0.4629 3.70 V Q 2 +10 0.4888 3.76 V Q 2 +15 0.5149 3.80 V Q 2 +20 0.5413 3.83 IV Q 2 +25 0.5678 3.85 IV Q 2 +30 0.5944 3.87 IV Q 2 +35 0.6216 3.95 IV Q 2 +40 0.6509 4.26 IV Q 2 +45 0.6822 4.54 IV Q 2 +50 0.7142 4.66 IV Q 2 +55 0.7468 4.73 IV Q 3+ 0 0.7797 4.77 IV Q 3+ 5 0.8128 4.81 IV Q 3 +10 0.8460 4.83 IV Q 3 +15 0.8794 4.85 IV Q 3 +20 0.9129 4.86 IV Q 3 +25 0.9464 4.87 IV Q 3 +30 0.9800 4.88 IV Q 3 +35 1.0137 4.89 IV Q 3 +40 1.0473 4.89 I V Q 3 +45 1.0811 4.90 I V Q .3 +50 1.1153 4.97 I V Q 3 +55 1.1515 5.26 I V Q 4+ 0 1.1896 5.54 I V Q 4+ 5 1.2285 5.65 I V Q 4 +10 1.2678 5.71 I V Q 4 +15 1.3075 5.75 I V Q 4 +20 1.3478 5.85 I V Q 4 +25 1.3903 6.17 I V Q 4 +30 1.4348 6.46 I V Q 4 +35 1.4802 6.59 I V Q 4 +40 1.5261 6.66 I V Q 4 +45 1.5724 6.72 I V Q 4 +50 1.6194 6.82 I V Q 4 +55 1.6686 7.15 I V Q 5+ 0 1.7198 7.44 I V Q 5+ 5 1.7710 7.43 I V Q 5 +10 1.8186 6.91 I V Q 5 +15 1.8628 6.42 I V Q 5 +20 1.9062 6.30 I V Q 5 +25 1.9509 6.50 I V Q 5 +30 1.9971 6.71 I V Q 5 +35 2.0443 6.84 I V Q 5 +40 2.0936 7.17 I V Q 5 +45 2.1450 7.46 I V Q 5 +50 2.1971 7.58 I V Q 5 +55 2.2498 7.65 I V Q 6+ 0 2.3028 7.70 I V Q 6+ 5 2.3565 7.80 I V Q 6 +10 2.4124 8.12 I V Q 6 +15 2.4703 8.41 I V Q 6 +20 2.5291 8.54 I V Q 6 +25 2.5885 8.62 I V Q 6 +30 2.6482 8.67 I V Q 6 +35 2.7087 8.78 I V Q 6 +40 2.7714 9.10 I V QI 6 +45 2.8361 9.40 I V QI 6 +50 2.9018 9.53 I V QI 6 +55 2.9679 9.60 I V QI 7+ 0 3.0344 9.65 I V QI 7+ 5 3.1011 9.69 I V QI 7 +10 3.1680 9.72 I V QI 7 +15 3.2351 9.74 I V QI I 7 +20 3.3028 9.83 I V QI 7 +25 3.3726 10.13 I V Q 7 +30 3.4443 10.42 I V Q 7 +35 3.5173 10.60 I V Q 7 +40 3.5929 10.97 I V Q 7 +45 3.6706 11.29 I V IQ 7 +50 3.7498 11.50 I V IQ 7 +55 3.8317 11.88 I V IQ 8+ 0 3.9158 12.22 I V I Q 8+ 5 4.0020 12.51 I V I Q 8 +10 4.0929 13.20 I V I Q 8 +15 4.1881 13.82 I V I Q 8 +20 4.2852 14.09 I V I Q 8 +25 4.3834 14.26 I V I Q 8 +30 4.4824 14.38 I V I Q 8 +35 4.5825 14.53 I V I Q 8 +40 4.6850 14.89 I V I Q 8 +45 4.7897 15.21 I VI Q I 8 +50 4.8960 15.43 I VI Q I 8 +55 5.0049 15.81 I VI Q I 9+ 0 5.1161 16.15 I VI Q I 9+ 5 5.2294 16.45 I V Q 9 +10 5.3474 17.13 I V Q 9 +15 5.4696 17.75 I V Q 9 +20 5.5942 18.09 I V Q 9 +25 5.7220 18.55 I V Q 9 +30 5.8524 18.93 I IV Q I 9 +35 5.9846 19.20 I IV QI 9 +40 6.1197 19.62 I IV QI 9 +45 6.2573 19.98 I I V QI 9 +50 6.3967 20.23 I I V Q 9 +55 6.5388 20.64 I I V Q 10+ 0 6.6834 21.00 I I V Q 10+ 5 6.8258 20.68 I I V Q 10 +10 6.9548 18.72 I I V Q 10 +15 7.0710 16.88 I I V Q 10 +20 7.1822 16.15 I I V Q 10 +25 7.2906 15.75 I I V Q 10 +30 7.3972 15.47 I I VQ 10 +35 7.5048 15.62 I I VQ 10 +40 7.6216 16.96 I I V Q 10 +45 7.7471 18.23 I I V Q 10 +50 7.8758 18.69 I I V Q 10 +55 8.0062 18.93 I I V Q 11+ 0 8.1378 19.10 I I V QI 11+ 5 8.2696 19.14 I I V QI 11 +10 8.3999 18.92 I I V Q 11 +15 8.5286 18.69 I I V Q 11 +20 8.6571 18.65 I I V Q 11 +25 8.7855 18.64 I I V Q 11 +30 8.9139 18.64 I I VQ 11 +35 9.0413 18.50 I I VQ 11 +40 9.1647 17.92 I I Q 11 +45 9.2844 17.38 I I Q 11 +50 9.4029 17.21 I I QV 11 +55 9.5225 17.37 I I QV 12+ 0 9.6434 17.55 I I QV 12+ 5 9.7679 18.08 I I Q 12 +10 9.9067 20.16 I I VQ 12 +15 10.0588 22.08 I I VI 12 +20 10.2168 22.94 I I VI 12 +25 10.3801 23.71 I I VI Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q 0 A V Q V Q V Q Iv Q Iv Q v QI V QI Iv Q v I Q v I Q V I Q v I Q v I Q v I Q V IQ v Q I I Q I Qv Q V Q v Q V I Qv I QI Q VI Q VI I Q V I Q v I Q v Q Iv Q Iv Q Iv Q Iv Q Iv Q Iv Q I v Q I v Q I v Q I V IQ I v Q I V QI I V QI I v QI I v QI I v v V V V V V V V V V V V V V V I I V V V V V 12 +30 10.5478 24.35 12 +35 10.71 99 24.99 12 +40 10.9009 26.28 12 +45 11.0900 27.45 12 +50 11.2839 28.16 12 +55 11.4841 29.06 13+ 0 11.6896 29.84 13+ 5 11.9022 30.86 13 +10 12.1342 33.68 13 +15 12.3840 36.27 13 +20 12.6417 37.41 13 +25 12.9041 38.11 13 +30 13.1702 38.63 13 +35 13.4303 37.77 13 +40 13.6560 32.77 13 +45 13.8493 28.07 13 +50 14.0299 26.22 13 +55 14.2035 25.21 14+ 0 14.3725 24.53 14+ 5 14.5411 24.49 14 +10 14.7208 26.10 14 +15 14.9115 27.69 14 +20 15.1051 28.11 14 +25 15.2972 27.89 14 +30 15.4875 27.63 14 +35 15.6776 27.61 14 +40 15.8679 27.63 14 +45 16.0582 27.64 14 +50 16.2485 27.64 14 +55 16.4361 27.24 15+ 0 16.6213 26.88 15+ 5 16.8049 26.67 15 +10 16.9850 26.15 15 +15 17.1621 25.71 15 +20 17.3372 25.42 15 +25 17.5083 24.84 15 +30 17.6759 24.34 15 +35 17.8397 23.78 15 +40 17.9922 22.14 15 +45 18.1342 20.62 15 +50 18.2718 19.98 15 +55 18.4067 19.60 16+ 0 18.5399 19.33 16+ 5 18.6645 18.10 16 +10 18.7576 13.53 16 +15 18.8217 9.30 16 +20 18.8736 7.54 16 +25 18.9186 6.53 16 +30 18.9588 5.83 16 +35 .18.9950 5.26 16 +40 19.0267 4.60 16 +45 19.0546 4.04 16 +50 19.0801 3.71 16 +55 19.1042 3.49 17+ 0 19.1270 3.32 17+ 5 19.1500 3.33 17 +10 19.1763 3.82 17 +15 19.2057 4.27 17 +20 19.2365 4.48 17 +25 19.2682 4.59 17 +30 19.3003 4.67 17 +35 19.3329 4.73 17 +40 19.3657 4.77 17 +45 19.3987 4.79 Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q 0 A V Q V Q V Q Iv Q Iv Q v QI V QI Iv Q v I Q v I Q V I Q v I Q v I Q v I Q V IQ v Q I I Q I Qv Q V Q v Q V I Qv I QI Q VI Q VI I Q V I Q v I Q v Q Iv Q Iv Q Iv Q Iv Q Iv Q Iv Q I v Q I v Q I v Q I V IQ I v Q I V QI I V QI I v QI I v QI I v v V V V V V V V V V V V V V V I I V V V V V • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • A • • • • • V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V. VII VI VI VI VI VI ViV VI VI 17 +50 19.4315 4.75 17 +55 19.4623 4.48 18+ 0 19.4914 4.22 18+ 5 19.5198 4.12 18 +10 19.5478 4.07 18 +15 19.5756 4.04 18 +20 19.6032 4.01 18 +25 19.6307 3.99 18 +30 19.6580 3.97 18 +35 19.6848 3.88 18 +40 19.7094 3.58 18 +45 19.7321 3.29 18 +50 19.7535 3.11 18 +55 19.7724 2.74 19+ 0 19.7891 2.42 19+ 5 19.8052 2.35 19 +10 19.8228 2.56 19 +15 19.8419 2.77 19 +20 19.8619 2.91 19 +25 19.8842 3.23 19 +30 19.9084 3.52 19 +35 19.9331 3.58 19 +40 19.9562 3.35 19 +45 19.9777 3.12 19 +50 19.9982 2.98 19 +55 20.0164 2.65 20+ 0 20.0326 2.35 20+ 5 20.0485 2.30 20 +10 20.0659 2.53 20 +15 20.0848 2.75 20 +20 20.1043 2.83 20 +25 20.1240 2.86 20 +30 20.1438 2.88 20 +35 20.1638 2.89 20 +40 20.1838 2.90 20 +45 20.2038 2.90 20 +50 20.2233 2.84 20 +55 20.2409 2.55 21+ 0 20.2566 2.28 21+ 5 20.2721 2.24 21 +10 20.2892 2.48 21 +15 20.3079 2.72 21 +20 20.3267 2.73 21 +25 20.3438 2.48 21 +30 20.3591 2.23 21 +35 20.3743 2.20 21 +40 20.3911 2.45 21 +45 20.4096 2.69 21 +50 20.4283 2.71 21 +55 20.4452 2.46 22+ 0 20.4604 2.21 22+,5 20.4755 2.19 22 +10 20.4923 2.44 22 +15 20.5108 2.69 22 +20 20.5294 2.71 22 +25 20.5464 2.46 22 +30 20.5616 2.21 22 +35 20.5762 2.12 22 +40 20.5905 2.08 22 +45 20.6046 2.05 22 +50 20.6185 2.02 22 +55 20.6323 2.01 23+ 0 20.6460 1.99 23+ 5 20.6597 1.98 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • A • • • • • V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V. VII VI VI VI VI VI ViV VI VI • n u 23 +10 20.6733 1.98 IQ I VI 23 +15 20.6869 1.98 IQ I I I VI 23 +20 20.7005 1.97 IQ I VI 23 +25 20.7140 1.96 IQ I I I VI 23 +30 20.7275 1.96 IQ I I I VI 23 +35 20.7410 1.96 Q I I I VI 23 +40 20.7545 1.96 IQ I VI 23 +45 20.7680 1.96 IQ I I I VI 23 +50 20.7815 1.96 Q I I I VI 23 +55 20.7950 1.96 Q VI 24+ 0 20.8085 1.96 Q I I I VI 24+ 5 20.8210 1.82 IQ VI 24 +10 20.8295 1.23 IQ I I I VI 24 +15 20.8341 0.68 Q V 24 +20 20.8373 0.46 Q I I I VI 24 +25 20.8395 0.33 Q VI 24 +30 20.8412 0.24 Q I I I VI 24 +35 20.8425 0.18 Q VI 24 +40 20.8434 0.14 Q I I I VI 24 +45 20.8441 0.10 Q VI 24 +50 20.8446 0.07 Q I I I VI 24 +55 20.8450 0.05 Q 25+ 0 20.8452 0.03 Q I I I VI 25+ 5 20.8454 0.02 Q V 25 +10 20.8454 0.01 Q I I I V I8 i Drainage area by Land use RI 69 69 69 69 IMPERVIOUS % 65 50 90 100 Natural COND 7200- 10000SF COMM BASIN Total fair 60.9 42.0 Total 0.0 42.0 60.9 0.0 0.0 102.9 Low Loss rate recommended values: 1. Undeveloped condition = 0.9 2. Developed condition = 0.9 - (0.8 x % imperv) 3. Basin = 0.10 ( x-2,0 x D - 0.8x 0.5 012-01H 102.q 60.q 2. - x L p,q (0.9 x 0.65 1oz,� )j 0,2ZL-q 0. L-2q 0 USES OW LOSS 9R76 = 0•10 (POL CiTy 2EQ0IRr--D Tract 33226 City of La Quinta [File: c: \wspgl \33226 \post dev Pond #1 area by soil group] INHOIS U"A 00 t N011alf 3IV3 a0H13IN IVN0IIVU AUMS A901OUGAH 311S1 0 3 xipuaddV SVOA3Avns SH33N19N3 SH3NNVld EL0a lL1'09L 7Ni ELO9-ILC09L MORA Z 1 I n N 3 6 • E5996 tl"3'94umo al . a s low BOL miInS L4 o^�"tl 006•BL INHOIS U"A 00 t N011alf 3IV3 a0H13IN IVN0IIVU AUMS A901OUGAH 311S1 0 3 xipuaddV RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2006 Advanced Engineering Software (aes) (Rational Tabling Version 6.OD) Release Date: 06/01/2005 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350, Irvine, CA 92614 Phone: (949) 251 -8821 Fax: (949) 251 -0516 Email: mdsirvine @mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * # * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • TRACT 33226 • OFFSITE HYDROLOGY STUDY • Q100 FREQUENCY ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: C: \AES2006 \HYDROSFT \RATSCX \33226 \OFFSITE.100 TIME /DATE OF STUDY: 14:01 05/19/2011 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.500 = 0.95 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.890 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 5.650 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.980 SLOPE OF 10 -YEAR INTENSITY- DURATION'CURVE = 0.5764302 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5852116 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.980 SLOPE OF INTENSITY DURATION CURVE = 0.5852 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 14.5 9.5 0.020/0.020/0.020 0 50 -'6 2.00 0.0313 0.125 0.0150 2 60.0 43.0 0.020/0.020/0.020 0.671, 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS- FROM - NODE- - - - -10 00 -TO- NODE- - - - -11 00 -IS CODE = 21 >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< - -- ------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 • INITIAL SUBAREA FLOW- LENGTH(FEET) = 2983.00 UPSTREAM ELEVATION(FEET) = 497.40 DOWNSTREAM ELEVATION(FEET) = 487.00 ELEVATION DIFFERENCE(FEET) = 10.40 TC = 0.303 *[( 2983.00 * *3) /( 10.40)] * *.2 = 23.066 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.464 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8867 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 82.02 TOTAL AREA(ACRES) = 26.70 TOTAL RUNOFF(CFS) = 82.02✓ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.464 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8536 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 42.00 SUBAREA RUNOFF(CFS) = 124.20 TOTAL AREA(ACRES) = 68.70 TOTAL RUNOFF(CFS) = 206.22 TC (MIN. ) = 23.07 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ELEVATION DATA:' UPSTREAM(FEET) = 481.00 DOWNSTREAM(FEET) = 477.80 FLOW LENGTH(FEET) = 332.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.96 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 206.22 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 23.46 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 3315.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.430 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7662 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 12.70 SUBAREA RUNOFF(CFS) = 33.38 TOTAL AREA(ACRES) = 81.40 TOTAL RUNOFF(CFS) = 239.60 TC (MIN. ) = 23.46 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 52 >> >>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<< >> >>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 477.30 DOWNSTREAM(FEET) = 465.70 • CHANNEL LENGTH THRU SUBAREA(FEET) = 1516.00 CHANNEL SLOPE = 0.0077 CHANNEL FLOW THRU SUBAREA(CFS) = 239.60 FLOW VELOCITY(FEET /SEC) = 5.43 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.66 Tc(MIN.) = 28.12 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 4831.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE .13.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.085 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7537 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 11.60 SUBAREA RUNOFF(CFS) _ I'26.97 TOTAL AREA(ACRES) = 93.00 TOTAL RUNOFF(CFS) = 266.57 TC(MIN.) = 28.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< - ---------------------- - - - - -- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.085 UNDEVELOPED WATERSHED RUNOFF COEFFICIEIN?T = .7537 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 9.90 SUBAREA RUNOFF(CFS) = 23.02 TOTAL AREA(ACRES) = 102.90 TOTAL RUNOFF(CFS) = 289.59 TC(MIN.) = 28.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 560.00 UPSTREAM ELEVATION(FEET) = 489.00 DOWNSTREAM ELEVATION(FEET) = 475.90 ELEVATION DIFFERENCE(FEET) = 13.10 TC = 0.709 *[( 560.00 * *3) /( 13.10)] * *.2 = 18.895 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.893 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7800 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 33.40 TOTAL AREA(ACRES) = 11.00 TOTAL RUNOFF(CFS) = 33.40 FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ----------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 1770.00 UPSTREAM ELEVATION(FEET) = 489.70 DOWNSTREAM ELEVATION(FEET) = 475.50 ELEVATION DIFFERENCE(FEET) = 14.20 TC = 0.393 *[( 1770.00 * *3) /( 14.20)] * *.2 = 20.525 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.709 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8374 • SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 57.16 TOTAL AREA(ACRES) = 18.40 TOTAL RUNOFF(CFS) = 57.16 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 31 ---------------------------------------------------------------------------- • >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ------------------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 472.00 DOWNSTREAM(FEET) = 470.00 FLOW LENGTH(FEET) = 451.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.65 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 57.16 PIPE TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 21.51 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 2221.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.609 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7719 SOIL CLASSIFICATION IS "C" SUBAREA AREA.(ACRES) = 13.80 SUBAREA RUNOFF(CFS) = 38.45 TOTAL AREA(ACRES) = 32.20 TOTAL RUNOFF(CFS) = 95.60 TC(MIN.) = 21.51 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< • ____ = - = == ASSUMED INITIAL SUBAREA UNIFORM_____ _______________________________ DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 1423.00 UPSTREAM ELEVATION(FEET) = 486.50 DOWNSTREAM ELEVATION(FEET) = 477.50 ELEVATION DIFFERENCE(FEET) = 9.00 TC = 0.393 *[( 1423.00 * *3) /( 9.00)] * *.2 = 19.725 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.797 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8387 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 45.53 TOTAL AREA(ACRES) = 14.30 TOTAL RUNOFF(CFS) = 45.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 31 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<< <<< ------------------------------- - - - --- ELEVATION DATA: UPSTREAM(FEET) = 474.00 DOWNSTREAM(FEET) = 468.00 FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.37 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 45.53 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 20.06 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 42.00 = 1693.00 FEET. FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INT SINGLE- FAMILY(1 /4 ACRE SOIL CLASSIFICATION IS SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN.) = 20.06 ENSITY(INCH /HOUR) = 3.759 LOT) RUNOFF COEFFICIENT = .8381 "C" 9.70 SUBAREA RUNOFF(CFS) = 30.56 24.00 TOTAL RUNOFF(CFS) = 76.10 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INT SINGLE- FAMILY(1 /4 ACRE SOIL CLASSIFICATION IS SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN.) = 20.06 ENSITY(INCH /HOUR) = 3.759 LOT) RUNOFF COEFFICIENT = .8381 "C" 6.10 SUBAREA RUNOFF(CFS) = 19.22 30.10 TOTAL RUNOFF(CFS) = 95.32 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------------------------- __________ 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.759 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7763 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 10.20 SUBAREA RUNOFF(CFS) = 29.77 TOTAL AREA(ACRES) = 40.30 TOTAL RUNOFF(CFS) = 125.08 • TC(MIN.) = 20.06 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ------------------------------- ------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 2492.00 UPSTREAM ELEVATION(FEET) = 481.70 DOWNSTREAM ELEVATION(FEET) = 465.50 ELEVATION DIFFERENCE(FEET) = 16.20 TC = 0.393 *[( 2492.00 * *3) /( 16.20)] * *.2 = 24.546 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = .3.341 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8316 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 63.06 TOTAL AREA(ACRES) = 22.70 TOTAL RUNOFF(CFS) = 63.06 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 31 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<< ------------------------------- -------------------- ELEVATION DATA: UPSTREAM(FEET) = 463.00 DOWNSTREAM(FEET) = 461.00 FLOW LENGTH(FEET) = 326.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.0 INCHES • PIPE -FLOW VELOCITY(FEET /SEC.) = 8.91 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 63.06 PIPE TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 25.16 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 2818.00 FEET. FLOW PROCESS FROM NODE 52.00 TO NODE 52.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------------------------------ 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.293 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8307 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 15.05 TOTAL AREA(ACRES) = 28.20 TOTAL RUNOFF(CFS) = 78.11 TC(MIN.) = 25.16 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 52.00 TO NODE 52.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< --------------------- - - - - -- 10.0 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.293 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7615 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 11.40 SUBAREA RUNOFF(CFS) = 28.59 TOTAL AREA(ACRES) = 39.60 TOTAL RUNOFF(CFS) 106.69 TC(MIN.) = 25.16 --------------- - - - - -- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 39.60 TC(MIN.) = 25.16 PEAK FLOW RATE(CFS) = 106.69 END OF RATIONAL METHOD ANALYSIS SMOA3A7jf1S SAID t3N dZ i i 0 CSZL6 V3'WUM Ql BOL NI ^S i f L4 v^u"V 006-BL SN011V-1(13IV3 311WHOAH Q xipua.ddV 8 0 FA ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2'006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID.1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350, Irvine, CA 92614 Phone: (949)i251-8821 Fax: (949) 251 -0516 Email: mdsirvine @mdsconsulting.net -- - - - - - - - - - - - - - - - - - - - - - - - - - - - ! - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - TIME /DATE OF STUDY: 14:04 0:5/11/2011 ------------------------------------------------ Problem Descriptions: TRACT 33226 EXISTING 24" RCP STORM DRAIN CAPACITY Q100 = 22.6 CFS >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<< << ---------------------------------------------------------------------------- PIPE DIAMETER(FEET) = 2.000 FLOWDEPTH(FEET) = 2.000 PIPE SLOPE(FEET /FEET) _ '0.0100 MANNINGS FRICTION FACTOR = 0.013000 >>>>> NORMAL DEPTH FLOW(CFS) = 22.62 C 17� ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS ----------------------------------------- (c) Copyright 1983 -2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350, Irvine, CA 92614 Phone: (949) 251 -8821 Fax: (949) 251 -0516 Email: mdsirvineCmdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • TRACT 33226 • EXISTING CHANNEL CAPACITY AT LOCATION 20 • Q100 = 3 x 22.6 = 68.0 CFS ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 13:24 05/11/2011 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 479.13 2 12.70 478.77 3 38.50 477.43 4 42.20 476.64 5 55.00 475.97 6 58.00 478.00 7 67.60 479.84 SUBCHANNEL SLOPE(FEET /FEET) = 0.010000 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.020000 ............................................. ............................... SUBCHANNEL FLOW(CFS) = 68.4 SUBCHANNEL FLOW AREA(SQUARE FEET) = 11.80 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 5.800 SUBCHANNEL FROUDE NUMBER = 1.216 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 16.69 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.71 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 68.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 68.44 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 477.11 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. 4r -470 POND 3 UPPER POND 4po (-4 EX TING C 211N, E L Q=f%-rinKl AT j nf%-ArinKl On CHANNEL CAPACITY D(ISTI 3-2,f A JI No --- iIPWW- . ... .. ... . ...... . . . ... . ..... ..... . ------ —470- ... .... . .... Y 5b V/ Ll 14P 0. Q 17320 RedNll Ave. NORTH MORSE 5uito 350 t,viee, CA 92614 SCHULTZ Voice: 949-251-8821 FAX: 949-251-0516 SCALE: 1"=100' P L A N N E R 5 ENGINEERS SURVEYORS I:\5M\WW\10CA7I0N 20.* 5/12/11 ----------------------- ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350, Irvine, CA 92614 Phone: (949) 251 -8821 Fax: (949) 251 -0516 Email: mdsirvine @mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 33226 * EXISTING CHANNEL CAPACITY AT LOCATION 22 * Q100 = 68.0 CFS ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 11:09 05/11/2011 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 478.35 2 11.00 477.92 3 20.60 476.60 4 26.00 474.15 5 38.10 473.95 6 58.00 479.15 7 66.40 480.12 SUBCHANNEL SLOPE(FEET /FEET) = 0.005000 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.020000 ............................................. ............................... SUBCHANNEL FLOW(CFS) = 68.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 14.96 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 4.559 SUBCHANNEL FROUDE NUMBER = 0.886 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 18.18 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.82 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 68.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 68.21 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 475.03 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. is --------------------------------- ------------------------------------------- SECTION AT LOCATION 22 CHANNEL CAPACITY I ..A rn M 1 48 '0 _ 3 WS= 475.03— - .. _ ... _ ___— _...... -. ___. _.. _ ... _ _.._..... _ _......_.. _ ..... . -470 70 .... .. ... _ _. _...... _... _._........ ... .._._..._ ....... _.... . _ - 460 ------- _ -_. _._...__. _ — __.____.,1__.____ -_. ___. . 17320 Redkill Ave. PSE M O Y S E Suih 350 Irvine, CA 92614 S c N u c r Z Voice: 949. 251.8821 FAX: 949 - 251 -0516 SC"1 : 1° =100' PLANNGINEERS SURVEYORS r\sowgHrosO\LWATION 22.dvg 5/11/11 ----- - - - - -- ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS --------------------------------------------- (c) Copyright 1983 -2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350, Irvine, CA 92614 Phone: (949) 251 -8821 Fax: (949) 251 -0516 Email: mdsirvine @mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • TRACT 33226 • EXISTING CHANNEL CAPACITY AT LOCATION 25 • Q100 = 3 x 22.6 = 68.0 CFS ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 11:30 05/11/2011 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 476.45 2 19.60 476.37 3 36.90 475.70 4 46.50 475.14 5 65.10 474.62 6 72.10 472.88 7 82.70 472.82 8 94.80 475.62 9 103.70 476.78 SUBCHANNEL SLOPE(FEET /FEET) = 0.005000 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.020000 ............................................. ............................... SUBCHANNEL FLOW(CFS) = 69.1 SUBCHANNEL FLOW AREA(SQUARE FEET) = 15.38 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 4.491 SUBCHANNEL FROUDE NUMBER = 0.885 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 19.21 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.80 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 68.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 69.06 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 473.88 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. (CC s CO�.� __--_ ...... _..—_ ... ... _ 17320 Redhll Ave. M O R 5 E Suite 350 • Irvine, CA 92614 ' C N U t. T z Voice: 949 - 251 -8821 FAX.• 949. 251 -0516 SCALE: 1e =1001 PLANNERS EN01NEERS SURVEYORS ALL 1:\5M\WoRD\LaATK)N Mdwg 5/11/11 ------- - - - - -- ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS ----------------------------------------- (c) Copyright 1983 -2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350, Irvine, CA 92614 Phone: (949) 251 -8821 Fax: (949) 251 -0516 Email: mdsirvine @mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • TRACT 33226 • EXISTING CHANNEL CAPACITY AT LOCATION 27 • Q100 = 3 x 22.6 = 68.0 CFS ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 11:40 05/11/2011 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 478.40 2 8.70 476.78 3 22.00 471.39 4 33.80 471.49 5 47.00 476.70 6 65.90 481.04 SUBCHANNEL SLOPE(FEET /FEET) = 0.005000 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.020000 ............................................. ............................... SUBCHANNEL FLOW(CFS) = 69.0 SUBCHANNEL FLOW AREA(SQUARE FEET) = 14.66 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 4.705 SUBCHANNEL FROUDE NUMBER = 0.890 SUBCHANNEL FLOW TOP- WIDTH(FEET) 16.90 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.87 -- - - - - - - --- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 68.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 68.97 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 472.46 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. U SECTION AT LOCATION 27 CHANNEL CAPACITY _ao 4so so- s Y 2 SCALE: 1"=100' 17320 Redhill Are. S E Soi1e 350 hrme, CA 92614 S C N U L T Z Voica: 949 - 251 -8821 FAX- 949.251 -0516 PLANNERS ENGINEERS SURVEYORS I: \5W \WDR0 \I0G110N 27.drg 5/11/11 ----- - - - - -- ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS ------------------------------------------ - - - --- (c) Copyright 1983 -2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350, Irvine, CA 92614 Phone: (949) 251 -8821 Fax: (949) 251 -0516 Email: mdsirvine @mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * TRACT 33226 * EXISTING CHANNEL CAPACITY AT LOCATION 30 * Q100 = 68.0 CFS ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 13:32 05/11/2011 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 480.00 2 25.70 475.19 3 46.10 469.74 4 57.30 469.60 5 71.50 475.86 6 86.30 476.31 7 94.80 477.85 SUBCHANNEL SLOPE(FEET /FEET) = 0.005000 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.020000 ............................................. ............................... SUBCHANNEL FLOW(CFS) = 69.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 14.83 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 4.665 SUBCHANNEL FROUDE NUMBER = 0.890 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 17.36 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.85 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 68.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 69.16 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 470.71 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. Sa J x SECTION AT LOCATION 30 CHANNEL CAPACITY o CD 1 � � co ao AW F ! r i[ • � i i SCALE: 1° =100' , I.-\W3M\MRO\U AM Rdn 5/11/11 ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS ----------------------------------------------- (c) Copyright 1983 -2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350,Irvine, CA 92614 Phone: (949) 251 -8821 Fax: (949) 251 -0516 Email: mdsirvine@mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • TRACT 33226 • EXISTING CHANNEL CAPACITY AT LOCATION 33 • Q100 = 3 x 22.6 = 68.0 CFS ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 13:52 05/11/2011 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 471.67 2 17.00 471.20 3 26.20 469.73 4 35.50 466.90 5 46.50 466.86 6 56.30 470.13 7 66.20 472.19 SUBCHANNEL SLOPE(FEET /FEET) = 0.005000 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.020000 ............................................. ............................... SUBCHANNEL FLOW(CFS) = 69.0 SUBCHANNEL FLOW AREA(SQUARE FEET) = 14.85 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 4.646 SUBCHANNEL FROUDE NUMBER = 0.890 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 17.54 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.85 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 68.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 69.00 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 467.92 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. SECTION AT LOCATION 33 CHANNEL CAPACITY And% � (6 C%j 47-0-- WS=.4.67 ..... . . C) co zn U-i C'6 CO* C6 C6 6 (D r 17320 Redhill Ave. *08 S E Zt. 350 Irvine, CA 92614 LTZ Voice: 949-251-8821 FAX 949-251-0516 SCALE: 1=1001 MPLANNERS WENGINEER."S SURVEYORS t\5M\WDRO\LOrATX)N 33.dwg 5/11/11 ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS ----------------------------------- (c) Copyright 1983 -2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350, Irvine, CA 92614 Phone: (949) 251 -8821 Fax: (949) 251 -0516 Email: mdsirvine @mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • TRACT 33226 • EXISTING CHANNEL CAPACITY AT LOCATION 1 • Q100 = 239.6 CPS ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 9:22 05/13/2011 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 479.86 2 5.50 479.42 3 5.70 477.30 4 24.00 477.30 5 24.60 479.45 6 60.00 480.48 SUBCHANNEL SLOPE(FEET /FEET) = 0.080000 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.020000 .............................................. ............................... SUBCHANNEL FLOW(CFS) = 244.0 SUBCHANNEL FLOW AREA(SQUARE FEET) = 14.40 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 16.943 SUBCHANNEL FROUDE NUMBER = 3.392 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 18.59 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.77 ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 239.60 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 244.01 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 478.08 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. SECTION AT LOCATION 1 CHANNEL CAPACITY i co 00 In C5 cy; 00 d i C-4 ........ .. . ---- --- . . . ......... no— A- C CC 'y r C"i =WSE-4.78.0.8 . .. ... Lo Lr) ... ............ - . ..... .... .................... i i . . . . ......... 460- I NORTH �14 SCALE: 1"=100' .p co `�EXISTING cx"'.: "el 17320 Redhill Ave. MORSE Suite 350 Irvine, CA 92614 S C H U L T T" Voice: 949-251-8821 FAX: 949-251-0516 PLANNERS ENGINEERS SURVEYORS 1.\5W\HYDR0\LDCATlDN ldwg 5/13/11 --------- - - - - -- ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS ------------------------------------------- - ----- (c) Copyright 1983 -2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350, Irvine, CA 92614 Phone: (949) 251 -8821 Fax: (949) 251 -0516 Email: mdsirvine@mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • TRACT 33226 • EXISTING CHANNEL CAPACITY AT LOCATION 2 • Q100 = 236.6 CFS ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 11:56 05/13/2011 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 478.64 2 24.30 477.30 3 37.50 475.33 4 41.30 474.23 5 55.50 474.57 6 60.00 477.11 7 68.30 478.60 SUBCHANNEL SLOPE(FEET /FEET) = 0.056000 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.020000 .............................................. ............................... SUBCHANNEL FLOW(CFS) = 240.4 SUBCHANNEL FLOW AREA(SQUARE FEET) = 15.83 SUBCHANNEL FLOW VELOCITY(FEET /SEC.)'= 15.188 SUBCHANNEL FROUDE NUMBER = 2.960 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 19.36 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.82 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 239.60 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 240.40 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 475.33 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. SECTION AT LOCATION 2 CHANNEL CAPACITY r r� � p f EISTING CXHANNEL. GROUTEDC066 i ` UPPER POND cr �._...�.- --• - -� - •-- •.,�..�_..,r— •� Grp ° �,�� POND 3 QQ NORTH SCALE: 1"=100' in 17320 Redhill Ave. MO R S E Suite 350 • Irvine, CA 92614 S C H U L i z Voice: 949 - 251 -8821 FAX: 949.251.0516 PLANNERS ENGINEERS SURVEYORS I: \50.104 \HYDRO \L0rATl0N 2dwg 5/13/11 REFERENCES Appendix E 78 -900 Avenue 47 Suits 208 MIL Lo Quintu, CA 92253 • L T z Voiee: 760- 771 -4013 FAX: 760-771-4073 PLANNERS ENGINEERS SURVEYORS . PRECIPITATION: LJ Storm Duration Rainfall Reading from NOAA Atlas 14 and LQ Zone 5 2 Year Storm (Inch) 100 Year Storm (Inch) 1 Hr 0.41 2.00 3 Hr 0.65 2.60 6 Hr 0.85 3.10 24 Hr 1.12 4.00 CAWSPG1 \33226\PRECI PITATION. DOC 3/2/2011 . Listed intensity values may be used for input values into computer programs that need the 10 and 100 year storm, 10 minute and 60 minute intensity values. For project specific locations, the FOR should always reconfirm rainfall intensity rates with the rates provided in the tabled data. A regional rainfall intensity map of the City found at the Public Works web page should be referenced to confirm rainfall amount assumptions. Synthetic Unit Hydrograph Method Rainfall (inches) Rainfall amounts per storm event for synthetic unit hydrograph hydrological report preparation has been regionally zoned within the City pursuant to available NOAA data. A regional rainfall intensity map of the City should be referenced to confirm rainfall amount assumptions provided below: The design storm for the City is 100 -year storm (worst case of 24 hour, 6 hour, 3 hour or 1 hour duration). The 500 -year storm is only used to review potentially problematic secondary overflows which do not drain to a public arterial street, creating a potential trapped water condition. 12. Hydrograph Loss Rates According to the Riverside County Flood Control Hydrology Manual, the loss rates generally range from 0.10 to 0.40 in /hr with most falling between 0.20 and 0.25 inches /hour. Three and six hour duration storms may use a constant loss rate; however, the 24 hour duration storm shall obtain a variable loss rate using the equation found on page E -9 of the manual, which is Ft = C(D- T)^l-55 + Fm. Variable loss rates are not required for the Synthetic Unit Hydrograph Analysis (Shortcut Method). Developed condition low loss rate calculations on 24 hour duration storms have been modified pursuant to recent Riverside County Flood Control guidance. The low loss rate percentage multiplied by the storm rainfall in inches per hour provides the maximum allowable infiltration value per the RCFCD Manual. A 90% low loss rate percentage limit of storm rainfall for 1 3 and 6 hour storms should be assumed A 50% ® low loss rate percentage limit of storm rainfall for a 24 hour storm should be assumed. T Drive \Engineering Bulletins \EB 06 -16 Hydrology and Hydraulic Rpt 2009 Revised 06 -01 -09 9 OF 20 100 yr storm inches Zones 1hr 3hr 6hr 24hr Zone 1 - Southwest mountains 2.50 3.40 4.00 6.00 Zone 2 - Southwest mountains 2.30 3.00 3.70 5.00 Zone 3 - West mountains and areas south of Highway 111 & west of Washington Street 2.20 2.80 3.40 4.50 Zone 4 - West of Jefferson Street & areas east of Washington Street including the Cove 2.10 2.70 3.20 4.25 Zone 5 - East of Jefferson Street & west of a staggered line trending south west of Calhoun Street and Avenue 50 2.00 2.60 3.10 4.00 Zone 6 - West of a staggered line trending south west of Calhoun Street and Avenue 50 1.90 2.50 3.00 3.75 12. Hydrograph Loss Rates According to the Riverside County Flood Control Hydrology Manual, the loss rates generally range from 0.10 to 0.40 in /hr with most falling between 0.20 and 0.25 inches /hour. Three and six hour duration storms may use a constant loss rate; however, the 24 hour duration storm shall obtain a variable loss rate using the equation found on page E -9 of the manual, which is Ft = C(D- T)^l-55 + Fm. Variable loss rates are not required for the Synthetic Unit Hydrograph Analysis (Shortcut Method). Developed condition low loss rate calculations on 24 hour duration storms have been modified pursuant to recent Riverside County Flood Control guidance. The low loss rate percentage multiplied by the storm rainfall in inches per hour provides the maximum allowable infiltration value per the RCFCD Manual. A 90% low loss rate percentage limit of storm rainfall for 1 3 and 6 hour storms should be assumed A 50% ® low loss rate percentage limit of storm rainfall for a 24 hour storm should be assumed. T Drive \Engineering Bulletins \EB 06 -16 Hydrology and Hydraulic Rpt 2009 Revised 06 -01 -09 9 OF 20 Precipitation Frequency Data Server POINT PRECIPITATION sA FREQUENCY ESTIMATES a FROM NOAA ATLAS 14 California 33.64156 N 116.26217 W -22 feet from "Precipitation- Frequency Atlas of the United States" NOAA Atlas 14, Volume I, Version 4 G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland, 2006 Extracted: Mon Feb 21 2011 Page 1 of 4 *These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval. Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero. ARI ** I 5 I lU 1 15 11 30 (years) min min min 11 min 0.12 0.18 1 0.22 0.30 0 0.17 0.25 0.31 0.42 0.26 0.40 0.49 0.66 * Upper bound of the 90% confidence interval Precipitation Frequencv Estimates (inches) 60 120 I h3 min min r ).37 __15.5715.5E 0.70 1.07 10 0.34 0.53 0.65 0.88 1108 IL39 25 0.48 F-731 0.91 1.23 1.52 1.89 50 0.61 0.93 1.15 1.55 1.92 2.34 100 0.76 1.16 1.44 1.93 2.39 2.87 200 0 941 1.43 1.77 2.39 2.95 3.49 500 1.23 1.88 2.32 3.13 j 3.87 4.48 1000 1.50 2.29 2.83 3.82 4.72 5.37 'The upper bound of the confidence interval at 90 % confidence levy 0.79 1.19 6 I 12 LZ 48 4 7 10 20 30hr hr hr da da day day day day 0.77 0.94 0.97 0.98 1.04 1.15 1.22 1.35 1.47 1.65 1.04 1.27 1.33 1.34 1.42 1.56 1.66 1.84 2.01 2.26 1.56 1.88 2.00 2.02 2.12 2.33 2.49 2.78 3.01 3.38 60 1.75 13.61 1 11 54 1 1.97 2.34 2.52 2.55 2.69 2.93 3.15 3.50 3.78 4.23 2.06 2.57 3.02 3.28 3.28 3.52 3.81 4.09 4.52 4.87 5.40 5.79 2.50 3.08 3.58 3.90 3.95 4.23 4.54 4.88jff]E]Ejj 6.80 3.04 3.66 4.18 4.57, 4.70 5.04 5.35 5.75 6.29 6.70 7.32 7.88 3.65 4.30 4.85 5.32 5.54 5.93 6.24 6.71 7.29 7.74 8.36 9.01 4.61 9 6.81 7.29 7.57 8.13 8.76 9.22 9 5.2 5.83 6.41 .82 1 10.61 5.47 6.14 6.68 7.35 7.91 8.46 8.69 9.33 9.99 10.45 10.98 11.90 is the vahm which S"/ of tho cimiiintari f- an f e "These precipitation frequency estimates are based on a partial duration series ARI is the Average Recurrence Interval. v Please refer to NOAA Allas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero. * Lower bound of the 90% confidence interval l Precipitation Frequency Estimates (inches) ARI ** 5 10 15 30 60 120 3 6 12 24 48 4 45 60 (years) min min min min min min hr hr hr hr hr day [4�]F107[A]F3_0_1 day day day day 0.08 012 0.14 0.20 0.24 0.34 0.40 0.53 0.65 0.69 0.73 0.77 0.85 0.90 1.00 1.11 1.23 1.31 0.11 0.16.0.20 0.27 0.33 0.47 0.54 0.71 0.87 0.94 0.98 1.05 1.16 1.23 1.36 1.51 1.69 1.80 �5 0.17 0.26 0.32 0.43 0.53 0.72 0.81 F 0-61 EE 1.41 1.46 Efl 1.72 EE 2FO-6-1 E2fl Ej 2.70 DE 0.22 0.34 0.42 Kfl 0.69 0.93 1.04 1.34 ED 1.77 1.84 1.97 2.17 Lfl ED 2.82 ED 3.37 http:ll hdsc. nws. noaa. gov /cgi- binlhdscibuildout.perl? type =pf& units= us &series=pd &statename= SOUTHE... 2/21/2011 • 0 11. Rainfall for City of La Quinta Zones Rational Method Rainfall Intensity Interpolation (inches /hour) Intensity- duration data for the six regional areas within the City of La Quinta is given in tabular form below. The interpolated values are based on 5, 10, 15, 30, 60, and 120 minute intensities from NOAA Atlas 14. Duration Zone 1 Zone 2 Zone 3 Zone 4 Zone 1: 5. Zone 6 Minutes 10 r 100 r 10 r 100 r 10 r 100 r 10 r 100 r ;ip r` :100* r 10 r 100 r 5 4.82 9.90 3.85 8.20 3.62 8.08 3.50 7.83 3.37 7.59 3.02 6.98 6 4.47 9.16 3.56 7.61 3.36 7.48 3.26 7.26 3.12 7.02 2.81 6.47 7 4.19 8.59 3.33 7.14 3.15 7.01 3.06 6.81 2.91 6.57 2.64 6.07 8 3.97 8.11 3.15 6.75 2.98 6.63 2.90 6.44 2.75 6.21 2.50 5.74 9 3.78 7.72 3.00 1 6.43 2.84 6.31 2.77 6.13 2.61 5.90 2.39 5.47 1101 3.62 7.38 2.86 6.16 2.72 6.03 2.66 5.87 i2'S0 +5.66' -{ 2.29 5.23 11 3.48 7.09 2.75 5.92 2.61 5.80 2.56 5.64 2.39 5.42 2.20 5.03 12 3.36 6.84 2.65 5.71 2.52 5.59 2.47 5.44 2.31 5.22 2.13 4.85 13 3.25 6.61 2.56 5.52 2.44 1 5.40 2.39 5.26 2.23 5.05 2.06 4.69 14 3.15 6.41 2.48 5.36 2.37 5.24 2.32 5.10 2.16 4.89 2.00 4.55 15 3.09 6.28 2.41 5.25 2.30 5.09 2.26 4.92 2.09 4.72 1.92 4.42 16 3.03 6.20 2.36 5.15 2.25 5.03 2.16 4.81 2.04 4.62 1.88 4.30 17 2.96 6.10 2.29 5.08 2.18 4.90 2.10 4.71 1.97 4.51 1.84 4.21 18 2.85 5.96 2.22 4.99 2.13 1 4.80 2.05 1 4.60 1.92 4.41 1.80 1 4.11 19 2.75 5.74 2.14 4.80 2.06 4.69 2.00 4.49 1.88 4.31 1.76 4.02 20 2.65 5.53 2.07 4.63 1.99 4.55 1.96 4.39 1.84 4.21 1.71 3.92 22 2.49 5.18 1.94 4.33 1.87 4.25 1.84 4.17 1.73 4.00 1.63 3.73 24 2.35 4.87 1.84 4.08 1.77 4.00 1.73 3.96 1.63 3.80 1.55 3.54 26 2.23 4.61 1.74 3.85 1.68 3.78 1.64 3.75 1.55 3.59 1.47 3.34 28 2.12 4.38 1.66 3.66 1.60 3.59 1.56 3.53 1.47 3.38 1.38 3.15 30 2.03 4.17 1.59 3.49 1.53 3.42 1.49 3.34 1.41 3.18 1.28 2.96 32 1.94 3.99 1.52 3.33 1.46 3.26 1.43 3.18 1.35 3.05 1.23 2.83 34 1.86 3.82 1.46 3.19 1.41. 3.13 1.37 3.05 1.29 2.92 1.18 2.71 36 1.79 3.67 1.41 3.07 1.35 3.00 1.32 2.93 1.25 2.81 1.14 2.61 38 1.73 3.53 1.36 2.95 1.31 2.89 1.27 2.82 1.20 2.70 1.10 2.51 40 1.67 3.41 1.31 2.85 1.26 2.79 1.23 2.71 1.16 2.60 1.07 2.42 45 1.55 3.14 1.22 2.62 1.17 2.56 1.14 2.49 1.07 2.39 0.99 2.23 50 1.44 2.92 1.13 2.44 1.09 2.38 1.06 2.31 1.00 2.22 0.92 2.08 55 1.35 2.73 1.07 2.33 1.02 2.30 1.00 2.16 0.94 2.08 0.87 1.94 !60 1.28 2.50 1.01 2.25 0.97 2.20 0.94 2.08 0.89,E - 0.98`1 0.82 1.88 65 1.21 2.43 0.96 2.08 0.92 1.96 0.89 1.92 0.84 1.84 ` 0.78 1.73 70 1.15 2.31 0.91 1.92 0.87 1.88 0.85 1.82 0.80 1.75 0.75 1.64 75 1.10 2.20 0.87 1.83 0.84 1.79 0.81 1.73 0.76 1 1.66 0.71 1.57 80 ___t_11,05 2.10 0.83 1.75 0.80 1.71 0.78 1.65 0.73 1.59 0.68 1.50 85 1.01 2.01 0.80 1.68 0.77 1.63 0.74 1.58 0.70 1.52 0.66 1.44 T Drive \Engineering Bulletins \EB 06 -16 Hydrology and Hydraulic Rpt 2009 Revised 06 -01 -09 8 OF 20 EXHIBITS BITS Appendix F 79.900 Avenue 47 M O E S E SuNe 109 . Lo QUlnfe� CA 92253 S C H U L T Z vim' 760. 771.4013 FAIL: 760. 7714073 PLANNERS ENGINEERS SURVEYORS M D S CONSULTING • rf ti - y ` r 41 _ l 4S• - t } r , t � a .ry � 5 l f •J r r " t • 1 '~ SFr M- � � ' i ` - s � V ` 1 l • • -490 EDENROCK AT PGA WEST NOTE: NO B OR STORMWATER STORAGE TRACT NO. 33226 m ATRIBUI ED TO UPPER POND DUE TO E)GWT 2 STREAM OVERFLOW TO POND 1. EXISTING POND PATH OF FLOW CROSS SECTION -a8o UPPER POND SPILLWAY �� EXISTING— � GROUTED a80- BASE WATER SURFACE ELEVATION= 477:8 I 1 %� / �'1`�' COBBLE CHANNE L �h 5 1 % � �S 0.5% DEAD STORAGE / I �,�`L -„ --� FS (NOT INCLUDED) EXISTING 48" RCP EXIiSTING BRIDGE -470 4\ _rk60J / 3 X24 —RCP 470 - ------- - - - - -- ----------- - - - --7 EXISTING BRIDGE , 3 -24 RCP APPROXIMATE POND BOTTOM 10 +00 11 +00 12 +00 13 +00 14 +00 15 +00 16 +00 17 +00 18 +00 19 +00 20 +00 21 +00 22 +00 23 +00 24 +00 -480 480 cg� 0.5% EXISTING GROUTED —� COBBLE CHANNEL 100 YEAR WATER SURFACE ELEVATION= 471.6 -470 -E �XISTNG —PONS— SPIL -L -WAY — POND -1 470 0.5% _y FLOW= 465.7 1466.6 BIMP ELEVATION= _ EXISTING BRIDGE ELEVATION= BASE WATER SURFACE 466.2 3 -24° RCP EXISTING BRIDGE 3 -24» RCP � DEAD STORAGE (NOT INCLUDED) -460 �--- - - - - -- -- -I -TiLI ►� — - -- - - - - - -- ------- -• - - -- --------------460 - APPROXIMATE POND BOTTOM 25 +00 26 +00 27 +00 28 +00 29 +00 30 +00 31 +00 32 +00 33 +00 34 +00 35 +00 36 +00 37 +00 38 +00 39 +00 -480 480 I� t 're POND 100 YEAR WATER SURF, ACE ELEVATION= 471.6 SPILLWAY -470 POND -1 470 480 BASE WATER UPPER SURFACE ELEVATION= POND 477.8 — ELO.W- 47.7.3 EXLSIING COBBLE GROUTED CHANNEL 480 - BMP ELEVATION= 466.6 8g B ASE WATER SURFACE ELEVATION= 466.2 I / S.sq EXISTING SPIL LWAY POND / DEAD — STORAGE _ -3 DEAD STORAGE (NOT INCLUDED) / / � � (NOT INCLUDED) / / / g �� ���. �� ,,. FLOW= BASE 470.7 WATER SURFACE! POND ELEVATION= 47,1.2 J 470 FS -460 — — -i =�_, •— 1II — •- - - - - -- —------ — — — — — — 460 \� \ 470- APPROXIMATE POND BOTTOM — — — — — — �� DEAD STORAGE (NOT INCLUDED) 1„20R�dhdlAve. APPROXIMATE POND � . MORSE SNaa50 BOTTOM APPROXIMATE POND Wise: cA -21.8 ' >, � � � � +: voico: 949.141.8821 BOTTOM FAX: 949.251-0516 40 +00 41 +00 42 +00 43 +00 44 +00 460 10 +00 11 +00 12 +00 PLANNERS ENOINEERS SURVEYORS I: \50304 \HYDR0\CR0SS SEC110N1.dwg 5/24/11 Response to Public Works Corrections (2 "4 Round) PCN 11012 Eden Rock Tract 33226 Hydrology Report May 23, 2011 1. Unit Hydrograph Summary Sheet: Please clarify the 24 -hour result here includes the 42 -acre tributary area. Done. 2. 