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Home My WebLink AboutTRACT 20431 - 8160 & 8194 CHERRY AVE - Drainage StudyHYDROLOGY STUDY FOR Tract Map 20431 8160 & 8194 Cherry Ave. Fontana, CA APN:0230-051-39,40,41,42 MCN No. 21-127 Prepared For: Cherry Village Inland, LLC 1 Venture, Suite 130 Irvine, CA 92618 (949)339-5332 Prepared by: MF Kessler 1 Venture, Ste., 130 Irvine, CA 92618 (949)339-5330 Ali Monshizadeh, P.E./RCE 67674 November 2024 CITY OF FONTANA ENGINEERING PRELIMINARILY APPROVED BY DATE CONSTRUCTION APPROVED CORRECTIONS FINAL APPROVED FOR INFORMATION ONLY 4 rgaray 1/21/2025 Hydrology Study TM 20431, Fontana CA Prepared by MFKessler TABLE OF CONTENTS I. VICINITY MAP II. SOILS MAP III. DISCUSSION IV. 2, 10, 25, and 100-YEAR HYDROLOGY CALCULATIONS – UN-DEVELOPED (EXISTING) CONDITION V. 2, 10, 25, and 100-YEAR HYDROLOGY CALCULATIONS – DEVELOPED CONDITION VI. CALCULATIONS VII. HYDROLOGY MAP-EXISTING AND DEVELOPED CONDITIONS Hydrology Study TM 20431, Fontana CA Prepared by MFKessler I. VICINITY MAP Hydrology Study TM 20431, Fontana CA Prepared by MFKessler II. SOIL MAP PROJECT SITE Curve {I) Numbers of Hxdrologic Soil-Cover Comelexes For Pervious Areas-AMC D Quality of Soil GrOUD , Cover Type (3) Cover (2) . A 5 c D NATURAL COVERS - Barren 78 86 91 93 (Rockland, eroded and graded land) Chaparral, Broadleaf Poor ,3 70 80 8' (Manzonita, ceanothus and scrub oak) Fair 40 63 7, 81 Good 31 ,7 71 78 Chaparral, Narrowleaf Poor 71 82 88 91 (Chamise and redshank) Fair " 72 81 86 Grass, Annual or Perennial Poor 67 78 86 89 Fair .so 69 79 84 Good 38 61 74 80 Meadows or Cienegas Poor 63 77 8, 88 (Areas with seasonally high water table, Fair ,1 70 80 84 principal vegetation is sod forming grass) Good 30 ,8 71 78 Open Brush Poor 62 76 •• 88 (Soft wood shrubs -buckwheat, sage, etc.) Fair 46 " 71 83 Good 41 63 7, 81 Woodland Poor 4, " 71 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 'O percent.) Good 2, " 70 71 Woodland, Grass Poor '7 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 6, 77 82 density from 20 to 'O percent) Good 33 ,8 72 79 URBAN COVERS - Residential or Commercial Landscaping Good 32 " 69 7' (Lawn, shrubs, etc.) Turf Poor ,8 74 83 87 (Irrigated and mowed grass) Fair 44 6, 77 82 Good 33 ,8 72 79 AG RIC UL TURAL COVERS - Fallow 77 86 91 94 (Land plowed but not tilled or seeded) SAN BERNARDINO COUNTY CURVE NUMBERS FOR HYDROLOGY MANUAL PERVIOUS AREAS C-6 Figure C-3 (I of 2) Curve ~I) .Numbers of H!drolgslc Soll-COver Com2lexes Por Pervious Areas-AMC D Quality of Soll Cirmm Cover Type (3) Cover (2) A 8 ~ IJ AGRICULTURAL COVERS (Continued) Legumes, Close Seeded Poor '' 77 8, 89 (Alfalfa, sweetclover, timothy, etc.) Good 'I 72 11 I' Orchards, Evergreen Poor ,7 73 82 86 (Citrus, avocados, etc.) Fair •• '' " 12 Good 33 'I 72 79 Pasture, Dryland Poor 'I 79 I' 19 (Annual grasses) Fair 49 ,9 79 14 Good 39 '1 71J 80 Pasture, Irrigated Poor ,8 74 83 17 (Legumes and perennial grass) Palr 44 6, 77 82 Good 33 ,8 72 79 Row Crops Poor 72 81 &8 91 (Field crops -tomatoes, sugar beets, etc.) Good 67 71 8, 19 Small grain Poor 6, 76 84 81 (Wheat, oats, barley, etc.) Good 63 7, 83 87 Notes: 1. All curve numbers are for Antecedent Moisture Conditio·n (AMC) n. 2. Quality of cover definitions: Poor-Heavily grazed, regularly burned areas, or areas of high burn potential. less than .50 percent of the ground surface is protected by plant cover or brush and tree canopy. Fair-Moderate cover with 'O percent to 7.5 percent of the ground surface protected. Good-Heavy or dense cover with more than 7.5 percent of the ground surface protected. 3. See Figure C-Z for definition of cover types. SAN BERNARDINO COUNTY CURVE NJMBERS FOR HYDROLOGY MANUAL PERVIOUS AREAS C-7 Figure C-3 {2 of 2) PROJECT SITE H04 I H02 A U H12 H09 III V H11 IV H08 H07 X H05 H03 H06 J VII F H01 VI VIII B E W H10 IX XIII II G C H02B H02A II H12 II I 15 I 10 STATE HWY 60 I 2 1 5 STAT E 9 1 STATE HWY 210 S T A T E H W Y 7 1 I 10 - I 15 ST A T E H W Y 2 5 9 STATE 91 I 1 5 STATE HWY 210 STATE HWY 60 S T A T E H W Y 7 1 S T A T E H W Y 7 1 Seven Oaks Dam, COE San Antonio Basin #9 Seven Oaks Dam, COE San Antonio Dam Seven Oaks Dam, COE [DSOD] Seven Oaks Dam, COE Waterman Spreading Grounds Seven Oaks Dam, COE Wineville Basin San Sevaine Basin #5 [DSOD] Prado Dam Twin Creek Spreading Grounds Riverside Basin Jurupa Basin [DSOD] Waterman Basin #1 San Antonio Basin #5 San Antonio Basin #2 Cucamonga Basin #6 Plunge Creek Spreading Grounds Victoria Basin City Creek Spreading GroundsSan Antonio Basin #8 Devil Basin #7 Rich Basin Potato Creek Spreading Grounds Patton Basin Lytle Creek Gatehouse, COE Cactus Basin #3b Cactus Basin #5 Brooks Basin 8th Street Basin #1 Mojave River Forks Dam; COE [DSOD] Linden Basin Wiggins Basin #1 Ely Basin #2 Cactus Basin #2 Declez Basin [DSOD] Turner Basin #1 Banana Basin Day Creek Dam [DSOD] Grove Avenue Basin Etiwanda Conservation Basin Bledsoe Basin Montclair Basin #2 Sycamore Basin Devil Basin #4 Church Street Basin Lower Cucamonga Sprdg Grnds Warm Creek Conservation Basin #4 Ranchero Basin Montclair Basin #1 College Heights Basin #4 College Heights Basin #1 Bailey Basin Montclair Basin #4 Mountain View Basin Wilson Creek Basin #3 San Timoteo Sediment Basin #3 Hillside Basin, COE Wildwood Basin #2 Demens Basin #2 Dynamite Basin San Timoteo Sediment Basin #18 Sand Canyon Basin San Timoteo Sediment Basin #13 Perris Hill Basin 13th Street Basin Cook Canyon Basin D e e p C r e e k Mill Cr e e k Caj o n C r e e k W a s h Zanja Creek Lytl e C r e e k W a s h San t a A n a R i v e r Sh e e p C r e e k Oak Glen Creek Mo j a v e R i v e r C y p r e s s C h a n n e l Sawpit Canyon H o r s e C a n y o n Live Oak C r e e k Grou t C r e e k Yucaipa Creek Horseth i e f C a n y o n S e e l e y C r e e k Cleghorn Canyon Morrey Ar r o y o Arrowbear Cr e e k San d C a n y o n C r e e k Saw p i t C a n y o n Legend Regional Board Boundary County Boundary DrainageCourse <all other values> Hydromodification EHM Low Medium High High (Default) Government Land State of California Land United States of America Land City Boundary Freeways Basins and Dams HCOC Exempt Areas None Exempt HCOC Exempt A B C E F G H01 H02 H02A H02B H03 H04 H05 H06 H07 H08 H09 H10 H11 H12 I II III IV IX J U V VI VII VIII W X XIII Figure F-1 project site PROJECT SITE PROJECT SITE PROJECT SITE PROJECT SITE Hydrology Study TM 20431, Fontana CA Prepared by MFKessler III. DISCUSSION Hydrology Study TM 20431, Fontana CA Prepared by MFKessler III. DISCUSSION Introduction The purpose of this study is to analyze the drainage impacts this project will have on downstream infrastructure and properties. Determine the capacity of proposed and existing storm drain facilities to convey proposed condition stormwater. This will determine mitigation measures to address the impacts in conformance with requirements of the City of Fontana Master Drainage Plan. This hydrology report will calculate the 2, 10, 25, and 100-year storm water runoff for this location. The project is located at 8160 Cherry Ave, Fontana, CA. Tract Map No. 20431. Existing Conditions The project site is approximately 4.54 acres of relatively flat unimproved land. There are two single family homes located along the project frontage that are adjacent to Cherry Ave. Much of the site is covered in light seasonal grasses and half of the property is covered with dumped and spread fill. The site currently drains from the northeast, down towards the southwest portion of the site. The subject site is bordered by a commercial lot to the north, to the west and south by residential, and Cherry Ave to the east. The existing site is approximately 99% pervious and currently drains overland to the west at a rate of about 0.8 to 1%. A Subarea of the adjacent property to the north drains through the existing site. This subarea is 0.92 acres in size. The storm water from this subarea will be collected in a trapezoidal gutter and will be conveyed offsite. The project site is within flood area identified as other flood areas zone X per firm map 06071C8651H dated August 28, 2008. Areas determined to be outside the 0.2% annual chance floodplain. Hydrology Study TM 20431, Fontana CA Prepared by MFKessler Project Description & Proposed Conditions The project proposes the construction of 82 residential units that will include the demolition of the existing residential structures on site. The site will feature new landscape and hardscape areas along with a playground and BBQ areas. The proposed 4.54 ac. (197,762 sq. ft) site will include open areas along the project frontage and perimeter, new vehicular drive aisles, with two driveway approaches. Storm water runoff will be collected and conveyed through a filter or Debris Separating Shield before being directed to an underground infiltration/ detention system via catch basins located within low points within the proposed drive aisles and area drain system within the landscaped areas. The underground infiltration/ detention system will be open bottomed to promote infiltration and groundwater recharging. The underground detention/ infiltration system is constructed using Brentwood System modules with a debris shield. Excess flows in addition to the treatment volume of the basins will continue to flow to a riser structure located close to the project low point. The riser structure will promote the water level to rise and exit the site through a 4”x42” culvert in the street. This culvert will have a restricting plate located on the wall of the riser structure that will ensure that a maximum of 5.25 CFS can exit the site. This is to ensure that the maximum flow exiting the site is no larger than 90% of the predeveloped Q25. The project drainage outfall culvert will be constructed in a drainage easement located between the project site and Chesebro Court. That easement is recorded as document no. 2007-0113252. An 18” diameter drywell will be located at the bottom of the riser structure to ensure that any remaining storm water in the riser structure infiltrates to the ground. Based on San Bernardino County maps, the proposed project is HCOC exempt. Offsite Flows A Subarea of the adjacent property to the north drains through the existing site. This subarea is 0.92 acres in size. The 100-year flow from this subarea is calculated to be 1.88 cfs. This flow will be diverted to a trapezoidal gutter that will be built behind the site wall. The gutter will slope to the west at 0.5% and will transition onsite under a proposed wrought iron fence. The gutter will continue onsite and will transition to a pipe flow that will connect to the project outlet structure. This will ensure that historic drainage patterns from the property to the north will remain unchanged. Sizing and flow calculations for the offsite flows are provided herein. Hydrology Study TM 20431, Fontana CA Prepared by MFKessler Hydrology and Calculation Methodology This study will determine the amount of stormwater run-off generated from the project in the existing and developed conditions. The hydrology study was performed utilizing the City of Fontana requirements, and in accordance with the requirements of the San Bernardino County Hydrology Manual. The formulas on the Hydrology Manual were utilized to develop the 2, 10, 25, and 100-year storm event and flows. Each drainage area was divided as demonstrated on the hydrology map. Each area was analyzed for acreage, impervious cover, and time of concentration according to the Rational Method. The flows, expressed in cubic feet per second (cfs), were totaled at connections to main storm drain lines. Per figure F-1 found within this report in section II, our project is exempt from hydromodification. Conclusion The results from this hydrology and hydraulic analysis demonstrate the following:  The drainage design for the Project has been designed to meet the City of Fontana requirements and in accordance with the requirements of the San Bernardino County Hydrology Manual.  The project site is within flood area identified as other areas Zone X per firm map 06071C8651H dated August 28, 2008.  Areas determined to be outside the 0.2% annual chance floodplain. The table below demonstrates these flows for the 2, 10, 25, and 100-year storms. The development of the site will significantly increase the imperviousness of the site. This results in a significant increase of flows from the site. To mitigate the increase in flowrate, the proposed storm drain system will be designed to not exceed 90% of the pre-developed 25yr flow rate. This will also result in the mitigation of the 10-year flow. To mitigate the outflow of the drain to 90% of the existing 25-year flow, an orifice will be placed on the riser structure limiting the outflow from the project to 5.25 cfs. The project includes 2 series of interconnected basins that will assist in storm water routing. Flood routing has been analyzed for the 2 basins and included in the calculations section of this report. The routing for Basin 1 includes analysis for sub areas D1.1, D1.2, D2.1, D2.2, D3.1, D3.2, D4.1, and D4.2. The routing for Basin 2 includes the analysis for sub areas 5.1 and 5.2. The analysis demonstrates that the project will mitigate all flows to 90% of the predeveloped 25-year runoff and that all storm water will be retained onsite. Should the system fail, the riser structure includes a grate that will allow flows to bubble out and flow offsite using overland flows. The project has been designed to allow overland flows to exit the project site while protecting all onsite structures and garages from ponding. Hydrology Study TM 20431, Fontana CA Prepared by MFKessler In addition to mitigating the quantity of storm drain runoff, the proposed storm drain system will significantly improve the quality of the storm water runoff from the site. The table below measures-developed vs. post-developed flow rates generated from the site. Discharge at Westerly Middle of Site Pre-Developed Condition Proposed Condition Acreage Rainfall Event AMC Discharge 90% of Discharge Acreage Rainfall Event AMC Discharge (Rat Method) Discharge ( Flood Routing) 4.54 2-yr II 1.01 0.91 4.54 2-yr I 5.17 5.17 4.54 10-yr II 3.96 3.56 4.54 10-yr II 10.25 5.25 4.54 25-yr II 5.83 5.25 4.54 25-yr II 13.03 5.25 4.54 100-yr III 10.37 9.33 4.54 100-yr III 18.00 5.25 Hydrology Study TM 20431, Fontana CA Prepared by MFKessler IV. 2, 10, 25, & 100-YEAR HYDROLOGY CALCULATIONS – UN-DEVELOPED EXISTING CONDITION 1 ____________________________________________________________________________ 2 **************************************************************************** 3 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE 4 (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) 5 (c) Copyright 1983-2016 Advanced Engineering Software (aes) 6 Ver. 23.0 Release Date: 07/01/2016 License ID 1714 7 8 Analysis prepared by: 9 10 11 12 13 14 15 ---------------------------------------------------------------------------- 16 FILE NAME: D:\X1X002.RAT 17 TIME/DATE OF STUDY: 18:02 09/12/2024 18 ============================================================================ 19 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 20 ============================================================================ 21 --*TIME-OF-CONCENTRATION MODEL*-- 22 23 USER SPECIFIED STORM EVENT(YEAR) = 2.00 24 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 25 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 26 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 27 28 SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 29 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 0.5670 30 31 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* 32 33 *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* 34 HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING 35 WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR 36 NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 37 === ===== ========= ================= ====== ===== ====== ===== ======= 38 1 26.0 5.0 0.020/0.020/0.020 0.33 1.50 0.0313 0.125 0.0150 39 40 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 41 1. Relative Flow-Depth = 1.00 FEET 42 as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 43 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) 44 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN 45 OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* 46 *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED 47 48 +--------------------------------------------------------------------------+ 49 | SUBAREA X1 | 50 | GRASS, FAIR | 51 | | 52 +--------------------------------------------------------------------------+ 53 54 **************************************************************************** 55 FLOW PROCESS FROM NODE 100.00 TO NODE 999.00 IS CODE = 21 56 ---------------------------------------------------------------------------- 57 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 58 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 59 ============================================================================ 60 INITIAL SUBAREA FLOW-LENGTH(FEET) = 635.00 61 ELEVATION DATA: UPSTREAM(FEET) = 1226.80 DOWNSTREAM(FEET) = 1219.50 62 63 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 64 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.793 65 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.013 66 SUBAREA Tc AND LOSS RATE DATA(AMC II): 67 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 68 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 69 NATURAL FAIR COVER 70 "GRASS" A 4.54 0.82 1.000 50 22.79 71 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 73 SUBAREA RUNOFF(CFS) = 0.79 74 TOTAL AREA(ACRES) = 4.54 PEAK FLOW RATE(CFS) = 0.79 75 76 **************************************************************************** 77 FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 1 78 ---------------------------------------------------------------------------- 79 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 80 ============================================================================ 81 TOTAL NUMBER OF STREAMS = 2 82 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 83 TIME OF CONCENTRATION(MIN.) = 22.79 84 RAINFALL INTENSITY(INCH/HR) = 1.01 85 AREA-AVERAGED Fm(INCH/HR) = 0.82 86 AREA-AVERAGED Fp(INCH/HR) = 0.82 87 AREA-AVERAGED Ap = 1.00 88 EFFECTIVE STREAM AREA(ACRES) = 4.54 89 TOTAL STREAM AREA(ACRES) = 4.54 90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.79 91 92 +--------------------------------------------------------------------------+ 93 | SUBAREA X2 | 94 | GRASS, FAIR | 95 | | 96 +--------------------------------------------------------------------------+ 97 98 **************************************************************************** 99 FLOW PROCESS FROM NODE 600.00 TO NODE 605.00 IS CODE = 21 100 ---------------------------------------------------------------------------- 101 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 102 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 103 ============================================================================ 104 INITIAL SUBAREA FLOW-LENGTH(FEET) = 468.00 105 ELEVATION DATA: UPSTREAM(FEET) = 1228.00 DOWNSTREAM(FEET) = 1223.00 106 107 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 108 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.472 109 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.081 110 SUBAREA Tc AND LOSS RATE DATA(AMC II): 111 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 112 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 113 NATURAL FAIR COVER 114 "GRASS" A 0.92 0.82 1.000 50 20.47 115 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 116 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 117 SUBAREA RUNOFF(CFS) = 0.22 118 TOTAL AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) = 0.22 119 120 **************************************************************************** 121 FLOW PROCESS FROM NODE 605.00 TO NODE 999.00 IS CODE = 52 122 ---------------------------------------------------------------------------- 123 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< 124 >>>>>TRAVELTIME THRU SUBAREA<<<<< 125 ============================================================================ 126 ELEVATION DATA: UPSTREAM(FEET) = 1223.00 DOWNSTREAM(FEET) = 1219.50 127 CHANNEL LENGTH THRU SUBAREA(FEET) = 166.00 CHANNEL SLOPE = 0.0211 128 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION 129 CHANNEL FLOW THRU SUBAREA(CFS) = 0.22 130 FLOW VELOCITY(FEET/SEC) = 2.18 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) 131 TRAVEL TIME(MIN.) = 1.27 Tc(MIN.) = 21.74 132 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 999.00 = 634.00 FEET. 133 134 **************************************************************************** 135 FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 1 136 ---------------------------------------------------------------------------- 137 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 138 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 139 ============================================================================ 140 TOTAL NUMBER OF STREAMS = 2 141 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 142 TIME OF CONCENTRATION(MIN.) = 21.74 143 RAINFALL INTENSITY(INCH/HR) = 1.04 144 AREA-AVERAGED Fm(INCH/HR) = 0.82 145 AREA-AVERAGED Fp(INCH/HR) = 0.82 146 AREA-AVERAGED Ap = 1.00 147 EFFECTIVE STREAM AREA(ACRES) = 0.92 148 TOTAL STREAM AREA(ACRES) = 0.92 149 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.22 150 151 ** CONFLUENCE DATA ** 152 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 153 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 154 1 0.79 22.79 1.013 0.82( 0.82) 1.00 4.5 100.00 155 2 0.22 21.74 1.043 0.82( 0.82) 1.00 0.9 600.00 156 157 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 158 CONFLUENCE FORMULA USED FOR 2 STREAMS. 159 160 ** PEAK FLOW RATE TABLE ** 161 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 162 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 163 1 1.01 21.74 1.043 0.82( 0.82) 1.00 5.3 600.00 164 2 0.98 22.79 1.013 0.82( 0.82) 1.00 5.5 100.00 165 166 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 167 PEAK FLOW RATE(CFS) = 1.01 Tc(MIN.) = 21.74 168 EFFECTIVE AREA(ACRES) = 5.25 AREA-AVERAGED Fm(INCH/HR) = 0.82 169 AREA-AVERAGED Fp(INCH/HR) = 0.82 AREA-AVERAGED Ap = 1.00 170 TOTAL AREA(ACRES) = 5.5 171 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 999.00 = 635.00 FEET. 172 ============================================================================ 173 END OF STUDY SUMMARY: 174 TOTAL AREA(ACRES) = 5.5 TC(MIN.) = 21.74 175 EFFECTIVE AREA(ACRES) = 5.25 AREA-AVERAGED Fm(INCH/HR)= 0.82 176 AREA-AVERAGED Fp(INCH/HR) = 0.82 AREA-AVERAGED Ap = 1.000 177 PEAK FLOW RATE(CFS) = 1.01 178 179 ** PEAK FLOW RATE TABLE ** 180 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 181 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 182 1 1.01 21.74 1.043 0.82( 0.82) 1.00 5.3 600.00 183 2 0.98 22.79 1.013 0.82( 0.82) 1.00 5.5 100.00 184 ============================================================================ 185 ============================================================================ 186 END OF RATIONAL METHOD ANALYSIS 187 188 189 190 1 ____________________________________________________________________________ 2 **************************************************************************** 3 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE 4 (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) 5 (c) Copyright 1983-2016 Advanced Engineering Software (aes) 6 Ver. 23.0 Release Date: 07/01/2016 License ID 1714 7 8 Analysis prepared by: 9 10 11 12 13 14 15 ---------------------------------------------------------------------------- 16 FILE NAME: D:\X1X010.RAT 17 TIME/DATE OF STUDY: 17:57 09/12/2024 18 ============================================================================ 19 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 20 ============================================================================ 21 --*TIME-OF-CONCENTRATION MODEL*-- 22 23 USER SPECIFIED STORM EVENT(YEAR) = 10.00 24 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 25 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 26 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 27 28 SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 29 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 0.9000 30 31 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* 32 33 *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* 34 HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING 35 WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR 36 NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 37 === ===== ========= ================= ====== ===== ====== ===== ======= 38 1 26.0 5.0 0.020/0.020/0.020 0.33 1.50 0.0313 0.125 0.0150 39 40 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 41 1. Relative Flow-Depth = 1.00 FEET 42 as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 43 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) 44 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN 45 OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* 46 *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED 47 48 +--------------------------------------------------------------------------+ 49 | SUBAREA X1 | 50 | GRASS, FAIR | 51 | | 52 +--------------------------------------------------------------------------+ 53 54 **************************************************************************** 55 FLOW PROCESS FROM NODE 100.00 TO NODE 999.00 IS CODE = 21 56 ---------------------------------------------------------------------------- 57 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 58 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 59 ============================================================================ 60 INITIAL SUBAREA FLOW-LENGTH(FEET) = 635.00 61 ELEVATION DATA: UPSTREAM(FEET) = 1226.80 DOWNSTREAM(FEET) = 1219.50 62 63 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 64 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.793 65 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.609 66 SUBAREA Tc AND LOSS RATE DATA(AMC II): 67 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 68 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 69 NATURAL FAIR COVER 70 "GRASS" A 4.54 0.82 1.000 50 22.79 71 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 73 SUBAREA RUNOFF(CFS) = 3.22 74 TOTAL AREA(ACRES) = 4.54 PEAK FLOW RATE(CFS) = 3.22 75 76 **************************************************************************** 77 FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 1 78 ---------------------------------------------------------------------------- 79 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 80 ============================================================================ 81 TOTAL NUMBER OF STREAMS = 2 82 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 83 TIME OF CONCENTRATION(MIN.) = 22.79 84 RAINFALL INTENSITY(INCH/HR) = 1.61 85 AREA-AVERAGED Fm(INCH/HR) = 0.82 86 AREA-AVERAGED Fp(INCH/HR) = 0.82 87 AREA-AVERAGED Ap = 1.00 88 EFFECTIVE STREAM AREA(ACRES) = 4.54 89 TOTAL STREAM AREA(ACRES) = 4.54 90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.22 91 92 +--------------------------------------------------------------------------+ 93 | SUBAREA X2 | 94 | GRASS, FAIR | 95 | | 96 +--------------------------------------------------------------------------+ 97 98 **************************************************************************** 99 FLOW PROCESS FROM NODE 600.00 TO NODE 605.00 IS CODE = 21 100 ---------------------------------------------------------------------------- 101 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 102 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 103 ============================================================================ 104 INITIAL SUBAREA FLOW-LENGTH(FEET) = 468.00 105 ELEVATION DATA: UPSTREAM(FEET) = 1228.00 DOWNSTREAM(FEET) = 1223.00 106 107 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 108 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.472 109 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.716 110 SUBAREA Tc AND LOSS RATE DATA(AMC II): 111 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 112 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 113 NATURAL FAIR COVER 114 "GRASS" A 0.92 0.82 1.000 50 20.47 115 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 116 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 117 SUBAREA RUNOFF(CFS) = 0.74 118 TOTAL AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) = 0.74 119 120 **************************************************************************** 121 FLOW PROCESS FROM NODE 605.00 TO NODE 999.00 IS CODE = 52 122 ---------------------------------------------------------------------------- 123 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< 124 >>>>>TRAVELTIME THRU SUBAREA<<<<< 125 ============================================================================ 126 ELEVATION DATA: UPSTREAM(FEET) = 1223.00 DOWNSTREAM(FEET) = 1219.50 127 CHANNEL LENGTH THRU SUBAREA(FEET) = 166.00 CHANNEL SLOPE = 0.0211 128 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION 129 CHANNEL FLOW THRU SUBAREA(CFS) = 0.74 130 FLOW VELOCITY(FEET/SEC) = 2.18 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) 131 TRAVEL TIME(MIN.) = 1.27 Tc(MIN.) = 21.74 132 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 999.00 = 634.00 FEET. 133 134 **************************************************************************** 135 FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 1 136 ---------------------------------------------------------------------------- 137 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 138 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 139 ============================================================================ 140 TOTAL NUMBER OF STREAMS = 2 141 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 142 TIME OF CONCENTRATION(MIN.) = 21.74 143 RAINFALL INTENSITY(INCH/HR) = 1.65 144 AREA-AVERAGED Fm(INCH/HR) = 0.82 145 AREA-AVERAGED Fp(INCH/HR) = 0.82 146 AREA-AVERAGED Ap = 1.00 147 EFFECTIVE STREAM AREA(ACRES) = 0.92 148 TOTAL STREAM AREA(ACRES) = 0.92 149 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.74 150 151 ** CONFLUENCE DATA ** 152 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 153 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 154 1 3.22 22.79 1.609 0.82( 0.82) 1.00 4.5 100.00 155 2 0.74 21.74 1.655 0.82( 0.82) 1.00 0.9 600.00 156 157 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 158 CONFLUENCE FORMULA USED FOR 2 STREAMS. 159 160 ** PEAK FLOW RATE TABLE ** 161 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 162 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 163 1 3.96 21.74 1.655 0.82( 0.82) 1.00 5.3 600.00 164 2 3.92 22.79 1.609 0.82( 0.82) 1.00 5.5 100.00 165 166 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 167 PEAK FLOW RATE(CFS) = 3.96 Tc(MIN.) = 21.74 168 EFFECTIVE AREA(ACRES) = 5.25 AREA-AVERAGED Fm(INCH/HR) = 0.82 169 AREA-AVERAGED Fp(INCH/HR) = 0.82 AREA-AVERAGED Ap = 1.00 170 TOTAL AREA(ACRES) = 5.5 171 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 999.00 = 635.00 FEET. 172 ============================================================================ 173 END OF STUDY SUMMARY: 174 TOTAL AREA(ACRES) = 5.5 TC(MIN.) = 21.74 175 EFFECTIVE AREA(ACRES) = 5.25 AREA-AVERAGED Fm(INCH/HR)= 0.82 176 AREA-AVERAGED Fp(INCH/HR) = 0.82 AREA-AVERAGED Ap = 1.000 177 PEAK FLOW RATE(CFS) = 3.96 178 179 ** PEAK FLOW RATE TABLE ** 180 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 181 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 182 1 3.96 21.74 1.655 0.82( 0.82) 1.00 5.3 600.00 183 2 3.92 22.79 1.609 0.82( 0.82) 1.00 5.5 100.00 184 ============================================================================ 185 ============================================================================ 186 END OF RATIONAL METHOD ANALYSIS 187 188 189 190 1 ____________________________________________________________________________ 2 **************************************************************************** 3 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE 4 (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) 5 (c) Copyright 1983-2016 Advanced Engineering Software (aes) 6 Ver. 23.0 Release Date: 07/01/2016 License ID 1714 7 8 Analysis prepared by: 9 10 11 12 13 14 15 ---------------------------------------------------------------------------- 16 FILE NAME: D:\X1X025.RAT 17 TIME/DATE OF STUDY: 17:56 09/12/2024 18 ============================================================================ 19 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 20 ============================================================================ 21 --*TIME-OF-CONCENTRATION MODEL*-- 22 23 USER SPECIFIED STORM EVENT(YEAR) = 25.00 24 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 25 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 26 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 27 28 SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 29 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.1100 30 31 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* 32 33 *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* 34 HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING 35 WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR 36 NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 37 === ===== ========= ================= ====== ===== ====== ===== ======= 38 1 26.0 5.0 0.020/0.020/0.020 0.33 1.50 0.0313 0.125 0.0150 39 40 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 41 1. Relative Flow-Depth = 1.00 FEET 42 as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 43 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) 44 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN 45 OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* 46 *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED 47 48 +--------------------------------------------------------------------------+ 49 | SUBAREA X1 | 50 | GRASS, FAIR | 51 | | 52 +--------------------------------------------------------------------------+ 53 54 **************************************************************************** 55 FLOW PROCESS FROM NODE 100.00 TO NODE 999.00 IS CODE = 21 56 ---------------------------------------------------------------------------- 57 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 58 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 59 ============================================================================ 60 INITIAL SUBAREA FLOW-LENGTH(FEET) = 635.00 61 ELEVATION DATA: UPSTREAM(FEET) = 1226.80 DOWNSTREAM(FEET) = 1219.50 62 63 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 64 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.793 65 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.984 66 SUBAREA Tc AND LOSS RATE DATA(AMC II): 67 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 68 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 69 NATURAL FAIR COVER 70 "GRASS" A 4.54 0.82 1.000 50 22.79 71 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 73 SUBAREA RUNOFF(CFS) = 4.76 74 TOTAL AREA(ACRES) = 4.54 PEAK FLOW RATE(CFS) = 4.76 75 76 **************************************************************************** 77 FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 1 78 ---------------------------------------------------------------------------- 79 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 80 ============================================================================ 81 TOTAL NUMBER OF STREAMS = 2 82 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 83 TIME OF CONCENTRATION(MIN.) = 22.79 84 RAINFALL INTENSITY(INCH/HR) = 1.98 85 AREA-AVERAGED Fm(INCH/HR) = 0.82 86 AREA-AVERAGED Fp(INCH/HR) = 0.82 87 AREA-AVERAGED Ap = 1.00 88 EFFECTIVE STREAM AREA(ACRES) = 4.54 89 TOTAL STREAM AREA(ACRES) = 4.54 90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.76 91 92 +--------------------------------------------------------------------------+ 93 | SUBAREA X2 | 94 | GRASS, FAIR | 95 | | 96 +--------------------------------------------------------------------------+ 97 98 **************************************************************************** 99 FLOW PROCESS FROM NODE 600.00 TO NODE 605.00 IS CODE = 21 100 ---------------------------------------------------------------------------- 101 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 102 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 103 ============================================================================ 104 INITIAL SUBAREA FLOW-LENGTH(FEET) = 468.00 105 ELEVATION DATA: UPSTREAM(FEET) = 1228.00 DOWNSTREAM(FEET) = 1223.00 106 107 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 108 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.472 109 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.116 110 SUBAREA Tc AND LOSS RATE DATA(AMC II): 111 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 112 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 113 NATURAL FAIR COVER 114 "GRASS" A 0.92 0.82 1.000 50 20.47 115 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 116 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 117 SUBAREA RUNOFF(CFS) = 1.07 118 TOTAL AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) = 1.07 119 120 **************************************************************************** 121 FLOW PROCESS FROM NODE 605.00 TO NODE 999.00 IS CODE = 52 122 ---------------------------------------------------------------------------- 123 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< 124 >>>>>TRAVELTIME THRU SUBAREA<<<<< 125 ============================================================================ 126 ELEVATION DATA: UPSTREAM(FEET) = 1223.00 DOWNSTREAM(FEET) = 1219.50 127 CHANNEL LENGTH THRU SUBAREA(FEET) = 166.00 CHANNEL SLOPE = 0.0211 128 CHANNEL FLOW THRU SUBAREA(CFS) = 1.07 129 FLOW VELOCITY(FEET/SEC) = 2.21 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) 130 TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 21.73 131 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 999.00 = 634.00 FEET. 132 133 **************************************************************************** 134 FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 1 135 ---------------------------------------------------------------------------- 136 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 137 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 138 ============================================================================ 139 TOTAL NUMBER OF STREAMS = 2 140 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 141 TIME OF CONCENTRATION(MIN.) = 21.73 142 RAINFALL INTENSITY(INCH/HR) = 2.04 143 AREA-AVERAGED Fm(INCH/HR) = 0.82 144 AREA-AVERAGED Fp(INCH/HR) = 0.82 145 AREA-AVERAGED Ap = 1.00 146 EFFECTIVE STREAM AREA(ACRES) = 0.92 147 TOTAL STREAM AREA(ACRES) = 0.92 148 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.07 149 150 ** CONFLUENCE DATA ** 151 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 152 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 153 1 4.76 22.79 1.984 0.82( 0.82) 1.00 4.5 100.00 154 2 1.07 21.73 2.042 0.82( 0.82) 1.00 0.9 600.00 155 156 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 157 CONFLUENCE FORMULA USED FOR 2 STREAMS. 158 159 ** PEAK FLOW RATE TABLE ** 160 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 161 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 162 1 5.83 21.73 2.042 0.82( 0.82) 1.00 5.2 600.00 163 2 5.78 22.79 1.984 0.82( 0.82) 1.00 5.5 100.00 164 165 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 166 PEAK FLOW RATE(CFS) = 5.83 Tc(MIN.) = 21.73 167 EFFECTIVE AREA(ACRES) = 5.25 AREA-AVERAGED Fm(INCH/HR) = 0.82 168 AREA-AVERAGED Fp(INCH/HR) = 0.82 AREA-AVERAGED Ap = 1.00 169 TOTAL AREA(ACRES) = 5.5 170 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 999.00 = 635.00 FEET. 171 ============================================================================ 172 END OF STUDY SUMMARY: 173 TOTAL AREA(ACRES) = 5.5 TC(MIN.) = 21.73 174 EFFECTIVE AREA(ACRES) = 5.25 AREA-AVERAGED Fm(INCH/HR)= 0.82 175 AREA-AVERAGED Fp(INCH/HR) = 0.82 AREA-AVERAGED Ap = 1.000 176 PEAK FLOW RATE(CFS) = 5.83 177 178 ** PEAK FLOW RATE TABLE ** 179 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 180 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 181 1 5.83 21.73 2.042 0.82( 0.82) 1.00 5.2 600.00 182 2 5.78 22.79 1.984 0.82( 0.82) 1.00 5.5 100.00 183 ============================================================================ 184 ============================================================================ 185 END OF RATIONAL METHOD ANALYSIS 186 187 188 189 1 ____________________________________________________________________________ 2 **************************************************************************** 3 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE 4 (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) 5 (c) Copyright 1983-2016 Advanced Engineering Software (aes) 6 Ver. 23.0 Release Date: 07/01/2016 License ID 1714 7 8 Analysis prepared by: 9 10 11 12 13 14 15 ---------------------------------------------------------------------------- 16 FILE NAME: D:\X1X100.RAT 17 TIME/DATE OF STUDY: 17:56 09/12/2024 18 ============================================================================ 19 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 20 ============================================================================ 21 --*TIME-OF-CONCENTRATION MODEL*-- 22 23 USER SPECIFIED STORM EVENT(YEAR) = 100.00 24 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 25 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 26 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 27 28 SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 29 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.4500 30 31 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* 32 33 *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* 34 HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING 35 WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR 36 NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 37 === ===== ========= ================= ====== ===== ====== ===== ======= 38 1 26.0 5.0 0.020/0.020/0.020 0.33 1.50 0.0313 0.125 0.0150 39 40 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 41 1. Relative Flow-Depth = 1.00 FEET 42 as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 43 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) 44 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN 45 OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* 46 *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED 47 48 +--------------------------------------------------------------------------+ 49 | SUBAREA X1 | 50 | GRASS, FAIR | 51 | | 52 +--------------------------------------------------------------------------+ 53 54 **************************************************************************** 55 FLOW PROCESS FROM NODE 100.00 TO NODE 999.00 IS CODE = 21 56 ---------------------------------------------------------------------------- 57 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 58 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 59 ============================================================================ 60 INITIAL SUBAREA FLOW-LENGTH(FEET) = 635.00 61 ELEVATION DATA: UPSTREAM(FEET) = 1226.80 DOWNSTREAM(FEET) = 1219.50 62 63 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 64 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.793 65 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.592 66 SUBAREA Tc AND LOSS RATE DATA(AMC III): 67 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 68 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 69 NATURAL FAIR COVER 70 "GRASS" A 4.54 0.50 1.000 70 22.79 71 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.49 72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 73 SUBAREA RUNOFF(CFS) = 8.57 74 TOTAL AREA(ACRES) = 4.54 PEAK FLOW RATE(CFS) = 8.57 75 76 **************************************************************************** 77 FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 1 78 ---------------------------------------------------------------------------- 79 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 80 ============================================================================ 81 TOTAL NUMBER OF STREAMS = 2 82 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 83 TIME OF CONCENTRATION(MIN.) = 22.79 84 RAINFALL INTENSITY(INCH/HR) = 2.59 85 AREA-AVERAGED Fm(INCH/HR) = 0.49 86 AREA-AVERAGED Fp(INCH/HR) = 0.49 87 AREA-AVERAGED Ap = 1.00 88 EFFECTIVE STREAM AREA(ACRES) = 4.54 89 TOTAL STREAM AREA(ACRES) = 4.54 90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.57 91 92 +--------------------------------------------------------------------------+ 93 | SUBAREA X2 | 94 | GRASS, FAIR | 95 | | 96 +--------------------------------------------------------------------------+ 97 98 **************************************************************************** 99 FLOW PROCESS FROM NODE 600.00 TO NODE 605.00 IS CODE = 21 100 ---------------------------------------------------------------------------- 101 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 102 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 103 ============================================================================ 104 INITIAL SUBAREA FLOW-LENGTH(FEET) = 468.00 105 ELEVATION DATA: UPSTREAM(FEET) = 1228.00 DOWNSTREAM(FEET) = 1223.00 106 107 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 108 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.472 109 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.764 110 SUBAREA Tc AND LOSS RATE DATA(AMC III): 111 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 112 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 113 NATURAL FAIR COVER 114 "GRASS" A 0.92 0.50 1.000 70 20.47 115 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.50 116 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 117 SUBAREA RUNOFF(CFS) = 1.88 118 TOTAL AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) = 1.88 119 120 **************************************************************************** 121 FLOW PROCESS FROM NODE 605.00 TO NODE 999.00 IS CODE = 52 122 ---------------------------------------------------------------------------- 123 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< 124 >>>>>TRAVELTIME THRU SUBAREA<<<<< 125 ============================================================================ 126 ELEVATION DATA: UPSTREAM(FEET) = 1223.00 DOWNSTREAM(FEET) = 1219.50 127 CHANNEL LENGTH THRU SUBAREA(FEET) = 166.00 CHANNEL SLOPE = 0.0211 128 CHANNEL FLOW THRU SUBAREA(CFS) = 1.88 129 FLOW VELOCITY(FEET/SEC) = 2.47 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) 130 TRAVEL TIME(MIN.) = 1.12 Tc(MIN.) = 21.59 131 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 999.00 = 634.00 FEET. 132 133 **************************************************************************** 134 FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 1 135 ---------------------------------------------------------------------------- 136 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 137 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 138 ============================================================================ 139 TOTAL NUMBER OF STREAMS = 2 140 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 141 TIME OF CONCENTRATION(MIN.) = 21.59 142 RAINFALL INTENSITY(INCH/HR) = 2.68 143 AREA-AVERAGED Fm(INCH/HR) = 0.50 144 AREA-AVERAGED Fp(INCH/HR) = 0.50 145 AREA-AVERAGED Ap = 1.00 146 EFFECTIVE STREAM AREA(ACRES) = 0.92 147 TOTAL STREAM AREA(ACRES) = 0.92 148 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.88 149 150 ** CONFLUENCE DATA ** 151 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 152 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 153 1 8.57 22.79 2.592 0.49( 0.49) 1.00 4.5 100.00 154 2 1.88 21.59 2.677 0.50( 0.50) 1.00 0.9 600.00 155 156 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 157 CONFLUENCE FORMULA USED FOR 2 STREAMS. 158 159 ** PEAK FLOW RATE TABLE ** 160 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 161 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 162 1 10.33 21.59 2.677 0.49( 0.49) 1.00 5.2 600.00 163 2 10.37 22.79 2.592 0.49( 0.49) 1.00 5.5 100.00 164 165 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 166 PEAK FLOW RATE(CFS) = 10.37 Tc(MIN.) = 22.79 167 EFFECTIVE AREA(ACRES) = 5.46 AREA-AVERAGED Fm(INCH/HR) = 0.49 168 AREA-AVERAGED Fp(INCH/HR) = 0.49 AREA-AVERAGED Ap = 1.00 169 TOTAL AREA(ACRES) = 5.5 170 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 999.00 = 635.00 FEET. 171 ============================================================================ 172 END OF STUDY SUMMARY: 173 TOTAL AREA(ACRES) = 5.5 TC(MIN.) = 22.79 174 EFFECTIVE AREA(ACRES) = 5.46 AREA-AVERAGED Fm(INCH/HR)= 0.49 175 AREA-AVERAGED Fp(INCH/HR) = 0.49 AREA-AVERAGED Ap = 1.000 176 PEAK FLOW RATE(CFS) = 10.37 177 178 ** PEAK FLOW RATE TABLE ** 179 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 180 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 181 1 10.33 21.59 2.677 0.49( 0.49) 1.00 5.2 600.00 182 2 10.37 22.79 2.592 0.49( 0.49) 1.00 5.5 100.00 183 ============================================================================ 184 ============================================================================ 185 END OF RATIONAL METHOD ANALYSIS 186 187 188 189 Hydrology Study TM 20431, Fontana CA Prepared by MFKessler V. 2, 10, 25, & 100-YEAR HYDROLOGY CALCULATIONS – DEVELOPED CONDITION 1 ____________________________________________________________________________ 2 **************************************************************************** 3 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE 4 (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) 5 (c) Copyright 1983-2016 Advanced Engineering Software (aes) 6 Ver. 23.0 Release Date: 07/01/2016 License ID 1714 7 8 Analysis prepared by: 9 10 11 12 13 14 15 ---------------------------------------------------------------------------- 16 FILE NAME: D:\D1P002.RAT 17 TIME/DATE OF STUDY: 17:55 09/12/2024 18 ============================================================================ 19 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 20 ============================================================================ 21 --*TIME-OF-CONCENTRATION MODEL*-- 22 23 USER SPECIFIED STORM EVENT(YEAR) = 2.00 24 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 25 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 26 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 27 28 SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 29 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 0.5670 30 31 *ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* 32 33 *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* 34 HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING 35 WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR 36 NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 37 === ===== ========= ================= ====== ===== ====== ===== ======= 38 1 26.0 5.0 0.020/0.020/0.020 0.33 1.50 0.0313 0.125 0.0150 39 40 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 41 1. Relative Flow-Depth = 1.00 FEET 42 as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 43 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) 44 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN 45 OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* 46 *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED 47 48 +--------------------------------------------------------------------------+ 49 | SUBAREA D1.1 | 50 | CONDO | 51 | | 52 +--------------------------------------------------------------------------+ 53 54 **************************************************************************** 55 FLOW PROCESS FROM NODE 100.00 TO NODE 120.00 IS CODE = 21 56 ---------------------------------------------------------------------------- 57 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 58 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 59 ============================================================================ 60 INITIAL SUBAREA FLOW-LENGTH(FEET) = 220.00 61 ELEVATION DATA: UPSTREAM(FEET) = 1226.80 DOWNSTREAM(FEET) = 1223.60 62 63 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 64 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.256 65 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.014 66 SUBAREA Tc AND LOSS RATE DATA(AMC I ): 67 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 68 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 69 CONDOMINIUMS A 0.46 1.33 0.350 17 7.26 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.33 71 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 72 SUBAREA RUNOFF(CFS) = 0.64 73 TOTAL AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) = 0.64 74 75 **************************************************************************** 76 FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 77 ---------------------------------------------------------------------------- 78 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 79 ============================================================================ 80 TOTAL NUMBER OF STREAMS = 2 81 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 82 TIME OF CONCENTRATION(MIN.) = 7.26 83 RAINFALL INTENSITY(INCH/HR) = 2.01 84 AREA-AVERAGED Fm(INCH/HR) = 0.46 85 AREA-AVERAGED Fp(INCH/HR) = 1.33 86 AREA-AVERAGED Ap = 0.35 87 EFFECTIVE STREAM AREA(ACRES) = 0.46 88 TOTAL STREAM AREA(ACRES) = 0.46 89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.64 90 91 +--------------------------------------------------------------------------+ 92 | SUBAREA D1.2 | 93 | CONDO | 94 | | 95 +--------------------------------------------------------------------------+ 96 97 **************************************************************************** 98 FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 21 99 ---------------------------------------------------------------------------- 100 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 101 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 102 ============================================================================ 103 INITIAL SUBAREA FLOW-LENGTH(FEET) = 180.00 104 ELEVATION DATA: UPSTREAM(FEET) = 1224.60 DOWNSTREAM(FEET) = 1222.90 105 106 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 107 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.301 108 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.007 109 SUBAREA Tc AND LOSS RATE DATA(AMC I ): 110 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 111 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 112 CONDOMINIUMS A 0.42 1.33 0.350 17 7.30 113 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.33 114 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 115 SUBAREA RUNOFF(CFS) = 0.58 116 TOTAL AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) = 0.58 117 118 **************************************************************************** 119 FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 41 120 ---------------------------------------------------------------------------- 121 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 122 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 123 ============================================================================ 124 ELEVATION DATA: UPSTREAM(FEET) = 1216.67 DOWNSTREAM(FEET) = 1214.67 125 FLOW LENGTH(FEET) = 245.00 MANNING'S N = 0.013 126 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.5 INCHES 127 PIPE-FLOW VELOCITY(FEET/SEC.) = 3.06 128 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 129 PIPE-FLOW(CFS) = 0.58 130 PIPE TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 8.64 131 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 120.00 = 425.00 FEET. 132 133 **************************************************************************** 134 FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 135 ---------------------------------------------------------------------------- 136 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 137 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 138 ============================================================================ 139 TOTAL NUMBER OF STREAMS = 2 140 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 141 TIME OF CONCENTRATION(MIN.) = 8.64 142 RAINFALL INTENSITY(INCH/HR) = 1.81 143 AREA-AVERAGED Fm(INCH/HR) = 0.46 144 AREA-AVERAGED Fp(INCH/HR) = 1.33 145 AREA-AVERAGED Ap = 0.35 146 EFFECTIVE STREAM AREA(ACRES) = 0.42 147 TOTAL STREAM AREA(ACRES) = 0.42 148 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.58 149 150 ** CONFLUENCE DATA ** 151 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 152 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 153 1 0.64 7.26 2.014 1.33( 0.46) 0.35 0.5 100.00 154 2 0.58 8.64 1.814 1.33( 0.46) 0.35 0.4 110.00 155 156 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 157 CONFLUENCE FORMULA USED FOR 2 STREAMS. 158 159 ** PEAK FLOW RATE TABLE ** 160 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 161 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 162 1 1.20 7.26 2.014 1.33( 0.46) 0.35 0.8 100.00 163 2 1.14 8.64 1.814 1.33( 0.46) 0.35 0.9 110.00 164 165 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 166 PEAK FLOW RATE(CFS) = 1.20 Tc(MIN.) = 7.26 167 EFFECTIVE AREA(ACRES) = 0.81 AREA-AVERAGED Fm(INCH/HR) = 0.46 168 AREA-AVERAGED Fp(INCH/HR) = 1.33 AREA-AVERAGED Ap = 0.35 169 TOTAL AREA(ACRES) = 0.9 170 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 120.00 = 425.00 FEET. 171 172 **************************************************************************** 173 FLOW PROCESS FROM NODE 120.00 TO NODE 225.00 IS CODE = 41 174 ---------------------------------------------------------------------------- 175 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 176 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 177 ============================================================================ 178 ELEVATION DATA: UPSTREAM(FEET) = 1214.67 DOWNSTREAM(FEET) = 1213.50 179 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 180 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES 181 PIPE-FLOW VELOCITY(FEET/SEC.) = 5.25 182 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 183 PIPE-FLOW(CFS) = 1.20 184 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 7.42 185 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 225.00 = 475.00 FEET. 186 187 **************************************************************************** 188 FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 1 189 ---------------------------------------------------------------------------- 190 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 191 ============================================================================ 192 TOTAL NUMBER OF STREAMS = 2 193 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 194 TIME OF CONCENTRATION(MIN.) = 7.42 195 RAINFALL INTENSITY(INCH/HR) = 1.99 196 AREA-AVERAGED Fm(INCH/HR) = 0.46 197 AREA-AVERAGED Fp(INCH/HR) = 1.33 198 AREA-AVERAGED Ap = 0.35 199 EFFECTIVE STREAM AREA(ACRES) = 0.81 200 TOTAL STREAM AREA(ACRES) = 0.88 201 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.20 202 203 +--------------------------------------------------------------------------+ 204 | SUBAREA D2.2 | 205 | CONDO | 206 | | 207 +--------------------------------------------------------------------------+ 208 209 **************************************************************************** 210 FLOW PROCESS FROM NODE 210.00 TO NODE 215.00 IS CODE = 21 211 ---------------------------------------------------------------------------- 212 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 213 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 214 ============================================================================ 215 INITIAL SUBAREA FLOW-LENGTH(FEET) = 185.00 216 ELEVATION DATA: UPSTREAM(FEET) = 1223.65 DOWNSTREAM(FEET) = 1221.75 217 218 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 219 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.259 220 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.014 221 SUBAREA Tc AND LOSS RATE DATA(AMC I ): 222 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 223 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 224 CONDOMINIUMS A 0.40 1.33 0.350 17 7.26 225 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.33 226 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 227 SUBAREA RUNOFF(CFS) = 0.56 228 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 0.56 229 230 **************************************************************************** 231 FLOW PROCESS FROM NODE 215.00 TO NODE 225.00 IS CODE = 41 232 ---------------------------------------------------------------------------- 233 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 234 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 235 ============================================================================ 236 ELEVATION DATA: UPSTREAM(FEET) = 1215.63 DOWNSTREAM(FEET) = 1213.50 237 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013 238 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.2 INCHES 239 PIPE-FLOW VELOCITY(FEET/SEC.) = 3.36 240 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 241 PIPE-FLOW(CFS) = 0.56 242 PIPE TRAVEL TIME(MIN.) = 0.94 Tc(MIN.) = 8.20 243 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 225.00 = 375.00 FEET. 244 245 **************************************************************************** 246 FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 1 247 ---------------------------------------------------------------------------- 248 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 249 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 250 ============================================================================ 251 TOTAL NUMBER OF STREAMS = 2 252 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 253 TIME OF CONCENTRATION(MIN.) = 8.20 254 RAINFALL INTENSITY(INCH/HR) = 1.87 255 AREA-AVERAGED Fm(INCH/HR) = 0.46 256 AREA-AVERAGED Fp(INCH/HR) = 1.33 257 AREA-AVERAGED Ap = 0.35 258 EFFECTIVE STREAM AREA(ACRES) = 0.40 259 TOTAL STREAM AREA(ACRES) = 0.40 260 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.56 261 262 ** CONFLUENCE DATA ** 263 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 264 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 265 1 1.20 7.42 1.988 1.33( 0.46) 0.35 0.8 100.00 266 1 1.14 8.80 1.794 1.33( 0.46) 0.35 0.9 110.00 267 2 0.56 8.20 1.871 1.33( 0.46) 0.35 0.4 210.00 268 269 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 270 CONFLUENCE FORMULA USED FOR 2 STREAMS. 271 272 ** PEAK FLOW RATE TABLE ** 273 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 274 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 275 1 1.75 7.42 1.988 1.33( 0.46) 0.35 1.2 100.00 276 2 1.73 8.20 1.871 1.33( 0.46) 0.35 1.3 210.00 277 3 1.67 8.80 1.794 1.33( 0.46) 0.35 1.3 110.00 278 279 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 280 PEAK FLOW RATE(CFS) = 1.75 Tc(MIN.) = 7.42 281 EFFECTIVE AREA(ACRES) = 1.17 AREA-AVERAGED Fm(INCH/HR) = 0.46 282 AREA-AVERAGED Fp(INCH/HR) = 1.33 AREA-AVERAGED Ap = 0.35 283 TOTAL AREA(ACRES) = 1.3 284 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 225.00 = 475.00 FEET. 285 286 **************************************************************************** 287 FLOW PROCESS FROM NODE 225.00 TO NODE 325.00 IS CODE = 41 288 ---------------------------------------------------------------------------- 289 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 290 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 291 ============================================================================ 292 ELEVATION DATA: UPSTREAM(FEET) = 1213.50 DOWNSTREAM(FEET) = 1212.50 293 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 294 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES 295 PIPE-FLOW VELOCITY(FEET/SEC.) = 3.73 296 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 297 PIPE-FLOW(CFS) = 1.75 298 PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 8.08 299 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 325.00 = 625.00 FEET. 300 301 **************************************************************************** 302 FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 1 303 ---------------------------------------------------------------------------- 304 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 305 ============================================================================ 306 TOTAL NUMBER OF STREAMS = 2 307 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 308 TIME OF CONCENTRATION(MIN.) = 8.08 309 RAINFALL INTENSITY(INCH/HR) = 1.89 310 AREA-AVERAGED Fm(INCH/HR) = 0.46 311 AREA-AVERAGED Fp(INCH/HR) = 1.33 312 AREA-AVERAGED Ap = 0.35 313 EFFECTIVE STREAM AREA(ACRES) = 1.17 314 TOTAL STREAM AREA(ACRES) = 1.28 315 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.75 316 317 +--------------------------------------------------------------------------+ 318 | SUBAREA D3.1 | 319 | CONDO | 320 | | 321 +--------------------------------------------------------------------------+ 322 323 **************************************************************************** 324 FLOW PROCESS FROM NODE 300.00 TO NODE 305.00 IS CODE = 21 325 ---------------------------------------------------------------------------- 326 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 327 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 328 ============================================================================ 329 INITIAL SUBAREA FLOW-LENGTH(FEET) = 180.00 330 ELEVATION DATA: UPSTREAM(FEET) = 1223.00 DOWNSTREAM(FEET) = 1221.30 331 332 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 333 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.301 334 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.007 335 SUBAREA Tc AND LOSS RATE DATA(AMC I ): 336 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 337 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 338 CONDOMINIUMS A 0.31 1.33 0.350 17 7.30 339 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.33 340 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 341 SUBAREA RUNOFF(CFS) = 0.43 342 TOTAL AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) = 0.43 343 344 **************************************************************************** 345 FLOW PROCESS FROM NODE 305.00 TO NODE 325.00 IS CODE = 41 346 ---------------------------------------------------------------------------- 347 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 348 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 349 ============================================================================ 350 ELEVATION DATA: UPSTREAM(FEET) = 1213.37 DOWNSTREAM(FEET) = 1212.50 351 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 352 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.6 INCHES 353 PIPE-FLOW VELOCITY(FEET/SEC.) = 3.35 354 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 355 PIPE-FLOW(CFS) = 0.43 356 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 7.62 357 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 325.00 = 245.00 FEET. 358 359 **************************************************************************** 360 FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 1 361 ---------------------------------------------------------------------------- 362 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 363 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 364 ============================================================================ 365 TOTAL NUMBER OF STREAMS = 2 366 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 367 TIME OF CONCENTRATION(MIN.) = 7.62 368 RAINFALL INTENSITY(INCH/HR) = 1.96 369 AREA-AVERAGED Fm(INCH/HR) = 0.46 370 AREA-AVERAGED Fp(INCH/HR) = 1.33 371 AREA-AVERAGED Ap = 0.35 372 EFFECTIVE STREAM AREA(ACRES) = 0.31 373 TOTAL STREAM AREA(ACRES) = 0.31 374 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.43 375 376 ** CONFLUENCE DATA ** 377 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 378 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 379 1 1.75 8.08 1.887 1.33( 0.46) 0.35 1.2 100.00 380 1 1.73 8.87 1.785 1.33( 0.46) 0.35 1.3 210.00 381 1 1.67 9.47 1.716 1.33( 0.46) 0.35 1.3 110.00 382 2 0.43 7.62 1.955 1.33( 0.46) 0.35 0.3 300.00 383 384 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 385 CONFLUENCE FORMULA USED FOR 2 STREAMS. 386 387 ** PEAK FLOW RATE TABLE ** 388 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 389 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 390 1 2.16 7.62 1.955 1.33( 0.46) 0.35 1.4 300.00 391 2 2.16 8.08 1.887 1.33( 0.46) 0.35 1.5 100.00 392 3 2.11 8.87 1.785 1.33( 0.46) 0.35 1.6 210.00 393 4 2.03 9.47 1.716 1.33( 0.46) 0.35 1.6 110.00 394 395 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 396 PEAK FLOW RATE(CFS) = 2.16 Tc(MIN.) = 8.08 397 EFFECTIVE AREA(ACRES) = 1.48 AREA-AVERAGED Fm(INCH/HR) = 0.46 398 AREA-AVERAGED Fp(INCH/HR) = 1.33 AREA-AVERAGED Ap = 0.35 399 TOTAL AREA(ACRES) = 1.6 400 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 325.00 = 625.00 FEET. 401 402 **************************************************************************** 403 FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 10 404 ---------------------------------------------------------------------------- 405 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< 406 ============================================================================ 407 408 **************************************************************************** 409 FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 13 410 ---------------------------------------------------------------------------- 411 >>>>>CLEAR THE MAIN-STREAM MEMORY<<<<< 412 ============================================================================ 413 414 +--------------------------------------------------------------------------+ 415 | SUBAREA D2.1 | 416 | CONDO | 417 | | 418 +--------------------------------------------------------------------------+ 419 420 **************************************************************************** 421 FLOW PROCESS FROM NODE 200.00 TO NODE 205.00 IS CODE = 21 422 ---------------------------------------------------------------------------- 423 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 424 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 425 ============================================================================ 426 INITIAL SUBAREA FLOW-LENGTH(FEET) = 105.00 427 ELEVATION DATA: UPSTREAM(FEET) = 1225.00 DOWNSTREAM(FEET) = 1222.75 428 429 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 430 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 431 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.518 432 SUBAREA Tc AND LOSS RATE DATA(AMC I ): 433 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 434 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 435 CONDOMINIUMS A 0.25 1.33 0.350 17 5.00 436 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.33 437 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 438 SUBAREA RUNOFF(CFS) = 0.46 439 TOTAL AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) = 0.46 440 441 **************************************************************************** 442 FLOW PROCESS FROM NODE 205.00 TO NODE 320.00 IS CODE = 41 443 ---------------------------------------------------------------------------- 444 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 445 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 446 ============================================================================ 447 ELEVATION DATA: UPSTREAM(FEET) = 1214.34 DOWNSTREAM(FEET) = 1213.23 448 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 449 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES 450 PIPE-FLOW VELOCITY(FEET/SEC.) = 3.30 451 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 452 PIPE-FLOW(CFS) = 0.46 453 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 5.40 454 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 320.00 = 185.00 FEET. 455 456 **************************************************************************** 457 FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 458 ---------------------------------------------------------------------------- 459 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 460 ============================================================================ 461 TOTAL NUMBER OF STREAMS = 2 462 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 463 TIME OF CONCENTRATION(MIN.) = 5.40 464 RAINFALL INTENSITY(INCH/HR) = 2.40 465 AREA-AVERAGED Fm(INCH/HR) = 0.46 466 AREA-AVERAGED Fp(INCH/HR) = 1.33 467 AREA-AVERAGED Ap = 0.35 468 EFFECTIVE STREAM AREA(ACRES) = 0.25 469 TOTAL STREAM AREA(ACRES) = 0.25 470 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.46 471 472 +--------------------------------------------------------------------------+ 473 | SUBAREA D3.2 | 474 | CONDO | 475 | | 476 +--------------------------------------------------------------------------+ 477 478 **************************************************************************** 479 FLOW PROCESS FROM NODE 310.00 TO NODE 315.00 IS CODE = 21 480 ---------------------------------------------------------------------------- 481 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 482 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 483 ============================================================================ 484 INITIAL SUBAREA FLOW-LENGTH(FEET) = 180.00 485 ELEVATION DATA: UPSTREAM(FEET) = 1222.35 DOWNSTREAM(FEET) = 1221.00 486 487 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 488 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.645 489 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.952 490 SUBAREA Tc AND LOSS RATE DATA(AMC I ): 491 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 492 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 493 CONDOMINIUMS A 0.39 1.33 0.350 17 7.65 494 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.33 495 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 496 SUBAREA RUNOFF(CFS) = 0.52 497 TOTAL AREA(ACRES) = 0.39 PEAK FLOW RATE(CFS) = 0.52 498 499 **************************************************************************** 500 FLOW PROCESS FROM NODE 315.00 TO NODE 320.00 IS CODE = 41 501 ---------------------------------------------------------------------------- 502 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 503 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 504 ============================================================================ 505 ELEVATION DATA: UPSTREAM(FEET) = 1214.97 DOWNSTREAM(FEET) = 1213.23 506 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 507 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.1 INCHES 508 PIPE-FLOW VELOCITY(FEET/SEC.) = 3.32 509 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 510 PIPE-FLOW(CFS) = 0.52 511 PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 8.42 512 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 320.00 = 335.00 FEET. 513 514 **************************************************************************** 515 FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 516 ---------------------------------------------------------------------------- 517 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 518 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 519 ============================================================================ 520 TOTAL NUMBER OF STREAMS = 2 521 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 522 TIME OF CONCENTRATION(MIN.) = 8.42 523 RAINFALL INTENSITY(INCH/HR) = 1.84 524 AREA-AVERAGED Fm(INCH/HR) = 0.46 525 AREA-AVERAGED Fp(INCH/HR) = 1.33 526 AREA-AVERAGED Ap = 0.35 527 EFFECTIVE STREAM AREA(ACRES) = 0.39 528 TOTAL STREAM AREA(ACRES) = 0.39 529 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.52 530 531 ** CONFLUENCE DATA ** 532 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 533 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 534 1 0.46 5.40 2.404 1.33( 0.46) 0.35 0.2 200.00 535 2 0.52 8.42 1.842 1.33( 0.46) 0.35 0.4 310.00 536 537 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 538 CONFLUENCE FORMULA USED FOR 2 STREAMS. 