3hr Post Construction Calculation Sheet: Please clarify if the unit hydrographs are being combined here or clarify why'the "Area" times "Effective" doesn't equal 533 cfs (note the 24 hour calculation shows Area(Effective) does. equal the max flow of around 83 cfs). AES Software automatically adjusts the calculated peak due to watershed lag time. Area times Effective wi // not equal the calculated peak flow rate. 3. Estimated results_ based on HEC 15 (Grass Lined Channels) note that erosion problems could exist .between Upper Pond and Pond 1 and between Pond 1 and Golf Course Depression. Since the 226 acre iributary site hydrology report shows over topping of Upper Pond and Pond 1 during the 100 year storms, erosion leading to catastrophic collapse of the Upper Pond and Pond 1 is a concern and further information is required. Please clarify the following: Hydrology report has been revised to more precisely reflect the golf course retention capability and flow pattems. Current analysis indicates that surface flows will be confined to existing grouted cobble channels between Upper Pond and Pond 1 and Upper Pond and Pond 3. a. Provide a complete channel profile showing grades along all channel locations. Provided in Appendix F, b. Clearly state the outlet elevations of both Upper Pond and Pond 1 on the hydrology map and title this map (called Plate 1) appropriately. Done. C. Clarify the channel lining material (2"d request). If grass lined or any flexible ling, show calculations according to HEC 15 with the shear stress at maximum d has a safety factor of greater than 1. If Reynolds number is excessive (turbulent flow), please provide an appropriate safety factor higher than 1.0 Done, No grass lined channels. d. If flexible lining is used please provide estimated soil gradation under the lining. Not applicable. e. If grass lining is used, please clarify the use of a low n value for grass, which could be 0.030 for grass with height of i -1/2" height. Not applicable, GA503 \04 \Corr\resp 5,23.1 Moc Last Revised: Thu May 19, 2011 — 1:37pm Last Plotted: Thu May 19, 2011 — 1:49pm Plotted By: STATION65 Drawinq: I: \50304 \HYDRO \FLOOD DELINEATION POST DEVELOPMENT POND 1.dwq Gyyy �" � A6'r., , .,, .,... ,� `,+�4•# ti °"_.,," ,.., ' ? i �, _s�;,C. t "a" '.. ,: f `..,m.°F�.wr. r.'.P „ � x , PO i s 1 , 30 x , 3 i r.,.x. , , .., r . ..., . - - - -. 489.7 a , _ z r t } � rr U r' , . „ 9 a , t tM r. _ _ , �. , { � r n r. T{ _ , "w } : i t _ 5 , } >r TRACT NO. 20,40-2 177 3 1 463.6- , ,. I , x ,. ILL OLF COURSE D E PRESSION 00 r r� *� 470.0 / ROPOSED PARKWAY D RAIN ,4 4 FOR EMERGENCY ESCAPE .. ,. .. - - -..: .. .,emu T GRAPHIC SCALE i 100 200 4 0 0 800 „ 4j g „ : IN FEET m s a , N vx — 1 inch 200 ft. 475.5, 472.0 n.,_: , EDENROCK AT PGA WEST TRACT 33226 UNIT HYDROGRAPH ANALYSIS REPORT Prepared date: Dec , 2010 Revised date- arch 2, 20 PREPARED BY: 78 -900 Avenue 47 . M O R S E Suite 208 Lo Quints, CA 92253 S C H U L T Z Voice: 760 - 771 -4013 FAX: 760 -771 4073 PLANNERS ENGINEERS SURVEYORS I ��r IZ • • 9, EDENROCK AT PGA WEST TRACT 33226 UNIT HYDROGRAPH ANALYSIS REPORT Prepared date: December 22, 2010 Revised date: March 2, 2011 PREPARED BY: 78 -900 Avenue 47 lb M O R S E Suite 208 Lo Quinto, CA 92253 5 C H u L T Z Voice: 760- 771 -4013 FAX: 760.771 4073 PLANNERS ENGINEERS SURVEYORS • Q�pF E S S /pN q� No. 20596 m Exp. 9 -30 -11 `PJyT C/ V F OF CAL\F�� • Date is 78 -900 Avenue 47 M M O Y S E Suite 208 Lo Quima, CA 92253 S C H U L T Z Voice: 760- 7714013 FAX: 760.771 -4073 PLANNERS ENGINEERS SURVEYORS EDENROCK TRACT 33226 [File: C: \Wspg1\ 33326 \PGA TR33226 Unit hydrograph Appendix Index] JN 503 -04 2/28/11 • EDENROCK AT PGA WEST TRACT 33226 Unit Hydrograph Analysis Contents: • Pro]ect Location • Introduction / Methodology • Appendices Appendix A: Pond 1, Pre Development - Unit Hydrograph Calculations 1. Qioo / 1 hr duration storm 2. Q100 / 3hr duration storm 3. Q100 / 6hr duration storm 4. Q100 / 24hr duration storm Appendix B: Pond 1, Post Development - Unit Hydrograph Calculations 1. Q100 / 1 hr duration storm • 2. Qioo / 3hr duration storm 3. Q100 / 6hr duration storm 4. Q100 / 24hr duration storm Appendix C: Hydraulic Calculations 1. Channel Capacity @ Location 1 2. Channel Capacity @ Location 2 3. Channel Capacity @ Location 3 Appendix D: References 1. Rainfall for City of La Quinta Zones 2. NOAA Atlas 14 Appendix E: Exhibits 1. Exhibit 1 — Path of flow plan view 2. Exhibit 2 — Path of flow cross section 3. Plate 1 — Post Development — Flood Delineation Map • I: \50304 \HYDRO \VICINf1Y— MAP.dwg 12/17/10 • Tentative Tract 33226 Eden Rock at PGA West Unit Hydrograph Analysis The following calculations have been prepared to analyze the retention capability and inundation limits of the golf course areas downstream of Tentative Tract 33226, Eden Rock at PGA West. Eden Rock at PGA West is located at the southerly terminus of PGA Boulevard, in the City of La Quinta, County of Riverside, State of California. The site covers an area of 41.95 acres and is currently vacant. The project proposes 264 units of attached and detached condos. Runoff from the site will drain southerly to existing storm drain facilities in PGA Boulevard which consist of two 30 inch RCP's combining into a 48 inch RCP to a bubbler outlet structure. This storm drain then discharges to the golf course and a network of ponds and depressions found therein. Per agreement with MSR Golf Course Resorts, these ponds and depressions provide runoff retention for Eden Rock as well as additional existing residential and golf course areas. The following calculations consist of unit hydrograph analysis for the pre and post development conditions, 100 year —1, 3, 6 and 24 hour events. The 100 year event was analyzed as required by the City of La Quinta to determine horizontal and vertical limits of pond inundation. 500 year analysis has not been provided since above ground emergency escape is proposed through the PGA West perimeter wall to Madison Street. The findings of these calculations are depicted on the Flood Delineation Maps located in the appendix E and the associated Flood Delineation Cross Section Exhibit. In summary, runoff from Eden Rock is conveyed from the site through existing storm drain crossing PGA Boulevard. Runoff is discharged to the upper pond located within the golf course. The upper pond drains directly via open channel to the lower pond, Pond 1. Therefore no retention or detention is attributed to the upper pond. Retention is provided within Pond 1 up to elevation 473, 29.5 ac -ft, at which point runoff overflows and is retained within golf • course depression. For the 100 year event, the maximum water surface within the golf course depression reaches an elevation of 462.9 and stores an. additional 12.4 ac -ft of runoff. The hydraulics of the above ground overflow from Pond 1 to the golf course depression was examined and found to be contained within the confines of the golf course. It should be noted that both the hydrologic and the hydraulic analysis conservatively assumes that all runoff within the watershed is tributary to pond 1. Numerous depressions within the golf course also exist and will further act to retain runoff and reduce peak discharge within the drainage system described above. Calculations were prepared using Riverside County Synthetic Unit Hydrograph Method for Riverside County. Computer program by Civil Design Corporation,version 8.1. Variables for model preparation include n value of 0.015 as required by the City. Impervious percent was calculated at 50% for detached residential areas and 65% for attached residential areas. Soil low loss rate was calculated at 0.574 for predevelopment conditions and 0.478 for post development conditions. Rainfall was determined from City of La Quinta Zone 5 and NOAA Atlas 14 at Latitude 33.64156 North, Longitude 116.26217 West. isGA503 \04 \HYD \Hydro1 Narrative.doc • • MDS Consulting 17320 Redhill Avenue, Suite 350 Phone (949) 251 -8821 Fax (949) 251 -0516 UNIT HYDROGRAPH SUMMARY - 24HR STORM POST DEVELOPMENT TENTATIVE TRACT NO. 33226 PRE DEVELOPMENT POST DEVELOPMENT POND 1 + GOLF COURSE POND 1 + GOLF COURSE Q VOL Q VOL (CFS) (AC -FT) (CFS) (AC -FT) 2 YR 14.5 9.0 2 YR 17.7 11.0 10 YR 29.8 18.5 10 YR 36.5 22.6 100 YR 74.6 35.1 100 YR 82.6 41.9 • Irvine, CA 92614 Email :mdsirvine @mdsconsulting.net TRACT 33226 CITY OF LA QUINTA [FILE:C: \WSPG1\ 33226 \HYDROGRAPH - SUMMARY- 24HR.xls) Appendix A -1 PRE DEVELOPMENT UNIT HYDROGRAPH CALCULATION 100 YEAR / 1 HR STORM 78.900 Avenue 47 M O R S E Suite 208 in Wnto, CA 92253 RPLANNERS 5 C H u L i.z voice: 760.771-4013 FAIL• 760.771.4073 ENGINEERS SURVEYORS • U n i t H y d r o g r a p h A n a l y s i s • Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 02/23/11 File: 33226X11001100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TRACT 33226 PRE DEVELOPMENT Q100 / 1HR STORM [FILE:33226X1100] Drainage Area = 226.00(Ac.) = 0.353 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 226.00(Ac.) _ Sq. Mi. Length along longest watercourse = 5585.00(Ft.) Length along longest watercourse measured to centroid = 2792.00(Ft.) Length along longest watercourse = 1.058 Mi. Length along longest watercourse measured to centroid = 0.529 Mi. Difference in elevation = 31.20(Ft.) Slope along watercourse = 29.4962 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.152 Hr. Lag time = 9.11 Min. 25% of lag time = 2.28 Min. 40% of lag time = 3.64 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = .0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] weighting [1 *2] 226.00 0.41 92.66 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 226.00 2.00 452.00 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.410(In) Area Averaged 100 -Year Rainfall = 2.000(In) 0.353 • Point rain (area averaged) = 2.000(In) Areal adjustment factor = 99.80 % Hydrograph Data Storm Rain Loss rate(In. /Hr) Adjusted average point rain = 1.996(In) time period Time % of lag Distribution Unit Sub -Area Data: (hrs) • --------------------------------------------------------------------- Low (In /Hr) Area(Ac.) Runoff Index Impervious % (CFS) 1 0.083 184.000 69.00 0.500 7.102 16.177 2 42.000 69.00 0.000 109.821 30.167 68.709 Total Area Entered = 226.00(Ac.) 0.250 164.732 28.039 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F 219.643 AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 0.417 69.0 69.0 0.373 0.500 0.205 0.814 0.167 6 69.0 69.0 0.373 0.000 0.373 0.186 0.069 10.047 7 Sum (F) = 0.236 3.193 Area averaged mean soil loss (F) (In /Hr) = 0.236 8 0.667 439.285 Minimum soil loss rate ((In /Hr)) = 0.118 5.259 9 0.750 (for 24 hour storm duration) 1.748 3.982 10 Soil low loss rate (decimal) = 0.574 549.107 1.474 Slope of intensity- duration curve for a 1 hour storm = 0.5800 ------------------------------------------------------ - - - - -- U n i t H y d r o g r a p h VALLEY S -Curve The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Unit Hydrograph Data Storm Rain Loss rate(In. /Hr) --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) • --------------------------------------------------------------------- Low (In /Hr) Graph % (CFS) 1 0.083 54.911 7.102 16.177 2 0.167 109.821 30.167 68.709 3 0.250 164.732 28.039 63.862 4 0.333 219.643 11.417 26.003 5 0.417 274.553 6.414 14.610 6 0.500 329.464 4.411 10.047 7 0.583 384.375 3.193 7.273 8 0.667 439.285 2.309 5.259 9 0.750 494.196 1.748 3.982 10 0.833 549.107 1.474 3.357 11 0.917 604.017 1.104 2.514 12 1.000 658.928 0.860 1.959 13 1.083 713.839 0.626 1.426 14 1.167 768.749 0.549 1.251 15 1.250 823.660 0.587 1.337 ------------------------------------------------------- Sum = 100.000 Sum= ---------- 227.766 - - - - -- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 3.60 0.862 0.236 ( 0.495) 0.626 2 0.17 4.20 1.006 0.236 ( 0.578) 0.770 3 0.25 4.40 1.054 0.236 ( 0.605) 0.818 4 • 0.33 4.60 1.102 0.236 ( 0.633) 0.866 5 0.42 5.00 1.198 0.236 ( 0.688) 0.961 6 0.50 5.60 1.341 0.236 ( 0.770) 1.105 7 0.58 6.40 1.533 0.236 ( 0.880) 1.297 8 0.67 8.10 1.940 0.236 ( 1.114) 1.704 • 9 0.75 10 0.83 13.10 34.50 3.138 0.236 ( 1.802) 8.263 0.236 ( 4.746) 2.901 8.027 11 0.92 6.70 1.605 0.236 ( 0.922) 1.368 12 1.00 3.80 0.910 0.236 ( 0.523) 0.674 (Loss Rate Not Used) Sum = 100.0 Sum = 21.1 Flood volume = Effective rainfall 1.76(In) times area 226.0(Ac.) /[(In) /(Ft.)] = 33.1(Ac.Ft) Total soil loss = 0.24(In) Total soil loss = 4.449(Ac.Ft) Total rainfall = 2.00(In) Flood volume = 1443612.1 Cubic Feet Total soil loss = 193787.4 Cubic Feet -------------------------------------------------------------------- Peak -------------------------------------------------------------------- flow rate of this hydrograph = 852.687(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1- H'O U R S T O R M -------------------------------------------------------------------- R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 225.0 450.0 675.0 900.0 0+ 5 0.0698 10.13 Q 0 +10 0.4520 55.49 V Q 0 +15 1.1830 106.15 IV Q 0 +20 2.1175 135.68 I V Q 0 +25 3.1951 156.48 I V Q • 0 +30 4.4216 178.09 I V Q 0 +35 5.8344 205.14 I V QI 0 +40 7.5018 242.10 I VQ 0 +45 9.6432 310.93 I IV Q 0 +50 13.1800 513.55 I I V I Q I 0 +55 19.0525 852.69 I I I V I Q I 1+ 0 24.2436 753.74 i VI 1+ 5 27.1952 428.58 I QI VQ I 1 +10 28.9698 257.67 V 1 +15 30.1011 164.26 I Q IQ I I V 1 +20 30.9026 116.38 Q V 1 +25 31.4895 85.22 I Q I I I V 1 +30 31.9344 64.59 1 +35 32.2864 51.11 I Q I I I V 1 +40 32.5528 38.69 IQ VI 1 +45 32.7556 29.45 IQ I I I VI 1 +50 32.9053 21.74 Q I I I VI 1 +55 33.0238 17.20 Q I I I VI 2+ 0 33.1161 13.41 Q I I I VI 2+ 5 33.1346 2.67 Q 2 +10 ----------------------------------------------------------------- 33.1408 0.90 Q i I I VI - - - - -- • Appendix A -2 PRE DEVELOPMENT UNIT HYDROGRAPH CALCULATION 100 YEAR / 3HR STORM 78 -900 Avenue 47 . Moe s e Sube 208 Lo Qwnie, CA 92253 s C N U L t Z Voice: 760- 771 -4013 FAX 760 - 771.4073 PLANNERS ENGINEERS SURVEYORS C • U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 02/23/11 File: 33226X31003100.0ut +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TRACT 33226 PRE DEVELOPMENT Q100 / 3HR STORM [FILE:33226X31001 Drainage Area = 226.00(Ac.) = 0.353 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 226.00(Ac.) = 0.353 Sq. Mi. Length along longest watercourse = 5585.00(Ft.) Length along longest watercourse measured to centroid = 2792.00(Ft.) Length along longest watercourse = 1.058 Mi. Length along longest watercourse measured to centroid = 0.529 Mi. Difference in elevation = 31.20(Ft.) Slope along watercourse = 29.4962 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.152 Hr. Lag time = 9.11 Min. 25% of lag time = 2.28 Min. 40% of lag time = 3.64 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = .0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] 226.00 0.65 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] 226.00 2.60 Weighting[1 *2] 146.90 Weighting[1 *2] 587.60 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.650(In) Area Averaged 100 -Year Rainfall = 2.600(In) • Point rain (area averaged) = 2.600(In) Areal adjustment factor = 99.90 % Adjusted average point rain = 2.597(In) Sub -Area Data: Area (Ac.) Runoff Index Impervious % Hydrograph Data Effective 184.000 69.00 0.500 time period Time % of lag 42.000 69.00 0.000 (hrs) ( 0.236) Total Area Entered = 226.00(Ac.) (CFS) 1.30 --------------------------------------------------------------------- 1 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 69.0 69.0 0.373 0.500 0.205 0.814 0.167 69.0 69.0 0.373 0.000 0.373 0.186 0.069 11.417 26.003 1.80 Sum (F) = 0.236 Area averaged mean soil loss (F) (In /Hr) = 0.236 1.50 6 Minimum soil loss rate ((In /Hr)) = 0.118 10.047 1.80 (for 24 hour storm duration) 384.375 3.193 7.273 Soil low loss --------------------------------------------------------------- rate (decimal) = 0.574 439.285 - - - - -- U n i t H y d r o g r a p h VALLEY S -Curve The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit 1 2 3 4 5 6 7 8 9 10 Time --------------------------------------------------------------------- Unit Hydrograph Data Effective (Hr.) Percent Unit time period Time % of lag Distribution Unit Hydrograph 1.30 (hrs) ( 0.236) 0.233 Graph % (CFS) 1.30 --------------------------------------------------------------------- 1 0.083 54.911 7.102 16.177 1.10 2 0.167 109.821 30.167 68.709 1.50 3 0.250 164.732 28.039 63.862 1.50 4 0.333 219.643 11.417 26.003 1.80 5 0.417 274.553 6.414 14.610 1.50 6 0.500 329.464 4.411 10.047 1.80 7 0.583 384.375 3.193 7.273 1.80 8 0.667 439.285 2.309 5.259 1.50 9 0.750 494.196 1.748 3.982 10 0.833 549.107 1.474 3.357 11 0.917 604.017 1.104 2.514 12 1.000 658.928 0.860 1.959 13 1.083, 713.839 0.626 1.426 14 1.167 768.749 0.549 1.251 15 1.250 823.660 0.587 1.337 ----------------------------------------------------------------- Sum = 100.000 Sum= 227.766 - - - - -- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit 1 2 3 4 5 6 7 8 9 10 Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 0.08 1.30 0.405 ( 0.236) 0.233 0.172 0.17 1.30 0.405 ( 0.236) 0.233 0.172 0.25 1.10 0.343 ( 0.236) 0.197 0.146 0.33 1.50 0.468 0.236 ( 0.269) 0.231 0.42 1.50 0.468 0.236 ( 0.269) 0.231 0.50 1.80 0.561 0.236 ( 0.322) 0.325 0.58 1.50 0.468 0.236 ( 0.269) 0.231 0.67 1.80 0.561 0.236 ( 0.322) 0.325 0.75 1.80 0.561 0.236 ( 0.322) 0.325 0.83 1.50 0.468 0.236 ( 0.269) 0.231 • -------------------------------------------------------------------- Peak flow rate of this hydrograph = 412.855(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- 11 12 0.92 1.00 1.60 1.80 0.499 0.561 0.236 ( 0.236 ( 0.286) 0.322) 0.262 0.325 0.0192 13 1.08 2.20 0.686 0.236 ( 0.394) 0.450 14.65 14 1.17 2.20 0.686 0.236 ( 0.394) 0.450 V Q 15 1.25 2.20 0.686 0.236 ( 0.394) 0.450 16 1.33 2.00 0.623 0.236 ( 0.358) 0.387 17 1.42 2.60 0.810 0.236 ( 0.465) 0.574 18 1.50 2.70 0.842 0.236 ( 0.483) 0.605 0 +40 19 1.58 2.40 0.748 0.236 ( 0.430) 0.512 2.1904 20 1.67 2.70 0.842 0.236 ( 0.483) 0.605 63.64 21 1.75 3.30 1.029 0.236 ( 0.591) 0.792 I VQ 22 1.83 3.10 0.966 0.236 ( 0.555) 0.730 23 1.92 2.90 0.904 0.236 ( 0.519) 0.668 24 2.00 3.00 0.935 0.236 ( 0.537) 0.699 25 2.08 3.10 0.966 0.236 ( 0.555) 0.730 1 +20 26 2.17 4.20 1.309 0.236 ( 0.752) 1.073 6.3555 27 2.25 5.00 1.558 0.236 ( 0.895) 1.322 28 2.33 3.50 1.091 0.236 ( 0.627) 0.855 29 2.42 6.80 2.120 0.236 ( 1.217) 1.883 30 2.50 7.30 2.275 0.236 ( 1.307) 2.039 31 2.58 8.20 2.556 0.236 ( 1.468) 2.320 32 2.67 5.90 1.839 0.236 ( 1.056) 1.603 33 2.75 2.00 0.623 0.236 ( 0.358) 0.387 34 2.83 1.80 0.561 0.236 ( 0.322) 0.325 35 2.92 1.80 0.561 0.236 ( 0.322) 0.325 36 3.00 0.60 0.187 ( 0.236) 0.107 0.080 (Loss Rate Not Used) Sum = 100.0 Sum = 22.8 Flood volume = Effective rainfall 1.90(In) times area 226.0(Ac.) /[(In) /(Ft.)] = 35.8(Ac.Ft) • Total soil loss = 0.69(In) Total soil loss = 13.072(Ac.Ft) Total rainfall = 2.60(In) Flood volume = 1561481.6 Cubic Feet Total soil loss = 569397.4 Cubic Feet • -------------------------------------------------------------------- Peak flow rate of this hydrograph = 412.855(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 125.0 250.0 375.0 500 0+ 5 0.0192 2.79 Q 0 +10 0.1201 14.65 VQ 0 +15 0.2939 25.24 V Q 0 +20 0.4956 29.28 V Q 0 +25 0.7433 35.98 V Q 0 +30 1.0463 43.99 IV Q 0 +35 1.4044 51.99 IV Q 0 +40 1.7828 54.94 IV Q 0 +45 2.1904 59.18 I V Q 0 +50 2.6286 63.64 I V Q 0 +55 3.0453 60.50 I VQ 1+ 0 3.4542 59.37 I VQ 1+ 5 3.9118 66.45 I VQ 1 +10 4.4586 79.39 I V Q 1 +15 5.0735 89.29 I V Q 1 +20 5.7102 92.45 I VQ 1 +25 6.3555 93.71 I Q 0 1 +30 7.0779 104.88 1 +35 7.8840 117.05 1 +40 8.7035 119.00 1 +45 9.5712 125.99 1 +50 10.5622 143.89 1 +55 11.6181 153.32 2+ 0 12.6653 152.06 2+ 5 13.7197 153.09 2 +10 14.8432 163.14 '2 +15 16.1801 194.11 2 +20 17.7447 227.18 2 +25 19.3811 237.60 2 +30 21.4010 293.30 2 +35 23.9488 369.94 2 +40 26.7922' 412.86 2 +45 29.4095 380.04 2 +50 31.2634 269.18 2 +55 32.5143 181.63 3+ 0 33.4835 140.72 3+ 5 34.1906 102.67 3 +10 34.6631 68.61 3 +15 34.9940 48.04 3 +20 35.2428 36.13 3 +25 35.4299 27.15 3 +30 35.5667 19.87 3 +35 35.6721 15.30 3 +40 35.7472 10.90 3 +45 35.7980 7.38 3 +50 35.8251 3.93 3 +55 35.8357 1.54 f 4+ 0 35.8423 0.95 4+ 5 35.8460 0.53 4 +10 --------------------------- 35.8467 0.11 - - - - -- • VQ VQ Q IQ I i Q IQv Q v Q V Q v QVI QIV Q V QI VI Q Qv IQ I v Q I I v IQ I I v Q I I I v Q I I I v Q I I I VI Q I I I VI Q I I I VI Q I I I VI Q I I I VI VI 2 I I I VI VI VI VI VI v -------------------------------- - - - - -- Appendix A -3 PRE DEVELOPMENT UNIT HYDROGRAPH CALCULATION 100 YEAR / 6HR STORM 78.900 Avenue 47 . M O Y S E Suite 208 la Quinto, CA 92153 S C N u t 1 2 Voiw: 760- 7714013 FAX* 760.771.4073 PLANNERS ENGINEERS SURVEYORS ' • U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 02/23/11 File: 33226X61006100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TRACT 33226 PRE DEVELOPMENT Q100 / 6HR STORM [FILE:33226X6100] • --------------------------------------- -------------------------- Drainage Area = 226.00(Ac.) = 0.353 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment 226.00(Ac.) = 0.353 Sq. Mi. Length along longest watercourse = 5585.00(Ft.) Length along longest watercourse measured to centroid = 2792.00(Ft.) Length along longest watercourse = 1.058 Mi. Length along longest watercourse measured to centroid = 0.529 Mi. Difference in elevation = 31.20(Ft.) Slope along watercourse = 29.4962 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.152 Hr. Lag time = 9.11 Min. 25% of lag time = 2.28 Min. 40% of lag time = 3.64 Min. Unit time = 5.00 Min. Duration of storm = 6 Hours) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1) Rainfall(In)[2) Weighting[1 *2] 226.00 0.85 192.10 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 226.00 3.10 700.60 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.850(In) Area Averaged 100 -Year Rainfall = 3.100(In) Point rain (area averaged) = 3.100(In) Areal adjustment factor = 99.92 % Adjusted average point rain = 3.098(In) Sub -Area Data: --------------------------------------------------------------------- Unit Hydrograph Data Area(Ac.) Runoff Index Impervious % Unit 184.000 69.00 0.500 Distribution Unit Hydrograph 42.000 69.00 0.000 0.08 Graph % Total Area Entered = 226.00(Ac.) • --------------------------------------------------------------------- 1 0.083 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 69.0 69.0 0.373 0.500 0.205 0.814 0.167 69.0 69.0 0.373 0.000 0.373 0.186 0.069 4 0.333 Sum (F) = 0.236 Area averaged mean soil loss (F) (In /Hr) = 0.236 5 0.417 Minimum soil loss rate ((In /Hr)) = 0.118 14.610 0.095 (for 24 hour storm duration) 0.500 329.464 4.411 Soil low loss rate (decimal) = -------------------------------------------------------------=- 0.574 7 - - - - -- U n i t H y d r o g r a p h VALLEY S -Curve The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit --------------------------------------------------------------------- Unit Hydrograph Data Loss rate(In. /Hr) Effective Unit time period Time % of lag Distribution Unit Hydrograph (In /Hr) (hrs) 0.08 Graph % (CFS) • --------------------------------------------------------------------- 1 0.083 54.911 7.102 16.177 0.223 2 0.167 109.821 30.167 68.709 0.60 3 0.250 164.732 28.039 63.862 0.33 4 0.333 219.643 11.417 26.003 5 5 0.417 274.553 6.414 14.610 0.095 6 0.500 329.464 4.411 10.047 0.149 7 0.583 384.375 3.193 7.273 ( 0.236) 8 0.667 439.285 2.309 5.259 0.260 9 0.750 494.196 1.748 3.982 0.70 10 0.833 549.107 1.474 3.357 0.83 11 0.917 604.017 1.104 2.514 12 1.000 658.928 0.860 1.959 13 1.083 713.839 0.626 1.426 14 1.167 768.749 0.549 1.251 15 1.250 823.660 0.587 1.337 ----------------------------------------------------------------- Sum = 100.000 Sum= 227.766 - - - - -- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 0.50 0.186 ( 0.236) 0.107 0.079 2 0.17 0.60 0.223 ( 0.236) 0.128 0.095 3 0.25 0.60 0.223 ( 0.236) 0.128 0.095 4 0.33 0.60 0.223 ( 0.236) 0.128 0.095 5 0.42 0.60 0.223 ( 0.236) 0.128 0.095 6 • 0.50 0.70` 0.260 ( 0.236) 0.149 0.111 7 0.58 0.70 0.260 ( 0.236) 0.149 0.111 8 0.67 0.70 0.260 ( 0.236) 0.149 0.111 9 0.75 0.70 0.260 ( 0.236) 0.149 0.111 10 0.83 0.70 0.260 ( 0.236) 0.149 0.111 11 0.92 0.70 0.260 ( 0.236) 0.149 0.111 12 • 1.00 0.80 0.297 ( 0.236) 0.171 0.127 13 1.08 0.80 0.297 ( 0.236) 0.171 0.127 14 1.17 0.80 0.297 ( 0.236) 0.171 0.127 15 1.25 0.80 0.297 ( 0.236) 0.171 0.127 16 1.33 0.80 0.297 ( 0.236) 0.171 0.127 17 1.42 0.80 0.297 ( 0.236) 0.171 0.127 18 1.50 0.80 0.297 ( 0.236) 0.171 0.127 19 1.58 0.80 0.297 ( 0.236) 0.171 0.127 20 1.67 0.80 0.297 ( 0.236) 0.171 0.127 21 1.75 0.80 0.297 ( 0.236) 0.171 0.127 22 1.83 0.80 0.297 ( 0.236) 0.171 0.127 23 1.92 0.80 0.297 ( 0.236) 0.171 0.127 24 2.00 0.90 0.335 ( 0.236) 0.192 0.142 25 2.08 0.80 0.297 ( 0.236) 0.171 0.127 26 2.17 0.90 0.335 ( 0.236) 0.192 0.142 27 2.25 0.90 0.335 ( 0.236) 0.192 0.142 28 2.33 0.90 0.335 ( 0.236) 0.192 0.142 29 2.42 0.90 0.335 ( 0.236) 0.192 0.142 30 2.50 0.90 0.335 ( 0.236) 0.192 0.142 31 2.58 0.90 0.335 ( 0.236) 0.192 0.142 32 2.67 0.90 0.335 ( 0.236) 0.192 0.142 33 2.75 1.00 0.372 ( 0.236) 0.214 0.158 34 2.83 1.00 0.372 ( 0.236) 0.214 0.158 35 2.92 1.00 0.372 ( 0.236) 0.214 0.158 36 3.00 1.00 0.372 ( 0.236) 0.214 0.158 37 3..08 1.00 0.372 ( 0.236) 0.214 0.158 38 3.17 1.10 0.409 ( 0.236) 0.235 0.174 39 3.25 1.10 0.409 ( 0.236) 0.235 0.174 40 3.33 1.10 0.409 ( 0.236) 0.235 0.174 41 • 3.42 1.20 0.446 0.236 ( 0.256) 0.210 42 3.50 1.30 0.483 0.236 ( 0.278) 0.247 43 3.58 1.40 0.520 0.236 ( 0.299) 0.284 44 3.67 1.40 0.520 0.236 ( 0.299) 0.284 45 3.75 1.50 0.558 0.236 ( 0.320) 0.321 46 3.83 1.50 0.558 0.236 ( 0.320) 0.321 47 3.92 1.60 0.595 0.236 ( 0.342) 0.359 48 4.00 1.60 0.595 0.236 ( 0.342) 0.359 49 4.08 1.70 0.632 0.236 ( 0.363) 0.396 50 4.17 1.80 0.669 0.236 ( 0.384) 0.433 51 4.25 1.90 0.706 0.236 ( 0.406) 0.470 52 4.33 2.00 0.743 0.236 ( 0.427) 0.507 53 4.42 2.10 0.781 0.236 ( 0.448) 0.544 54 4.50 2.10 0.781 0.236 ( 0.448) 0.544 55 4.58 2.20 0.818 0.236 ( 0.470) 0.582 56 4.67 2.30 0.855 0.236 ( 0.491) 0.619 57 4.75 2.40 0.892 0.236 ( 0.512) 0.656 58 4.83 2.40 0.892 0.236 ( 0.512) 0.656 59 4.92 2.50 0.929 0.236 ( 0.534) 0.693 60 5.00 2.60 0.966 0.236 ( 0.555) 0.730 61 5.08 3.10 1.152 0.236 ( 0.662) 0.916 62 5.17 3.60 1.338 0.236 ( 0.769) 1.102 63 5.25 3.90 1.450 0.236 ( 0.833) 1.213 64 5.33 4.20 1.561 0.236 ( 0.897) 1.325 65 5.42 4.70 1.747 0.236 ( 1.004) 1.511 66 5.50 5.60 2.082 0.236 ( 1.196) 1.845 67 5.58 1.90 0.706 0.236 ( 0.406) 0.470 68 5.67 0.90 0.335 ( 0.236) 0.192 0.142 69 5.75 0.60 0.223 ( 0.236) 0.128 0.095 70 5.83 0.50 0.186 ( 0.236) 0.107 0.079 71 5.92 0.30 0.112 ( 0.236) 0.064 0.047 72 6.00 0.20 0.074 ( 0.236) 0.043 0.032 (Loss Rate Not Used) Sum 100.0 Sum = 23.2 • Flood times volume = area Effective rainfall 1.93(In) 226.0(Ac.) /[(In) /(Ft.)] = 36.4(Ac.Ft) 200.0 Total soil loss = 1.16(In) 0+ 5 Total soil loss = 21.905(Ac.Ft) Total rainfall = 3.10(In) 0 +10 Flood volume = 1586999.0 Cubic Feet Total soil loss = 954203.3 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 314.861(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 100.0 200.0 300.0 400.0 0+ 5 0.0088 1.28 Q 0 +10 0.0568 6.97 Q 0 +15 0.1472 13.12 VQ 0 +20 0.2586 16.18 VQ 0 +25 0.3809 17.75 VQ 0 +30 0.5120 19.03 VQ 0 +35 0.6556 20.86 V Q 0 +40 0.8099 22.40 V Q 0 +45 0.9697 23.21 IVQ 0 +50 1.1334 23.77 IVQ 0 +55 1.3000 24.18 IVQ 1+ 0 • 1.4704 24.75 IVQ 1+ 5 1.6499 26.06 IVQ 1 +10 1.8376 27.26 1 +15 2.0294 27.85 I Q 1 +20 2.2232 28.14 1 +25 2.4183 28.33 I Q 1 +30 2.6143 28.47 1 +35 2.8111 28.57 I QV 1 +40 3.0084 28.65 I QV 1 +45 3.2061 28.71 I QV 1 +50 3.4041 28.75 QV 1 +55 3.6023 28.78 I QV 2+ 0 3.8024 29.06 I Q V 2+ 5 4.0084 29.91 I Q V 2 +10 4.2157 30.11 1 2 +15 4.4264 30.60 QV 2 +20 4.6429 31.43 Q V 2 +25 4.8616 31.77 I Q V 2 +30 5.0817 31.95 1 Q 2 +35 5.3026 32.08 V 2 +40 5.5242 32.18 2 +45 5.7481 32.50 I Q V 2 +50 5.9798 33.64 1 2+55 6.2188 34.70 Q V 3+ 0 6.4608 35.14 3+ 5 6.7046 35.40 I Q V 3 +10 6.9514 35.84 Q 3 +15 7.2065 37.04 i V 3 +20 7.4693 38.16 3 +25 • 7.7393 39.21 I Q V 3 +30 8.0324 42.56 V 3 +35 8.3644 48.20 I Q VI I 3 +40 8.7377 54.21 I Q VI 3 +45 9.1426 58.78 1 Q V I I • 3 +50 3 +55 9.5784 10.0435 63.29 67.52 4+ 0 10.5387 71.92 4+ 5 11.0627 76.08 4 +10 11.6209 81.06 4 +15 12.2255 87.79 4 +20 12.8810 95.17 4 +25 13.5892 102.84 4 +30 14.3479 110.15 4 +35 15.1445 115.67 4 +40 15.9811 121.47 4 +45 16.8676 128.73 4 +50 17.8033 135.86 4 +55 18.7763 141.28 5+ 0 19.7888 147.00 5+ 5 20.8678 156.67 5 +10 22.0870 177.03 5 +15 23.5052 205.93 5 +20 25.1148 233.72 5 +25 26.9070 260.23 5 +30 28.9310 293.88 5 +35 31.0995 314.86 5 +40 32.7988 246.75 5 +45 33.8389 151.02 5 +50 34.5315 100.57 5 +55 35.0433 74.32 6+ 0 35.4303 56.19 6+ 5 35.7199 42.04 6 +10 35.9314 30.71 6 +15 36.0867 22.55 6 +20 36.2013 16.65 6 +25 36.2852 12.17 6 +30 36.3450 8.69 6 +35 36.3873 6.14 6 +40 36.4144 3.93 6 +45 36.4235 1.32 6 +50 36.4276 0.59 S 6 +55 36.4300 0.36 S 7+ 0 36.4315 0.21 7+ 5 36.4322 0.10 7 +10 ---------------------------- 36.4325 0.04 S - - - - -- • Q IV Q IV Q I V QQI VV IQ VV I IQQ VV QQ VVI Q IV Q V Q I V I I Q V V I Q QIV Q IQ V V Q I I V Q I I I VV QQ I I I VV QQ I I I V Q I I I V I V I I I V I I V V V ------------------------------- - - - - -- Appendl'ox A=4 PRE DEVELOPMENT UNIT HYDROGRAPH CALCULATION 100 YEAR / 24HR STORM 78 -900 Avenue 47 . M O R S E Suds 208 La Quinto, CA 92253 S C H U L 1 Z Voim: 760- 771 -4013 FAX* 760-771.4073 i PLANNERS ENGINEERS SURVEYORS • U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 02/23/11 File: 33226X2410024100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TRACT 33226 PRE DEVELOPMENT Q100 / 24HR STORM [FILE:33226X24100] ® ---------------------------------_-------------------------------- Drainage Area = 226.00(Ac.) 0.353 S q= Mi. Drainage Area for Depth -Area Areal Adjustment = 226.00(Ac.) = 0.353 Sq. Mi. Length along longest watercourse = 5585.00(Ft.) Length along longest watercourse measured to centroid = 2792.00(Ft.) Length along longest watercourse = 1.058 Mi. Length along longest watercourse measured to centroid = 0.529 Mi. Difference in elevation = 31.20(Ft.) Slope along watercourse = 29.4962 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.152 Hr. Lag time = 9.11 Min. 25% of lag time = 2.28 Min. 40% of lag time = 3.64 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 226.00 1.12 253.12 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 226.00 4.00 904.00 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.120(In) .Area Averaged 100 -Year Rainfall = 4.000(In) Point rain (area averaged) = 4.000(In) Areal adjustment factor = 99.96 % Adjusted average point rain = 3.998(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % Hydrograph Data Storm Rain 184.000 69.00 0.500 time period Time % of lag 42.000 69.00 0.000 (hrs) (In /Hr) Total Area Entered = 226.00(Ac.) • --------------------------------------------------------------------- 1 0.083 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 69.0 69.0 0.373 0.500 0.205 0.814 0.167 69.0 69.0 0.373 0.000 0.373 0.186 0.069 26.003 0.33 5 Sum (F) = 0.236 Area averaged mean soil loss (F) (In /Hr) = 0.236 6 0.500 Minimum soil loss rate ((In /Hr)) = 0.118 0.028 0.028 7 (for 24 hour storm duration) 3.193 7.273 0.048 Soil low loss --------------------------------------------------------------- rate (decimal) = 0.574 2.309 - - - - -- U n i t H y d r o g r a p h VALLEY S -Curve The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Unit Hydrograph Data Storm Rain Loss rate(In. /Hr) Effective --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph Max I (hrs) (In /Hr) Graph % (CFS) • --------------------------------------------------------------------- 1 0.083 54.911 7.102 16.177 2 0.167 109.821 30.167 68.709 0.018 3 0.250 164.732 28.039 63.862 0.032 4 0.333 219.643 11.417 26.003 0.33 5 0.417 274.553 6.414 14.610 • 6 0.500 329.464 4.411 10.047 0.028 0.028 7 0.583 384.375 3.193 7.273 0.048 8 0.667 439.285 2.309 5.259 0.67 9 0.750 494.196 1.748 3.982 10 0.833 549.107 1.474 3.357 0.028 11 0.917 604.017 1.104 2.514 0.064 12 1.000 658.928 0.860 1.959 13 1.083 713.839 0.626 1.426 14 1.167 768.749 0.549 1.251 15 1.250 823.660 0.587 1.337 ----------------------------------------------------------------- Sum = 100.000 Sum= 227.766 - - - - -- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 0.07 0.032 ( 0.419) 0.018 0.014 2 0.17 0.07 0.032 ( 0.417) 0.018 0.014 3 0.25 0.07 0.032 ( 0.416) 0.018 0.014 4 0.33 0.10 0.048 ( 0.414) 0.028 0.020 • 5 6 0.42 0.50 0.10 0.10 0.048 0.048 ( 0.412) ( 0.411) 0.028 0.028 0.020 0.020 7 0.58 0.10 0.048 ( 0.409) 0.028 0.020 8 0.67 0.10 0.048 ( 0.407) 0.028 0.020 9 0.75 0.10 0.048 ( 0.406) 0.028 0.020 10 0.83 0.13 0.064 ( 0.404) 0.037 0.027 • 11 12 0.92 1.00 0.13 0.13 0.064 0.064 ( 0.403) ( 0.401) 0.037 0.037 0.027 0.027 13 1.08 0.10 0.048 ( 0.400) 0.028 0.020 14 1.17 0.10 0.046 ( 0.398) 0.028 0.020 15 1.25 0.10 0.048 ( 0.396) 0.028 0.020 16 1.33 0.10 0.048 ( 0.395) 0.028 0.020 17 1.42 0.10 0.048 ( 0.393) 0.028 0.020 18 1.50 0.10 0.048 ( 0.392) 0.028 0.020 19 1.58 0.10 0.048 ( 0.390) 0.028 0.020 20 1.67 0.10 0.048 ( 0.389) 0.028 0.020 21 1.75 0.10 0.048 ( 0.387) 0.028 0.020 22 1.83 0.13 0.064 ( 0.385) 0.037 0.027 23 1.92 0.13 0.064 ( 0.384) 0.037 0.027 24 2.00 0.13 0.064 ( 0.382) 0.037 0.027 25 2.08 0.13 0.064 ( 0.381) 0.037 0.027 26 2.17 0.13 0.064 ( 0.379) 0.037 0.027 27 2.25 0.13 0.064 ( 0.378) 0.037 0.027 28 2.33 0.13 0.064 ( 0.376) 0.037 0.027 29 2.42 0.13 0.064 ( 0.375) 0.037 0.027 30 2.50 0.13 0.064 ( 0.373) 0.037 0.027 31 2.58 0.17 0.080 ( 0.372) 0.046 0.034 32 2.67 0.17 0.080 ( 0.370) 0.046 0.034 33 2.75 0.17 0.080 ( 0.368) 0.046 0.034 34 2.83 0.17 0.080 ( 0.367) 0.046 0.034 35 2.92 0.17 0.080 ( 0.365) 0.046 0.034 36 3.00 0.17 0.080 ( 0.364) 0.046 0.034 37 3.08 0.17 0.080 ( 0.362) 0.046 0.034 38 3.17 0.17 0.080 ( 0.361) 0.046 0.034 39 3.25 0.17 0.080 ( 0.359) 0.046 0.034 40 3.33 0.17 0.080 ( 0.358) 0.046 0.034 41 3.42 0.17 0.080 ( 0.356) 0.046 0.034 42 3.50 0.17 0.080 ( 0.355) 0.046 0.034 43 3.58 0.17 0.080 ( 0.353) 0.046 0.034 44 3.67 0.17 0.080 ( 0.352) 0.046 0.034 45 3.75 0.17 0.080 ( 0.351) 0.046 0.034 46 3.83 0.20 0.096 ( 0.349) 0.055 0.041 47 3.92 0.20 0.096 ( 0.348) 0.055 0.041 48 4.00 0.20 0.096 ( 0.346) 0.055 0.041 49 4.08 0.20 0.096 ( 0.345) 0.055 0.041 50 4.17 0.20 0.096 ( 0.343) 0.055 0.041 51 4.25 0.20 0.096 ( 0.342) 0.055 0.041 52 4.33 0.23 0.112 ( 0.340) 0.064 0.048 53 4.42 0.23 0.112 ( 0.339) 0.064 0.048 54 4.50 0.23 0.112 ( 0.337) 0.064 0.048 55 4.58 0.23 0.112 ( 0.336) 0.064 0.048 56 4.67 0.23 0.112 ( 0.334) 0.064 0.048 57 4.75 0.23 0.112 ( 0.333) 0.064 0.048 58 4.83 0. 27, 0.128 ( 0.332) 0.073 0.054 59 4.92 0.27 0.128 ( 0.330) 0.073 0.054 60 5.00 0.27 0.128 ( 0.329) 0.073 0.054 61 5.08 0.20 0.096 ( 0.327) 0.055 0.041 62 5.17 0.20 0.096 ( 0.326) 0.055 0.041 63 5.25 0.20 0.096 ( 0.324) 0.055 0.041 64 5.33 0.23 0.112 ( 0.323) 0.064 0.048 65 5.42 0.23 0.112 ( 0.322) 0.064 0.048 66 5.50 0.23 0.112 ( 0.320) 0.064 0.048 67 5.58 0.27 0.128 ( 0.319) 0.073 0.054 68 5.67 0.27 0.128 ( 0.317) 0.073 0.054 • 69 70 5.75 5.83 0.27 0.27 0.128 0.128 ( 0.316) ( 0.315) 0.073 0.073 0.054 0.054 71 5.92 0.27 0.128 ( 0.313) 0.073 0.054 72 6.00 0.27 0.128 ( 0.312) 0.073 0.054 73 6.08 0.30 0.144 ( 0.310) 0.083 0.061 74 6.17 0.30 0.144 ( 0.309) 0.083 0.061 • 75 76 6.25 6.33 0.30 0.30 0.144 0.144 ( 0.308) ( 0.306) 0.083 0.083 0.061 0.061 77 6.42 0.30 0.144 ( 0.305) 0.083 0.061 78 6.50 0.30 0.144 ( 0.304) 0.083 0.061 79 6.58 0.33 0.160 ( 0.302) 0.092 0.068 80 6.67 0.33 0.160 ( 0.301) 0.092 0.068 81 6.75 0.33 0.160 ( 0.299) 0.092 0.068 82 6.83 0.33 0.160 ( 0.298) 0.092 0.068 83 6.92 0.33 0.160 ( 0.297) 0.092 0.068 84 7.00 0.33 0.160 ( 0.295) 0.092 0.068 85 7.08 0.33 0.160 ( 0.294) 0.092 0.066 86 7.17 0.33 0.160 ( 0.293) 0.092 0.068 87 7.25 0.33 0.160 ( 0.291) 0.092 0.068 88 7.33 0.37 0.176 ( 0.290) 0.101 0.075 89 7.42 0.37 0.176 ( 0.289) 0.101 0.075 90 7.50 0.37 0.176 ( 0.287) 0.101 0.075 91 7.58 0.40 0.192 ( 0.286) 0.110 0.082 92 7.67 0.40 0.192 ( 0.285) 0.110 0.082 93 7.75 0.40 0.192 ( 0.283) 0.110 0.082 94 7.83 0.43 0.208 ( 0.282) 0.119 0.088 95 7.92 0.43 0.208 ( 0.281) 0.119 0.088 96 8.00 0.43 0.208 ( 0.280) 0.119 0.088 97 8.08 0.50 0.240 ( 0.278) 0.138 0.102 98 8.17 0.50 0.240 ( 0.277) 0.138 0.102 99 8.25 0.50 0.240 ( 0.276) 0.138 0.102 100 8.33 0.50 0.240 ( 0.274) 0.138 0.102 101 8.42 0.50 0.240 ( 0.273) 0.138 0.102 102 8.50 0.50 0.240 ( 0.272) 0.138 0.102 103 8.58 0.53 0.256 ( 0.271) 0.147 0.109 104 8.67 0.53 0.256 ( 0.269) 0.147 0.109 105 8.75 0.53 0.256 ( 0.268) 0.147 0.109 106 8.83 0.57 0.272 ( 0.267) 0.156 0.116 107 8.92 0.57 0.272 ( 0.265) 0.156 0.116 108 9.00 0.57 0.272 ( 0.264) 0.156 0.116 109 9.08 0.63 0.304 ( 0.263) 0.175 0.129 110 9.17 0.63 0.304 ( 0.262) 0.175 0.129 111 9.25 0.63 0.304 ( 0.260) 0.175 0.129 112 9.33 0.67 0.320 ( 0.259) 0.184 0.136 113 9.42 0.67 0.320 ( 0.258) 0.184 0.136 114 9.50 0.67 0.320 ( 0.257) 0.184 0.136 115 9.58 0.70 0.336 ( 0.256) 0.193 0.143 116 9.67 0.70 0.336 ( 0.254) 0.193 0.143 117 9.75 0.70 0.336 ( 0.253) 0.193 0.143 118 9.83 0.73 0.352 ( 0.252) 0.202 0.150 119 9.92 0.73 0.352 ( 0.251) 0.202 0.150 120 10.00 0.73 0.352 ( 0.249) 0.202 0.150 121 10.08 0.50 0.240 ( 0.248) 0.138 0.102 122 10.17 0.50 0.240 ( 0.247) 0.138 0.102 123 10.25 0.50 0.240 ( 0.246) 0.138 0.102 124 10.33 0.50 0.240 ( 0.245) 0.138 0.102 125 10.42 0.50 0.240 ( 0.243) 0.138 0.102 126 10.50 0.50 0.240 ( 0.242) 0.138 0.102 127 10.58 0.67 0.320 ( 0.241) 0.184 0.136 128 10.67 0.67 0.320 ( 0.240) 0.184 0.136 129 10.75 0.67 0.320 ( 0.239) 0.184 0.136 130 10.83 0.67 0.320 ( 0.238) 0.184 0.136 131 10.92 0.67 0.320 ( 0.236) 0.184 0.136 132 11.00 0.67 0.320 ( 0.235) 0.184 0.136 • 133 134 11.08 11.17 0.63 0.63 0.304 0.304 ( 0.234) ( 0.233) 0.175 0.175 0.129 0.129 135 11.25 0.63 0.304 ( 0.232) 0.175 0.129 136 11.33 0.63 0.304 ( 0.231) 0.175 0.129 137 11.42 0.63 0.304 ( 0.229) 0.175 0.129 138 11.50 0.63 0.304 ( 0.228) 0.175 0.129 139 11.58 0.57 0.272 ( 0.227) 0.156 0.116 140 11.67 0.57 0.272 ( 0.226) 0.156 0.116 141 11.75 0.57 0.272 ( 0.225) 0.156 0.116 142 11.83 0.60 0.288 ( 0.224) 0.165 0.123 143 11.92 0.60 0.288 ( 0.223) 0.165 0.123 144 12.00 0.60 0.288 ( 0.222) 0.165 0.123 145 12.08 0.83 0.400 0.221 ( 0.230) 0.179 146 12.17 0.83 0.400 0.219 ( 0.230) 0.180 147 12.25 0.83 0.400 0.218 ( 0.230) 0.182 148 12.33 0.87 0.416 0.217 ( 0.239) 0.199 149 12.42 0.87 0.416 0.216 ( 0.239) 0.200 150 12.50 0.87 0.416 0.215 ( 0.239) 0.201 151 12.58 0.93 0.448 0.214 ( 0.257) 0.234 152 12.67 0.93 0.448 0.213 ( 0.257) 0.235 153 12.75 0.93 0.448 0.212 ( 0.257) 0.236 154 12.83 0.97 0.464 0.211 ( 0.266) 0.253 155 12.92 0.97 0.464 0.210 ( 0.266) 0.254 156 13.00 0.97 0.464 0.209 ( 0.266) 0.255 157 13.08 1.13 0.544 0.208 ( 0.312) 0.336 158 13.17 1.13 0.544 0.206 ( 0.312) 0.337 159 13.25 1.13 0.544 0.205 ( 0.312) 0.338 160 13.33 1.13 0.544 0.204 ( 0.312) 0.339 161 13.42 1.13 0.544 0.203 ( 0.312) 0.340 162 13.50 1.13 0.544 0.202 ( 0.312) 0.341 163 13.58 0.77 0.368 0.201 ( 0.211) 0.167 164 13.67 0.77 0.368 0.200 ( 0.211) 0.168 165 13.75 0.77 0.368 0.199 ( 0.211) 0.169 166 13.83 0.77 0.368 0.198 ( 0.211) 0.170 167 13.92 0.77 0.368 0.197 ( 0.211) 0.171 168 14.00 0.77 0.368 0.196 ( 0.211) 0.172 169 14.08 0.90 0.432 0.195 ( 0.248) 0.237 170 14.17 0.90 0.432 0.194 ( 0.248) 0.238 171 14.25 0.90 0.432 0.193 ( 0.248) 0.239 172 14.33 0.87 0.416 0.192 ( 0.239) 0.224 173 14.42 0.87 0.416 0.191 ( 0.239) 0.225 174 14.50 0.87 0.416 0.190 ( 0.239) 0.226 175 14.58 0.87 0.416 0.189 ( 0.239) 0.227 176 14.67 0.87 0.416 0.188 ( 0.239) 0.227 177 14.75 0.87 0.416 0.187 ( 0.239) 0.228 178 14.83 0.83 0.400 0.186 ( 0.230) 0.213 179 14.92 0.83 0.400 0.185 ( 0.230) 0.214 180 15.00 0.83 0.400 0.184 ( 0.230) 0.215 181 15.08 0.80 0.384 0.184 ( 0.220) 0.200 182 15.17 0.80 0.384 0.183 ( 0.220) 0.201 183 15.25 0.80 0.384 0.182 ( 0.220) 0.202 184 15.33 0.77 0.368 0.181 ( 0.211) 0.187 185 15.42 0.77 0.368 0.180 ( 0.211) 0.188 186 15.50 0.77 0.368 0.179 ( 0.211) 0.189 187 15.58 0.63 0.304 ( 0.178) 0.175 0.129 188 15.67 0.63 0.304 ( 0.177) 0.175 0.129 189 15.75 0.63 0.304 ( 0.176) 0.175 0.129 190 15.83 0.63 0.304 ( 0.175) 0.175 0.129 191 15.92 0.63 0.304 0.174 ( 0.175) 0.130 192 16.00 0.63 0.304 0.173 ( 0.175) 0.130 193 16.08 0.13 0.064 ( 0.173) 0.037 0.027 194 16.17 0.13 0.064 ( 0.172) 0.037 0.027 195 16.25 0.13 0.064 ( 0.171) 0.037 0.027 196 16.33 0.13 0.064 ( 0.170) 0.037 0.027 197 16.42 0.13 0.064 ( 0.169) 0.037 0.027 198 16.50 0.13 0.064 ( 0.168) 0.037 0.027 199 16.58 0.10 0.048 ( 0.167) 0.028 0.020 200 16.67 0.10 0.048 ( 0.167) 0.028 0.020 201 16.75 0.10 0.048 ( 0.166) 0.028 0.020 202 16.83 0.10 0.048 ( 0.165) 0.028 0.020 203 204 16.92 17.00 0.10 0.10 0.048 0.048 ( 0.164) ( 0.163) 0.028 0.028 0.020 0.020 205 17.08 0.17 0.080 ( 0.162) 0.046 0.034 206 17.17 0.17 0.080 ( 0.162) 0.046 0.034 207 17.25 0.17 0.080 ( 0.161) 0.046 0.034 208 17.33 0.17 0.080 ( 0.160) 0.046 0.034 209 17.42 0.17 0.080 ( 0.159) 0.046 0.034 210 17.50 0.17 0.080 ( 0.158) 0.046 0.034 211 17.58 0.17 0.080 ( 0.158) 0.046 0.034 212 17.67 0.17 0.080 ( 0.157) 0.046 0.034 213 17.75 0.17 0.080 ( 0.156) 0.046 0.034 214 17.83 0.13 0.064 ( 0.155) 0.037 0.027 215 17.92 0.13 0.064 ( 0.154) 0.037 0.027 216 18.00 0.13 0.064 ( 0.154) 0.037 0.027 217 18.08 0.13 0.064 ( 0.153) 0.037 0.027 218 18.17 0.13 0.064 ( 0.152) 0.037 0.027 219 18.25 0.13 0.064 ( 0.151) 0.037 0.027 220 18.33 0.13 0.064 ( 0.151) 0.037 0.027 221 18.42 0.13 0.064 ( 0.150) 0.037 0.027 222 18.50 0.13 0.064 ( 0.149) 0.037 0.027 223 18.58 0.10 0.048 ( 0.148) 0.028 0.020 224 18.67 0.10 0.048 ( 0.148) 0.028 0.020 225 18.75 0.10 0.048 ( 0.147) 0.028 0.020 226 18.83 0.07 0.032 ( 0.146) 0.018 0.014 227 18.92 0.07 0.032 ( 0.146) 0.018 0.014 228 19.00 0.07 0.032 ( 0.145) 0.018 0.014 229 19.08 0.10 0.048 ( 0.144) 0.028 0.020 230 19.17 0.10 0.048 ( 0.144) 0.028 0.020 231 19.25 0.10 0.048 ( 0.143) 0.028 0.020 232 19.33 0.13 0.064 ( 0.142) 0.037 0.027 233 19.42 0.13 0.064 ( 0.142) 0.037 0.027 234 19.50 0.13 0.064 ( 0.141) 0.037 0.027 235 19.58 0.10 0.048 ( 0.140) 0.028 0.020 236 19.67 0.10 0.048 ( 0.140) 0.028 0.020 237 19.75 0.10 0.048 ( 0.139) 0.028 0.020 238 19.83 0.07 0.032 ( 0.138) 0.018 0.014 239 19.92 0.07 0.032 ( 0.138) 0.018 0.014 240 20.00 0.07 0.032 ( 0.137) 0.018 0.014 241 20.08 0.10 0.048 ( 0.137) 0.028 0.020 242 20.17 0.10 0.048 ( 0.136) 0.028 0.020 243 20.25 0.10 0.048 ( 0.135) 0.028 0.020 244 20.33 0.10 0.048 ( 0.135) 0.028 0.020 245 20.42 0.10 0.048 ( 0.134) 0.028 0.020 246 20.50 0.10 0.048 ( 0.134) 0.028 0.020 247 20.58 0.10 0.048 ( 0.133) 0.028 0.020 248 20.67 0.10 0.048 ( 0.133) 0.028 0.020 249 20.75 0.10 0.048 ( 0.132) 0.028 0.020 250 20.83 0.07 0.032 ( 0.131) 0.018 0.014 251 20.92 0.07 0.032 ( 0.131) 0.018 0.014 252 21.00 0.07 0.032 ( 0.130) 0.018 0.014 253 21.08 0.10 0.048 ( 0.130) 0.028 0.020 254 21.17 0.10 0.048 ( 0.129) 0.028 0.020 255 21.25 0.10 0.048 ( 0.129) 0.028 0.020 256 21.33 0.07 0.032 ( 0.128) 0.018 0.014 257 21.42 0.07 0.032 ( 0.128) 0.018 0.014 258 21.50 0.07 0.032 ( 0.127) 0.018 0.014 259 21.58 0.10 0.048 ( 0.127) 0.028 0.020 260 21.67 0.10 0.048 ( 0.126) 0.028 0.020 • 261 262 21.75 21.83 0.10 0.07 0.048 0.032 ( 0.126) ( 0.126) 0.028 0.018 0.020 0.014 263 21.92 0.07 0.032 ( 0.125) 0.018 0.014 264 22.00 0.07 0.032 ( 0.125) 0.018 0.014 265 22.08 0.10 0.048 ( 0.124) 0.028 0.020 266 22.17 0.10 0.048 ( 0.124) 0.028 0.020 • • 0 267 268 269 270 271 272 273 274 275 276 277 278 279 280 281 282 283 284 285 286 287 288 22.25 22.33 22.42 22.50 22.58 22.67 22.75 22.83 22.92 23.00 23.08 23.17 23.25 23.33 23.42 23.50 23.58 23.67 23.75 