539 540 ** PEAK FLOW RATE TABLE ** 541 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 542 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 543 1 0.93 5.40 2.404 1.33( 0.46) 0.35 0.5 200.00 544 2 0.85 8.42 1.842 1.33( 0.46) 0.35 0.6 310.00 545 546 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 547 PEAK FLOW RATE(CFS) = 0.93 Tc(MIN.) = 5.40 548 EFFECTIVE AREA(ACRES) = 0.50 AREA-AVERAGED Fm(INCH/HR) = 0.46 549 AREA-AVERAGED Fp(INCH/HR) = 1.33 AREA-AVERAGED Ap = 0.35 550 TOTAL AREA(ACRES) = 0.6 551 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 320.00 = 335.00 FEET. 552 553 **************************************************************************** 554 FLOW PROCESS FROM NODE 320.00 TO NODE 325.00 IS CODE = 41 555 ---------------------------------------------------------------------------- 556 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 557 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 558 ============================================================================ 559 ELEVATION DATA: UPSTREAM(FEET) = 1213.23 DOWNSTREAM(FEET) = 1212.50 560 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 561 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES 562 PIPE-FLOW VELOCITY(FEET/SEC.) = 3.56 563 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 564 PIPE-FLOW(CFS) = 0.93 565 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 5.76 566 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 325.00 = 410.00 FEET. 567 568 **************************************************************************** 569 FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 11 570 ---------------------------------------------------------------------------- 571 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< 572 ============================================================================ 573 574 ** MAIN STREAM CONFLUENCE DATA ** 575 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 576 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 577 1 0.93 5.76 2.314 1.33( 0.46) 0.35 0.5 200.00 578 2 0.85 8.78 1.796 1.33( 0.46) 0.35 0.6 310.00 579 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 325.00 = 410.00 FEET. 580 581 ** MEMORY BANK # 1 CONFLUENCE DATA ** 582 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 583 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 584 1 2.16 7.62 1.955 1.33( 0.46) 0.35 1.4 300.00 585 2 2.16 8.08 1.887 1.33( 0.46) 0.35 1.5 100.00 586 3 2.11 8.87 1.785 1.33( 0.46) 0.35 1.6 210.00 587 4 2.03 9.47 1.716 1.33( 0.46) 0.35 1.6 110.00 588 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 325.00 = 625.00 FEET. 589 590 ** PEAK FLOW RATE TABLE ** 591 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 592 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 593 1 2.96 5.76 2.314 1.33( 0.46) 0.35 1.6 200.00 594 2 3.04 7.62 1.955 1.33( 0.46) 0.35 2.0 300.00 595 3 3.03 8.08 1.887 1.33( 0.46) 0.35 2.1 100.00 596 4 2.96 8.78 1.796 1.33( 0.46) 0.35 2.2 310.00 597 5 2.95 8.87 1.785 1.33( 0.46) 0.35 2.2 210.00 598 6 2.83 9.47 1.716 1.33( 0.46) 0.35 2.2 110.00 599 TOTAL AREA(ACRES) = 2.2 600 601 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 602 PEAK FLOW RATE(CFS) = 3.04 Tc(MIN.) = 7.624 603 EFFECTIVE AREA(ACRES) = 2.00 AREA-AVERAGED Fm(INCH/HR) = 0.46 604 AREA-AVERAGED Fp(INCH/HR) = 1.33 AREA-AVERAGED Ap = 0.35 605 TOTAL AREA(ACRES) = 2.2 606 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 325.00 = 625.00 FEET. 607 608 **************************************************************************** 609 FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 12 610 ---------------------------------------------------------------------------- 611 >>>>>CLEAR MEMORY BANK # 1 <<<<< 612 ============================================================================ 613 614 **************************************************************************** 615 FLOW PROCESS FROM NODE 325.00 TO NODE 425.00 IS CODE = 41 616 ---------------------------------------------------------------------------- 617 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 618 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 619 ============================================================================ 620 ELEVATION DATA: UPSTREAM(FEET) = 1212.50 DOWNSTREAM(FEET) = 1211.00 621 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 622 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES 623 PIPE-FLOW VELOCITY(FEET/SEC.) = 4.54 624 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 625 PIPE-FLOW(CFS) = 3.04 626 PIPE TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 8.36 627 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 425.00 = 825.00 FEET. 628 629 **************************************************************************** 630 FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 1 631 ---------------------------------------------------------------------------- 632 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 633 ============================================================================ 634 TOTAL NUMBER OF STREAMS = 3 635 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 636 TIME OF CONCENTRATION(MIN.) = 8.36 637 RAINFALL INTENSITY(INCH/HR) = 1.85 638 AREA-AVERAGED Fm(INCH/HR) = 0.46 639 AREA-AVERAGED Fp(INCH/HR) = 1.33 640 AREA-AVERAGED Ap = 0.35 641 EFFECTIVE STREAM AREA(ACRES) = 2.00 642 TOTAL STREAM AREA(ACRES) = 2.23 643 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.04 644 645 +--------------------------------------------------------------------------+ 646 | SUBAREA D4.1 | 647 | CONDO | 648 | | 649 +--------------------------------------------------------------------------+ 650 651 **************************************************************************** 652 FLOW PROCESS FROM NODE 400.00 TO NODE 405.00 IS CODE = 21 653 ---------------------------------------------------------------------------- 654 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 655 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 656 ============================================================================ 657 INITIAL SUBAREA FLOW-LENGTH(FEET) = 160.00 658 ELEVATION DATA: UPSTREAM(FEET) = 1223.50 DOWNSTREAM(FEET) = 1220.10 659 660 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 661 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.922 662 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.275 663 SUBAREA Tc AND LOSS RATE DATA(AMC I ): 664 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 665 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 666 CONDOMINIUMS A 0.29 1.33 0.350 17 5.92 667 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.33 668 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 669 SUBAREA RUNOFF(CFS) = 0.47 670 TOTAL AREA(ACRES) = 0.29 PEAK FLOW RATE(CFS) = 0.47 671 672 **************************************************************************** 673 FLOW PROCESS FROM NODE 405.00 TO NODE 425.00 IS CODE = 41 674 ---------------------------------------------------------------------------- 675 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 676 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 677 ============================================================================ 678 ELEVATION DATA: UPSTREAM(FEET) = 1211.86 DOWNSTREAM(FEET) = 1211.00 679 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 680 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.8 INCHES 681 PIPE-FLOW VELOCITY(FEET/SEC.) = 3.39 682 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 683 PIPE-FLOW(CFS) = 0.47 684 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 6.24 685 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 425.00 = 225.00 FEET. 686 687 **************************************************************************** 688 FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 1 689 ---------------------------------------------------------------------------- 690 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 691 ============================================================================ 692 TOTAL NUMBER OF STREAMS = 3 693 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 694 TIME OF CONCENTRATION(MIN.) = 6.24 695 RAINFALL INTENSITY(INCH/HR) = 2.20 696 AREA-AVERAGED Fm(INCH/HR) = 0.46 697 AREA-AVERAGED Fp(INCH/HR) = 1.33 698 AREA-AVERAGED Ap = 0.35 699 EFFECTIVE STREAM AREA(ACRES) = 0.29 700 TOTAL STREAM AREA(ACRES) = 0.29 701 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.47 702 703 +--------------------------------------------------------------------------+ 704 | SUBAREA D4.2 | 705 | CONDO | 706 | | 707 +--------------------------------------------------------------------------+ 708 709 **************************************************************************** 710 FLOW PROCESS FROM NODE 410.00 TO NODE 415.00 IS CODE = 21 711 ---------------------------------------------------------------------------- 712 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 713 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 714 ============================================================================ 715 INITIAL SUBAREA FLOW-LENGTH(FEET) = 190.00 716 ELEVATION DATA: UPSTREAM(FEET) = 1221.00 DOWNSTREAM(FEET) = 1220.00 717 718 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 719 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.386 720 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.846 721 SUBAREA Tc AND LOSS RATE DATA(AMC I ): 722 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 723 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 724 CONDOMINIUMS A 0.51 1.33 0.350 17 8.39 725 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.33 726 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 727 SUBAREA RUNOFF(CFS) = 0.63 728 TOTAL AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) = 0.63 729 730 **************************************************************************** 731 FLOW PROCESS FROM NODE 415.00 TO NODE 425.00 IS CODE = 41 732 ---------------------------------------------------------------------------- 733 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 734 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 735 ============================================================================ 736 ELEVATION DATA: UPSTREAM(FEET) = 1213.32 DOWNSTREAM(FEET) = 1211.00 737 FLOW LENGTH(FEET) = 205.00 MANNING'S N = 0.013 738 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES 739 PIPE-FLOW VELOCITY(FEET/SEC.) = 3.36 740 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 741 PIPE-FLOW(CFS) = 0.63 742 PIPE TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 9.40 743 LONGEST FLOWPATH FROM NODE 410.00 TO NODE 425.00 = 395.00 FEET. 744 745 **************************************************************************** 746 FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 1 747 ---------------------------------------------------------------------------- 748 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 749 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 750 ============================================================================ 751 TOTAL NUMBER OF STREAMS = 3 752 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: 753 TIME OF CONCENTRATION(MIN.) = 9.40 754 RAINFALL INTENSITY(INCH/HR) = 1.72 755 AREA-AVERAGED Fm(INCH/HR) = 0.46 756 AREA-AVERAGED Fp(INCH/HR) = 1.33 757 AREA-AVERAGED Ap = 0.35 758 EFFECTIVE STREAM AREA(ACRES) = 0.51 759 TOTAL STREAM AREA(ACRES) = 0.51 760 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.63 761 762 ** CONFLUENCE DATA ** 763 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 764 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 765 1 2.96 6.49 2.153 1.33( 0.46) 0.35 1.6 200.00 766 1 3.04 8.36 1.850 1.33( 0.46) 0.35 2.0 300.00 767 1 3.03 8.82 1.792 1.33( 0.46) 0.35 2.1 100.00 768 1 2.96 9.52 1.711 1.33( 0.46) 0.35 2.2 310.00 769 1 2.95 9.61 1.702 1.33( 0.46) 0.35 2.2 210.00 770 1 2.83 10.22 1.640 1.33( 0.46) 0.35 2.2 110.00 771 2 0.47 6.24 2.204 1.33( 0.46) 0.35 0.3 400.00 772 3 0.63 9.40 1.724 1.33( 0.46) 0.35 0.5 410.00 773 774 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 775 CONFLUENCE FORMULA USED FOR 3 STREAMS. 776 777 ** PEAK FLOW RATE TABLE ** 778 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 779 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 780 1 3.98 6.24 2.204 1.33( 0.46) 0.35 2.1 400.00 781 2 4.00 6.49 2.153 1.33( 0.46) 0.35 2.2 200.00 782 3 4.04 8.36 1.850 1.33( 0.46) 0.35 2.7 300.00 783 4 4.02 8.82 1.792 1.33( 0.46) 0.35 2.9 100.00 784 5 3.95 9.40 1.724 1.33( 0.46) 0.35 3.0 410.00 785 6 3.93 9.52 1.711 1.33( 0.46) 0.35 3.0 310.00 786 7 3.91 9.61 1.702 1.33( 0.46) 0.35 3.0 210.00 787 8 3.74 10.22 1.640 1.33( 0.46) 0.35 3.0 110.00 788 789 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 790 PEAK FLOW RATE(CFS) = 4.04 Tc(MIN.) = 8.36 791 EFFECTIVE AREA(ACRES) = 2.75 AREA-AVERAGED Fm(INCH/HR) = 0.46 792 AREA-AVERAGED Fp(INCH/HR) = 1.33 AREA-AVERAGED Ap = 0.35 793 TOTAL AREA(ACRES) = 3.0 794 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 425.00 = 825.00 FEET. 795 796 **************************************************************************** 797 FLOW PROCESS FROM NODE 425.00 TO NODE 999.00 IS CODE = 41 798 ---------------------------------------------------------------------------- 799 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 800 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 801 ============================================================================ 802 ELEVATION DATA: UPSTREAM(FEET) = 1211.00 DOWNSTREAM(FEET) = 1207.72 803 FLOW LENGTH(FEET) = 165.00 MANNING'S N = 0.013 804 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.8 INCHES 805 PIPE-FLOW VELOCITY(FEET/SEC.) = 6.83 806 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 807 PIPE-FLOW(CFS) = 4.04 808 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 8.76 809 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 999.00 = 990.00 FEET. 810 811 **************************************************************************** 812 FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 1 813 ---------------------------------------------------------------------------- 814 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 815 ============================================================================ 816 TOTAL NUMBER OF STREAMS = 3 817 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 818 TIME OF CONCENTRATION(MIN.) = 8.76 819 RAINFALL INTENSITY(INCH/HR) = 1.80 820 AREA-AVERAGED Fm(INCH/HR) = 0.46 821 AREA-AVERAGED Fp(INCH/HR) = 1.33 822 AREA-AVERAGED Ap = 0.35 823 EFFECTIVE STREAM AREA(ACRES) = 2.75 824 TOTAL STREAM AREA(ACRES) = 3.03 825 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.04 826 827 +--------------------------------------------------------------------------+ 828 | SUBAREA D5.1 | 829 | CONDO | 830 | | 831 +--------------------------------------------------------------------------+ 832 833 **************************************************************************** 834 FLOW PROCESS FROM NODE 500.00 TO NODE 505.00 IS CODE = 21 835 ---------------------------------------------------------------------------- 836 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 837 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 838 ============================================================================ 839 INITIAL SUBAREA FLOW-LENGTH(FEET) = 225.00 840 ELEVATION DATA: UPSTREAM(FEET) = 1222.70 DOWNSTREAM(FEET) = 1221.70 841 842 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 843 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.281 844 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.737 845 SUBAREA Tc AND LOSS RATE DATA(AMC I ): 846 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 847 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 848 CONDOMINIUMS A 0.33 1.33 0.350 17 9.28 849 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.33 850 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 851 SUBAREA RUNOFF(CFS) = 0.38 852 TOTAL AREA(ACRES) = 0.33 PEAK FLOW RATE(CFS) = 0.38 853 854 +--------------------------------------------------------------------------+ 855 | SUBAREA D5.2 | 856 | CONDO | 857 | | 858 +--------------------------------------------------------------------------+ 859 860 **************************************************************************** 861 FLOW PROCESS FROM NODE 505.00 TO NODE 510.00 IS CODE = 62 862 ---------------------------------------------------------------------------- 863 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< 864 >>>>>(STREET TABLE SECTION # 1 USED)<<<<< 865 ============================================================================ 866 UPSTREAM ELEVATION(FEET) = 1221.70 DOWNSTREAM ELEVATION(FEET) = 1218.50 867 STREET LENGTH(FEET) = 510.00 CURB HEIGHT(INCHES) = 4.0 868 STREET HALFWIDTH(FEET) = 26.00 869 870 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 871 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 872 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 873 874 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 875 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 876 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 877 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 878 879 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.83 880 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 881 STREET FLOW DEPTH(FEET) = 0.26 882 HALFSTREET FLOOD WIDTH(FEET) = 6.72 883 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.46 884 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.38 885 STREET FLOW TRAVEL TIME(MIN.) = 5.82 Tc(MIN.) = 15.10 886 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.298 887 SUBAREA LOSS RATE DATA(AMC I ): 888 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 889 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN 890 CONDOMINIUMS A 1.18 1.33 0.350 17 891 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.33 892 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 893 * RAINFALL INTENSITY IS LESS THAN AREA-AVERAGED Fp; 894 * IMPERVIOUS AREA USED FOR RUNOFF ESTIMATES. 895 SUBAREA AREA(ACRES) = 1.18 SUBAREA RUNOFF(CFS) = 0.90 896 EFFECTIVE AREA(ACRES) = 1.51 AREA-AVERAGED Fm(INCH/HR) = 0.46 897 AREA-AVERAGED Fp(INCH/HR) = 1.33 AREA-AVERAGED Ap = 0.35 898 * RAINFALL INTENSITY IS LESS THAN AREA-AVERAGED Fp; 899 * IMPERVIOUS AREA USED FOR RUNOFF ESTIMATES. 900 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 1.15 901 902 END OF SUBAREA STREET FLOW HYDRAULICS: 903 DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.78 904 FLOW VELOCITY(FEET/SEC.) = 1.58 DEPTH*VELOCITY(FT*FT/SEC.) = 0.45 905 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 510.00 = 735.00 FEET. 906 907 **************************************************************************** 908 FLOW PROCESS FROM NODE 510.00 TO NODE 999.00 IS CODE = 41 909 ---------------------------------------------------------------------------- 910 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 911 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 912 ============================================================================ 913 ELEVATION DATA: UPSTREAM(FEET) = 1209.33 DOWNSTREAM(FEET) = 1207.72 914 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 915 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.3 INCHES 916 PIPE-FLOW VELOCITY(FEET/SEC.) = 8.83 917 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 918 PIPE-FLOW(CFS) = 1.15 919 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 15.13 920 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 999.00 = 750.00 FEET. 921 922 **************************************************************************** 923 FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 1 924 ---------------------------------------------------------------------------- 925 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 926 ============================================================================ 927 TOTAL NUMBER OF STREAMS = 3 928 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 929 TIME OF CONCENTRATION(MIN.) = 15.13 930 RAINFALL INTENSITY(INCH/HR) = 1.30 931 AREA-AVERAGED Fm(INCH/HR) = 0.46 932 AREA-AVERAGED Fp(INCH/HR) = 1.33 933 AREA-AVERAGED Ap = 0.35 934 EFFECTIVE STREAM AREA(ACRES) = 1.51 935 TOTAL STREAM AREA(ACRES) = 1.51 936 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.15 937 938 +--------------------------------------------------------------------------+ 939 | SUBAREA X2 | 940 | GRASS, FAIR | 941 | | 942 +--------------------------------------------------------------------------+ 943 944 **************************************************************************** 945 FLOW PROCESS FROM NODE 600.00 TO NODE 605.00 IS CODE = 21 946 ---------------------------------------------------------------------------- 947 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 948 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 949 ============================================================================ 950 INITIAL SUBAREA FLOW-LENGTH(FEET) = 470.00 951 ELEVATION DATA: UPSTREAM(FEET) = 1228.00 DOWNSTREAM(FEET) = 1223.00 952 953 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 954 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.524 955 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.079 956 SUBAREA Tc AND LOSS RATE DATA(AMC I ): 957 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 958 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 959 NATURAL FAIR COVER 960 "GRASS" A 0.92 0.98 1.000 31 20.52 961 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 962 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 963 SUBAREA RUNOFF(CFS) = 0.08 964 TOTAL AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) = 0.08 965 966 **************************************************************************** 967 FLOW PROCESS FROM NODE 605.00 TO NODE 999.00 IS CODE = 56 968 ---------------------------------------------------------------------------- 969 ** WARNING: Computed Flowrate is less than 0.1 cfs, 970 Routing Algorithm is UNAVAILABLE. 971 972 **************************************************************************** 973 FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 1 974 ---------------------------------------------------------------------------- 975 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 976 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 977 ============================================================================ 978 TOTAL NUMBER OF STREAMS = 3 979 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: 980 TIME OF CONCENTRATION(MIN.) = 20.52 981 RAINFALL INTENSITY(INCH/HR) = 1.08 982 AREA-AVERAGED Fm(INCH/HR) = 0.98 983 AREA-AVERAGED Fp(INCH/HR) = 0.98 984 AREA-AVERAGED Ap = 1.00 985 EFFECTIVE STREAM AREA(ACRES) = 0.92 986 TOTAL STREAM AREA(ACRES) = 0.92 987 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.08 988 989 ** CONFLUENCE DATA ** 990 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 991 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 992 1 3.98 6.65 2.123 1.33( 0.46) 0.35 2.1 400.00 993 1 4.00 6.90 2.076 1.33( 0.46) 0.35 2.2 200.00 994 1 4.04 8.76 1.799 1.33( 0.46) 0.35 2.7 300.00 995 1 4.02 9.22 1.744 1.33( 0.46) 0.35 2.9 100.00 996 1 3.95 9.81 1.681 1.33( 0.46) 0.35 3.0 410.00 997 1 3.93 9.93 1.669 1.33( 0.46) 0.35 3.0 310.00 998 1 3.91 10.02 1.660 1.33( 0.46) 0.35 3.0 210.00 999 1 3.74 10.63 1.601 1.33( 0.46) 0.35 3.0 110.00 1000 2 1.15 15.13 1.296 1.33( 0.46) 0.35 1.5 500.00 1001 3 0.08 20.52 1.079 0.98( 0.98) 1.00 0.9 600.00 1002 1003 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 1004 CONFLUENCE FORMULA USED FOR 3 STREAMS. 1005 1006 ** PEAK FLOW RATE TABLE ** 1007 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 1008 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1009 1 5.06 6.65 2.123 1.25( 0.51) 0.41 3.1 400.00 1010 2 5.08 6.90 2.076 1.25( 0.51) 0.41 3.2 200.00 1011 3 5.17 8.76 1.799 1.25( 0.52) 0.41 4.0 300.00 1012 4 5.16 9.22 1.744 1.25( 0.52) 0.41 4.2 100.00 1013 5 5.11 9.81 1.681 1.24( 0.52) 0.42 4.4 410.00 1014 6 5.09 9.93 1.669 1.24( 0.52) 0.42 4.4 310.00 1015 7 5.07 10.02 1.660 1.24( 0.52) 0.42 4.4 210.00 1016 8 4.91 10.63 1.601 1.24( 0.52) 0.42 4.6 110.00 1017 9 4.00 15.13 1.296 1.22( 0.53) 0.43 5.2 500.00 1018 10 3.34 20.52 1.079 1.20( 0.55) 0.46 5.5 600.00 1019 1020 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 1021 PEAK FLOW RATE(CFS) = 5.17 Tc(MIN.) = 8.76 1022 EFFECTIVE AREA(ACRES) = 4.01 AREA-AVERAGED Fm(INCH/HR) = 0.52 1023 AREA-AVERAGED Fp(INCH/HR) = 1.25 AREA-AVERAGED Ap = 0.41 1024 TOTAL AREA(ACRES) = 5.5 1025 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 999.00 = 990.00 FEET. 1026 ============================================================================ 1027 END OF STUDY SUMMARY: 1028 TOTAL AREA(ACRES) = 5.5 TC(MIN.) = 8.76 1029 EFFECTIVE AREA(ACRES) = 4.01 AREA-AVERAGED Fm(INCH/HR)= 0.52 1030 AREA-AVERAGED Fp(INCH/HR) = 1.25 AREA-AVERAGED Ap = 0.414 1031 PEAK FLOW RATE(CFS) = 5.17 1032 1033 ** PEAK FLOW RATE TABLE ** 1034 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 1035 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1036 1 5.06 6.65 2.123 1.25( 0.51) 0.41 3.1 400.00 1037 2 5.08 6.90 2.076 1.25( 0.51) 0.41 3.2 200.00 1038 3 5.17 8.76 1.799 1.25( 0.52) 0.41 4.0 300.00 1039 4 5.16 9.22 1.744 1.25( 0.52) 0.41 4.2 100.00 1040 5 5.11 9.81 1.681 1.24( 0.52) 0.42 4.4 410.00 1041 6 5.09 9.93 1.669 1.24( 0.52) 0.42 4.4 310.00 1042 7 5.07 10.02 1.660 1.24( 0.52) 0.42 4.4 210.00 1043 8 4.91 10.63 1.601 1.24( 0.52) 0.42 4.6 110.00 1044 9 4.00 15.13 1.296 1.22( 0.53) 0.43 5.2 500.00 1045 10 3.34 20.52 1.079 1.20( 0.55) 0.46 5.5 600.00 1046 ============================================================================ 1047 ============================================================================ 1048 END OF RATIONAL METHOD ANALYSIS 1049 1050 1051 1052 1 ____________________________________________________________________________ 2 **************************************************************************** 3 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE 4 (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) 5 (c) Copyright 1983-2016 Advanced Engineering Software (aes) 6 Ver. 23.0 Release Date: 07/01/2016 License ID 1714 7 8 Analysis prepared by: 9 10 11 12 13 14 15 ---------------------------------------------------------------------------- 16 FILE NAME: D:\D1P010.RAT 17 TIME/DATE OF STUDY: 17:54 09/12/2024 18 ============================================================================ 19 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 20 ============================================================================ 21 --*TIME-OF-CONCENTRATION MODEL*-- 22 23 USER SPECIFIED STORM EVENT(YEAR) = 10.00 24 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 25 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 26 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 27 28 SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 29 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 0.9000 30 31 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* 32 33 *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* 34 HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING 35 WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR 36 NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 37 === ===== ========= ================= ====== ===== ====== ===== ======= 38 1 26.0 5.0 0.020/0.020/0.020 0.33 1.50 0.0313 0.125 0.0150 39 40 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 41 1. Relative Flow-Depth = 1.00 FEET 42 as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 43 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) 44 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN 45 OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* 46 *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED 47 48 +--------------------------------------------------------------------------+ 49 | SUBAREA D1.1 | 50 | CONDO | 51 | | 52 +--------------------------------------------------------------------------+ 53 54 **************************************************************************** 55 FLOW PROCESS FROM NODE 100.00 TO NODE 120.00 IS CODE = 21 56 ---------------------------------------------------------------------------- 57 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 58 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 59 ============================================================================ 60 INITIAL SUBAREA FLOW-LENGTH(FEET) = 220.00 61 ELEVATION DATA: UPSTREAM(FEET) = 1226.80 DOWNSTREAM(FEET) = 1223.60 62 63 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 64 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.256 65 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.197 66 SUBAREA Tc AND LOSS RATE DATA(AMC II): 67 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 68 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 69 CONDOMINIUMS A 0.46 0.98 0.350 32 7.26 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 71 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 72 SUBAREA RUNOFF(CFS) = 1.18 73 TOTAL AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) = 1.18 74 75 **************************************************************************** 76 FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 77 ---------------------------------------------------------------------------- 78 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 79 ============================================================================ 80 TOTAL NUMBER OF STREAMS = 2 81 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 82 TIME OF CONCENTRATION(MIN.) = 7.26 83 RAINFALL INTENSITY(INCH/HR) = 3.20 84 AREA-AVERAGED Fm(INCH/HR) = 0.34 85 AREA-AVERAGED Fp(INCH/HR) = 0.98 86 AREA-AVERAGED Ap = 0.35 87 EFFECTIVE STREAM AREA(ACRES) = 0.46 88 TOTAL STREAM AREA(ACRES) = 0.46 89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.18 90 91 +--------------------------------------------------------------------------+ 92 | SUBAREA D1.2 | 93 | CONDO | 94 | | 95 +--------------------------------------------------------------------------+ 96 97 **************************************************************************** 98 FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 21 99 ---------------------------------------------------------------------------- 100 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 101 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 102 ============================================================================ 103 INITIAL SUBAREA FLOW-LENGTH(FEET) = 180.00 104 ELEVATION DATA: UPSTREAM(FEET) = 1224.60 DOWNSTREAM(FEET) = 1222.90 105 106 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 107 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.301 108 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.185 109 SUBAREA Tc AND LOSS RATE DATA(AMC II): 110 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 111 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 112 CONDOMINIUMS A 0.42 0.98 0.350 32 7.30 113 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 114 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 115 SUBAREA RUNOFF(CFS) = 1.07 116 TOTAL AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) = 1.07 117 118 **************************************************************************** 119 FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 41 120 ---------------------------------------------------------------------------- 121 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 122 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 123 ============================================================================ 124 ELEVATION DATA: UPSTREAM(FEET) = 1216.67 DOWNSTREAM(FEET) = 1214.67 125 FLOW LENGTH(FEET) = 245.00 MANNING'S N = 0.013 126 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.8 INCHES 127 PIPE-FLOW VELOCITY(FEET/SEC.) = 3.63 128 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 129 PIPE-FLOW(CFS) = 1.07 130 PIPE TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 8.43 131 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 120.00 = 425.00 FEET. 132 133 **************************************************************************** 134 FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 135 ---------------------------------------------------------------------------- 136 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 137 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 138 ============================================================================ 139 TOTAL NUMBER OF STREAMS = 2 140 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 141 TIME OF CONCENTRATION(MIN.) = 8.43 142 RAINFALL INTENSITY(INCH/HR) = 2.92 143 AREA-AVERAGED Fm(INCH/HR) = 0.34 144 AREA-AVERAGED Fp(INCH/HR) = 0.98 145 AREA-AVERAGED Ap = 0.35 146 EFFECTIVE STREAM AREA(ACRES) = 0.42 147 TOTAL STREAM AREA(ACRES) = 0.42 148 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.07 149 150 ** CONFLUENCE DATA ** 151 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 152 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 153 1 1.18 7.26 3.197 0.98( 0.34) 0.35 0.5 100.00 154 2 1.07 8.43 2.922 0.98( 0.34) 0.35 0.4 110.00 155 156 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 157 CONFLUENCE FORMULA USED FOR 2 STREAMS. 158 159 ** PEAK FLOW RATE TABLE ** 160 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 161 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 162 1 2.21 7.26 3.197 0.98( 0.34) 0.35 0.8 100.00 163 2 2.14 8.43 2.922 0.98( 0.34) 0.35 0.9 110.00 164 165 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 166 PEAK FLOW RATE(CFS) = 2.21 Tc(MIN.) = 7.26 167 EFFECTIVE AREA(ACRES) = 0.82 AREA-AVERAGED Fm(INCH/HR) = 0.34 168 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.35 169 TOTAL AREA(ACRES) = 0.9 170 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 120.00 = 425.00 FEET. 171 172 **************************************************************************** 173 FLOW PROCESS FROM NODE 120.00 TO NODE 225.00 IS CODE = 41 174 ---------------------------------------------------------------------------- 175 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 176 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 177 ============================================================================ 178 ELEVATION DATA: UPSTREAM(FEET) = 1214.67 DOWNSTREAM(FEET) = 1213.50 179 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 180 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES 181 PIPE-FLOW VELOCITY(FEET/SEC.) = 6.27 182 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 183 PIPE-FLOW(CFS) = 2.21 184 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 7.39 185 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 225.00 = 475.00 FEET. 186 187 **************************************************************************** 188 FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 1 189 ---------------------------------------------------------------------------- 190 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 191 ============================================================================ 192 TOTAL NUMBER OF STREAMS = 2 193 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 194 TIME OF CONCENTRATION(MIN.) = 7.39 195 RAINFALL INTENSITY(INCH/HR) = 3.16 196 AREA-AVERAGED Fm(INCH/HR) = 0.34 197 AREA-AVERAGED Fp(INCH/HR) = 0.98 198 AREA-AVERAGED Ap = 0.35 199 EFFECTIVE STREAM AREA(ACRES) = 0.82 200 TOTAL STREAM AREA(ACRES) = 0.88 201 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.21 202 203 +--------------------------------------------------------------------------+ 204 | SUBAREA D2.2 | 205 | CONDO | 206 | | 207 +--------------------------------------------------------------------------+ 208 209 **************************************************************************** 210 FLOW PROCESS FROM NODE 210.00 TO NODE 215.00 IS CODE = 21 211 ---------------------------------------------------------------------------- 212 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 213 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 214 ============================================================================ 215 INITIAL SUBAREA FLOW-LENGTH(FEET) = 185.00 216 ELEVATION DATA: UPSTREAM(FEET) = 1223.65 DOWNSTREAM(FEET) = 1221.75 217 218 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 219 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.259 220 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.196 221 SUBAREA Tc AND LOSS RATE DATA(AMC II): 222 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 223 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 224 CONDOMINIUMS A 0.40 0.98 0.350 32 7.26 225 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 226 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 227 SUBAREA RUNOFF(CFS) = 1.03 228 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.03 229 230 **************************************************************************** 231 FLOW PROCESS FROM NODE 215.00 TO NODE 225.00 IS CODE = 41 232 ---------------------------------------------------------------------------- 233 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 234 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 235 ============================================================================ 236 ELEVATION DATA: UPSTREAM(FEET) = 1215.63 DOWNSTREAM(FEET) = 1213.50 237 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013 238 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.3 INCHES 239 PIPE-FLOW VELOCITY(FEET/SEC.) = 4.01 240 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 241 PIPE-FLOW(CFS) = 1.03 242 PIPE TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 8.05 243 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 225.00 = 375.00 FEET. 244 245 **************************************************************************** 246 FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 1 247 ---------------------------------------------------------------------------- 248 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 249 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 250 ============================================================================ 251 TOTAL NUMBER OF STREAMS = 2 252 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 253 TIME OF CONCENTRATION(MIN.) = 8.05 254 RAINFALL INTENSITY(INCH/HR) = 3.00 255 AREA-AVERAGED Fm(INCH/HR) = 0.34 256 AREA-AVERAGED Fp(INCH/HR) = 0.98 257 AREA-AVERAGED Ap = 0.35 258 EFFECTIVE STREAM AREA(ACRES) = 0.40 259 TOTAL STREAM AREA(ACRES) = 0.40 260 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.03 261 262 ** CONFLUENCE DATA ** 263 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 264 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 265 1 2.21 7.39 3.162 0.98( 0.34) 0.35 0.8 100.00 266 1 2.14 8.56 2.895 0.98( 0.34) 0.35 0.9 110.00 267 2 1.03 8.05 3.004 0.98( 0.34) 0.35 0.4 210.00 268 269 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 270 CONFLUENCE FORMULA USED FOR 2 STREAMS. 271 272 ** PEAK FLOW RATE TABLE ** 273 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 274 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 275 1 3.21 7.39 3.162 0.98( 0.34) 0.35 1.2 100.00 276 2 3.20 8.05 3.004 0.98( 0.34) 0.35 1.3 210.00 277 3 3.13 8.56 2.895 0.98( 0.34) 0.35 1.3 110.00 278 279 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 280 PEAK FLOW RATE(CFS) = 3.21 Tc(MIN.) = 7.39 281 EFFECTIVE AREA(ACRES) = 1.19 AREA-AVERAGED Fm(INCH/HR) = 0.34 282 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.35 283 TOTAL AREA(ACRES) = 1.3 284 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 225.00 = 475.00 FEET. 285 286 **************************************************************************** 287 FLOW PROCESS FROM NODE 225.00 TO NODE 325.00 IS CODE = 41 288 ---------------------------------------------------------------------------- 289 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 290 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 291 ============================================================================ 292 ELEVATION DATA: UPSTREAM(FEET) = 1213.50 DOWNSTREAM(FEET) = 1212.50 293 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 294 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.7 INCHES 295 PIPE-FLOW VELOCITY(FEET/SEC.) = 4.42 296 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 297 PIPE-FLOW(CFS) = 3.21 298 PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 7.96 299 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 325.00 = 625.00 FEET. 300 301 **************************************************************************** 302 FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 1 303 ---------------------------------------------------------------------------- 304 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 305 ============================================================================ 306 TOTAL NUMBER OF STREAMS = 2 307 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 308 TIME OF CONCENTRATION(MIN.) = 7.96 309 RAINFALL INTENSITY(INCH/HR) = 3.03 310 AREA-AVERAGED Fm(INCH/HR) = 0.34 311 AREA-AVERAGED Fp(INCH/HR) = 0.98 312 AREA-AVERAGED Ap = 0.35 313 EFFECTIVE STREAM AREA(ACRES) = 1.19 314 TOTAL STREAM AREA(ACRES) = 1.28 315 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.21 316 317 +--------------------------------------------------------------------------+ 318 | SUBAREA D3.1 | 319 | CONDO | 320 | | 321 +--------------------------------------------------------------------------+ 322 323 **************************************************************************** 324 FLOW PROCESS FROM NODE 300.00 TO NODE 305.00 IS CODE = 21 325 ---------------------------------------------------------------------------- 326 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 327 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 328 ============================================================================ 329 INITIAL SUBAREA FLOW-LENGTH(FEET) = 180.00 330 ELEVATION DATA: UPSTREAM(FEET) = 1223.00 DOWNSTREAM(FEET) = 1221.30 331 332 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 333 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.301 334 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.185 335 SUBAREA Tc AND LOSS RATE DATA(AMC II): 336 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 337 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 338 CONDOMINIUMS A 0.31 0.98 0.350 32 7.30 339 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 340 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 341 SUBAREA RUNOFF(CFS) = 0.79 342 TOTAL AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) = 0.79 343 344 **************************************************************************** 345 FLOW PROCESS FROM NODE 305.00 TO NODE 325.00 IS CODE = 41 346 ---------------------------------------------------------------------------- 347 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 348 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 349 ============================================================================ 350 ELEVATION DATA: UPSTREAM(FEET) = 1213.37 DOWNSTREAM(FEET) = 1212.50 351 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 352 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.6 INCHES 353 PIPE-FLOW VELOCITY(FEET/SEC.) = 3.97 354 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 355 PIPE-FLOW(CFS) = 0.79 356 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 7.57 357 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 325.00 = 245.00 FEET. 358 359 **************************************************************************** 360 FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 1 361 ---------------------------------------------------------------------------- 362 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 363 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 364 ============================================================================ 365 TOTAL NUMBER OF STREAMS = 2 366 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 367 TIME OF CONCENTRATION(MIN.) = 7.57 368 RAINFALL INTENSITY(INCH/HR) = 3.12 369 AREA-AVERAGED Fm(INCH/HR) = 0.34 370 AREA-AVERAGED Fp(INCH/HR) = 0.98 371 AREA-AVERAGED Ap = 0.35 372 EFFECTIVE STREAM AREA(ACRES) = 0.31 373 TOTAL STREAM AREA(ACRES) = 0.31 374 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.79 375 376 ** CONFLUENCE DATA ** 377 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 378 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 379 1 3.21 7.96 3.025 0.98( 0.34) 0.35 1.2 100.00 380 1 3.20 8.62 2.884 0.98( 0.34) 0.35 1.3 210.00 381 1 3.13 9.13 2.785 0.98( 0.34) 0.35 1.3 110.00 382 2 0.79 7.57 3.116 0.98( 0.34) 0.35 0.3 300.00 383 384 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 385 CONFLUENCE FORMULA USED FOR 2 STREAMS. 386 387 ** PEAK FLOW RATE TABLE ** 388 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 389 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 390 1 3.95 7.57 3.116 0.98( 0.34) 0.35 1.4 300.00 391 2 3.97 7.96 3.025 0.98( 0.34) 0.35 1.5 100.00 392 3 3.93 8.62 2.884 0.98( 0.34) 0.35 1.6 210.00 393 4 3.83 9.13 2.785 0.98( 0.34) 0.35 1.6 110.00 394 395 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 396 PEAK FLOW RATE(CFS) = 3.97 Tc(MIN.) = 7.96 397 EFFECTIVE AREA(ACRES) = 1.50 AREA-AVERAGED Fm(INCH/HR) = 0.34 398 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.35 399 TOTAL AREA(ACRES) = 1.6 400 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 325.00 = 625.00 FEET. 401 402 **************************************************************************** 403 FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 10 404 ---------------------------------------------------------------------------- 405 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< 406 ============================================================================ 407 408 **************************************************************************** 409 FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 13 410 ---------------------------------------------------------------------------- 411 >>>>>CLEAR THE MAIN-STREAM MEMORY<<<<< 412 ============================================================================ 413 414 +--------------------------------------------------------------------------+ 415 | SUBAREA D2.1 | 416 | CONDO | 417 | | 418 +--------------------------------------------------------------------------+ 419 420 **************************************************************************** 421 FLOW PROCESS FROM NODE 200.00 TO NODE 205.00 IS CODE = 21 422 ---------------------------------------------------------------------------- 423 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 424 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 425 ============================================================================ 426 INITIAL SUBAREA FLOW-LENGTH(FEET) = 105.00 427 ELEVATION DATA: UPSTREAM(FEET) = 1225.00 DOWNSTREAM(FEET) = 1222.75 428 429 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 430 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 431 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.997 432 SUBAREA Tc AND LOSS RATE DATA(AMC II): 433 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 434 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 435 CONDOMINIUMS A 0.25 0.98 0.350 32 5.00 436 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 437 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 438 SUBAREA RUNOFF(CFS) = 0.82 439 TOTAL AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) = 0.82 440 441 **************************************************************************** 442 FLOW PROCESS FROM NODE 205.00 TO NODE 320.00 IS CODE = 41 443 ---------------------------------------------------------------------------- 444 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 445 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 446 ============================================================================ 447 ELEVATION DATA: UPSTREAM(FEET) = 1214.34 DOWNSTREAM(FEET) = 1213.23 448 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 449 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.2 INCHES 450 PIPE-FLOW VELOCITY(FEET/SEC.) = 3.92 451 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 452 PIPE-FLOW(CFS) = 0.82 453 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 5.34 454 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 320.00 = 185.00 FEET. 455 456 **************************************************************************** 457 FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 458 ---------------------------------------------------------------------------- 459 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 460 ============================================================================ 461 TOTAL NUMBER OF STREAMS = 2 462 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 463 TIME OF CONCENTRATION(MIN.) = 5.34 464 RAINFALL INTENSITY(INCH/HR) = 3.84 465 AREA-AVERAGED Fm(INCH/HR) = 0.34 466 AREA-AVERAGED Fp(INCH/HR) = 0.98 467 AREA-AVERAGED Ap = 0.35 468 EFFECTIVE STREAM AREA(ACRES) = 0.25 469 TOTAL STREAM AREA(ACRES) = 0.25 470 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.82 471 472 +--------------------------------------------------------------------------+ 473 | SUBAREA D3.2 | 474 | CONDO | 475 | | 476 +--------------------------------------------------------------------------+ 477 478 **************************************************************************** 479 FLOW PROCESS FROM NODE 310.00 TO NODE 315.00 IS CODE = 21 480 ---------------------------------------------------------------------------- 481 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 482 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 483 ============================================================================ 484 INITIAL SUBAREA FLOW-LENGTH(FEET) = 180.00 485 ELEVATION DATA: UPSTREAM(FEET) = 1222.35 DOWNSTREAM(FEET) = 1221.00 486 487 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 488 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.645 489 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.098 490 SUBAREA Tc AND LOSS RATE DATA(AMC II): 491 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 492 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 493 CONDOMINIUMS A 0.39 0.98 0.350 32 7.65 494 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 495 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 496 SUBAREA RUNOFF(CFS) = 0.97 497 TOTAL AREA(ACRES) = 0.39 PEAK FLOW RATE(CFS) = 0.97 498 499 **************************************************************************** 500 FLOW PROCESS FROM NODE 315.00 TO NODE 320.00 IS CODE = 41 501 ---------------------------------------------------------------------------- 502 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 503 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 504 ============================================================================ 505 ELEVATION DATA: UPSTREAM(FEET) = 1214.97 DOWNSTREAM(FEET) = 1213.23 506 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 507 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.2 INCHES 508 PIPE-FLOW VELOCITY(FEET/SEC.) = 3.96 509 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 510 PIPE-FLOW(CFS) = 0.97 511 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 8.30 512 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 320.00 = 335.00 FEET. 513 514 **************************************************************************** 515 FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 516 ---------------------------------------------------------------------------- 517 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 518 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 519 ============================================================================ 520 TOTAL NUMBER OF STREAMS = 2 521 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 522 TIME OF CONCENTRATION(MIN.) = 8.30 523 RAINFALL INTENSITY(INCH/HR) = 2.95 524 AREA-AVERAGED Fm(INCH/HR) = 0.34 525 AREA-AVERAGED Fp(INCH/HR) = 0.98 526 AREA-AVERAGED Ap = 0.35 527 EFFECTIVE STREAM AREA(ACRES) = 0.39 528 TOTAL STREAM AREA(ACRES) = 0.39 529 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.97 530 531 ** CONFLUENCE DATA ** 532 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 533 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 534 1 0.82 5.34 3.842 0.98( 0.34) 0.35 0.2 200.00 535 2 0.97 8.30 2.950 0.98( 0.34) 0.35 0.4 310.00 536 537 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 538 CONFLUENCE FORMULA USED FOR 2 STREAMS. 539 540 ** PEAK FLOW RATE TABLE ** 541 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 542 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 543 1 1.66 5.34 3.842 0.98( 0.34) 0.35 0.5 200.00 544 2 1.58 8.30 2.950 0.98( 0.34) 0.35 0.6 310.00 545 546 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 547 PEAK FLOW RATE(CFS) = 1.66 Tc(MIN.) = 5.34 548 EFFECTIVE AREA(ACRES) = 0.50 AREA-AVERAGED Fm(INCH/HR) = 0.34 549 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.35 550 TOTAL AREA(ACRES) = 0.6 551 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 320.00 = 335.00 FEET. 552 553 **************************************************************************** 554 FLOW PROCESS FROM NODE 320.00 TO NODE 325.00 IS CODE = 41 555 ---------------------------------------------------------------------------- 556 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 557 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 558 ============================================================================ 559 ELEVATION DATA: UPSTREAM(FEET) = 1213.23 DOWNSTREAM(FEET) = 1212.50 560 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 561 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES 562 PIPE-FLOW VELOCITY(FEET/SEC.) = 4.23 563 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 564 PIPE-FLOW(CFS) = 1.66 565 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 5.64 566 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 325.00 = 410.00 FEET. 567 568 **************************************************************************** 569 FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 11 570 ---------------------------------------------------------------------------- 571 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< 572 ============================================================================ 573 574 ** MAIN STREAM CONFLUENCE DATA ** 575 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 576 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 577 1 1.66 5.64 3.720 0.98( 0.34) 0.35 0.5 200.00 578 2 1.58 8.60 2.887 0.98( 0.34) 0.35 0.6 310.00 579 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 325.00 = 410.00 FEET. 580 581 ** MEMORY BANK # 1 CONFLUENCE DATA ** 582 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 583 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 584 1 3.95 7.57 3.116 0.98( 0.34) 0.35 1.4 300.00 585 2 3.97 7.96 3.025 0.98( 0.34) 0.35 1.5 100.00 586 3 3.93 8.62 2.884 0.98( 0.34) 0.35 1.6 210.00 587 4 3.83 9.13 2.785 0.98( 0.34) 0.35 1.6 110.00 588 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 325.00 = 625.00 FEET. 589 590 ** PEAK FLOW RATE TABLE ** 591 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 592 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 593 1 5.24 5.64 3.720 0.98( 0.34) 0.35 1.6 200.00 594 2 5.56 7.57 3.116 0.98( 0.34) 0.35 2.0 300.00 595 3 5.57 7.96 3.025 0.98( 0.34) 0.35 2.1 100.00 596 4 5.51 8.60 2.887 0.98( 0.34) 0.35 2.2 310.00 597 5 5.50 8.62 2.884 0.98( 0.34) 0.35 2.2 210.00 598 6 5.35 9.13 2.785 0.98( 0.34) 0.35 2.2 110.00 599 TOTAL AREA(ACRES) = 2.2 600 601 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 602 PEAK FLOW RATE(CFS) = 5.57 Tc(MIN.) = 7.955 603 EFFECTIVE AREA(ACRES) = 2.11 AREA-AVERAGED Fm(INCH/HR) = 0.34 604 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.35 605 TOTAL AREA(ACRES) = 2.2 606 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 325.00 = 625.00 FEET. 607 608 **************************************************************************** 609 FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 12 610 ---------------------------------------------------------------------------- 611 >>>>>CLEAR MEMORY BANK # 1 <<<<< 612 ============================================================================ 613 614 **************************************************************************** 615 FLOW PROCESS FROM NODE 325.00 TO NODE 425.00 IS CODE = 41 616 ---------------------------------------------------------------------------- 617 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 618 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 619 ============================================================================ 620 ELEVATION DATA: UPSTREAM(FEET) = 1212.50 DOWNSTREAM(FEET) = 1211.00 621 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 622 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.3 INCHES 623 PIPE-FLOW VELOCITY(FEET/SEC.) = 5.30 624 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 625 PIPE-FLOW(CFS) = 5.57 626 PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 8.58 627 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 425.00 = 825.00 FEET. 628 629 **************************************************************************** 630 FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 1 631 ---------------------------------------------------------------------------- 632 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 633 ============================================================================ 634 TOTAL NUMBER OF STREAMS = 3 635 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 636 TIME OF CONCENTRATION(MIN.) = 8.58 637 RAINFALL INTENSITY(INCH/HR) = 2.89 638 AREA-AVERAGED Fm(INCH/HR) = 0.34 639 AREA-AVERAGED Fp(INCH/HR) = 0.98 640 AREA-AVERAGED Ap = 0.35 641 EFFECTIVE STREAM AREA(ACRES) = 2.11 642 TOTAL STREAM AREA(ACRES) = 2.23 643 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.57 644 645 +--------------------------------------------------------------------------+ 646 | SUBAREA D4.1 | 647 | CONDO | 648 | | 649 +--------------------------------------------------------------------------+ 650 651 **************************************************************************** 652 FLOW PROCESS FROM NODE 400.00 TO NODE 405.00 IS CODE = 21 653 ---------------------------------------------------------------------------- 654 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 655 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 656 ============================================================================ 657 INITIAL SUBAREA FLOW-LENGTH(FEET) = 160.00 658 ELEVATION DATA: UPSTREAM(FEET) = 1223.50 DOWNSTREAM(FEET) = 1220.10 659 660 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 661 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.922 662 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.611 663 SUBAREA Tc AND LOSS RATE DATA(AMC II): 664 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 665 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 666 CONDOMINIUMS A 0.29 0.98 0.350 32 5.92 667 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 668 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 669 SUBAREA RUNOFF(CFS) = 0.85 670 TOTAL AREA(ACRES) = 0.29 PEAK FLOW RATE(CFS) = 0.85 671 672 **************************************************************************** 673 FLOW PROCESS FROM NODE 405.00 TO NODE 425.00 IS CODE = 41 674 ---------------------------------------------------------------------------- 675 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 676 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 677 ============================================================================ 678 ELEVATION DATA: UPSTREAM(FEET) = 1211.86 DOWNSTREAM(FEET) = 1211.00 679 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 680 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.8 INCHES 681 PIPE-FLOW VELOCITY(FEET/SEC.) = 4.04 682 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 683 PIPE-FLOW(CFS) = 0.85 684 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 6.19 685 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 425.00 = 225.00 FEET. 686 687 **************************************************************************** 688 FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 1 689 ---------------------------------------------------------------------------- 690 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 691 ============================================================================ 692 TOTAL NUMBER OF STREAMS = 3 693 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 694 TIME OF CONCENTRATION(MIN.) = 6.19 695 RAINFALL INTENSITY(INCH/HR) = 3.52 696 AREA-AVERAGED Fm(INCH/HR) = 0.34 697 AREA-AVERAGED Fp(INCH/HR) = 0.98 698 AREA-AVERAGED Ap = 0.35 699 EFFECTIVE STREAM AREA(ACRES) = 0.29 700 TOTAL STREAM AREA(ACRES) = 0.29 701 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.85 702 703 +--------------------------------------------------------------------------+ 704 | SUBAREA D4.2 | 705 | CONDO | 706 | | 707 +--------------------------------------------------------------------------+ 708 709 **************************************************************************** 710 FLOW PROCESS FROM NODE 410.00 TO NODE 415.00 IS CODE = 21 711 ---------------------------------------------------------------------------- 712 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 713 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 714 ============================================================================ 715 INITIAL SUBAREA FLOW-LENGTH(FEET) = 190.00 716 ELEVATION DATA: UPSTREAM(FEET) = 1221.00 DOWNSTREAM(FEET) = 1220.00 717 718 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 719 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.386 720 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.931 721 SUBAREA Tc AND LOSS RATE DATA(AMC II): 722 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 723 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 724 CONDOMINIUMS A 0.51 0.98 0.350 32 8.39 725 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 726 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 727 SUBAREA RUNOFF(CFS) = 1.19 728 TOTAL AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) = 1.19 729 730 **************************************************************************** 731 FLOW PROCESS FROM NODE 415.00 TO NODE 425.00 IS CODE = 41 732 ---------------------------------------------------------------------------- 733 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 734 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 735 ============================================================================ 736 ELEVATION DATA: UPSTREAM(FEET) = 1213.32 DOWNSTREAM(FEET) = 1211.00 737 FLOW LENGTH(FEET) = 205.00 MANNING'S N = 0.013 738 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES 739 PIPE-FLOW VELOCITY(FEET/SEC.) = 4.04 740 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 741 PIPE-FLOW(CFS) = 1.19 742 PIPE TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 9.23 743 LONGEST FLOWPATH FROM NODE 410.00 TO NODE 425.00 = 395.00 FEET. 744 745 **************************************************************************** 746 FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 1 747 ---------------------------------------------------------------------------- 748 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 749 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 750 ============================================================================ 751 TOTAL NUMBER OF STREAMS = 3 752 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: 753 TIME OF CONCENTRATION(MIN.) = 9.23 754 RAINFALL INTENSITY(INCH/HR) = 2.77 755 AREA-AVERAGED Fm(INCH/HR) = 0.34 756 AREA-AVERAGED Fp(INCH/HR) = 0.98 757 AREA-AVERAGED Ap = 0.35 758 EFFECTIVE STREAM AREA(ACRES) = 0.51 759 TOTAL STREAM AREA(ACRES) = 0.51 760 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.19 761 762 ** CONFLUENCE DATA ** 763 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 764 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 765 1 5.24 6.27 3.488 0.98( 0.34) 0.35 1.6 200.00 766 1 5.56 8.20 2.970 0.98( 0.34) 0.35 2.0 300.00 767 1 5.57 8.58 2.890 0.98( 0.34) 0.35 2.1 100.00 768 1 5.51 9.23 2.767 0.98( 0.34) 0.35 2.2 310.00 769 1 5.50 9.25 2.764 0.98( 0.34) 0.35 2.2 210.00 770 1 5.35 9.77 2.675 0.98( 0.34) 0.35 2.2 110.00 771 2 0.85 6.19 3.517 0.98( 0.34) 0.35 0.3 400.00 772 3 1.19 9.23 2.767 0.98( 0.34) 0.35 0.5 410.00 773 774 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 775 CONFLUENCE FORMULA USED FOR 3 STREAMS. 776 777 ** PEAK FLOW RATE TABLE ** 778 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 779 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 780 1 7.11 6.19 3.517 0.98( 0.34) 0.35 2.2 400.00 781 2 7.13 6.27 3.488 0.98( 0.34) 0.35 2.2 200.00 782 3 7.41 8.20 2.970 0.98( 0.34) 0.35 2.8 300.00 783 4 7.42 8.58 2.890 0.98( 0.34) 0.35 2.9 100.00 784 5 7.35 9.23 2.767 0.98( 0.34) 0.35 3.0 310.00 785 6 7.35 9.23 2.767 0.98( 0.34) 0.35 3.0 410.00 786 7 7.34 9.25 2.764 0.98( 0.34) 0.35 3.0 210.00 787 8 7.12 9.77 2.675 0.98( 0.34) 0.35 3.0 110.00 788 789 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 790 PEAK FLOW RATE(CFS) = 7.42 Tc(MIN.) = 8.58 791 EFFECTIVE AREA(ACRES) = 2.87 AREA-AVERAGED Fm(INCH/HR) = 0.34 792 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.35 793 TOTAL AREA(ACRES) = 3.0 794 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 425.00 = 825.00 FEET. 795 796 **************************************************************************** 797 FLOW PROCESS FROM NODE 425.00 TO NODE 999.00 IS CODE = 41 798 ---------------------------------------------------------------------------- 799 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 800 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 801 ============================================================================ 802 ELEVATION DATA: UPSTREAM(FEET) = 1211.00 DOWNSTREAM(FEET) = 1207.72 803 FLOW LENGTH(FEET) = 165.00 MANNING'S N = 0.013 804 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.0 INCHES 805 PIPE-FLOW VELOCITY(FEET/SEC.) = 8.12 806 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 807 PIPE-FLOW(CFS) = 7.42 808 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 8.92 809 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 999.00 = 990.00 FEET. 810 811 **************************************************************************** 812 FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 1 813 ---------------------------------------------------------------------------- 814 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 815 ============================================================================ 816 TOTAL NUMBER OF STREAMS = 3 817 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 818 TIME OF CONCENTRATION(MIN.) = 8.92 819 RAINFALL INTENSITY(INCH/HR) = 2.82 820 AREA-AVERAGED Fm(INCH/HR) = 0.34 821 AREA-AVERAGED Fp(INCH/HR) = 0.98 822 AREA-AVERAGED Ap = 0.35 823 EFFECTIVE STREAM AREA(ACRES) = 2.87 824 TOTAL STREAM AREA(ACRES) = 3.03 825 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.42 826 827 +--------------------------------------------------------------------------+ 828 | SUBAREA D5.1 | 829 | CONDO | 830 | | 831 +--------------------------------------------------------------------------+ 832 833 **************************************************************************** 834 FLOW PROCESS FROM NODE 500.00 TO NODE 505.00 IS CODE = 21 835 ---------------------------------------------------------------------------- 836 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 837 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 838 ============================================================================ 839 INITIAL SUBAREA FLOW-LENGTH(FEET) = 225.00 840 ELEVATION DATA: UPSTREAM(FEET) = 1222.70 DOWNSTREAM(FEET) = 1221.70 841 842 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 843 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.281 844 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.758 845 SUBAREA Tc AND LOSS RATE DATA(AMC II): 846 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 847 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 848 CONDOMINIUMS A 0.33 0.98 0.350 32 9.28 849 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 850 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 851 SUBAREA RUNOFF(CFS) = 0.72 852 TOTAL AREA(ACRES) = 0.33 PEAK FLOW RATE(CFS) = 0.72 853 854 +--------------------------------------------------------------------------+ 855 | SUBAREA D5.2 | 856 | CONDO | 857 | | 858 +--------------------------------------------------------------------------+ 859 860 **************************************************************************** 861 FLOW PROCESS FROM NODE 505.00 TO NODE 510.00 IS CODE = 62 862 ---------------------------------------------------------------------------- 863 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< 864 >>>>>(STREET TABLE SECTION # 1 USED)<<<<< 865 ============================================================================ 866 UPSTREAM ELEVATION(FEET) = 1221.70 DOWNSTREAM ELEVATION(FEET) = 1218.50 867 STREET LENGTH(FEET) = 510.00 CURB HEIGHT(INCHES) = 4.0 868 STREET HALFWIDTH(FEET) = 26.00 869 870 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 871 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 872 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 873 874 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 875 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 876 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 877 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 878 879 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.68 880 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 881 STREET FLOW DEPTH(FEET) = 0.31 882 HALFSTREET FLOOD WIDTH(FEET) = 9.31 883 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.71 884 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.53 885 STREET FLOW TRAVEL TIME(MIN.) = 4.98 Tc(MIN.) = 14.26 886 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.131 887 SUBAREA LOSS RATE DATA(AMC II): 888 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 889 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN 890 CONDOMINIUMS A 1.18 0.98 0.350 32 891 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 892 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 893 SUBAREA AREA(ACRES) = 1.18 SUBAREA RUNOFF(CFS) = 1.90 894 EFFECTIVE AREA(ACRES) = 1.51 AREA-AVERAGED Fm(INCH/HR) = 0.34 895 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.35 896 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 2.43 897 898 END OF SUBAREA STREET FLOW HYDRAULICS: 899 DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.46 900 FLOW VELOCITY(FEET/SEC.) = 1.86 DEPTH*VELOCITY(FT*FT/SEC.) = 0.64 901 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, 902 AND L = 510.0 FT WITH ELEVATION-DROP = 3.2 FT, IS 2.1 CFS, 903 WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 510.00 904 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 510.00 = 735.00 FEET. 905 906 **************************************************************************** 907 FLOW PROCESS FROM NODE 510.00 TO NODE 999.00 IS CODE = 41 908 ---------------------------------------------------------------------------- 909 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 910 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 911 ============================================================================ 912 ELEVATION DATA: UPSTREAM(FEET) = 1209.33 DOWNSTREAM(FEET) = 1207.72 913 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 914 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES 915 PIPE-FLOW VELOCITY(FEET/SEC.) = 11.04 916 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 917 PIPE-FLOW(CFS) = 2.43 918 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 14.29 919 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 999.00 = 750.00 FEET. 920 921 **************************************************************************** 922 FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 1 923 ---------------------------------------------------------------------------- 924 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 925 ============================================================================ 926 TOTAL NUMBER OF STREAMS = 3 927 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 928 TIME OF CONCENTRATION(MIN.) = 14.29 929 RAINFALL INTENSITY(INCH/HR) = 2.13 930 AREA-AVERAGED Fm(INCH/HR) = 0.34 931 AREA-AVERAGED Fp(INCH/HR) = 0.98 932 AREA-AVERAGED Ap = 0.35 933 EFFECTIVE STREAM AREA(ACRES) = 1.51 934 TOTAL STREAM AREA(ACRES) = 1.51 935 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.43 936 937 +--------------------------------------------------------------------------+ 938 | SUBAREA X2 | 939 | GRASS, FAIR | 940 | | 941 +--------------------------------------------------------------------------+ 942 943 **************************************************************************** 944 FLOW PROCESS FROM NODE 600.00 TO NODE 605.00 IS CODE = 21 945 ---------------------------------------------------------------------------- 946 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 947 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 948 ============================================================================ 949 INITIAL SUBAREA FLOW-LENGTH(FEET) = 470.00 950 ELEVATION DATA: UPSTREAM(FEET) = 1228.00 DOWNSTREAM(FEET) = 1223.00 951 952 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 953 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.524 954 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.713 955 SUBAREA Tc AND LOSS RATE DATA(AMC II): 956 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 957 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 958 NATURAL FAIR COVER 959 "GRASS" A 0.92 0.82 1.000 50 20.52 960 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 961 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 962 SUBAREA RUNOFF(CFS) = 0.74 963 TOTAL AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) = 0.74 964 965 **************************************************************************** 966 FLOW PROCESS FROM NODE 605.00 TO NODE 999.00 IS CODE = 56 967 ---------------------------------------------------------------------------- 968 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< 969 >>>>>TRAVELTIME THRU SUBAREA<<<<< 970 ============================================================================ 971 ELEVATION DATA: UPSTREAM(FEET) = 1223.00 DOWNSTREAM(FEET) = 1219.75 972 CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.0217 973 GIVEN CHANNEL BASE(FEET) = 1.00 CHANNEL FREEBOARD(FEET) = 0.5 974 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 975 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.66 976 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.680 977 SUBAREA LOSS RATE DATA(AMC II): 978 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 979 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN 980 CONDOMINIUMS A 0.01 0.98 0.350 32 981 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 982 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 983 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.75 984 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.73 985 AVERAGE FLOW DEPTH(FEET) = 0.17 TRAVEL TIME(MIN.) = 0.67 986 Tc(MIN.) = 21.19 987 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.01 988 EFFECTIVE AREA(ACRES) = 0.93 AREA-AVERAGED Fm(INCH/HR) = 0.81 989 AREA-AVERAGED Fp(INCH/HR) = 0.82 AREA-AVERAGED Ap = 0.99 990 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 0.74 991 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 992 GIVEN CHANNEL BASE(FEET) = 1.00 CHANNEL FREEBOARD(FEET) = 0.5 993 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 994 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.66 995 996 END OF SUBAREA CHANNEL FLOW HYDRAULICS: 997 DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 3.85 998 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 999.00 = 620.00 FEET. 999 1000 **************************************************************************** 1001 FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 1 1002 ---------------------------------------------------------------------------- 1003 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1004 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1005 ============================================================================ 1006 TOTAL NUMBER OF STREAMS = 3 1007 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: 1008 TIME OF CONCENTRATION(MIN.) = 21.19 1009 RAINFALL INTENSITY(INCH/HR) = 1.68 1010 AREA-AVERAGED Fm(INCH/HR) = 0.81 1011 AREA-AVERAGED Fp(INCH/HR) = 0.82 1012 AREA-AVERAGED Ap = 0.99 1013 EFFECTIVE STREAM AREA(ACRES) = 0.93 1014 TOTAL STREAM AREA(ACRES) = 0.93 1015 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.74 1016 1017 ** CONFLUENCE DATA ** 1018 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 1019 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1020 1 7.11 6.53 3.405 0.98( 0.34) 0.35 2.2 400.00 1021 1 7.13 6.62 3.379 0.98( 0.34) 0.35 2.2 200.00 1022 1 7.41 8.54 2.899 0.98( 0.34) 0.35 2.8 300.00 1023 1 7.42 8.92 2.824 0.98( 0.34) 0.35 2.9 100.00 1024 1 7.35 9.57 2.708 0.98( 0.34) 0.35 3.0 310.00 1025 1 7.35 9.57 2.707 0.98( 0.34) 0.35 3.0 410.00 1026 1 7.34 9.59 2.705 0.98( 0.34) 0.35 3.0 210.00 1027 1 7.12 10.11 2.620 0.98( 0.34) 0.35 3.0 110.00 1028 2 2.43 14.29 2.129 0.98( 0.34) 0.35 1.5 500.00 1029 3 0.74 21.19 1.680 0.82( 0.81) 0.99 0.9 600.00 1030 1031 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 1032 CONFLUENCE FORMULA USED FOR 3 STREAMS. 1033 1034 ** PEAK FLOW RATE TABLE ** 1035 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 1036 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1037 1 9.70 6.53 3.405 0.94( 0.38) 0.41 3.2 400.00 1038 2 9.73 6.62 3.379 0.94( 0.38) 0.41 3.2 200.00 1039 3 10.20 8.54 2.899 0.94( 0.39) 0.41 4.1 300.00 1040 4 10.25 8.92 2.824 0.94( 0.39) 0.41 4.2 100.00 1041 5 10.23 9.57 2.708 0.94( 0.39) 0.41 4.4 310.00 1042 6 10.23 9.57 2.707 0.94( 0.39) 0.41 4.4 410.00 1043 7 10.23 9.59 2.705 0.94( 0.39) 0.41 4.4 210.00 1044 8 10.05 10.11 2.620 0.94( 0.39) 0.41 4.5 110.00 1045 9 8.75 14.29 2.129 0.93( 0.40) 0.43 5.2 500.00 1046 10 6.74 21.19 1.680 0.92( 0.42) 0.46 5.5 600.00 1047 1048 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 1049 PEAK FLOW RATE(CFS) = 10.25 Tc(MIN.) = 8.92 1050 EFFECTIVE AREA(ACRES) = 4.21 AREA-AVERAGED Fm(INCH/HR) = 0.39 1051 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.41 1052 TOTAL AREA(ACRES) = 5.5 1053 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 999.00 = 990.00 FEET. 1054 ============================================================================ 1055 END OF STUDY SUMMARY: 1056 TOTAL AREA(ACRES) = 5.5 TC(MIN.) = 8.92 1057 EFFECTIVE AREA(ACRES) = 4.21 AREA-AVERAGED Fm(INCH/HR)= 0.39 1058 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.410 1059 PEAK FLOW RATE(CFS) = 10.25 1060 1061 ** PEAK FLOW RATE TABLE ** 1062 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 1063 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1064 1 9.70 6.53 3.405 0.94( 0.38) 0.41 3.2 400.00 1065 2 9.73 6.62 3.379 0.94( 0.38) 0.41 3.2 200.00 1066 3 10.20 8.54 2.899 0.94( 0.39) 0.41 4.1 300.00 1067 4 10.25 8.92 2.824 0.94( 0.39) 0.41 4.2 100.00 1068 5 10.23 9.57 2.708 0.94( 0.39) 0.41 4.4 310.00 1069 6 10.23 9.57 2.707 0.94( 0.39) 0.41 4.4 410.00 1070 7 10.23 9.59 2.705 0.94( 0.39) 0.41 4.4 210.00 1071 8 10.05 10.11 2.620 0.94( 0.39) 0.41 4.5 110.00 1072 9 8.75 14.29 2.129 0.93( 0.40) 0.43 5.2 500.00 1073 10 6.74 21.19 1.680 0.92( 0.42) 0.46 5.5 600.00 1074 ============================================================================ 1075 ============================================================================ 1076 END OF RATIONAL METHOD ANALYSIS 1077 1078 1079 1080 1 ____________________________________________________________________________ 2 **************************************************************************** 3 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE 4 (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) 5 (c) Copyright 1983-2016 Advanced Engineering Software (aes) 6 Ver. 23.0 Release Date: 07/01/2016 License ID 1714 7 8 Analysis prepared by: 9 10 11 12 13 14 15 ---------------------------------------------------------------------------- 16 FILE NAME: D:\D1P025.RAT 17 TIME/DATE OF STUDY: 17:53 09/12/2024 18 ============================================================================ 19 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 20 ============================================================================ 21 --*TIME-OF-CONCENTRATION MODEL*-- 22 23 USER SPECIFIED STORM EVENT(YEAR) = 25.00 24 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 25 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 26 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 27 28 SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 29 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.1100 30 31 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* 32 33 *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* 34 HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING 35 WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR 36 NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 37 === ===== ========= ================= ====== ===== ====== ===== ======= 38 1 26.0 5.0 0.020/0.020/0.020 0.33 1.50 0.0312 0.125 0.0150 39 40 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 41 1. Relative Flow-Depth = 1.00 FEET 42 as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 43 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) 44 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN 45 OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* 46 *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED 47 48 +--------------------------------------------------------------------------+ 49 | SUBAREA D1.1 | 50 | CONDO | 51 | | 52 +--------------------------------------------------------------------------+ 53 54 **************************************************************************** 55 FLOW PROCESS FROM NODE 100.00 TO NODE 120.00 IS CODE = 21 56 ---------------------------------------------------------------------------- 57 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 58 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 59 ============================================================================ 60 INITIAL SUBAREA FLOW-LENGTH(FEET) = 220.00 61 ELEVATION DATA: UPSTREAM(FEET) = 1226.80 DOWNSTREAM(FEET) = 1223.60 62 63 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 64 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.256 65 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.943 66 SUBAREA Tc AND LOSS RATE DATA(AMC II): 67 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 68 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 69 CONDOMINIUMS A 0.46 0.98 0.350 32 7.26 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 71 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 72 SUBAREA RUNOFF(CFS) = 1.49 73 TOTAL AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) = 1.49 74 75 **************************************************************************** 76 FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 77 ---------------------------------------------------------------------------- 78 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 79 ============================================================================ 80 TOTAL NUMBER OF STREAMS = 2 81 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 82 TIME OF CONCENTRATION(MIN.) = 7.26 83 RAINFALL INTENSITY(INCH/HR) = 3.94 84 AREA-AVERAGED Fm(INCH/HR) = 0.34 85 AREA-AVERAGED Fp(INCH/HR) = 0.98 86 AREA-AVERAGED Ap = 0.35 87 EFFECTIVE STREAM AREA(ACRES) = 0.46 88 TOTAL STREAM AREA(ACRES) = 0.46 89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.49 90 91 +--------------------------------------------------------------------------+ 92 | SUBAREA D1.2 | 93 | CONDO | 94 | | 95 +--------------------------------------------------------------------------+ 96 97 **************************************************************************** 98 FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 21 99 ---------------------------------------------------------------------------- 100 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 101 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 102 ============================================================================ 103 INITIAL SUBAREA FLOW-LENGTH(FEET) = 180.00 104 ELEVATION DATA: UPSTREAM(FEET) = 1224.60 DOWNSTREAM(FEET) = 1222.90 105 106 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 107 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.301 108 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.928 109 SUBAREA Tc AND LOSS RATE DATA(AMC II): 110 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 111 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 112 CONDOMINIUMS A 0.42 0.98 0.350 32 7.30 113 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 114 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 115 SUBAREA RUNOFF(CFS) = 1.36 116 TOTAL AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) = 1.36 117 118 **************************************************************************** 119 FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 41 120 ---------------------------------------------------------------------------- 121 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 122 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 123 ============================================================================ 124 ELEVATION DATA: UPSTREAM(FEET) = 1216.67 DOWNSTREAM(FEET) = 1214.67 125 FLOW LENGTH(FEET) = 245.00 MANNING'S N = 0.013 126 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.5 INCHES 127 PIPE-FLOW VELOCITY(FEET/SEC.) = 3.85 128 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 129 PIPE-FLOW(CFS) = 1.36 130 PIPE TRAVEL TIME(MIN.) = 1.06 Tc(MIN.) = 8.36 131 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 120.00 = 425.00 FEET. 132 133 **************************************************************************** 134 FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 135 ---------------------------------------------------------------------------- 136 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 137 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 138 ============================================================================ 139 TOTAL NUMBER OF STREAMS = 2 140 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 141 TIME OF CONCENTRATION(MIN.) = 8.36 142 RAINFALL INTENSITY(INCH/HR) = 3.62 143 AREA-AVERAGED Fm(INCH/HR) = 0.34 144 AREA-AVERAGED Fp(INCH/HR) = 0.98 145 AREA-AVERAGED Ap = 0.35 146 EFFECTIVE STREAM AREA(ACRES) = 0.42 147 TOTAL STREAM AREA(ACRES) = 0.42 148 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.36 149 150 ** CONFLUENCE DATA ** 151 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 152 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 153 1 1.49 7.26 3.943 0.98( 0.34) 0.35 0.5 100.00 154 2 1.36 8.36 3.621 0.98( 0.34) 0.35 0.4 110.00 155 156 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 157 CONFLUENCE FORMULA USED FOR 2 STREAMS. 