23.83 23.92 24.00 Sum = Flood times Total Total Total Flood Total 0.10 0.048 ( 0.124) 0.028 0.020 0.07 0.032 ( 0.123) 0.018 0.014 0.07 0.032 ( 0.123) 0.018 0.014 0.07 0.032 ( 0.122) 0.018 0.014 0.07 0.032 ( 0.122) 0.018 0.014 0.07 0.032 ( 0.122) 0.018 0.014 0.07 0.032 ( 0.121) 0.018 0.014 0.07 0.032 ( 0.121) 0.018 0.014 0.07 0.032 ( 0.121) 0.018 0.014 0.07 0.032 ( 0.120) 0.018 0.014 0.07 0.032 ( 0.120) 0.018 0.014 0.07 0.032 ( 0.120) 0.018 0.014 0.07 0.032 ( 0.120) 0.018 0.014 0.07 0.032 ( 0.119) 0.018 0.014 0.07 0.032 ( 0.119) 0.018 0.014 0.07 0.032 ( 0.119) 0.018 0.014 0.07 0.032 ( 0.119) 0.018 0.014 0.07 0.032 ( 0.119) 0.0.18 0.014 0.07 0.032 ( 0.118) 0.018 0.014 0.07 0.032 ( 0.118) 0.018 0.014 0.07 0.032 ( 0.118) 0.018 0.014 0.07 0.032 ( 0.118) 0.018 0.014 (Loss Rate Not Used) 1 +10 0.3532 5.31 100.0 Sum = 22.3 volume = Effective rainfall 1.86(In) V Q area 226.0(Ac.) /[(In) /(Ft.)] = 35.1(Ac.Ft) 1 +20 soil loss = 2.14(In) V Q soil loss = 40.240(Ac.Ft) 1 +25 0.4539 4.80 rainfall = 4.00(In) volume = 1527234.8 Cubic Feet V Q soil loss = 1752836.8 Cubic Feet 1 +35 -------------------------------------------------------------------- Peak flow rate of this hydrograph = 74.569(CFS) ------------- ------------------ -------- ---------------- -- --- - ---- ---- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 20.0 40.0 60.0 80.0 0+ 5 0.0015 0.22 Q 0 +10 0.0095 1.16 Q 0 +15 0.0234 2.03 VQ 0 +20 0.0406 2.49 VQ 0 +25 0.0623 3.16 VQ 0 +30 0.0880 3.73 VQ 0 +35 0.1156 4.01 V Q 0 +40 0.1444 4.18 V Q 0 +45 0.1740 4.30 V Q 0 +50 0.2050 4.50 V Q 0 +55 0.2397 5.04 V Q 1+ 0 0.2778 5.53 V Q 1+ 5 0.3166 5.64 V Q 1 +10 0.3532 5.31 V Q 1 +15 0.3874 4.97 V Q 1 +20 0.4208 4.85 V Q 1 +25 0.4539 4.80 V Q 1 +30 0.4867 4.77 V Q 1 +35 0.5194 4.74 V Q 1 +40 0.5519 4.72 V Q 1 +45 0.5843 4.71 V Q 1+50 1 +55 0.6174 0.6536 4.80 5.26 V Q V Q 2+ 0 0.6928 5.69 V Q 2+ 5 0.7332 5.86 V Q 2 +10 0.7742 5.95 V Q 2 +15 0.8156 6.01 V Q 2 +20 0.8573 6.06 V Q 2 +25 0.8993 6.10 IV Q 2 +30 0.9415 6.12 IV Q 2 +35 0.9846 6.26 IV Q 2 +40 1.0310 6.74 IV Q 2 +45 1.0805 7.19 IV Q 2 +50 1.1313 7.38 IV Q 2 +55 1.1829 7.48 IV Q 3+ 0 1.2350 7.56 IV Q 3+ 5 1.2874 7.61 IV Q 3 +10 1.3401 7.65 IV Q 3 +15 1.3929 7.67 IV Q 3 +20 1.4459 7.70 IV Q 3 +25 1.4991 7.71 IV Q 3 +30 1.5523 7.73 IV Q '3 +35 1.6056 7.74 IV Q 3 +40 1.6589 7.75 IV Q 3 +45 1.7123 7.76 IV Q 3 +50 1.7665 7.87 I VQ 3 +55 1.8239 8.33 I V Q 4+ 0 1.8843 8.77 I V Q 4+ 5 1.9459 8.95 I V Q 4 +10 2.0082 9.05 I V Q 4 +15 2.0710 9.11 I V Q 4 +20 2.1348 9.27 I V Q 4 +25 2.2022 9.78 I V Q 4 +30 2.2727 10.24 I V Q 4 +35 2.3446 10.44 I V Q 4 +40 2.4173 10.56 I V Q 4 +45 2.4905 10.64 I V Q 4 +50 2.5650 10.81 I V Q 4 +55 2.6429 11.32 I V Q 5+ 0 2.7241 11.79 I V Q 5+ 5 2.8052 11.77 I V Q 5 +10 2.8806 10.95 I V Q 5 +15 2.9506 10.16 I V Q 5 +20 3.0193 9.98 I VQ 5 +25 3.0902 10.29 I V Q 5 +30 3.1633 10.63 I V Q 5 +35 3.2380 10.84 I V Q 5 +40 3.3161 11.35 I V Q 5 +45 3.3975 11.81 I V Q 5 +50 3.4801 12.00 I V Q 5 +55 3.5636 12.11 I V Q 6+ 0 3.6475 12.19 I V Q 6+ 5 3.7326 12.35 I V Q 6 +10 3.8211 12.86 I V Q 6 +15 3.9128 13.31 I V Q 6 +20 4.0060 13.52 I V Q 6 +25 4.1000 13.65 I V Q 6 +30 4.1946 13.74 I V Q 6+35 4.2904 13.91 I V Q 6 +40 4.3897 14.42 I V Q • 6 +45 4.4923 14.89 I V Q 6 +50 4.5962 15.09 I V Q 6 +55 4.7009 15.21 I V Q '7+ 0 4.8062 15.29 I V Q 7+ 5 4.9120 15.35 I V Q 7 +10 5.0180 15.39 V Q � I 7 +15 • 5.1243 15.43 V Q 7 +20 5.2314 15.56 I V Q 7 +25 5.3420 16.05 I V Q 7 +30 5.4556 16.50 V Q 7 +35 5.5712 16.79 V Q 7 +40 5.6909 17.37 I V Q 7 +45 5.8140 17.88 I V Q 7 +50 5.9395 18.22 I V QI 7 +55 6.0691 18.82 V QI 8+ 0 6.2024 19.35 V QI 8+ 5 6.3389 19.82 I V QI 8 +10 6.4829 20.91 I V Q 8 +15 6.6337 21.89 V Q 8 +20 6.7874 22.33 I V IQ 8 +25 6.9430 22.59 V IQ 8 +30 7.0998 22.77 I V IQ 8 +35 7.2583 23.01 I V IQ 8 +40 7.4207 23.58 I V IQ 8 +45 7.5866 24.09 V I Q 8 +50 7.7549 24.43 I V I Q 8 +55 7.9274 25.04 I VI Q 9+ 0 8.1036 25.58 I VI Q 9+ 5 8.2830 26.05 I VI Q I 9 +10 8.4699 27.14 I VI Q I 9 +15 8.6636 28.12 I VI Q I 9 +20 8.8609 28.66 I V Q 9 +25 9.0633 29.38 I V Q 9 +30 9.2698 29.99 I V Q 9 +35 9.4792 30.41 I V Q 9 +40 • 9.6932 31.07 I IV Q 9 +45 9.9112 31.65 I IV Q 9 +50 10.1319 32.05 I IV Q 9 +55 10.3571 32.69 I IV Q 10+ 0 10.5861 33.26 I I V Q 10+ 5 10.8117 32.76 I I V Q 10 +10 11.0159 29.65 I I V Q 10 +15 11.2000 26.73 I I VQ 10 +20 11.3761 25.57 10 +25 11.5479 24.94 I I QV 10 +30 11.7167 24.51 Qv 10 +35 11.8872 24.75 I I QV 10 +40 12.0721 26.86 I I Q 10 +45 12.2710 28.87 I I VQ 10 +50 12.4749 29.60 10 +55 12.6814 29.99 I I Q 11+ 0 12.8897 30.25 I I VQ 11+ 5 13.0985 30.32 I I VQ 11 +10 13.3049 29.97 QV 11 +15 13.5088 29.61 I I QV 11 +20 13.7123 29.54 QV 11 +25 13.9156 29.53 I I QV 11 +30 14.1190 29.53 11 +35 14.3208 29.31 I I Q V 11 +40 14.5163 28.38 Q 11 +45 14.7058 27.53 I I Q V 11 +50 14.8936 27.26 V 11 +55 15.0830 27.51 I I Q V 12+ 0 15.2745 27.80 Q 12+ 5 • 15.4727 28.78 I I Q V 12 +10 15.6981 32.73 Qv 12 +15 15.9491 36.45 i i Q 12 +20 16.2133 38.36 VQI 12 +25 16.4921 40.48 i i • 12 +30 12 +35 16.7833 17.0853 42.28 43.85 12 +40 17.4076 46.81 12 +45 17.7483 49.46 12 +50 18.1002 51.10 12 +55 18.4662 53.14 13+ 0 18.8444 54.91 13+ 5 19.2385 57.22 13 +10 19.6756 63.47 13 +15 20.1523 69.22 13 +20 20.6467 71.79 13 +25 21.1521 73.38 13 +30 21.6656 74.57 13 +35 22.1659 72.64 13 +40 22.5880 61.28 13 +45 22.9370 50.67 13 +50 23.2580 46.62 13 +55 23.5645 44.50 14+ 0 23.8617 43.15 14+ 5 24.1595 43.25 14 +10 24.4835 47.05 14 +15 24.8332 50.77 14 +20 25.1900 51.81 14 +25 25.5443 51.43 14 +30 25.8951 50.94 14 +35 26.2460 50.96 14 +40 26.5977 51.07 14 +45 26.9500 51.15 14 +50 27.3027 51.21 14 +55 27.6498 50.41 • 15+ 0 27.9919 49.67 15+ 5 28.3310 49.25 15 +10 28.6628 48.17 15 +15 28.9883 47.26 15 +20 29.3097 46.66 15 +25 29.6226 45.44 15 +30 29.9283 44.38 15 +35 30.2246 43.03 15 +40 30.4912 38.71 15 +45 30.7302 34.71 15 +50 30.9577 33.02 15 +55 31.1783 32.04 16+ 0 31.3944 31.38 16+ 5 31.5962 29.29 16 +10 31.7470 21.90 16 +15 31.8507 15.06 16 +20 31.9346 12.17 16 +25 32.0069 10.51 16 +30 32.0713 9.35 16 +35 32.1292 8.41 16 +40 32.1797 7.33 16 +45 32.2238 6.41 16 +50 32.2643 5.88 16 +55 32.3024 5.53 17+ 0 32.3386 5.26 17+ 5 32.3750 5.28 17 +10 32.4167 6.06 17 +15 32.4632 6.76 • 17 +20 17 +25 32.5121 32.5622 7.09 7.27 17 +30 32.6131 7.40 17 +35 32.6647 7.49 17 +40 32.7167 7.55 17 +45 32.7690 7.59 Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q A Q Q Q Q Q VJQ VIQ VI Q V Q V Q IV Q IV Q IV Q V IQ I V I I V I m V V QV Q V Q V Q V Q V Q V Q V Q V Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Lei V1 VI VI V V IV V IV IV IV Q Q Q Q Q V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V 17 +50 17 +55 32.8208 32.8697 7.53 7.10 I Q I Q I I I V V 18+ 0 32.9157 6.69 I Q I V 18+ 5 32.9607 6.53 I Q I I I V 18 +10 33.0051 6.45 18 +15 33.0492 6.40 I Q I V 18 +20 33.0929 6.35 I Q I I V 18 +25 33.1364 6.31 I Q I I V 18 +30 33.1797 6.29 18 +35 33.2220 6.15 I Q I I V 18 +40 33.2611 5.67 I Q I I I V 18 +45 33.2970 5.22 V 18 +50 33.3309 4.92 I Q I I I V 18 +55 33.3608 4.35 Q 19+ 0 33.3872 3.83 IQ I I V 19+ 5 33.4128 3.72 19 +10 33.4407 4.05 IQQ I I I V 19 +15 33.4710 4.39 19 +20 33.5027 4.60 I Q I I I V 19 +25 33.5379 5.12 19 +30 33.5763 5.58 I Q I I I V 19 +35 33.6154 5.67 19 +40 33.6519 5.31 I Q I I I V 19 +45 33.6860 4.95 19 +50 33.7185 4.72 I Q I I I V 19 +55 33.7474 4.20 Q 20+ 0 33.7730 3.73 IQ I I I V 20+ 5 33.7981 3.64 IQ v 20 +10 33.8257 4.00 IQ I I I V 20 +15 33.8557 4.36 I Q I I I V 20 +20 33.8865 4.48 20 +25 33.9177 4.53 I Q I I I V 20 +30 33.9492 4.57 20 +35 33.9808 4.59 I Q I I I V 20 +40 34.0124 4.60 Q 20 +45 34.0441 4.60 I I I I V 20 +50 34.0751 4.50 20 +55 34.1030 4.04 I Q I I I V 21+ 0 34.1279 3.61 IQ v 21+ 5 34.1523 3.56 IQ I I I V 21 +10 34.1794 3.93 V 21 +15 34.2091 4.31 IQ Q I I I V 21 +20 34.2389 4.33 Q 21 +25 34.2659 3.92 IQ I I I V 21 +30 34.2902 3.53 IQ v 21 +35 34.3142 3.49 IQ I I I V 21 +40 34.3409 3.87 IQ 21 +45 34.3702 4.26 Q I I I V 21 +50 34.3997 4.29 Q 21 +55 34.4265 3.89 IQ I I I V 22+ 0 34.4506 3.50 IQ v 22+ 5 34.4745 3.47 IQ I I I V 22 +10 34.5011 3.87 22 +15 34.5304 4.26 IQQ I I I V 22 +20 34.5600 4.29 Q 22 +25 34.5867 3.89 IQ I I I V 22 +30 34.6109 3.50 IQ v 22 +35 34.6340 3.36 IQ I I I V 22 +40 22 +45 34.6566 34.6790 3.29 IQ 3.24 IQ I I v I V 22 +50 34.7010 3.21 Q I I I V 22 +55 34.7229 3.18 23+ 0 34.7447 3.16 IQQ I I I V 23+ 5 34.7663 3.14 IQ I I I V • 0 • 23 +10 34.7879 3.13 IQ VI 23 +15 34.8094 3.13 IQ I I VI 23 +20 34.8309 3.12 IQ VI 23 +25 34.8524 3.11 IQ I I I VI 23 +30 34.8737 3.10 IQ VI 23 +35 34.8951 3.10 IQ I I I VI 23 +40 34.9165 3.10 IQ VI 23 +45 34.9378 3.10 IQ I I I VI 23 +50 34.9592 3.10 Q I I I VI 23 +55 34.9805 3.10 24+ 0 35.0019 3.10 IQ I I I VI 24+ 5 35.0218 2.88 IQ 24 +10 35.0352 1.95 Q I I I VI 24 +15 35.0426 1.08 Q V 24 +20 35.0475 0.72 Q I I I VI 24 +25 35.0512 0.52 Q VI 24 +30 35.0538 0.39 Q I I I VI 24 +35 35.0558 0.29 Q V 24 +40 35.0573 0.22 Q I I I V I 24 +45 35.0584 0.16 Q VI 24 +50 35.0592 0.12 Q I I I VI 24 +55 35.0597 0.08 Q V 25+ 0 35.0601 0.05 Q i I I V I 25+ 5 35.0604 0.04 Q VV 25 +10 35.0605 0.02 Q i I I C, 0 Drainage area by Land use I L RI 69 69 69 69 69 IMPERVIOUS % 0 65 50 90 100 Natural COND 7200- 10000SF COMM I BASIN Total fair 184.0 42.0 I Total 42.0 0.0 184.0 0.0 0.0 226.0 Low Loss rate recommended values: 1. Undeveloped condition = 0.9 2. Developed condition = 0.9 - (0.8 x % imperv) 3. Basin = 0.10 T2--0 226.0 0.q 18t-.0 0,1 - (0.8 X 0,� Tract 33226 City of La Quinta Basin #1 0. x071 0.57If� [File: c: \wspg1 \33226 \pre dev area by soil group] Appendl*x - POST DEVELOPMENT UNIT HVDROGRAPH CALCULATION 100 YEAR / 1 H R STORM 78.900 Avenue 47 . M O E S E Suite 208 La Quinto, CA 92253 S C H U L i Z Voice: 760- 771 -4013 FAX 760.771.4073 PLANNERS ENGINEERS SURVEYORS • U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 02/24/11 File: 3322611001100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TRACT 33226 POST DEVELOPMENT Q100 / 1HR STORM [FILE:332261100] -------------------------------------------------------------------- Drainage Area = 226.00(Ac.) = 0.353 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 226.00(Ac.) = 0.353 Sq. Mi. Length along longest watercourse = 5585.00(Ft.) Length along longest watercourse measured to centroid = 2792.00(Ft.) Length along longest watercourse = 1.058 Mi. Length along longest watercourse measured to centroid = 0.529 Mi. Difference in elevation = 31.20(Ft.) Slope along watercourse = 29.4962 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.152 Hr. Lag time = 9.11 Min. 25% of lag time = 2.28 Min. 40% of lag time = 3.64 Min. Unit time = 5.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] 226.00 0.41 100 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] 226.0.0 2.00 Weighting[1 *2] 92.66 Weighting[1 *2] 452.00 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.410(In) Area Averaged 100 -Year Rainfall = 2.000(In) • Point rain (area averaged) = 2.000(In) Areal adjustment factor = 99.80 % Adjusted average point rain = 1.996(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % Pattern Storm Rain 184.000 69.00 0.500 Distribution Unit Hydrograph 42.000 69.00 0.650 % (CFS) Total Area Entered = 226.00(Ac.) -- 54.911 -Graph ---------------------------- 7.102 16.177 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 69.0 69.0 0.373 0.500 0.205 0.814 0.167 69.0 69.0 0.373 0.650 0.155 0.186 0.029 6 0.500 329.464 Sum (F) = 0.196 Area averaged mean soil loss (F) (In /Hr) = 0.196 3.193 7.273 Minimum soil loss rate ((In /Hr)) = 0.098 2.309 5.259 (for 24 hour storm duration) 494.196 1.748 3.982 Soil low loss rate (decimal) = 0.478 1.474 3.357 Slope of intensity- duration curve for a 1 hour storm = 0.5800 ------------------------------------------------------ - - - - -- U n i t H y d r o g r a p h VALLEY S -Curve The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Hydrograph Data Pattern Storm Rain --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph - --- (hrs) -------------------- - - - - % (CFS) 1 0.083 -- 54.911 -Graph ---------------------------- 7.102 16.177 2 0.167 109.821 30.167 68.709 3 0.250 164.732 28:039 63.862 4 0.333 219.643 11.417 26.003 5 0.417 274.553 6.414 14.610 6 0.500 329.464 4.411 10.047 7 0.583 384.375 3.193 7.273 8 0.667 439.285 2.309 5.259 9 0.750 494.196 1.748 3.982 10 0.833 549.107 1.474 3.357 11 0.917 604.017 1.104 2.514 12 1.000 658.928 0.860 1.959 13 1.083 713.839 0.626 1.426 14 1.167 768.749 0.549 1.251 15 1.250 823.660 0.587 1.337 ----------------------------------------------------------------- Sum = 100.000 Sum= 227.766 - - - - -- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max Low (In /Hr) 1 0.08 3.60 0.862 0.196 ( 0.412) 0.667 2 0.17 4.20 1.006 0.196 ( 0.481) 0.810 3 4 0.25 0.33 4.40 4.60 1.054 1.102 0.196 0.196 ( 0.504) ( 0.527) 0.858 0.906 5 0.42 5.00 1.198 0.196 ( 0.572) 1.002 6 0.50 5.60 1.341 0.196 ( 0.641) 1.146 7 0.58 6.40 1.533 0.196 ( 0.733) 1.337 8 0.67 8.10 1.940 0.196 ( 0.927) 1.744 • 9 0.75 10 0.83 13.10 34.50 3.138 0.196 ( 8.263 0.196 ( 1.500) 3.950) 2.942 8.067 11 0.92 6.70 1.605 0.196 ( 0.767) 1.409 12 1.00 3.80 0.910 0.196 ( 0.435) 0.714 (Loss Rate Not Used) Sum = 100.0 Sum = 21.6 Flood volume = Effective rainfall 1.80(In) times area 226.0(Ac.) /[(In) /(Ft.)] = 33.9(Ac.Ft) Total soil loss = 0.20(In) Total soil loss = 3.685(Ac.Ft) Total rainfall = 2.00(In) Flood volume = 1476861.8 Cubic Feet Total -------------------------------------------------------------------- soil loss = 160537.7 Cubic Feet Peak -------------------------------------------------------------------- flow rate of this hydrograph = 861.680(CFS) +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 1 - H O U R S T O R M -------------------------------------------------------------------- R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 225.0 450.0 675.0 900.0 0+ 5 0.0743 10.79 Q 0 +10 0.4802 58.94 V Q 0 +15 1.2528 112.18 IV Q 0 +20 2.2360 142.77 I V Q 0 +25 3.3666 164.16 I V Q 0 +30 4.6488 186.18 I V Q 0 +35 6.1193 213.52 I V QI 0 +40 7.8458 250.69 I VIQ 0 +45 10.0475 319.69 I IV Q 0 +50 13.6456 522.44 V 0 +55 19.5801 861.68 I I I V I Q I 1+ 0 24.8336 762.81 VI I. 1+ 5 27.8436 437.06 I I QI VQ 1 +10 29.6577 263.41 V 1 +15 30.8111 167.46 I Q IQ I I V 1 +20 31.6274 118.53 Q V 1 +25 32.2250 86.78 I Q I I I V 1 +30 32.6778 65.74 1 +35 33.0357 51.97 I Q I I I V 1 +40 33.3065 39.33 IQ VI 1 +45 33.5127 29.93 IQ I I I VI 1 +50 33.6647 22.08 Q I I I VI 1 +55 33.7849 17.44 Q V 2+ 0 33.8784 13.58 Q I I I VI 2+ 5 33.8975 2.78 Q VI 2 +10 ----------------------------------------------------------------- 33.9041 0.96 Q i I i V - - - - -- • Appendix B -2 POST DEVELOPMENT UNIT HYDROGRAPH CALCULATION 100 YEAR / 3HR STORM 78.900 Avenue 47 . M O g S E Suite 208 La Cuinto, CA 92251 S C N U L i i Voice: 760.771 -4013 FAX: 760 - 771.4073 PLANNERS ENGINEERS SURVEYORS • U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 02/24/11 File: 3322631003100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + ++ + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TRACT 33226 POST DEVELOPMENT Q100 / 3HR STORM [FILE:332263100] ---------------------------------_---------------------------------- Drainage Area = 226.00(Ac.) 0.353 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 226.00(Ac.) = 0.353 Sq. Mi. Length along longest watercourse = 5585.00(Ft.) Length along longest watercourse measured to centroid = 2792.00(Ft.) Length along longest watercourse = 1.058 Mi. Length along longest watercourse measured to centroid = 0.529 Mi. Difference in elevation = 31.20(Ft.) Slope along watercourse = 29.4962 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.152 Hr. Lag time = 9.11 Min. 25% of lag time = 2.28 Min. 40% of lag time = 3.64 Min. Unit time = 5.00 Min. Duration of storm = 3 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 226.00 0.65 146.90 100 YEAR Area rainfall data: Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2] 226.00 2.60 58.7.60 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.650(In) Area Averaged 100 -Year Rainfall = 2.600(In) • • • Point rain (area averaged) = 2.600(In) Areal adjustment factor = 99.90 % Adjusted average point rain = 2.597(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious Storm Rain Loss rate(In. /Hr) 184.000 69.00 0.500 Distribution Unit Hydrograph 42.000 69.00 0.650 Graph % (CFS) Total Area Entered = 226.00(Ac.) 54.911 7.102 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 69.0 69.0 0.373 0.500 0.205 0.814 0.167 69.0 69.0 0.373 0.650 0.155 0.186 0.029 14.610 6 0.500 Sum (F) = 0.196 Area averaged mean soil loss (F) (In /Hr) = 0.196 384.375 3.193 Minimum soil loss rate ((In /Hr)) = 0.098 439.285 2.309 (for 24 hour storm duration) 0.750 494.196 1.748 Soil low loss --------------------------------------------------------------- rate (decimal) = 0.478 549.107 - - - - -- U n i t H y d r o g r a p h VALLEY S -Curve -------------------------------------------------------------------- --------------------------------------------------------------------- Unit Hydrograph Data Storm Rain Loss rate(In. /Hr) Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Low (In /Hr) Graph % (CFS) 1 0.083 54.911 7.102 ------ - - - - -- 16.177 2 0.167 109.821 30.167 68.709 3 0.250 164.732 28.039 63.862 4 0.333 219.643 11.417 26.003 5 0.417 274.553 6.414 14.610 6 0.500 329.464 4.411 10.047 7 0.583 384.375 3.193 7.273 8 0.667 439.285 2.309 5.259 9 0.750 494.196 1.748 3.982 10 0.833 549.107 1.474 3.357 11 0.917 604.017 1.104 2.514 12 1.000 658.928 0.860 1.959 13 1.083 713.839 0.626 1.426 14 1.167 768.749 0.549 1.251 15 1.250 823.660 0.587 1.337 ----------------------------------------------------------------- Sum = 100.000 Sum= 227.766 - - - - -- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 1.30 0.405 ( 0.196) 0.194 0.212 2 0.17 1.30 0.405 ( 0.196) 0.194 0.212 3 0.25 1.10 0.343 ( 0.196) 0.164 0.179 4 0.33 1.50 0.468 0.196 ( 0.223) 0.272 5 0.42 1.50 0.468 0.196 ( 0.223) 0.272 6 0.50 1.80 0.561 0.196 ( 0.268) 0.365 7 0.58 1.50 0.468 0.196 ( 0.223) 0.272 8 0.67 1.80 0.561 0.196 ( 0.268) 0.365 9 0.75 1.80 0.561 0.196 ( 0.268) 0.365 10 0.83 1.50 0.468 0.196 ( 0.223) 0.272 • 0 s 11 0.92 1.60 0.499 0.196 ( 0.238) 0.303 12 1.00 1.80 0.561 0.196 ( 0.268) 0.365 13 1.08 2.20 0.686 0.196 ( 0.328) 0.490 14 1.17 2.20 0.686 0.196 ( 0.328) 0.490 15 1.25 2.20 0.686 0.196 ( 0.328) 0.490 16 1.33 2.00 0.623 0.196 ( 0.298) 0.428 17 1.42 2.60 0.810 0.196 ( 0.387) 0.615 18 1.50 2.70 0.842 0.196 ( 0.402) 0.646 19 1.58 2.40 0.748 0.196 ( 0.358) 0.552 20 1.67 2.70 0.842 0.196 ( 0.402) 0.646 21 1.75 3.30 1.029 0.196 ( 0.492) 0.833 22 1.83 3.10 0.966 0.196 ( 0.462) 0.771 23 1.92 2.90 0.904 0.196 ( 0.432) 0.708 24 2.00 3.00 0.935 0.196 ( 0.447) 0.739 25 2.08 3.10 0.966 0.196 ( 0.462) 0.771 26 2.17 4.20 1.309 0.196 ( 0.626) 1.113 27 2.25 5.00 1.558 0.196 ( 0.745) 1.363 28 2.33 3.50 1.091 0.196 ( 0.521) 0.895 29 2.42 6.80 2.120 0.196 ( 1.013) 1.924 30 2.50 7.30 2.275 0.196 ( 1.088) 2.080 31 2.58 8.20 2.556 0.196 ( 1.222) 2.360 32 2.67 5.90 1.839 0.196 ( 0.879) 1.643 33 2.75 2.00 0.623 0.196 ( 0.298) 0.428 34 2.83 1.80 0.561 0.196 ( 0.268) 0.365 35 2.92 1.80 0.561 0.196 ( 0.268) 0.365 36 3.00 0.60 0.187 ( 0.196) 0.089 0.098 (Loss Rate Not Used) Sum = 100.0 Sum = 24.3 Flood volume = Effective rainfall 2.02(In) times area 226.0(Ac.) /[(In) /(Ft.)] = 38.1(Ac.Ft) Total soil loss = 0.58(In) Total soil loss = 10.833(Ac.Ft) Total rainfall = 2.60(In) Flood volume = 1658980.4 Cubic Feet Total soil loss = 471898.6 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 422.091(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 3 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 125.0 250.0 375.0 500.0 0+ 5 0.0236 3.42 Q 0 +10 0.1473 17.96 VQ 0 +15 0.3605 30.95 V Q 0 +20 0.6065 35.72 V Q 0 +25 0.9034 43.12 V Q 0 +30 1.2605 51.85 IV Q 0+35 1.6754 60.24 IV Q 0 +40 2.1123 63.44 I V Q 0 +45 2.5797 67.87 I V Q 0 +50 3.0789 72.48 I V Q 0 +55 3.5572 69.45 I V Q 1+ 0 4.0284 68.41 I VQ 1+ 5 4.5488 75.56 I V Q 1 +10 5.1586 88.55 I V Q 1 +15 5.8371 98.51 I VQ 1 +20 6.5373 101.67 I V Q 1 +25 7.2462 102.93 I VQ • • 1 +30 8.0321 114.12 I VQI 1 +35 8.9019 126.29 I VQ 1 +40 9.7850 128.23 1 +45 10.7163 135.22 QV 1 +50 11.7709 153.12 I I Q 1 +55 12.8904 162.55 Q 2+ 0 14.0012 161.29 I QV 2+ 5 15.1192 162.32 Q V 2 +10 16.3063 172.38 I I Q V 2 +15 17.7068 203.35 Q V 2 +20 19.3350 236.42 i i Q 2 +25 21.0350 246.84 QI V 2 +30 23.1185 302.53 I I Q 2 +35 25.7300 379.18 I I I V Q 2 +40 28.6369 422.09 Q 2 +45 31.3179 389.28 I I I IQV 2 +50 33.2354 278.42 Q V 2 +55 34.5499 190.87 I I Q I I V 3+ 0 35.5802 149.60 V 3+ 5 36.3357 109.70 I Q IQ I I V 3 +10 36.8382 72.97 Q V 3 +15 37.1871 50.66 I Q I I I VI 3 +20 37.4486 37.96 Q VI 3 +25 37.6447 28.49 I Q I I I VI 3 +30 37.7884 20.86 Q I I I VI 3 +35 37.8988 16.04 IQ V 3 +40 37.9777 11.45 Q I I I V I 3 +45 38.0313 7.79 Q V 3 +50 38.0604 4.22 Q' I I I V I 3 +55 38.0724 1.74 Q V 4+ 0 38.0798 1.09 Q I I I VI 4+ 5 38.0840 0.61 Q VI ---- 4 +10--- - - -38. 0849------ ---------------------------------- 0- 13 V I I I - - - - -- Appendl*x.B -3 POST DEVELOPMENT UNIT HYDROGRAPH CALCULATION 100 YEAR / 6HR STORM 78.900 Ar 'c 47 . M O l S E Suite 108 La Wnto, CA 91153 S C H u l i z Voice: 760.771 -4013 FAX: 760-771.4073 PLANNERS ENGINEERS SURVEYORS • U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 02/24/11 File: 3322661006100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TRACT 33226 POST DEVELOPMENT Q100 / 6HR STORM [FILE:332266100] ---------------------------------_-------------------------------_-- Drainage Area = 226.00(Ac.) 0.353 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 226.00(Ac.) Sq. Mi. Length along longest watercourse = 5585.00(Ft.) Length along longest watercourse measured to centroid = 2792.00(Ft.) Length along longest watercourse = 1.058 Mi. Length along longest watercourse measured to centroid = 0.529 Mi. Difference in elevation = 31.20(Ft.) Slope along watercourse = 29.4962 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.152 Hr. Lag time = 9.11 Min. 25% of lag time = 2.28 Min. 40% of lag time = 3.64 Min. Unit time = 5.00 Min. Duration of storm = 6 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 226.00 0.85 192.10 100 YEAR Area rainfall data: Area (Ac . ) [1] • 22'6.00 STORM EVENT Area Averaged Area Averaged Rainfall (In) [2] Weighting [1 *2] 3.10 700.60 GEAR) = 100.00 2 -Year Rainfall = 0.850(In) 100 -Year Rainfall = 3.100(In) 0.353 Point rain (area averaged) = 3.100(In) Areal adjustment factor = 99.92 % Adjusted average point rain = 3.098(In) Sub -Area Data: Area(Ac.) Runoff Index Impervious % Hydrograph Data Storm Rain 184.000 69.00 0.500 time period Time % of lag 42.000 69.00 0.650 (hrs) (In /Hr) Total Area Entered = 226.00(Ac.) • --------------------------------------------------------------------- 1 0.083 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 69.0 69.0 0.373 0.500 0.205 0.814 0.167 69.0 69.0 0.373 0.650 0.155 0.186 0.029 26.003 0.33 5 Sum (F) = 0.196 Area averaged mean soil loss (F) (In /Hr) = 0.196 6 0.500 Minimum soil loss rate ((In /Hr)) = 0.098 0.107 0.124 7 (for 24 hour storm duration) 3.193 7.273 0.260 Soil low loss --------------------------------------------------------------- rate (decimal] = 0.478 2.309 - - - - -- U n i t H y d r o g r a p h VALLEY S -Curve The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value -------------------------------------------------------------------- Unit Hydrograph Data Storm Rain Loss rate(In. /Hr) Effective --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph Max I (hrs) (In /Hr) Graph % (CFS) • --------------------------------------------------------------------- 1 0.083 54.911 7.102 16.177 2 0.167 109.821 30.167 68.709 0.107 3 0.250 164.732 28.039 63.862 0.223 4 0.333 219.643 11.417 26.003 0.33 5 0.417 274.553 6.414 14.610 6 0.500 329.464 4.411 10.047 0.107 0.124 7 0.583 384.375 3.193 7.273 0.260 8 0.667 439.285 2.309 5.259 0.67 9 0.750 494.196 1.748 3.982 10 0.833 549.107 1.474 3.357 0.124 11 0.917 604.017 1.104 2.514 0.260 12 1.000 658.928 0.860 1.959 13 1.083 713.839 0.626 1.426 14 1.167 768.749 0.549 1.251 15 1.250 823.660 0.587 1.337 ----------------------------------------------------------------- Sum = 100.000 Sum= 227.766 - - - - -- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1' 0.08 0.50 0.186 ( 0.196) 0.089 0.097 2 0.17 0.60 0.223 ( 0.196) 0.107 0.116 3 0.25 0.60 0.223 ( 0.196) 0.107 0.116 4 0.33 0.60 0.223 ( 0.196) 0.107 0.116 5 6 0.42 0.50 0.60 0.70 0.223 0.260 ( 0.196) ( 0.196) 0.107 0.124 0.116 0.136 7 0.58 0.70 0.260 ( 0.196) 0.124 0.136 8 0.67 0.70 0.260 ( 0.196) 0.124 0.136 9 0.75 0.70 0.260 ( 0.196) 0.124 0.136 10 0.83 0.70 0.260 ( 0.196) 0.124 0.136 11 12 0.92 1.00 0.70 0.80 0.260 0.297 ( 0.196) ( 0.196) 0.124 0.142 0.136 0.155 13 1.08 0.80 0.297 ( 0.196) 0.142 0.155 14 1.17 0.80 0.297 ( 0.196) 0.142 0.155 15 1.25 0.80 0.297 ( 0.196) 0.142 0.155 16 1.33 0.80 0.297 ( 0.196) 0.142 0.155 17 1.42 0.80 0.297 ( 0.196) 0.142 0.155 18 1.50 0.80 0.297 ( 0.196) 0.142 0.155 19 1.58 0.80 0.297 ( 0.196) 0.142 0.155 20 1.67 0.80 0.297 ( 0.196) 0.142 0.155 21 1.75 0.80 0.297 ( 0.196) 0.142 0.155 22 1.83 0.80 0.297 ( 0.196) 0.142 0.155 23 1.92 0.80 0.297 ( 0.196) 0.142 0.155 24 2.00 0.90 0.335 ( 0.196) 0.160 0.175 25 2.08 0.80 0.297 ( 0.196) 0.142 0.155 26 2.17 0.90 0.335 ( 0.196) 0.160 0.175 27 2.25 0.90 0.335 ( 0.196) 0.160 0.175 28 2.33 0.90 0.335 ( 0.196) 0.160 0.175 29 2.42 0.90 0.335 ( 0.196) 0.160 0.175 30 2.50 0.90 0.335 ( 0.196) 0.160 0.175 31 2.58 0.90 0.335 ( 0.196) 0.160 0.175 32 2.67 0.90 0.335 ( 0.196) 0.160 0.175 33 2.75 1.00 0.372 ( 0.196) 0.178 0.194 34 2.83 1.00 0.372 ( 0.196) 0.178 0.194 35 2.92 1.00 0.372 ( 0.196) 0.178 0.194 36 3.00 1.00 0.372 ( 0.196) 0.178 0.194 37 3.08 1.00 0.372 ( 0.196) 0.178 0.194 38 3.17 1.10 0.409 ( 0.196) 0.195 0.213 39 3.25 1.10 0.409 ( 0.196) 0.195 0.213 40 41 3.33 3.42 1.10 1.20 0.409 0.446 ( 0.196) 0.196 0.195 ( 0.213) 0.213 0.250 42 3.50 1.30 0.483 0.196 ( 0.231) 0.288 43 3.58 1.40 0.520 0.196 ( 0.249) 0.325 44 3.67 1.40 0.520 0.196 ( 0.249) 0.325 45 3.75 1.50 0.558 0.196 ( 0.267) 0.362 46 3.83 1.50 0.558 0.196 ( 0.267) 0.362 47 3.92 1.60 0.595 0.196 ( 0.284) 0.399 48 4.00 1.60 0.595 0.196 ( 0.284) 0.399 49 4.08 1.70 0.632 0.196 ( 0.302) 0.436 50 4.17 1.80 0.669 0.196 ( 0.320) 0.473 51 4.25 1.90 0.706 0.196 ( 0.338) 0.511 52 4.33 2.00 0.743 0.196 ( 0.355) 0.548 53 4.42 2.10 0.781 0.196 ( 0.373) 0.585 54 4.50 2.10 0.781 0.196 ( 0.373) 0.585 55 4.58 2.20 0.818 0.196 ( 0.391) 0.622 56 4.67 2.30 0.855 0.196 ( 0.409) 0.659 57 4.75 2.40 0.892 0.196 ( 0.426) 0.696 58 4.83 2.40 0.892 0.196 ( 0.426) 0.696 59 4.92 2.50 0.929 0.196 ( 0.444) 0.734 60 5.00 2.60 0.966 0.196 ( 0.462) 0.771 61 5.08 3.10 1.152 0.196 ( 0.551) 0.957 62 5.17 3.60 1.338 0.196 ( 0.640) 1.142 63 5.25 3.90 1.450 0.196 ( 0.693) 1.254 64 5.33 4.20 1.561 0.196 ( 0.746) 1.365 65 5.42 4.70 1.747 0.196 ( 0.835) 1.551 66 5.50 5.60 2.082 0.196 ( 0.995) 1.886 67 5.58 1.90 0.706 0.196 ( 0.338) 0.511 68 5.67 0.90 0.335 ( 0.196) 0.160 0.175 69 70 5.75 5.83 0.60 0.50 0.223 0.186 ( 0.196) ( 0.196) 0.107 0.089 0.116 0.097 71 5.92 0.30 0.112 ( 0.196) 0.053 0.058 72 6.00 0.20 0.074 ( 0.196) 0.036 0.039 (Loss Rate Not Used) Sum = 100.0 Sum = 25.6 -------------------------------------------------------------------- Peak flow rate of this hydrograph = 324.097(CFS) ------------=------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) Flood times volume = area Effective rainfall 2.13(In) 226.0(Ac.) /[(In) /(Ft.)] = 40.1(Ac.Ft) 0 100.0 Total soil loss = 0.97(In) Total soil loss = 18.192(Ac.Ft) 1.57 Total rainfall = 3.10(In) Flood volume = 1748775.8 Cubic Feet 0.0697 Total soil loss = 792426.5 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 324.097(CFS) ------------=------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 100.0 200.0 300.0 400.0 0+ 5 0.0108 1.57 Q 0 +10 0.0697 8.55 Q 0 +15 0.1805 16.09 VQ 0 +20 0.3172 19.85 VQ 0 +25 0.4672 21.77 V Q 0 +30 0.6280 23.35 V Q 0 +35 0.8041 25.58 V Q 0 +40 0.9933 27.47 V Q 0 +45 1.1894 28.47 IVQ 0 +50 1.3902 29.15 IVQ 0 +55 1.5944 29.66 IVQ 1+ 0 1.8034 30.35 IV Q 1+ 5 2.0236 31.96 VQ 1 +10 2.2538 33.43 VQ 1 +15 2.4890 34.15 VQ 1 +20 2.7267 34.51 I VQ 1 +25 2.9660 34.75 VQ 1 +30 3.2065 34.91 1 +35 3.4478 35.04 I Q 1 +40 3.6898 35.14 Q 1 +45 3.9323 35.21 1 +50 4.1751 35.26 I QV 1 +55 4.4182 35.30 QV 2+ 0 4.6636 35.64 I QV 2+ 5 4.9163 36.68 QV 2 +10 5.1706 36.93 I Q V 2 +15 5.4290 37.53 2 QQ +20 5.6945 38.54 i V 2 +25 5.9628 38.96 Q V 2 +30 6.2327 39.19 I Q V 2 +35 6.5037 39.35 2 +40 6.7755 39.46 I Q V 2 +45 7.0501 39.87 Q 2 +50 7.3342 41.26 Q V 2+55 7.6273 42.56 QQ 3+ 0 7.9242 43.10 i V 3+ 5 8.2232 43.42 3 +10 8.5259 43.96 I Q V 3 +15 8.8388 45.43 V • 3 +20 3 +25 9.1611 9.4915 46.80 47.98 Q VI Q VI 3 +30 9.8459 51.47 Q VI 3 +35 10.2401 57.23 ( Q V 3 +40 10.6760 63.30 I Q V 3 +45 11.1437 67.91 I Q IV • 3 +50 3 +55 11.6427 12.1709 72.45 76.70 4+ 0 12.7295 81.11 4+ 5 13.3169 85.28 4 +10 13.9386 90.28 4 +15 14.6068 97.01 4 +20 15.3258 104.40 4 +25 16.0976 112.08 4 +30 16.9198 119.38 4 +35 17.7801 124.91 4 +40 18.6803 130.71 4 +45 19.6304 137.97 4 +50 20.6297 145.10 4 +55 21.6664 150.52 5+ 0 22.7424 156.24 5+ 5 23.8850 165.91 5 +10 25.1678 186.27 5 +15 .26.6497 215.16 5 +20 28.3229 242.95 5 +25 30.1787 269.46 5 +30 32.2663 303.12 5 +35 34.4984 324.10 5 +40 36.2604 255.85 5 +45 37.3581 159.38 5 +50 38.0991 107:60 5 +55 38.6507 80.09 6+ 0 39.0692 60.78 6+ 5 39.3824 45.48 6 +10 39.6098 33.01 6 +15 39.7754 24.05 6 +20 39.8974 17.71 6 +25 39.9866 12.96 6 +30 40.0504 9.27 S 6 +35 40.0956 6.56 6 +40 40.1248 4.23 6 +45 40.1353 1.53 6 +50 40.1404 0.73 6 +55 40.1434 0.44 7+ 0 40.1451 0.26 7+ 5 40.1460 0.13 7 +10 ---------------------------- 40.1464 0.05 - - - - -- • Q IV QIVV QI V QI V Q V IQ V QQ VV QQ VV I Q I V I Q V Q I V IQ Q VV Q V QV Q IQVV Q I I V Q I I I vV Q Q I I I Vv QQ I I I V Q I I I V V V V V V ------------------------------- - - - - -- Appendix B -4 POST DEVELOPMENT UNIT HYDROGRAPH CALCULATION 100 YEAR / 24HR STORM 78.900 Avenue 47 Suite 108 Lo GuWa, CA 92153 S C X U L 7 Z Voice: 760- 771 -4013 FAX 760.771 -4073 PLANNERS ENGINEERS SURVEYORS • U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2008, Version 8.1 Study date 02/24/11 File: 332262410024100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TRACT 33226 POST DEVELOPMENT Q100 / 24HR STORM [FILE:3322624100] Sq. i Drainage Area = 226.00(Ac.) = 0.353 S Mi. Drainage - - -- -- - -- Area - - - -- for - -- - Depth -Area -- - -- - -- -- - Areal -- - - -- Adj- - -ustment - - - - - - - - - = 226.00(Ac.) Sq. Mi. Length along longest watercourse = 5585.00(Ft.) Length along longest watercourse measured to centroid = 2792.00(Ft.) Length along longest watercourse = 1.058 Mi. Length along longest watercourse measured to centroid = 0.529 Mi. Difference in elevation = 31.20(Ft.) Slope along watercourse = 29.4962 Ft. /Mi. Average Manning's 'N' = 0.015 Lag time = 0.152 Hr. Lag time = 9.11 Min. 25% of lag time = 2.28 Min. 40% of lag time = 3.64 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2] 226.00 1.12 253.12 100 YEAR Area rainfall data: Area (Ac. ) [1] • 226.00 STORM EVENT Area Averaged Area Averaged Rainfall (In) [2] Weighting [1 *2] 4.00 904.00 YEAR) = 100.00 2 -Year Rainfall = 1.120(In) 100 -Year Rainfall = 4.000(In) 0.353 Point rain (area averaged) = 4.000(In) Time Unit Areal adjustment factor = 99.96 • % Effective Adjusted average point rain = 3.998(In) Time % of lag Distribution Unit Sub -Area Data: (In /Hr) (hrs) 0.08 Area(Ac.) Runoff Index Impervious • --------------------------------------------------------------------- 1 184.000 69.00 0.500 7.102 16.177 42.000. 69.00 0.650 0.167 109.821 Total Area Entered = 226.00(Ac.) 68.709 0.07 3 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 69.0 69.0 0.373 0.500 0.205 0.814 0.167 69.0 69.0 0.373 0.650 0.155 0.186 0.029 0.025 6 Sum (F) = 0.196 Area averaged mean soil loss (F) (In /Hr) = 0.196 0.023 7 Minimum soil loss rate ((In /Hr)) = 0.098 3.193 7.273 (for 24 hour storm duration) 8 0.667 439.285 Soil low loss rate (decimal) = --------------------------------------------------------------- 0.478 0.048 - - - - -- U n i t H y d r o g r a p h VALLEY S -Curve • The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Unit Hydrograph Data Loss rate(In. /Hr) Effective --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (In /Hr) (hrs) 0.08 Graph % (CFS) • --------------------------------------------------------------------- 1 0.083 54.911 7.102 16.177 0.032 2 0.167 109.821 30.167 68.709 0.07 3 0.250 164.732 28.039 63.862 0.33 4 0.333 219.643 11.417 26.003 5 5 0.417 274.553 6.414 14.610 0.025 6 0.500 329.464 4.411 10.047 0.023 7 0.583 384.375 3.193 7.273 ( 0.339) 8 0.667 439.285 2.309 5.259 0.048 9 0.750 494.196 1.748 3.982 0.10 10 0.833 549.107 1.474 3.357 0.83 11 0.917 604.017 1.104 2.514 12 1.000 658.928 0.860 1.959 13 1.083 713.839 0.626 1.426 14 1.167 768.749 0.549 1.251 15 1.250 823.660 0.587 1.337 ----------------------------------------------------------------- Sum = 100.000 Sum= 227.766 - - - - -- • The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I Low (In /Hr) 1 0.08 0.07 0.032 ( 0.347) 0.015 0.017 2 0.17 0.07 0.032 ( 0.346) 0.015 0.017 3 0.25 0.07 0.032 ( 0.344) 0.015 0.017 4 0.33 0.10 0.048 ( 0.343) 0.023 0.025 5 0.42 0.10 0.048 ( 0.342) 0.023 0.025 6 0.50 0.10 0.048 ( 0.340) 0.023 0.025 7 0.58 0.10 0.048 ( 0.339) 0.023 0.025 8 0.67 0.10 0.048 ( 0.338) 0.023 0.025 9 0.75 0.10 0.048 ( 0.336) 0.023 0.025 10 0.83 0.13 0.064 ( 0.335) 0.031 0.033 • 11 12 0.92 1.00 0.13 0.13 0.064 0.064 ( 0.334) ( 0.332) 0.031 0.031 0.033 0.033 13 1.08 0.10 0.048 ( 0.331) 0.023 0.025 14 1.17 0.10 0.048 ( 0.330) 0.023 0.025 15 1.25 0.10 0.048 ( 0.328) 0.023 0.025 16 1.33 0.10 0.048 ( 0.327) 0.023 0.025 17 1.42 0.10 0.048 ( 0.326) 0.023 0.025 18 1.50 0.10 0.048 ( 0.324) 0.023 0.025 19 1.58 0.10 0.048 ( 0.323) 0.023 0.025 20 1.67 0.10 0.048 ( 0.322) 0.023 0.025 21 1.75 0.10 0.048 ( 0.321) 0.023 0.025 22 1.83 0.13 0.064 ( 0.319) 0.031 0.033 23 1.92 0.13 0.064 ( 0.318) 0.031 0.033 24 2.00 0.13 0.064 ( 0.317) 0.031 0.033 25 2.08 0.13 0.064 ( 0.315) 0.031 0.033 26 2.17 0.13 0.064 ( 0.314) 0.031 0.033 27 2.25 0.13 0.064 ( 0.313) 0.031 0.033 28 2.33 0.13 0.064 ( 0.312) 0.031 0.033 29 2.42 0.13 0.064 ( 0.310) 0.031 0.033 30 2.50 0.13 0.064 ( 0.309) 0.031 0.033 31 2.58 0.17 0.080 ( 0.308) 0.038 0.042 32 2.67 0.17 0.080 ( 0.307) 0.038 0.042 33 2.75 0.17 0.080 ( 0.305) 0.038 0.042 34 2.83 0.17 0.080 ( 0.304) 0.038 0.042 35 2.92 0.17 0.080 ( 0.303) 0.038 0.042 36 3.00 0.17 0.080 ( 0.302) 0.038 0.042 37 3.08 0.17 0.080 ( 0.300) 0.038 0.042 38 3.17 0.17 0.080 ( 0.299) 0.038 0.042 39 3.25 0.17 0.080 ( 0:298) 0.038 0.042 40 3.33 0.17 0.080 ( 0.297) 0.038 0.042 41 3.42 0.17 0.080 ( 0.295) 0.038 0.042 42 3.50 0.17 0.080 ( 0.294) 0.038 0.042 43 3.58 0.17 0.080 ( 0.293) 0.038 0.042 44 3.67 0.17 0.080 ( 0.292) 0.038 0.042 45 3.75 0.17 0.080 ( 0.290) 0.038 0.042 46 3.83 0.20 0.096 ( 0.289) 0.046 0.050 47 3.92 0.20 0.096 ( 0.288) 0.046 0.050 48 4.00 0.20 0.096 ( 0.287) 0.046 0.050 49 4.08 0.20 0.096 ( 0.285) 0.046 0.050 50 4.17 0.20 0.096 ( 0.284) 0.046 0.050 51 4.25 0.20 0.096 ( 0.283) 0.046 0.050 52 4.33 0.23 0.112 ( 0.282) 0.054 0.058 53 4.42 0.23 0.112 ( 0.281) 0.054 0.058 54 4.50 0.23 0.112 ( 0.279) 0.054 0.058 55 4.58 0.23 0.112 ( 0.278) 0.054 0.058 56 4.67 0.23 0.112 ( 0.277) 0.054 0.058 57 4.75 0.23 0.112 ( 0.276) 0.054 0.058 58 4.83 0.27 0.128 ( 0.275) 0.061 0.067 59 4.92 0.27 0.128 ( 0.273) 0.061 0.067 60 5.00 0.27 0.128 ( 0.272) 0.061 0.067 61 5.08 0.20 0.096 ( 0.271) 0.046 0.050 62 5.17 0.20 0.096 ( 0.270) 0.046 0.050 63 5.25 0.20 0.096 ( 0.269) 0.046 0.050 64 5.33 0.23 0.112 ( 0.268) 0.054 0.058 65 5.42 0.23 0.112 ( 0.266) 0.054 0.058 66 5.50 0.23 0.112 ( 0.265) 0.054 0.058 67 5.58 0.27 0.128 ( 0.264) 0.061 0.067 68 5.67 0.27 0.128 ( 0.263) 0.061 0.067 • 69 70 5.75 5.83 0.27 0.27 0.128 0.128 ( 0.262) ( 0.261) 0.061 0.061 0.067 0.067 71 5.92 0.27 0.128 ( 0.259) 0.061 0.067 72 6.00 0.27 0.128 ( 0.258) 0.061 0.067 73 6.08 0.30 0.144 ( 0.257) 0.069 0.075 74 6.17 0.30 0.144 ( 0.256) 0.069 0.075 • 75 76 6.25 6.33 0.30 0.30 0.144 0.144 ( 0.255) ( 0.254) 0.069 0.069 0.075 0.075 77 6.42 0.30 0.144 ( 0.253) 0.069 0.075 78 6.50 0.30 0.144 ( 0.251) 0.069 0.075 79 6.58 0.33 0.160 ( 0.250) 0.076 0.083 80 6.67 0.33 0.160 ( 0.249) 0.076 0.083 81 6.75 0.33 0.160 ( 0.248) 0.076 0.083 82 6.83 0.33 0.160 ( 0.247) 0.076 0.083 83 6.92 0.33 0.160 ( 0.246) 0.076 0.083 84 7.00 0.33 0.160 ( 0.245) 0.076 0.083 85 7.08 0.33 0.160 ( 0.244) 0.076 0.083 86 7.17 0.33 0.160 ( 0.243) 0.076 0.083 87 7.25 0.33 0.160 ( 0.241) 0.076 0.083 88 7.33 0.37 0.176 ( 0.240) 0.084 0.092 89 7.42 0.37 0.176 ( 0.239) 0.084 0.092 90 7.50 0.37 0.176 ( 0.238) 0.084 0.092 91 7.58 0.40 0.192 ( 0.237) 0.092 0.100 92 7.67. 0.40 0.192 ( 0.236) 0.092 0.100 93 7.75 0.40 0.192 ( 0.235) 0.092 0.100 94 7.83 0.43 0.208 ( 0.234) 0.099 0.109 95 7.92 0.43 0.208 ( 0.233) 0.099 0.109 96 8.00 0.43 0.208 ( 0.232) 0.099 0.109 97 8.08 0.50 0.240 ( 0.231) 0.115 0.125 98 8.17 0.50 0.240 ( 0.229) 0.115 0.125 99 8.25 0.50 0.240 ( 0.228) 0.115 0.125 100 8.33 0.50 0.240 ( 0.227) 0.115 0.125 101 8.42 0.50 0.240 ( 0.226) 0.115 0.125 102 8.50 0.50 0.240 ( 0.225) 0.115 0.125 103 8.58 0.53 0.256 ( 0.224) 0.122 0.134 104 8.67 0.53 0.256 ( 0.223) 0.122 0.134 105 8.75 0.53 0.256 ( 0.222) 0.122 0.134 106 8.83 0.57 0.272 ( 0.221) 0.130 0.142 107 8.92 0.57 0.272 ( 0.220) 0.130 0.142 108 9.00 0.57 0.272 ( 0.219) 0.130 0.142 109 9.08 0.63 0.304 ( 0.218) 0.145 0.159 110 9.17 0.63 0.304 ( 0.217) 0.145 0.159 111 9.25 0.63 0.304 ( 0.216) 0.145 0.159 112 9.33 0.67 0.320 ( 0.215) 0.153 0.167 113 9.42 0.67 0.320 ( 0.214) 0.153 0.167 114 9.50 0.67 0.320 ( 0.213) 0.153 0.167 115 9.58 0.70 0.336 ( 0.212) 0.161 0.175 116 9.67 0.70 0.336 ( 0.211) 0.161 0.175 117 9.75 0.70 0.336 ( 0.210) 0.161 0.175 118 9.83 0.73 0.352 ( 0.209) 0.168 0.184 119 9.92 0.73 0.352 ( 0.208) 0.168 0.184 120 10.00 0.73 0.352 ( 0.207) 0.168 0.184 121 10.08 0.50 0.240 ( 0.206) 0.115 0.125 122 10.17 0.50 0.240 ( 0.205) 0.115 0.125 123 10.25 0.50 0.240 ( 0.204) 0.115 0.125 124 10.33 0.50 0.240 ( 0.203) 0.115 0.125 125 10.42 0.50 0.240 ( 0.202) 0.115 0.125 126 10.50 0.50 0.240 ( 0.201) 0.115 0.125 127 10.58 0.67 0.320 ( 0.200) 0.153 0.167 128 10.67 0.67 0.320 ( 0.199) 0.153 0.167 129 10.75 0.67 0.320 ( 0.198) 0.153 0.167 130 10.83 0.67 0.320 ( 0.197) 0.153 0.167 131 10.92 0.67 0.320 ( 0.196) 0.153 0.167 132 11.00 0.67 0.320 ( 0.195) 0.153 0.167 • 133 134 11.08 11.17 0.63 0.63 0.304 0.304 ( 0.194) ( 0.193) 0.145 0.145 0.159 0.159 135 11.25 0.63 0.304 ( 0.192) 0.145 0.159 136 11.33 0.63 0.304 ( 0.191) 0.145 0.159 137 11.42 0.63 0.304 ( 0.190) 0.145 0.159 138 11.50 0.63 0. 3.04 ( 0.189) 0.145 0.159 • 139 140 11.58 11.67 0.57 0.57 0.272 0.272 ( 0.188) ( 0.187) 0.130 0.130 0.142 0.142 141 11.75 0.57 0.272 ( 0.186) 0.130 0.142 142 11.83 0.60 0.288 ( 0.185) 0.138 0.150 143 11.92 0.60 0.288 ( 0.185) 0.138 0.150 144 12.00 0.60 0.288 ( 0.184) 0.138 0.150 145 12.08 0.83 0.400 0.183 ( 0.191) 0.217 146 12.17 0.83 0.400 0.182 ( 0.191) 0.218 147 12.25 0.83 0.400 0.181 ( 0.191) 0.219 148 12.33 0.87 0.416 0.180 ( 0.199) 0.236 149 12.42 0.87 0.416 0.179 ( 0.199) 0.237 150 12.50 0.87 0.416 0.178 ( 0.199) 0.238 151 12.58 0.93 0.448 0.177 ( 0.214) 0.271 152 12.67 0.93 0.448 0.176 ( 0.214) 0.271 153 12.75 0.93 0.448 0.175 ( 0.214) 0.272 154 12.83 0.97 0.464 0.175 ( 0.222) 0.289 155 12.92 0.97 0.464 0.174 ( 0.222) 0.290 156 13.00 0.97 0.464 0.173 ( 0.222) 0.291 157 13.08 1.13 0.544 0.172 ( 0.260) 0.372 158 13.17 1.13 0.544 0.171 ( 0.260) 0.373 159 13.25 1.13 0.544 0.170 ( 0.260) 0.374 160 13.33 1.13 0.544 0.169 ( 0.260) 0.374 161 13.42 1.13 0.544 0.168 ( 0.260) 0.375 162 13.50 1.13 0.544 0.168 ( 0.260) 0.376 163 13.58 0.77 0.368 0.167 ( 0.176) 0.201 164 13.67 0.77 0.368 0.166 ( 0.176) 0.202 165 13.75 0.77 0.368 0.165 ( 0.176) 0.203 166 13.83 0.77 0.368 0.164 ( 0.176) 0.204 167 13.92 0.77 0.368 0.163 ( 0.176) 0.204 168 14.00 0.77 0.368 0.163 ( 0.176) 0.205 169 14.08 0.90 0.432 0.162 ( 0.206) 0.270 170 14.17 0.90 0.432 0.161 ( 0.206) 0.271 171 14.25 0.90 0.432 0.160 ( 0.206) 0.272 172 14.33 0.87 0.416 0.159 ( 0.199) 0.257 173 14.42 0.87 0.416 0.158 ( 0.199) 0.257 174 14.50 0.87 0.416 0.158 ( 0.199) 0.258 175 14.58 0.87 0.416 0.157 ( 0.199) 0.259 176 14.67 0.87 0.416 0.156 ( 0.199) 0.260 177 14.75 0.87 0.416 0.155 ( 0.199) 0.261 178 14.83 0.83 0.400 0.154 ( 0.191) 0.245 179 14.92 0.83 0.400 0.154 ( 0.191) 0.246 180 15.00 0.83 0.400 0.153 ( 0.191) 0.247 181 15.08 0.80 0.384 0.152 ( 0.183) 0.232 182 15.17 0'.80 0.384 0.151 ( 0.183) 0.233 183 15.25 0.80 0.384 0.150 ( 0.183) 0.233 184 15.33 0.77 0.368 0.150 ( 0.176) 0.218 185 15.42 0.77 0.368 0.149 ( 0.176) 0.219 186 15.50 0.77 0.368 0.148 ( 0.176) 0.220 187 15.58 0.63 0.304 ( 0.147) 0.145 0.159 188 15.67 0.63 0.304 ( 0.147) 0.145 0.159 189 15.75 0.63 0.304 ( 0.146) 0.145 0.159 190 15.83 0.63 0.304 0.145 ( 0.145) 0.159 191 15.92 0.63 0.304 0.144 ( 0.145) 0.159 192 16.00 0.63 0.304 0.144 ( 0.145) 0.160 193 16.08 0.13 0.064 ( 0.143) 0.031 0.033 194 16.17 0.13 0.064 ( 0.142) 0.031 0.033 195 16.25 0.13 0.064 ( 0.142) 0.031 0.033 196 16.33 0.13 0.064 ( 0.141) 0.031 0.033 • 197 198 16.42 16.50 0.13 0.13 0.064 0.064 ( 0.140) ( 0.139) 0.031 0.031 0.033 0.033 199 16.58 0.10 0.048 ( 0.139) 0.023 0.025 200 16.67 0.10 0.048 ( 0.138) 0.023 0.025 201 16.75 0.10 0.048 ( 0.137) 0.023 0.025 202 16.83 0.10 0.048 ( 0.137) 0.023 0.025 • 203 204 16.92 17.00 0.10 0.10 0.048 0.048 ( 0.136) ( 0.135) 0.023 0.023 0.025 0.025 205 17.08 0.17 0.080 ( 0.134) 0.038 0.042 206 17.17 0.17 0.080 ( 0.134) 0.038 0.042 207 17.25 0.17 0.080 ( 0.133) 0.038 0.042 208 17.33 0.17 0.080 ( 0.132) 0.038 0.042 209 17.42 0.17 0.080 ( 0.132) 0.038 0.042 210 17.50 0.17 0.080 ( 0.131) 0.038 0.042 211 17.58 0.17 0.080 ( 0.130) 0.038 0.042 212 17.67 0.17 0.080 ( 0.130) 0.038 0.042 213 17.75 0.17 0.080 ( 0.129) 0.038 0.042 214 17.83 0.13 0.064 ( 0.129) 0.031 0.033 215 17.92 0.13 0.064 ( 0.128) 0.031 0.033 216 18.00 0.13 0.064 ( 0.127) 0.031 0.033 217 18.08 0.13 0.064 ( 0.127) 0.031 0.033 218 18.17 0.13 0.064 ( 0.126) 0.031 0.033 219 18.25 0.13 0.064 ( 0.125) 0.031 0.033 220 18.33 0.13 0.064 ( 0.125) 0.031 0.033 221 18.42 0.13 0.064 ( 0.124) 0.031 0.033 222 18.50 0.13 0.064 ( 0.124) 0.031 0.033 223 18.58 0.10 0.048 ( 0.123) 0.023 0.025 224 18.67 0.10 0.048 ( 0.122) 0.023 0.025 225 18.75 0.10 0.048 ( 0.122) 0.023 0.025 226 18.83 0.07 0.032 ( 0.121) 0.015 0.017 227 18.92 0.07 0.032 ( 0.121) 0.015 0.017 228 19.00 0.07 0.032 ( 0.120) 0.015 0.017 229 19.08 0.10 0.048 ( 0.120) 0.023 0.025 230 19.17 0.10 0.048 ( 0.119) 0.023 0.025 231 19.25 0.10 0.048 ( 0.118) 0.023 0.025 232 19.33 0.13 0.064 ( 0.118) 0.031 0.033 233 19.42 0.13 0.064 ( 0.117) 0.031 0.033 234 19.50 0.13 0.064 ( 0.117) 0.031 0.033 235 19.58 0.10 0.048 ( 0.116) 0.023 0.025 236 19.67 0.10 0.048 ( 0.116) 0.023 0.025 237 19.75 0.10 0.048 ( 0.115) 0.023 0.025 238 19.83 0.07 0.032 ( 0.115) 0.015 0.017 239 19.92 0.07 0.032 ( 0.114) 0.015 0.017 240 20.00 0.07 0.032 ( 0.114) 0.015 0.017 241 20.08 0.10 0.048 ( 0.113) 0.023 0.025 242 20.17 0.10 0.048 ( 0.113) 0.023 0.025 243 20.25 0.10 0.048 ( 0.112) 0.023 0.025 244 20.33 0.10 0.048 ( 0.112) 0.023 0.025 245 20.42 0.10 0.048 ( 0.111) 0.023 0.025 246 20.50 0.10 0.048 ( 0.111) 0.023 0.025 247 20.58 0.10 0.048 ( 0.110) 0.023 0.025 248 20.67 0.10 0.048 ( 0.110) 0.023 0.025 249 20.75 0.10 0.048 ( 0.109) 0.023 0.025 250 20.83 0.07 0.032 ( 0.109) 0.015 0.017 251 20.92 0.07 0.032 ( 0.108) 0.015 0.017 252 21.00 0.07 0.032 ( 0.108) 0.015 0.017 253 21.08 0.10 0.048 ( 0.108) 0.023 0.025 254 21.17 0.10 0.046 ( 0.107) 0.023 0.025 255 21.25 0.10 0.048 ( 0.107) 0.023 0.025 256 21.33 0.07 0.032 ( 0.106) 0.015 0.017 257 21'.42 0.07 0.032 ( 0.106) 0.015 0.017 258 21.50 0.07 0.032 ( 0.106) 0.015 0.017 259 21.58 0.10 0.048 ( 0.105) 0.023 0.025 260 21.67 0.10 0.048 ( 0.105) 0.023 0.025 261 262 21.75 21.83 0.10 0.07 0.048 0.032 ( 0.104) ( 0.104) 0.023 0.015 0.025 0.017 263 21.92 0.07 0.032 ( 0.104) 0.015 0.017 264 22.00 0.07 0.032 ( 0.103) 0.015 0.017 265 22.08 0.10 0.048 ( 0.103) 0.023 0.025 266 22.17 0.10 0.048 ( 0.103) 0.023 0.025 267 22.25 0.10 0.048 ( 0.102) 0.023 0.025 268 • 22.33 0.07 0.032 ( 0.102) 0.015 0.017 269 22.42 0.07 0.032 ( 0.102) 0.015 0.017 270 22.50 0.07 0.032 ( 0.101) 0.015 0.017 271 22.58 0.07 0.032 ( 0.101) 0.015 0.017 272 22.67 0.07 0.032 ( 0.101) 0.015 0.017 273 22.75 0.07 0.032 ( 0.101) 0.015 0.017 274 22.83 0.07 0.032 ( 0.100) 0.015 0.017 275 22.92 0.07 0.032 ( 0.100) 0.015 0.017 276 23.00 0.07 0.032 ( 0.100) 0.015 0.017 277 23.08 0.07 0.032 ( 0.100) 0.015 0.017 278 23.17 0.07 0.032 ( 0.099) 0.015 0.017 279 23.25 0.07 0.032 ( 0.099) 0.015 0.017 280 23.33 0.07 0.032 ( 0.099) 0.015 0.017 281 23.42 0.07 0.032 ( 0.099) 0.015 0.017 282 23.50 0.07 0.032 ( 0.099) 0.015 0.017 283 23.58 0.07 0.032 ( 0.098) 0.015 0.017 284 23.67 0.07 0.032 ( 0.098) 0.015 0.017 285 23.75 0.07 0.032 ( 0.098) 0.015 0.017 286 23.83 0.07 0.032 ( 0.098) 0.015 0.017 287 23.92 0.07 0.032 ( 0.098) 0.015 0.017 288 24.00 0.07 0.032 ( 0.098) 0.015 0.017 5.81 V Q (Loss Rate Not Used) 1 +40 0.6769 Sum = 100.0 Sum = 26.7 1 +45 Flood volume = Effective rainfall 2.22(In) times area 226.0 (Ac.) / [•(In) / (Ft.) ] = 41.9 (Ac.Ft) Total soil loss = 1.78(In) Total soil loss = 33.435(Ac.Ft) Total rainfall = 4.00(In) Flood volume = 1823646.2 Cubic Feet Total soil loss = 1456425.3 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 82.591(CFS) -------------------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) ----------------------------------------------------------------------- Volume Ac.Ft Q(CFS) 0 - 22.5 45.0 67.5 90.0 0+ 5 0.0019 0.27 Q 0 +10 0.0116 1.42 Q 0 +15 0.0287 2.48 VQ 0 +20 0.0498 3.05 VQ 0 +25 0.0764 3.87 VQ 0 +30 0.1079 4.57 V Q 0 +35 0.1418 4.91 V Q 0 +40 0.1771 5.12 V Q 0 +45 0.2 134 5.27 V Q 0 +50 0.2514 5.52 V Q 0 +55 0.2940 6.18 V Q 1+ 0 0.3407 6.78 V Q 1+ 5 0.3884 6.92 V Q 1 +10 0.4332 6.51 V Q 1 +15 0.4752 6.10 V Q 1 +20 0.5162 5.95 V Q • 1 +25 0.5567 5.88 V Q 1 +30 0.5970 5.85 V Q 1 +35 0.6370 5.81 V Q 1 +40 0.6769 5.79 V Q 1 +45 0.7166 5.77 V Q • 1 +50 1 +55 0.7572 0.8017 5.89 6.46 V Q V Q 2+ 0 0.8497 6.98 V Q 2+ 5 0.8993 7.19 V Q 2 +10 0.9495 7.30 V Q 2 +15 1.0003 7.37 V Q 2 +20 1.0515 7.43 IV Q 2 +25 1.1030 7.48 IV Q 2 +30 1.1547 7.51 IV Q 2 +35 1.2076 7.67 IV Q 2 +40 1.2645 8.27 IV Q 2 +45 1.3253 8.82 IV Q 2 +50 1.3876 9.05 IV Q 2 +55 1.4508 9.18 IV Q 3+ 0 1.5147 9.28 IV Q 3+ 5 1.5790 9.34 IV Q 3 +10 1.6436 9.38 IV Q 3 +15 1.7084 9.41 V Q 3 +20 1.7734 9.44 IV Q 3 +25 1.8386 9.46 IV Q 3 +30 1.9039 9.48 IV Q 3 +35 1.9692 9.49 IV Q 3 +40 2.0347 9.50 V Q 3 +45 2.1002 9.51 I V Q 3 +50 2.1666 9.65 V Q 3 +55 2.2370 10.22 I V Q 4+ 0 2.3111 10:75 I V Q 4+ 5 2.3867 10.97 I V Q 4 +10 2.4631 11.09 V Q 4 +15 2.5400 11.18 I V Q 4 +20 2.6184 11.37 V Q 4 +25 2.7010 11.99 I V Q 4 +30 2.7874 12.56 V Q 4 +35 2.8756 12.80 V Q 4 +40 2.9648 12.95 I V Q 4 +45 3.0546 13.05 I V Q 4 +50 3.1459 13.25 I V Q 4 +55 3.2415 13.88 V Q 5+ 0 3.3411 14.46 V Q 5+ 5 3.4405 14.44 V Q 5 +10 3.5330 13.43 V Q 5 +15 3.6189 12.46 V Q 5 +20 3.7032 12.24 V Q 5 +25 3.7901 12.62 I V Q 5 +30 3.8798 13.03 I V Q 5 +35 3.9714 13.29 I V Q 5 +40 4.0672 13.92 V Q 5 +45 4.1670 14.49 I V Q 5 +50 4.2684 14.72 I V Q 5 +55 4.3707 14.86 V Q 6+ 0 4.4737 14.95 I V Q 6+ 5 4.5780 15.15 V Q 6 +10 4.6866 15.77 V Q 6 +15 4.7991 16.33 I V Q 6 +20 4.9133 16.59 I V Q 6 +25 5.0286 16.74 V Q 6 +30 5.1447 16.85 V Q 6 +35 5.2622 17.06 I V Q 6 +40 6 +45 5.3840 5.5098 17.69 18.27 I V Q V Q 6 +50 5.6373 18.51 V Q 6 +55 5.7657 18.65 V Q 7+ 0 5.8949 18.75 I V Q 7+ 5 6.0245 18.83 I V Q 7 +10 7 +15 6.1546 6.2849 18.88 I 18.93 V Q I I V Q 7 +20 6.4164 19.09 V Q 7 +25 6.5519 19.68 V Q 7 +30 6.6913 20.23 I V Q 7 +35 6.8331 20.60 I V QI 7 +40 6.9799 21.30 I V QI 7 +45 7.1309 21.93 I V QI 7 +50 7.2848 22.35 I V QI 7 +55 7.4438 23.09 I V Q 8+ 0 7.6073 23.74 I V Q 8+ 5 7.7747 24.31 I V Q 8 +10 7.9513 25.65 I V IQ 8 +15 8.1362 26.85 I V IQ 8 +20 8.3248 27.38 I V I Q 8 +25 8.5156 27.70 I V I Q 8 +30 8.7080 27.93 I V I Q 8 +35 8.9024 28.23 I V I Q 8 +40 9.1015 28.92 I V I Q 8 +45 9.3050 29.55 I V I Q 8 +50 9.5114 29.97 I VI Q I 8 +55 9.7230 30.72 I VI Q I 9+ 0 9.9391 31.38 I VI Q I 9+ 5 10.1591 31.95 I VI Q I 9 +10 10.3883 33.28 I VI Q I 9 +15 10.6259 34.49 I V Q 9 +20 10.8680 35.15 I V Q 9 +25 11.1161 36.03 I V Q 9 +30 11.3694 36.78 I V Q 9 +35 11.6263 37.30 I IV Q 9 +40 11.8888 38.11 I IV Q 9 +45 12.1562 38.82 I IV Q 9 +50 12.4268 39.30 I IV Q 9 +55 12.7030 40.10 I I V Q 10+ 0 12.9839 40.79 I I V Q 10+ 5 13.2606 40.17 I I V Q 10 +10 13.5111 36.37 I I V Q 10 +15 13.7369 32.79 I I VQ 10 +20 13.9529 31.37 10 +25 14.1636 30.59 I I Q 10 +30 14.3706 30.06 10 +35 14.5796 30.35 I I Q 10 +40 14.8065 32.95 I I Q 10 +45 15.0504 35.41 I I VQ 10 +50 15.3005 36.31 I I V Q 10 +55 15.5538 36.78 I I V Q 11+ 0 15.8093 37.10 I I VQ 11+ 5 16.0654 37.18 I I VQ 11 +10 16.3185 36.76 I I VQ 11 +15 16.5686 36.31 I I VQ 11 +20 16.8182 36.23 11 +25 17.0676 36.22 I I Q 11 +30 17.3170 36.22 11 +35 17.5646 35.94 I I Qv 11 +40 17.8043 34.80 11 +45 18.0368 33.76 I I Q V 11 +50 18.2670 33.43 11 +55 18.4994 33.74 I I Q V 12+ 0 12+ 5 18.7342 18.9770 34.09 35.26 I V I Q V 12 +10 19.2518 39.89 Q 12 +15 19.5565 44.25 I I VQI 12 +20 19.8760 46.39 I I V Q 12 +25 20.2109 48.63 I I VIQ Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q A VI VI V V I 12 +30 20.5587 50.50 12 +35 20.9175 52.10 Q 12 +40 21.2968 55.07 V 12 +45 21.6944 57.73 I 12 +50 22.1032 59.36 12 +55 22.5260 61.39 Q V 13+ 0 22.9608 63.14 13+ 5 23.4114 65.43 13 +10 23.9048 71.65 13 +15 24.4376 77.36 13 +20 24.9879 79.89 13 +25 25.5488 81.44 13 +30 26.1176 82.59 13 +35 26.6728 80.62 13 +40 27.1496 69.23 13 +45 27.5530 58.57 13 +50 27.9282 54.48 13 +55 28.2885 52.32 14+ 0 28.6393 50.93 14+ 5 28.9904 50.99 14 +10 29.3675 54.75 14 +15 29.7699 58.43 14 +20 30.1793 59.44 14 +25 30.5857 59.02 14 +30 30.9885 58.48 14 +35 31.3911 58.47 14 +40 31.7943 58.53 14 +45 32.1977 58.58 14 +50 32.6013 58.60 14 +55 32.9991 57.76 15+ 0 33.3916 56.98 15+ 5 33.7809 56.53 15 +10 34.1625 55.41 15 +15 34.5376 54.46 15 +20 34.9083 53.83 15 +25 35.2704 52.57 15 +30 35.6249 51.48 15 +35 35.9697 50.07 15 +40 36.2839 45.62 15 +45 36.5700 41.53 15 +50 36.8440 39.79 15 +55 37.1112 38.80 16+ 0 37.3741 38.16 16+ 5 37.6200 35.70 16 +10 37.8038 26.69 16 +15 37.9300 18.33 16 +20 38.0322 14.83 16 +25 38.1205 12.82 16 +30 38.1991 11.42 16 +35 38.2700 10.28 16 +40 38.3318 8.97 16 +45 38.3859 7.86 16 +50 38.4356 7.22 16 +55 38.4823 6.78 17+ 0 38.5267 6.45 17+ 5 38.5714 6.48 17 +10 38.6225 7.43 17 +15 38.6796 8.29 • 17 +20 17 +25 38.7395 38.8010 8.70 8.92 17 +30 38.8634 9.07 17 +35 38.9267 9.18 17 +40 38.9904 9.26 17 +45 39.0546 9.31 Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q A VI VI V V I Q I Q Q Q V Q V Q V Q V Q V �Q V Q V Q V Q V Q V I QQ V Q Q IQ I Q I Q Q Q V Q V Q V Q V Q V �Q V Q V Q V Q V Q V I Q V Q Q Q V Q V Q V Q V Q V Q V Q V Q VI Q V� Q V� Q V Q V Q IV Q IV Q IV Q IV Q IV Q I v Q I V Q I V Q I V V I V V V V V V V V V V V V V V V V V V V V V V V V V 17 +50 39.182 9.24 17 +55 39.17781 8.70 I QQ I I I V 18+ 0 39.2346 8.20 QQ 18+ 5 39.2898 8.01 i I I I V 18 +10 39.3443 7.91 I Q I I V 18 +15 39.3983 7.85 I Q I I V 18 +20 39.4519 7.79 V 18 +25 39.5052 7.74 I Q I I I V 18 +30 39.5583 7.71 18 +35 39.6103 7.55 I Q I I I V 18 +40 39.6582 6.95 Q 18 +45 39.7022 6.40 I Q I I V 18 +50 39.7438 6.04 V 18 +55 39.7805 5.33 I Q I I V 19+ 0 39.8129 4.70 19+ 5 39.8443 4.56 I Q I I I V 19 +10 39.8785 4.97 19 +15 39.9156 5.38 I Q I I V 19 +20 39.9545 5.65 19 +25 39.9977 6.28 I Q I I I V 19 +30 40.0449 6.85 19 +35 40.0927 6.95 I Q I I I V 19 +40 40.1375 6.51 QQ 19 +45 40.1793 6.07 I I I I V 19 +50 40.2192 5.79 19 +55 40.2546 5.15 I Q I I I V 20+ 0 40.2861 4.57 Q 20+ 5 40.3169 4.47 IQ I I I V 20 +10 40.3507 4.91 Q I I I V 20 +15 40.3875 5.35 20 +20 40.4253 5.49 I Q I I I V 20 +25 40.4636 5.56 QQ 20 +30 40.5022 5.60 I I I I V 20 +35 40.5409 5.62 20 +40 40.5797 5.64 I Q I I I V 20 +45 40.6186 5.64 20 +50 40.6566 5.52 I Q I I I V 20 +55 40.6908 4.96 Q I I I V 21+ 0 40.7213 4.43 IQ v 21+ 5 40.7513 4.36 IQ I I I V 21 +10 40.7845 4.82 V 21 +15 40.8209 5.28 I Q I I I V 21 +20 40.8575 5.31 21 +25 40.8906 4.81 I Q I I I V 21 +30 40.9204 4.33 IQ v 21 +35 40.9499 4.28 IQ I I I V 21 +40 40.9826 4.75 21 +45 41.0185 5.22 I Q I I I V 21 +50 41.0547 5.26 21 +55 41.0876 4.77 I Q I I I V 22+ 0 41.1172 4.29 Q I I I V 22+ 5 41.1465 4.26 22 +10 41.1791 4.74 IQQ I I I V 22 +15 41.2151 5.22 22 +20 41.2513 5.26 I Q I I I V 22 +25 41.2841 4.77 Q 22 +30 41.3137 4.29 IQ I I I V 22 +35 41.3421 4.12 IQ 22 +40 22 +45 41.3698 41.3972 4.03 3.98 IQ Q I I I V v 22 +50 41.4243 3.93 IQ I I I V 22 +55 41.4511 3.90 IQ v 23+ 0 41.4778 3.87 IQ I I I V 23+ 5 41.5043 3.85 IQ I I I V • 23 +10 41.5308 3.84 IQ 23 +15 41.5573 3.84 IQ 23 +20 41.5836 3.83 IQ 23 +25 41.6099 3.82 IQ 23 +30 41.6361 3.80 IQ 23 +35 41.6623 3.80 IQ 23 +40 41.6885 3.80 IQ 23 +45 41.7147 3.80 IQ 23 +50 41.7409 3.80 IQ 23 +55 41.7671 3.80 IQ 24+ 0 41.7933 3.80 IQ 24+ 5 41.8177 3.53 IQ 24 +10 41.8341 2.39 IQ 24 +15 41.8432 1.32 Q 24 +20 41.8493 0.89 Q 24 +25 41.8537 0.64 Q 24 +30 41.8570 0.47 Q 24 +35 41.8594 0.35 Q 24 +40 41.8612 0.26 Q 24 +45 41.8626 0.20 Q 24 +50 41.8636 0.14 Q 24 +55 41.8642 0.10 Q 25+ 0 41.8647 0.07 Q 25+ 5 41.8650 0.04 Q 25 +10 41.8652 0.02 Q V V V V V V V V V V V V V V V V V V V V V V V V V • 0 Drainage area by Land use RI 69 69 69 69 IMPERVIOUS % 65 50 90 100 Natural COND 7200- 10000SF COMM BASIN ( Total fair 184.0 � 42.0 Total 0.0 42.0 184.0 0.0 0.0 226.0 Low Loss rate recommended values: 1. Undeveloped condition = 0.9 2. Developed condition = 0.9 - (0.8 x % imperv) 3. Basin = 0.101 1 • Ix a, (D, g. 0 SG 22-6.0 • Tract La Q City of La uinta Basin #1 o, to 0, �-7 9 [File: c: \wspg1 \33226 \post dev area by soil group] Appendix C HYDRAULIC CALCULATIONS 78.900 avenue 47 . M O R S E Suite 208 1A Quin1G, CA 92253 S C H U L 7 Z Veiw: 760-771 -4013 FAX: 760-7714073 PLANNERS ENGINEERS SURVEYORS ------------------------- ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS ----------------------------------- ----------------------- (c) Copyright 1983 -2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350, Irvine, CA 92614 Phone: (949) 251 -8821 Fax: (949) 251 -0516 Email: mdsirvine @mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • TRACT 33226 • CHANNEL CAPACITY AT LOCATION 1 • Q100 = 422.0 CFS ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 474.72 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ---------------------------------------------------------------------------- • TIME /DATE OF STUDY: 10:10 03/01/2011 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE • 1 0.00 479.10 2 16.00 478.00 3 38.00 474.00 4 61.00 473.00 5 96.00 478.00 6 111.00 480.00 SUBCHANNEL SLOPE(FEET /FEET) = 0.020000 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.020000 ............................................. ............................... SUBCHANNEL FLOW(CFS) = 424.1 SUBCHANNEL FLOW AREA(SQUARE FEET) = 39.91 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 10.628 SUBCHANNEL FROUDE NUMBER = 1.852 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 39.02 SUBCHANNEL HYDRAULIC DEPTH(FEET) = ---------------------------------------------------------------------------- 1.02 ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 422.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 424.11 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 474.72 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ---------------------------------------------------------------------------- • SECTION AT LOCATION 1 CHANNEL CAPACITY 490 490 CD 0 q c(D o C) I-I b CD ".4- 1 co ZD C) rn .4 4W co I-- "o C? .00 470- 470 C) q C) K) CO RI "o 460 ----------- Al p ND I 4 x I A --N ILT OURSE' EPRESSION"' V • 17320 Rdhill Ave. 350 MORSE s.it. lrvi-, CA 92614 SCHULTZ Voice: 949-251-8821 FAX: 949-251-0516 SCALE: 1"=100' P L A N N E R S E N G I N E E R S SURVEYORS 1-.\503D4\WM\LOCAT*N l.dwg 2/28/11 • ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS ------------------------------ -------------------------- (c) Copyright 1983 -2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350, Irvine, CA 92614 Phone: (949) 251 -8821 Fax: (949) 251 -0516 Email: mdsirvine@mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • TRACT 33226 • CHANNEL CAPACITY AT LOCATION 2 • Q100 = 422.0 CFS ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 10:31 03/01/2011 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE • 1 0.00 472.00 2 33.00 469.28 3 51.00 470.00 4 143.00 470.00 5 179.00 476.20 SUBCHANNEL SLOPE(FEET /FEET) = 0.020000 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.020000 ............................................. ............................... SUBCHANNEL FLOW(CFS) = 423.6 SUBCHANNEL FLOW AREA(SQUARE FEET) = 63.75 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 6.645 SUBCHANNEL FROUDE NUMBER = 1.651 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 126.65 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.50 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 422.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 423.63 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 470.44 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. 0 ---------------------------------------------------------------------------- �� ^� ��m��°�mmn��mno �mw LOCATION �� CHANNEL CAPACITY -49Or- ---------- ` ------�-----------' ------------------------ ---------''----'---------'----------'—'-------'--'------------ —'----------'------ -- ---------' --''���' CD (D C4 � i —0.1w�' ~ ` � ~ —'----��& Nk \ " \| . � � C'4 Cr C) 6 STINO, HOMES � ~ ` � ~ —'----��& Nk l.\503o4\mmm\umxTlOx2.dwq 228/11 \ " \| . � � \ \ � l.\503o4\mmm\umxTlOx2.dwq 228/11 ** RESULTS OF IRREGULAR CHANNEL ----- A- NALYSI-- - --- =S -- * -* -------------- CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS --------------- - - - - -- - -- __________________________________ (c) Copyright 1983 -2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350, Irvine, CA 92614 Phone: (949) 251 -8821 Fax: (949) 251 -0516 Email: mdsirvine@mdsconsulting.net * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • TRACT 33226 • CHANNEL CAPACITY AT LOCATION 3 • Q100 = 422.0 CFS ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 11:46 03/01/2011 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE • 1 0.00 464.50 2 62.00 462.00 3 150.00 460.00 4 193.00 466.00 SUBCHANNEL SLOPE (FEET/ FEET) = 0.020000 SUBCHANNEL MANNINGS FRICTION FACTOR = 0:020000 ............................................. ............................... SUBCHANNEL FLOW(CFS) = 424.0 SUBCHANNEL FLOW AREA(SQUARE FEET) = 50.96 SUBCHANNEL FLOW VELOCITY (FEET /SEC.) = 8.320 SUBCHANNEL FROUDE NUMBER = 1.745 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 72.22 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.71 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 422.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 424.00 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 461.41 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. SECTION AT LOCATION 3 CHANNEL CAPACITY `3 SCALE: 1" =100' 1:\50304\NYDRO\LOCAnoN 3.arg 2/28 /11 REFERENCES Appendix D 78.900 Avenue 47 . M O E S E Suite 208 La Quinlo, CA 92253 (A S C H U L T Z Voice: 760. 771-0013 FAX 760.771.4073 PLANNERS ENGINEERS SURVEYORS • PRECIPITATION: C • Storm Duration Rainfall Reading from NOAA Atlas 14 and LQ Zone 5 2 Year Storm (Inch) 100 Year Storm (Inch) 1 Hr 0.41 2.00 3 Hr 0.65 2.60 6 Hr 0.85 3.10 24 Hr 1.12 4.00 CAWSPG 1 \33226\PRECI PITATION. DOC 3/2/2011 • Listed intensity values may be used for input values into computer programs that need the 10 and 100 year storm, 10 minute and 60 minute intensity values. For project specific locations, the FOR should always reconfirm rainfall intensity rates with the rates provided in the tabled data. A regional rainfall intensity map of the City found at the Public Works web page should be referenced to confirm rainfall amount assumptions. • Synthetic Unit Hydrograph Method Rainfall (inches) Rainfall amounts per storm event for synthetic unit hydrograph hydrological report preparation has been regionally zoned within the City pursuant to available NOAA data. A regional rainfall intensity map of the City should be referenced to confirm rainfall amount assumptions provided below: The design storm for the City is 100 -year storm (worst case of 24 hour, 6 hour, 3 hour or 1 hour duration). The 500 -year storm is only used to review potentially problematic secondary overflows which do not drain to a public arterial street, creating a potential trapped water condition. 12. Hydrograph Loss Rates According to the Riverside County Flood Control Hydrology Manual, the loss rates generally range from 0.10 to 0.40 in /hr with most falling between 0.20 and 0.25 inches /hour. Three and six hour duration storms may use a constant loss rate; however, the 24 hour duration storm shall obtain a variable loss rate using the equation found on page E -9 of the manual, which is Ft = C(D -T) ^1'55 + Fm. Variable loss rates are not required for the Synthetic Unit Hydrograph Analysis (Shortcut Method). Developed condition low loss rate calculations on 24 hour duration storms have been modified pursuant to recent Riverside County Flood Control guidance. The low loss rate percentage multiplied by the storm rainfall in inches per hour provides the maximum allowable infiltration value per the RCFCD Manual. A 90% low loss rate Percentage limit of storm rainfall for 1 3 and 6 hour storms should be assumed A 50% • low loss rate percentage limit of storm rainfall for a 24 hour storm should be assumed. T Drive \Engineering Bulletins \EB 06 -16 Hydrology and Hydraulic Rpt 2009 Revised 06 -01 -09 9 OF 20 100 yr storm inches Zones 1hr 3hr 6hr 24hr Zone 1 - Southwest mountains 2.50 3.40 4.00 6.00 Zone 2 - Southwest mountains 2.30 3.00 3.70 5.00 Zone 3 - West mountains and areas south of Highway 111 & west of Washington Street 2.20 2.80 3.40 4.50 Zone 4 - West of Jefferson Street & areas east of Washington Street including the Cove 2.10 2.70 3.20 4.25 Zone 5 - East of Jefferson Street & west of a staggered line trending south west of Calhoun Street and Avenue 50 2.00 2.60 3.10 4.00 Zone 6 - West of a staggered line trending south west of Calhoun Street and Avenue 50 1.90 2.50 3.00 3.75 12. Hydrograph Loss Rates According to the Riverside County Flood Control Hydrology Manual, the loss rates generally range from 0.10 to 0.40 in /hr with most falling between 0.20 and 0.25 inches /hour. Three and six hour duration storms may use a constant loss rate; however, the 24 hour duration storm shall obtain a variable loss rate using the equation found on page E -9 of the manual, which is Ft = C(D -T) ^1'55 + Fm. Variable loss rates are not required for the Synthetic Unit Hydrograph Analysis (Shortcut Method). Developed condition low loss rate calculations on 24 hour duration storms have been modified pursuant to recent Riverside County Flood Control guidance. The low loss rate percentage multiplied by the storm rainfall in inches per hour provides the maximum allowable infiltration value per the RCFCD Manual. A 90% low loss rate Percentage limit of storm rainfall for 1 3 and 6 hour storms should be assumed A 50% • low loss rate percentage limit of storm rainfall for a 24 hour storm should be assumed. T Drive \Engineering Bulletins \EB 06 -16 Hydrology and Hydraulic Rpt 2009 Revised 06 -01 -09 9 OF 20 Precipitation Frequency Data Server Page 1 of 4 POINT PRECIPITATION' FREQUENCY ESTIMATES hQ FROM NOAA ATLAS 14 V1110 4P California 33.64156 N 116.26217 W -22 feet from "Precipitation- Frequency Atlas of the United States" NOAA Atlas 14, Volume I, Version 4 G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland, 2006 Extracted: Mon Feb 21 2011 Confidence LimitT-11, Seasonality Related Info _ GIs data I Maps Fb­ocs'jf Return to State Map ARI* II "10-10 2 0.13 15 10 25 50 100 200 500 1000 10.28 1 0.76 1.00 1.21 nl_I n 0.14 0.20 0.32 0.42 0.59 0.75 0.94 1.16 1.52 1.84 limn r requency HH10 0.48 1 0.63 1 0.78 0.65 1EEF05 Efl 1.28 1.56 Estimates (inches *These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval. Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatfinn forreg agfimates near Tarn to nnnnnr n, ,er ARI ** u 200 * Upper bound of the 90% confidence interval Precipitation Frequency Estimates (inches) 30 45 b0 day dav_ day 1.27 1.43 1.52 1.74 1.96 I 2.08 2.61 2.94 3.14 3.28 3.68 3.93 4.21 4.69 5.03 4.96 5.48 5.91 5.76 6.32 6.83 6.61 7.18 7.78 7.82 8.37 9.11 8.79 9.31 10.15 5 min 10 min 15 min 30 min 60 min 120 min 3 hr 6 hr 12 hr M24 Mhr 4 da 7 IXF270F30-11 day 0.98 1.05 1.16 1.23 day 45 60 da day day ).12 0.18 0.22 0.30 0.37 0.51 0.58 0.77 0.94 0.97 0.98 y 1.04 y 1.15 1.22 1.35 1.47 1.65 1.75 ).17 0.25 I 0.31 0.42 0.52 0.70 0.79 1.04 1.27 1.33 1.34 1.42 1.56 1.66 1.84 2.01 2.26 2.40 ).26 0.40 0.49 0.66 0.82 1.07 1.19 1.56 1.88 2.00 2.02 2.12 2.33 2.49 2.78 3.01 3.38 3.61 ).34 0.53 0.65 0.88 1.08 1.39 1.54 1.97 2.34 2.52 2.55 2.69 2.93 3.15 3.50 3.78 4.23 4.51 ).48 0.73 0.91 1.23 1.52 1.89 2.06 2.57 3.02 3.28 3.28 3.52 3.81 4.09 4.52 4.87 5.40 5.79 ).61 0.93 1.15 1.55 1.92 2.34 2.50 3.08 3.58 3.90 3.95 4.23 4.54 4.88 5.37 5.74 6.33 6.80 ).76 1.16 1.44 1.93 2.39 2.87 3.04 3.66 4.18 4.57 4.70 5.04 5.35 5.75 6.29 6.70 7.32 7.88 ).94 1.43 1. 77 2.39 2.95 3.49 3.65 4.30 4 85 FS-1-9 5 54 5 93 6 24 FA -7-1--1 7-i9- 7 74 8 36 9 O1 500 1 L 1.88 [3 1000 1.50 2.29 The uooer bound of the confidence 3.13 3.87 4.48 4.61 5.29 5.83 6.41 6.81 7.29 7.57 8.13 8.76 9.22 9.82 10.61 3.82 4.72 5.37 5.47 6.14 6.68 7.35 7.91 8.46 8.69 9.33 9.99 10.45 10.98 11.90 al at 9t)0/ rnnfidenra lovol is tho vahia whirh 50% of fhn "These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval. Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero. * Lower bound of the 90% confidence interval Precipitation Frequency Estimates (inches) ARI ** 5 10 15 30 F60 120 3 12 24 48 4 7 10 20 30 45 (years) min min min min min min hr ]Fh6r Fhr hr hr day day day day day 60 0.08 0.12 0.14 0.20 0.24 0.34 0.40 0.53 0.65 0.69 0.73 0.77 0.85 0.90 1.00 1.11 day 1.23 day 1.31 0.11 0.16 0.20 0.27 0.33 0.47 0.54 0.71 0.87 0.94 0.98 1.05 1.16 1.23 1.36 1.51 1.69 1.80 �5 0.17 0.26 0.32 0.43 0.53 0.72 0.81 1.06 1.29 1.41 1.46 1.56 1.72 1.84 2.06 12 2-61 2.53 2.70 10 0.22 0.34 0.42 0.56 0.69 0.93 1.04 1.34 1.61 1.77 1.84 1.97 2.17 2.32 2.58 2.82 3.16 3.37 http:// hdsc. nws. noaa .gov /cgi- binlhdsclbuildout.perl ?type =pf& units= us &series=pd &statename= SOUTHE... 2/21/2011 SHOA3Aans SH33N19N3 Sa3NNVld CLOV-lLL-09L 7Nd CL09-lLL-09L °G3!OA z i l O H 3 5 • CSLL6 V3'GK -o 01 BOS aq S n S n O w . L9 W^ V 006-OL SI-181 HX3 a XlpuaddV 47-- WEST EDENROCK AT PGA TRACT N0. 33226 EXHIBIT 1 . Vb0 PATH OF FLOW PLAN VIEW �,��; ,► �►� OLE COURSE 53 �DEPRESSIaN 2 t r. v • ,- t 11' _ 4 41 r 12, ,�. - `` e (�r. 37 3 8 3 9 ;4 LO ON 214 �> 19 2 0 : '� 3 6 -- --'�. UBSEI�EPRESSION� 21 � 2 4 _ POND 1 _ MVP. G,;ElLKV.= 473 0, -- 17 18 j`. .✓ , UPPER POND 25 ; 2: g y, r , 1t a r, 1 4p, 17320 aeahill Ave. M O Q S E i Suite 350 If 2 �y r • Irvine, CA 92614 M y x 1 t 5 C M U L T Z Voice: 949 251 8821 949 - 251 FAX: -0516 "•• - - "- PLANNERS ENGINEERS SURVEYORS SCALE: 1" =300, I: \50304 \HYDRO \CROSS SECTION Planview.dwg 2/28/11 .__ -- .- . -_ -_ -- .--- ______ -- -- - ,-- _ —__ -- -- .._.._ -; -- -- - - -- -- -- — EDENROCK AT PGA WEST cn NOTE: NO BMP OR STORMWATER STORAGE TRACT NO. 33226 m ATRIBUTED TO UPPER POND DUE TO EXHIBIT 2 STREAM OVERFLOW TO POND 1. PATH OF FLOW CROSS SECT10N -480: SD PIPE _ UPPER POND 48 " :BASE WATER SURFACE ELEVATION= 477.8 DEAD STORAGE -(NOT INCLUDED): / \ / -470: --- i - - - - - -- -- - -- -- -- - -- -- - -. - - - -- -- --- -- 470 3 �-APPROXIVIATE POND BOTTOM 10 +00 11 +00 12 +00 13 +00 14 +00 15 +00 16 +00 17 +00 18 +00 19 +00 20 +00 - 21 +00 22+00---23-+00 24 +00 -480. - I i -- - - - -- -- -- 480 , F : i ... .. i i E ... ... i r � , V 100 YEAR WATER ELEVATION 473.0 . • • C -470: - _ - -. - - 470 rPO`ND _ BMP ELEVATION 467 0 . BASE WATER SURFACE ELEVATION= 466.2 DEAD STORAGE (NOT INCLUDED), -460: - -- - -- - APPROXMATE POND f I BOTTOM 25 +00 26 +00 27 +00 28 +00 29 +00 30 +00 31 +00 32 +00 33 +00 34 +00 35 +00 36 +00 37 +00 38 +00 39 +00 -480- - i - - -- 480- , ���� , ;100 YEAR WATER ELEVATION= 473.0 .. 7 Q 0 �Qp -470 - - - C�C/RS� - - - - - -- - -- -- - -- - - -- -470 BMP ELEVATION = 467.0 6 BASE WATER SURFACE ELEVATION= 466.2 '100 YEAR WATER ELEVATION= 462.9 GOLF COURSE DEPRESSION - _ .DEAD STORAGE � ... .. ... ... ... .. ... - (NOT INCLUDED ) ' - 460 - - -..._. - _- - - -- =::::- = - - - - - - -- - - - -_ -J - -- --- - - - -- APPROXMATE 'POND - -. -- - 52 +00 53 +00 54 +00 BOTTOM 17320 Redhill Ave. MORSE Suite 350 Irvine, CA 92614 - OPLAWNERS C N U l T 2 Voice: 949 - 251 -8821 FAX: 949.251 -0516 40• +00 41 +00 42 +00 43 +00 44 +00 45 +00 46 +00 _. 47 +00 48 +00 49 +00 50 +00 .- 51 +00 E N G I N E E R S SURVEYORS 1:\50304\W0R0\CR0SS SECTION1.dwg 2/28/11 Iry ff 44 Ar T 41y'. y um n A 01 EVARD I I m u 21 q EF RX NQ V '64.8 _j C/) O C/) immrvm i DLYU PROJEC SITE [ilk M A L74 j RN, 1A J- 40 45 41, 49 PROPOSED PARKWAY DRAIN FOR EMERGENCY ESCAPE C� EMERGENCY ESCAPE Single Family- —DRAINAGE SUB—AREA BY LAND USE 184• 0 ---DRAINAGE AREA (ACRE) n" 0 GRAPHIC SCALE 200 0 100 200 400 800 L IN FEET EDENROCK AT PGA WEST. Ex p No. 9— 2059 30 —6 11 TRACT NO. 33226 . T' C/ OF CAQ� POST DEVELOPMENT FLOOD DELINEATION MAP.,.,:.. Last Revised: Wed Mar 09, 2011 — 2:37pm Lost Plotted: Wed Mar 09, 2011 -- 2:45pm Plotted By: STATION65 Drawing: 1:\50304\HYDRO\ FLOOD DELINEATION POST DEVELOPMENT.dwg DRAINAGE STUDY HYDROLOGIC AND HYDRAULIC CALCULATIONS FOR TRACT 33226 EDEN ROCK AT PGA WEST May 10, 2005 Prepared For: . PACIFIC SANTA FE CORPORATION 8905 SW. NIMBUS AVE. #400 BEAVERTON, OR 97008 Prepared By: MDS CONSULTING 355. E. RINCON STE 219 CORONA, CA 92879 TPA NCMITTAI 78 -900 Avenue 47, Ste. 208 To: City of La Quinta, Community Dev. Date: April 3, 2007 La Quinta, CA 92253 Address: 78 -495 Calle Tampico Job #: 503 -02 VOICE: 760- 771.4013 La Quinta, CA 92253 FAX: 760- 771 -4073 Attention: Wally Nesbit Subject: TTM 33226, Eden Rock E -MAIL: mdslaguintaorndsconsulting.net D rp cc: Pacific Santa Fe, G Robertson, MDS C Bergh APR - D 3 2001 NO.OF ITEMS: DESCRIPTI coMAjurylTVOlivcioFMENT DEPggTMENT 2 ea Drainage Studv, Hvdroloqic and Hvdraulic Calculations for Tract 33226. Mav 10. 2005 THE ABOVE ITEMS ARE SUBMITTED: AT YOUR REQUEST MESSAGE: I✓ FOR YOUR REVIEW F-7 FOR YOUR FILES Attached is the above report as discussed at todays meeting. rV— FOR YOUR APPROVAL Please contact our office if additional information is required. I✓ FOR YOUR USE r FOR YOUR INFO THE ABOVE ITEMS ARE TRANSMITTED: r HEREWITH 170 VIADELIVERY r UNDER SEPARATE COVER Paul Goble From: Chris Bergh [cbergh @mdsconsulting.net] Sent: Monday, April 16, 2007 7:36 AM To: Ed Wimmer; Brian Ching; Paul Goble Subject: RE: Eden Rock Ed: We have a couple our Tentative. Map for Eden Page 1 of 2 t` LJ -V U l00V� jl r One is in e�ard to 4" or 6" curb on our streets serving the Village Homes. We are proposing the uusaiof 4" curb or these streets, in order to reduce the driveway grades for the fronting garages. The garages are 10�eet fr the curb and the additional 2" of curb heigth will increase the grade of .these driveways. These stre are rivate, less than 150 feet in length and will be carrying very little water. We see no reason why s cannot be used. The se I em states Add note on plan that shows deterrent to cart path curb cut parking. Pedestna in a rb cut recommended by COLA." I don't understand this comment. Did you mark un plan with this comment? Where does this occur? Please help me on this one. N� I believe t a ese a a e nee o eal with in order to submit our fial Tentative Map, which is due tomorrow. Your quick response to these items would be appreciated. Thank you, Chris Bergh MDS Consulting 760- 771 -4013 - - - -- Original Message---- - From: Ed Wimmer [mailto:ewimmer @la - quinta.org] Sent: Monday, February 05, 2007 8:37 AM To: Brian Ching; Paul Goble Cc: cbergh @mdsconsulting.bet Subject: RE: Eden Rock 6 inch would be preferable unless there is a compelling reason to go to 4 inch. Is there a compelling reason to go to 4 inch ?. From: Brian Ching Sent: Friday, February 02, 2007 4:47 PM To: Paul Goble; Ed Wimmer Cc: "Chris Bergh (cbergh @mdsconsulting.net)' Subject: Eden Rock Good Afternoon Gentlemen, They are showing 4'. curbs along the Private Driveway Easements and the internal Dead End Streets. Will this be okay or will we require 6" curbs at least along the Dead End Streets? Brian A. Ching Associate Engineer Public Works Department City of La Quinta . Phone: (760) 777 -7044 4/17/2007 Page 2 of 2 Fax: (760) 777 -7155 email: bching @la- quinta.ora 4/17/2007 - 'r.'i. �i .. -0; ry ��., - �_ t_ �... a %{�� TABLE OF CONTENTS 1. PROJECT SUMMARY • Project Description • Vicinity Map 2. BACKGROUND INFORMATION • Rainfall Intensity — Inches per Hour (Plate 4.1, 2 of 6) • Runoff Index for Pervious Area (Plate 5.5, 2 of 2) • 2 yr, 3 hour Precipitation (Plate 5.1) • 100 yr, 3 hour Precipitation (Plate 5.2) • 2 yr, 6 hour Precipitation (Plate 5.3) . 100 yr, 6 hour Precipitation (Plate 5.4) • 2, yr, 24 hour Precipitation (Plate 5.5) • 100 yr, 24 hour Precipitation (Plate 5.6) 3. RATIONAL METHOD HYDROLOGIC CALCULATIONS • 100 YEAR DRAINAGE STUDY • 10 YEAR DRAINAGE STUDY 4. UNIT HYDROGRAPHIC ANALYSIS • 100 YEAR, 1 HOUR HYDROGRAPH • 100 YEAR, 3 HOUR HYDROGRAPH • 100 YEAR, 6 HOUR HYDROGRAPH • 100 YEAR, 24 HOUR HYDROGRAPH 5. DRAINAGE AREA NODE MAP SECTION 1 PROJECT SUMMARY EDENROCK AT PGA WEST 1 PROJECT DESCRIPTION This project is the Fifth Amendment within the PGA WEST Specific Plan of Development originally ' adopted by the City of La Quinta in 1984. This Amendment follows the goals of the Pacific Santa Fe Corp. and the City of La Quinta set for in the PGA West Specific Plan. Tract 33226 is classified as "Medium Density Residential', with an average density of 4 -8 DU per Acre, consisting of single - family homes or condominium units. The master grading and drainage concept for Tract 33226 is to provide an effective system of drainage and storm water management. The storm drainage concept utilizes the fairways of golf courses to recharge groundwater resources while storm water runoff will be held onsite and stored in the system of golf course lakes and low- points. HYDROLOGY METHODOLOGY To calculation the maximum storm runoff for the project, the Rational Method based upon Riverside County Flood Control & Water Conservation District 1978 Hydrology Manual was used. The Unit Hydrology Analysis using CivilDesign 7.0 which is based upon Riverside County Synthetic Unit Hydrology Method RCFC &WCD Manual dated 1978. �ir rr rr �r rr rr rr � r rr r rw rr rr �r r� rr rr rr i PROJECT SITE VICINITY MAP SECTION 2 BACKGROUND INFORMATION 0 v � < gD Z r CATHEDRAL CITY DURATION FREQUENCY MINUTES 10 100 YEAR YEAR 5 4.14 z 6 3.73 6.0 7 3.41 5.5 n m 5.1. 9 c 10 2.77 X W (/) 4.2f 12 2.49 4.01 13 2.38 3.88 14 2.28 3.72 15 2.19 3.58 (/ 2.11 2 17 2.04 3.32 18 1.97 3.22 19 1.91 D 0 C 3.03 m D 2.86 0 1.67 2.72 D 1.59 2.60 D � 2.49 o 1.46 2.39 32 1.41 2.30 34 1.36 _ 36. Z 2.15 N 1.28 2.09 40 0 2.02 45 1.16 -w 50 1.09 1.78 V 1.03 1.68 60 CATHEDRAL CITY DURATION FREQUENCY MINUTES 10 100 YEAR YEAR 5 4.14 6.7 6 3.73 6.0 7 3.41 5.5 8 3.15 5.1. 9 2.95 4.8; 10 2.77 4.5i 11 2.62 4.2f 12 2.49 4.01 13 2.38 3.88 14 2.28 3.72 15 2.19 3.58 16 2.11 3.44 17 2.04 3.32 18 1.97 3.22 19 1.91 3.12 20 1.85 3.03 22 1.75 2.86 24 1.67 2.72 26 1.59 2.60 28 1.52 2.49 30 1.46 2.39 32 1.41 2.30 34 1.36 2.22 36. 1.32 2.15 38 1.28 2.09 40 1.24 2.02 45 1.16 1.89 50 1.09 1.78 55 1.03 1.68 60 .98 1.60 65 .94 1.53 70 .90 1.46 75 .86 1.41 80 .83 1.35 85 .80 1.31 SLOPE : .580 RAINFALL INTENSITY - INCHES PER HOUR CHERRY VALLEY CORONA DESERT HOT SPRINGS ELSINORE - MILOOMgR DURATION FREQUENCY DURATION MINUTES MINUTES FREQUENCY DURATION FREQUENCY 10 100 MINUTES DURATION FREQUENCY YEAR YEAR 10 100 10 100 MINUTES 5 YEAR YEAR YEAR YEAR 10 100 6 3.65 3.30 5.49 5 3.10 4.78 YEAR YEAR 7 3.03 4.97 4.56 6 7 2.84 4.38 5 6 4.39 3.95 6.76 5 3.23 4.94 8 2.82 4.24 8 2.64 2.07 4.07 7 3.62 6.08 5.56 6 2.96 4.53 9 2.64 3.97 y 2.34 3.81 8 3.35 5.15 7 2.75 4.21 10 2.49 3.60 9 3.13 4.81 8 9 2.58 3.95 11 2.36 .3.75 10 2.22 3.43 10 2.44 3.73 12 2.25 3.39 11 12 2.12 2.04 3:27 11 2.94 2.78 4.52 ♦.28 l0 2.32 3.54 13 14 2.16 2.07 3.25 13 1.96 3.14 3.02 12 2.65 4.07 11 12 2.21 3.39 3.12 14 1.89 2.92 13 2.53 3.88 13 2.12 3.25 15 1.99 3.00 lg 14 2.42 3.72 14 2.04 1.97 3.13 3.02 16 17 1.92 1.86 2.90 16 1.83 1.77 2.82 2.73 15 2.32 3.58 15 18 1.80 2.80 2.71 17 1.72 2.66 16 17 2.24 2.16 3.44 16 1.91 1.85 2.92 2.83 19 1.75 2.64 18' 19 1 .68 1.63 2.SB 18 2.09 3.32 3.22 17 1.80 2.75 20 2.52 19 2.03 3.12 18 1.70 2.67 22 1.70 1.61 2.56 2.43 20 1.59 2.46 20 19 1.70 2.60 24 1.54 2.32 22 24 1.52 1.46 2.35 22 1.97 1.86 3.03 2.86 20 1.66 2.54 26 2R 1.47 2.22 26 1.40 2.25 24 1.77 2.72 22 1.59 2.03 1.41 2.13 28 1.36 2.17 26 1.69 2.60 24 1.52 2.33 30 1.36 2.09 28 1.62 2.49 26 28 1'46 2.24 32 1.31 2.05 1.98 30 1.31 2.02 30 1.41 2.16 32 1.27 32 34 1.27 1.23 1.96 34 1.55 1.50 2.39 2.30 30 2.09 36 38 1.23 1.20 1.85 36 1.20 1.90 1.85 1.45 2.22 32 34 1.33 2.03 1.80 38 1.17 1.81 36 1.40 2.15 36 1.29 1.97 40 1.16 1.75 38 1.36 2.09 38 1.25 1.22 1.92 1.87 45 50 1.09 1.64 45 1.14 1.08 1.76 40 1.32 2.02 55 1.03 1.55 50 1.03 1.66 1.58 45 1.23 1.89 40 45 1.19 1.82 60 .98 .93 1.47 1.40 55 .98 1.51 50 55 1.16 1.09 1.78 50 1.13 1.07 1.72 1.64 65 60 .94 1.45 60 1.04 1.68 1.60 55 1.02 1.56 70 .89 .85 1.34 1.29 65 .90 1.40 65 60 .98 1.50 75 .82 1.24 70 75 .87 1.35 70 .99 .95 1.53 1.46 •94 1.44 85 .82 1.26 1.41 70 75 .77 1.16 85 .80 1.23 80 .88 .88 1.35 85 .85 1.31 B5 .85 1.31 SLOPE x .B3 1.27 .g50 SLOPE .480 SLOPE a .580 SLOPE _ .486 RUNOFF INDEX NUMBERS O F HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3) Quality of Soil' Grou_ Cover (2) A B P C D AGRICULTURAL, COVERS (cont.) - Legumes, Close Seeded (Alfalfa, sweetclover, timothy, etc.) Orchards, Deciduous (Apples, apricots, pears, walnuts, etc.) Orchards, Evergreen (Citrus, avocados, etc.) Pasture, Dryland (Annual grasses) Pasture, Irrigated (Legumes and perennial grass) Row Crops (Field crops - tomatoes, sugar beets, etc.) Small Grain (Wheat, oats, barley, etc.) Vineyard Poor 66 77 85 89 Good 58 72 81 85 See Note 4 Poor Fair Good Poor Fair Good Poor Fair Good Poor Good Poor Good 57 44 33 67 50 38 58 44 33 72 67 55 53 >ee i 73 65 58 78 69 61 74 65 58 81 78 76 75 Tote 82 77 72 86 79 74 83 77 72 88 85 84 33 4 Notes: 1. All.runoff index (RI) numbers are for Antecedent Moisture Condition (AMC) II. 2• Quality of cover definitions: Poor- Heavily grazed or regularly burned areas. Less than 50 cent of the ground surface is pr y Plant otected b Per - and tree canopy, cover or brush Fair - Moderate cover with 50 percent to 75 percent of the ground sur- face protected. Good -Heavy or dense cover with more than 75 percent of the ground surface protected. 3. See Plate C -2 for a detailed description of cover types. 4• Use runoff index numbers based on under "Cover ground cover type. See discussion Iype Descriptions" on Plate C -2.. 5. Reference Bibliography item 17. R C F C C® RUNOFF .INDEX NUAA® HYDROLOGY �� ERS /JA NUAL FOR PERVIOUS AREA 86 82 79 89 84 80 87 82 79 91 89 38 37 PLATE D-5.5(2 of 2 ) 1 � I i Fj I I I fl � I � I � I 0 0 0 � I � I �1 SECTION 3 100 -YEAR AND 10 -YEAR RATIONAL METHOD HYDROLOGIC CALCULATIONS 33226PGA.TXT ********************************************* * * * * * * * * * * * * * * * * * * * * * * ** * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2003 Advanced Engineerin Software (aes) (Rational Tabling version S.9D� Release Date: 01/01/2003 License ID 1269 Analysis prepared by: * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF.STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** Tract 33226, Edenrock PGA West Scott Tenhoff, MDS Consulting Corona 5 -5 -05, Onsite Hydrology 100yr * * * ** ** * * * ** * * ** * * * * * ** ******************* ** * ** * * * * * * * ** * * * * * * * * ** * * * * * ** FILE NAME: 33226PGA.DAT TIME /DATE OF STUDY: 16:23 05/05/2005 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------------------------------------------------------=-------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.500 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.600 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5900 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD .NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO ' STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 16.5 10.0 0.020/0.050/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.50 FEET as (Maximum Allowable.Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 556.00 TO NODE 558.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 415.00 UPSTREAM ELEVATION(FEET) = 502.50 DOWNSTREAM ELEVATION(FEET) = 499.80 ELEVATION DIFFERENCE(FEET) = 2.70 TC = 0.359 *[( 415.00 * *3) /( 2.70)] * *.2 = 10.962 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.362 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8390 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.31 TOTAL AREA(ACRES) = 0.63 TOTAL RUNOFF(CFS) = 2.31 - -FLOW PROCESS FROM NODE 558.00 ---------------------------------------------------------------------- TO NODE 560.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ' ELEVATION DATA: UPSTREAM(FEET) FLOW LENGTH(FEET) 25.00 = 494.80 DOWNSTREAM(FEET) = 494.00 = ESTIMATED PIPE DIAMETER(INCH) MANNING's N = 0.013 INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.09 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.31 Page 1 33226PGA.TXT PIPE TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 11.02 LONGEST FLOWPATH FROM NODE 556.00 TO NODE 560.00 = 440.00 FEET. -- FLOW - PROCESS - FROM - - - -- NODE 560_ - - 00 TO NODE 560.00 IS CODE = 1 ----------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 1 TIME OF CONCENTRATION(MIN.) = 11.02 RAINFALL INTENSITY(INCH /HR) = 4.35 TOTAL STREAM AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.31 - -FLOW PROCESS FROM NODE 557.00 TO NODE 559.00 IS CODE = 21 ---------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 375.00 UPSTREAM ELEVATION(FEET) = 502.50 DOWNSTREAM ELEVATION FEET) = 449.80 ELEVATION DIFFERENCE FEET) = 52.70 TC = 0.359 *[( 375.00 * *3) /( 52.70)] * *.2 = 5.694 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.420 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8558 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.13 TOTAL AREA(ACRES) = 0.57 TOTAL RUNOFF(CFS) = 3.13 FLOW PROCESS FROM NODE 559.00 TO NODE 560.00 IS CODE = 31 ---------------------- --------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 494.40 DOWNSTREAM(FEET) = 494.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.04 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.13 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 5.76 LONGEST FLOWPATH FROM NODE 557.00 TO NODE 560.00 = 400.00 FEET. ' FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 1 ---- ----------- ------- ---- ---------------- --------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< ' TOTAL NUMBER OF STREAMS === 2_______________ _______________________________ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.76 RAINFALL INTENSITY(INCH /HR) = 6.37 TOTAL STREAM AREA(ACRES) = 0.57 ' PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.13 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.31 11.02 4.348 0.63 2 3.13 5.76 6.375 0.57 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ' ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 4.34 5.76 6.375 2 4.44 11.02 4.348 Page 2 1 3 A.TxT COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.34 TC(MIN.) = 5.76 TOTAL AREA(ACRES) = 1.20 LONGEST FLOWPATH FROM NODE 556.00 TO NODE 560.00 = 440.00 FEET. FLOW PROCESS FROM NODE 560.00 TO NODE 570.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 494.00 DOWNSTREAM(FEET) = 492.50 FLOW LENGTH(FEET) = 315.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.20 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.34 PIPE TRAVEL TIME(MIN.) = 1.25 TC(MIN.) = 7.01 LONGEST FLOWPATH FROM NODE 556.00 TO NODE 570.00 = 755.00 FEET. FLOW PROCESS FROM NODE 570.00 TO NODE 570.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.01 RAINFALL INTENSITY(INCH /HR) = 5.68 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.34 FLOW PROCESS FROM NODE 566.00 TO NODE 568.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 250.00 UPSTREAM ELEVATION(FEET) = 501.00 DOWNSTREAM ELEVATION(FEET) = 498.50 ELEVATION DIFFERENCE(FEET) = 2.50 TC = 0.359 *[( 250.00 * *3) /( 2.50)] * *.2 = 8.213 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.172 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8469 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.66 TOTAL AREA(ACRES) = 0.38 TOTAL RUNOFF(CFS) = 1.66 it i**it it it it it'kit**ir ir*ir it it f'i' *ir*ir it it t it it Tr it ir*i'ir it f+ *kA'*it ir*fr it ir*ir it ft it it it ir*it it it it*it tt it ir**fc it it it it it it it FLOW PROCESS FROM NODE 568.00 TO NODE 570.00 IS CODE = 31 ---------------------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 493.50 DOWNSTREAM(FEET) = 492.50 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.98 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.66 PIPE TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 8.27 LONGEST FLOWPATH FROM NODE 566.00 TO NODE 570.00 = 275.00 FEET. FLOW PROCESS FROM NODE 570.00 TO NODE 570.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.27 RAINFALL INTENSITY(INCH /HR) = 5.15 TOTAL STREAM AREA(ACRES) = 0.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.66 - -FLOW PROCESS FROM NODE 567.00 TO NODE 569.00 IS CODE = 21 ------------------------------------------------------------ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< Page 3 __ 33226PGA.TXT ' ASSUMED INITIAL SUBAREA UNIFORM ______ DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 501.00 DOWNSTREAM ELEVATION(FEET) = 498.50 ELEVATION DIFFERENCE(FEET) = 2.50 TC = 0.359 *[( 300.00 * *3) /( 2.50)] * *.2 = 9.163 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.849 ' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8440 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.84 TOTAL AREA(ACRES) = 0.45 TOTAL RUNOFF(CFS) 1.84 - -FLOW PROCESS FROM NODE 569.00 TO NODE 570.00 IS CODE = 31 ---------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA « «< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ' ELEVATION DATA: UPSTREAM(FEET) = 493.50 DOWNSTREAM(FEET) 492.50 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.18 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.84 PIPE TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 9.22 LONGEST FLOWPATH FROM NODE .567.00 TO NODE 570.00 = 325.00 FEET. ********************************************* * * * ** * * * * * * * * * * * * * * * * * * * * * * * * ** --FLOW PROCESS FROM NODE 570.00 TO NODE 570.00 IS CODE = 1 -------------------------------------------------------------=-------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< __________________________________________ _______________________________ TOTAL NUMBER.OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.22 RAINFALL INTENSZTY(INCH {HR) = 4.83 TOTAL STREAM AREA(ACRES) = 0.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.84 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.34 7.01. 5.678 1.20 2 1.66 8.27 5.150 0.38 3 1.84 9.22 4.831 0.45 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * ** * * * * * * * * * * * * * ** ** * ** ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 7.15 7.01 5.678 2 7.25 8.27 5.150 3 7.09 9.22 4.831 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.15 TC(MIN.) = 7.01 TOTAL AREA(ACRES) = 2.03 LONGEST FLOWPATH FROM NODE 556.00 TO NODE 570.00 = 755.00 FEET. - -FLOW PROCESS FROM NODE 570.00 TO NODE 580.00 IS CODE = 31 ---- -------- ----- ----- ---------- ---- ---- ---------- ---- ---- ---------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< - - »»> USING - COMPUTER-ESTIMATED - PIPESIZE -(NON _PRESSURE- FLOW)< << << -- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 492.50 DOWNSTREAM(FEET) = 488.80 FLOW LENGTH(FEET) = 350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES ' PIPE -FLOW VELOCITY(FEET /SEC.) = 6.40 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.15 Page 4 33226PGA.TXT PIPE TRAVEL TIME(MIN.) = 0.91 TC(MIN.) = 7.92 LONGEST FLOWPATH FROM NODE 556.00 TO NODE 580.00 = 1105.00 FEET. FLOW PROCESS FROM NODE 580.00 TO NODE . 