158 159 ** PEAK FLOW RATE TABLE ** 160 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 161 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 162 1 2.78 7.26 3.943 0.98( 0.34) 0.35 0.8 100.00 163 2 2.71 8.36 3.621 0.98( 0.34) 0.35 0.9 110.00 164 165 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 166 PEAK FLOW RATE(CFS) = 2.78 Tc(MIN.) = 7.26 167 EFFECTIVE AREA(ACRES) = 0.82 AREA-AVERAGED Fm(INCH/HR) = 0.34 168 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.35 169 TOTAL AREA(ACRES) = 0.9 170 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 120.00 = 425.00 FEET. 171 172 **************************************************************************** 173 FLOW PROCESS FROM NODE 120.00 TO NODE 225.00 IS CODE = 41 174 ---------------------------------------------------------------------------- 175 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 176 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 177 ============================================================================ 178 ELEVATION DATA: UPSTREAM(FEET) = 1214.67 DOWNSTREAM(FEET) = 1213.50 179 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 180 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES 181 PIPE-FLOW VELOCITY(FEET/SEC.) = 6.70 182 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 183 PIPE-FLOW(CFS) = 2.78 184 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 7.38 185 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 225.00 = 475.00 FEET. 186 187 **************************************************************************** 188 FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 1 189 ---------------------------------------------------------------------------- 190 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 191 ============================================================================ 192 TOTAL NUMBER OF STREAMS = 2 193 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 194 TIME OF CONCENTRATION(MIN.) = 7.38 195 RAINFALL INTENSITY(INCH/HR) = 3.90 196 AREA-AVERAGED Fm(INCH/HR) = 0.34 197 AREA-AVERAGED Fp(INCH/HR) = 0.98 198 AREA-AVERAGED Ap = 0.35 199 EFFECTIVE STREAM AREA(ACRES) = 0.82 200 TOTAL STREAM AREA(ACRES) = 0.88 201 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.78 202 203 +--------------------------------------------------------------------------+ 204 | SUBAREA D2.2 | 205 | CONDO | 206 | | 207 +--------------------------------------------------------------------------+ 208 209 **************************************************************************** 210 FLOW PROCESS FROM NODE 210.00 TO NODE 215.00 IS CODE = 21 211 ---------------------------------------------------------------------------- 212 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 213 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 214 ============================================================================ 215 INITIAL SUBAREA FLOW-LENGTH(FEET) = 185.00 216 ELEVATION DATA: UPSTREAM(FEET) = 1223.65 DOWNSTREAM(FEET) = 1221.75 217 218 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 219 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.259 220 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.942 221 SUBAREA Tc AND LOSS RATE DATA(AMC II): 222 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 223 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 224 CONDOMINIUMS A 0.40 0.98 0.350 32 7.26 225 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 226 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 227 SUBAREA RUNOFF(CFS) = 1.30 228 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.30 229 230 **************************************************************************** 231 FLOW PROCESS FROM NODE 215.00 TO NODE 225.00 IS CODE = 41 232 ---------------------------------------------------------------------------- 233 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 234 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 235 ============================================================================ 236 ELEVATION DATA: UPSTREAM(FEET) = 1215.63 DOWNSTREAM(FEET) = 1213.50 237 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013 238 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.9 INCHES 239 PIPE-FLOW VELOCITY(FEET/SEC.) = 4.28 240 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 241 PIPE-FLOW(CFS) = 1.30 242 PIPE TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 8.00 243 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 225.00 = 375.00 FEET. 244 245 **************************************************************************** 246 FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 1 247 ---------------------------------------------------------------------------- 248 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 249 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 250 ============================================================================ 251 TOTAL NUMBER OF STREAMS = 2 252 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 253 TIME OF CONCENTRATION(MIN.) = 8.00 254 RAINFALL INTENSITY(INCH/HR) = 3.72 255 AREA-AVERAGED Fm(INCH/HR) = 0.34 256 AREA-AVERAGED Fp(INCH/HR) = 0.98 257 AREA-AVERAGED Ap = 0.35 258 EFFECTIVE STREAM AREA(ACRES) = 0.40 259 TOTAL STREAM AREA(ACRES) = 0.40 260 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.30 261 262 ** CONFLUENCE DATA ** 263 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 264 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 265 1 2.78 7.38 3.903 0.98( 0.34) 0.35 0.8 100.00 266 1 2.71 8.49 3.589 0.98( 0.34) 0.35 0.9 110.00 267 2 1.30 8.00 3.719 0.98( 0.34) 0.35 0.4 210.00 268 269 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 270 CONFLUENCE FORMULA USED FOR 2 STREAMS. 271 272 ** PEAK FLOW RATE TABLE ** 273 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 274 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 275 1 4.04 7.38 3.903 0.98( 0.34) 0.35 1.2 100.00 276 2 4.04 8.00 3.719 0.98( 0.34) 0.35 1.3 210.00 277 3 3.96 8.49 3.589 0.98( 0.34) 0.35 1.3 110.00 278 279 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 280 PEAK FLOW RATE(CFS) = 4.04 Tc(MIN.) = 7.38 281 EFFECTIVE AREA(ACRES) = 1.19 AREA-AVERAGED Fm(INCH/HR) = 0.34 282 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.35 283 TOTAL AREA(ACRES) = 1.3 284 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 225.00 = 475.00 FEET. 285 286 **************************************************************************** 287 FLOW PROCESS FROM NODE 225.00 TO NODE 325.00 IS CODE = 41 288 ---------------------------------------------------------------------------- 289 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 290 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 291 ============================================================================ 292 ELEVATION DATA: UPSTREAM(FEET) = 1213.50 DOWNSTREAM(FEET) = 1212.50 293 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 294 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.8 INCHES 295 PIPE-FLOW VELOCITY(FEET/SEC.) = 4.69 296 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 297 PIPE-FLOW(CFS) = 4.04 298 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 7.91 299 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 325.00 = 625.00 FEET. 300 301 **************************************************************************** 302 FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 1 303 ---------------------------------------------------------------------------- 304 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 305 ============================================================================ 306 TOTAL NUMBER OF STREAMS = 2 307 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 308 TIME OF CONCENTRATION(MIN.) = 7.91 309 RAINFALL INTENSITY(INCH/HR) = 3.74 310 AREA-AVERAGED Fm(INCH/HR) = 0.34 311 AREA-AVERAGED Fp(INCH/HR) = 0.98 312 AREA-AVERAGED Ap = 0.35 313 EFFECTIVE STREAM AREA(ACRES) = 1.19 314 TOTAL STREAM AREA(ACRES) = 1.28 315 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.04 316 317 +--------------------------------------------------------------------------+ 318 | SUBAREA D3.1 | 319 | CONDO | 320 | | 321 +--------------------------------------------------------------------------+ 322 323 **************************************************************************** 324 FLOW PROCESS FROM NODE 300.00 TO NODE 305.00 IS CODE = 21 325 ---------------------------------------------------------------------------- 326 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 327 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 328 ============================================================================ 329 INITIAL SUBAREA FLOW-LENGTH(FEET) = 180.00 330 ELEVATION DATA: UPSTREAM(FEET) = 1223.00 DOWNSTREAM(FEET) = 1221.30 331 332 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 333 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.301 334 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.928 335 SUBAREA Tc AND LOSS RATE DATA(AMC II): 336 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 337 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 338 CONDOMINIUMS A 0.31 0.98 0.350 32 7.30 339 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 340 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 341 SUBAREA RUNOFF(CFS) = 1.00 342 TOTAL AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) = 1.00 343 344 **************************************************************************** 345 FLOW PROCESS FROM NODE 305.00 TO NODE 325.00 IS CODE = 41 346 ---------------------------------------------------------------------------- 347 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 348 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 349 ============================================================================ 350 ELEVATION DATA: UPSTREAM(FEET) = 1213.37 DOWNSTREAM(FEET) = 1212.50 351 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 352 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.1 INCHES 353 PIPE-FLOW VELOCITY(FEET/SEC.) = 4.23 354 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 355 PIPE-FLOW(CFS) = 1.00 356 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 7.56 357 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 325.00 = 245.00 FEET. 358 359 **************************************************************************** 360 FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 1 361 ---------------------------------------------------------------------------- 362 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 363 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 364 ============================================================================ 365 TOTAL NUMBER OF STREAMS = 2 366 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 367 TIME OF CONCENTRATION(MIN.) = 7.56 368 RAINFALL INTENSITY(INCH/HR) = 3.85 369 AREA-AVERAGED Fm(INCH/HR) = 0.34 370 AREA-AVERAGED Fp(INCH/HR) = 0.98 371 AREA-AVERAGED Ap = 0.35 372 EFFECTIVE STREAM AREA(ACRES) = 0.31 373 TOTAL STREAM AREA(ACRES) = 0.31 374 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.00 375 376 ** CONFLUENCE DATA ** 377 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 378 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 379 1 4.04 7.91 3.743 0.98( 0.34) 0.35 1.2 100.00 380 1 4.04 8.53 3.578 0.98( 0.34) 0.35 1.3 210.00 381 1 3.96 9.02 3.459 0.98( 0.34) 0.35 1.3 110.00 382 2 1.00 7.56 3.848 0.98( 0.34) 0.35 0.3 300.00 383 384 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 385 CONFLUENCE FORMULA USED FOR 2 STREAMS. 386 387 ** PEAK FLOW RATE TABLE ** 388 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 389 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 390 1 4.98 7.56 3.848 0.98( 0.34) 0.35 1.4 300.00 391 2 5.01 7.91 3.743 0.98( 0.34) 0.35 1.5 100.00 392 3 4.96 8.53 3.578 0.98( 0.34) 0.35 1.6 210.00 393 4 4.85 9.02 3.459 0.98( 0.34) 0.35 1.6 110.00 394 395 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 396 PEAK FLOW RATE(CFS) = 5.01 Tc(MIN.) = 7.91 397 EFFECTIVE AREA(ACRES) = 1.50 AREA-AVERAGED Fm(INCH/HR) = 0.34 398 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.35 399 TOTAL AREA(ACRES) = 1.6 400 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 325.00 = 625.00 FEET. 401 402 **************************************************************************** 403 FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 10 404 ---------------------------------------------------------------------------- 405 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< 406 ============================================================================ 407 408 **************************************************************************** 409 FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 13 410 ---------------------------------------------------------------------------- 411 >>>>>CLEAR THE MAIN-STREAM MEMORY<<<<< 412 ============================================================================ 413 414 +--------------------------------------------------------------------------+ 415 | SUBAREA D2.1 | 416 | CONDO | 417 | | 418 +--------------------------------------------------------------------------+ 419 420 **************************************************************************** 421 FLOW PROCESS FROM NODE 200.00 TO NODE 205.00 IS CODE = 21 422 ---------------------------------------------------------------------------- 423 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 424 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 425 ============================================================================ 426 INITIAL SUBAREA FLOW-LENGTH(FEET) = 105.00 427 ELEVATION DATA: UPSTREAM(FEET) = 1225.00 DOWNSTREAM(FEET) = 1222.75 428 429 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 430 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 431 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.930 432 SUBAREA Tc AND LOSS RATE DATA(AMC II): 433 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 434 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 435 CONDOMINIUMS A 0.25 0.98 0.350 32 5.00 436 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 437 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 438 SUBAREA RUNOFF(CFS) = 1.03 439 TOTAL AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) = 1.03 440 441 **************************************************************************** 442 FLOW PROCESS FROM NODE 205.00 TO NODE 320.00 IS CODE = 41 443 ---------------------------------------------------------------------------- 444 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 445 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 446 ============================================================================ 447 ELEVATION DATA: UPSTREAM(FEET) = 1214.34 DOWNSTREAM(FEET) = 1213.23 448 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 449 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.6 INCHES 450 PIPE-FLOW VELOCITY(FEET/SEC.) = 4.16 451 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 452 PIPE-FLOW(CFS) = 1.03 453 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 5.32 454 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 320.00 = 185.00 FEET. 455 456 **************************************************************************** 457 FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 458 ---------------------------------------------------------------------------- 459 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 460 ============================================================================ 461 TOTAL NUMBER OF STREAMS = 2 462 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 463 TIME OF CONCENTRATION(MIN.) = 5.32 464 RAINFALL INTENSITY(INCH/HR) = 4.75 465 AREA-AVERAGED Fm(INCH/HR) = 0.34 466 AREA-AVERAGED Fp(INCH/HR) = 0.98 467 AREA-AVERAGED Ap = 0.35 468 EFFECTIVE STREAM AREA(ACRES) = 0.25 469 TOTAL STREAM AREA(ACRES) = 0.25 470 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.03 471 472 +--------------------------------------------------------------------------+ 473 | SUBAREA D3.2 | 474 | CONDO | 475 | | 476 +--------------------------------------------------------------------------+ 477 478 **************************************************************************** 479 FLOW PROCESS FROM NODE 310.00 TO NODE 315.00 IS CODE = 21 480 ---------------------------------------------------------------------------- 481 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 482 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 483 ============================================================================ 484 INITIAL SUBAREA FLOW-LENGTH(FEET) = 180.00 485 ELEVATION DATA: UPSTREAM(FEET) = 1222.35 DOWNSTREAM(FEET) = 1221.00 486 487 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 488 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.645 489 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.821 490 SUBAREA Tc AND LOSS RATE DATA(AMC II): 491 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 492 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 493 CONDOMINIUMS A 0.39 0.98 0.350 32 7.65 494 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 495 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 496 SUBAREA RUNOFF(CFS) = 1.22 497 TOTAL AREA(ACRES) = 0.39 PEAK FLOW RATE(CFS) = 1.22 498 499 **************************************************************************** 500 FLOW PROCESS FROM NODE 315.00 TO NODE 320.00 IS CODE = 41 501 ---------------------------------------------------------------------------- 502 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 503 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 504 ============================================================================ 505 ELEVATION DATA: UPSTREAM(FEET) = 1214.97 DOWNSTREAM(FEET) = 1213.23 506 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 507 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.8 INCHES 508 PIPE-FLOW VELOCITY(FEET/SEC.) = 4.21 509 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 510 PIPE-FLOW(CFS) = 1.22 511 PIPE TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 8.26 512 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 320.00 = 335.00 FEET. 513 514 **************************************************************************** 515 FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 516 ---------------------------------------------------------------------------- 517 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 518 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 519 ============================================================================ 520 TOTAL NUMBER OF STREAMS = 2 521 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 522 TIME OF CONCENTRATION(MIN.) = 8.26 523 RAINFALL INTENSITY(INCH/HR) = 3.65 524 AREA-AVERAGED Fm(INCH/HR) = 0.34 525 AREA-AVERAGED Fp(INCH/HR) = 0.98 526 AREA-AVERAGED Ap = 0.35 527 EFFECTIVE STREAM AREA(ACRES) = 0.39 528 TOTAL STREAM AREA(ACRES) = 0.39 529 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.22 530 531 ** CONFLUENCE DATA ** 532 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 533 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 534 1 1.03 5.32 4.750 0.98( 0.34) 0.35 0.2 200.00 535 2 1.22 8.26 3.648 0.98( 0.34) 0.35 0.4 310.00 536 537 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 538 CONFLUENCE FORMULA USED FOR 2 STREAMS. 539 540 ** PEAK FLOW RATE TABLE ** 541 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 542 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 543 1 2.08 5.32 4.750 0.98( 0.34) 0.35 0.5 200.00 544 2 2.00 8.26 3.648 0.98( 0.34) 0.35 0.6 310.00 545 546 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 547 PEAK FLOW RATE(CFS) = 2.08 Tc(MIN.) = 5.32 548 EFFECTIVE AREA(ACRES) = 0.50 AREA-AVERAGED Fm(INCH/HR) = 0.34 549 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.35 550 TOTAL AREA(ACRES) = 0.6 551 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 320.00 = 335.00 FEET. 552 553 **************************************************************************** 554 FLOW PROCESS FROM NODE 320.00 TO NODE 325.00 IS CODE = 41 555 ---------------------------------------------------------------------------- 556 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 557 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 558 ============================================================================ 559 ELEVATION DATA: UPSTREAM(FEET) = 1213.23 DOWNSTREAM(FEET) = 1212.50 560 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 561 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES 562 PIPE-FLOW VELOCITY(FEET/SEC.) = 4.50 563 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 564 PIPE-FLOW(CFS) = 2.08 565 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 5.60 566 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 325.00 = 410.00 FEET. 567 568 **************************************************************************** 569 FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 11 570 ---------------------------------------------------------------------------- 571 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< 572 ============================================================================ 573 574 ** MAIN STREAM CONFLUENCE DATA ** 575 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 576 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 577 1 2.08 5.60 4.607 0.98( 0.34) 0.35 0.5 200.00 578 2 2.00 8.54 3.575 0.98( 0.34) 0.35 0.6 310.00 579 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 325.00 = 410.00 FEET. 580 581 ** MEMORY BANK # 1 CONFLUENCE DATA ** 582 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 583 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 584 1 4.98 7.56 3.848 0.98( 0.34) 0.35 1.4 300.00 585 2 5.01 7.91 3.743 0.98( 0.34) 0.35 1.5 100.00 586 3 4.96 8.53 3.578 0.98( 0.34) 0.35 1.6 210.00 587 4 4.85 9.02 3.459 0.98( 0.34) 0.35 1.6 110.00 588 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 325.00 = 625.00 FEET. 589 590 ** PEAK FLOW RATE TABLE ** 591 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 592 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 593 1 6.57 5.60 4.607 0.98( 0.34) 0.35 1.6 200.00 594 2 7.01 7.56 3.848 0.98( 0.34) 0.35 2.0 300.00 595 3 7.03 7.91 3.743 0.98( 0.34) 0.35 2.1 100.00 596 4 6.96 8.53 3.578 0.98( 0.34) 0.35 2.2 210.00 597 5 6.96 8.54 3.575 0.98( 0.34) 0.35 2.2 310.00 598 6 6.77 9.02 3.459 0.98( 0.34) 0.35 2.2 110.00 599 TOTAL AREA(ACRES) = 2.2 600 601 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 602 PEAK FLOW RATE(CFS) = 7.03 Tc(MIN.) = 7.913 603 EFFECTIVE AREA(ACRES) = 2.11 AREA-AVERAGED Fm(INCH/HR) = 0.34 604 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.35 605 TOTAL AREA(ACRES) = 2.2 606 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 325.00 = 625.00 FEET. 607 608 **************************************************************************** 609 FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 12 610 ---------------------------------------------------------------------------- 611 >>>>>CLEAR MEMORY BANK # 1 <<<<< 612 ============================================================================ 613 614 **************************************************************************** 615 FLOW PROCESS FROM NODE 325.00 TO NODE 425.00 IS CODE = 41 616 ---------------------------------------------------------------------------- 617 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 618 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 619 ============================================================================ 620 ELEVATION DATA: UPSTREAM(FEET) = 1212.50 DOWNSTREAM(FEET) = 1211.00 621 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 622 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES 623 PIPE-FLOW VELOCITY(FEET/SEC.) = 5.57 624 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 625 PIPE-FLOW(CFS) = 7.03 626 PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 8.51 627 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 425.00 = 825.00 FEET. 628 629 **************************************************************************** 630 FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 1 631 ---------------------------------------------------------------------------- 632 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 633 ============================================================================ 634 TOTAL NUMBER OF STREAMS = 3 635 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 636 TIME OF CONCENTRATION(MIN.) = 8.51 637 RAINFALL INTENSITY(INCH/HR) = 3.58 638 AREA-AVERAGED Fm(INCH/HR) = 0.34 639 AREA-AVERAGED Fp(INCH/HR) = 0.98 640 AREA-AVERAGED Ap = 0.35 641 EFFECTIVE STREAM AREA(ACRES) = 2.11 642 TOTAL STREAM AREA(ACRES) = 2.23 643 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.03 644 645 +--------------------------------------------------------------------------+ 646 | SUBAREA D4.1 | 647 | CONDO | 648 | | 649 +--------------------------------------------------------------------------+ 650 651 **************************************************************************** 652 FLOW PROCESS FROM NODE 400.00 TO NODE 405.00 IS CODE = 21 653 ---------------------------------------------------------------------------- 654 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 655 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 656 ============================================================================ 657 INITIAL SUBAREA FLOW-LENGTH(FEET) = 160.00 658 ELEVATION DATA: UPSTREAM(FEET) = 1223.50 DOWNSTREAM(FEET) = 1220.10 659 660 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 661 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.922 662 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.454 663 SUBAREA Tc AND LOSS RATE DATA(AMC II): 664 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 665 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 666 CONDOMINIUMS A 0.29 0.98 0.350 32 5.92 667 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 668 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 669 SUBAREA RUNOFF(CFS) = 1.07 670 TOTAL AREA(ACRES) = 0.29 PEAK FLOW RATE(CFS) = 1.07 671 672 **************************************************************************** 673 FLOW PROCESS FROM NODE 405.00 TO NODE 425.00 IS CODE = 41 674 ---------------------------------------------------------------------------- 675 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 676 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 677 ============================================================================ 678 ELEVATION DATA: UPSTREAM(FEET) = 1211.86 DOWNSTREAM(FEET) = 1211.00 679 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 680 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.2 INCHES 681 PIPE-FLOW VELOCITY(FEET/SEC.) = 4.32 682 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 683 PIPE-FLOW(CFS) = 1.07 684 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 6.17 685 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 425.00 = 225.00 FEET. 686 687 **************************************************************************** 688 FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 1 689 ---------------------------------------------------------------------------- 690 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 691 ============================================================================ 692 TOTAL NUMBER OF STREAMS = 3 693 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 694 TIME OF CONCENTRATION(MIN.) = 6.17 695 RAINFALL INTENSITY(INCH/HR) = 4.34 696 AREA-AVERAGED Fm(INCH/HR) = 0.34 697 AREA-AVERAGED Fp(INCH/HR) = 0.98 698 AREA-AVERAGED Ap = 0.35 699 EFFECTIVE STREAM AREA(ACRES) = 0.29 700 TOTAL STREAM AREA(ACRES) = 0.29 701 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.07 702 703 +--------------------------------------------------------------------------+ 704 | SUBAREA D4.2 | 705 | CONDO | 706 | | 707 +--------------------------------------------------------------------------+ 708 709 **************************************************************************** 710 FLOW PROCESS FROM NODE 410.00 TO NODE 415.00 IS CODE = 21 711 ---------------------------------------------------------------------------- 712 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 713 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 714 ============================================================================ 715 INITIAL SUBAREA FLOW-LENGTH(FEET) = 190.00 716 ELEVATION DATA: UPSTREAM(FEET) = 1221.00 DOWNSTREAM(FEET) = 1220.00 717 718 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 719 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.386 720 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.615 721 SUBAREA Tc AND LOSS RATE DATA(AMC II): 722 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 723 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 724 CONDOMINIUMS A 0.51 0.98 0.350 32 8.39 725 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 726 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 727 SUBAREA RUNOFF(CFS) = 1.50 728 TOTAL AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) = 1.50 729 730 **************************************************************************** 731 FLOW PROCESS FROM NODE 415.00 TO NODE 425.00 IS CODE = 41 732 ---------------------------------------------------------------------------- 733 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 734 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 735 ============================================================================ 736 ELEVATION DATA: UPSTREAM(FEET) = 1213.32 DOWNSTREAM(FEET) = 1211.00 737 FLOW LENGTH(FEET) = 205.00 MANNING'S N = 0.013 738 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES 739 PIPE-FLOW VELOCITY(FEET/SEC.) = 4.33 740 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 741 PIPE-FLOW(CFS) = 1.50 742 PIPE TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 9.18 743 LONGEST FLOWPATH FROM NODE 410.00 TO NODE 425.00 = 395.00 FEET. 744 745 **************************************************************************** 746 FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 1 747 ---------------------------------------------------------------------------- 748 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 749 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 750 ============================================================================ 751 TOTAL NUMBER OF STREAMS = 3 752 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: 753 TIME OF CONCENTRATION(MIN.) = 9.18 754 RAINFALL INTENSITY(INCH/HR) = 3.42 755 AREA-AVERAGED Fm(INCH/HR) = 0.34 756 AREA-AVERAGED Fp(INCH/HR) = 0.98 757 AREA-AVERAGED Ap = 0.35 758 EFFECTIVE STREAM AREA(ACRES) = 0.51 759 TOTAL STREAM AREA(ACRES) = 0.51 760 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.50 761 762 ** CONFLUENCE DATA ** 763 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 764 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 765 1 6.57 6.20 4.331 0.98( 0.34) 0.35 1.6 200.00 766 1 7.01 8.16 3.675 0.98( 0.34) 0.35 2.0 300.00 767 1 7.03 8.51 3.583 0.98( 0.34) 0.35 2.1 100.00 768 1 6.96 9.13 3.435 0.98( 0.34) 0.35 2.2 210.00 769 1 6.96 9.14 3.433 0.98( 0.34) 0.35 2.2 310.00 770 1 6.77 9.63 3.328 0.98( 0.34) 0.35 2.2 110.00 771 2 1.07 6.17 4.344 0.98( 0.34) 0.35 0.3 400.00 772 3 1.50 9.18 3.425 0.98( 0.34) 0.35 0.5 410.00 773 774 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 775 CONFLUENCE FORMULA USED FOR 3 STREAMS. 