580.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ' TIME OF CONCENTRATION(MIN.) = 7.92 RAINFALL INTENSITY(INCH /HR) = 5.28 TOTAL STREAM AREA(ACRES) = 2.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.15 - -FLOW PROCESS FROM NODE 577.00 TO NODE 579.00 IS CODE = 21 --------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 450.00 UPSTREAM ELEVATION(FEET) = 499.50 ' DOWNSTREAM ELEVATION(FEET) = 494.30 ELEVATION DIFFERENCE(FEET) = 5.20 TC = 0.359 *[( 450.00 * *3) /( 5.20)] * *.2 = 10.094 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.580 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8414 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.66 TOTAL AREA(ACRES) = 0.95 TOTAL RUNOFF(CFS) = 3.66 FLOW PROCESS FROM NODE 579.00 TO NODE 580.00 IS CODE = 31 --------------------------------------------------------=---- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 489.30 DOWNSTREAM(FEET) = 488.80 ' FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC. ) = 6.84 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.66 PIPE TRAVEL TIME(MIN.) = .0.06 TC(MIN.) = 10.15 LONGEST FLOWPATH FROM NODE 577.00 TO NODE 580.00 = 475.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 580.00 TO NODE 580.00 IS CODE = 1 ------------------------------------ ----- ----- ----- ---- - - - --= »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< ' TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.15 RAINFALL INTENSITY(INCH HR) = 4.56 TOTAL STREAM AREA(ACRESS = 0.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.66 ** CONFLUENCE'DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 7.15 7.92 5.283 2.03 2 3.66 10.15 4.563 0.95 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ' ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 2 10.01 7.92 9.84 10.15 5.283 4.563 Page 5 - 3 A COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.01 TC(MIN.) _ TOTAL AREA(ACRES) 2.98 LONGEST FLOWPATH FROM NODE 556.00 TO NODE TXT 7.92 580.00 = 1105.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * *** * * * * ** * **** FLOW PROCESS FROM NODE 580.00 TO NODE 590.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 488.80 DOWNSTREAM(FEET) = 488.50 FLOW.LENGTH(FEET) = 10.00 MANNING'S N = '0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.34 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.01 PIPE TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 7.94 LONGEST FLOWPATH FROM NODE 556.00 TO NODE 590.00 = 1115.00 FEET. ********************************************* ** * * * * * * * * * * ** * * * * ** * * * * *** ** ** FLOW PROCESS FROM NODE 590.00 TO NODE 590.00 IS CODE =. 10 -------------------------------------------------------- - ------------------- » »>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «< FLOW PROCESS FROM NODE 822.00 TO NODE 586.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 525.00 UPSTREAM ELEVATION(FEET) = 502.50 . DOWNSTREAM ELEVATION(FEET) = 498.50 ELEVATION DIFFERENCE(FEET) = 4.00 TC = 0.359 *[( 525.00 * *3) /( 4.00)] * *.2 = 11.669 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.204 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8372 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.20 TOTAL AREA(ACRES) = 0.91 TOTAL RUNOFF(CFS) = 3.20 ********************************************* * * * * * * * * * * * * * * * * * ***** * * * *** * ** FLOW PROCESS FROM NODE 586.00 TO NODE 588.00 IS CODE = 52 ------------------------------------------------- 7 -------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW « «< »» >TRAVELTIME THRU SUBAREA« «< ELEVATION DATA: UPSTREAM(FEET) = 498.50 DOWNSTREAM(FEET) = 496.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 725.00 CHANNEL SLOPE = 0.0028 CHANNEL FLOW THRU SUBAREA(CFS) = 3.20 FLOW VELOCITY(FEET /SEC) = 1.00 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 12.08 TC(MIN.) = 23.74 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 588.00 = 1250.00 FEET. FLOW PROCESS FROM NODE 588.00 TO NODE 588.00 IS CODE = 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< --------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.74 RAINFALL INTENSITY(INCH /HR) = 2.76 TOTAL STREAM AREA(ACRES) = 0.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.20 - -FLOW PROCESS FROM NODE 581.00 TO NODE 588.00 IS CODE = 21 ------------------------------------------------------------------ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ----------------- ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 124.00 UPSTREAM ELEVATION(FEET) = 497.70 ' DOWNSTREAM ELEVATION(FEET) = 496.50 ELEVATION DIFFERENCE(FEET) = 1.20 TC = 0.359 *[( 124.00 * *3) /( 1.20)] * *.2 = 6.245 Page 6 ' 33226PGA.TXT 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.079 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8537 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.35 TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 1.35 FLOW PROCESS FROM NODE 588.00 TO NODE 588.00 IS CODE 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ' »» >AND COMPUTE VARIOUS'CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.25 RAINFALL INTENSITY(INCH /HR) = 6.08 TOTAL STREAM AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.35 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.20 23.74 2.765 0.91 2 1.35 6.25 6.079 0.26 * * * * * * * * * * * * * ** * * ** WARNING**** * * ** * * **t.*a ** * * * * * * * * * * * * *** ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 2.19 6.25 6.079 2 3.82 23.74 2.765 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.82 TC(MIN.) = 23.74 TOTAL AREA(ACRES) = 1.17 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 588.00 = 1250.00 FEET. FLOW PROCESS FROM NODE 588.00 TO NODE 585.00 IS CODE = 31 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 491.50 DOWNSTRE AM (FEET) = 488.80 FLOW LENGTH(FEET) = 165.00 MANNING "S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000' DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.43 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.82 PIPE TRAVEL TIME(MIN.) = 0.43 TC(MIN.) = 24.17 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 585.00 = 1415.00 FEET. FLOW PROCESS FROM NODE 585.00 TO NODE 585.00 IS CODE = 1 ------------------------------------------ 7 ------------------------- =------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 24.17 RAINFALL INTENSITY(INCH /HR) = 2.74 TOTAL STREAM AREA(ACRES) = 1.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 581.00 TO NODE 582.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 497.70 DOWNSTREAM ELEVATION(FEET) = 495.00 Page 7 33226PGA.TXT ELEVATION DIFFERENCE(FEET) = 2.70 TC = 0.359 *[( 70.00 * *3) /( 2.70)] * *.2 = 3.768 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.932 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8586 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.30 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.30 FLOW PROCESS FROM NODE 582.00 TO NODE 585.00 IS CODE = 31 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 490.00 DOWNSTREAM(FEET) = 488.80 FLOW LENGTH(FEET) = 180.00 MANNING'S N'= 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.23 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.30 PIPE TRAVEL TIME(MIN.) = 1.34 TC(MIN.) = 6.34 LONGEST FLOWPATH FROM NODE 581.00 TO NODE 585.00 = 250.00 FEET. FLOW PROCESS FROM NODE 585.00 TO NODE 585.00 IS CODE = 1 -------------------- 7 --------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.34 RAINFALL INTENSITY(INCH /HR) = 6.02 TOTAL STREAM AREA(ACRES) = 0.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * *** * * *** ** FLOW PROCESS FROM NODE 583.00 TO NODE 584.00 IS CODE = 21 ---------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< -------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 124.00 UPSTREAM ELEVATION(FEET) = 496.00 DOWNSTREAM ELEVATION(FEET) = 495.10 ELEVATION DIFFERENCE(FEET) = 0.90 TC = 0.359 *[( 124.00 * *3) /( 0.90)] * *.2 = 6.615 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.876 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8523 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.50 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.50 ********************************************* * * * * ** *** * * * * * * * * * * * * * * * * ** * * ** FLOW PROCESS FROM NODE 584.00 TO NODE 585.00 IS CODE = 31 ------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA UPSTREAM (FEET) = 490.10 DOWNSTREAM(FEET) = 488.80 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 448 INCHES PIPE-FLOW VELOCITY(FEET /SEC.) = 4.03 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.50 PIPE TRAVEL TIME(MIN.) = 0.58 TC(MIN.) = 7.19 LONGEST FLOWPATH FROM NODE 583.00 TO NODE 585.00 = 264.00 FEET. - -FLOW PROCESS FROM NODE 585.00 TO NODE 585.00 IS CODE = 1 ---------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.19 RAINFALL INTENSITY(INCH /HR) = 5.59 TOTAL STREAM AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.50 Page 8 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ' 1 2.62 6.34 6.024 2 2.91 7.19 5.593 3 4.69 24.17 2.736 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.69 TC(MIN.) = 24.17 TOTAL AREA(ACRES) = 1.52 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 585.00 = 1415.00 FEET. ' FLOW PROCESS - - FROM NODE 585.00 TO NODE 590.00 IS CODE = 31 ---- ---- ---------- --- ----- ---------- --- ----- -- ---- ---------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 488.80 DOWNSTREAM(FEET) = 488.50 ' FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.86 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.69 PIPE TRAVEL TIME(MIN.) = 0.15 TC(MIN.) = 24.33 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 590.00 = 1460.00 FEET. ********************************************* * * ** * * * * * * *** * * * * * * ** * *** * * * * ** -- FLOW - PROCESS FROM NODE 590.00 TO NODE 590.00 IS CODE = 11 --------------7----------------------------------------------- » >>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY « «< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.69 24.33 2.726 1.52 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 590.00 = 1460.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 10.01 7.94 5.277 2.98 LONGEST FLOWPATH FROM NODE 556.00 TO NODE 590.00 = 1115.00 FEET. IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. it it * * *ie** ** * ** **ir it i4 it k it it it *ir it it it it * * * *it i(itit*it it it it it * * * * ** * * * * *it it it it *it it * *ir*it * ** *it it ** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 11.53 7.94 5.277 2 9.85 24.33 2.726 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.53 TC(MIN.) = 7.94 TOTAL AREA(ACRES) = 4.50 ********************************************* * * * * * * * * * * * * * * * ** * * * * * * * * ** * * ** FLOW PROCESS FROM NODE 590.00 TO NODE 590.00 IS CODE = 12 ---------------------------------------------------------------------------- » »>CLEAR MEMORY BANK # 1 ««< Page 9 __ -_ 33226PGA.TXT ' ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.82 24.17 2.736 1.17 2 0.30 6.34 6.024' 0.05 ' 3 1.50 7.19 5.593 0.30 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA ' WILL NOT NECESSARILY RESULT IN THE MAXIMUM'VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ' 1 2.62 6.34 6.024 2 2.91 7.19 5.593 3 4.69 24.17 2.736 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.69 TC(MIN.) = 24.17 TOTAL AREA(ACRES) = 1.52 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 585.00 = 1415.00 FEET. ' FLOW PROCESS - - FROM NODE 585.00 TO NODE 590.00 IS CODE = 31 ---- ---- ---------- --- ----- ---------- --- ----- -- ---- ---------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 488.80 DOWNSTREAM(FEET) = 488.50 ' FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.86 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.69 PIPE TRAVEL TIME(MIN.) = 0.15 TC(MIN.) = 24.33 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 590.00 = 1460.00 FEET. ********************************************* * * ** * * * * * * *** * * * * * * ** * *** * * * * ** -- FLOW - PROCESS FROM NODE 590.00 TO NODE 590.00 IS CODE = 11 --------------7----------------------------------------------- » >>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY « «< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.69 24.33 2.726 1.52 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 590.00 = 1460.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 10.01 7.94 5.277 2.98 LONGEST FLOWPATH FROM NODE 556.00 TO NODE 590.00 = 1115.00 FEET. IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. it it * * *ie** ** * ** **ir it i4 it k it it it *ir it it it it * * * *it i(itit*it it it it it * * * * ** * * * * *it it it it *it it * *ir*it * ** *it it ** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 11.53 7.94 5.277 2 9.85 24.33 2.726 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.53 TC(MIN.) = 7.94 TOTAL AREA(ACRES) = 4.50 ********************************************* * * * * * * * * * * * * * * * ** * * * * * * * * ** * * ** FLOW PROCESS FROM NODE 590.00 TO NODE 590.00 IS CODE = 12 ---------------------------------------------------------------------------- » »>CLEAR MEMORY BANK # 1 ««< Page 9 __ -_ 33226PGA.TXT kkkkkkkhkk*k khkkkkkkhkkkkkkhkkkkkkkkkkkkhkkkkkkkkkkkkkkkhkkkkkkkkkhkkkkkhkhk FLOW PROCESS FROM NODE 590.00 TO NODE 710.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 488.50 DOWNSTREAM(FEET) = 487.00 FLOW LENGTH(FEET) = 115.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.54 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 11.53 PIPE TRAVEL TIME(MIN.) = 0.25 TC(MIN.) = 8.19 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 710.00 = 1575.00 FEET. kkkkkkkkkhkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk * * * *kh *kk *kk.kkk *kkkkhkkk * *kk ** FLOW PROCESS FROM NODE 710.00 TO NODE 710.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS'= 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.19 RAINFALL INTENSITY(INCH /HR) = 5.18 TOTAL STREAM AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.53 * kkkkhkkkkkkkkkkkhkkkkkkkkkkhhkkkkkkkkkkkkkkk * * *kkkk *kk * * * * *kh * * *hhkkk * *kh ** FLOW PROCESS FROM NODE 707.00 TO NODE 709..00 IS CODE = 21 ---------------- ------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 570.00 UPSTREAM ELEVATION(FEET) = 499.00 DOWNSTREAM ELEVATION(FEET) = 492.40 ELEVATION DIFFERENCE(FEET) = 6.60 TC = 0.359 *[( 570.00 * *3) /( 6.60)] * *.2 = 11.091 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.332 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8387 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.33 TOTAL AREA(ACRES) = 0.64 TOTAL RUNOFF(CFS) = 2.33 kkkkkkkhkhkkkhkkkirk hihhhhtrhhhhhhhi (hkhhhhirhhhhhhirt ih it irhih hirh ih it irh it hir irhhhhhhh irh FLOW PROCESS FROM NODE 709.00 TO NODE 710.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 487.40 DOWNSTREAM(FEET) = 487.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.56 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.33 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 11.17 LONGEST FLOWPATH FROM NODE 707.00 TO NODE 710.00 = 595.00 FEET. kkkkkkkkkkkhkhkkirkkhkitkhkkkkkkkk* kkkkkkkkkkkkkkkkkkkkkkkkkkkkhkkhkhhkkkkkkkk FLOW PROCESS FROM NODE 710.00 TO NODE 710.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ____________________________ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.17 RAINFALL INTENSITY(INCH /HR) = 4.31 TOTAL STREAM AREA(ACRES) = 0.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.33 kkkhkkkkkhkkkkkhkkkhkkkkkkkkkkkhkhkkhkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk ' FLOW PROCESS FROM NODE 706.00 TO NODE 708.00 IS CODE = 21 ---- ----- ---------- ---- ---- ---------- ---- ---- ---------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 263.00 Page 10 33226PGA.TXT UPSTREAM ELEVATION(FEET) = 495.20 DOWNSTREAM ELEVATION (FEET) = 492.40 ELEVATION DIFFERENCE (FEET) = 2.80 TC = 0.359 *[( 263.00 * *3) /( 2.80)] * *.2 = 8.277 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.149 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8467 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.48 TOTAL AREA(ACRES) = 0.57 TOTAL RUNOFF(CFS) = 2.48 FLOW PROCESS FROM NODE 708.00 TO NODE 710.00 IS CODE = 31 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 487.40 DOWNSTREAM(FEET) = 487.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS S:3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.66 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.48 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 8.35 LONGEST FLOWPATH FROM NODE 706.00 TO NODE 710.00 = 288.00 FEET. FLOW PROCESS FROM NODE 710.00 TO NODE 710.00 IS CODE = 1 ------------ ---------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ' »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< _________________________ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.35 ' RAINFALL INTENSITY(INCH /HR) = 5.12 TOTAL STREAM AREA(ACRES) = 0.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.48 ** CONFLUENCE DATA ** ' STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 11.53 8.19 5.179 4.50 2 2.33 11.17 4.315 0.64 3 2.48 8.35 5.122 0.57 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 15.68 8.19 5.179 2 15.63 8.35 5.122 3 14.03 11.17 4.315 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.68 TC(MIN.) = 8.19 TOTAL AREA(ACRES) = 5.71 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 710.00 = 1575.00 FEET. FLOW PROCESS FROM NODE 710.00 TO NODE 720.00 IS CODE = 31 ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »» >USING COMPUTER-ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 487.00 DOWNSTREAM(FEET) = 486.30 FLOW LENGTH(FEET) = 205.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.01 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 15.68 PIPE TRAVEL TIME(MIN.) = 0.68 TC(MIN.) = 8.88 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 720.00 = 1780.00 FEET. ********************************************* ** * * * ** * * * * ** ** ** * * ** ** * * * * * * ** FLOW PROCESS FROM NODE 720.00 TO NODE 720.00 IS CODE = 1 Page 11 33226PGA.TXT 1 ---------------------------------------------------------------------------- - -»»> DESIGNATE - INDEPENDENT - STREAM - FOR - CONFLUENCE « «< --------------------------------------------- ------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.88 RAINFALL INTENSITY(INCH /HR) = 4.94 TOTAL STREAM AREA(ACRES) = 5.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.68 -- FLOW - PROCESS FROM NODE 717.00 TO NODE 719.00 IS CODE = 21 --------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[( LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 250.00 UPSTREAM ELEVATION(FEET) = 494.00 DOWNSTREAM ELEVATION(FEET) = 487.70 ELEVATION DIFFERENCE(FEET) = 6.30 TC = 0.359 *[( 250.00 * *3) /( 6.30)] * *.2 = 6.827 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.768 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8516 ' SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 4.13 TOTAL AREA(ACRES) = 0.84 TOTAL RUNOFF(CFS) = 4.13 ********************************************* * * * * * * * * *** * * * * * * ** * * * * * * * * * * ** FLOW PROCESS FROM NODE 719.00 TO NODE 720.00 IS CODE = 31 --------------------------------------------------------------------------°- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 487.70 DOWNSTREAM(FEET) = 486.30 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.80 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.13 PIPE TRAVEL TIME(MIN.) = 0.34 TC(MIN.) = 7.17 LONGEST FLOWPATH FROM NODE 717.00 TO NODE 720.00 = 370.00 FEET. ********************************************* * * ** * * ** * * * * * * * * * * * * * ** * * * * * * ** ' FLOW PROCESS FROM NODE 720.00 TO NODE 720.00 IS CODE = 1 -------------- ------------ ------- ---- ---------------- --------------------- »»>DESIGNATE INDEPENDENT STREAM FOR.CONFLUENCE« «< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< ' TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.17 RAINFALL INTENSITY(INCH /HR) = 5.60 TOTAL STREAM AREA(ACRES) = 0.84 ' PEAK FLOW RATE(.CFS) AT CONFLUENCE = 4.13 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) ' 1 15.68 8.88 4.941 5.71 2 4.13 7.17 5.603 0.84 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * ** * * * * * * * * ** * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO t CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ' 1 16.80 7.17 5.603 2 19.32 8.88 4.941 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.32 TC(MIN.) = 8.88 ' TOTAL AREA(ACRES) = 6.55 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 720.00 = 1780.00 FEET. Page 12 33226PGA.TXT ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 720.00 TO NODE 725.00 IS CODE = 31 ----- 7 ---------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 486.30 DOWNSTREAM(FEET) = 486.00 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.86 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 19.32 PIPE TRAVEL TIME(MIN.) = 0.18 TC(MIN.) = 9.06 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 725.00 = 1845.00 FEET. FLOW PROCESS FROM NODE 725.00 TO NODE 725.00 IS CODE = 1 -------------------------------------------------------------- -------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.06 - RAINFALL INTENSITY(INCH /HR) = 4.88 TOTAL STREAM AREA(ACRES) = 6.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.32 ********************************************* * * * * * * * * * * * * ** * * * * ** * * * * * * * * * ** FLOW PROCESS FROM NODE 727.00 TO NODE 726.00 IS CODE = 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 240.00 UPSTREAM ELEVATION(FEET) = 499.00 DOWNSTREAM ELEVATION(FEET) = 496.60 ELEVATION DIFFERENCE(FEET) = 2.40 TC = 0.359 *[( 240.00 * *3) /( 2.40)] * *.2 = 8.080 100 YEAR RAINFALL INTENSITY(INCH /HOUR) =' 5.222 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8474 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.14 TOTAL AREA(ACRES) = 0.71 TOTAL RUNOFF(CFS) = 3.14 - -FLOW PROCESS FROM NODE 726.00 TO NODE 725.00 IS CODE = 31 ----------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««< ' ELEVATION DATA: UPSTREAM(FEET) = 491.60 DOWNSTREAM(FEET) = 486.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES ' PIPE -FLOW VELOCITY(FEET /SEC. = 12.09 ESTIMATED PIPE DIAMETER(INCH� = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.14 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 8.15 LONGEST FLOWPATH FROM NODE 727.00 TO.NODE 725.00 = 290.00 FEET. FLOW PROCESS FROM NODE 725.00 TO NODE 725.00 IS CODE = 1 --------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< ' »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< - - - - -- - - - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.15 1 RAINFALL INTENSITY(INCH /HR) = 5.20 TOTAL STREAM AREA(ACRES) = 0.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.14 ** CONFLUENCE DATA ** ' STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 19.32 9.06 4.881 6.55 2 3.14 8.15 5.196 0.71 ** ** * * * ** * * ** * * * * * * ** * * * * * * * ** * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * ** * * * * * ** ' IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA Page 13 33226PGA.TXT WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 20.52 8.15 5.196 2 22.27 9.06 4.881 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.27 TC(MIN.) = 9.06 TOTAL AREA(ACRES) = 7.26 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 725.00 = 1845.00 FEET. ********************************************* * * * * ** * * * * * ** * ** * * * * * ** * * * * * * ** FLOW PROCESS FROM NODE 725.00 TO NODE 730.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA UPSTREAM(FEET) = 486.00 DOWNSTREAM (FEET) = 485.20 FLOW LENGTH(FEET).= 300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.02 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 22.27 PIPE TRAVEL TIME(MIN.) = 1.00 TC(MIN.) = 10.06 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 730.00 = 2145.00 FEET. FLOW PROCESS FROM NODE 730.00 TO NODE 730.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ____________________________ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.06 RAINFALL INTENSITY(INCH /HR) = 4.59 TOTAL STREAM AREA(ACRES) = 7.26 PEAK FLOW,RATE(CFS) AT CONFLUENCE = 22.27 FLOW PROCESS FROM NODE 726.00 TO NODE 728.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 525.00 UPSTREAM ELEVATION(FEET) = 493.50 DOWNSTREAM ELEVATION(FEET) = 490.00 ELEVATION DIFFERENCE(FEET) = 3.50 TC = 0.359 *[( 525.00 * *3) /( 3.50)] * *.2 = 11.984 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.139 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8364 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.50 TOTAL AREA(ACRES) = 1.01 TOTAL RUNOFF(CFS) = 3.50 ********************************************* ** * * * * * * * * ** * * * * * * * ** * * * * * * * * ** FLOW PROCESS FROM NODE 728.00 TO NODE 730.00 IS CODE = 31 ---------------------------------------------------------- - ----------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 490.00 DOWNSTREAM(FEET) 485.20 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.10 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.50 PIPE TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 12.01 LONGEST FLOWPATH FROM NODE 726.00 TO NODE 730.00 = 550.00 FEET. ********************************************* * * * * * * * ** * * * ** * * * * * * * * * ** * * * * ** FLOW PROCESS FROM NODE 730.00 TO NODE 730.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< Page 14 33226PGA.TXT TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.01 RAINFALL INTENSITY(INCH /HR) = 4.13 TOTAL STREAM AREA(ACRES) = 1.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.50 FLOW PROCESS FROM NODE 727.00 TO NODE 729.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 525.00 UPSTREAM ELEVATION(FEET) = 496.00 DOWNSTREAM ELEVATION(FEET) = 490.00 ELEVATION DIFFERENCE(FEET) = 6.00 TC = 0.359 *[( 525.00 * *3) /( 6.00)] * *.2 = 10.760 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.410 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8395 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 4.07 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 4.07 FLOW PROCESS FROM NODE 729.00 TO NODE 730.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING'COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) 485.50 DOWNSTREAM(FEET) 485.20 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.84 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.07 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 10.83 LONGEST FLOWPATH FROM NODE 727.00 TO NODE 730.00 = 550.00 FEET. FLOW PROCESS FROM NODE 730.00 TO NODE 730.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 10.83 RAINFALL INTENSITY(INCH /HR) = 4.39 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.07 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY' AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 22.27 10.06 4.590 7.26 2 3.50 12.01 4.133 1.01 3 4.07 10.83 4.393 1.10 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 28.98 10.06 4.590 2 28.54 10.83 4.393 3 27.38 12.01 4.133 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 28.98 TC(MIN.) = 10.06 TOTAL AREA(ACRES) = 9.37 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 730.00 = 2145.00 FEET. Page 15 ' 33226PGA.T)T -- FLOW - PROCESS FROM NODE 730.00 TO NODE 735.00 IS CODE = 31 --------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ' ELEVATION DATA UPSTREAM(FEET) = 485.20 DOWNSTREAM(FEET) = 485.00 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.27 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 ' PIPE- FLOW(CFS) = 28.98 PIPE TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 10.07 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 735.00 = 2155.00 FEET. ********************************************* *** * * * * * * * * * * * ** * ** * *** ** * * * * ** FLOW PROCESS FROM NODE 735.00 TO NODE 735.00 IS CODE = 10 ---------------- ------- ------- ----- ------- ----- ----- ----- ----------------- » »>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< - -FLOW PROCESS FROM NODE 735.00 TO NODE 735.00 IS CODE = 13 ---------------------------------------------------------------------- » »>CLEAR THE MAIN- STREAM MEMORY« «< FLOW PROCESS FROM NODE 277.00 TO NODE 250.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 275.00 UPSTREAM ELEVATION(FEET) = 493.40 DOWNSTREAM ELEVATION(FEET) = 492.00 ELEVATION DIFFERENCE(FEET) = 1.40 TC = 0.359 *[( 275.00 * *3) /( 1.40)] * *.2 = 9.766 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.670 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8423 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.22 TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF(CFS) = 1.22 FLOW PROCESS FROM NODE 250.00 TO NODE 260.00 IS CODE = 31 ---------------------------- - --------------------------------------------- -- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 487.00 DOWNSTREAM(FEET) = 486.50 FLOW LENGTH(FEET) = 115.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.90 ' ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.22 PIPE TRAVEL TIME(MIN.) = 0.66 TC(MIN.) = 10.43 LONGEST FLOWPATH FROM NODE 277.00 TO NODE 260.00 = 390.00 FEET. FLOW PROCESS FROM NODE 260.00 TO NODE 260.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.43 RAINFALL INTENSITY(INCH /HR) = 4.49 TOTAL STREAM AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.22 FLOW PROCESS FROM NODE 258.00 TO NODE 259.00 IS CODE = 21 ----------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 150.00 UPSTREAM ELEVATION(FEET) = 492.80 DOWNSTREAM ELEVATION(FEET) = 492.00 Page 16 33226PGA.TXT ELEVATION DIFFERENCE(FEET) = 0.80 TC = 0.359 *(( 150.00 * *3) /( 0.80)] * *.2 = 7.592 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.418 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8490 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.93 TOTAL AREA(ACRES) = 0.42 TOTAL RUNOFF(CFS) = 1.93 nnn* nnnnnnnnn* nnnnnnnnnnnnnnnnnnnnnnnnnnn* n* nnnnn *nnnnnnnnnnnnnn *nnnnnn *nnnn FLOW PROCESS FROM NODE 259.00 TO NODE 260.00 IS CODE = 31 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 487.50 DOWNSTREAM(FEET) = 486.50 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.27 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.93 PIPE TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 7.65 LONGEST FLOWPATH FROM NODE 258.00 TO NODE 260.00 = 175.00 FEET. nnnnnnnnnnn* nn** nn** nnn* �nnnnnnn* nnnnnnnn** nnn * *nnnn *nnnn * *nnn *nnnnnnnnnn*nn FLOW PROCESS FROM NODE 260.00 TO NODE 260.00 IS CODE = 1 -------------------------------------------------------- -------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.65 RAINFALL INTENSITY(INCH /HR) = 5.39 TOTAL STREAM AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.93 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.22 10.43 4.493 0.31 2 1.93 7.65 5.394 0.42 * nnnnnnn* nn* nn** n*** n**** nn* nn** nWARNING*** * * * * *n * * * *n *n *nnnnnnnnnnnnnnnnn IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. nnnnnnnnnnnnn* nnnnnnnnnnn* nnn* nnn* nnnnnnnnnnnn .n *nnnnn * *nn*nnnnn *nnnnnn�nnn RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 2.83 7.65 5.394 2 2.83 10.43 4.493 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.83 TC(MIN.) = 7.65 TOTAL AREA(ACRES) = 0.73 LONGEST FLOWPATH FROM NODE 277.00 TO NODE 260.00 = 390.00 FEET. * n******************** n********************** * * * * * * * * * * * * * *nn *nnnnnnnnnnnnnn FLOW PROCESS FROM NODE 260.00 TO NODE 270.00 IS CODE = 31 » »> COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA ««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 486.50 DOWNSTREAM(FEET) = 486.00 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = '3.99 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.83 PIPE TRAVEL TIME(MIN.) = 0.38 TC(MIN.) = 8.03 LONGEST FLOWPATH FROM NODE 277.00 TO NODE 270.00 = 480.00 FEET. nnnn* nnnnn* nnnnnnnnnnnnnnnnnnnnn* nnn* nnn* nnnnnnnn *nnnn *nnn *nnnnnnn *nnn *nnnan FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< Page 17 33226PGA.TXT TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.03 RAINFALL INTENSITY(INCH /HR) = 5.24 TOTAL STREAM AREA(ACRES) = 0.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.83 FLOW PROCESS FROM NODE 267.00 TO NODE 269.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 240.00 UPSTREAM ELEVATION(FEET) = 500.00 DOWNSTREAM ELEVATION(FEET) = 496.80 ELEVATION DIFFERENCE(FEET) = 3.20 TC = 0.359 *[( 240.00 * *3) /( 3.20)] * *.2 = 7.628 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.402 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8488 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.61 TOTAL AREA(ACRES) = 0.57 TOTAL RUNOFF(CFS) = 2.61 FLOW PROCESS FROM NODE 269.00 TO NODE 270.00 IS CODE = 31 --------------------------------------- -- ----------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ,ELEVATION DATA: UPSTREAM(FEET) = 491.80 DOWNSTREAM(FEET) = 486.00 FLOW LENGTH(FEET) = 225.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.80 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.61 PIPE TRAVEL TIME(MIN.) = 0.55 TC(MIN.) = 8.18 LONGEST FLOWPATH FROM NODE 267.00 TO NODE 270.00 = 465.00 FEET. FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.18 RAINFALL INTENSITY(INCH /HR) = 5.18. TOTAL STREAM AREA(ACRES) = 0.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.61 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.83 8.03 5.243 0.73 2 2.61 8.18 5.184 0.57 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * ** ** * ** * * * * * * * * * ** * ** * * * * ** * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 5.39 8.03 5.243 2 5.41 8.18 5.184 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.39 TC(MIN.) = 8.03 TOTAL AREA(ACRES) = 1.30 LONGEST FLOWPATH FROM NODE 277.00 TO NODE 270.00 = 480.00 FEET. - -FLOW PROCESS FROM NODE 270.00 TO NODE 280.00 IS CODE = 31 ---------------------------------------------------------------------- Page 18 . 33226PGA.TXT ' » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 486.00 DOWNSTREAM(FEET) = 485.80 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ' ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.39 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.39 PIPE TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 8.10 LONGEST FLOWPATH FROM NODE 277.00 TO NODE 280.00 = 505.00 FEET. FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE _ '1 -----------------------------------------7---------------------------------- -- »» >DESIGNATE- INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ' TIME OF CONCENTRATION(MIN.) = 8.10 RAINFALL INTENSITY(INCH(HR) = 5.21 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.39 ' FLOW PROCESS FROM NODE 277.00 TO NODE 279.00 IS CODE = 21 - ---------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 230.00 UPSTREAM ELEVATION(FEET) = 493.40 ' DOWNSTREAM ELEVATION (FEET) = 490.50 ELEVATION DIFFERENCE (FEET) = 2.90 TC = 0.359 *[( 230.00 * *3) /( 2.90)] * *.2 = 7.584 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.421 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8490 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 4.46 TOTAL AREA(ACRES) = 0.97 TOTAL RUNOFF(CFS) = 4.46 FLOW PROCESS FROM NODE 279.00-TO- NODE - - -- 280_00 -IS- CODE- =-- 31---- - - - - -- »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 486.30 DOWNSTREAM(FEET) = 485.80 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.21 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.46 PIPE TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 7.64 LONGEST FLOWPATH FROM NODE 277.00 TO NODE 280.00 = 255.00 FEET. ' FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE = 1 ------------------------------------- » - - >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< --------------------- » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< ' TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.64 RAINFALL INTENSITY(INCH /HR) = 5.40 TOTAL STREAM AREA(ACRES) = 0.97 ' PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.46 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) ' 1 5.39 8.10 5.214 1.30 2 4.46 7.64 5.397 0.97 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ' ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. Page 19 1 33226PGA.TXT RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ' STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 9.55 7.64 5.397 2 9.70 8.10 5.214 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.70 TC(MIN.) = 8.10 TOTAL AREA(ACRES) = 2.27 LONGEST FLOWPATH FROM NODE 277.00 TO NODE 280.00 = 505.00 -FEET. ' nnnnnn, r* *nn* *n*nnnn *nn * *nn * * *nnnnnnn* nnn* nnnn **nn ***nn*nnnnnnn�nn *nnnnn*nnn* -FLOW PROCESS FROM NODE 280.00 TO NODE 290.00 IS CODE = 31 ---------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 485.80 DOWNSTREAM(FEET) = 485.30 FLOW LENGTH(FEET) = 185.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.09 ' ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.70 PIPE TRAVEL TIME(MIN.) = 0.75 TC(MIN.) = 8.86 LONGEST FLOWPATH FROM NODE 277.0010 NODE 290.00 = 690.00 FEET. nnnnnnnnnnnnnnnnnnnn *nnnn nnnn* nnn ** nnn* nnn* nnnnnnnn *nnnnnnnnnnnnnnnn�nnnnnnn ' FLOW PROCESS FROM NODE 290.00 TO NODE 290.00 IS CODE = 10 -------------------------------------------------------------- »» >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< * ** nnnnn nnnnnnnnnnnnnnnnnnnn** n* nn*********** * * * * * * * ** *n * * * ** * *nnnnnnnnnnnnn FLOW PROCESS FROM NODE 290.00 TO NODE 290.00 IS CODE = 13 ----------------------------------------- .7 ---------------------------------- » » >CLEAR THE MAIN - STREAM MEMORY« «< nnannnnnnnn*nnnnannnn * *nn* nnnn* nnn * *n *n * * *n * * * *n * *n* *nnnn *nnn *nnnnnnnnnnnnnn FLOW PROCESS FROM NODE 286.00 TO NODE 289.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 250.00 UPSTREAM ELEVATION(FEET) = 491.30 DOWNSTREAM ELEVATION(FEET) = 490.00 ELEVATION DIFFERENCE(FEET) = 1.30 TC = 0.359 *[( 250.00 * *3) /( 1.30)] * *.2 = 9.361 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.788 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8435 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.81 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.81 * nnnnnnnnnn* nnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnn * * * * * *n *nnnnnnnnnnnnnnnnnnnnnn FLOW PROCESS FROM NODE 289.00 TO NODE 289.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.36 RAINFALL INTENSITY(INCH /HR) = 4.79 TOTAL STREAM AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.81 ******** n*** n** n** nn** nnnnnnnnnnnnnnn******** * * * * * * * * * * * * * * ***nnnnnnnnnnnnnn FLOW PROCESS FROM NODE 287.00 TO NODE 289.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 230.00 UPSTREAM ELEVATION(FEET) = 492.50 DOWNSTREAM ELEVATION(FEET) = 490.00 Page 20 �7 ' 33226PGA.TXT ELEVATION DIFFERENCE(FEET) = 2.50 TC = 0.359 *[( 230.00 * *3) /( 2.50)] * *.2 = 7.812 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.327 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8482 ' SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.27 TOTAL AREA(ACRES) = 0.28 TOTAL RUNOFF(CFS) = 1.27 - -FLOW- PROCESS FROM NODE 289.00 TO NODE 289.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.81 RAINFALL INTENSITY(INCH /HR) = 5.33 TOTAL STREAM AREA(ACRES = 0.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.27 ' ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 0.81 9.36 4.788 0.20 ' 2 1.27 7.81 5.327 0.28 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA ' WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 1.94 7.81 5.327 2 1.94 9.36 4.788 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.94 TC(MIN.) = 7.81 TOTAL AREA(ACRES) = 0.48 - LONGEST FLOWPATH FROM NODE 286.00 TO NODE 289.00 = 250.00 FEET. FLOW PROCESS FROM NODE 289.00 TO NODE 290.00 IS CODE = 31 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 485.80 DOWNSTREAM(FEET) = 485.30 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.71 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.94 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 7.89 LONGEST FLOWPATH FROM NODE 286.00 TO NODE 290.00 = 275.00 FEET. FLOW PROCESS FROM NODE 290.00 TO NODE 290.00 IS CODE = 11 » »> CONFLUENCE MEMORY BANK # 3 WITH THE MAIN- STREAM MEMORY « «< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.94 7.89 5.298 0.48 LONGEST FLOWPATH FROM NODE 286.00 TO NODE 290.00 = 275.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY' AREA ' NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 9.70 8.86 4.947 2.27 LONGEST FLOWPATH FROM NODE 277.00 TO NODE 290.00 = 690.00 FEET. IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA Page 21 33226PGA.TXT WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ** PEAK FLOW RATE TABLE ** ' STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 10.58 7.89 5.298 2 11.51 8.86 4.947 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.51 TC(MIN.) = 8.86 TOTAL AREA(ACRES) = 2.75 ********************************************* * * ** ** * * * ** * ** * * * * * * * * * * ** * * * ** FLOW PROCESS FROM NODE 290.00 TO NODE 290.00 IS CODE = 12 -------------------------------------------------- -------------------------- » » >CLEAR MEMORY BANK # 3 « «< FLOW PROCESS FROM NODE 290.00 TO NODE 735.00 IS CODE = 31 --------------------------------------- - ----------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ' ELEVATION DATA: UPSTREAM(FEET) = 485.30 DOWNSTREAM(FEET) = 485.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.56 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 ' PIPE- FLOW(CFS) = 11.51 PIPE TRAVEL TIME(MIN.) = 006 TC(MIN.) = 8.91 LONGEST FLOWPATH FROM NODE 277.00 TO NODE 735.00 = 715.00 FEET. ' - -FLOW PROCESS FROM NODE 735.00 TO NODE 735.00 IS CODE = 11 -------------------------------------=-------------------------- » »> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN - STREAM MEMORY « «< ' ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 11.51 8.91 4.929 2.75 LONGEST FLOWPATH FROM NODE 277.00 TO NODE 735.00 = 715.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 28.98 10.07 4.586 9.37 ' LONGEST FLOWPATH FROM NODE 822.00 TO NODE 735.00 = 2155.00 FEET. *** * * * * * * * ** * * * ** * * * * * * * * * * * **,t ** WARNING**** * * * * ** * * * * **** * * *,t * * * * * * * * * *** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ' 1 37.15 8.91 4.929. 2 39.69 10.07 4.586 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 39.69 TC(MIN.) = 10.07 TOTAL AREA(ACRES) = 12.12 ********************************************* * * * * * * * * * * * * * * * * * ** * * * * * * ** * * ** FLOW PROCESS FROM NODE 735.00 TO NODE 735.00 IS CODE = 12 ------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 2 ««< FLOW PROCESS FROM NODE 735.00 TO NODE 740.00 IS CODE = 31 ---------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 485.00 DOWNSTREAM(FEET) = 484.50 ' FLOW LENGTH(FEET) = 135.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.57 Page 22 33226PGA.TXT ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 39.69 PIPE TRAVEL TIME(MIN.) = 0.34 TC(MIN.) 10.41 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 740.00 = 2290.00 FEET. ' - -FLOW PROCESS FROM NODE 740.00 TO NODE 740.00 IS CODE = 1 ------------------------------------------------------------------------ » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< ' TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.41 RAINFALL INTENSITY(INCH /HR) = 4.50 TOTAL STREAM AREA(ACRES) = 12.12 ' PEAK FLOW RATE(CFS) AT CONFLUENCE = 39.69 FLOW PROCESS FROM NODE 737.00 TO NODE 739.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ---------------------------------------------------------------------------- ----------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 ' INITIAL SUBAREA FLOW- LENGTH(FEET) = 145.00 UPSTREAM ELEVATION(FEET) = 491.50 DOWNSTREAM ELEVATION(FEET) = 490.00 ELEVATION DIFFERENCE(FEET) 1.50 TC = 0.359 *[( 145.00 * *3) /( 1.50)] * *.2 = 6.561 ' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.905 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8525 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.81 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 1.81 7 FLOW PROCESS FROM NODE 739.00 TO NODE 740.00 IS CODE = 31 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 485.00 DOWNSTREAM(FEET) = 484.50 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.19 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.81 PIPE TRAVEL TIME(MIN.) = 0.63 TC(MIN.) = 7.19 LONGEST FLOWPATH FROM NODE 737.00 TO NODE 740.00 = 265.00 FEET. FLOW PROCESS FROM NODE 740.00 TO NODE 740.00 IS CODE = 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< ' » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.19 RAINFALL INTENSITY(INCH /HR) = 5.60 TOTAL STREAM AREA(ACRES) = 0.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.81 ** CONFLUENCE DATA ** ' STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 39.69 10.41 4.496 12.12 2 1.81 7.19 5.596 0.36 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * ** * * * * * * * * ** ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 29.21 7.19 5.596 Page 23 1 2 41.15 10.41 4.496 33226PGA.TXT COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) .= 41.15 TC(MIN.) = 10.41 TOTAL AREA(ACRES) = 12.48 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 740.00 = 2290.00 FEET. FLOW PROCESS FROM NODE - 740.00 TO NODE 750.00 IS CODE = 31 ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 484.50 DOWNSTREAM(FEET) = 484.00 FLOW LENGTH(FEET) = 115.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.91 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 41.15 PIPE TRAVEL TIME(MIN.) = 0.28 TC(MIN.) = 10.69 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 750.00 = 2405.00 FEET. FLOW PROCESS FROM NODE 750.00 TO NODE 750.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.69 RAINFALL INTENSITY(INCH /HR) = 4.43 TOTAL STREAM AREA(ACRES) = 12.48 PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.15 FLOW PROCESS FROM NODE 747.00 TO NODE 749.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 250.00 UPSTREAM ELEVATION(FEET) = 491.50 DOWNSTREAM ELEVATION(FEET) = 488.50 ELEVATION DIFFERENCE(FEET) = 3.00 TC = 0.359 *[( 250.00 * *3) /( 3.00)] * *.2 = 7.919 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.285 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8479 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.51 TOTAL AREA(ACRES) = 0.56 TOTAL RUNOFF(CFS) = 2.51 FLOW PROCESS FROM NODE 749.00 TO NODE 750.00 IS CODE = 31 ---------------------------------------------------------------------------- »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 484.50 DOWNSTREAM(FEET) = 484.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.14 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.51 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 7.99 LONGEST FLOWPATH FROM NODE 747.00 TO NODE 750.00 = 275.00 FEET. FLOW PROCESS FROM NODE 750.00 TO NODE 750.00 IS CODE = 1 ----7----------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.99 RAINFALL INTENSITY(INCH /HR) = 5.26 TOTAL STREAM AREA(ACRES) = 0.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.51 ' ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA Page 24 1 ' 33226PGA.TXT NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 41.15 10.69 4.427 12.48 2 2.51 7.99 5.258 0.56 ' IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY ' NUMBER (CFS) (MIN.) (INCH /HOUR) 1 33.25 7.99 5.258 2 43.26 10.69 4.427 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 43.26 TC(MIN.) = 10.69 TOTAL AREA(ACRES) = 13.04 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 750.00 2405.00 FEET. ' FLOW PROCESS FROM NODE 750.00 TO NODE 755.00 IS CODE = 31 -------------------------------------------------------------- »>> >COMPUTE.PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 484.00 DOWNSTREAM(FEET) = 483.50 ' FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.16 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 ' PIPE- FLOW(CFS) = 43.26 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 10.76 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 755.00 = 2450.00 FEET. ' FLOW PROCESS FROM NODE 755.00 TO NODE 755.00 IS CODE = 1 ------------------------------------------ ----------------------- -- »»>DESIGNATE- INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ' TIME OF CONCENTRATION(MIN.) = 10.76 RAINFALL INTENSITY(INCH /HR) = 4.41 TOTAL STREAM AREA(ACRES) = 13.04 PEAK FLOW RATE(CFS) AT CONFLUENCE = 43.26 - -FLOW PROCESS FROM NODE 751.00 TO NODE 752.00 IS CODE = 21 ---------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ------ ---------------------------------------------------- ----------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 400.00 UPSTREAM ELEVATION(FEET) = 493.40 ' DOWNSTREAM ELEVATION(FEET) = 488.50 ELEVATION DIFFERENCE(FEET) = 4.90 TC = 0.709 *[( 400.00 * *3) /( 4.90)] * *.2 18.797 100 YEAR RAINFALL INTENSITY(INCH /HOUR)'= 3.173 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6766 ' SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.57 TOTAL AREA(ACRES) = 0.73 TOTAL RUNOFF(CFS) = 1.57 ' FLOW PROCESS FROM NODE 752.00 TO NODE 755.00 IS CODE = 31 ----------------------------------------------- --------------------- »>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 484.00 DOWNSTREAM(FEET) = 483.50 ' FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.36 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.57 PIPE TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 18.87 Page 25 1 33226PGA.TXT LONGEST FLOWPATH FROM NODE 751.00 TO NODE 755.00 = 425.00 FEET. ********************************************* * * * * * * * ** * ***** * ** * * * * * * * ** * * ** FLOW PROCESS FROM NODE 755.00 TO NODE 755.00 IS CODE = 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.87 RAINFALL INTENSITY(INCH /HR) = 3.17 TOTAL STREAM AREA(ACRES) = 0.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.57 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 43.26 10.76 4.409 13.04 2 1.57 18.87 3.166 0.73 ** * * * * * *****a* * * * * * * * * * * * * ** * ** ** WARNING*** * * * * * * * *a * * * * * * * * * ** * * ** ** ** * ** IN•THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 44.15 10.76 4.409 2 32.63 18.87 3.166 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 44.15 TC(MIN.) = 10.76 TOTAL AREA(ACRES) = 13.77 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 755.00 = 2450.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS FROM NODE 755.00 TO NODE 760.00 IS CODE = 31 -------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< ' »» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 483.50 DOWNSTREAM(FEET) = 483.00 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.91 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 44.15 PIPE TRAVEL TIME(MIN.) = 0:30 TC(MIN.) = 11.07 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 760.00 = 2575.00 FEET. - -FLOW PROCESS FROM NODE 760.00 TO NODE 760.00 IS CODE = 1 ---------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.07 RAINFALL INTENSITY(INCH HR) = 4.34 TOTAL STREAM AREA(ACRESS = 13.77 ' PEAK FLOW RATE(CFS) AT CONFLUENCE = 44.15 ********************************************* * * * * * ** * * * * * * * * * * * * * * * * ** * * * * ** FLOW PROCESS FROM NODE 757.00 TO NODE 759.00 IS CODE = 21 - ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< -------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 ' INITIAL SUBAREA FLOW- LENGTH(FEET) = 115.00 UPSTREAM ELEVATION(FEET) = 489.10 DOWNSTREAM ELEVATION(FEET) = 488.90 ELEVATION DIFFERENCE(FEET) = 0.20 TC = 0.359 *[( 115.00 * *3) /( 0.20)] * *.2 = 8.542 ' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.054 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8459 SOIL CLASSIFICATION IS "B" Page 26 1 ' 33226PGA.TXT SUBAREA RUNOFF(CFS) = 1.28 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.28 FLOW PROCESS FROM NODE 759.00 TO NODE 760.00 IS CODE = 31 ------------ -------- ------------- ---------- -- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »--»-->USING ------- COMPUTER- ESTIMATED ------ - PIPESIZE - (NON- PRESSURE - FLOW) « «< ----------- ELEVATION DATA: UPSTREAM(FEET) = 483.90 DOWNSTREAM(FEET) = 483.00 1 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.57 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 ' PIPE- FLOW(CFS) = 1.28 PIPE TRAVEL TIME(MIN.) = 0.56 TC(MIN.) = 9.10 LONGEST FLOWPATH FROM NODE 757.00 TO NODE 760.00 = 235.00 FEET. FLOW PROCESS FROM NODE 760.00 TO NODE 760.00 IS CODE = 1 »» >DESIGNATE INDEPENDENT STREAM'FOR CONFLUENCE « «< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.10 RAINFALL INTENSITY(INCH /HR) = 4.87 TOTAL STREAM AREA(ACRES) = 0.30 PEAK FLOW,RATE(CFS) AT CONFLUENCE = 1.28 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 44.15 11.07 4.338 13.77 2 1.28 9.10 4.868 0.30 k* kk* k*** k*** k**** k** k*** k** kk*** �AfARNINGkkkk kkkkkkkkklrkkkkkkkkkkkkkkkkkkkk IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. kkkkkkkkkkkkkirtkkkkkkkkkkkkkkkkkkkkki ikkkkkkkkkkkkkkkkkkki 'kkkkkkkkkkkkkkkkkk RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 37.60 9.10 4.868 2 45.30 11.07 4.338 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 45.30 TC(MIN.) = 11.07 TOTAL AREA(ACRES) = 14.07 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 760.00 = 2575.00 FEET. kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkiekkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk FLOW PROCESS FROM NODE 760.00 TO NODE 770.00 IS CODE = 31 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 483.00 DOWNSTREAM(FEET) = 482.50 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.93 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 45.30 PIPE TRAVEL TIME(MIN.) = 0.30 TC(MIN.) = 11.37 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 770.00 = 2700.00 FEET. ****** k*** k***** k**** k***************************'***' f''{''**'*•kkkk*"*kkkkkkkkkkkkk FLOW PROCESS FROM NODE 770.00 TO NODE 770.00 IS CODE = 1 ------- --------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< -------------------------------------------------------------------- ------------------------------------------------ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.37 RAINFALL INTENSITY(INCH /HR) = 4.27 TOTAL STREAM AREA(ACRES) = 14.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 45.30 Page 27 1 Ll 33226PGA.TXT FLOW PROCESS FROM NODE 767.00 TO NODE 769.00 IS CODE = 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 253.00 UPSTREAM ELEVATION(FEET) = 489.10 DOWNSTREAM ELEVATION(FEET) = 487.20 ELEVATION DIFFERENCE(FEET) = 1.90 TC = 0.359 *[( 253.00 * *3) /( 1.90)] * *.2 = 8.739 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.986 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8453 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.07 TOTAL AREA(ACRES) = 0.49 TOTAL RUNOFF(CFS) = 2.07 FLOW PROCESS FROM NODE 769.00 TO NODE 770.00 IS CODE = 31 -- -------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ' ELEVATION DATA: UPSTREAM(FEET) = 483.00 DOWNSTREAM(FEET) = 482.50 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.81 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.07 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 8.81 LONGEST FLOWPATH FROM NODE 767.00 TO NODE 770.00 = 278.00 FEET. FLOW PROCESS FROM NODE 770.00 TO NODE 770.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ' TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.81 RAINFALL INTENSITY(INCH /HR) = 4.96 TOTAL STREAM AREA(ACRES) = 0.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.07 FLOW PROCESS FROM NODE 289.00 TO NODE 768.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2' INITIAL SUBAREA FLOW- LENGTH(FEET) = 500.00 UPSTREAM ELEVATION(FEET) = 490.00 DOWNSTREAM ELEVATION(FEET) = '487.20 ELEVATION DIFFERENCE(FEET) = 2.80 TC = 0.359 *[( 500.00 * *3) /( 2.80)] * *.2 = 12.170 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.101 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8359 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.91 TOTAL AREA(ACRES) = 0.85 TOTAL RUNOFF(CFS) = 2.91 FLOW PROCESS FROM NODE 768.00 TO NODE 770.00 IS CODE = 31 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 483.20 DOWNSTREAM(FEET) = 482.50 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC. ) 7.22 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.91 PIPE TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 12.23 LONGEST FLOWPATH FROM NODE 289.00 TO NODE 770.00 = 525.00 FEET. ********************************************* * * * * * * * * ** * * * * * * * * * * * * * * * ** * * ** Page 28 ' -NOD 33226PG .00 I FLOW PROCESS FROM NODE 770.00 TO NODE 770.00 IS CODE = 1 ------------------------- ------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.23 RAINFALL INTENSITY(INCH /HR) = 4.09 TOTAL STREAM AREA(ACRES) = 0.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.91 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 45.30 11.37 4.270 14.07 2 2.07 8.81 4.962 0.49 3 2.91 12.23 4.090 0.85 WARNING IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 39.27 8.81 4.962 2 49.78 11.37 4.270 3 48.00 12.23 4.090 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 49.78 TC(MIN.) = 11.37 TOTAL AREA(ACRES) = 15.41 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 770.00 = 2700.00 FEET. - -FLOW PROCESS FROM NODE 770.00 TO NODE 780.00 IS CODE = 31 ------------------------------------------------------------------- »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< 1 ELEVATION DATA UPSTREAM(FEET) = 482.50 DOWNSTREAM(FEET) = 482.00 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 DEPTH OF FLOW IN' 27.0 INCH PIPE IS 20.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.69 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 49.78 PIPE TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 11.38• LONGEST FLOWPATH FROM NODE 822.00 TO NODE 780.00 = 2715.00 FEET. ' FLOW PROCESS FROM NODE 780.00 TO NODE 780.00 IS CODE = 10 7 -------------------- 7-7 ---------------------------------------- » »>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 « «< ------- - - - - -- ********************************************* * * * * * * * * * * * * * * * * * * * * * *** * ** * * ** - -FLOW PROCESS FROM NODE 780.00 TO NODE 780.00 IS CODE = 13 ---------------------------------------------------------------------- » »>CLEAR THE MAIN - STREAM MEMORY ««< ********************************************* * * * ** ** * ** * * * *** * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 361.00 TO NODE 360.00 IS CODE = 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< -------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 288.00 UPSTREAM ELEVATION(FEET) = 490.10 DOWNSTREAM ELEVATION(FEET) = 489.00 ELEVATION DIFFERENCE(FEET) = 1.10 TC = 0.359 *[( 288.00 * *3) /( 1.10)] * *.2 = 10.536 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.465 ' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8401 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.54 Page 29 33226PGA.TXT TOTAL AREA(ACRES) = 0.41 TOTAL RUNOFF(CFS) = 1.54 ********************************************* * ** * * ** ** * * ** * * ** *** * * * * *** * *** FLOW PROCESS FROM NODE 360.00 TO NODE 370.00 IS CODE = 31 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) 484.00 DOWNSTREAM(FEET) = 483.30 ' FLOW LENGTH(FEET) = 195.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH.OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.89 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.54 PIPE TRAVEL TIME(MIN.) = 1.12 TC(MIN.) = 11.66 LONGEST FLOWPATH FROM NODE 361.00 TO NODE 370.00 = 483.00 FEET. -- - - - FLOW PROCESS FROM NODE 370.00 TO NODE 370.00 IS CODE = 10 ---- ------- ---- ---- ---------- --- ----- ---------- --- ----- -- ---- ---------- » »>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< FLOW PROCESS FROM NODE 370.00 TO NODE 370.00 IS CODE = 13 » - - ---- ----------- ------------ -- -------------- -------------------- >>>CLEAR THE MAIN - STREAM MEMORY ««< ********************************************* * **** * * * ** ** * * * * * * * * * * ** * * * * * ** - -FLOW PROCESS FROM NODE 365.00 TO NODE 369.00 IS CODE = 21 ------------------------------------------------------------------------ » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 220.00 UPSTREAM ELEVATION(FEET) = 490.70 DOWNSTREAM ELEVATION(FEET) = 487.50 ELEVATION DIFFERENCE(FEET) = 3.20 TC = 0.359 *[( 220.00 * *3) /( 3.20)] * *.2 = 7.240 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.571 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.42 TOTAL AREA(ACRES) = 0.51 TOTAL RUNOFF(CFS) = 2.42 ********************************************* * * * * * * * * * * * * ** ** ** * * * ** * * * * ** ** FLOW PROCESS FROM NODE 369.00 TO NODE 369.00 IS CODE = 1 -- ---- ---------- ---- ---- ---------- ---- ---- ---------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.24 RAINFALL INTENSITY(INCH /HR) = 5.57 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.42 ********************************************* * * * *** * * * * * * * * * * * * * * * * * * * * * * *** - -FLOW PROCESS FROM NODE 361.00 TO NODE 369.00 IS CODE = 21 ---------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ---------------------------------------------------------------------------- ------- -------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 286.00 ' UPSTREAM ELEVATION(FEET) = 490.10 DOWNSTREAM ELEVATION(FEET) = 487.50 ELEVATION DIFFERENCE(FEET) = 2.60 TC = 0.359 *[( 286.00 * *3) /( 2.60)] * *.2 = 8.834 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.954 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8450 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.05 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 1.05 FLOW PROCESS FROM NODE 369.00 TO NODE 369.00 IS CODE = 1 ----------------------------------------------------------------- »>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< Page 30 1 33226PGA.TXT »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.83 RAINFALL INTENSITY(INCH /HR) = 4.95 TOTAL STREAM AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.05 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.42 7.24 5.571 0.51 2 1.05 8.83 4.954 0.25 ** * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ** WARNING*** * * ** * * ** * * * * * * * * * * * * ** * * * * ** * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * *** * * * * * * * * ** * ** * * * ** * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 3.27 7.24 5.571 2 3.19 8.83 4.954 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.27 TC(MIN.) = 7.24 TOTAL AREA(ACRES) = 0.76 LONGEST FLOWPATH FROM NODE 361.00 TO NODE 369.00 = 286.00 FEET. ********************************************* * * ** * * * * * * * * * * * * * * * ** * * * * * * * * ** FLOW PROCESS FROM NODE 369.00 TO NODE 370.00 IS CODE = 31 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 483.80 DOWNSTREAM(FEET) = 483.50 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.51 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.27 PIPE TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 7.32 LONGEST FLOWPATH FROM NODE 361.00 TO NODE 370.00 = 311.00 FEET. ********************************************* * * * *** * ** * * ** ** * * * * ** * * * * * ** *** FLOW PROCESS FROM NODE 370.00 TO NODE 370.00 IS CODE = 11 ---------------------------------------------------------------------------- » »> CONFLUENCE MEMORY BANK # 3 WITH THE MAIN - STREAM MEMORY« «< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.27 7.32 5.537 0.76 LONGEST FLOWPATH FROM NODE 361.00 TO NODE 370.00 = 311.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.54 11.66 4.206 0.41 LONGEST FLOWPATH FROM NODE 361.00 TO NODE; 370.00 = 483.00 FEET. ** * * * * *** * * * * * * * * * * * ** * * * * * * * * * ** WARNING*** * *a * * * * * * * * * * *** * ** * ** * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 4.24 7.32 5.537 2 4.02 11.66 4.206 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.24 TC(MIN.) = 7.32 TOTAL AREA(ACRES) = 1.17 Page 31 33226PGA.TXT ********************************************* * * * * * * ** ** * * * * * * * *** * * * * * * * ** ** FLOW PROCESS FROM NODE 370.00 TO NODE 370.00 IS CODE = 12 ---------------------------------------------------------------------------- » »>CLEAR MEMORY BANK # 3 ««< FLOW PROCESS FROM NODE 370.00 TO NODE 380.00 IS CODE = 31 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA UPSTREAM(FEET) = 483.50 DOWNSTREAM(FEET) = 483.30 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.14 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.24 PIPE TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 7.36 LONGEST FLOWPATH FROM NODE 361.00 TO NODE 380.00 = 498.00 FEET. FLOW PROCESS FROM NODE 380.00 TO NODE 380.00 IS CODE = 1 --- ------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ------------------------ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. = 7.36 RAINFALL INTENSITY(INCH /HR) = 5.52 TOTAL STREAM AREA(ACRES)) = 1.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.24 FLOW PROCESS FROM NODE 377.00 TO NODE 379.'00 IS CODE = 21 -------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 492.20 DOWNSTREAM ELEVATION(FEET) = 485.30 ELEVATION DIFFERENCE(FEET) = 6.90 TC = 0.709 *[( 1000.00 * *3) /( 6.90)] * *.2 = 30.417 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.389 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6256 'SOIL CLASSIFICATION IS "B" ' SUBAREA RUNOFF(CFS) = 1.46 TOTAL AREA(ACRES) = 0.98 TOTAL RUNOFF(CFS) = 1.46 ********************************************* * * * * * * * ** * **** * * * * * * * * ** * * * * * ** FLOW PROCESS FROM NODE 379.00 TO NODE 380.00 IS CODE = 31 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 484.00 DOWNSTREAM(FEET) = 483.30 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.81 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 ' PIPE- FLOW(CFS) = 1.46 PIPE TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 30.57 LONGEST FLOWPATH FROM NODE 377.00 TO NODE 380.00 = 1045.00 FEET. ********************************************* ** * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- » » - FLOW - PROCESS FROM NODE 380.00 TO NODE 380.00 IS CODE = 1 --------- ----------- ------- ---- ---------------- >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< --------------------- »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< 1 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 30.57 RAINFALL INTENSITY(INCH /HR) = 2.38 TOTAL STREAM AREA(ACRES) = 0.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.46 ** CONFLUENCE DATA ** Page 32 33226PGA STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.24 7.36 5.519 1.17 2 1.46 30.57 2.382 0.98 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* **** * * * * * ** * * ** * ** * * * * ** ** ** * ** 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 4.59 7.36 5.519 2 3.29 30.57 2.382 COMPUTED CONFLUENCE'ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.59 TC(MIN.) = 7.36 TOTAL AREA(ACRES) = 2.15 LONGEST FLOWPATH FROM NODE 377.00 TO NODE 380.00 = 1045.00 FEET. FLOW PROCESS FROM NODE 380.00 TO NODE 385.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 483.30 DOWNSTREAM(FEET) = 483.00 FLOW LENGTH(FEET) = 175.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.89 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.59 PIPE.TRAVEL TIME(MIN.) = 1.01 TC(MIN.) = 8.37 LONGEST FLOWPATH'FROM NODE 377.00 TO NODE 385.00 = 1220.00 FEET. FLOW PROCESS FROM NODE 385.00 TO NODE 385.00 IS CODE = 1 ------------------------------------- 7 -------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.37 RAINFALL INTENSITY(INCH /HR) = 5.12 TOTAL STREAM AREA(ACRES) =. 2.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.59 ********************************************* * * * * * * *** * ** * * ** ** * * *** * * * * * * ** FLOW PROCESS FROM NODE 381.00 TO NODE 382.00 IS CODE = 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ---------------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 210.00 UPSTREAM ELEVATION(FEET) = 489.70 DOWNSTREAM ELEVATION(FEET) = 487.50 ELEVATION DIFFERENCE(FEET) = 2.20 TC = 0.359 *[( 210.00 * *3) /( 2.20)] * *.2 = 7.589 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.419 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8490 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.38 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.38 - -FLOW PROCESS FROM NODE 382.00 TO NODE 385.00 IS CODE = 31 ---------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ' ELEVATION DATA: UPSTREAM(FEET) = 483.50 DOWNSTREAM(FEET) = 483.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.16 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.38 Page 33 33226PGA.TXT PIPE TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 7.67 LONGEST FLOWPATH FROM NODE 381.00 TO NODE 385.00 = 235.00 FEET. FLOW PROCESS FROM NODE 385.00 TO NODE 385.00 IS CODE = 1 -------------------------------------------------- ;.L INDEPENDENT STREAM FOR CONFLUENCE « «< »»>AND COMPUTE VARIOUS CONFLUENCED•STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.67 RAINFALL INTENSITY(INCH /HR) = 5.39 TOTAL STREAM AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.38 ** CONFLUENCE DATA-** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.59 8.37 5.116 2.15 2 1.38 7.67 5.385 0.30 ** ** * * * * * ** * * * ** * * * * * * * * ** * * * * * ** WARNING*** * * * * * * * * * * * * * * ** *** * * *** * * * * *** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY'AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 5.59 7.67 5.385 2 5.90 8.37 5.116 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.90 TC(MIN.) = 8.37 TOTAL AREA(ACRES) = 2.45 LONGEST FLOWPATH FROM NODE 377.00 TO NODE 385.00 = 1220.00 FEET. FLOW PROCESS FROM NODE 385.00 TO NODE 390.00 IS CODE = 31 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 483.00 DOWNSTREAM(FEET) = 482.50 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC:)'= 7.78 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.90 PIPE TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 8.42 LONGEST FLOWPATH FROM NODE 377.00 TO NODE 390.00 = 1245.00 FEET. FLOW PROCESS FROM,NODE 390.00 TO NODE 390.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< --------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.42 RAINFALL INTENSITY(INCH /HR) = 5.10 TOTAL STREAM AREA(ACRES) = 2.45. PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.90 FLOW PROCESS FROM NODE 387.00 TO NODE 389.00 IS CODE = 21 ------------- --------------- -------- -------------- ------------------------ »»>RATIONAL METHOD-INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 220.00 UPSTREAM ELEVATION(FEET) = 488.00 DOWNSTREAM ELEVATION(FEET) = 487.00 ELEVATION DIFFERENCE(FEET) = 1.00 TC = 0.359 *[( 220.00 * *3) /( 1:00)] * *.2 = 9.137 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.857 Page 34 ' 33226PGA.TXT CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8441 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.53 FLOW PROCESS FROM NODE 389.00 TO NODE 390.00 IS CODE = 31 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 482.80 DOWNSTREAM(FEET) = 482.50 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.53 PIPE TRAVEL TIME(MIN.) = 0.13 TC(MIN.) = 9.26 LONGEST FLOWPATH FROM NODE 387.00 TO NODE 390.00 = 245.00 FEET. FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< ' »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< -------------------- - - - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.26 ' RAINFALL INTENSITY(INCH HR) = 4.82 TOTAL STREAM AREA(ACRES = 0.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.53 ** CONFLUENCE DATA ** ' STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 5.90 8.42 5.097 2.45 2 0.53 9.26 4.817 0.13 ** ** ** * * * * *** * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * ** * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * ** * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ' STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 6.39 8.42 5.097 2 6.11 9.26 4.817 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW RATE(CFS) = 6.39 TC(MIN.) = 8.42 TOTAL AREA(ACRES) = 2.58 LONGEST FLOWPATH FROM NODE 377.00 TO NODE 390.00 = 1245.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM.NODE 390.00 TO NODE 780.00 IS CODE = 31 --------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 482.50 DOWNSTREAM(FEET) = 482.00 FLOW LENGTH(FEET).- 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.94 ' ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.39 PIPE TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 8.47 LONGEST FLOWPATH FROM NODE 377.00 TO NODE 780.00 = 1270.00 FEET. -- FLOW - PROCESS FROM NODE 780.00 TO NODE 780.00 IS CODE = 11 ----------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN - STREAM MEMORY ««< ------------------------------------------------------------------------- ------------------------------------- ' ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA Page 35 L� 33226PGA.TXT NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.39 8.47 5.078 2.58 LONGEST FLOWPATH FROM NODE 377.00 TO NODE 780.00 = 1270.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 49.78 11.38 4.266 15.41 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 780.00 = 2715.00 FEET. ' ** * * * * * * * * * * * * * * * * * * * * * * * * * * * *f ** WARNING **A************* kkkk ****** ******** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ' 1 43.44 8.47 5.078 2 55.15 11.38 4.266 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 55.15 TC(MIN.) = 11.38 TOTAL AREA(ACRES) = 17.99 FLOW PROCESS FROM NODE 780.00 TO NODE 780.00 IS CODE = 12 -------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 2 « «< ************** k******************* k********** * * * * * * * * *k * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 780.00 TO NODE 790.00 IS CODE = 31 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 482.00 DOWNSTREAM(FEET) = 481.50 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.13 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 55.15 PIPE TRAVEL TIME(MIN.) = 0.13 TC(MIN.) = 11.51 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 790.00 = 2785.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 790.00 TO NODE 790.00 IS CODE = 1 ------- 7 -------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.51 RAINFALL INTENSITY(INCH /HR) = 4.24 TOTAL STREAM AREA(ACRES) = 17.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 55.15 FLOW PROCESS FROM NODE 787.00 TO NODE 789.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 162.00 UPSTREAM ELEVATION(FEET) = 488.00 DOWNSTREAM ELEVATION(FEET) = 487.50 ELEVATION DIFFERENCE(FEET) = 0.50 TC = 0.359 *[( 162.00 * *3) /( 0.50)] * *.2 = 8.735 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.988 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8453 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) _ .1.77 TOTAL AREA(ACRES) = 0.42 TOTAL RUNOFF(CFS) = 1.77 FLOW PROCESS FROM NODE 789.00 TO NODE 790.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< Page 36 ' 33226PGA.TXT ELEVATION DATA: UPSTREAM(FEET) = 482.50 DOWNSTREAM(FEET) = 481.80 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES ' PIPE -FLOW VELOCITY(FEET /SEC.) = 3.58 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.77 PIPE TRAVEL TIME(MIN.) = 0.56 TC(MIN.) = 9.29 LONGEST FLOWPATH FROM NODE 787.00 TO NODE 790.00 = 282.00 FEET. - -FLOW PROCESS FROM NODE 790.00 TO NODE 790.00 IS CODE = 1 ---------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< »>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS ---- 2____ _ _ _ _ __ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.29 RAINFALL INTENSITY(INCH /HR) = 4.81 ' TOTAL STREAM AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.77 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 55.15 11.51 4.238 17.99 2 1.77 9.29 4.809 0.42 ' IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY ' NUMBER (CFS) (MIN.) (INCH /HOUR) 1 46.29 9.29 4.809 2 56.71 11.51 4.238 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 56.71 TC(MIN.) = 11.51 TOTAL AREA(ACRES) = 18.41 LONGEST FLOWPATH FROM NODE, 822.00 TO NODE 790.00'= 2785.00 FEET. FLOW PROCESS FROM NODE 790.00 TO NODE 970.00 IS CODE = 31 ------------- 7 -------------------------------------------------------------- »»> COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA ««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 481.50 DOWNSTREAM(FEET) = 480.00 FLOW LENGTH(FEET) = 115.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.29 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 ' PIPE- FLOW(CFS) = 56.71 PIPE TRAVEL TIME(MIN.) = 0.17 TC(MIN.) = 11.68 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 970.00 = 2900.00 FEET. -- - - FLOW PROCESS FROM NODE 970.00 TO NODE 970.00 IS CODE = 10 ---- ------- ---- ----- ---------- --- ----- ---------- --- ----- -- ---- ---------- »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ********************************************* * * * * * * * * * * * * * * *** * ** * * * * * * * * * ** FLOW PROCESS FROM NODE 606.00 TO NODE 610.00 IS CODE = 21 ----- ------ ------- -------- -------------- » - - >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ------------------------ ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 195.00 UPSTREAM ELEVATION(FEET) = 500.50 DOWNSTREAM ELEVATION(FEET) = 495.80 ' ELEVATION DIFFERENCE(FEET) = 4.70 TC = 0.359 *[( 195.00 * *3) /( 4.70)] * *.2 = 6.236 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.084 Page 37 1 L� ' CONDOMINIUM DEVELOPMENT RUNOFF SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.91 TOTAL AREA(ACRES) = 0.56 33226PGA.TXT COEFFICIENT = .8537 TOTAL RUNOFF(CFS) = 2.91 ********************************************* * * * * * * * * * * * * * * ** * * * * ** * * * ** * * ** FLOW PROCESS FROM NODE 610.00 TO NODE 620.00 IS CODE = 31 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 490.80 DOWNSTREAM(FEET) = 489.50 FLOW LENGTH(FEET) = 155.00 MANNING's N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.68 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.91 PIPE TRAVEL TIME(MIN.) = 0.55 TC(MIN.) = 6.79 LONGEST FLOWPATH FROM NODE 606.00 TO NODE 620.00 = 350.00 FEET. FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.79 RAINFALL INTENSITY(INCH /HR) = 5.79 TOTAL STREAM AREA(ACRES) = 0.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.91 FLOW PROCESS FROM NODE 617.00 TO NODE 619.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 175.00 UPSTREAM ELEVATION(FEET) = 496.70 DOWNSTREAM ELEVATION(FEET) = 495.00 ELEVATION DIFFERENCE(FEET) = 1.70 TC = 0.359 *[( 175.00 * *3) /( 1.70)] * *.2 = 7.163 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.607 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8504 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.15 TOTAL AREA(ACRES) = 0.45 TOTAL RUNOFF(CFS) = 2.15 FLOW PROCESS FROM NODE 619.00 TO NODE 620.00 IS CODE = 31 ---------------------------------------------------- °----------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA UPSTREAM(FEET) = 490.00 DOWNSTREAM(FEET) = 489.50 FLOW LENGTH(FEET) = 25.00 MANNING .'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.88 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.15 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 7.23 LONGEST FLOWPATH FROM NODE 617.00 TO NODE 620.00 = 200.00 FEET. FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.23 RAINFALL INTENSITY(INCH /HR) = 5.57 TOTAL STREAM AREA(ACRES) = 0.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.15 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) Page 38 33226PGA.TXT 1 2.91 6.79 5.787 0.56 2 2.15 7.23 5.575 0.45 iiiaaaaaaaaa** aaaaa *iliaaaaaaaaaaWARNINGaaaaaaaa *iii *aaaaaaaaaaaaaaaaaa *aa IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. aaaaaaa**** a**** a******** aa** a****** a** aa* a * *a * * *a * * *a *aaaaaaaaaaaaaaaaaaa RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ' CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ' 1 4.92 6.79 5.787 2 4.95 7.23 5.575 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.92 TC(MIN.) = 6.79 TOTAL AREA(ACRES) = 1.01 LONGEST FLOWPATH FROM NODE 606.00 TO NODE 620.00 = 350.00 FEET. **************************************** a**** * * * *a ** * *aaaaaaaaaaaaaaaaaaaaaa FLOW PROCESS FROM NODE 620.00 TO NODE 630.00 IS CODE = 31 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » >>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 489.50 DOWNSTREAM(FEET) = 489.00 ' FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.92 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 ' PIPE- FLOW(CFS) = 4.92 PIPE TRAVEL TIME(MIN.) = 0.25 TC(MIN.) = 7.04 LONGEST FLOWPATH FROM NODE 606.00 TO NODE 630.00 = 425.00 FEET. aaaaaaa*** a********* aaaaaa aa* aaaaaaaaaaaaaaaaaaaaaa *aaaaaaaaaaaaaaaaaaaaaaaa -- FLOW - PROCESS FROM NODE 630.00 TO NODE 630.00 IS CODE = 10 -------------------------------------------------------------- »» >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< * a**** a*****aa** aaaaaaaaaaaaaaaaaaaaa****** a* a * * * * ** * * ** *a *aaaaaaaaaaaaaaaaa ' FLOW PROCESS FROM NODE 630.00 TO NODE 630.00 IS CODE = 13 ---------- ---- ------------ ------------ ------------------------------------ » » >CLEAR THE MAIN - STREAM MEMORY « «< ' aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa FLOW PROCESS FROM NODE 627.00 TO NODE 629.00 IS CODE = 21 ---------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 215.00 UPSTREAM ELEVATION(FEET) = 496.70 DOWNSTREAM ELEVATION FEET) = 494.70 ELEVATION DIFFERENCE FEET) = 2.00 TC = 0.359 *[( 215.00 * *3) /( 2.00)] * *.2 7.845 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.314 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8481 ' SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.25 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 2.25 aaa*******************aa a** aaaaaaaaaaaaaaaaaa ** * * *a * *a *aaaaaaaaaaaaaaaa *ilia FLOW PROCESS FROM NODE 629.00 TO NODE 629.00 IS CODE = 1 ------ ----------- ------- ---- ---------------- » - >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< ----------------- ---- TOTAL NUMBER OF STREAMS = 2 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.85 RAINFALL INTENSITY(INCH /HR) = 5.31 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.25 FLOW PROCESS FROM NODE 628.00 TO NODE 629.00 IS CODE = 21 Page 39 Ll ' 33226PGA.TXT -------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 340.00 UPSTREAM ELEVATION(FEET) = 496.90 DOWNSTREAM ELEVATION(FEET) = 494.70 ELEVATION DIFFERENCE(FEET) = 2.20 TC = 0.359 *[( 340.00 * *3) /( 2.20)] * *.2 = 10.133 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.569 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8412 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.19 ' TOTAL AREA(ACRES) = 0.57 TOTAL RUNOFF(CFS). = 2.19 ********************************************* * * * * * * * * * * * * * * * * * * * * ** ** * * * ** ** FLOW PROCESS FROM NODE 629.00 TO NODE 629.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED' FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN. = 10.13 RAINFALL INTENSITY(INCH /HR ) = 4.57 TOTAL STREAM AREA(ACRES) = 0.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.19 ' ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.25 7.85 5.314 0.50 2 2.19 10.13 4.569 0.57 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ' STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 3.95 7.85 5.314 2 4.13 10.13 4.569 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.95 TC(MIN.) = 7.85 TOTAL AREA(ACRES) = 1.07 LONGEST FLOWPATH FROM NODE 628.00 TO NODE 629.00 = 340.00 FEET. - -FLOW PROCESS FROM NODE 629.00 TO NODE 630.00 IS CODE = 31 --------------------------------------------------------------------- »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ' ELEVATION DATA: UPSTREAM(FEET) = 489.70 DOWNSTREAM(FEET) = 489.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES ' PIPE -FLOW VELOCITY(FEET /SEC.) = 7.88 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.95 PIPE TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 7.90 LONGEST FLOWPATH FROM NODE 628.00 TO NODE 630.00 = 365.00 FEET. ********************************************* ** * * ** * * *** * * * ** ** * * ** * ****** ** FLOW PROCESS FROM NODE 630.00 TO NODE 630.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE- MEMORY - BANK - # -2- WITH - THE - MAIN-STREAM - MEMORY ««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) ' 1 3.95 7.90 5.293 1.07 LONGEST FLOWPATH FROM NODE 628.00 TO NODE 630.00 = 365.00 FEET. Page 40 1 ' 33226PGA.TXT ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.92 7.04 5.663 1.01 ' LONGEST FLOWPATH FROM NODE • 606.00 TO NODE 630.00 = 425.00 FEET. ** * ** *** * *a * * ** ** ** ** * * * ** * * * ** ** WARNING*** * ** * * * * *** * * * * * * * * ** * * * * * * ** * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ' 1 8.44 7.04 5.663 2 8.55 7.90 5.293 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.44 TC(MIN.) = 7.04 TOTAL AREA(ACRES) = 2.08 FLOW PROCESS FROM NODE 630.00 TO NODE 630.00 IS CODE = 12 ---------------------------------------------------------------------------- »» >CLEAR MEMORY BANK # 2 ««< FLOW PROCESS FROM NODE 630.00 TO NODE 650.00 IS CODE = 31 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 489.00 DOWNSTREAM(FEET) = 488.50 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.62 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 8.44 PIPE TRAVEL TIME(MIN.) = 0.22 TC(MIN.) = 7.26 LONGEST FLOWPATH FROM NODE 606.00 TO NODE 650.00 = 500.00 FEET. ********************************************* * * * * * * * ** * * * * * * * * ** * * * * * * * ** * ** FLOW PROCESS FROM NODE 650.00 TO NODE 650.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.26 RAINFALL INTENSITY(INCH /HR) = 5.56 TOTAL STREAM AREA(ACRES) = 2.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.44 FLOW PROCESS FROM NODE 637.00 TO NODE 639.00 IS CODE = 21 ------------- ------- -------- -------- -------------- ------------------------ » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 245.00 UPSTREAM ELEVATION(FEET) = 496.00 DOWNSTREAM ELEVATION(FEET) = 494.90 ' ELEVATION DIFFERENCE(FEET) = 1.10 TC = 0.359 *[( 245:00 * *3) /( 1.10)] * *.2 = 9.562 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.728 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8429 SOIL CLASSIFICATION IS "B" ' SUBAREA RUNOFF(CFS) = 3.83 TOTAL AREA(ACRES) = 0.96 TOTAL RUNOFF(CFS) = 3.83 ********************************************* * * * * * * * * * * * * * * *** * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 639.00 TO NODE 650.00 IS CODE = 31 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) 489.90 DOWNSTREAM(FEET) 488.50 ' FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES Page 41 ' 33226PGA.TXT PIPE -FLOW VELOCITY(FEET /SEC.) = 6.45 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.83 PIPE TRAVEL TIME(MIN.) = 0.22 TC(MIN.) = 9.78 LONGEST FLOWPATH FROM NODE 637.00 TO NODE 650.00 = 330.00 FEET. FLOW PROCESS FROM NODE 650.00 TO NODE 650.00 IS CODE = 1 ---------------------------------------------------------------------------- ' »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE < << < < ------------------ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.78 ' RAINFALL INTENSITY(INCH /HR) = 4.67 TOTAL STREAM AREA(ACRES) = 0.