776 777 ** PEAK FLOW RATE TABLE ** 778 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 779 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 780 1 8.94 6.17 4.344 0.98( 0.34) 0.35 2.2 400.00 781 2 8.95 6.20 4.331 0.98( 0.34) 0.35 2.2 200.00 782 3 9.34 8.16 3.675 0.98( 0.34) 0.35 2.8 300.00 783 4 9.36 8.51 3.583 0.98( 0.34) 0.35 2.9 100.00 784 5 9.29 9.13 3.435 0.98( 0.34) 0.35 3.0 210.00 785 6 9.29 9.14 3.433 0.98( 0.34) 0.35 3.0 310.00 786 7 9.27 9.18 3.425 0.98( 0.34) 0.35 3.0 410.00 787 8 9.03 9.63 3.328 0.98( 0.34) 0.35 3.0 110.00 788 789 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 790 PEAK FLOW RATE(CFS) = 9.36 Tc(MIN.) = 8.51 791 EFFECTIVE AREA(ACRES) = 2.88 AREA-AVERAGED Fm(INCH/HR) = 0.34 792 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.35 793 TOTAL AREA(ACRES) = 3.0 794 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 425.00 = 825.00 FEET. 795 796 **************************************************************************** 797 FLOW PROCESS FROM NODE 425.00 TO NODE 999.00 IS CODE = 41 798 ---------------------------------------------------------------------------- 799 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 800 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 801 ============================================================================ 802 ELEVATION DATA: UPSTREAM(FEET) = 1211.00 DOWNSTREAM(FEET) = 1207.72 803 FLOW LENGTH(FEET) = 165.00 MANNING'S N = 0.013 804 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.0 INCHES 805 PIPE-FLOW VELOCITY(FEET/SEC.) = 8.66 806 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 807 PIPE-FLOW(CFS) = 9.36 808 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 8.83 809 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 999.00 = 990.00 FEET. 810 811 **************************************************************************** 812 FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 1 813 ---------------------------------------------------------------------------- 814 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 815 ============================================================================ 816 TOTAL NUMBER OF STREAMS = 3 817 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 818 TIME OF CONCENTRATION(MIN.) = 8.83 819 RAINFALL INTENSITY(INCH/HR) = 3.50 820 AREA-AVERAGED Fm(INCH/HR) = 0.34 821 AREA-AVERAGED Fp(INCH/HR) = 0.98 822 AREA-AVERAGED Ap = 0.35 823 EFFECTIVE STREAM AREA(ACRES) = 2.88 824 TOTAL STREAM AREA(ACRES) = 3.03 825 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.36 826 827 +--------------------------------------------------------------------------+ 828 | SUBAREA D5.1 | 829 | CONDO | 830 | | 831 +--------------------------------------------------------------------------+ 832 833 **************************************************************************** 834 FLOW PROCESS FROM NODE 500.00 TO NODE 505.00 IS CODE = 21 835 ---------------------------------------------------------------------------- 836 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 837 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 838 ============================================================================ 839 INITIAL SUBAREA FLOW-LENGTH(FEET) = 225.00 840 ELEVATION DATA: UPSTREAM(FEET) = 1222.70 DOWNSTREAM(FEET) = 1221.70 841 842 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 843 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.281 844 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.401 845 SUBAREA Tc AND LOSS RATE DATA(AMC II): 846 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 847 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 848 CONDOMINIUMS A 0.33 0.98 0.350 32 9.28 849 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 850 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 851 SUBAREA RUNOFF(CFS) = 0.91 852 TOTAL AREA(ACRES) = 0.33 PEAK FLOW RATE(CFS) = 0.91 853 854 +--------------------------------------------------------------------------+ 855 | SUBAREA D5.2 | 856 | CONDO | 857 | | 858 +--------------------------------------------------------------------------+ 859 860 **************************************************************************** 861 FLOW PROCESS FROM NODE 505.00 TO NODE 510.00 IS CODE = 62 862 ---------------------------------------------------------------------------- 863 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< 864 >>>>>(STREET TABLE SECTION # 1 USED)<<<<< 865 ============================================================================ 866 UPSTREAM ELEVATION(FEET) = 1221.70 DOWNSTREAM ELEVATION(FEET) = 1218.50 867 STREET LENGTH(FEET) = 510.00 CURB HEIGHT(INCHES) = 4.0 868 STREET HALFWIDTH(FEET) = 26.00 869 870 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 871 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 872 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 873 874 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 875 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 876 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 877 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 878 879 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.15 880 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 881 STREET FLOW DEPTH(FEET) = 0.33 882 HALFSTREET FLOOD WIDTH(FEET) = 10.39 883 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.80 884 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.60 885 STREET FLOW TRAVEL TIME(MIN.) = 4.72 Tc(MIN.) = 14.00 886 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.658 887 SUBAREA LOSS RATE DATA(AMC II): 888 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 889 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN 890 CONDOMINIUMS A 1.18 0.98 0.350 32 891 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 892 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 893 SUBAREA AREA(ACRES) = 1.18 SUBAREA RUNOFF(CFS) = 2.46 894 EFFECTIVE AREA(ACRES) = 1.51 AREA-AVERAGED Fm(INCH/HR) = 0.34 895 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.35 896 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 3.15 897 898 END OF SUBAREA STREET FLOW HYDRAULICS: 899 DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 13.90 900 FLOW VELOCITY(FEET/SEC.) = 1.94 DEPTH*VELOCITY(FT*FT/SEC.) = 0.72 901 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, 902 AND L = 510.0 FT WITH ELEVATION-DROP = 3.2 FT, IS 2.7 CFS, 903 WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 510.00 904 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 510.00 = 735.00 FEET. 905 906 **************************************************************************** 907 FLOW PROCESS FROM NODE 510.00 TO NODE 999.00 IS CODE = 41 908 ---------------------------------------------------------------------------- 909 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 910 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 911 ============================================================================ 912 ELEVATION DATA: UPSTREAM(FEET) = 1209.33 DOWNSTREAM(FEET) = 1207.72 913 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 914 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES 915 PIPE-FLOW VELOCITY(FEET/SEC.) = 11.91 916 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 917 PIPE-FLOW(CFS) = 3.15 918 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 14.02 919 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 999.00 = 750.00 FEET. 920 921 **************************************************************************** 922 FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 1 923 ---------------------------------------------------------------------------- 924 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 925 ============================================================================ 926 TOTAL NUMBER OF STREAMS = 3 927 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 928 TIME OF CONCENTRATION(MIN.) = 14.02 929 RAINFALL INTENSITY(INCH/HR) = 2.66 930 AREA-AVERAGED Fm(INCH/HR) = 0.34 931 AREA-AVERAGED Fp(INCH/HR) = 0.98 932 AREA-AVERAGED Ap = 0.35 933 EFFECTIVE STREAM AREA(ACRES) = 1.51 934 TOTAL STREAM AREA(ACRES) = 1.51 935 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.15 936 937 +--------------------------------------------------------------------------+ 938 | SUBAREA X2 | 939 | GRASS, FAIR | 940 | | 941 +--------------------------------------------------------------------------+ 942 943 **************************************************************************** 944 FLOW PROCESS FROM NODE 600.00 TO NODE 605.00 IS CODE = 21 945 ---------------------------------------------------------------------------- 946 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 947 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 948 ============================================================================ 949 INITIAL SUBAREA FLOW-LENGTH(FEET) = 470.00 950 ELEVATION DATA: UPSTREAM(FEET) = 1228.00 DOWNSTREAM(FEET) = 1223.00 951 952 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 953 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.524 954 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.113 955 SUBAREA Tc AND LOSS RATE DATA(AMC II): 956 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 957 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 958 NATURAL FAIR COVER 959 "GRASS" A 0.92 0.82 1.000 50 20.52 960 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 961 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 962 SUBAREA RUNOFF(CFS) = 1.07 963 TOTAL AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) = 1.07 964 965 **************************************************************************** 966 FLOW PROCESS FROM NODE 605.00 TO NODE 999.00 IS CODE = 56 967 ---------------------------------------------------------------------------- 968 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< 969 >>>>>TRAVELTIME THRU SUBAREA<<<<< 970 ============================================================================ 971 ELEVATION DATA: UPSTREAM(FEET) = 1223.00 DOWNSTREAM(FEET) = 1219.75 972 CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.0217 973 GIVEN CHANNEL BASE(FEET) = 1.00 CHANNEL FREEBOARD(FEET) = 0.5 974 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 975 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.71 976 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.077 977 SUBAREA LOSS RATE DATA(AMC II): 978 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 979 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN 980 CONDOMINIUMS A 0.01 0.98 0.350 32 981 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 982 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 983 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.08 984 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.27 985 AVERAGE FLOW DEPTH(FEET) = 0.21 TRAVEL TIME(MIN.) = 0.59 986 Tc(MIN.) = 21.11 987 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.02 988 EFFECTIVE AREA(ACRES) = 0.93 AREA-AVERAGED Fm(INCH/HR) = 0.81 989 AREA-AVERAGED Fp(INCH/HR) = 0.82 AREA-AVERAGED Ap = 0.99 990 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 1.07 991 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 992 GIVEN CHANNEL BASE(FEET) = 1.00 CHANNEL FREEBOARD(FEET) = 0.5 993 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 994 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.71 995 996 END OF SUBAREA CHANNEL FLOW HYDRAULICS: 997 DEPTH(FEET) = 0.21 FLOW VELOCITY(FEET/SEC.) = 4.24 998 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 999.00 = 620.00 FEET. 999 1000 **************************************************************************** 1001 FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 1 1002 ---------------------------------------------------------------------------- 1003 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1004 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1005 ============================================================================ 1006 TOTAL NUMBER OF STREAMS = 3 1007 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: 1008 TIME OF CONCENTRATION(MIN.) = 21.11 1009 RAINFALL INTENSITY(INCH/HR) = 2.08 1010 AREA-AVERAGED Fm(INCH/HR) = 0.81 1011 AREA-AVERAGED Fp(INCH/HR) = 0.82 1012 AREA-AVERAGED Ap = 0.99 1013 EFFECTIVE STREAM AREA(ACRES) = 0.93 1014 TOTAL STREAM AREA(ACRES) = 0.93 1015 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.07 1016 1017 ** CONFLUENCE DATA ** 1018 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 1019 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1020 1 8.94 6.49 4.214 0.98( 0.34) 0.35 2.2 400.00 1021 1 8.95 6.53 4.202 0.98( 0.34) 0.35 2.2 200.00 1022 1 9.34 8.47 3.592 0.98( 0.34) 0.35 2.8 300.00 1023 1 9.36 8.83 3.505 0.98( 0.34) 0.35 2.9 100.00 1024 1 9.29 9.45 3.365 0.98( 0.34) 0.35 3.0 210.00 1025 1 9.29 9.46 3.363 0.98( 0.34) 0.35 3.0 310.00 1026 1 9.27 9.49 3.355 0.98( 0.34) 0.35 3.0 410.00 1027 1 9.03 9.95 3.263 0.98( 0.34) 0.35 3.0 110.00 1028 2 3.15 14.02 2.655 0.98( 0.34) 0.35 1.5 500.00 1029 3 1.07 21.11 2.077 0.82( 0.81) 0.99 0.9 600.00 1030 1031 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 1032 CONFLUENCE FORMULA USED FOR 3 STREAMS. 1033 1034 ** PEAK FLOW RATE TABLE ** 1035 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 1036 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1037 1 12.27 6.49 4.214 0.94( 0.38) 0.41 3.2 400.00 1038 2 12.29 6.53 4.202 0.94( 0.38) 0.41 3.2 200.00 1039 3 12.96 8.47 3.592 0.94( 0.38) 0.41 4.1 300.00 1040 4 13.03 8.83 3.505 0.94( 0.38) 0.41 4.2 100.00 1041 5 13.03 9.45 3.365 0.94( 0.39) 0.41 4.4 210.00 1042 6 13.03 9.46 3.363 0.94( 0.39) 0.41 4.4 310.00 1043 7 13.02 9.49 3.355 0.94( 0.39) 0.41 4.4 410.00 1044 8 12.83 9.95 3.263 0.94( 0.39) 0.41 4.5 110.00 1045 9 11.34 14.02 2.655 0.93( 0.40) 0.43 5.2 500.00 1046 10 8.80 21.11 2.077 0.92( 0.42) 0.46 5.5 600.00 1047 1048 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 1049 PEAK FLOW RATE(CFS) = 13.03 Tc(MIN.) = 9.45 1050 EFFECTIVE AREA(ACRES) = 4.44 AREA-AVERAGED Fm(INCH/HR) = 0.39 1051 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.41 1052 TOTAL AREA(ACRES) = 5.5 1053 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 999.00 = 990.00 FEET. 1054 ============================================================================ 1055 END OF STUDY SUMMARY: 1056 TOTAL AREA(ACRES) = 5.5 TC(MIN.) = 9.45 1057 EFFECTIVE AREA(ACRES) = 4.44 AREA-AVERAGED Fm(INCH/HR)= 0.39 1058 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.410 1059 PEAK FLOW RATE(CFS) = 13.03 1060 1061 ** PEAK FLOW RATE TABLE ** 1062 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 1063 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1064 1 12.27 6.49 4.214 0.94( 0.38) 0.41 3.2 400.00 1065 2 12.29 6.53 4.202 0.94( 0.38) 0.41 3.2 200.00 1066 3 12.96 8.47 3.592 0.94( 0.38) 0.41 4.1 300.00 1067 4 13.03 8.83 3.505 0.94( 0.38) 0.41 4.2 100.00 1068 5 13.03 9.45 3.365 0.94( 0.39) 0.41 4.4 210.00 1069 6 13.03 9.46 3.363 0.94( 0.39) 0.41 4.4 310.00 1070 7 13.02 9.49 3.355 0.94( 0.39) 0.41 4.4 410.00 1071 8 12.83 9.95 3.263 0.94( 0.39) 0.41 4.5 110.00 1072 9 11.34 14.02 2.655 0.93( 0.40) 0.43 5.2 500.00 1073 10 8.80 21.11 2.077 0.92( 0.42) 0.46 5.5 600.00 1074 ============================================================================ 1075 ============================================================================ 1076 END OF RATIONAL METHOD ANALYSIS 1077 1078 1079 1080 1 ____________________________________________________________________________ 2 **************************************************************************** 3 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE 4 (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) 5 (c) Copyright 1983-2016 Advanced Engineering Software (aes) 6 Ver. 23.0 Release Date: 07/01/2016 License ID 1714 7 8 Analysis prepared by: 9 10 11 12 13 14 15 ---------------------------------------------------------------------------- 16 FILE NAME: D:\D1P100.RAT 17 TIME/DATE OF STUDY: 17:52 09/12/2024 18 ============================================================================ 19 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 20 ============================================================================ 21 --*TIME-OF-CONCENTRATION MODEL*-- 22 23 USER SPECIFIED STORM EVENT(YEAR) = 100.00 24 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 25 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 26 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 27 28 SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 29 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.4500 30 31 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* 32 33 *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* 34 HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING 35 WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR 36 NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 37 === ===== ========= ================= ====== ===== ====== ===== ======= 38 1 26.0 5.0 0.020/0.020/0.020 0.33 1.50 0.0313 0.125 0.0150 39 40 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 41 1. Relative Flow-Depth = 1.00 FEET 42 as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 43 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) 44 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN 45 OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* 46 *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED 47 48 +--------------------------------------------------------------------------+ 49 | SUBAREA D1.1 | 50 | CONDO | 51 | | 52 +--------------------------------------------------------------------------+ 53 54 **************************************************************************** 55 FLOW PROCESS FROM NODE 100.00 TO NODE 120.00 IS CODE = 21 56 ---------------------------------------------------------------------------- 57 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 58 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 59 ============================================================================ 60 INITIAL SUBAREA FLOW-LENGTH(FEET) = 220.00 61 ELEVATION DATA: UPSTREAM(FEET) = 1226.80 DOWNSTREAM(FEET) = 1223.60 62 63 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 64 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.256 65 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.150 66 SUBAREA Tc AND LOSS RATE DATA(AMC III): 67 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 68 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 69 CONDOMINIUMS A 0.46 0.74 0.350 52 7.26 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 71 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 72 SUBAREA RUNOFF(CFS) = 2.02 73 TOTAL AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) = 2.02 74 75 **************************************************************************** 76 FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 77 ---------------------------------------------------------------------------- 78 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 79 ============================================================================ 80 TOTAL NUMBER OF STREAMS = 2 81 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 82 TIME OF CONCENTRATION(MIN.) = 7.26 83 RAINFALL INTENSITY(INCH/HR) = 5.15 84 AREA-AVERAGED Fm(INCH/HR) = 0.26 85 AREA-AVERAGED Fp(INCH/HR) = 0.74 86 AREA-AVERAGED Ap = 0.35 87 EFFECTIVE STREAM AREA(ACRES) = 0.46 88 TOTAL STREAM AREA(ACRES) = 0.46 89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.02 90 91 +--------------------------------------------------------------------------+ 92 | SUBAREA D1.2 | 93 | CONDO | 94 | | 95 +--------------------------------------------------------------------------+ 96 97 **************************************************************************** 98 FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 21 99 ---------------------------------------------------------------------------- 100 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 101 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 102 ============================================================================ 103 INITIAL SUBAREA FLOW-LENGTH(FEET) = 180.00 104 ELEVATION DATA: UPSTREAM(FEET) = 1224.60 DOWNSTREAM(FEET) = 1222.90 105 106 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 107 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.301 108 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.131 109 SUBAREA Tc AND LOSS RATE DATA(AMC III): 110 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 111 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 112 CONDOMINIUMS A 0.42 0.74 0.350 52 7.30 113 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 114 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 115 SUBAREA RUNOFF(CFS) = 1.84 116 TOTAL AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) = 1.84 117 118 **************************************************************************** 119 FLOW PROCESS FROM NODE 115.00 TO NODE 120.00 IS CODE = 41 120 ---------------------------------------------------------------------------- 121 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 122 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 123 ============================================================================ 124 ELEVATION DATA: UPSTREAM(FEET) = 1216.67 DOWNSTREAM(FEET) = 1214.67 125 FLOW LENGTH(FEET) = 245.00 MANNING'S N = 0.013 126 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.6 INCHES 127 PIPE-FLOW VELOCITY(FEET/SEC.) = 4.16 128 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 129 PIPE-FLOW(CFS) = 1.84 130 PIPE TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 8.28 131 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 120.00 = 425.00 FEET. 132 133 **************************************************************************** 134 FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 135 ---------------------------------------------------------------------------- 136 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 137 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 138 ============================================================================ 139 TOTAL NUMBER OF STREAMS = 2 140 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 141 TIME OF CONCENTRATION(MIN.) = 8.28 142 RAINFALL INTENSITY(INCH/HR) = 4.76 143 AREA-AVERAGED Fm(INCH/HR) = 0.26 144 AREA-AVERAGED Fp(INCH/HR) = 0.74 145 AREA-AVERAGED Ap = 0.35 146 EFFECTIVE STREAM AREA(ACRES) = 0.42 147 TOTAL STREAM AREA(ACRES) = 0.42 148 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.84 149 150 ** CONFLUENCE DATA ** 151 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 152 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 153 1 2.02 7.26 5.150 0.74( 0.26) 0.35 0.5 100.00 154 2 1.84 8.28 4.757 0.74( 0.26) 0.35 0.4 110.00 155 156 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 157 CONFLUENCE FORMULA USED FOR 2 STREAMS. 158 159 ** PEAK FLOW RATE TABLE ** 160 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 161 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 162 1 3.78 7.26 5.150 0.74( 0.26) 0.35 0.8 100.00 163 2 3.70 8.28 4.757 0.74( 0.26) 0.35 0.9 110.00 164 165 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 166 PEAK FLOW RATE(CFS) = 3.78 Tc(MIN.) = 7.26 167 EFFECTIVE AREA(ACRES) = 0.83 AREA-AVERAGED Fm(INCH/HR) = 0.26 168 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.35 169 TOTAL AREA(ACRES) = 0.9 170 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 120.00 = 425.00 FEET. 171 172 **************************************************************************** 173 FLOW PROCESS FROM NODE 120.00 TO NODE 225.00 IS CODE = 41 174 ---------------------------------------------------------------------------- 175 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 176 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 177 ============================================================================ 178 ELEVATION DATA: UPSTREAM(FEET) = 1214.67 DOWNSTREAM(FEET) = 1213.50 179 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 180 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES 181 PIPE-FLOW VELOCITY(FEET/SEC.) = 7.29 182 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 183 PIPE-FLOW(CFS) = 3.78 184 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 7.37 185 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 225.00 = 475.00 FEET. 186 187 **************************************************************************** 188 FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 1 189 ---------------------------------------------------------------------------- 190 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 191 ============================================================================ 192 TOTAL NUMBER OF STREAMS = 2 193 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 194 TIME OF CONCENTRATION(MIN.) = 7.37 195 RAINFALL INTENSITY(INCH/HR) = 5.10 196 AREA-AVERAGED Fm(INCH/HR) = 0.26 197 AREA-AVERAGED Fp(INCH/HR) = 0.74 198 AREA-AVERAGED Ap = 0.35 199 EFFECTIVE STREAM AREA(ACRES) = 0.83 200 TOTAL STREAM AREA(ACRES) = 0.88 201 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.78 202 203 +--------------------------------------------------------------------------+ 204 | SUBAREA D2.2 | 205 | CONDO | 206 | | 207 +--------------------------------------------------------------------------+ 208 209 **************************************************************************** 210 FLOW PROCESS FROM NODE 210.00 TO NODE 215.00 IS CODE = 21 211 ---------------------------------------------------------------------------- 212 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 213 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 214 ============================================================================ 215 INITIAL SUBAREA FLOW-LENGTH(FEET) = 185.00 216 ELEVATION DATA: UPSTREAM(FEET) = 1223.65 DOWNSTREAM(FEET) = 1221.75 217 218 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 219 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.259 220 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.149 221 SUBAREA Tc AND LOSS RATE DATA(AMC III): 222 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 223 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 224 CONDOMINIUMS A 0.40 0.74 0.350 52 7.26 225 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 226 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 227 SUBAREA RUNOFF(CFS) = 1.76 228 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.76 229 230 **************************************************************************** 231 FLOW PROCESS FROM NODE 215.00 TO NODE 225.00 IS CODE = 41 232 ---------------------------------------------------------------------------- 233 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 234 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 235 ============================================================================ 236 ELEVATION DATA: UPSTREAM(FEET) = 1215.63 DOWNSTREAM(FEET) = 1213.50 237 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013 238 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.8 INCHES 239 PIPE-FLOW VELOCITY(FEET/SEC.) = 4.63 240 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 241 PIPE-FLOW(CFS) = 1.76 242 PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 7.94 243 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 225.00 = 375.00 FEET. 244 245 **************************************************************************** 246 FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = 1 247 ---------------------------------------------------------------------------- 248 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 249 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 250 ============================================================================ 251 TOTAL NUMBER OF STREAMS = 2 252 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 253 TIME OF CONCENTRATION(MIN.) = 7.94 254 RAINFALL INTENSITY(INCH/HR) = 4.88 255 AREA-AVERAGED Fm(INCH/HR) = 0.26 256 AREA-AVERAGED Fp(INCH/HR) = 0.74 257 AREA-AVERAGED Ap = 0.35 258 EFFECTIVE STREAM AREA(ACRES) = 0.40 259 TOTAL STREAM AREA(ACRES) = 0.40 260 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.76 261 262 ** CONFLUENCE DATA ** 263 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 264 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 265 1 3.78 7.37 5.102 0.74( 0.26) 0.35 0.8 100.00 266 1 3.70 8.40 4.718 0.74( 0.26) 0.35 0.9 110.00 267 2 1.76 7.94 4.878 0.74( 0.26) 0.35 0.4 210.00 268 269 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 270 CONFLUENCE FORMULA USED FOR 2 STREAMS. 271 272 ** PEAK FLOW RATE TABLE ** 273 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 274 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 275 1 5.49 7.37 5.102 0.74( 0.26) 0.35 1.2 100.00 276 2 5.50 7.94 4.878 0.74( 0.26) 0.35 1.3 210.00 277 3 5.40 8.40 4.718 0.74( 0.26) 0.35 1.3 110.00 278 279 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 280 PEAK FLOW RATE(CFS) = 5.50 Tc(MIN.) = 7.94 281 EFFECTIVE AREA(ACRES) = 1.26 AREA-AVERAGED Fm(INCH/HR) = 0.26 282 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.35 283 TOTAL AREA(ACRES) = 1.3 284 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 225.00 = 475.00 FEET. 285 286 **************************************************************************** 287 FLOW PROCESS FROM NODE 225.00 TO NODE 325.00 IS CODE = 41 288 ---------------------------------------------------------------------------- 289 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 290 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 291 ============================================================================ 292 ELEVATION DATA: UPSTREAM(FEET) = 1213.50 DOWNSTREAM(FEET) = 1212.50 293 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 294 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES 295 PIPE-FLOW VELOCITY(FEET/SEC.) = 5.05 296 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 297 PIPE-FLOW(CFS) = 5.50 298 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 8.44 299 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 325.00 = 625.00 FEET. 300 301 **************************************************************************** 302 FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 1 303 ---------------------------------------------------------------------------- 304 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 305 ============================================================================ 306 TOTAL NUMBER OF STREAMS = 2 307 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 308 TIME OF CONCENTRATION(MIN.) = 8.44 309 RAINFALL INTENSITY(INCH/HR) = 4.70 310 AREA-AVERAGED Fm(INCH/HR) = 0.26 311 AREA-AVERAGED Fp(INCH/HR) = 0.74 312 AREA-AVERAGED Ap = 0.35 313 EFFECTIVE STREAM AREA(ACRES) = 1.26 314 TOTAL STREAM AREA(ACRES) = 1.28 315 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.50 316 317 +--------------------------------------------------------------------------+ 318 | SUBAREA D3.1 | 319 | CONDO | 320 | | 321 +--------------------------------------------------------------------------+ 322 323 **************************************************************************** 324 FLOW PROCESS FROM NODE 300.00 TO NODE 305.00 IS CODE = 21 325 ---------------------------------------------------------------------------- 326 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 327 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 328 ============================================================================ 329 INITIAL SUBAREA FLOW-LENGTH(FEET) = 180.00 330 ELEVATION DATA: UPSTREAM(FEET) = 1223.00 DOWNSTREAM(FEET) = 1221.30 331 332 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 333 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.301 334 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.131 335 SUBAREA Tc AND LOSS RATE DATA(AMC III): 336 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 337 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 338 CONDOMINIUMS A 0.31 0.74 0.350 52 7.30 339 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 340 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 341 SUBAREA RUNOFF(CFS) = 1.36 342 TOTAL AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) = 1.36 343 344 **************************************************************************** 345 FLOW PROCESS FROM NODE 305.00 TO NODE 325.00 IS CODE = 41 346 ---------------------------------------------------------------------------- 347 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 348 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 349 ============================================================================ 350 ELEVATION DATA: UPSTREAM(FEET) = 1213.37 DOWNSTREAM(FEET) = 1212.50 351 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 352 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.8 INCHES 353 PIPE-FLOW VELOCITY(FEET/SEC.) = 4.62 354 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 355 PIPE-FLOW(CFS) = 1.36 356 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 7.54 357 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 325.00 = 245.00 FEET. 358 359 **************************************************************************** 360 FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 1 361 ---------------------------------------------------------------------------- 362 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 363 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 364 ============================================================================ 365 TOTAL NUMBER OF STREAMS = 2 366 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 367 TIME OF CONCENTRATION(MIN.) = 7.54 368 RAINFALL INTENSITY(INCH/HR) = 5.03 369 AREA-AVERAGED Fm(INCH/HR) = 0.26 370 AREA-AVERAGED Fp(INCH/HR) = 0.74 371 AREA-AVERAGED Ap = 0.35 372 EFFECTIVE STREAM AREA(ACRES) = 0.31 373 TOTAL STREAM AREA(ACRES) = 0.31 374 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.36 375 376 ** CONFLUENCE DATA ** 377 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 378 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 379 1 5.49 7.87 4.907 0.74( 0.26) 0.35 1.2 100.00 380 1 5.50 8.44 4.705 0.74( 0.26) 0.35 1.3 210.00 381 1 5.40 8.90 4.558 0.74( 0.26) 0.35 1.3 110.00 382 2 1.36 7.54 5.035 0.74( 0.26) 0.35 0.3 300.00 383 384 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 385 CONFLUENCE FORMULA USED FOR 2 STREAMS. 386 387 ** PEAK FLOW RATE TABLE ** 388 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 389 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 390 1 6.76 7.54 5.035 0.74( 0.26) 0.35 1.5 300.00 391 2 6.81 7.87 4.907 0.74( 0.26) 0.35 1.5 100.00 392 3 6.76 8.44 4.705 0.74( 0.26) 0.35 1.6 210.00 393 4 6.63 8.90 4.558 0.74( 0.26) 0.35 1.6 110.00 394 395 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 396 PEAK FLOW RATE(CFS) = 6.81 Tc(MIN.) = 7.87 397 EFFECTIVE AREA(ACRES) = 1.51 AREA-AVERAGED Fm(INCH/HR) = 0.26 398 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.35 399 TOTAL AREA(ACRES) = 1.6 400 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 325.00 = 625.00 FEET. 401 402 **************************************************************************** 403 FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 10 404 ---------------------------------------------------------------------------- 405 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< 406 ============================================================================ 407 408 **************************************************************************** 409 FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 13 410 ---------------------------------------------------------------------------- 411 >>>>>CLEAR THE MAIN-STREAM MEMORY<<<<< 412 ============================================================================ 413 414 +--------------------------------------------------------------------------+ 415 | SUBAREA D2.1 | 416 | CONDO | 417 | | 418 +--------------------------------------------------------------------------+ 419 420 **************************************************************************** 421 FLOW PROCESS FROM NODE 200.00 TO NODE 205.00 IS CODE = 21 422 ---------------------------------------------------------------------------- 423 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 424 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 425 ============================================================================ 426 INITIAL SUBAREA FLOW-LENGTH(FEET) = 105.00 427 ELEVATION DATA: UPSTREAM(FEET) = 1225.00 DOWNSTREAM(FEET) = 1222.75 428 429 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 430 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 431 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.440 432 SUBAREA Tc AND LOSS RATE DATA(AMC III): 433 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 434 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 435 CONDOMINIUMS A 0.25 0.74 0.350 52 5.00 436 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 437 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 438 SUBAREA RUNOFF(CFS) = 1.39 439 TOTAL AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) = 1.39 440 441 **************************************************************************** 442 FLOW PROCESS FROM NODE 205.00 TO NODE 320.00 IS CODE = 41 443 ---------------------------------------------------------------------------- 444 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 445 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 446 ============================================================================ 447 ELEVATION DATA: UPSTREAM(FEET) = 1214.34 DOWNSTREAM(FEET) = 1213.23 448 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 449 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES 450 PIPE-FLOW VELOCITY(FEET/SEC.) = 4.54 451 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 452 PIPE-FLOW(CFS) = 1.39 453 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 5.29 454 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 320.00 = 185.00 FEET. 455 456 **************************************************************************** 457 FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 458 ---------------------------------------------------------------------------- 459 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 460 ============================================================================ 461 TOTAL NUMBER OF STREAMS = 2 462 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 463 TIME OF CONCENTRATION(MIN.) = 5.29 464 RAINFALL INTENSITY(INCH/HR) = 6.22 465 AREA-AVERAGED Fm(INCH/HR) = 0.26 466 AREA-AVERAGED Fp(INCH/HR) = 0.74 467 AREA-AVERAGED Ap = 0.35 468 EFFECTIVE STREAM AREA(ACRES) = 0.25 469 TOTAL STREAM AREA(ACRES) = 0.25 470 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.39 471 472 +--------------------------------------------------------------------------+ 473 | SUBAREA D3.2 | 474 | CONDO | 475 | | 476 +--------------------------------------------------------------------------+ 477 478 **************************************************************************** 479 FLOW PROCESS FROM NODE 310.00 TO NODE 315.00 IS CODE = 21 480 ---------------------------------------------------------------------------- 481 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 482 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 483 ============================================================================ 484 INITIAL SUBAREA FLOW-LENGTH(FEET) = 180.00 485 ELEVATION DATA: UPSTREAM(FEET) = 1222.35 DOWNSTREAM(FEET) = 1221.00 486 487 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 488 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.645 489 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.991 490 SUBAREA Tc AND LOSS RATE DATA(AMC III): 491 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 492 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 493 CONDOMINIUMS A 0.39 0.74 0.350 52 7.65 494 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 495 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 496 SUBAREA RUNOFF(CFS) = 1.66 497 TOTAL AREA(ACRES) = 0.39 PEAK FLOW RATE(CFS) = 1.66 498 499 **************************************************************************** 500 FLOW PROCESS FROM NODE 315.00 TO NODE 320.00 IS CODE = 41 501 ---------------------------------------------------------------------------- 502 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 503 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 504 ============================================================================ 505 ELEVATION DATA: UPSTREAM(FEET) = 1214.97 DOWNSTREAM(FEET) = 1213.23 506 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 507 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.7 INCHES 508 PIPE-FLOW VELOCITY(FEET/SEC.) = 4.57 509 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 510 PIPE-FLOW(CFS) = 1.66 511 PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 8.21 512 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 320.00 = 335.00 FEET. 513 514 **************************************************************************** 515 FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 516 ---------------------------------------------------------------------------- 517 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 518 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 519 ============================================================================ 520 TOTAL NUMBER OF STREAMS = 2 521 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 522 TIME OF CONCENTRATION(MIN.) = 8.21 523 RAINFALL INTENSITY(INCH/HR) = 4.78 524 AREA-AVERAGED Fm(INCH/HR) = 0.26 525 AREA-AVERAGED Fp(INCH/HR) = 0.74 526 AREA-AVERAGED Ap = 0.35 527 EFFECTIVE STREAM AREA(ACRES) = 0.39 528 TOTAL STREAM AREA(ACRES) = 0.39 529 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.66 530 531 ** CONFLUENCE DATA ** 532 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 533 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 534 1 1.39 5.29 6.223 0.74( 0.26) 0.35 0.2 200.00 535 2 1.66 8.21 4.782 0.74( 0.26) 0.35 0.4 310.00 536 537 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 538 CONFLUENCE FORMULA USED FOR 2 STREAMS. 539 540 ** PEAK FLOW RATE TABLE ** 541 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 542 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 543 1 2.80 5.29 6.223 0.74( 0.26) 0.35 0.5 200.00 544 2 2.72 8.21 4.782 0.74( 0.26) 0.35 0.6 310.00 545 546 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 547 PEAK FLOW RATE(CFS) = 2.80 Tc(MIN.) = 5.29 548 EFFECTIVE AREA(ACRES) = 0.50 AREA-AVERAGED Fm(INCH/HR) = 0.26 549 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.35 550 TOTAL AREA(ACRES) = 0.6 551 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 320.00 = 335.00 FEET. 552 553 **************************************************************************** 554 FLOW PROCESS FROM NODE 320.00 TO NODE 325.00 IS CODE = 41 555 ---------------------------------------------------------------------------- 556 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 557 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 558 ============================================================================ 559 ELEVATION DATA: UPSTREAM(FEET) = 1213.23 DOWNSTREAM(FEET) = 1212.50 560 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 561 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES 562 PIPE-FLOW VELOCITY(FEET/SEC.) = 4.89 563 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 564 PIPE-FLOW(CFS) = 2.80 565 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 5.55 566 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 325.00 = 410.00 FEET. 567 568 **************************************************************************** 569 FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 11 570 ---------------------------------------------------------------------------- 571 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< 572 ============================================================================ 573 574 ** MAIN STREAM CONFLUENCE DATA ** 575 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 576 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 577 1 2.80 5.55 6.050 0.74( 0.26) 0.35 0.5 200.00 578 2 2.72 8.47 4.694 0.74( 0.26) 0.35 0.6 310.00 579 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 325.00 = 410.00 FEET. 580 581 ** MEMORY BANK # 1 CONFLUENCE DATA ** 582 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 583 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 584 1 6.76 7.54 5.035 0.74( 0.26) 0.35 1.5 300.00 585 2 6.81 7.87 4.907 0.74( 0.26) 0.35 1.5 100.00 586 3 6.76 8.44 4.705 0.74( 0.26) 0.35 1.6 210.00 587 4 6.63 8.90 4.558 0.74( 0.26) 0.35 1.6 110.00 588 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 325.00 = 625.00 FEET. 589 590 ** PEAK FLOW RATE TABLE ** 591 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 592 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 593 1 8.84 5.55 6.050 0.74( 0.26) 0.35 1.6 200.00 594 2 9.51 7.54 5.035 0.74( 0.26) 0.35 2.1 300.00 595 3 9.55 7.87 4.907 0.74( 0.26) 0.35 2.1 100.00 596 4 9.48 8.44 4.705 0.74( 0.26) 0.35 2.2 210.00 597 5 9.47 8.47 4.694 0.74( 0.26) 0.35 2.2 310.00 598 6 9.26 8.90 4.558 0.74( 0.26) 0.35 2.2 110.00 599 TOTAL AREA(ACRES) = 2.2 600 601 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 602 PEAK FLOW RATE(CFS) = 9.55 Tc(MIN.) = 7.866 603 EFFECTIVE AREA(ACRES) = 2.12 AREA-AVERAGED Fm(INCH/HR) = 0.26 604 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.35 605 TOTAL AREA(ACRES) = 2.2 606 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 325.00 = 625.00 FEET. 607 608 **************************************************************************** 609 FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 12 610 ---------------------------------------------------------------------------- 611 >>>>>CLEAR MEMORY BANK # 1 <<<<< 612 ============================================================================ 613 614 **************************************************************************** 615 FLOW PROCESS FROM NODE 325.00 TO NODE 425.00 IS CODE = 41 616 ---------------------------------------------------------------------------- 617 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 618 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 619 ============================================================================ 620 ELEVATION DATA: UPSTREAM(FEET) = 1212.50 DOWNSTREAM(FEET) = 1211.00 621 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 622 ASSUME FULL-FLOWING PIPELINE 623 PIPE-FLOW VELOCITY(FEET/SEC.) = 5.40 624 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) 625 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 626 PIPE-FLOW(CFS) = 9.55 627 PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 8.48 628 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 425.00 = 825.00 FEET. 629 630 **************************************************************************** 631 FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 1 632 ---------------------------------------------------------------------------- 633 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 634 ============================================================================ 635 TOTAL NUMBER OF STREAMS = 3 636 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 637 TIME OF CONCENTRATION(MIN.) = 8.48 638 RAINFALL INTENSITY(INCH/HR) = 4.69 639 AREA-AVERAGED Fm(INCH/HR) = 0.26 640 AREA-AVERAGED Fp(INCH/HR) = 0.74 641 AREA-AVERAGED Ap = 0.35 642 EFFECTIVE STREAM AREA(ACRES) = 2.12 643 TOTAL STREAM AREA(ACRES) = 2.23 644 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.55 645 646 +--------------------------------------------------------------------------+ 647 | SUBAREA D4.1 | 648 | CONDO | 649 | | 650 +--------------------------------------------------------------------------+ 651 652 **************************************************************************** 653 FLOW PROCESS FROM NODE 400.00 TO NODE 405.00 IS CODE = 21 654 ---------------------------------------------------------------------------- 655 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 656 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 657 ============================================================================ 658 INITIAL SUBAREA FLOW-LENGTH(FEET) = 160.00 659 ELEVATION DATA: UPSTREAM(FEET) = 1223.50 DOWNSTREAM(FEET) = 1220.10 660 661 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 662 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.922 663 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.818 664 SUBAREA Tc AND LOSS RATE DATA(AMC III): 665 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 666 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 667 CONDOMINIUMS A 0.29 0.74 0.350 52 5.92 668 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 669 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 670 SUBAREA RUNOFF(CFS) = 1.45 671 TOTAL AREA(ACRES) = 0.29 PEAK FLOW RATE(CFS) = 1.45 672 673 **************************************************************************** 674 FLOW PROCESS FROM NODE 405.00 TO NODE 425.00 IS CODE = 41 675 ---------------------------------------------------------------------------- 676 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 677 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 678 ============================================================================ 679 ELEVATION DATA: UPSTREAM(FEET) = 1211.86 DOWNSTREAM(FEET) = 1211.00 680 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 681 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.0 INCHES 682 PIPE-FLOW VELOCITY(FEET/SEC.) = 4.68 683 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 684 PIPE-FLOW(CFS) = 1.45 685 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 6.15 686 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 425.00 = 225.00 FEET. 687 688 **************************************************************************** 689 FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 1 690 ---------------------------------------------------------------------------- 691 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 692 ============================================================================ 693 TOTAL NUMBER OF STREAMS = 3 694 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 695 TIME OF CONCENTRATION(MIN.) = 6.15 696 RAINFALL INTENSITY(INCH/HR) = 5.69 697 AREA-AVERAGED Fm(INCH/HR) = 0.26 698 AREA-AVERAGED Fp(INCH/HR) = 0.74 699 AREA-AVERAGED Ap = 0.35 700 EFFECTIVE STREAM AREA(ACRES) = 0.29 701 TOTAL STREAM AREA(ACRES) = 0.29 702 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.45 703 704 +--------------------------------------------------------------------------+ 705 | SUBAREA D4.2 | 706 | CONDO | 707 | | 708 +--------------------------------------------------------------------------+ 709 710 **************************************************************************** 711 FLOW PROCESS FROM NODE 410.00 TO NODE 415.00 IS CODE = 21 712 ---------------------------------------------------------------------------- 713 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 714 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 715 ============================================================================ 716 INITIAL SUBAREA FLOW-LENGTH(FEET) = 190.00 717 ELEVATION DATA: UPSTREAM(FEET) = 1221.00 DOWNSTREAM(FEET) = 1220.00 718 719 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 720 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.386 721 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.722 722 SUBAREA Tc AND LOSS RATE DATA(AMC III): 723 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 724 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 725 CONDOMINIUMS A 0.51 0.74 0.350 52 8.39 726 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 727 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 728 SUBAREA RUNOFF(CFS) = 2.05 729 TOTAL AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) = 2.05 730 731 **************************************************************************** 732 FLOW PROCESS FROM NODE 415.00 TO NODE 425.00 IS CODE = 41 733 ---------------------------------------------------------------------------- 734 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 735 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 736 ============================================================================ 737 ELEVATION DATA: UPSTREAM(FEET) = 1213.32 DOWNSTREAM(FEET) = 1211.00 738 FLOW LENGTH(FEET) = 205.00 MANNING'S N = 0.013 739 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES 740 PIPE-FLOW VELOCITY(FEET/SEC.) = 4.73 741 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 742 PIPE-FLOW(CFS) = 2.05 743 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 9.11 744 LONGEST FLOWPATH FROM NODE 410.00 TO NODE 425.00 = 395.00 FEET. 745 746 **************************************************************************** 747 FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 1 748 ---------------------------------------------------------------------------- 749 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 750 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 751 ============================================================================ 752 TOTAL NUMBER OF STREAMS = 3 753 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: 754 TIME OF CONCENTRATION(MIN.) = 9.11 755 RAINFALL INTENSITY(INCH/HR) = 4.49 756 AREA-AVERAGED Fm(INCH/HR) = 0.26 757 AREA-AVERAGED Fp(INCH/HR) = 0.74 758 AREA-AVERAGED Ap = 0.35 759 EFFECTIVE STREAM AREA(ACRES) = 0.51 760 TOTAL STREAM AREA(ACRES) = 0.51 761 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.05 762 763 ** CONFLUENCE DATA ** 764 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 765 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 766 1 8.84 6.13 5.698 0.74( 0.26) 0.35 1.6 200.00 767 1 9.51 8.15 4.802 0.74( 0.26) 0.35 2.1 300.00 768 1 9.55 8.48 4.690 0.74( 0.26) 0.35 2.1 100.00 769 1 9.48 9.06 4.508 0.74( 0.26) 0.35 2.2 210.00 770 1 9.47 9.09 4.499 0.74( 0.26) 0.35 2.2 310.00 771 1 9.26 9.53 4.373 0.74( 0.26) 0.35 2.2 110.00 772 2 1.45 6.15 5.686 0.74( 0.26) 0.35 0.3 400.00 773 3 2.05 9.11 4.494 0.74( 0.26) 0.35 0.5 410.00 774 775 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 776 CONFLUENCE FORMULA USED FOR 3 STREAMS. 777 778 ** PEAK FLOW RATE TABLE ** 779 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 780 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 781 1 12.06 6.13 5.698 0.74( 0.26) 0.35 2.2 200.00 782 2 12.07 6.15 5.686 0.74( 0.26) 0.35 2.2 400.00 783 3 12.69 8.15 4.802 0.74( 0.26) 0.35 2.8 300.00 784 4 12.73 8.48 4.690 0.74( 0.26) 0.35 2.9 100.00 785 5 12.66 9.06 4.508 0.74( 0.26) 0.35 3.0 210.00 786 6 12.65 9.09 4.499 0.74( 0.26) 0.35 3.0 310.00 787 7 12.64 9.11 4.494 0.74( 0.26) 0.35 3.0 410.00 788 8 12.35 9.53 4.373 0.74( 0.26) 0.35 3.0 110.00 789 790 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 791 PEAK FLOW RATE(CFS) = 12.73 Tc(MIN.) = 8.48 792 EFFECTIVE AREA(ACRES) = 2.89 AREA-AVERAGED Fm(INCH/HR) = 0.26 793 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.35 794 TOTAL AREA(ACRES) = 3.0 795 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 425.00 = 825.00 FEET. 796 797 **************************************************************************** 798 FLOW PROCESS FROM NODE 425.00 TO NODE 999.00 IS CODE = 41 799 ---------------------------------------------------------------------------- 800 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 801 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 802 ============================================================================ 803 ELEVATION DATA: UPSTREAM(FEET) = 1211.00 DOWNSTREAM(FEET) = 1207.72 804 FLOW LENGTH(FEET) = 165.00 MANNING'S N = 0.013 805 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.7 INCHES 806 PIPE-FLOW VELOCITY(FEET/SEC.) = 9.40 807 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 808 PIPE-FLOW(CFS) = 12.73 809 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 8.78 810 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 999.00 = 990.00 FEET. 811 812 **************************************************************************** 813 FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 1 814 ---------------------------------------------------------------------------- 815 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 816 ============================================================================ 817 TOTAL NUMBER OF STREAMS = 3 818 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 819 TIME OF CONCENTRATION(MIN.) = 8.78 820 RAINFALL INTENSITY(INCH/HR) = 4.60 821 AREA-AVERAGED Fm(INCH/HR) = 0.26 822 AREA-AVERAGED Fp(INCH/HR) = 0.74 823 AREA-AVERAGED Ap = 0.35 824 EFFECTIVE STREAM AREA(ACRES) = 2.89 825 TOTAL STREAM AREA(ACRES) = 3.03 826 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.73 827 828 +--------------------------------------------------------------------------+ 829 | SUBAREA D5.1 | 830 | CONDO | 831 | | 832 +--------------------------------------------------------------------------+ 833 834 **************************************************************************** 835 FLOW PROCESS FROM NODE 500.00 TO NODE 505.00 IS CODE = 21 836 ---------------------------------------------------------------------------- 837 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 838 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 839 ============================================================================ 840 INITIAL SUBAREA FLOW-LENGTH(FEET) = 225.00 841 ELEVATION DATA: UPSTREAM(FEET) = 1222.70 DOWNSTREAM(FEET) = 1221.70 842 843 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 844 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.281 845 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.443 846 SUBAREA Tc AND LOSS RATE DATA(AMC III): 847 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 848 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 849 CONDOMINIUMS A 0.33 0.74 0.350 52 9.28 850 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 851 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 852 SUBAREA RUNOFF(CFS) = 1.24 853 TOTAL AREA(ACRES) = 0.33 PEAK FLOW RATE(CFS) = 1.24 854 855 +--------------------------------------------------------------------------+ 856 | SUBAREA D5.2 | 857 | CONDO | 858 | | 859 +--------------------------------------------------------------------------+ 860 861 **************************************************************************** 862 FLOW PROCESS FROM NODE 505.00 TO NODE 510.00 IS CODE = 62 863 ---------------------------------------------------------------------------- 864 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< 865 >>>>>(STREET TABLE SECTION # 1 USED)<<<<< 866 ============================================================================ 867 UPSTREAM ELEVATION(FEET) = 1221.70 DOWNSTREAM ELEVATION(FEET) = 1218.50 868 STREET LENGTH(FEET) = 510.00 CURB HEIGHT(INCHES) = 4.0 869 STREET HALFWIDTH(FEET) = 26.00 870 871 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 872 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 873 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 874 875 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 876 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 877 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 878 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 879 880 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.98 881 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 882 STREET FLOW DEPTH(FEET) = 0.36 883 HALFSTREET FLOOD WIDTH(FEET) = 13.29 884 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.94 885 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.70 886 STREET FLOW TRAVEL TIME(MIN.) = 4.38 Tc(MIN.) = 13.66 887 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.523 888 SUBAREA LOSS RATE DATA(AMC III): 889 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 890 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN 891 CONDOMINIUMS A 1.18 0.74 0.350 52 892 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 893 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 894 SUBAREA AREA(ACRES) = 1.18 SUBAREA RUNOFF(CFS) = 3.47 895 EFFECTIVE AREA(ACRES) = 1.51 AREA-AVERAGED Fm(INCH/HR) = 0.26 896 AREA-AVERAGED Fp(INCH/HR) = 0.74 AREA-AVERAGED Ap = 0.35 897 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 4.44 898 899 END OF SUBAREA STREET FLOW HYDRAULICS: 900 DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 17.25 901 FLOW VELOCITY(FEET/SEC.) = 2.07 DEPTH*VELOCITY(FT*FT/SEC.) = 0.83 902 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, 903 AND L = 510.0 FT WITH ELEVATION-DROP = 3.2 FT, IS 3.8 CFS, 904 WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 510.00 905 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 510.00 = 735.00 FEET. 906 907 **************************************************************************** 908 FLOW PROCESS FROM NODE 510.00 TO NODE 999.00 IS CODE = 41 909 ---------------------------------------------------------------------------- 910 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< 911 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< 912 ============================================================================ 913 ELEVATION DATA: UPSTREAM(FEET) = 1209.33 DOWNSTREAM(FEET) = 1207.72 914 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 915 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES 916 PIPE-FLOW VELOCITY(FEET/SEC.) = 13.16 917 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 918 PIPE-FLOW(CFS) = 4.44 919 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 13.68 920 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 999.00 = 750.00 FEET. 921 922 **************************************************************************** 923 FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 1 924 ---------------------------------------------------------------------------- 925 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 926 ============================================================================ 927 TOTAL NUMBER OF STREAMS = 3 928 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 929 TIME OF CONCENTRATION(MIN.) = 13.68 930 RAINFALL INTENSITY(INCH/HR) = 3.52 931 AREA-AVERAGED Fm(INCH/HR) = 0.26 932 AREA-AVERAGED Fp(INCH/HR) = 0.74 933 AREA-AVERAGED Ap = 0.35 934 EFFECTIVE STREAM AREA(ACRES) = 1.51 935 TOTAL STREAM AREA(ACRES) = 1.51 936 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.44 937 938 +--------------------------------------------------------------------------+ 939 | SUBAREA X2 | 940 | GRASS, FAIR | 941 | | 942 +--------------------------------------------------------------------------+ 943 944 **************************************************************************** 945 FLOW PROCESS FROM NODE 600.00 TO NODE 605.00 IS CODE = 21 946 ---------------------------------------------------------------------------- 947 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 948 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 949 ============================================================================ 950 INITIAL SUBAREA FLOW-LENGTH(FEET) = 470.00 951 ELEVATION DATA: UPSTREAM(FEET) = 1228.00 DOWNSTREAM(FEET) = 1223.00 952 953 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 954 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.524 955 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.760 956 SUBAREA Tc AND LOSS RATE DATA(AMC III): 957 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 958 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 959 NATURAL FAIR COVER 960 "GRASS" A 0.92 0.50 1.000 70 20.52 961 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.50 962 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 963 SUBAREA RUNOFF(CFS) = 1.88 964 TOTAL AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) = 1.88 965 966 **************************************************************************** 967 FLOW PROCESS FROM NODE 605.00 TO NODE 999.00 IS CODE = 56 968 ---------------------------------------------------------------------------- 969 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< 970 >>>>>TRAVELTIME THRU SUBAREA<<<<< 971 ============================================================================ 972 ELEVATION DATA: UPSTREAM(FEET) = 1223.00 DOWNSTREAM(FEET) = 1219.75 973 CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.0217 974 GIVEN CHANNEL BASE(FEET) = 1.00 CHANNEL FREEBOARD(FEET) = 0.5 975 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 976 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.79 977 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.721 978 SUBAREA LOSS RATE DATA(AMC III): 979 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 980 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN 981 CONDOMINIUMS A 0.01 0.74 0.350 52 982 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.74 983 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350 984 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.89 985 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.11 986 AVERAGE FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 0.49 987 Tc(MIN.) = 21.01 988 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.02 989 EFFECTIVE AREA(ACRES) = 0.93 AREA-AVERAGED Fm(INCH/HR) = 0.49 990 AREA-AVERAGED Fp(INCH/HR) = 0.50 AREA-AVERAGED Ap = 0.99 991 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 1.88 992 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 993 GIVEN CHANNEL BASE(FEET) = 1.00 CHANNEL FREEBOARD(FEET) = 0.5 994 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 995 *ESTIMATED CHANNEL HEIGHT(FEET) = 0.79 996 997 END OF SUBAREA CHANNEL FLOW HYDRAULICS: 998 DEPTH(FEET) = 0.29 FLOW VELOCITY(FEET/SEC.) = 5.08 999 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 999.00 = 620.00 FEET. 1000 1001 **************************************************************************** 1002 FLOW PROCESS FROM NODE 999.00 TO NODE 999.00 IS CODE = 1 1003 ---------------------------------------------------------------------------- 1004 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1005 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1006 ============================================================================ 1007 TOTAL NUMBER OF STREAMS = 3 1008 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: 1009 TIME OF CONCENTRATION(MIN.) = 21.01 1010 RAINFALL INTENSITY(INCH/HR) = 2.72 1011 AREA-AVERAGED Fm(INCH/HR) = 0.49 1012 AREA-AVERAGED Fp(INCH/HR) = 0.50 1013 AREA-AVERAGED Ap = 0.99 1014 EFFECTIVE STREAM AREA(ACRES) = 0.93 1015 TOTAL STREAM AREA(ACRES) = 0.93 1016 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.88 1017 1018 ** CONFLUENCE DATA ** 1019 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 1020 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1021 1 12.06 6.43 5.538 0.74( 0.26) 0.35 2.2 200.00 1022 1 12.07 6.45 5.527 0.74( 0.26) 0.35 2.2 400.00 1023 1 12.69 8.45 4.701 0.74( 0.26) 0.35 2.8 300.00 1024 1 12.73 8.78 4.595 0.74( 0.26) 0.35 2.9 100.00 1025 1 12.66 9.35 4.423 0.74( 0.26) 0.35 3.0 210.00 1026 1 12.65 9.38 4.414 0.74( 0.26) 0.35 3.0 310.00 1027 1 12.64 9.40 4.409 0.74( 0.26) 0.35 3.0 410.00 1028 1 12.35 9.83 4.294 0.74( 0.26) 0.35 3.0 110.00 1029 2 4.44 13.68 3.520 0.74( 0.26) 0.35 1.5 500.00 1030 3 1.88 21.01 2.721 0.50( 0.49) 0.99 0.9 600.00 1031 1032 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 1033 CONFLUENCE FORMULA USED FOR 3 STREAMS. 1034 1035 ** PEAK FLOW RATE TABLE ** 1036 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 1037 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1038 1 16.74 6.43 5.538 0.69( 0.28) 0.41 3.2 200.00 1039 2 16.75 6.45 5.527 0.69( 0.28) 0.41 3.2 400.00 1040 3 17.84 8.45 4.701 0.69( 0.28) 0.41 4.1 300.00 1041 4 17.95 8.78 4.595 0.69( 0.28) 0.41 4.2 100.00 1042 5 18.00 9.35 4.423 0.69( 0.28) 0.41 4.4 210.00 1043 6 18.00 9.38 4.414 0.69( 0.28) 0.41 4.5 310.00 1044 7 17.99 9.40 4.409 0.69( 0.28) 0.41 4.5 410.00 1045 8 17.78 9.83 4.294 0.69( 0.28) 0.41 4.5 110.00 1046 9 16.07 13.68 3.520 0.67( 0.29) 0.43 5.1 500.00 1047 10 12.76 21.01 2.721 0.65( 0.30) 0.46 5.5 600.00 1048 1049 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 1050 PEAK FLOW RATE(CFS) = 18.00 Tc(MIN.) = 9.35 1051 EFFECTIVE AREA(ACRES) = 4.45 AREA-AVERAGED Fm(INCH/HR) = 0.28 1052 AREA-AVERAGED Fp(INCH/HR) = 0.69 AREA-AVERAGED Ap = 0.41 1053 TOTAL AREA(ACRES) = 5.5 1054 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 999.00 = 990.00 FEET. 1055 ============================================================================ 1056 END OF STUDY SUMMARY: 1057 TOTAL AREA(ACRES) = 5.5 TC(MIN.) = 9.35 1058 EFFECTIVE AREA(ACRES) = 4.45 AREA-AVERAGED Fm(INCH/HR)= 0.28 1059 AREA-AVERAGED Fp(INCH/HR) = 0.69 AREA-AVERAGED Ap = 0.410 1060 PEAK FLOW RATE(CFS) = 18.00 1061 1062 ** PEAK FLOW RATE TABLE ** 1063 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 1064 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1065 1 16.74 6.43 5.538 0.69( 0.28) 0.41 3.2 200.00 1066 2 16.75 6.45 5.527 0.69( 0.28) 0.41 3.2 400.00 1067 3 17.84 8.45 4.701 0.69( 0.28) 0.41 4.1 300.00 1068 4 17.95 8.78 4.595 0.69( 0.28) 0.41 4.2 100.00 1069 5 18.00 9.35 4.423 0.69( 0.28) 0.41 4.4 210.00 1070 6 18.00 9.38 4.414 0.69( 0.28) 0.41 4.5 310.00 1071 7 17.99 9.40 4.409 0.69( 0.28) 0.41 4.5 410.00 1072 8 17.78 9.83 4.294 0.69( 0.28) 0.41 4.5 110.00 1073 9 16.07 13.68 3.520 0.67( 0.29) 0.43 5.1 500.00 1074 10 12.76 21.01 2.721 0.65( 0.30) 0.46 5.5 600.00 1075 ============================================================================ 1076 ============================================================================ 1077 END OF RATIONAL METHOD ANALYSIS 1078 1079 1080 1081 1 ____________________________________________________________________________ 2 **************************************************************************** 3 SMALL AREA UNIT HYDROGRAPH MODEL 4 ============================================================================ 5 (C) Copyright 1989-2016 Advanced Engineering Software (aes) 6 Ver. 23.0 Release Date: 07/01/2016 License ID 1714 7 8 Analysis prepared by: 9 10 11 12 13 14 15 **************************************************************************** 16 ---------------------------------------------------------------------------- 17 18 Problem Descriptions: 19 20 21 22 ---------------------------------------------------------------------------- 23 24 25 RATIONAL METHOD CALIBRATION COEFFICIENT = 1.26 26 TOTAL CATCHMENT AREA(ACRES) = 3.00 27 SOIL-LOSS RATE, Fm,(INCH/HR) = 0.260 28 LOW LOSS FRACTION = 0.745 29 TIME OF CONCENTRATION(MIN.) = 8.50 30 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA 31 USER SPECIFIED RAINFALL VALUES ARE USED 32 RETURN FREQUENCY(YEARS) = 100 33 5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.39 34 30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.99 35 1-HOUR POINT RAINFALL VALUE(INCHES) = 1.45 36 3-HOUR POINT RAINFALL VALUE(INCHES) = 2.60 37 6-HOUR POINT RAINFALL VALUE(INCHES) = 3.67 38 24-HOUR POINT RAINFALL VALUE(INCHES) = 6.82 39 40 ---------------------------------------------------------------------------- 41 42 TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 0.92 43 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.79 44 45 **************************************************************************** 46 TIME VOLUME Q 0. 5.0 10.0 15.0 20.0 47 (HOURS) (AF) (CFS) 48 ---------------------------------------------------------------------------- 49 0.13 0.0007 0.12 Q . . . . 50 0.28 0.0022 0.12 Q . . . . 51 0.42 0.0036 0.12 Q . . . . 52 0.56 0.0051 0.12 Q . . . . 53 0.70 0.0065 0.12 Q . . . . 54 0.84 0.0080 0.13 Q . . . . 55 0.98 0.0095 0.13 Q . . . . 56 1.12 0.0109 0.13 Q . . . . 57 1.27 0.0124 0.13 Q . . . . 58 1.41 0.0139 0.13 Q . . . . 59 1.55 0.0154 0.13 Q . . . . 60 1.69 0.0169 0.13 Q . . . . 61 1.83 0.0185 0.13 Q . . . . 62 1.98 0.0200 0.13 Q . . . . 63 2.12 0.0215 0.13 Q . . . . 64 2.26 0.0231 0.13 Q . . . . Basin 1 Routing 65 2.40 0.0246 0.13 Q . . . . 66 2.54 0.0262 0.13 Q . . . . 67 2.68 0.0278 0.13 Q . . . . 68 2.83 0.0294 0.14 Q . . . . 69 2.97 0.0310 0.14 Q . . . . 70 3.11 0.0326 0.14 Q . . . . 71 3.25 0.0342 0.14 Q . . . . 72 3.39 0.0358 0.14 Q . . . . 73 3.53 0.0374 0.14 Q . . . . 74 3.67 0.0391 0.14 Q . . . . 75 3.82 0.0407 0.14 Q . . . . 76 3.96 0.0424 0.14 Q . . . . 77 4.10 0.0441 0.14 Q . . . . 78 4.24 0.0457 0.14 Q . . . . 79 4.38 0.0474 0.15 Q . . . . 80 4.53 0.0491 0.15 Q . . . . 81 4.67 0.0509 0.15 Q . . . . 82 4.81 0.0526 0.15 Q . . . . 83 4.95 0.0543 0.15 Q . . . . 84 5.09 0.0561 0.15 Q . . . . 85 5.23 0.0579 0.15 Q . . . . 86 5.38 0.0596 0.15 Q . . . . 87 5.52 0.0614 0.15 Q . . . . 88 5.66 0.0632 0.16 Q . . . . 89 5.80 0.0651 0.16 Q . . . . 90 5.94 0.0669 0.16 Q . . . . 91 6.08 0.0687 0.16 Q . . . . 92 6.22 0.0706 0.16 Q . . . . 93 6.37 0.0725 0.16 Q . . . . 94 6.51 0.0744 0.16 Q . . . . 95 6.65 0.0763 0.16 Q . . . . 96 6.79 0.0782 0.17 Q . . . . 97 6.93 0.0801 0.17 Q . . . . 98 7.07 0.0821 0.17 Q . . . . 99 7.22 0.0841 0.17 Q . . . . 100 7.36 0.0861 0.17 Q . . . . 101 7.50 0.0881 0.17 Q . . . . 102 7.64 0.0901 0.17 Q . . . . 103 7.78 0.0922 0.18 Q . . . . 104 7.93 0.0942 0.18 Q . . . . 105 8.07 0.0963 0.18 Q . . . . 106 8.21 0.0984 0.18 Q . . . . 107 8.35 0.1005 0.18 Q . . . . 108 8.49 0.1027 0.18 Q . . . . 109 8.63 0.1049 0.19 Q . . . . 110 8.77 0.1070 0.19 Q . . . . 111 8.92 0.1093 0.19 Q . . . . 112 9.06 0.1115 0.19 Q . . . . 113 9.20 0.1138 0.19 Q . . . . 114 9.34 0.1161 0.20 Q . . . . 115 9.48 0.1184 0.20 Q . . . . 116 9.62 0.1207 0.20 Q . . . . 117 9.77 0.1231 0.20 Q . . . . 118 9.91 0.1255 0.21 Q . . . . 119 10.05 0.1279 0.21 Q . . . . 120 10.19 0.1304 0.21 Q . . . . 121 10.33 0.1329 0.21 Q . . . . 122 10.48 0.1354 0.22 Q . . . . 123 10.62 0.1380 0.22 Q . . . . 124 10.76 0.1406 0.22 Q . . . . 125 10.90 0.1433 0.23 Q . . . . 126 11.04 0.1459 0.23 Q . . . . 127 11.18 0.1487 0.23 Q . . . . 128 11.32 0.1514 0.24 Q . . . . 129 11.47 0.1543 0.24 Q . . . . 130 11.61 0.1571 0.25 Q . . . . 131 11.75 0.1600 0.25 Q . . . . 132 11.89 0.1630 0.26 Q . . . . 133 12.03 0.1660 0.26 Q . . . . 134 12.18 0.1693 0.30 Q . . . . 135 12.32 0.1728 0.30 Q . . . . 136 12.46 0.1763 0.31 Q . . . . 137 12.60 0.1799 0.31 Q . . . . 138 12.74 0.1836 0.32 Q . . . . 139 12.88 0.1874 0.33 Q . . . . 140 13.02 0.1913 0.33 Q . . . . 141 13.17 0.1953 0.35 Q . . . . 142 13.31 0.1997 0.40 Q . . . . 143 13.45 0.2045 0.42 Q . . . . 144 13.59 0.2097 0.47 Q . . . . 145 13.73 0.2154 0.50 .Q . . . . 146 13.88 0.2216 0.56 .Q . . . . 147 14.02 0.2284 0.60 .Q . . . . 148 14.16 0.2365 0.79 .Q . . . . 149 14.30 0.2460 0.83 .Q . . . . 150 14.44 0.2562 0.92 .Q . . . . 151 14.58 0.2673 0.97 .Q . . . . 152 14.73 0.2794 1.10 . Q . . . . 153 14.87 0.2927 1.17 . Q . . . . 154 15.01 0.3073 1.34 . Q . . . . 155 15.15 0.3236 1.44 . Q . . . . 156 15.29 0.3419 1.69 . Q . . . . 157 15.43 0.3626 1.86 . Q . . . . 158 15.57 0.3875 2.40 . Q . . . . 159 15.72 0.4174 2.72 . Q . . . . 160 15.86 0.4546 3.63 . Q . . . . 161 16.00 0.5049 4.97 . Q. . . . 162 16.14 0.6085 12.73 . . . Q . . 163 16.28 0.7008 3.04 . Q . . . . 164 16.42 0.7312 2.15 . Q . . . . 165 16.57 0.7529 1.55 . Q . . . . 166 16.71 0.7693 1.25 . Q . . . . 167 16.85 0.7826 1.03 . Q . . . . 168 16.99 0.7938 0.87 .Q . . . . 169 17.13 0.8027 0.65 .Q . . . . 170 17.27 0.8097 0.53 .Q . . . . 171 17.42 0.8154 0.45 Q . . . . 172 17.56 0.8202 0.37 Q . . . . 173 17.70 0.8243 0.33 Q . . . . 174 17.84 0.8281 0.32 Q . . . . 175 17.98 0.8317 0.30 Q . . . . 176 18.12 0.8351 0.27 Q . . . . 177 18.27 0.8382 0.25 Q . . . . 178 18.41 0.8411 0.24 Q . . . . 179 18.55 0.8439 0.24 Q . . . . 180 18.69 0.8466 0.23 Q . . . . 181 18.83 0.8493 0.22 Q . . . . 182 18.98 0.8518 0.22 Q . . . . 183 19.12 0.8543 0.21 Q . . . . 184 19.26 0.8568 0.21 Q . . . . 185 19.40 0.8592 0.20 Q . . . . 186 19.54 0.8615 0.20 Q . . . . 187 19.68 0.8637 0.19 Q . . . . 188 19.83 0.8660 0.19 Q . . . . 189 19.97 0.8681 0.18 Q . . . . 190 20.11 0.8703 0.18 Q . . . . 191 20.25 0.8723 0.18 Q . . . . 192 20.39 0.8744 0.17 Q . . . . 193 20.53 0.8764 0.17 Q . . . . 194 20.67 0.8784 0.17 Q . . . . 195 20.82 0.8803 0.16 Q . . . . 196 20.96 0.8822 0.16 Q . . . . 197 21.10 0.8841 0.16 Q . . . . 198 21.24 0.8859 0.16 Q . . . . 199 21.38 0.8878 0.15 Q . . . . 200 21.52 0.8896 0.15 Q . . . . 201 21.67 0.8913 0.15 Q . . . . 202 21.81 0.8931 0.15 Q . . . . 203 21.95 0.8948 0.15 Q . . . . 204 22.09 0.8965 0.14 Q . . . . 205 22.23 0.8982 0.14 Q . . . . 206 22.38 0.8998 0.14 Q . . . . 207 22.52 0.9014 0.14 Q . . . . 208 22.66 0.9031 0.14 Q . . . . 209 22.80 0.9046 0.14 Q . . . . 210 22.94 0.9062 0.13 Q . . . . 211 23.08 0.9078 0.13 Q . . . . 212 23.23 0.9093 0.13 Q . . . . 213 23.37 0.9108 0.13 Q . . . . 214 23.51 0.9123 0.13 Q . . . . 215 23.65 0.9138 0.13 Q . . . . 216 23.79 0.9153 0.13 Q . . . . 217 23.93 0.9168 0.12 Q . . . . 218 24.08 0.9182 0.12 Q . . . . 219 24.22 0.9189 0.00 Q . . . . 220 ---------------------------------------------------------------------------- 221 -------------------------------------------------------------------------------- 222 TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: 223 (Note: 100% of Peak Flow Rate estimate assumed to have 224 an instantaneous time duration) 225 226 Percentile of Estimated Duration 227 Peak Flow Rate (minutes) 228 ======================= ========= 229 0% 1445.0 230 10% 102.0 231 20% 42.5 232 30% 17.0 233 40% 8.5 234 50% 8.5 235 60% 8.5 236 70% 8.5 237 80% 8.5 238 90% 8.5 239 240 Problem Descriptions: 241 242 243 244 245 246 247 ============================================================================ 248 FLOW-THROUGH DETENTION BASIN MODEL 249 250 SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: 251 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 8.500 252 DEAD STORAGE(AF) = 0.00 253 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 254 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 255 256 257 INFLOW 258 | 259 | 260 | 261 V __effective depth 262 ------------- | (and volume) 263 | | | | 264 | detention | |....V............. 265 | basin |<-->| outflow 266 | | |........._________ 267 ------------- | | \ 268 | | storage | basin outlet 269 V ----------- 270 OUTFLOW 271 272 273 DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: 274 TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 11 275 *BASIN-DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW * 276 * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) * 277 * 0.000 0.000 0.000** 2.500 0.000 0.000* 278 * 3.500 0.021 0.032** 4.500 0.054 0.065* 279 * 5.500 0.109 0.103** 6.500 0.177 0.103* 280 * 7.500 0.224 0.103** 8.500 0.260 0.103* 281 * 9.500 0.272 0.103** 10.000 0.287 5.353* 282 * 10.500 0.374 5.353** 283 ---------------------------------------------------------------------------- 284 BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: 285 INTERVAL DEPTH {S-O*DT/2} {S+O*DT/2} 286 NUMBER (FEET) (ACRE-FEET) (ACRE-FEET) 287 1 0.00 0.00000 0.00000 288 2 2.50 0.00000 0.00000 289 3 3.50 0.02081 0.02119 290 4 4.50 0.05362 0.05438 291 5 5.50 0.10840 0.10960 292 6 6.50 0.17640 0.17760 293 7 7.50 0.22340 0.22460 294 8 8.50 0.25940 0.26060 295 9 9.50 0.27140 0.27260 296 10 10.00 0.25566 0.31834 297 11 10.50 0.34266 0.40534 298 WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT INTERVAL(MIN.) 299 ---------------------------------------------------------------------------- 300 DETENTION BASIN ROUTING RESULTS: 301 NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES 302 OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE 303 AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. 