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.83 - -FLOW- PROCESS - FROM - NODE - - -- 650_00 -TO- NODE - - -- 660_00 -IS- CODE- =-- 31---- - - - - -- ' »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 488.50 DOWNSTREAM(FEET) = 488.00 ' FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.51 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.83 ' PIPE TRAVEL TIME(MIN.) = 0.74 TC(MIN.) = 10.52 LONGEST FLOWPATH FROM NODE 637.00 TO NODE 660.00 = 485.00 FEET. FLOW PROCESS FROM NODE 660.00 TO NODE 660.00 IS CODE = 12 1 ---------------------------------------------------------------------------- » » >CLEAR MEMORY BANK # 3 « «< ----------------------- ** *MEMORY FUNCTION CAN NOT BE ACCESSED - PROCESS IGNORED. * ** FLOW PROCESS FROM NODE 660.00 TO NODE 660.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< ---------- ** *MEMORY FUNCTION CAN NOT BE ACCESSED - PROCESS IGNORED. * ** ********************************************* * * * * * ** ** ** * * * ** * * * * * * * * *** * * ** FLOW PROCESS FROM NODE 657.00 TO NODE 659.00 IS CODE = 21 ---------------------------------------------------------- ------------------ » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 200.00 UPSTREAM ELEVATION(FEET) = 495.50 DOWNSTREAM ELEVATION(FEET) = 493.30 ELEVATION DIFFERENCE(FEET) = 2.20 TC = 0.359 *[( 200.00 * *3) /( 2.20)] * *.2 = 7.370 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.513 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8497 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.92 TOTAL AREA(ACRES) = 0.41 TOTAL RUNOFF(CFS) = 1.92 FLOW PROCESS FROM NODE 659.00 TO NODE 659.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< -------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.37 RAINFALL INTENSITY(INCH /HR) = 5.51 TOTAL STREAM AREA(ACRES) = 0.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.92 FLOW PROCESS FROM NODE 653.00 TO NODE 659.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM Page 42 33226PGA.TXT DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 325.00 UPSTREAM ELEVATION(FEET) = 500.50 DOWNSTREAM ELEVATION(FEET) = 493.30 ELEVATION DIFFERENCE(FEET) = 7.20 TC = 0.359 *[( 325.00 * *3) /( 7.20)] * *.2 = 7.780 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.340 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8483 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.67 TOTAL AREA(ACRES) = 0.81 TOTAL RUNOFF(CFS) = 3.67 FLOW PROCESS FROM NODE 659.00 TO NODE 659.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.78 RAINFALL INTENSITY(INCH /HR) = 5.34 TOTAL STREAM AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.67 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.92 7.37 5.513 0.41 2 3.67 7.78 5.340 0.81 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * ** * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 5.40 7.37 5.513 2 5.53 7.78 5.340 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.53 TC(MIN.) = 7.78 TOTAL AREA(ACRES) = 1.22 LONGEST FLOWPATH FROM NODE 606.00 TO NODE 659.00 = 500.00 FEET. FLOW PROCESS FROM NODE 659.00 TO NODE 660.00 IS CODE = 31.. ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 488.30 DOWNSTREAM(FEET) = 488.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.33 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.53 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 7.85 LONGEST FLOWPATH FROM NODE 606.00 TO NODE 660.00 = 525.00 FEET. FLOW PROCESS FROM NODE 660.00 TO NODE 660.00 IS CODE = 11 ---------------------------------------------------------------------------- » »> CONFLUENCE MEMORY BANK # 3 WITH THE MAIN - STREAM MEMORY ««< ---------------------------------------------------------------------------- -------------------------------------------------------- ** *MEMORY BANK # 3 IS EMPTY AND CAN NOT BE CONFLUENCED WITH THE MAIN - STREAM MEMORY - PROCESS IGNORED. * ** FLOW PROCESS FROM NODE 660.00 TO NODE 660.00 IS CODE = 12 ---------------------------------------------------------------------------- » » >CLEAR MEMORY BANK # 3 « «< ---------------------------------------------------------------------------- -------------------------------------------------------- ** *MEMORY BANK # 3 IS EMPTY - PROCESS IGNORED. * ** Page 43 I,Ll ' 33226PGA.TXT FLOW PROCESS FROM NODE 660.00 TO NODE 660.00 IS CODE = 1 ----------------------------------------------=----------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.85 RAINFALL INTENSITY(INCH /HR) = 5.31 TOTAL STREAM AREA(ACRES) = 1.22 ' PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.53 FLOW PROCESS FROM NODE 666.00 TO NODE 658.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 420.00 UPSTREAM ELEVATION(FEET) = 496.00 DOWNSTREAM ELEVATION(FEET) = 493.30 ELEVATION DIFFERENCE(FEET) = 2.70 TC = 0.359 *[( 420.00 * *3) /( 2.70)] * *.2 = 11.041 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.344 ' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8388 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.32 TOTAL AREA(ACRES) = 0.91 TOTAL RUNOFF(CFS) = 3.32 ********************************************* * * * * * * * * * * * * * * ** * * *** * * * * * * * * ** - -FLOW PROCESS FROM NODE 658.00 TO NODE 660.00 IS CODE = 31 ---------------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 488.30 DOWNSTREAM(FEET) = 488.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.52 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.32 PIPE TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 11.12 LONGEST FLOWPATH FROM NODE 666.00 TO NODE 660.00 = 445.00 FEET. ********************************************* * * * * * ** * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 660.00 TO NODE 670.00 IS CODE = 31 ------------------------ -------------------------------------- - ------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< - - » »> USING - COMPUTER-ESTIMATED - PIPESIZE -( NON _PRESSURE- FLOW)< < < << -- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 488.00 DOWNSTREAM(FEET) = 487.70 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.69 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.32 PIPE TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 11.14 ' LONGEST FLOWPATH FROM NODE 666.00 TO NODE 670.00 = 455.00 FEET. ********************************************* * * * * * * * * * * * * * ** * * * * * * * * * ** * * * ** FLOW PROCESS FROM NODE 670.00 TO NODE 670.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.14 RAINFALL INTENSITY(INCH /HR) = 4.32 ' TOTAL STREAM AREA(ACRES) = 0.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.32 FLOW PROCESS FROM NODE 656.00 TO NODE 668.00 IS CODE = 21 ---------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM ' [ * ( O INITIAL SUBAREA FLOW-LENGTH(FEE T) ANGE)215.00 UPSTREAM ELEVATION(FEET) = 495.50 Page 44 ' 33226PGA.TXT DOWNSTREAM ELEVATION(FEET) = 494.00 ELEVATION DIFFERENCE(FEET) = 1.50 TC = 0.359 *[( 215.00 * *3) /( 1.50)] * *.2 = 8.310 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.137 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8466 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.17 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 1.17 ' FLOW PROCESS FROM NODE 668.00 TO NODE 670.00 IS CODE = 31 ------------ ---------- ------- ----- ----- ------------- ---------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 48.9.00 DOWNSTREAM(FEET) = 487.70 FLOW LENGTH(FEET) = 220.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.20 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.17 PIPE TRAVEL TIME(MIN.) = 1.15 TC(MIN.) = 9.46 LONGEST FLOWPATH FROM NODE 656.00 TO NODE 670.00 = 435.00 FEET. FLOW PROCESS FROM NODE 670.00 TO NODE 670.00 IS'CODE - = 1 -----------7---------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< ' TOTAL NUMBER OF STREAMS ---_ 2_______________ _______________________________ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.46 RAINFALL INTENSITY(INCH /HR) = 4.76 TOTAL STREAM AREA(ACRES) = 0.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.17 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.32 11.14 4.321 0.91 2 1.17 9.46 4.759 0.27 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ' CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE-TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ' 1 3.99 9.46 4.759 2 4.38 11.14 4.321 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.38 TC(MIN.) = 11.14 TOTAL AREA(ACRES) = 1.18 LONGEST FLOWPATH FROM NODE 606.00 TO NODE 670.00 = 525.00 FEET. FLOW PROCESS FROM NODE 670.00 TO NODE 680.00 IS CODE = 31 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««t ELEVATION DATA: UPSTREAM(FEET) = 487.70 DOWNSTREAM(FEET) = 487.00 ' FLOW LENGTH(FEET) = 205.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.69 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.38 ' PIPE TRAVEL TIME(MIN.) = 0.92 TC(MIN.) = 12.06 LONGEST FLOWPATH FROM NODE 606.00 TO NODE 680.00 = 730.00 FEET. ********************************************* ** * * * * * * * * * * * * * * * * * * * * * * *** * * ** FLOW PROCESS FROM NODE 680.00 TO NODE 680.00 IS CODE = 10 ------------------------------------=--------------------------------------- _ -» »> MAIN_ STREAM _ MEMORY - COPIED - ONTO - MEMORY _ BANK - #_2_ « « <----- ----- - -- - - -- Page 45 33226PGA.TXT ********************************************* * ** * * * * * * * * * * * ** * * * * * * * ** * * * * ** FLOW PROCESS FROM NODE 674.00 TO NODE 678.00 IS CODE = 21 ----------------------- ----------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 217.00 UPSTREAM ELEVATION(FEET) = 495.20 DOWNSTREAM ELEVATION FEET) = 492.50 ELEVATION DIFFERENCE FEET) = 2.70 TC = 0.359 *[( 217.00 * *3) /( 2.70)] * *.2 = 7.429 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.488 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8495 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.66 TOTAL AREA(ACRES) = 0.57 TOTAL RUNOFF(CFS) = 2.66 FLOW PROCESS FROM NODE 678.00 TO NODE 678.00 IS CODE = 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.43 RAINFALL INTENSITY(INCH /HR) = 5.49 TOTAL STREAM AREA(ACRES) = 0.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.66 ********************************************* ** ** * ** * * * * ** * * * ** * * *** * * *** * ** FLOW PROCESS FROM NODE 676.00 TO NODE 678.00 IS CODE = 21 --------- ------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM. DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 275.00 UPSTREAM ELEVATION(FEET) = 499.00 DOWNSTREAM ELEVATION(FEET) = 492.50 ELEVATION DIFFERENCE(FEET) = 6.50 TC = 0.359 *[( 275.00 * *3) /( 6.50)] * *.2 = 7.184 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.597 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8503 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.95 TOTAL AREA(ACRES) = 0.41 TOTAL RUNOFF(CFS) = 1.95 FLOW PROCESS FROM NODE 678.00 TO NODE 678.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.18 RAINFALL INTENSITY(INCH /HR) = 5.60 TOTAL STREAM AREA(ACRES = 0.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.95 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA ' NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.66 7.43 5.488 0.57 2 1.95 7.18 5.597 0.41 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ' 1 4.52 7.18 5.597 2 4.57 -7.43 5.488 Page 46 33226PGA.TXT COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.57 TC(MIN.) = 7.43 TOTAL AREA(ACRES) = 0.98 LONGEST FLOWPATH FROM NODE 676.00 TO NODE 678.00 = 275.00 FEET. ********************************************* * ** * * * * * * * * * * * * * * * *** * * * * * * * * ** FLOW PROCESS FROM NODE 678.00 TO NODE 680.00 IS CODE = 31 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 487-50 DOWNSTREAM(FEET) = 487.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.26 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.57 PIPE TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 7.49 LONGEST FLOWPATH FROM NODE 676.00 TO NODE 680.00 = 300.00 FEET. FLOW PROCESS FROM NODE 680.00 TO NODE 680.00 IS CODE = 11 ---------------------------------------------------------------------------- »»> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN - STREAM MEMORY « «< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.57 7.49 5.463 0.98 LONGEST FLOWPATH FROM NODE 676.00 TO NODE 680.00 = 300.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.38 12.06 4.123 1.18 LONGEST FLOWPATH FROM NODE 606.00 TO NODE 680.00 = 730.00 FEET. ** * ** * * * * * * * * ** * ***** * * * * * * *** * ** *** * * * * * ** * * * * * ** * * * * * ** * * * * ** * * ** ' WARNING IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * *** * ** * * * * * * * * * * * * * * * * * * * * * * ** ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 7.29 7.49 5.463 2 7.83 12.06 4.123 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.29 TC(MIN.) = 7.49 TOTAL AREA(ACRES) = 2.16 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 680.00 TO NODE 680.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 2 « «< ********************************************* * ** * * * ** * * * * * * * * * *** * * * * * * * * *** FLOW PROCESS FROM NODE 680.00 TO NODE 680.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.49 RAINFALL INTENSITY(INCH /HR) = 5.46 TOTAL STREAM AREA(ACRES) = 2.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.29 ********************************************* * * * ** * * * ** * ** * * * *** * * * * * * * * * * ** FLOW PROCESS FROM NODE 677.00 TO NODE 679.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< --------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 325.00 UPSTREAM ELEVATION(FEET) = 494.00 Page 47 ' 33226PGA.TXT DOWNSTREAM ELEVATION(FEET) = 492.50 ELEVATION DIFFERENCE(FEET) = 1.50 TC = 0.359 *[( 325.00 * *3) /( 1.50)] * *.2 = 10.648 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.438 ' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8398 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.20 TOTAL AREA(ACRES) = 0.59 TOTAL RUNOFF(CFS) = 2.20 ' FLOW PROCESS FROM NODE 679.00 TO NODE 680.00 IS CODE = 31 ------- --- ------ ----- ----- ------------- ---------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ' ELEVATION DATA UPSTREAM(FEET) = 487.50 DOWNSTREAM(FEET) = 487.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.91 ' ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.20 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 10.72 LONGEST FLOWPATH FROM NODE 677.00 TO NODE 680.00 = 350.00 FEET. - -FLOW PROCESS FROM NODE 680.00 TO NODE 680.00 IS CODE = 1 ---------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.72 RAINFALL INTENSITY(INCH /HR) = 4.42 ' TOTAL STREAM AREA(ACRES) = 0.59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.20 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA ' NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 7.29 7.49 5.463 2.16. 2 2.20 10.72 4.420 0.59 ' IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 8.83 7.49 5.463 2 8.10 10.72 4.420 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.83 TC(MIN.) = 7.49 TOTAL AREA(ACRES) = 2.75 LONGEST FLOWPATH FROM NODE 606.00 TO NODE 680.00 = 730.00 FEET. ********************************************* * * * * * * * * * * * * * ** ** ** * ** * * * * * * * ** -- - FLOW PROCESS FROM NODE 680.00 TO NODE 690.00 IS CODE = 31 ---- ------- ----- ----- ---------- --- ----- ---------- --- ----- -- ---- ---------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA UPSTREAM(FEET) = 487.00 DOWNSTREA M (FEET) 486.00 ' FLOW LENGTH(FEET) = 175.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.33 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 8.83 ' PIPE TRAVEL TIME(MIN.) = 0.55 TC(MIN.) = 8.03 LONGEST FLOWPATH FROM NODE 606.00 TO NODE 690.00 = 905.00 FEET. FLOW PROCESS FROM NODE 690.00 TO NODE 690.00 IS CODE = 1 - --- -- - - - --- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< Page 48 33226PGA.TXT TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.03 RAINFALL INTENSITY(INCH /HR) = 5.24 TOTAL STREAM AREA(ACRES) = 2.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.83 FLOW PROCESS FROM NODE 687.00 TO NODE 689.00 IS CODE = 21 ---------------------------------------------------- =----------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 275.00 UPSTREAM ELEVATION(FEET) = 497.00 DOWNSTREAM ELEVATION(FEET) 491.60 ELEVATION DIFFERENCE(FEET) = 5.40 TC = 0.359 *[( 275.00 * *3) /( 5.40)] * *.2 = 7.455 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.476 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8494 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.12 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 1.12 ********************************************* ** ** * * * ** * * ** * ** * * ** * ** * * * * * * ** FLOW PROCESS FROM NODE 689.00 TO NODE 690.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 486.60 DOWNSTREAM(FEET) = 486.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.17 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.12 PIPE TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 7.54 LONGEST FLOWPATH FROM NODE 687.00 TO NODE 690.00 = 300.00 FEET. ********************************************* * * * * ** * * * ** * * ** * * * * * ** * * * * * * * ** FLOW PROCESS FROM NODE 690.00 TO NODE 690.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.54 RAINFALL INTENSITY(INCH /HR) = 5.44 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.12 ' ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 8.83 8.03 5.240 2.75 2 1.12 7.54 5.442 0.24 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY•RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 9.40 7.54 5.442 2 9.90 8.03 5.240 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.90 TC(MIN.) = 8.03 TOTAL AREA(ACRES) = 2.99 LONGEST FLOWPATH FROM NODE 606.00 TO NODE 690.00 = 905.00 FEET. - -FLOW PROCESS FROM NODE 690.00 TO NODE 850.00 IS CODE = 31 ---------------------------------------------------------------------- Page 49 33226PGA.TXT »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 486.00 DOWNSTREAM(FEET) = 485.50 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.82 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.90 PIPE TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 8.08 LONGEST FLOWPATH FROM NODE 606.00 TO NODE 850.00 = 930.00 FEET. FLOW PROCESS FROM NODE 850.00 TO NODE 850.00 IS CODE = 12 ------------------------------------------------------------------- » »>CLEAR MEMORY BANK # 2 ««< ** *MEMORY BANK # 2 IS EMPTY - PROCESS IGNORED. * ** ********************************************* * * * * ** * * * * * * * * ** * * * * ** * * * * ** * ** FLOW PROCESS FROM NODE 850.00 TO NODE 850.00 IS CODE = 10 --------------------------------------------------------------- » » >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 « «< FLOW PROCESS FROM NODE 817.00 TO NODE 819.00 IS CODE = 21 --------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< -- ---------- - - - - -- --------------------------------------------- ---------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 502.50 DOWNSTREAM ELEVATION(FEET) = 498.70 ELEVATION DIFFERENCE(FEET) = 3.80 TC = 0.359 *[( 300.00 * *3) /( 3.80)] * *.2 = 8.427 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.094 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8463 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.90 TOTAL AREA(ACRES) = 0.44 TOTAL RUNOFF(CFS) = 1.90 ********************************************* * * * * ** * * * * * ** ** * ** * * * * *** * * * * ** - -FLOW PROCESS FROM NODE 819.00 TO NODE 820.00 IS CODE = 31 ----------------------------------------------- ----------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 493.70 DOWNSTREAM (FEET) = 493.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.39 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.90 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 8.49 LONGEST FLOWPATH FROM NODE 817.00 TO NODE 820.00 = 325.00 FEET. ********************************************* * * ** * * * * * * * * * * * * ** * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 820.00 TO NODE 820.00 IS CODE = 1 ------------------------------------------------------------ » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< - - - - -- ----------------------------------------- ----------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.49 RAINFALL INTENSITY(INCH /HR) = 5.07 TOTAL STREAM AREA(ACRES) = 0..44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.90 ********************************************* ** * * ** * ** * ** * * * * * * * ** * *** * * * * ** - -FLOW PROCESS FROM NODE 816.00 TO NODE 818.00 IS CODE = 21 ------------------------------------------ ----------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ----------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 285.00 UPSTREAM ELEVATION(FEET) = 502.50 DOWNSTREAM ELEVATION(FEET) = 498.70 ELEVATION DIFFERENCE(FEET) = 3.80 Page 50 33226PGA.TXT TC = 0.359 *[( 285.00 * *3) /( 3.80)] * *.2 = 8.171 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.188 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8471 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.71 TOTAL AREA(ACRES) = 0.39 TOTAL RUNOFF(CFS) = 1.71 FLOW PROCESS FROM NODE 818.00 TO NODE 820.00 IS CODE = 31 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 493.70 DOWNSTREAM(FEET) = 493.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.20 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.71 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 8.24 LONGEST FLOWPATH FROM NODE 816.00 TO NODE 820.00 = 310.00 FEET. ********************************************* * * * ** * * ** * * * * ** * * * * *** * * * ** * * ** FLOW PROCESS FROM NODE 820.00 TO NODE 820.00 IS CODE = 1 ------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 ----------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.24 RAINFALL INTENSITY(INCH /HR) = 5.16 TOTAL STREAM AREA(ACRES) = 0.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.71 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.90 8.49 5.071 0.44 2. 1.71 8.24 5.163 0.39 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * ** * * * * * ** * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 3.55 8.24 5.163 2 3.58 8.49 5.071 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.58 TC(MIN.) = 8.49 TOTAL AREA(ACRES) = 0.83 LONGEST FLOWPATH FROM NODE 817.00 TO NODE 820.00 =. 325.00 FEET. ********************************************* * * ** * * * ** * * * * * * * * * ** * * * * * * * * * ** FLOW PROCESS FROM NODE 820.00 TO NODE 825.00 IS CODE = 31 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 493.00 DOWNSTREAM(FEET) = 489.20 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.39 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.58 PIPE TRAVEL TIME(MIN.) = 0.34 TC(MIN.) = 8.83 LONGEST FLOWPATH FROM NODE 817.00 TO NODE 825.00 = 475.00 FEET. FLOW PROCESS FROM NODE 825.00 TO NODE 825.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 3 Page 51 33226PGA.TXT CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.83 RAINFALL INTENSITY(INCH /HR) = 4.96 TOTAL STREAM AREA(ACRES) = 0.83 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.58 FLOW PROCESS FROM NODE 821.00 TO NODE 823.00 IS CODE = 21 -------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ----------------------------------------- __ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 460.00 UPSTREAM ELEVATION(FEET) = 502.50 DOWNSTREAM ELEVATION(FEET) = 495.00 ELEVATION DIFFERENCE(FEET) = 7.50 TC = 0.359 *(( 460.00 * *3) /( '7.50)] * *.2 9.506 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.745 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8430 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.84 TOTAL AREA(ACRES) = 0.71 TOTAL RUNOFF(CFS) = 2.84 FLOW PROCESS FROM NODE 823.00 TO NODE 825.00 IS CODE = 31 ------------------------------ ---------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 491.00 DOWNSTREAM(FEET) = 489.20 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.03 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.84 PIPE TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 9.55 LONGEST FLOWPATH FROM NODE 821.00 TO NODE 825.00 = 485.00 FEET. FLOW PROCESS FROM NODE 825.00 TO NODE 825.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR.INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.55 RAINFALL INTENSITY(INCH HR)'= 4.73 TOTAL STREAM AREA(ACR% = 0.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.84 FLOW PROCESS FROM NODE 822.00 TO NODE 824.00 IS CODE = 21 --------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 475.00 UPSTREAM ELEVATION(FEET) = 502.50 DOWNSTREAM ELEVATION(FEET) = 489.60 ELEVATION DIFFERENCE(FEET) = 12.90 TC = 0.359 *(( 475.00 * *3) /( 12.90)] * *.2 = 8.694 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.001 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8454 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 4.69 TOTAL AREA(ACRES) = 1.11 TOTAL RUNOFF(CFS) = 4.69 -- FLOW - PROCESS FROM NODE 824.00 TO NODE 825.00 IS CODE = 31 ---------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 489.60 DOWNSTREAM(FEET) = 489.20 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.33 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.69 Page 52 33226PGA.TXT PIPE TRAVEL TIME(MIN.) = 0.78 TC(MIN.) = 9.47 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 825.00 = 630.00 FEET. FLOW PROCESS FROM NODE 825.00 TO NODE 825.00 IS CODE = 1 » »>DESIGNATE.INDEPENDENT STREAM FOR CONFLUENCE ««< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.47 RAINFALL INTENSITY(INCH /HR) = 4.76 TOTAL STREAM AREA(ACRES) = 1.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.69 ' ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.58 8.83 4.956 0.83 ' 2 2.84 9.55 4.733 0.71 3 4.69 9.47 4.756 1.11 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ' CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ' 1 10.58 8.83 4.956 2 10.95 9.47 4.756 3 10.93 9.55 4.733 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.95 TC(MIN.) = 9.47 TOTAL AREA(ACRES) = 2.65 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 825.00 = 630.00 FEET. FLOW PROCESS FROM NODE 825.00 TO NODE 830.00 IS- CODE - =-- 31---- _ - - - -_ » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 489.20 DOWNSTREAM(FEET) = 488.50 ' FLOW LENGTH(FEET) = . 115.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.68 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 ' PIPE- FLOW(CFS) = 10.95 PIPE TRAVEL TIME(MIN.) = 0.34 TC(MIN.) = 9.81 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 830.00 = 745.00 FEET. FLOW PROCESS FROM NODE 830.00 TO NODE 830.00 IS CODE = 1 -------------------------------------------------= -------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< --------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ' TIME OF CONCENTRATION(MIN.) = 9.81 RAINFALL INTENSITY(INCH /HR) = 4.66 TOTAL STREAM AREA(ACRES) = 2.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.95 -- FLOW - PROCESS FROM NODE 828.00 TO NODE 829.00 IS CODE = 21 ------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< --------------------- ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 495.50 DOWNSTREAM ELEVATION(FEET) = 494.60 ELEVATION DIFFERENCE(FEET) = 0.90 TC = 0.359 *[( 100.00 * *3) /( 0.90)] * *.2 = 5.814 Page 53 33226PGA.TXT 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.341 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8553 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.76 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.76 ********************************************* * * *** ** * * *** * * * * * * * * ** ** * * * * * ** FLOW PROCESS FROM NODE 829.00 TO NODE 830.00 IS CODE = 31 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 489.60 DOWNSTREAM(FEET) = 488.50 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.12 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.76 PIPE TRAVEL TIME(MIN.) = 0.75 TC(MIN.) = 6.56 LONGEST FLOWPATH FROM NODE 828.00 TO NODE 830.00 = 240.00 FEET. ********************************************* ** ** * * * * ** * * * * *** * * ** * * * * * * * * ** FLOW PROCESS FROM NODE 830.00 TO NODE 830.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.56 RAINFALL INTENSITY(INCH /HR) = 5.90 TOTAL STREAM AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.76 ' ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 10.95 9.81 4.658 2.65 2 0.76 6.56 5.905 0.14 ** * * ** * * * * * * * * * * ** * * * * * ** * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 8.08 6.56 5.905 2 11.55 9.81 4.658 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.55 TC(MIN.) = 9.81 TOTAL AREA(ACRES) = 2.79 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 830.00 = 745.00 FEET. -FLOW PROCESS FROM NODE 830.00 TO NODE 840.00 IS CODE = 31 ----------------------------------------------------------------------- »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< ' - » »>U5ING- COMPUTER-ESTIMATED - PIPESIZE -(NON _PRESSURE - FLOW) < < < << -- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 488.50 DOWNSTREAM(FEET) = 486.00 FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.93 ' ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 11.55 PIPE TRAVEL TIME(MIN.) = 0.63 TC(MIN.) = 10.43 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 840.00 = 1005.00 FEET. - -FLOW PROCESS FROM NODE 840.00 TO NODE 840.00 IS CODE = 10 ---------------------------------------------------------------------- »»>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< FLOW PROCESS FROM NODE 836.00 TO NODE 838.00 IS CODE = 21 Page 54 1 33226PGA.TXT ---------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 456.00 UPSTREAM ELEVATION(FEET) = 501.50 DOWNSTREAM ELEVATION(FEET) = 491.60 ELEVATION DIFFERENCE(FEET) = 9.90 TC = 0.359 *[( 456.00 * *3) /( 9.90)] * *.2 = 8.945 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.918 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8447 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.87 TOTAL AREA(ACRES) = 0.45 TOTAL RUNOFF(CFS) = 1.87 ********************************************* * * ** * * * * * * * * * * * ****** ** * * ** * * ** FLOW PROCESS FROM NODE 838.00 TO NODE 838.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.95 RAINFALL INTENSITY(INCH /HR) = 4.92 TOTAL STREAM AREA(ACRES) = 0.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.87 FLOW PROCESS FROM NODE 834.00 TO NODE 835.00 IS CODE = 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 230.00 UPSTREAM ELEVATION(FEET) = .494.50 DOWNSTREAM ELEVATION(FEET) = 492.00 ELEVATION DIFFERENCE(FEET) = 2.50 TC = 0.359 *[( 230.00 * *3) /( 2.50)] * *.2 = 7.812 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.327 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8482 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.99 TOTAL AREA(ACRES) = 0.44 TOTAL RUNOFF(CFS) = 1.99 FLOW PROCESS FROM NODE 835.00 TO NODE 838.00 IS CODE = 31 ---------------------------------------------------------------------------- »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 487.00 DOWNSTREAM(FEET) = 486.60 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.30 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.99 PIPE TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 7.89 LONGEST FLOWPATH FROM NODE 834.00 TO NODE 838.00 = 255.00 FEET. FLOW PROCESS FROM NODE 838.00 TO NODE 838.00 IS CODE = 1 --------=------------------------------------------ ---- ---- ------ -- -- -- - -- - -' »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< ------------------------------------------------------------------------- -------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.89 RAINFALL INTENSITY(INCH /HR) = 5.30 TOTAL STREAM AREA(ACRES) = 0.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.99 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.87 8.95 4.918 0.45 2 1.99 7.89 5.296 0.44 Page 55 33226PGA.TXT IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE.MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 3.64 7.89 5.296 2 3.72 8.95 4.918 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.64 TC(MIN.) = 7.89 TOTAL AREA(ACRES) = 0.89 LONGEST FLOWPATH FROM NODE 836.00 TO NODE 838.00 = 456.00 FEET. ********************************************* * * * * ** * * * * * * * * * * * * * * * * * * ** * * *** FLOW PROCESS FROM NODE 838.00 TO NODE 840.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA UPSTREAM(FEET) = 486.60 DOWNSTREAM(FEET) = 486.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN- 18.0 INCH PIPE IS 5.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.28 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.64 PIPE TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 7.95 LONGEST FLOWPATH FROM NODE 836.00 TO NODE 840.00 = 481.00 FEET. ********************************************* * ** * * * * * * * * * * * * * * *** * * * * * ** * * ** FLOW PROCESS FROM NODE 840.00 TO NODE 840.00 IS CODE = 11 »»> CONFLUENCE MEMORY BANK # 3 WITH THE MAIN - STREAM MEMORY « «< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.64 7.95 5.273 0.89 LONGEST FLOWPATH FROM NODE 836.00 TO NODE - 840.00 = 481.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 11.55 10.43 4.491 2.79 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 840.00 = 1005.00 FEET. IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 12.43 7.95 5.273 2 14.64 10.43 4.491 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.64 TC(MIN.) = 10.43 TOTAL AREA(ACRES) = 3.68 FLOW PROCESS FROM NODE 840.00 TO NODE 840.00 IS CODE 12 --------------------------------- ---- ----- ------ -- - - ---- -- ---- -- --- --- » »>CLEAR MEMORY BANK # 3 « «< FLOW PROCESS FROM NODE 840.00 TO NODE 840.00 IS CODE = 1 ----------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< - TOTAL NUMBER OF STREAMS = 2 j CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.43 RAINFALL INTENSITY(INCH /HR) = 4.49 Page 56 I 1 ' 33226PGA.TXT TOTAL STREAM AREA(ACRES) = 3.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.64 ' FLOW PROCESS FROM NODE 837.00 TO NODE 839.00 IS CODE = 21 ------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 500.00 UPSTREAM ELEVATION(FEET) = 501.50 DOWNSTREAM ELEVATION(FEET) = 491.60 ELEVATION DIFFERENCE(FEET) = 9.90 TC = 0.359 *[( 500.00 * *3) /( 9.90)] * *.2 = 9.453 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.760 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8432 SOIL CLASSIFICATION IS "B" t SUBAREA RUNOFF(CFS) = 2.65 TOTAL AREA(ACRES) = 0.66 TOTAL RUNOFF(CFS) = 2.65 FLOW PROCESS FROM NODE 839.00 TO NODE 840.00 IS CODE = 31 ---------------------------------------------------------------------------- »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 486.60 DOWNSTREAM(FEET) = 486.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.65 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.65 ' PIPE TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 9.52 LONGEST FLOWPATH FROM NODE 837.00 TO NODE 840.00 = 525.00 FEET. FLOW PROCESS FROM NODE 840.00°TO NODE 840.00 IS CODE = 1 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.52 RAINFALL INTENSITY(INCH /HR) = 4.74 TOTAL STREAM AREA(ACRES) = 0.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.65 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 14.64 10.43 4.491 3.68 2 2.65 9.52 4.742 0.66 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 16.01 9.52 4.742 2 17.15 10.43 4.491 �. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.15 TC(MIN.) = 10.43 TOTAL AREA(ACRES) = 4.34 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 840.00 = 1005.00 FEET. FLOW PROCESS FROM NODE 840.00 TO NODE 850.00 IS CODE = 31 -------------------------------------------------------------- - ------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< ' -» »> USING- COMPUTER-ESTIMATED - PIPESIZE -(NON- PRESSURE- FLOW)< < < << -- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 486.00 DOWNSTREAM(FEET) = 485.50 Page 57 33226PGA.TXT FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.71 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 17.15 ' PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 10.50 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 850.00 = 1040.00 FEET. ********************************************* * * * * * * * * * * * * * * *** * * * * * * * * * * * *** ' FLOW PROCESS FROM NODE 850.00 TO NODE 850.00 IS CODE = 11 ------------------------------------------------------ » »> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY « «< ---------------- --------------------------------------------------- -------- -- - - ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 17.15 10.50 4.475 4.34 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 850.00 = 1040.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) '(ACRE) 1 9.90 8.08 5.222 2.99 LONGEST FLOWPATH FROM NODE 606.00 TO NODE 850.00 = 930.00 FEET. ** * *** * * *** * * * * ** * * * *** * * * * * * **** WARNING*** * * * * * ** * * * * * * ** * ** * * ** * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 23.10 8.08 5.222 2 25.64 10.50 4.475 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.64 TC(MIN.) = 10.50 TOTAL AREA(ACRES) = 7.33 FLOW PROCESS FROM NODE 850.00 TO NODE 850.00 IS CODE = 12 ---------------------------------------------------------------------------- » » >CLEAR MEMORY BANK # 2 ««< FLOW PROCESS FROM NODE 850.00 TO NODE 860.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 485.50 DOWNSTREAM(FEET) 485.00 FLOW LENGTH(FEET) = 178.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.23 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 25.64 PIPE TRAVEL TIME(MIN.) = 0.57 TC(MIN.) = 11.07 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 860.00 = 1218.00 FEET. ********************************************* * * * * * * * * * * * * * * ** * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 860.00 TO NODE 860.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.07 RAINFALL INTENSITY(INCH /HR) = 4.34 TOTAL STREAM AREA(ACRES) = 7.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.64 ********************************************* ** * ** * * * ** * * * * * * * * * * ** * * * ** * * ** ' FLOW PROCESS FROM NODE 856.00 TO NODE 858.00 IS CODE = 21 ----------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 115.00 Page 58 33226PGA.TXT UPSTREAM ELEVATION(FEET) = 492.70 DOWNSTREAM ELEVATION(FEET) = 492.00 ELEVATION DIFFERENCE(FEET) = 0.70 TC = 0.359 *[( 115.00 * *3) /( 0.70)] * *.2 = 6.649 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.859 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8522 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.90 TOTAL AREA(ACRES) = 0.38 TOTAL RUNOFF(CFS) = 1.90 FLOW PROCESS FROM NODE 858.00 TO NODE 860.00 IS CODE = 31 ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 487.00 DOWNSTREAM(FEET) = 485.00 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.31 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.90 PIPE TRAVEL TIME(MIN.) = 0.38 TC(MIN.) = 7.03 LONGEST FLOWPATH FROM NODE 856.00 TO NODE 860.00 = 235.00 FEET. ********************************************* * * * ** * * * * * * * * * * * * * ** * * * ** * * * * ** FLOW PROCESS FROM NODE 860.00 TO NODE. 860.00 IS CODE = 1 ------------------------------------------------=--------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.03 RAINFALL INTENSITY(INCH /HR) = 5.67 TOTAL STREAM AREA(ACRES) = 0.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.90 FLOW PROCESS FROM NODE 857.00 TO NODE 859.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 163.00 UPSTREAM ELEVATION(FEET) = 493.00 DOWNSTREAM ELEVATION(FEET) = 492.00 ELEVATION DIFFERENCE(FEET) = 1.00 TC = 0.359 *[( 163.00 * *3) /( 1.00)] * *.2 = 7.632 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.401 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8488 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.34 TOTAL AREA(ACRES) = 0.51 TOTAL RUNOFF(CFS) = 2.34 FLOW PROCESS FROM NODE 859.00 TO NODE 860.00 IS CODE = 31 ---------------------------------------------------------------------------- »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 487.00 DOWNSTREAM(FEET) = 485.00 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.64 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.34 PIPE TRAVEL TIME(MIN.) = 0.35 TC(MIN.) = 7.99 LONGEST FLOWPATH FROM NODE 857.00 TO NODE 860.00 = 283.00 FEET. FLOW PROCESS FROM NODE 860.00 TO NODE 860.00 IS CODE = 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.99 RAINFALL INTENSITY(INCH /HR) = 5.26 TOTAL STREAM AREA(ACRES) = 0.51 Page 59 33226PGA.TXT PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.34 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 25.64 11.07 4.338 7.33 2 1.90 7.03 5.671 0.38 3 2.34 7.99 5.258 0.51 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME-OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 20.23 7:03 5.671 2 22.60 7.99 5.258 3 29.02 11.07 4.338 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) _ .29.02 - TC(MIN.) = 11.07 TOTAL AREA(ACRES) = 8.22 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 860.00 = 1218.00 FEET. -_FLOW PROCESS FROM NODE 860.00 TO NODE 870.00 IS CODE = 31 ------------------------------------------------------------------------ » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< 1 ELEVATION DATA: UPSTREAM(FEET) = 485.00 DOWNSTREAM(FEET) = 484.50 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.47 ' ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 29.02 PIPE TRAVEL TIME(MIN.) = 1.12 TC(MIN.) = 12.18 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 870.00 = 1518.00 FEET. - -FLOW PROCESS FROM NODE 870.00 TO NODE 870.00 IS CODE = 1 -------------- 7 ----------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 3 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: . TIME OF CONCENTRATION(MIN.) = 12.18 RAINFALL INTENSITY(INCH /HR) = 4.10 TOTAL STREAM AREA(ACRES) = 8.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.02 FLOW PROCESS FROM NODE 866.00 TO NODE 868.00 IS CODE = 21 ------ -------- ----- ----- ---------- ---- ---- ---------- ---- ---- ---------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 491.40 DOWNSTREAM ELEVATION(FEET) = 490.40 ELEVATION OIFFERENCE(FEET) = 1.00 TC = 0.359 *[( 100.00 * *3) /( 1.00)] * *.2 = 5.693 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.421 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8558 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.92 TOTAL AREA(ACRES) = 0.35 TOTAL RUNOFF(CFS) = 1.92 - -FLOW PROCESS FROM NODE 868.00 TO NODE 870.00 IS CODE = 31 ---------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ' ELEVATION DATA: UPSTREAM(FEET) = 485.40 DOWNSTREAM(FEET) = 484.50 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 Page 60 ' 33226PGA.TXT ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.01 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.92 PIPE TRAVEL TIME(MIN.) = 0.50 TC(MIN.) = 6.19 LONGEST FLOWPATH FROM NODE 866.00 TO NODE 870.00 = 220.00 FEET. ' - -FLOW PROCESS. FROM NODE 870.00 TO NODE 870.00 IS CODE = 1 --------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.19 RAINFALL INTENSITY(INCH /HR) = 6.11 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.92 FLOW PROCESS FROM NODE 867.00 TO NODE 869.00 IS CODE = 21 ------ -- ---- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 183.00 UPSTREAM ELEVATION(FEET) = 491.10 ' DOWNSTREAM ELEVATION(FEET) = 490.70 ELEVATION DIFFERENCE(FEET) = 0.40 TC = 0.359 *[( 183.00 * *3) /( 0.40)] * *.2 = 9.826 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.653 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT ' SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.23 TOTAL AREA(ACRES) = 0.57 TOTAL RUNOFF(CFS) = 2.23 FLOW PROCESS FROM NODE 869.00 TO NODE 870.00 IS CODE = 31 ------------ ---------- ------- ----- ----- ------------- ---------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 485.70 DOWNSTREAM(FEET) = 484.50 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.64 ' ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.23 PIPE TRAVEL TIME(MIN.) = 0.43 TC(MIN.) = 10.26 LONGEST FLOWPATH FROM NODE 867.00 TO NODE 870.00 = 303.00 FEET. - -FLOW PROCESS FROM NODE 870.00 TO NODE 870.00 .IS CODE = 1 --------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 10.26 RAINFALL INTENSITY(INCH HR) = 4.54 TOTAL STREAM AREA(ACR% = 0.