304 305 TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE 306 (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 307 ---------------------------------------------------------------------------- 308 0.133 0.000 0.12 2.57 0.00 0.001 309 0.275 0.000 0.12 2.63 0.00 0.003 310 0.417 0.000 0.12 2.70 0.01 0.004 311 0.558 0.000 0.12 2.77 0.01 0.006 312 0.700 0.000 0.12 2.83 0.01 0.007 313 0.842 0.000 0.13 2.89 0.01 0.008 314 0.983 0.000 0.13 2.96 0.01 0.010 315 1.125 0.000 0.13 3.02 0.02 0.011 316 1.267 0.000 0.13 3.08 0.02 0.012 317 1.408 0.000 0.13 3.14 0.02 0.013 318 1.550 0.000 0.13 3.20 0.02 0.015 319 1.692 0.000 0.13 3.26 0.02 0.016 320 1.833 0.000 0.13 3.32 0.03 0.017 321 1.975 0.000 0.13 3.38 0.03 0.018 322 2.117 0.000 0.13 3.43 0.03 0.020 323 2.258 0.000 0.13 3.49 0.03 0.021 324 2.400 0.000 0.13 3.53 0.03 0.022 325 2.542 0.000 0.13 3.57 0.03 0.023 326 2.683 0.000 0.13 3.60 0.03 0.024 327 2.825 0.000 0.14 3.64 0.04 0.025 328 2.967 0.000 0.14 3.67 0.04 0.027 329 3.108 0.000 0.14 3.71 0.04 0.028 330 3.250 0.000 0.14 3.74 0.04 0.029 331 3.392 0.000 0.14 3.78 0.04 0.030 332 3.533 0.000 0.14 3.81 0.04 0.031 333 3.675 0.000 0.14 3.85 0.04 0.032 334 3.817 0.000 0.14 3.88 0.04 0.034 335 3.958 0.000 0.14 3.92 0.05 0.035 336 4.100 0.000 0.14 3.95 0.05 0.036 337 4.242 0.000 0.14 3.98 0.05 0.037 338 4.383 0.000 0.15 4.02 0.05 0.038 339 4.525 0.000 0.15 4.05 0.05 0.039 340 4.667 0.000 0.15 4.09 0.05 0.040 341 4.808 0.000 0.15 4.12 0.05 0.042 342 4.950 0.000 0.15 4.16 0.05 0.043 343 5.092 0.000 0.15 4.19 0.05 0.044 344 5.233 0.000 0.15 4.22 0.06 0.045 345 5.375 0.000 0.15 4.26 0.06 0.046 346 5.517 0.000 0.15 4.29 0.06 0.047 347 5.658 0.000 0.16 4.33 0.06 0.048 348 5.800 0.000 0.16 4.36 0.06 0.049 349 5.942 0.000 0.16 4.39 0.06 0.051 350 6.083 0.000 0.16 4.43 0.06 0.052 351 6.225 0.000 0.16 4.46 0.06 0.053 352 6.367 0.000 0.16 4.50 0.06 0.054 353 6.508 0.000 0.16 4.52 0.07 0.055 354 6.650 0.000 0.16 4.54 0.07 0.056 355 6.792 0.000 0.17 4.56 0.07 0.057 356 6.933 0.000 0.17 4.58 0.07 0.058 357 7.075 0.000 0.17 4.60 0.07 0.060 358 7.217 0.000 0.17 4.62 0.07 0.061 359 7.358 0.000 0.17 4.65 0.07 0.062 360 7.500 0.000 0.17 4.67 0.07 0.063 361 7.642 0.000 0.17 4.69 0.07 0.064 362 7.783 0.000 0.18 4.71 0.07 0.066 363 7.925 0.000 0.18 4.73 0.07 0.067 364 8.067 0.000 0.18 4.76 0.07 0.068 365 8.208 0.000 0.18 4.78 0.08 0.069 366 8.350 0.000 0.18 4.80 0.08 0.071 367 8.492 0.000 0.18 4.82 0.08 0.072 368 8.633 0.000 0.19 4.85 0.08 0.073 369 8.775 0.000 0.19 4.87 0.08 0.074 370 8.917 0.000 0.19 4.89 0.08 0.076 371 9.058 0.000 0.19 4.92 0.08 0.077 372 9.200 0.000 0.19 4.94 0.08 0.078 373 9.342 0.000 0.20 4.97 0.08 0.080 374 9.483 0.000 0.20 4.99 0.08 0.081 375 9.625 0.000 0.20 5.02 0.08 0.082 376 9.767 0.000 0.20 5.04 0.09 0.084 377 9.908 0.000 0.21 5.07 0.09 0.085 378 10.050 0.000 0.21 5.09 0.09 0.087 379 10.192 0.000 0.21 5.12 0.09 0.088 380 10.333 0.000 0.21 5.15 0.09 0.090 381 10.475 0.000 0.22 5.17 0.09 0.091 382 10.617 0.000 0.22 5.20 0.09 0.093 383 10.758 0.000 0.22 5.23 0.09 0.094 384 10.900 0.000 0.23 5.26 0.09 0.096 385 11.042 0.000 0.23 5.29 0.09 0.097 386 11.183 0.000 0.23 5.32 0.10 0.099 387 11.325 0.000 0.24 5.35 0.10 0.101 388 11.467 0.000 0.24 5.38 0.10 0.102 389 11.608 0.000 0.25 5.41 0.10 0.104 390 11.750 0.000 0.25 5.44 0.10 0.106 391 11.892 0.000 0.26 5.47 0.10 0.108 392 12.033 0.000 0.26 5.51 0.10 0.109 393 12.175 0.000 0.30 5.54 0.10 0.112 394 12.317 0.000 0.30 5.57 0.10 0.114 395 12.458 0.000 0.31 5.61 0.10 0.116 396 12.600 0.000 0.31 5.64 0.10 0.119 397 12.742 0.000 0.32 5.68 0.10 0.121 398 12.883 0.000 0.33 5.72 0.10 0.124 399 13.025 0.000 0.33 5.76 0.10 0.127 400 13.167 0.000 0.35 5.80 0.10 0.130 401 13.308 0.000 0.40 5.85 0.10 0.133 402 13.450 0.000 0.42 5.91 0.10 0.137 403 13.592 0.000 0.47 5.97 0.10 0.141 404 13.733 0.000 0.50 6.04 0.10 0.146 405 13.875 0.000 0.56 6.12 0.10 0.151 406 14.017 0.000 0.60 6.20 0.10 0.157 407 14.158 0.000 0.79 6.32 0.10 0.165 408 14.300 0.000 0.83 6.45 0.10 0.173 409 14.442 0.000 0.92 6.63 0.10 0.183 410 14.583 0.000 0.97 6.84 0.10 0.193 411 14.725 0.000 1.10 7.09 0.10 0.205 412 14.867 0.000 1.17 7.36 0.10 0.217 413 15.008 0.000 1.34 7.71 0.10 0.232 414 15.150 0.000 1.44 8.15 0.10 0.247 415 15.292 0.000 1.69 8.99 0.10 0.266 416 15.433 0.000 1.86 9.66 0.93 0.277 417 15.575 0.000 2.40 9.74 2.18 0.279 418 15.717 0.000 2.72 9.75 2.68 0.280 419 15.858 0.000 3.63 9.86 3.34 0.283 420 16.000 0.000 4.97 10.00 4.63 0.287 421 16.142 0.000 12.73 10.50 5.34 0.373 422 16.283 0.000 3.04 10.34 5.35 0.346 423 16.425 0.000 2.15 10.13 5.35 0.309 424 16.567 0.000 1.55 9.75 4.06 0.280 425 16.708 0.000 1.25 9.56 1.74 0.274 426 16.850 0.000 1.03 9.60 0.93 0.275 427 16.992 0.000 0.87 9.56 0.96 0.274 428 17.133 0.000 0.65 9.55 0.70 0.273 429 17.275 0.000 0.53 9.54 0.56 0.273 430 17.417 0.000 0.45 9.53 0.46 0.273 431 17.558 0.000 0.37 9.52 0.39 0.273 432 17.700 0.000 0.33 9.52 0.34 0.273 433 17.842 0.000 0.32 9.52 0.32 0.273 434 17.983 0.000 0.30 9.52 0.31 0.273 435 18.125 0.000 0.27 9.52 0.28 0.272 436 18.267 0.000 0.25 9.51 0.26 0.272 437 18.408 0.000 0.24 9.51 0.25 0.272 438 18.550 0.000 0.24 9.51 0.24 0.272 439 18.692 0.000 0.23 9.51 0.23 0.272 440 18.833 0.000 0.22 9.51 0.22 0.272 441 18.975 0.000 0.22 9.51 0.22 0.272 442 19.117 0.000 0.21 9.51 0.21 0.272 443 19.258 0.000 0.21 9.51 0.21 0.272 444 19.400 0.000 0.20 9.51 0.20 0.272 445 19.542 0.000 0.20 9.51 0.20 0.272 446 19.683 0.000 0.19 9.51 0.19 0.272 447 19.825 0.000 0.19 9.51 0.19 0.272 448 19.967 0.000 0.18 9.51 0.18 0.272 449 20.108 0.000 0.18 9.51 0.18 0.272 450 20.250 0.000 0.18 9.51 0.18 0.272 451 20.392 0.000 0.17 9.51 0.17 0.272 452 20.533 0.000 0.17 9.51 0.17 0.272 453 20.675 0.000 0.17 9.51 0.17 0.272 454 20.817 0.000 0.16 9.51 0.17 0.272 455 20.958 0.000 0.16 9.51 0.16 0.272 456 21.100 0.000 0.16 9.51 0.16 0.272 457 21.242 0.000 0.16 9.51 0.16 0.272 458 21.383 0.000 0.15 9.50 0.15 0.272 459 21.525 0.000 0.15 9.50 0.15 0.272 460 21.667 0.000 0.15 9.50 0.15 0.272 461 21.808 0.000 0.15 9.50 0.15 0.272 462 21.950 0.000 0.15 9.50 0.15 0.272 463 22.092 0.000 0.14 9.50 0.14 0.272 464 22.233 0.000 0.14 9.50 0.14 0.272 465 22.375 0.000 0.14 9.50 0.14 0.272 466 22.517 0.000 0.14 9.50 0.14 0.272 467 22.658 0.000 0.14 9.50 0.14 0.272 468 22.800 0.000 0.14 9.50 0.14 0.272 469 22.942 0.000 0.13 9.50 0.13 0.272 470 23.083 0.000 0.13 9.50 0.13 0.272 471 23.225 0.000 0.13 9.50 0.13 0.272 472 23.367 0.000 0.13 9.50 0.13 0.272 473 23.508 0.000 0.13 9.50 0.13 0.272 474 23.650 0.000 0.13 9.50 0.13 0.272 475 23.792 0.000 0.13 9.50 0.13 0.272 476 23.933 0.000 0.12 9.50 0.12 0.272 477 24.075 0.000 0.12 9.50 0.12 0.272 478 24.217 0.000 0.00 9.39 0.11 0.271 479 24.358 0.000 0.00 9.29 0.10 0.270 480 24.500 0.000 0.00 9.19 0.10 0.268 481 24.642 0.000 0.00 9.09 0.10 0.267 482 24.783 0.000 0.00 8.99 0.10 0.266 483 24.925 0.000 0.00 8.89 0.10 0.265 484 25.067 0.000 0.00 8.79 0.10 0.264 485 25.208 0.000 0.00 8.69 0.10 0.262 486 25.350 0.000 0.00 8.59 0.10 0.261 487 25.492 0.000 0.00 8.50 0.10 0.260 488 25.633 0.000 0.00 8.46 0.10 0.259 489 25.775 0.000 0.00 8.43 0.10 0.257 490 25.917 0.000 0.00 8.40 0.10 0.256 491 26.058 0.000 0.00 8.36 0.10 0.255 492 26.200 0.000 0.00 8.33 0.10 0.254 493 26.342 0.000 0.00 8.30 0.10 0.253 494 26.483 0.000 0.00 8.26 0.10 0.251 495 26.625 0.000 0.00 8.23 0.10 0.250 496 26.767 0.000 0.00 8.20 0.10 0.249 497 26.908 0.000 0.00 8.16 0.10 0.248 498 27.050 0.000 0.00 8.13 0.10 0.247 499 27.192 0.000 0.00 8.09 0.10 0.245 500 27.333 0.000 0.00 8.06 0.10 0.244 501 27.475 0.000 0.00 8.03 0.10 0.243 502 27.617 0.000 0.00 7.99 0.10 0.242 503 27.758 0.000 0.00 7.96 0.10 0.241 504 27.900 0.000 0.00 7.93 0.10 0.239 505 28.042 0.000 0.00 7.89 0.10 0.238 506 28.183 0.000 0.00 7.86 0.10 0.237 507 28.325 0.000 0.00 7.83 0.10 0.236 508 28.467 0.000 0.00 7.79 0.10 0.235 509 28.608 0.000 0.00 7.76 0.10 0.233 510 28.750 0.000 0.00 7.73 0.10 0.232 511 28.892 0.000 0.00 7.69 0.10 0.231 512 29.033 0.000 0.00 7.66 0.10 0.230 513 29.175 0.000 0.00 7.63 0.10 0.229 514 29.317 0.000 0.00 7.59 0.10 0.227 515 29.458 0.000 0.00 7.56 0.10 0.226 516 29.600 0.000 0.00 7.53 0.10 0.225 517 29.742 0.000 0.00 7.49 0.10 0.224 518 29.883 0.000 0.00 7.47 0.10 0.222 519 30.025 0.000 0.00 7.44 0.10 0.221 520 30.167 0.000 0.00 7.42 0.10 0.220 521 30.308 0.000 0.00 7.39 0.10 0.219 522 30.450 0.000 0.00 7.37 0.10 0.218 523 30.592 0.000 0.00 7.34 0.10 0.216 524 30.733 0.000 0.00 7.31 0.10 0.215 525 30.875 0.000 0.00 7.29 0.10 0.214 526 31.017 0.000 0.00 7.26 0.10 0.213 527 31.158 0.000 0.00 7.24 0.10 0.212 528 31.300 0.000 0.00 7.21 0.10 0.210 529 31.442 0.000 0.00 7.19 0.10 0.209 530 31.583 0.000 0.00 7.16 0.10 0.208 531 31.725 0.000 0.00 7.13 0.10 0.207 532 31.867 0.000 0.00 7.11 0.10 0.206 533 32.008 0.000 0.00 7.08 0.10 0.204 534 32.150 0.000 0.00 7.06 0.10 0.203 535 32.292 0.000 0.00 7.03 0.10 0.202 536 32.433 0.000 0.00 7.01 0.10 0.201 537 32.575 0.000 0.00 6.98 0.10 0.200 538 32.717 0.000 0.00 6.95 0.10 0.198 539 32.858 0.000 0.00 6.93 0.10 0.197 540 33.000 0.000 0.00 6.90 0.10 0.196 541 33.142 0.000 0.00 6.88 0.10 0.195 542 33.283 0.000 0.00 6.85 0.10 0.194 543 33.425 0.000 0.00 6.83 0.10 0.192 544 33.567 0.000 0.00 6.80 0.10 0.191 545 33.708 0.000 0.00 6.78 0.10 0.190 546 33.850 0.000 0.00 6.75 0.10 0.189 547 33.992 0.000 0.00 6.72 0.10 0.188 548 34.133 0.000 0.00 6.70 0.10 0.186 549 34.275 0.000 0.00 6.67 0.10 0.185 550 34.417 0.000 0.00 6.65 0.10 0.184 551 34.558 0.000 0.00 6.62 0.10 0.183 552 34.700 0.000 0.00 6.60 0.10 0.181 553 34.842 0.000 0.00 6.57 0.10 0.180 554 34.983 0.000 0.00 6.54 0.10 0.179 555 35.125 0.000 0.00 6.52 0.10 0.178 556 35.267 0.000 0.00 6.50 0.10 0.177 557 35.408 0.000 0.00 6.48 0.10 0.175 558 35.550 0.000 0.00 6.46 0.10 0.174 559 35.692 0.000 0.00 6.44 0.10 0.173 560 35.833 0.000 0.00 6.42 0.10 0.172 561 35.975 0.000 0.00 6.41 0.10 0.171 562 36.117 0.000 0.00 6.39 0.10 0.169 563 36.258 0.000 0.00 6.37 0.10 0.168 564 36.400 0.000 0.00 6.35 0.10 0.167 565 36.542 0.000 0.00 6.34 0.10 0.166 566 36.683 0.000 0.00 6.32 0.10 0.165 567 36.825 0.000 0.00 6.30 0.10 0.163 568 36.967 0.000 0.00 6.28 0.10 0.162 569 37.108 0.000 0.00 6.26 0.10 0.161 570 37.250 0.000 0.00 6.25 0.10 0.160 571 37.392 0.000 0.00 6.23 0.10 0.159 572 37.533 0.000 0.00 6.21 0.10 0.157 573 37.675 0.000 0.00 6.19 0.10 0.156 574 37.817 0.000 0.00 6.18 0.10 0.155 575 37.958 0.000 0.00 6.16 0.10 0.154 576 38.100 0.000 0.00 6.14 0.10 0.153 577 38.242 0.000 0.00 6.12 0.10 0.151 578 38.383 0.000 0.00 6.11 0.10 0.150 579 38.525 0.000 0.00 6.09 0.10 0.149 580 38.667 0.000 0.00 6.07 0.10 0.148 581 38.808 0.000 0.00 6.05 0.10 0.147 582 38.950 0.000 0.00 6.03 0.10 0.145 583 39.092 0.000 0.00 6.02 0.10 0.144 584 39.233 0.000 0.00 6.00 0.10 0.143 585 39.375 0.000 0.00 5.98 0.10 0.142 586 39.517 0.000 0.00 5.96 0.10 0.140 587 39.658 0.000 0.00 5.95 0.10 0.139 588 39.800 0.000 0.00 5.93 0.10 0.138 589 39.942 0.000 0.00 5.91 0.10 0.137 590 40.083 0.000 0.00 5.89 0.10 0.136 591 40.225 0.000 0.00 5.87 0.10 0.134 592 40.367 0.000 0.00 5.86 0.10 0.133 593 40.508 0.000 0.00 5.84 0.10 0.132 594 40.650 0.000 0.00 5.82 0.10 0.131 595 40.792 0.000 0.00 5.80 0.10 0.130 596 40.933 0.000 0.00 5.79 0.10 0.128 597 41.075 0.000 0.00 5.77 0.10 0.127 598 41.217 0.000 0.00 5.75 0.10 0.126 599 41.358 0.000 0.00 5.73 0.10 0.125 600 41.500 0.000 0.00 5.71 0.10 0.124 601 41.642 0.000 0.00 5.70 0.10 0.122 602 41.783 0.000 0.00 5.68 0.10 0.121 603 41.925 0.000 0.00 5.66 0.10 0.120 604 42.067 0.000 0.00 5.64 0.10 0.119 605 42.208 0.000 0.00 5.63 0.10 0.118 606 42.350 0.000 0.00 5.61 0.10 0.116 607 42.492 0.000 0.00 5.59 0.10 0.115 608 42.633 0.000 0.00 5.57 0.10 0.114 609 42.775 0.000 0.00 5.56 0.10 0.113 610 42.917 0.000 0.00 5.54 0.10 0.112 611 43.058 0.000 0.00 5.52 0.10 0.110 612 43.200 0.000 0.00 5.50 0.10 0.109 613 43.342 0.000 0.00 5.48 0.10 0.108 614 43.483 0.000 0.00 5.46 0.10 0.107 615 43.625 0.000 0.00 5.44 0.10 0.106 616 43.767 0.000 0.00 5.42 0.10 0.104 617 43.908 0.000 0.00 5.40 0.10 0.103 618 44.050 0.000 0.00 5.37 0.10 0.102 619 44.192 0.000 0.00 5.35 0.10 0.101 620 44.333 0.000 0.00 5.33 0.10 0.100 621 44.475 0.000 0.00 5.31 0.10 0.099 622 44.617 0.000 0.00 5.29 0.10 0.098 623 44.758 0.000 0.00 5.27 0.09 0.096 624 44.900 0.000 0.00 5.25 0.09 0.095 625 45.042 0.000 0.00 5.23 0.09 0.094 626 45.183 0.000 0.00 5.21 0.09 0.093 627 45.325 0.000 0.00 5.19 0.09 0.092 628 45.467 0.000 0.00 5.17 0.09 0.091 629 45.608 0.000 0.00 5.15 0.09 0.090 630 45.750 0.000 0.00 5.13 0.09 0.089 631 45.892 0.000 0.00 5.12 0.09 0.088 632 46.033 0.000 0.00 5.10 0.09 0.087 633 46.175 0.000 0.00 5.08 0.09 0.086 634 46.317 0.000 0.00 5.06 0.09 0.085 635 46.458 0.000 0.00 5.04 0.09 0.084 636 46.600 0.000 0.00 5.02 0.09 0.083 637 46.742 0.000 0.00 5.01 0.08 0.082 638 46.883 0.000 0.00 4.99 0.08 0.081 639 47.025 0.000 0.00 4.97 0.08 0.080 640 47.167 0.000 0.00 4.95 0.08 0.079 641 47.308 0.000 0.00 4.94 0.08 0.078 642 47.450 0.000 0.00 4.92 0.08 0.077 643 47.592 0.000 0.00 4.90 0.08 0.076 644 47.733 0.000 0.00 4.88 0.08 0.075 645 47.875 0.000 0.00 4.87 0.08 0.074 646 48.017 0.000 0.00 4.85 0.08 0.073 647 48.158 0.000 0.00 4.83 0.08 0.072 648 48.300 0.000 0.00 4.82 0.08 0.071 649 48.442 0.000 0.00 4.80 0.08 0.071 650 48.583 0.000 0.00 4.78 0.08 0.070 651 48.725 0.000 0.00 4.77 0.08 0.069 652 48.867 0.000 0.00 4.75 0.07 0.068 653 49.008 0.000 0.00 4.74 0.07 0.067 654 49.150 0.000 0.00 4.72 0.07 0.066 655 49.292 0.000 0.00 4.71 0.07 0.065 656 49.433 0.000 0.00 4.69 0.07 0.064 657 49.575 0.000 0.00 4.67 0.07 0.064 658 49.717 0.000 0.00 4.66 0.07 0.063 659 49.858 0.000 0.00 4.64 0.07 0.062 660 50.000 0.000 0.00 4.63 0.07 0.061 661 50.142 0.000 0.00 4.61 0.07 0.060 662 50.283 0.000 0.00 4.60 0.07 0.060 663 50.425 0.000 0.00 4.59 0.07 0.059 664 50.567 0.000 0.00 4.57 0.07 0.058 665 50.708 0.000 0.00 4.56 0.07 0.057 666 50.850 0.000 0.00 4.54 0.07 0.056 667 50.992 0.000 0.00 4.53 0.07 0.056 668 51.133 0.000 0.00 4.51 0.07 0.055 669 51.275 0.000 0.00 4.50 0.07 0.054 670 51.417 0.000 0.00 4.48 0.06 0.053 671 51.558 0.000 0.00 4.46 0.06 0.053 672 51.700 0.000 0.00 4.43 0.06 0.052 673 51.842 0.000 0.00 4.41 0.06 0.051 674 51.983 0.000 0.00 4.39 0.06 0.050 675 52.125 0.000 0.00 4.37 0.06 0.050 676 52.267 0.000 0.00 4.35 0.06 0.049 677 52.408 0.000 0.00 4.32 0.06 0.048 678 52.550 0.000 0.00 4.30 0.06 0.048 679 52.692 0.000 0.00 4.28 0.06 0.047 680 52.833 0.000 0.00 4.26 0.06 0.046 681 52.975 0.000 0.00 4.24 0.06 0.045 682 53.117 0.000 0.00 4.22 0.06 0.045 683 53.258 0.000 0.00 4.20 0.06 0.044 684 53.400 0.000 0.00 4.18 0.05 0.044 685 53.542 0.000 0.00 4.16 0.05 0.043 686 53.683 0.000 0.00 4.15 0.05 0.042 687 53.825 0.000 0.00 4.13 0.05 0.042 688 53.967 0.000 0.00 4.11 0.05 0.041 689 54.108 0.000 0.00 4.09 0.05 0.040 690 54.250 0.000 0.00 4.07 0.05 0.040 691 54.392 0.000 0.00 4.05 0.05 0.039 692 54.533 0.000 0.00 4.04 0.05 0.039 693 54.675 0.000 0.00 4.02 0.05 0.038 694 54.817 0.000 0.00 4.00 0.05 0.038 695 54.958 0.000 0.00 3.98 0.05 0.037 696 55.100 0.000 0.00 3.97 0.05 0.036 697 55.242 0.000 0.00 3.95 0.05 0.036 698 55.383 0.000 0.00 3.93 0.05 0.035 699 55.525 0.000 0.00 3.92 0.05 0.035 700 55.667 0.000 0.00 3.90 0.05 0.034 701 55.808 0.000 0.00 3.88 0.04 0.034 702 55.950 0.000 0.00 3.87 0.04 0.033 703 56.092 0.000 0.00 3.85 0.04 0.033 704 56.233 0.000 0.00 3.84 0.04 0.032 705 56.375 0.000 0.00 3.82 0.04 0.032 706 56.517 0.000 0.00 3.81 0.04 0.031 707 56.658 0.000 0.00 3.79 0.04 0.031 708 56.800 0.000 0.00 3.78 0.04 0.030 709 56.942 0.000 0.00 3.76 0.04 0.030 710 57.083 0.000 0.00 3.75 0.04 0.029 711 57.225 0.000 0.00 3.74 0.04 0.029 712 57.367 0.000 0.00 3.72 0.04 0.028 713 57.508 0.000 0.00 3.71 0.04 0.028 714 57.650 0.000 0.00 3.69 0.04 0.027 715 57.792 0.000 0.00 3.68 0.04 0.027 716 57.933 0.000 0.00 3.67 0.04 0.027 717 58.075 0.000 0.00 3.65 0.04 0.026 718 58.217 0.000 0.00 3.64 0.04 0.026 719 58.358 0.000 0.00 3.63 0.04 0.025 720 58.500 0.000 0.00 3.61 0.04 0.025 721 58.642 0.000 0.00 3.60 0.04 0.024 722 58.783 0.000 0.00 3.59 0.04 0.024 723 58.925 0.000 0.00 3.58 0.03 0.024 724 59.067 0.000 0.00 3.57 0.03 0.023 725 59.208 0.000 0.00 3.55 0.03 0.023 726 59.350 0.000 0.00 3.54 0.03 0.022 727 59.492 0.000 0.00 3.53 0.03 0.022 728 59.633 0.000 0.00 3.52 0.03 0.022 729 59.775 0.000 0.00 3.51 0.03 0.021 730 59.917 0.000 0.00 3.49 0.03 0.021 731 60.058 0.000 0.00 3.47 0.03 0.020 732 60.200 0.000 0.00 3.46 0.03 0.020 733 60.342 0.000 0.00 3.44 0.03 0.020 734 60.483 0.000 0.00 3.42 0.03 0.019 735 60.625 0.000 0.00 3.41 0.03 0.019 736 60.767 0.000 0.00 3.39 0.03 0.019 737 60.908 0.000 0.00 3.38 0.03 0.018 738 61.050 0.000 0.00 3.36 0.03 0.018 739 61.192 0.000 0.00 3.34 0.03 0.018 740 61.333 0.000 0.00 3.33 0.03 0.017 741 61.475 0.000 0.00 3.32 0.03 0.017 742 61.617 0.000 0.00 3.30 0.03 0.017 743 61.758 0.000 0.00 3.29 0.03 0.017 744 61.900 0.000 0.00 3.27 0.02 0.016 745 62.042 0.000 0.00 3.26 0.02 0.016 746 62.183 0.000 0.00 3.25 0.02 0.016 747 62.325 0.000 0.00 3.23 0.02 0.015 748 62.467 0.000 0.00 3.22 0.02 0.015 749 62.608 0.000 0.00 3.21 0.02 0.015 750 62.750 0.000 0.00 3.19 0.02 0.015 751 62.892 0.000 0.00 3.18 0.02 0.014 752 63.033 0.000 0.00 3.17 0.02 0.014 753 63.175 0.000 0.00 3.16 0.02 0.014 754 63.317 0.000 0.00 3.15 0.02 0.014 755 63.458 0.000 0.00 3.14 0.02 0.013 756 63.600 0.000 0.00 3.12 0.02 0.013 757 63.742 0.000 0.00 3.11 0.02 0.013 758 63.883 0.000 0.00 3.10 0.02 0.013 759 64.025 0.000 0.00 3.09 0.02 0.012 760 64.167 0.000 0.00 3.08 0.02 0.012 761 64.308 0.000 0.00 3.07 0.02 0.012 762 64.450 0.000 0.00 3.06 0.02 0.012 763 64.592 0.000 0.00 3.05 0.02 0.012 764 64.733 0.000 0.00 3.04 0.02 0.011 765 64.875 0.000 0.00 3.03 0.02 0.011 766 65.017 0.000 0.00 3.02 0.02 0.011 767 65.158 0.000 0.00 3.01 0.02 0.011 768 65.300 0.000 0.00 3.00 0.02 0.011 769 65.442 0.000 0.00 2.99 0.02 0.010 770 65.583 0.000 0.00 2.99 0.02 0.010 771 65.725 0.000 0.00 2.98 0.02 0.010 772 65.867 0.000 0.00 2.97 0.02 0.010 773 66.008 0.000 0.00 2.96 0.01 0.010 774 66.150 0.000 0.00 2.95 0.01 0.010 775 66.292 0.000 0.00 2.94 0.01 0.009 776 66.433 0.000 0.00 2.94 0.01 0.009 777 66.575 0.000 0.00 2.93 0.01 0.009 778 66.717 0.000 0.00 2.92 0.01 0.009 779 66.858 0.000 0.00 2.91 0.01 0.009 780 67.000 0.000 0.00 2.91 0.01 0.009 781 67.142 0.000 0.00 2.90 0.01 0.008 782 67.283 0.000 0.00 2.89 0.01 0.008 783 67.425 0.000 0.00 2.89 0.01 0.008 784 67.567 0.000 0.00 2.88 0.01 0.008 785 67.708 0.000 0.00 2.87 0.01 0.008 786 67.850 0.000 0.00 2.87 0.01 0.008 787 67.992 0.000 0.00 2.86 0.01 0.008 788 68.133 0.000 0.00 2.85 0.01 0.007 789 68.275 0.000 0.00 2.85 0.01 0.007 790 68.417 0.000 0.00 2.84 0.01 0.007 791 68.558 0.000 0.00 2.83 0.01 0.007 792 68.700 0.000 0.00 2.83 0.01 0.007 793 68.842 0.000 0.00 2.82 0.01 0.007 794 68.983 0.000 0.00 2.82 0.01 0.007 795 69.125 0.000 0.00 2.81 0.01 0.007 796 69.267 0.000 0.00 2.81 0.01 0.006 797 69.408 0.000 0.00 2.80 0.01 0.006 798 69.550 0.000 0.00 2.79 0.01 0.006 799 69.692 0.000 0.00 2.79 0.01 0.006 800 69.833 0.000 0.00 2.78 0.01 0.006 801 69.975 0.000 0.00 2.78 0.01 0.006 802 70.117 0.000 0.00 2.77 0.01 0.006 803 70.258 0.000 0.00 2.77 0.01 0.006 804 70.400 0.000 0.00 2.76 0.01 0.006 805 70.542 0.000 0.00 2.76 0.01 0.005 806 70.683 0.000 0.00 2.76 0.01 0.005 807 70.825 0.000 0.00 2.75 0.01 0.005 808 70.967 0.000 0.00 2.75 0.01 0.005 809 71.108 0.000 0.00 2.74 0.01 0.005 810 71.250 0.000 0.00 2.74 0.01 0.005 811 71.392 0.000 0.00 2.73 0.01 0.005 812 71.533 0.000 0.00 2.73 0.01 0.005 813 71.675 0.000 0.00 2.73 0.01 0.005 814 71.817 0.000 0.00 2.72 0.01 0.005 815 71.958 0.000 0.00 2.72 0.01 0.005 816 72.100 0.000 0.00 2.71 0.01 0.004 817 72.242 0.000 0.00 2.71 0.01 0.004 818 72.383 0.000 0.00 2.71 0.01 0.004 819 72.525 0.000 0.00 2.70 0.01 0.004 820 72.667 0.000 0.00 2.70 0.01 0.004 821 72.808 0.000 0.00 2.70 0.01 0.004 822 72.950 0.000 0.00 2.69 0.01 0.004 823 73.092 0.000 0.00 2.69 0.01 0.004 824 73.233 0.000 0.00 2.69 0.01 0.004 825 73.375 0.000 0.00 2.68 0.01 0.004 826 73.517 0.000 0.00 2.68 0.01 0.004 827 73.659 0.000 0.00 2.68 0.01 0.004 828 73.800 0.000 0.00 2.67 0.01 0.004 829 73.942 0.000 0.00 2.67 0.01 0.004 830 74.084 0.000 0.00 2.67 0.01 0.003 831 74.225 0.000 0.00 2.66 0.01 0.003 832 74.367 0.000 0.00 2.66 0.01 0.003 833 74.509 0.000 0.00 2.66 0.01 0.003 834 74.650 0.000 0.00 2.66 0.01 0.003 835 74.792 0.000 0.00 2.65 0.00 0.003 836 74.934 0.000 0.00 2.65 0.00 0.003 837 75.075 0.000 0.00 2.65 0.00 0.003 838 75.217 0.000 0.00 2.64 0.00 0.003 839 75.359 0.000 0.00 2.64 0.00 0.003 840 75.500 0.000 0.00 2.64 0.00 0.003 841 75.642 0.000 0.00 2.64 0.00 0.003 842 75.784 0.000 0.00 2.63 0.00 0.003 843 75.925 0.000 0.00 2.63 0.00 0.003 844 76.067 0.000 0.00 2.63 0.00 0.003 845 76.209 0.000 0.00 2.63 0.00 0.003 846 76.350 0.000 0.00 2.63 0.00 0.003 847 76.492 0.000 0.00 2.62 0.00 0.003 848 76.634 0.000 0.00 2.62 0.00 0.003 849 76.775 0.000 0.00 2.62 0.00 0.002 850 76.917 0.000 0.00 2.62 0.00 0.002 851 77.059 0.000 0.00 2.61 0.00 0.002 852 77.200 0.000 0.00 2.61 0.00 0.002 853 77.342 0.000 0.00 2.61 0.00 0.002 854 77.484 0.000 0.00 2.61 0.00 0.002 855 77.625 0.000 0.00 2.61 0.00 0.002 856 77.767 0.000 0.00 2.60 0.00 0.002 857 77.909 0.000 0.00 2.60 0.00 0.002 858 78.050 0.000 0.00 2.60 0.00 0.002 859 78.192 0.000 0.00 2.60 0.00 0.002 860 78.334 0.000 0.00 2.60 0.00 0.002 861 78.475 0.000 0.00 2.60 0.00 0.002 862 78.617 0.000 0.00 2.59 0.00 0.002 863 78.759 0.000 0.00 2.59 0.00 0.002 864 78.900 0.000 0.00 2.59 0.00 0.002 865 79.042 0.000 0.00 2.59 0.00 0.002 866 79.184 0.000 0.00 2.59 0.00 0.002 867 79.325 0.000 0.00 2.59 0.00 0.002 868 79.467 0.000 0.00 2.58 0.00 0.002 869 79.609 0.000 0.00 2.58 0.00 0.002 870 79.750 0.000 0.00 2.58 0.00 0.002 871 79.892 0.000 0.00 2.58 0.00 0.002 872 80.034 0.000 0.00 2.58 0.00 0.002 873 80.175 0.000 0.00 2.58 0.00 0.002 874 80.317 0.000 0.00 2.58 0.00 0.002 875 80.459 0.000 0.00 2.57 0.00 0.002 876 80.600 0.000 0.00 2.57 0.00 0.002 877 80.742 0.000 0.00 2.57 0.00 0.002 878 80.884 0.000 0.00 2.57 0.00 0.001 879 81.025 0.000 0.00 2.57 0.00 0.001 880 81.167 0.000 0.00 2.57 0.00 0.001 881 81.309 0.000 0.00 2.57 0.00 0.001 882 81.450 0.000 0.00 2.57 0.00 0.001 883 81.592 0.000 0.00 2.56 0.00 0.001 884 81.734 0.000 0.00 2.56 0.00 0.001 885 81.875 0.000 0.00 2.56 0.00 0.001 886 82.017 0.000 0.00 2.56 0.00 0.001 887 82.159 0.000 0.00 2.56 0.00 0.001 888 82.300 0.000 0.00 2.56 0.00 0.001 889 82.442 0.000 0.00 2.56 0.00 0.001 890 82.584 0.000 0.00 2.56 0.00 0.001 891 82.725 0.000 0.00 2.56 0.00 0.001 892 82.867 0.000 0.00 2.56 0.00 0.001 893 83.009 0.000 0.00 2.55 0.00 0.001 894 83.150 0.000 0.00 2.55 0.00 0.001 895 83.292 0.000 0.00 2.55 0.00 0.001 896 83.434 0.000 0.00 2.55 0.00 0.001 897 83.575 0.000 0.00 2.55 0.00 0.001 898 83.717 0.000 0.00 2.55 0.00 0.001 899 83.859 0.000 0.00 2.55 0.00 0.001 900 84.000 0.000 0.00 2.55 0.00 0.001 901 ---------------------------------------------------------------------------- 902 903 1 ____________________________________________________________________________ 2 **************************************************************************** 3 SMALL AREA UNIT HYDROGRAPH MODEL 4 ============================================================================ 5 (C) Copyright 1989-2016 Advanced Engineering Software (aes) 6 Ver. 23.0 Release Date: 07/01/2016 License ID 1714 7 8 Analysis prepared by: 9 10 11 12 13 14 15 **************************************************************************** 16 ---------------------------------------------------------------------------- 17 18 Problem Descriptions: 19 20 21 22 ---------------------------------------------------------------------------- 23 24 25 RATIONAL METHOD CALIBRATION COEFFICIENT = 1.13 26 TOTAL CATCHMENT AREA(ACRES) = 1.50 27 SOIL-LOSS RATE, Fm,(INCH/HR) = 0.260 28 LOW LOSS FRACTION = 0.745 29 TIME OF CONCENTRATION(MIN.) = 13.70 30 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA 31 USER SPECIFIED RAINFALL VALUES ARE USED 32 RETURN FREQUENCY(YEARS) = 100 33 5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.39 34 30-MINUTE POINT RAINFALL VALUE(INCHES) = 0.99 35 1-HOUR POINT RAINFALL VALUE(INCHES) = 1.45 36 3-HOUR POINT RAINFALL VALUE(INCHES) = 2.60 37 6-HOUR POINT RAINFALL VALUE(INCHES) = 3.67 38 24-HOUR POINT RAINFALL VALUE(INCHES) = 6.82 39 40 ---------------------------------------------------------------------------- 41 42 TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 0.41 43 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.44 44 45 **************************************************************************** 46 TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 47 (HOURS) (AF) (CFS) 48 ---------------------------------------------------------------------------- 49 0.02 0.0000 0.00 Q . . . . 50 0.25 0.0005 0.06 Q . . . . 51 0.47 0.0016 0.06 Q . . . . 52 0.70 0.0026 0.06 Q . . . . 53 0.93 0.0037 0.06 Q . . . . 54 1.16 0.0047 0.06 Q . . . . 55 1.39 0.0058 0.06 Q . . . . 56 1.62 0.0069 0.06 Q . . . . 57 1.84 0.0080 0.06 Q . . . . 58 2.07 0.0091 0.06 Q . . . . 59 2.30 0.0102 0.06 Q . . . . 60 2.53 0.0113 0.06 Q . . . . 61 2.76 0.0125 0.06 Q . . . . 62 2.99 0.0136 0.06 Q . . . . 63 3.21 0.0148 0.06 Q . . . . 64 3.44 0.0160 0.06 Q . . . . Basin 2 Routing 65 3.67 0.0171 0.06 Q . . . . 66 3.90 0.0183 0.06 Q . . . . 67 4.13 0.0195 0.06 Q . . . . 68 4.36 0.0207 0.06 Q . . . . 69 4.58 0.0220 0.07 Q . . . . 70 4.81 0.0232 0.07 Q . . . . 71 5.04 0.0245 0.07 Q . . . . 72 5.27 0.0258 0.07 Q . . . . 73 5.50 0.0270 0.07 Q . . . . 74 5.72 0.0283 0.07 Q . . . . 75 5.95 0.0297 0.07 Q . . . . 76 6.18 0.0310 0.07 Q . . . . 77 6.41 0.0323 0.07 Q . . . . 78 6.64 0.0337 0.07 Q . . . . 79 6.87 0.0351 0.07 Q . . . . 80 7.10 0.0365 0.08 Q . . . . 81 7.32 0.0379 0.08 Q . . . . 82 7.55 0.0394 0.08 Q . . . . 83 7.78 0.0409 0.08 Q . . . . 84 8.01 0.0423 0.08 Q . . . . 85 8.24 0.0439 0.08 Q . . . . 86 8.47 0.0454 0.08 Q . . . . 87 8.69 0.0470 0.08 Q . . . . 88 8.92 0.0485 0.09 Q . . . . 89 9.15 0.0502 0.09 Q . . . . 90 9.38 0.0518 0.09 Q . . . . 91 9.61 0.0535 0.09 Q . . . . 92 9.84 0.0552 0.09 Q . . . . 93 10.06 0.0569 0.09 Q . . . . 94 10.29 0.0587 0.10 Q . . . . 95 10.52 0.0605 0.10 Q . . . . 96 10.75 0.0624 0.10 Q . . . . 97 10.98 0.0643 0.10 Q . . . . 98 11.20 0.0663 0.11 Q . . . . 99 11.43 0.0683 0.11 Q . . . . 100 11.66 0.0703 0.11 Q . . . . 101 11.89 0.0724 0.11 Q . . . . 102 12.12 0.0746 0.12 Q . . . . 103 12.35 0.0770 0.13 Q . . . . 104 12.57 0.0796 0.14 Q . . . . 105 12.80 0.0823 0.14 Q . . . . 106 13.03 0.0850 0.15 Q . . . . 107 13.26 0.0879 0.16 Q . . . . 108 13.49 0.0912 0.19 Q . . . . 109 13.72 0.0950 0.21 Q . . . . 110 13.95 0.0994 0.25 .Q . . . . 111 14.17 0.1045 0.29 .Q . . . . 112 14.40 0.1109 0.39 .Q . . . . 113 14.63 0.1186 0.43 .Q . . . . 114 14.86 0.1275 0.52 . Q . . . . 115 15.09 0.1378 0.58 . Q . . . . 116 15.32 0.1502 0.73 . Q . . . . 117 15.54 0.1653 0.87 . Q . . . . 118 15.77 0.1857 1.29 . Q . . . . 119 16.00 0.2137 1.68 . Q . . . . 120 16.23 0.2715 4.45 . . Q . . . 121 16.46 0.3235 1.06 . Q . . . . 122 16.68 0.3396 0.65 . Q . . . . 123 16.91 0.3501 0.47 .Q . . . . 124 17.14 0.3579 0.36 .Q . . . . 125 17.37 0.3635 0.23 Q . . . . 126 17.60 0.3673 0.17 Q . . . . 127 17.83 0.3703 0.15 Q . . . . 128 18.06 0.3730 0.14 Q . . . . 129 18.28 0.3753 0.12 Q . . . . 130 18.51 0.3774 0.11 Q . . . . 131 18.74 0.3794 0.10 Q . . . . 132 18.97 0.3814 0.10 Q . . . . 133 19.20 0.3832 0.09 Q . . . . 134 19.42 0.3849 0.09 Q . . . . 135 19.65 0.3866 0.09 Q . . . . 136 19.88 0.3882 0.08 Q . . . . 137 20.11 0.3898 0.08 Q . . . . 138 20.34 0.3913 0.08 Q . . . . 139 20.57 0.3928 0.08 Q . . . . 140 20.80 0.3942 0.07 Q . . . . 141 21.02 0.3956 0.07 Q . . . . 142 21.25 0.3969 0.07 Q . . . . 143 21.48 0.3982 0.07 Q . . . . 144 21.71 0.3995 0.07 Q . . . . 145 21.94 0.4008 0.07 Q . . . . 146 22.17 0.4020 0.06 Q . . . . 147 22.39 0.4032 0.06 Q . . . . 148 22.62 0.4044 0.06 Q . . . . 149 22.85 0.4056 0.06 Q . . . . 150 23.08 0.4067 0.06 Q . . . . 151 23.31 0.4078 0.06 Q . . . . 152 23.53 0.4089 0.06 Q . . . . 153 23.76 0.4100 0.06 Q . . . . 154 23.99 0.4110 0.06 Q . . . . 155 24.22 0.4121 0.05 Q . . . . 156 24.45 0.4126 0.00 Q . . . . 157 ---------------------------------------------------------------------------- 158 -------------------------------------------------------------------------------- 159 TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: 160 (Note: 100% of Peak Flow Rate estimate assumed to have 161 an instantaneous time duration) 162 163 Percentile of Estimated Duration 164 Peak Flow Rate (minutes) 165 ======================= ========= 166 0% 1452.2 167 10% 137.0 168 20% 54.8 169 30% 27.4 170 40% 13.7 171 50% 13.7 172 60% 13.7 173 70% 13.7 174 80% 13.7 175 90% 13.7 176 177 Problem Descriptions: 178 179 180 181 182 183 184 ============================================================================ 185 FLOW-THROUGH DETENTION BASIN MODEL 186 187 SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: 188 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 13.700 189 DEAD STORAGE(AF) = 0.00 190 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 191 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 192 193 194 INFLOW 195 | 196 | 197 | 198 V __effective depth 199 ------------- | (and volume) 200 | | | | 201 | detention | |....V............. 202 | basin |<-->| outflow 203 | | |........._________ 204 ------------- | | \ 205 | | storage | basin outlet 206 V ----------- 207 OUTFLOW 208 209 210 DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: 211 TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 14 212 *BASIN-DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW * 213 * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) * 214 * 0.000 0.000 0.000** 0.500 0.011 0.033* 215 * 1.500 0.033 0.033** 2.500 0.055 0.033* 216 * 3.500 0.077 0.033** 4.000 0.088 0.033* 217 * 4.500 0.088 0.033** 5.500 0.088 0.033* 218 * 6.500 0.088 0.033** 7.500 0.088 0.033* 219 * 8.500 0.088 0.033** 9.500 0.088 0.033* 220 * 10.000 0.103 5.283** 10.500 0.119 5.283* 221 ---------------------------------------------------------------------------- 222 BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: 223 INTERVAL DEPTH {S-O*DT/2} {S+O*DT/2} 224 NUMBER (FEET) (ACRE-FEET) (ACRE-FEET) 225 1 0.00 0.00000 0.00000 226 2 0.50 0.01069 0.01131 227 3 1.50 0.03269 0.03331 228 4 2.50 0.05469 0.05531 229 5 3.50 0.07669 0.07731 230 6 4.00 0.08769 0.08831 231 7 4.50 0.08769 0.08831 232 8 5.50 0.08769 0.08831 233 9 6.50 0.08769 0.08831 234 10 7.50 0.08769 0.08831 235 11 8.50 0.08769 0.08831 236 12 9.50 0.08769 0.08831 237 13 10.00 0.05315 0.15285 238 14 10.50 0.06915 0.16885 239 WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT INTERVAL(MIN.) 240 ---------------------------------------------------------------------------- 241 DETENTION BASIN ROUTING RESULTS: 242 NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES 243 OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE 244 AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. 245 246 TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE 247 (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 248 ---------------------------------------------------------------------------- 249 0.017 0.000 0.00 0.00 0.00 0.000 250 0.245 0.000 0.06 0.05 0.00 0.001 251 0.473 0.000 0.06 0.09 0.00 0.002 252 0.702 0.000 0.06 0.13 0.01 0.003 253 0.930 0.000 0.06 0.17 0.01 0.004 254 1.158 0.000 0.06 0.21 0.01 0.005 255 1.387 0.000 0.06 0.25 0.01 0.005 256 1.615 0.000 0.06 0.28 0.02 0.006 257 1.843 0.000 0.06 0.31 0.02 0.007 258 2.072 0.000 0.06 0.35 0.02 0.008 259 2.300 0.000 0.06 0.38 0.02 0.008 260 2.528 0.000 0.06 0.41 0.03 0.009 261 2.757 0.000 0.06 0.43 0.03 0.010 262 2.985 0.000 0.06 0.46 0.03 0.010 263 3.213 0.49 0.03 0.011 264 3.442 0.000 0.06 0.51 0.03 0.011 265 3.670 0.000 0.06 0.54 0.03 0.012 266 3.898 0.000 0.06 0.56 0.03 0.012 267 4.127 0.000 0.06 0.59 0.03 0.013 268 4.355 0.000 0.06 0.62 0.03 0.014 269 4.583 0.000 0.07 0.65 0.03 0.014 270 4.812 0.000 0.07 0.67 0.03 0.015 271 5.040 0.000 0.07 0.70 0.03 0.015 272 5.268 0.000 0.07 0.73 0.03 0.016 273 5.497 0.000 0.07 0.76 0.03 0.017 274 5.725 0.000 0.07 0.80 0.03 0.017 275 5.953 0.000 0.07 0.83 0.03 0.018 276 6.182 0.000 0.07 0.86 0.03 0.019 277 6.410 0.000 0.07 0.89 0.03 0.020 278 6.638 0.000 0.07 0.93 0.03 0.020 279 6.867 0.000 0.07 0.96 0.03 0.021 280 7.095 0.000 0.08 1.00 0.03 0.022 281 7.323 0.000 0.08 1.04 0.03 0.023 282 7.552 0.000 0.08 1.07 0.03 0.024 283 7.780 0.000 0.08 1.11 0.03 0.024 284 8.008 0.000 0.08 1.15 0.03 0.025 285 8.237 0.000 0.08 1.19 0.03 0.026 286 8.465 0.000 0.08 1.24 0.03 0.027 287 8.693 0.000 0.08 1.28 0.03 0.028 288 8.922 0.000 0.09 1.32 0.03 0.029 289 9.150 0.000 0.09 1.37 0.03 0.030 290 9.378 0.000 0.09 1.42 0.03 0.031 291 9.607 0.000 0.09 1.47 0.03 0.032 292 9.835 0.000 0.09 1.52 0.03 0.033 293 10.063 0.000 0.09 1.57 0.03 0.034 294 10.292 0.000 0.10 1.62 0.03 0.036 295 10.520 0.000 0.10 1.68 0.03 0.037 296 10.748 0.000 0.10 1.73 0.03 0.038 297 10.977 0.000 0.10 1.79 0.03 0.039 298 11.205 0.000 0.11 1.85 0.03 0.041 299 11.433 0.000 0.11 1.92 0.03 0.042 300 11.662 0.000 0.11 1.98 0.03 0.044 301 11.890 0.000 0.11 2.05 0.03 0.045 302 12.118 0.000 0.12 2.13 0.03 0.047 303 12.347 0.000 0.13 2.21 0.03 0.049 304 12.575 0.000 0.14 2.31 0.03 0.051 305 12.803 0.000 0.14 2.40 0.03 0.053 306 13.032 0.000 0.15 2.50 0.03 0.055 307 13.260 0.000 0.16 2.61 0.03 0.057 308 13.488 0.000 0.19 2.74 0.03 0.060 309 13.717 0.000 0.21 2.89 0.03 0.064 310 13.945 0.000 0.25 3.09 0.03 0.068 311 14.173 0.000 0.29 3.30 0.03 0.073 312 14.402 0.000 0.39 3.61 0.03 0.079 313 14.630 0.000 0.43 3.95 0.03 0.087 314 14.858 0.000 0.52 9.56 0.36 0.090 315 15.087 0.000 0.58 9.55 0.60 0.089 316 15.315 0.000 0.73 9.58 0.68 0.090 317 15.543 0.000 0.87 9.58 0.86 0.090 318 15.772 0.000 1.29 9.64 1.19 0.092 319 16.000 0.000 1.68 9.67 1.64 0.093 320 16.228 0.000 4.45 10.23 3.53 0.110 0.000 0.06 Project Exit 321 16.457 0.000 1.06 3.64 2.66 0.080 322 16.685 0.000 0.65 9.53 0.19 0.089 323 16.913 0.000 0.47 9.55 0.44 0.089 324 17.142 0.000 0.36 9.52 0.40 0.089 325 17.370 0.000 0.23 9.52 0.24 0.089 326 17.598 0.000 0.17 9.51 0.18 0.088 327 17.827 0.000 0.15 9.51 0.15 0.088 328 18.055 0.000 0.14 9.51 0.14 0.088 329 18.283 0.000 0.12 9.51 0.12 0.088 330 18.512 0.000 0.11 9.51 0.11 0.088 331 18.740 0.000 0.10 9.51 0.11 0.088 332 18.968 0.000 0.10 9.51 0.10 0.088 333 19.197 0.000 0.09 9.51 0.10 0.088 334 19.425 0.000 0.09 9.51 0.09 0.088 335 19.653 0.000 0.09 9.51 0.09 0.088 336 19.882 0.000 0.08 9.50 0.08 0.088 337 20.110 0.000 0.08 9.50 0.08 0.088 338 20.338 0.000 0.08 9.50 0.08 0.088 339 20.567 0.000 0.08 9.50 0.08 0.088 340 20.795 0.000 0.07 9.50 0.07 0.088 341 21.023 0.000 0.07 9.50 0.07 0.088 342 21.252 0.000 0.07 9.50 0.07 0.088 343 21.480 0.000 0.07 9.50 0.07 0.088 344 21.708 0.000 0.07 9.50 0.07 0.088 345 21.937 0.000 0.07 9.50 0.07 0.088 346 22.165 0.000 0.06 9.50 0.06 0.088 347 22.393 0.000 0.06 9.50 0.06 0.088 348 22.622 0.000 0.06 9.50 0.06 0.088 349 22.850 0.000 0.06 9.50 0.06 0.088 350 23.078 0.000 0.06 9.50 0.06 0.088 351 23.307 0.000 0.06 9.50 0.06 0.088 352 23.535 0.000 0.06 9.50 0.06 0.088 353 23.763 0.000 0.06 9.50 0.06 0.088 354 23.992 0.000 0.06 9.50 0.06 0.088 355 24.220 0.000 0.05 9.50 0.06 0.088 356 24.448 0.000 0.00 3.97 0.04 0.087 357 24.677 0.000 0.00 3.94 0.03 0.087 358 24.905 0.000 0.00 3.91 0.03 0.086 359 25.133 0.000 0.00 3.88 0.03 0.085 360 25.362 0.000 0.00 3.85 0.03 0.085 361 25.590 0.000 0.00 3.82 0.03 0.084 362 25.818 0.000 0.00 3.80 0.03 0.083 363 26.047 0.000 0.00 3.77 0.03 0.083 364 26.275 0.000 0.00 3.74 0.03 0.082 365 26.503 0.000 0.00 3.71 0.03 0.082 366 26.732 0.000 0.00 3.68 0.03 0.081 367 26.960 0.000 0.00 3.65 0.03 0.080 368 27.188 0.000 0.00 3.63 0.03 0.080 369 27.417 0.000 0.00 3.60 0.03 0.079 370 27.645 0.000 0.00 3.57 0.03 0.079 371 27.873 0.000 0.00 3.54 0.03 0.078 372 28.102 0.000 0.00 3.51 0.03 0.077 373 28.330 0.000 0.00 3.48 0.03 0.077 374 28.558 0.000 0.00 3.46 0.03 0.076 375 28.787 0.000 0.00 3.43 0.03 0.075 376 29.015 0.000 0.00 3.40 0.03 0.075 377 29.243 0.000 0.00 3.37 0.03 0.074 378 29.472 0.000 0.00 3.34 0.03 0.074 379 29.700 0.000 0.00 3.31 0.03 0.073 380 29.928 0.000 0.00 3.29 0.03 0.072 381 30.157 0.000 0.00 3.26 0.03 0.072 382 30.385 0.000 0.00 3.23 0.03 0.071 383 30.613 0.000 0.00 3.20 0.03 0.070 384 30.842 0.000 0.00 3.17 0.03 0.070 385 31.070 0.000 0.00 3.14 0.03 0.069 386 31.298 0.000 0.00 3.12 0.03 0.069 387 31.527 0.000 0.00 3.09 0.03 0.068 388 31.755 0.000 0.00 3.06 0.03 0.067 389 31.983 0.000 0.00 3.03 0.03 0.067 390 32.212 0.000 0.00 3.00 0.03 0.066 391 32.440 0.000 0.00 2.97 0.03 0.065 392 32.668 0.000 0.00 2.95 0.03 0.065 393 32.897 0.000 0.00 2.92 0.03 0.064 394 33.125 0.000 0.00 2.89 0.03 0.064 395 33.353 0.000 0.00 2.86 0.03 0.063 396 33.582 0.000 0.00 2.83 0.03 0.062 397 33.810 0.000 0.00 2.80 0.03 0.062 398 34.038 0.000 0.00 2.78 0.03 0.061 399 34.267 0.000 0.00 2.75 0.03 0.060 400 34.495 0.000 0.00 2.72 0.03 0.060 401 34.723 0.000 0.00 2.69 0.03 0.059 402 34.952 0.000 0.00 2.66 0.03 0.059 403 35.180 0.000 0.00 2.63 0.03 0.058 404 35.408 0.000 0.00 2.61 0.03 0.057 405 35.637 0.000 0.00 2.58 0.03 0.057 406 35.865 0.000 0.00 2.55 0.03 0.056 407 36.093 0.000 0.00 2.52 0.03 0.055 408 36.322 0.000 0.00 2.49 0.03 0.055 409 36.550 0.000 0.00 2.46 0.03 0.054 410 36.778 0.000 0.00 2.44 0.03 0.054 411 37.007 0.000 0.00 2.41 0.03 0.053 412 37.235 0.000 0.00 2.38 0.03 0.052 413 37.463 0.000 0.00 2.35 0.03 0.052 414 37.692 0.000 0.00 2.32 0.03 0.051 415 37.920 0.000 0.00 2.30 0.03 0.050 416 38.148 0.000 0.00 2.27 0.03 0.050 417 38.377 0.000 0.00 2.24 0.03 0.049 418 38.605 0.000 0.00 2.21 0.03 0.049 419 38.833 0.000 0.00 2.18 0.03 0.048 420 39.062 0.000 0.00 2.15 0.03 0.047 421 39.290 0.000 0.00 2.13 0.03 0.047 422 39.518 0.000 0.00 2.10 0.03 0.046 423 39.747 0.000 0.00 2.07 0.03 0.046 424 39.975 0.000 0.00 2.04 0.03 0.045 425 40.203 0.000 0.00 2.01 0.03 0.044 426 40.432 0.000 0.00 1.98 0.03 0.044 427 40.660 0.000 0.00 1.96 0.03 0.043 428 40.888 0.000 0.00 1.93 0.03 0.042 429 41.117 0.000 0.00 1.90 0.03 0.042 430 41.345 0.000 0.00 1.87 0.03 0.041 431 41.573 0.000 0.00 1.84 0.03 0.041 432 41.802 0.000 0.00 1.81 0.03 0.040 433 42.030 0.000 0.00 1.79 0.03 0.039 434 42.258 0.000 0.00 1.76 0.03 0.039 435 42.487 0.000 0.00 1.73 0.03 0.038 436 42.715 0.000 0.00 1.70 0.03 0.037 437 42.943 0.000 0.00 1.67 0.03 0.037 438 43.172 0.000 0.00 1.64 0.03 0.036 439 43.400 0.000 0.00 1.62 0.03 0.036 440 43.628 0.000 0.00 1.59 0.03 0.035 441 43.857 0.000 0.00 1.56 0.03 0.034 442 44.085 0.000 0.00 1.53 0.03 0.034 443 44.313 0.000 0.00 1.50 0.03 0.033 444 44.542 0.000 0.00 1.47 0.03 0.032 445 44.770 0.000 0.00 1.45 0.03 0.032 446 44.998 0.000 0.00 1.42 0.03 0.031 447 45.227 0.000 0.00 1.39 0.03 0.031 448 45.455 0.000 0.00 1.36 0.03 0.030 449 45.683 0.000 0.00 1.33 0.03 0.029 450 45.912 0.000 0.00 1.30 0.03 0.029 451 46.140 0.000 0.00 1.28 0.03 0.028 452 46.368 0.000 0.00 1.25 0.03 0.027 453 46.597 0.000 0.00 1.22 0.03 0.027 454 46.825 0.000 0.00 1.19 0.03 0.026 455 47.053 0.000 0.00 1.16 0.03 0.026 456 47.282 0.000 0.00 1.13 0.03 0.025 457 47.510 0.000 0.00 1.11 0.03 0.024 458 47.738 0.000 0.00 1.08 0.03 0.024 459 47.967 0.000 0.00 1.05 0.03 0.023 460 48.195 0.000 0.00 1.02 0.03 0.022 461 48.423 0.000 0.00 0.99 0.03 0.022 462 48.652 0.000 0.00 0.96 0.03 0.021 463 48.880 0.000 0.00 0.94 0.03 0.021 464 49.108 0.000 0.00 0.91 0.03 0.020 465 49.337 0.000 0.00 0.88 0.03 0.019 466 49.565 0.000 0.00 0.85 0.03 0.019 467 49.793 0.000 0.00 0.82 0.03 0.018 468 50.022 0.000 0.00 0.79 0.03 0.017 469 50.250 0.000 0.00 0.77 0.03 0.017 470 50.478 0.000 0.00 0.74 0.03 0.016 471 50.707 0.000 0.00 0.71 0.03 0.016 472 50.935 0.000 0.00 0.68 0.03 0.015 473 51.163 0.000 0.00 0.65 0.03 0.014 474 51.392 0.000 0.00 0.63 0.03 0.014 475 51.620 0.000 0.00 0.60 0.03 0.013 476 51.848 0.000 0.00 0.57 0.03 0.013 477 52.077 0.000 0.00 0.54 0.03 0.012 478 52.305 0.000 0.00 0.51 0.03 0.011 479 52.533 0.000 0.00 0.48 0.03 0.011 480 52.762 0.000 0.00 0.46 0.03 0.010 481 52.990 0.000 0.00 0.43 0.03 0.010 482 53.218 0.000 0.00 0.41 0.03 0.009 483 53.447 0.000 0.00 0.39 0.03 0.008 484 53.675 0.000 0.00 0.36 0.02 0.008 485 53.903 0.000 0.00 0.34 0.02 0.008 486 54.132 0.000 0.00 0.33 0.02 0.007 487 54.360 0.000 0.00 0.31 0.02 0.007 488 54.588 0.000 0.00 0.29 0.02 0.006 489 54.817 0.000 0.00 0.27 0.02 0.006 490 55.045 0.000 0.00 0.26 0.02 0.006 491 55.273 0.000 0.00 0.25 0.02 0.005 492 55.502 0.000 0.00 0.23 0.02 0.005 493 55.730 0.000 0.00 0.22 0.01 0.005 494 55.958 0.000 0.00 0.21 0.01 0.005 495 56.187 0.000 0.00 0.20 0.01 0.004 496 56.415 0.000 0.00 0.18 0.01 0.004 497 56.643 0.000 0.00 0.17 0.01 0.004 498 56.872 0.000 0.00 0.17 0.01 0.004 499 57.100 0.000 0.00 0.16 0.01 0.003 500 57.328 0.000 0.00 0.15 0.01 0.003 501 57.557 0.000 0.00 0.14 0.01 0.003 502 57.785 0.000 0.00 0.13 0.01 0.003 503 58.013 0.000 0.00 0.12 0.01 0.003 504 58.242 0.000 0.00 0.12 0.01 0.003 505 58.470 0.000 0.00 0.11 0.01 0.002 506 58.698 0.000 0.00 0.10 0.01 0.002 507 58.927 0.000 0.00 0.10 0.01 0.002 508 59.155 0.000 0.00 0.09 0.01 0.002 509 59.383 0.000 0.00 0.09 0.01 0.002 510 59.612 0.000 0.00 0.08 0.01 0.002 511 59.840 0.000 0.00 0.08 0.01 0.002 512 60.068 0.000 0.00 0.07 0.01 0.002 513 60.297 0.000 0.00 0.07 0.00 0.002 514 60.525 0.000 0.00 0.07 0.00 0.001 515 60.753 0.000 0.00 0.06 0.00 0.001 516 60.982 0.000 0.00 0.06 0.00 0.001 517 61.210 0.000 0.00 0.06 0.00 0.001 518 61.438 0.000 0.00 0.05 0.00 0.001 519 61.667 0.000 0.00 0.05 0.00 0.001 520 61.895 0.000 0.00 0.05 0.00 0.001 521 62.123 0.000 0.00 0.04 0.00 0.001 522 ---------------------------------------------------------------------------- 523 524 Hydrology Study TM 20431, Fontana CA Prepared by MFKessler VI. CALCULATIONS Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Wednesday, Sep 18 2024 42 INCH CULVERT Rectangular Bottom Width (ft) = 3.50 Total Depth (ft) = 0.33 Invert Elev (ft) = 100.00 Slope (%) = 2.00 N-Value = 0.014 Calculations Compute by: Known Depth Known Depth (ft) = 0.33 Highlighted Depth (ft) = 0.33 Q (cfs) = 7.376 Area (sqft) = 1.16 Velocity (ft/s) = 6.39 Wetted Perim (ft) = 4.16 Crit Depth, Yc (ft) = 0.33 Top Width (ft) = 3.50 EGL (ft) = 0.96 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Project Exit Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Sep 17 2024 Rectangular Channel Rectangular Bottom Width (ft) = 1.00 Total Depth (ft) = 0.50 Invert Elev (ft) = 100.00 Slope (%) = 1.00 N-Value = 0.015 Calculations Compute by: Known Depth Known Depth (ft) = 0.50 Highlighted Depth (ft) = 0.50 Q (cfs) = 1.965 Area (sqft) = 0.50 Velocity (ft/s) = 3.93 Wetted Perim (ft) = 2.00 Crit Depth, Yc (ft) = 0.50 Top Width (ft) = 1.00 EGL (ft) = 0.74 0 .25 .5 .75 1 1.25 1.5 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Intract Bypass Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Sep 17 2024 Trap Channel Trapezoidal Bottom Width (ft) = 1.00 Side Slopes (z:1) = 1.00, 1.00 Total Depth (ft) = 0.50 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.015 Calculations Compute by: Known Depth Known Depth (ft) = 0.50 Highlighted Depth (ft) = 0.50 Q (cfs) = 2.409 Area (sqft) = 0.75 Velocity (ft/s) = 3.21 Wetted Perim (ft) = 2.41 Crit Depth, Yc (ft) = 0.48 Top Width (ft) = 2.00 EGL (ft) = 0.66 0 .5 1 1.5 2 2.5 3 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Along Wall @ neighbor to the north Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Wednesday, Jun 7 2023 18 inch pipe Circular Diameter (ft) = 1.50 Invert Elev (ft) = 100.00 Slope (%) = 1.00 N-Value = 0.013 Calculations Compute by: Known Depth Known Depth (ft) = 1.45 Highlighted Depth (ft) = 1.45 Q (cfs) = 11.21 Area (sqft) = 1.75 Velocity (ft/s) = 6.41 Wetted Perim (ft) = 4.16 Crit Depth, Yc (ft) = 1.28 Top Width (ft) = 0.54 EGL (ft) = 2.09 0 1 2 3 Elev (ft)Section 99.50 100.00 100.50 101.00 101.50 102.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Wednesday, Jun 7 2023 24 inch pipe Circular Diameter (ft) = 2.00 Invert Elev (ft) = 100.00 Slope (%) = 1.00 N-Value = 0.013 Calculations Compute by: Known Depth Known Depth (ft) = 1.90 Highlighted Depth (ft) = 1.90 Q (cfs) = 24.30 Area (sqft) = 3.08 Velocity (ft/s) = 7.88 Wetted Perim (ft) = 5.39 Crit Depth, Yc (ft) = 1.75 Top Width (ft) = 0.86 EGL (ft) = 2.86 0 1 2 3 4 Elev (ft)Depth (ft)Section 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 102.50 2.50 103.00 3.00 Reach (ft) Maximum Q =5.25 CFS Orifice Height =4 IN Orifice Width =20 IN Invert elevation of orifice =1217.8 FT Orifice Equation: Q = flow [CFS] = KA(2gh)^0.5 K = orifice flow coefficient = 0.95 A = cross sectional area of orifice [SF] 0.542 SF g = gravitational constant = 32.2 [FT/S^2] h = hydraulic head [FT] = height of water surface above centerline of orifice Orifice Outflow Water Surface Elevation to Parkway Culvert Hydraulic Head [FT] [CFS] (ft) 1218.25 2.20 0.28 1218.50 3.84 0.53 1218.75 4.36 0.78 1219.00 4.83 1.03 1219.25 5.25 1.28 1219.50 5.64 1.53 Page 1 of 1 Hydrology Study TM 20431, Fontana CA Prepared by MFKessler VII. HYDROLOGY MAP-EXISTING AND DEVELOPED CONDITIONS HYDROLOGY MAP TRACT MAP NO. 20431 EXISTING CONDITION HYDROLOGY MAP TRACT MAP NO. 20431 DEVELOPED CONDITION CHARGE STATION EV CH A R G E ST A T I O N EV CH A R G E ST A T I O N EV CH A R G E ST A T I O N EV CH A R G E ST A T I O N EV CH A R G E ST A T I O N EV CH A R G E ST A T I O N