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.23 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 29.02 12.18 4.098 8.22 2 1.92 6.19 6.110 0.35 3 2.23 10.26 4.536 0.57 ** * * * * * * * * ** * * * * * * *** * * * * * * * * * * ** *** * ** * * ** * * * * * * * * * * * * * * * * * * * * * * ** WARNING IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * ** * * ** * * * * * * * * * * * * * * * * * *** ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. Page 61 1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.32 TC(MIN.) = 12.18 TOTAL AREA(ACRES) = 9.14 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 870.00 = 1518.00 FEET. FLOW PROCESS FROM NODE 870.00 TO NODE 880.00 IS CODE = 31 ---------------------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 484.50 DOWNSTREAM(FEET) = 482.50 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.58 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 32.32 PIPE TRAVEL TIME(MIN.) = 1.14 TC(MIN.) = 13.32 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 880.00 = 1968.00 FEET. ********************************************* * * * * * * ** * **** * *** * * * * * ** * * * * * ** FLOW PROCESS FROM NODE 880.00 TO NODE 880.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.32 RAINFALL INTENSITY(INCH /HR) = 3.89 TOTAL STREAM AREA(ACRES) = 9.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.32 FLOW PROCESS FROM NODE 876.00 TO NODE 878.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 230.00 UPSTREAM ELEVATION(FEET) = 489.90 DOWNSTREAM ELEVATION(FEET) = 488.00 ELEVATION DIFFERENCE(FEET) = 1.90 TC = 0.359 *[( 230.00 * *3) /( 1.90)] * *.2 = 8.253 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.157 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8468 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.97 TOTAL AREA(ACRES) = 0.68 TOTAL RUNOFF(CFS) = 2.97 FLOW PROCESS FROM NODE 878.00 TO NODE 880.00 IS CODE = 31 ---------------------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 483.00 DOWNSTREAM(FEET) = 482.50 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.64 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.97 PIPE TRAVEL TIME(MIN.) = 0.55 TC(MIN.) = 8.80 LONGEST FLOWPATH FROM NODE 876.00 TO NODE 880.00 = 350.00 FEET. -- FLOW - PROCESS - FROM - NODE - - -- 880.00 TO NODE 880.00 IS CODE = 1 ---------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ' TIME OF CONCENTRATION(MIN.) = 8.80 RAINFALL INTENSITY(INCH /HR) = 4.96 TOTAL STREAM AREA(ACRES) = 0.68 Page 62 33226PGA.TXT ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 18.01 6.19 6.110 2 28.09 10.26 4.536 3 32.32 12.18 4.098 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.32 TC(MIN.) = 12.18 TOTAL AREA(ACRES) = 9.14 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 870.00 = 1518.00 FEET. FLOW PROCESS FROM NODE 870.00 TO NODE 880.00 IS CODE = 31 ---------------------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 484.50 DOWNSTREAM(FEET) = 482.50 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.58 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 32.32 PIPE TRAVEL TIME(MIN.) = 1.14 TC(MIN.) = 13.32 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 880.00 = 1968.00 FEET. ********************************************* * * * * * * ** * **** * *** * * * * * ** * * * * * ** FLOW PROCESS FROM NODE 880.00 TO NODE 880.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.32 RAINFALL INTENSITY(INCH /HR) = 3.89 TOTAL STREAM AREA(ACRES) = 9.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.32 FLOW PROCESS FROM NODE 876.00 TO NODE 878.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 230.00 UPSTREAM ELEVATION(FEET) = 489.90 DOWNSTREAM ELEVATION(FEET) = 488.00 ELEVATION DIFFERENCE(FEET) = 1.90 TC = 0.359 *[( 230.00 * *3) /( 1.90)] * *.2 = 8.253 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.157 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8468 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.97 TOTAL AREA(ACRES) = 0.68 TOTAL RUNOFF(CFS) = 2.97 FLOW PROCESS FROM NODE 878.00 TO NODE 880.00 IS CODE = 31 ---------------------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 483.00 DOWNSTREAM(FEET) = 482.50 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.64 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.97 PIPE TRAVEL TIME(MIN.) = 0.55 TC(MIN.) = 8.80 LONGEST FLOWPATH FROM NODE 876.00 TO NODE 880.00 = 350.00 FEET. -- FLOW - PROCESS - FROM - NODE - - -- 880.00 TO NODE 880.00 IS CODE = 1 ---------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ' TIME OF CONCENTRATION(MIN.) = 8.80 RAINFALL INTENSITY(INCH /HR) = 4.96 TOTAL STREAM AREA(ACRES) = 0.68 Page 62 33226PGA.TXT PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.97 FLOW PROCESS FROM NODE 877.00 TO NODE 879.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 330.00 UPSTREAM ELEVATION(FEET) = 490.00 DOWNSTREAM ELEVATION(FEET) = 488.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.359 *[( 330.00 * *3) /( 2.00)] * *.2 = 10.145 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.566 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8412 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.23 TOTAL AREA(ACRES) = 0.84 TOTAL RUNOFF(CFS) = 3.23 FLOW PROCESS FROM NODE 879.00 TO NODE 880.00 IS CODE = 31 ----------------------------------------=----------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 483.00 DOWNSTREAM(FEET) = 482.50 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 ESTIMATED PIPE,DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC. ) = 3.72 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.23 PIPE TRAVEL TIME(MIN.) = 0.54 TC(MIN.) = 10.68 LONGEST FLOWPATH FROM NODE 877.00 TO NODE 880.00 = 450.00 FEET.. ********************************************* * ** * * ** * ** * * * ** * * ** ** * * *** * * * ** FLOW PROCESS FROM NODE 880.00 TO NODE 880.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 10.68 RAINFALL INTENSITY(INCH /HR) = 4.43 TOTAL STREAM AREA(ACRES)) = 0.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.23 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 32.32 13.32 3.888 9.14 2 2.97 8.80 4.965 0.68 3 3.23 10.68 4.429 0..84 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * ** * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 26.98 8.80 4.965 2 31.79 10.68 4.429 3 37.48 13.32 3.888 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 37.48 TC(MIN.) = 13.32 TOTAL AREA(ACRES) = 10.66 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 880.00 = 1968.00 FEET. ********************************************* * *** * * * * * * * ** * * * * * * * *** * * * * * * ** FLOW PROCESS FROM NODE 880.00 TO NODE 890.00 IS CODE = 31 ---------------------------------------------------------------------------- »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< Page 63 33226PGA.TXT ELEVATION DATA: UPSTREAM(FEET) = 482.50 DOWNSTREAM(FEET) = 480.50 FLOW LENGTH(FEET) = 225.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.75 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.48 PIPE TRAVEL TIME(MIN.) = 0.43 TC(MIN.) = 13.75 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 890.00 = 2193.00 FEET. FLOW PROCESS FROM NODE 890.00 TO NODE 890.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.75 RAINFALL INTENSITY(INCH HR) = 3.82 TOTAL STREAM AREA(ACRES = 10.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.48 ********************************************* * * * * * * ** * * * * ** ** * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 883.00 TO NODE 885.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< -------- -------------------- ----- - - - - -- -------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = '537.00 'UPSTREAM ELEVATION(FEET) = 492.20 DOWNSTREAM ELEVATION(FEET) = 490.00 ELEVATION DIFFERENCE(FEET) = 2.20 TC = 0.359 *[( 537.00 * *3) /( 2.20)] * *.2 = 13.330 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.887 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8331 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.62 TOTAL AREA(ACRES) = 0.81 TOTAL RUNOFF(CFS) = 2.62 FLOW PROCESS FROM NODE 885.00 TO NODE 887.00 IS CODE = 62 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » »>( STREET TABLE SECTION # 1 USED) ««< ' UPSTREAM ELEVATION(FEET) = 490.00 DOWNSTREAM ELEVATION(FEET) = 488.50 STREET LENGTH(FEET) = 325.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 16.50 ' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.050 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ' STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk FLOW Section 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.43 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ' STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 9.98 AVERAGE FLOW VELOCITY(FEET /SEC.) = ' 2.00 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.95 STREET FLOW TRAVEL TIME(MIN.) = 2.71 TC(MIN.) = 16.04 ' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.485 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8272 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.56 SUBAREA RUNOFF(CFS) = 1.61 TOTAL AREA(ACRES) = 1.37 PEAK FLOW RATE(CFS) = 4.24 ' END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 11.89 FLOW VELOCITY(FEET /SEC.) = 2.07 DEPTH *VELOCITY(FT *FT /SEC.) = 1.05 LONGEST FLOWPATH FROM NODE 883.00 TO NODE 887.00 = 862.00 FEET. FLOW PROCESS FROM NODE 887.00 TO NODE 889.00 IS CODE = 62 ---------------------------------------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< ' - - » » >( STREET - TABLE - SECTION - # - -1- USED) ««<-------------------------------- UPSTREAM ELEVATION(FEET) = 488.50 DOWNSTREAM ELEVATION(FEET) = 486.00 Page 64 t ' 33226PGA.TXT STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 16.50 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.050 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 . Manning'S FRICTION FACTOR for streetflow section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk F1oW Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ' STREET FLOW DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 15.80. AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.24 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.23 STREET FLOW TRAVEL TIME(MIN.) = 3.57 TC(MIN.) = 19.60 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.096 ' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8204 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.24 SUBAREA RUNOFF(CFS) = 3.15 TOTAL AREA(ACRES) = 2.61 PEAK FLOW RATE(CFS) = 7.39 ' END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 19.39 FLOW VELOCITY(FEET /SEC.) = 2.29 DEPTH *VELOCITY(FT *FT /SEC.) = 1.33 *NOTE: INITIAL SUBAREA'NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 480.0 FT WITH ELEVATION -DROP = 2.5 FT, IS 4.3 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 889.00 LONGEST FLOWPATH FROM NODE 883.00 TO NODE 889.00 = 1342.00 FEET. .FLOW PROCESS FROM NODE 889.00 TO NODE 890.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » >>> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 481.00 DOWNSTREAM(FEET) = 480.50 ' FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.23 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 ' PIPE- FLOW(CFS) = 7.39 PIPE TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 19.65 LONGEST FLOWPATH FROM NODE 883.00 TO NODE 890.00 = 1367.00 FEET. ' FLOW PROCESS FROM NODE 890.00 TO NODE 890.00 IS CODE = 1 ------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 3 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.65 RAINFALL INTENSITY(INCH /HR) = 3.09 TOTAL STREAM AREA(ACRES) = 2.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.39 - -FLOW PROCESS FROM NODE 884.00 TO NODE 886.00 IS CODE = 21 ---------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ---------------------------------------------------------------------------- ------- -------------------------------------------------------------------- ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 650.00 UPSTREAM ELEVATION(FEET) = 493.00 DOWNSTREAM ELEVATION(FEET) = 486.60 ELEVATION DIFFERENCE(FEET) = 6.40 TC = 0.359 *[( 650.00 * *3) /( 6.40)] * *.2 = 12.074 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.120 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 4.44 TOTAL AREA(ACRES) = 1.29 TOTAL RUNOFF(CFS) = 4.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' -- » - - - FLOW - PROCESS FROM NODE 886.00 TO NODE 888.00 IS CODE = 62 ------- ---- ------ ----- ----- ------------- >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< -------------------- Page 65 1 ' - 33226PGA.TXT - -»»>( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 486.60 DOWNSTREAM ELEVATION(FEET) = 486.00 STREET LENGTH(FEET) = 515.00 CURB HEIGHT(INCHES) = 6.0 ' STREET HALFWIDTH(FEET) = 16.50 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.050 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -walk Flow section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.59 ** *STREET FLOW SPLITS OVER STREET - CROWN * ** ' FULL DEPTH(FEET) = 0.61 FLOOD WIDTH(FEET) = 21.81 FULL HALF - STREET VELOCITY(FEET /SEC.) = 1.10 SPLIT DEPTH(FEET) = 0.53 SPLIT FLOOD WIDTH(FEET) = 14.23 ' SPLIT FLOW(CFS) = 2.48 SPLIT VELOCITY(FEET /SEC.) = 1.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.61 HALFSTREET. FLOOD WIDTH(FEET) = 21.81 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.10 ' PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = '7.79 TC(MIN.) = 19.86 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.072 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8199 SOIL CLASSIFICATION IS "B" ' SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 4.28 TOTAL AREA(ACRES) = 2.99 PEAK FLOW RATE(CFS) = 8.73 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 22.21 ' FLOW VELOCITY(FEET /SEC.) = 1.12 DEPTH *VELOCITY(FT *FT /SEC.) = 0.69 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 515.0 FT WITH ELEVATION -DROP = 0.6 FT, Is 4.7 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 888.00 LONGEST FLOWPATH FROM NODE 884.00 TO NODE 888.00 = 1165.00 FEET. ********************************************* * * * ** * * * * * * * * * * * * * * * * * ** * * * * * ** FLOW PROCESS FROM NODE 888.00 TO NODE 890.00 IS CODE = 31 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA UPSTREAM(FEET) = 481.00 DOWNSTREAM(FEET) = 480.50 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.58 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 8.73 PIPE TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 19.91 LONGEST FLOWPATH FROM NODE 884.00 TO NODE 890.00 = 1190.00 FEET. FLOW PROCESS FROM NODE 890.00 TO NODE 890.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 3 -------- - - - - -- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 19.91 RAINFALL INTENSITY(INCH /HR) = 3.07 TOTAL STREAM AREA(ACRES) = 2.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.73 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 37.48 13.75 3.816 10.66 2 7.39 19.65 3.091 2.61 3 8.73 19.91 3.068 2.99 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION'RATIO Page 66 'CONFLUENCE FORMULA USED FOR 3 STREAMS. 33226PGA.TXT ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY ' NUMBER (CFS) (MIN.) (INCH /HOUR) 1 48.68 13.75 3.816 2 46.36 19.65 3.091 3 46.19 19.91 3.068 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 48.68 TC(MIN.) = 13.75 TOTAL AREA(ACRES) = 16.26 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 890.00 = 2193.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * ** * * * * * * * * *** FLOW PROCESS FROM NODE 890.00 TO NODE 970.00 IS CODE = 31 ------------------------------------------------------------------ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 480.50 DOWNSTREAM(FEET) = 480.00 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.89 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 48.68 PIPE TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 13.76 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 970.00 = 2203.00 FEET: FLOW PROCESS FROM NODE 970.00 TO NODE 970.00 IS CODE = 11 ----------------------------------------------------------------------- » »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY « «< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 48.68 13.76 3.814 16.26 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 970.00 = 2203.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 56.71 11.68 4.202 18.41 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 970.00 = 2900.00 FEET. IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 98.02 11.68 4.202 2 100.15 13.76 3.814 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 98.02 TC(MIN.) = 11.68 TOTAL AREA(ACRES) = 34.67 aeaaeeeeaeaaeaaaeeeeeeeee** a************* �*** * * * * * * * * *a * * * * * * *a * *aeeaeeeeeee FLOW PROCESS FROM NODE 970.00 TO NODE 980.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA UPSTREAM(FEET) = 480.00 DOWNSTREA M (FEET) = 469.00 FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 25.35 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 98.02 PIPE TRAVEL TIME(MIN.) = 0.10 TC(MIN.) = 11.78 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 980.00 = 3045.00 FEET. e�eeeeeaeaaeeeeeaeeeeeaeeea******** e********* * * * *e * * * * * * * * * * * * * *eeeeeeeeaeea FLOW PROCESS FROM NODE 980.00 TO NODE 980.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT'STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = 3 Page 67 33226PGA.TXT CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.78 RAINFALL INTENSITY(INCH /HR) = 4.18 TOTAL STREAM AREA(ACRES) = 34.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 98.02 - -FLOW PROCESS FROM NODE 976.00 TO NODE 978.00 IS CODE = 21 ----------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ------- --- - - - - - -_ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 487.30 DOWNSTREAM ELEVATION(FEET) = 486.70 ELEVATION DIFFERENCE(FEET) = 0.60 TC = 0.359 *[( 100.00 * *3) /( 0.60)] * *.2 = 6.305 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.045 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .= .8535 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.77 - -FLOW PROCESS FROM NODE 978.00 TO NODE 980.00 IS CODE = 31 --------------------- ------------ ------------------------------------------ » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) 481.70 DOWNSTREAM(FEET) = 469.00 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.61 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.77 PIPE TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 6.33 LONGEST FLOWPATH FROM NODE 976.00 TO NODE 980.00 = 120.00 FEET. ********************************************* * ** * ** * * * * ** * ** * * ** * * * * * * * * ** ** - -FLOW PROCESS FROM NODE 980.00 TO NODE 980.00 IS CODE = 1 ---------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR.INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.33 RAINFALL INTENSITY(INCH /HR) = 6.03 TOTAL STREAM AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.77 - -FLOW PROCESS FROM NODE 977.00 TO NODE 979.00 IS CODE = 21 ----7------------------------------------ ------------------------ »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ------------------------------ ------------------------------------------------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 487.50 DOWNSTREAM ELEVATION(FEET) = 486.10 ELEVATION DIFFERENCE(FEET) = 1.40 TC = 0.359 *[( 80.00 * *3) /( 1.40)] * *.2 = 4.655 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.932 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8586 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.65 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.65 -- FLOW - PROCESS FROM NODE 979.00 TO NODE 980.00 IS CODE = 31 -------------------------------------------- --------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 481.10 DOWNSTREAM(FEET) = 469.00 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.63 Page 68 ' 33226PGA.TXT ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.65 PIPE TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 5.02 LONGEST FLOWPATH FROM NODE 977.00 TO NODE 980.00 = 100.00 FEET. - -FLOW PROCESS FROM NODE 980.00 TO NODE 980.00 IS CODE = 1 ------------------------------------------------------------------------ »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< ' TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 5.02 RAINFALL INTENSITY(INCH /HR) = 6.91 TOTAL STREAM AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.65 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 98.02 11.78 4.182 34.67 2 0.77 6.33 6.032 0.15 3 0.65 5.02 6.912 0.11 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** ' STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 43.09 5.02 6.912 2 54.02 6.33 6.032 3 98.95 11.78 4.182 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 98.95 TC(MIN.) = 11.78 TOTAL AREA(ACRES) = 34.93 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 980.00 = 3045.00 FEET. FLOW PROCESS FROM NODE 980.00 TO NODE 990.00 IS CODE = 31 - - - -- »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< - - »»> USING - COMPUTER-ESTIMATED - PIPESIZE -(NON _PRESSURE - FLOW) <<< < < -- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 469.00 DOWNSTREAM(FEET) = 468.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 31.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.96 ' ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 98.95 PIPE TRAVEL TIME(MIN.) = 0.14 TC(MIN.) = 11.92 LONGEST FLOWPATH FROM NODE 822.00 TO NODE 990.00 = 3145.00 FEET. - -FLOW PROCESS FROM NODE 141.00 TO NODE 150.00 IS CODE = 21 ---------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ---------------------------------------------------------------------------- -------------------------------------------------------------------------- - ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 157.00 UPSTREAM ELEVATION(FEET) = 496.00 ' DOWNSTREAM ELEVATION(FEET) = 492.00 ELEVATION DIFFERENCE(FEET) = 4.00 TC = 0.709 *[( 157.00 * *3) /( 4.00)] * *.2 = 11.169 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.314 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7242 1 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.12' TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.12 FLOW PROCESS FROM NODE 131.00 TO NODE ' 140.00 IS CODE = 21 --------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< Page 69 i - 33226PGA.TXT ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 161.00 UPSTREAM ELEVATION(FEET) = 495.20 DOWNSTREAM ELEVATION(FEET) = 492.10 ELEVATION DIFFERENCE(FEET) = 3.10 TC = 0.709 *[( 161.00 * *3) /( 3.10)] * *.2 = 11.932 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.149 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7186 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.15 - -FLOW PROCESS FROM NODE 706.00 TO NODE 161.00 IS CODE = 21 ---------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ---------------------------------------------------- ---------------------------------------------------------------------------- ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 528.00 UPSTREAM ELEVATION(FEET) = 495.20 ' DOWNSTREAM ELEVATION(FEET) = 491.00 ELEVATION DIFFERENCE(FEET) = 4.20 TC = 0.359 *[( 528.00 * *3) /( 4.20)] * *.2 = 11.595 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.220 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT ' SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.34 TOTAL AREA(ACRES) = 0.38 TOTAL RUNOFF(CFS) = 1.34 FLOW PROCESS FROM NODE 101.00 TO NODE 110.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *((LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 85.00 UPSTREAM ELEVATION(FEET) = 488.70 DOWNSTREAM ELEVATION(FEET) = 487.50 ELEVATION DIFFERENCE(FEET) = 1.20 TC = 0.709 *[( 85.00 * *3) /( 1.20)] * *.2 = 9.833 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.651 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7345 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.75 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.75 FLOW PROCESS FROM NODE 171.00 TO NODE 170.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 140.00 UPSTREAM ELEVATION(FEET) = 486.00 DOWNSTREAM ELEVATION(FEET) = 474.00 ELEVATION DIFFERENCE(FEET) = 12.00 TC = 0.709 *[( 140.00 * *3) /( 12.00)] * *.2 = 8.370 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.115 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7470 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.23 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.23 FLOW PROCESS FROM NODE 121.00 TO NODE 130.00 IS CODE = 21 ------------------------------------------------------------------ » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 170.00 UPSTREAM ELEVATION(FEET) = 491.00 DOWNSTREAM ELEVATION(FEET) = 488.50 ELEVATION DIFFERENCE(FEET) = 2.50 Page 70 � I TC = 0.709*[( 170.00 **3) /( 2.50)]* *322= 12.870 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.968 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = ,7120 SOIL CLASSIFICATION IS "B" -- SUBAREA - RUNOFF( CFS)======== o= fi5____________ _______________________________ TOTAL AREA (ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.65 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.23 TC(MIN.) = 12.87 -- PEAK - FLOW - RATE( CFS)o= 6S_____ ____________________________ END OF RATIONAL METHOD ANALYSIS a � I � I � I � I � I � I � I I Page 71 SECTION 4 UNIT HYDROGRAPHIC ANALYSIS � I � I � I I - A U PGAWEST11100.oUt u n i t H y d r o g r a p h A n a l y s i s Copyright (C) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/10/05 File: pgawest11100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + +++ + + + + ++ ----------------------------------=------------------------------- - - - - -- Riverside county synthetic unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input units used English Rainfall Data (Inches) Input values used English units used in output format --------------------------------------------------------------------- ---------------------------------------------------------_-- Drainage Area = 34.93(AC.) = 0.055 sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 34.93(AC.) Length along longest watercourse = 3045.00(Ft.) Length along longest watercourse measured to centroid = 570.00(Ft.) Length along longest watercourse = 0.577 Mi. Length along longest watercourse measured to centroid = 0.108 Mi. Difference in elevation = 33.50(Ft.) Slope along watercourse = 58.0887 Ft. /Mi. Average Manning's 'N' = 0.013 Lag time = 0.050 Hr. Lag time = 3.01 Min. 25% of lag time = 0.75 Min. 40% of lag time = 1.20 Min. unit time = 60.00 Min. Duration of storm = 1 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(AC.)[1] Rainfall(In)[2] weighting[1 *2] 34.93 0.50 17.47 100 YEAR Area rainfall data: Area(AC.)[1] Rainfall(In)[2] Weighting[1 *2] 34.93 1.60 55.89 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 0.500(In) Area Averaged 100 -Year Rainfall = 1.600(In) Point rain (area averaged) = 1.600(In) Areal adjustment factor = '99.97 % Adjusted average point rain = 1.599(In) sub -Area Data: Area(AC.) Runoff Index Impervious % 34.930 56.00 0.650 Total Area Entered = 34.93(AC.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.650 0.212 1.000 0.212 Area averaged mean soil loss (F) SUM (F) = (In /Hr) = 0.212 0.212 Minimum soil loss rate ((In /Hr)) = 0.106 (for 24 hour storm duration) soil low loss rate (decimal) = 0.900 Slope of intensity- duration curve for a 1 hour storm = 0.5800 ------------------------------------------------------ - - - - -- ' -- DESERT S- Curve. ---------------- u -n -1 -t H y---r-o-9-r-a-p-h---------- -------------- Page 1 0.055 Sq. Mi. � I � I � I Ul it II Page 2 PGAWEST11100.out ' unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution unit Hydrograph (hrs) Graph % (CFS) 1 1.000 1991.723 100.000 35.203 ----------------------------------------------------------------------- Sum-=-100.000 Sum= 35.203 ' unit Time (Hr.) Pattern Percent Storm Rain Loss rate(In. /Hr) Effective (In /Hr) Max Low (In /Hr) 1 1.00 3.60 0.058 0.212 0.052 0.01 Sum = 3.6 Sum = 0.0 Flood volume = Effective times area rainfall 0.01(In) 34.9(AC) /[[(In) /(Ft.)] = 0.0(AC.Ft) Total soil loss = 0:05 In) Total soil loss = 0.151(AC.Ft) Total rainfall = 0.06(In) Flood volume = 730.1 cubic Feet Total ----------------- soil loss = 6571.0 Cubic Feet Peak -------------------------------------------------------------------- flow rate -- - - - - -- --9----_-------------------------------- of this h y dro ra p h 0.203(CFS) HOUR STORM ------------ Run - - - - - -1 -- o f f H y d r o g r a p h -- --------------------------------- ------------- Hydrograph in '60 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h +m) volume AC.Ft ----------------------------------------- Q(CFS) 0 2_5------- 5_0:------ 7_5 1+ 0 ----------------------------------------------------------------------- 0.0168 - - - - -- -10.0 0.20. Q I v � I � I � I Ul it II Page 2 PGAWEST13100.out u n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/10/05 File: pgawest13100.0ut +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + ++ + + + + + + + ++ ------------------------------------------------------------------------ Riverside County synthetic unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 --------------------------------------------------------------------- English (in -lb) Input units Used English Rainfall Data (inches) input values used English units used in output format -------------------------------------------------------------------'- --------------------------- - -------------------------------- Drainage Area = 34.93(AC.) 0.055 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 34.93(AC.) = 0.055 sq. Mi. Length along longest watercourse = 3045.00(Ft.) Length along longest watercourse measured to centroid = 570.00(Ft.) Length along longest watercourse = 0.577 Mi. Length along longest watercourse measured to centroid = 0.108 Mi. Difference in elevation = 33.50(Ft.) Slope along watercourse = 58.0887 Ft. /Mi. Average Manning's 'N' = 0.013 Lag time = 0.050 Hr. Lag time = 3.01 Min. 25% of lag time = 0.75 Min. 40% of -lag time = 1.20 Min. Unit time = 60.00 Min. Duration of storm = 3 Hours) user Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(AC.)[1] Rainfall(In)[2] weighting[1*2] 34.93 . 0.80 27.94 100 YEAR Area rainfall data: Area(AC.)[1] Rainfall(in)[2] weighting[1*2] 34.93 2.20 76.85 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = .0.800(in) Area Averaged 100 -Year Rainfall = 2.200(In) Point rain (area averaged) = 2.200(In) Areal adjustment factor = 99.98 % Adjusted average point rain = 2.200(In) sub -Area Data: Area(AC.) Runoff index Impervious % 34.930 56.00 0.650 Total Area Entered = 34.93(AC.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec %) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.650 0.212 1.000 0.212 Area averaged mean soil loss (F) (In /Hr) = 0.212 Sum (F) = 0.212 Minimum soil loss rate ((In /Hr)) = 0.106 (for 24 hour storm duration) Soil --------------------------------------------------------------------- low loss rate (decimal) = 0.900 uni t Hydr•og r a p h DESERT S -Curve ------------------------------------------------------- --------------------------------------------------7--------=---- unit Hydrograph Data Page 1 1 7 Page 2 PGAWEST13100.out ' unit time period Time % of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- Graph % (CFS) 1 1.000 1991.723 100.000 35.203 ' -------------------------------- Sum = 100000 Sum= 35.203 - - - - -- - -- _ --------------- - - - -- unit Time Pattern storm Rain Loss. rate(In. /Hr) Effective ' 1 (Hr.) 1.00 Percent 0.00 (In /Hr) Max I LOW (In /Hr) 0.000 0.212 0.000 0.00 2 3 2.00 0.00 0..000 0.212 0.000 0.00 3.00 0.00 0.000 0.212 0.000 0.00' Sum = 0.0 Sum = 0.0 Flood volume = Effective rainfall 0.00(In) times area 34.9(AC.) /[(In) /(Ft.)] = 0.0(AC.Ft) Total soil loss = 0.00(In) Total soil loss = 0.000(AC.Ft) Total rainfall = 0.00(In) Flood volume = 0.0 Cubic Feet ' Total ----------------------- soil loss = Feet -Peak ----------------------------------------------------------------- flow rate -- - - -0_0 -Cubic ------ - - - - -- ---------------------- of this hydrograph = 0.000(CFS) 3 - H O U R S T 0 R M Run o f f H y d r o g r a p h Hydrograph --------------- in 60 Minute intervals ((CFS)) ---------------------------------------- Time(h+m) volume Ac.Ft - --------------------------------------------------------------------- Q(CFS) 0 2.5 - ---- 5.0------- 7.5 - - - -- -10.0 1+ 0 0.0000 0.00 Q I I + 0.0000 0.00 Q I ' 3+ --- -2 -0- 0 - ----------------------------------------- 0.0000 0.00 Q I I I 1 7 Page 2 I - PGAWEST16100.out u n i t H y d•r o g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, version 7.0 Study date 05/10/05 File: pgawest16100.out +++++++++++++++++++++++++++++++++++++++++ + + + ++ + + + + + + + + + + + ++ + + + + + + + + + ++ ++ ------------------------------------------------------------------ - - - - -- Riverside County Synthetic unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 ----------------------------- =--------------------------------------- English (in -lb) Input units used English Rainfall Data (inches) Input values used English units used in output format --------------------------------------------------------------------- ----------------- ----------- _-- --------- -- - - - -- ------- - - -- -- Drainage Area = 34.93(AC.) 0.055 5 q Mi. Drainage Area for Depth -Area Areal Adjustment = 34.93(AC.) _ Length along longest watercourse = 3045.00(Ft.) Length along longest watercourse measured to centroid = 570.00(Ft.) Length along longest watercourse = 0.577 Mi. Length along longest watercourse measured to centroid = 0.108 Mi. Difference in elevation = 33.50(Ft.) Slope along watercourse = 58.0887 Ft. /Mi. Average Manning's 'N' = 0.013 Lag time = 0.050 Hr. Lag time = 3.01 Min. 25% of lag time = 0.75 Min. 40% of lag time = 1.20 Min. unit time = 60.00 Min. Duration of storm = 6 Hour(s) user Entered Base Flow = 0.00(CFS). 2 YEAR Area rainfall data: Area(AC.)[1] Rainfall(In)[2] weighting[1 -2] 34.93 . 1.00 34.93 100 YEAR Area rainfall data: Area (AC.)[11 Rai nfal I (in) [2] Weighting[1 *2] 34.93 2.50 87.33 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.000(In) Area Averaged 100 -Year Rainfall 2.500(In) Point rain (area averaged) = 2.500(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 2.500(In) Sub -Area Data: Area(AC.) Runoff Index impervious % 34.930 56.00 ' 0.650 Total Area Entered = 34.93(AC.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 56'.0 0.511 0.650 0.212 1.000 0.212 .area averaged mean soil loss (F) (in /Hr) = 0.212' Sum (F) = 0.212 Minimum soil loss rate ((In /Hr)) = 0.106 (for 24 hour storm duration) soil --------------------------------------------------------------- low loss rate (decimal) = 0.900 - - - - -- u n i t H y d r o g r a p h DESERT S -Curve ------ - - - - -- --------------------------------- --------- ------ - - - - - -- --------------- -unit Hydrograph Data Page 1 0.055 Sq. Mi. IL✓ Page 2 PGAWEST16100.out ' unit time period Time % of lag Distribution Unit Hydrograph (hrs) --------------------------------------------------------------------- Graph % (CFS) 1 1.000 1991.723 100.000 35.203 ------------------------------- - - - - -- -Sum = 100.000 Sum- - - - -- 35_203 unit Time Pattern Storm Rain Loss rate(In. /Hr) Effective (Hr.) Percent (In /Hr) Max I LOW (In /Hr) 1 1.00 0.00 0.000 0.212 0.000 0.00 2 2.00 0.00 0.000 0.212 0.000 0.00 3 3.00 0.00 0.000 0.212 0.000 0.00 4 4.00 0.00 0.000 0.212 0.000 0.00 5 5.00 0.00 0.000 0.212 0.000 0.00 6 6.00 0.00 0.000 0.212 0.000 0.00 ' Sum = 0.0 Sum = 0.0 Flood volume = Effective rainfall 0.00(In) times area 34.9(AC.) /[(In) /(Ft.)] = 0.0(AC.Ft) Total soil loss = 0.00(In) Total soil loss = 0.000(AC.Ft) ' Total rainfall = 0.00(In) Flood volume = 0.0 cubic Feet Total -------------------------------------------------------------------- soil loss = 0.0 Cubic Feet ' Peak flow rate -of -this - hydrograph-= ------ 0_000(CFS)--------------------------------------------------------- +++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 6 - H O U R S T 0 R M R u n o f f H y d r o g r a p h ------------------------ 7 ------------------------------------------- Hydrograph in 60 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) volume AC.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ------------------------------------------------------7---------------- 1+ 2+ 0 0 0.0000 0.0000 0.00 Q I I 0.00 3+ 0 0.0000 Q I I 0.00 Q 4+ 0 0.0000 0.00 Q ' 6 +- 0- 0_0000 0_00 Q- j ---- - - - - -- - - - - -- - IL✓ Page 2 � I � I I I PGAWEST124100.out U n i t H y d r o.g r a p h A n a l y s i s Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 05/10/05 File: pgawest124100.out +++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ------------------------------------------------------------------------ Riverside County Synthetic unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 4027 ----------------------------------------------------------- ---------- English (in -lb) Input units used .English Rainfall Data (Inches) Input values used .English units used in output format --------------------------------------------------------------------- -----------------------------_------------------------ Drainage Area = 34.93(AC.) 0.055 Sq. Mi. Drainage Area for Depth -Area Areal Adjustment = 34.93(AC.) — Length along longest watercourse = 3045.00(Ft.) Length along longest watercourse measured to centroid = 570.00(Ft.) Length along longest watercourse = 0.577 Mi. Length along longest watercourse measured to centroid = 0.108 Mi. Difference in elevation = 33.50(Ft.) slope along watercourse = 58.0887 Ft. /Mi. Average manning's 'N' = 0.013 Lag time = 0.050 Hr. Lag time = 3.01 Min. 25% of lag time = 0.75 Min. 40% of lag time = 1.20 Min. Unit time = 60.00 Min. Duration of storm = 24 Hour(s) user Entered ease Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(AC.)[1] Rainfall(In)[2] Weighting[1 *2] 34.93 1.80 62.87 100 YEAR Area rainfall data: Area(AC.)[1] Rainfall(In)[2] Weighting[1 *2] 34.93 5.00 174.65 STORM EVENT (YEAR) = 100.00 Area Averaged 2 -Year Rainfall = 1.800(In) Area Averaged 100 -Year Rainfall = 5.000(in) Point rain (area averaged) = 5.000(In) Areal adjustment factor = 99.99 % Adjusted average point rain = 5.000(In) sub -Area Data: Area(AC.) Runoff Index Impervious % 34.930 56.00 0.650 Total Area Entered = 34.93(AC.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC -2 (In /Hr) (Dec. %) (In /Hr) (Dec.) (In /Hr) 56.0 56.0 0.511 0.650 0.212 1.000 0.212 Area averaged mean soil loss F ( ) Cin /H r) = 0.212 Sum (F) = 0.212 Minimum soil loss rate ((In /Hr)) = 0.106 (for 24 hour storm duration soil low loss -----------------------------------------------------------=---- rate (decimal = 0.900 u n i t H y d r o g r a p h DESERT S -Curve ---------------------------------------- --------- unit Data ------------ Page 1 0.055 sq. Mi. •. L Page 2 PGAWEST124100.out ' unit time period Time % of lag Distribution unit Hydrograph - ----(------------------------------- Graph- %----------- 1 1.000 1991.723 100.000 - ----- ------ 35.203 1111 -- ' --------------------= ----------------- 100.000 Sum------------ - 100.0- 0111 -- -------------------------------- -- Unit Time Pattern Storm Rain Loss rate(in. /Hr) Effective (Hr.) Percent (In /Hr) Max I LOW (In /Hr) 1 1.00 1.20 0.060 0.368 0.054 0.01 ' 2 2.00 1.30 0.065 0.351 0.058 0.01 3 3.00 1.80 0.090 0.334 0.081 0.01 4 4.00 2.10 0.105 0.318 0.094 0.01 5 5.00 2.80 0.140 0.302 0.126 0.01 6 6.00 2.90 0.145 0.287 0.130 0.01 ' 7 7.00 3.80 0.190 0.272 0.171 0.02 8 8.00 4.60 0.230 0.257 0.207 0.02 9 9.00 6.30 0.315 0.243 --- 0.07 10 10.00 8.20 0.410 0.230 - -- 0.18 11 11.00 7.00 0.350 0.217 0.13 ' 12 12.00 7.30 0.365 - -- 0.204 0.16 13 13.00 10.80 0.540 0.192 0.35 14 14.00 11.40 0.570 0.181 - -- 0.39 15 15.00 10.40 0.520 0.170 - -- 0.35 16 16.00 8.50 0.425 0.160 - -- 0.26 17 17.00 1.40 0.070 0.151 0.063 0.01 18 18.00 1.90 0.095 0.142 0.085 0.01' 19 19.00 1.30 0.065 0.134 0.058 0.01 20 20.00 1.20 0.060 0.126 0.054 0.01 21 21.00 1.10 .0.055 0.120 0.049 0.01 ' 22 22.00 1.00 0.050 0.114 0.045 0.00 23 23.00 0.90 0.045 0.110 0.040 0.00 24 24.00 0.80 0.040 0.107 0.036 0..00 Sum T 100.0 Sum = 2.0 Flood volume = Effective rainfall 2.05(In) ' times area 34.9(AC.)/ ( (In) /(Ft.)] = 6.0(AC.Ft) Total soil loss = 2.95(In) Total soil loss = 8.596(AC.Ft) Total rainfall = 5.00(in) ' Flood Total --------- volume = soil loss 259514.3 374422_0- Cubic Feet Cubic Peak -------------------------------------------------------------------- - - - - -- -= flow rate 1111 -- of this hydrograph -Feet _ ------------------------------ 13.696(CFS) 24 - H O U R S T O R M Runoff Hydrograph Hydrograph in 60 Minute intervals ((CFS)) ' Time(h ----------------------------------------------------------------------- --- ------ ----- +m) - volume - AC.Ft --- ------ -- --------- Q(CFS) 0 --- ------ ------ ----------------- 5.0 10.0 15.0 20.0 1+ 0 0.0175 0.21 Q 2+ 0 0.0364 0.23 Q 3+ 0 0.0626 0.32 Q ' 4+ 0 0.0931 0.37 "Q 5+ 0 0.1339 0.49 Q 6+ 0 0.1761 0.51 Q !. 7+ 0 0.2314 .0.67 Q 8+ 0 0.2983 0.81 Qv t 9+ 0 0.5068 2.52 v Q 10+ 0 1.0311 6.34 v Q 11+ 0 1.4185 4.69 Q 12+ 0 1.8858 5.66 Qv 13+ 0 2.8973 12.24 v Q ' 14+ 0 4.0292 13.70 Q 15+ 0 5.0470 12.32 Q v 16+ 0 5.8179 9.33 Q I 17+ 0 5.8383 0.25 Q I I vl 18+ 0 5.8659 0.33 ' 19+ 0 5.8849 0.23 Q v 20+ 0 5.9023 0.21 I vl 21+ 0 5.9183 0.19 Q 22+ 0 5.9329 0.18 Q ! I 23+ 0 5.9460 0.16 Q yl ' 24+ 0 5.9576 0.14 Q I I v, Page 2 SddW 3DON 39VNIVHCI 9 N01133S 1 0 inn* im 49�s '\ 0.8 r 0.7 i4.0 ( F 482.0 s 1 481.5 ,r rz ca \\ ,\ t V �, !,�'� 480.0 l t� � PASEO A 100"01 as 0.8 IM A g A9g0 494 . 0 yeoti. 4860 0.9 ��w 617 96,7 on g�1j NJ ea 486. /4 J % , 6-0 / k9Gj—�,F 0.4 A$9la 494, %aY 489 0.9 e 30 7*001p w i .68 480.5 1 i j ''4 483.0 78 Q% !� l 6 f 614 12 i l 0 1 8•t? 0.7 sj4 w \9Sc' gg \. T' 488.0 4875 7.0 W 4 N.46 D 486.0 b bk t u {: � f! if 879 OS PIPE A 100 —'95 cfs D ' �_.. . r4 m 2 489.$ a i,r nlm"5 Cfs PROJECT SITE I VICINTY MAP TE GRAPHIC SCALE 60 120 240 ( IN FEET ) 1 inch = 120 ft. *t w NODE NUMBER 78-900 Avenue 47 . 123 FREE SURFACE ELEV. cif 489.6 INVERT ELEV, V-27668 NODE NUMBER` SURVEYORS 123 FREE SURFACE ELEV. 496 PIPE NODE NUMBER oo 494.0 NO FREE SURFACE ELEV. - - -- 489,6 °7 4850 N ®10040 do _ 6 PROPOSED LOT NUMBER 4 PROPOSED RETAINING WALL TENTATIVE TRACT BOUNDARY 490. ,. HIGHEST NO. RESIDENTIAL LOT 1.2 ` 0.3 485.4 895 8' i o 0.5 • .. lS m .. `' \ A% t u {: � f! if 879 OS PIPE A 100 —'95 cfs D ' �_.. . r4 m 2 489.$ a i,r nlm"5 Cfs PROJECT SITE I VICINTY MAP TE GRAPHIC SCALE 60 120 240 ( IN FEET ) 1 inch = 120 ft. *t w NODE NUMBER 78-900 Avenue 47 . 123 FREE SURFACE ELEV. cif 489.6 INVERT ELEV, FAX: 760.771 -4073 NODE NUMBER` SURVEYORS 123 FREE SURFACE ELEV. 496 PIPE NODE NUMBER 123 NO FREE SURFACE ELEV. - - -- 489,6 PIPE INVERT ELEV. AREA 100 YEAR EVENT FLOW ®10040 do AREA ACREAGE PROPOSED STORM DRAIN SYSTEM PROPOSED LOT NUMBER 4 PROPOSED RETAINING WALL TENTATIVE TRACT BOUNDARY PROPOSED UTILITY EASEMENT HIGHEST NO. RESIDENTIAL LOT FLOW DIRECTION 360 1 M 0 R S E 78-900 Avenue 47 . Suite 208 D 0 K I C H La Qulnta, CA 92253 Voice: 760.7714013 S C H U L T Z FAX: 760.771 -4073 PLANNERS ENGINEERS SURVEYORS PLANNING AREA III NTATIVE TRACT No. 33226 1� YDR01 OGY MAP DATE PREPARED= APRIL 29, 2005 CITY OR LA OUINTA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA I:\ 50302 \Hydroul'ics \hydrol.dwg 5/1 0/05