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2932312--'1 3z3 IVIIIINIIIIV o= 12--'1 3z3 For Property Located in the Southeast Quarter of Section 17, T5S., RM, SBM La Quinta, California Rough Grad'mg and Hy drobgy Approved 1130103 -A Esplanade j Tract Ma No. 29323-1 & 29323 f ESSI Revised February 18, 2005 NO. 43880 Prepared for: lE OF C La Quinta Dunes 350, Inc. 5005 Calle San Rafael, B-1 "I Palm Springs, California 4DMainiero, Smith and Associates, Inc. Planning /Civil Engineering /Land Surveying 777 East Tahquitz Canyon Way, Suite 301 / Palm Springs, California 92262-6784 Telephone (760) 320-9811 / FAX (760) 323-7893 ,� . J�%� :� �.,� . �. �' � a �. e Introduction is Esplanade (Tentative Tract 29323) proposes 349 single family homes situated in a portion of Section 17, Township 5 South, Range 7 East, San Bernardino Meridian (See Vicinity Map). Existing Conditions The Flood Insurance Rate Map for Riverside County, prepared by the Federal Emergency Management Agency (FEMA), designates the project site as Zone "C ". Zone "C" is defined as an area of minimal flooding (see FEMA Map). The project receives off -site flows (Q10 = 11.74 cfs, Q100 = 20.03 cfs) from a portion of the adjacent Bermuda Dunes Country Club (7.7 acres) as shown on the Off -Site Offsite Hydrology Map. Hydrology Requirements The City of La Quinta and Coachella Valley Water District have flood control jurisdiction for this project. The City has required that the project must retain the runoff generated from the project in the 100 -year storm. The City requires that 10 -year, 1 -hour peak flows must be conveyed below the top of curb, and 100 -year, 1 -hour peak flows must be conveyed within the public utility easement. This project proposes a public utility easement that is typically 10 -feet behind the curb. The public utility easement will be dedicated for drainage purposes. The storm drain system is designed to maintain a hydraulic grade line (HGQ below catch basin openings. Hydrologic and Hydraulic Methods Hydrologic Methods - The Rational Method computer program based on the 1978 Riverside County Flood Control & Water Conservation District Hydrology Manual was used to determine the peak runoff As as in the 10 -year and 100 -year one -hour storms. The Rational Method Data used in the calculations is as follows: Off -Site and On -Site Soil Group: A Urban Cover: Residential Runoff Index (RI) Number: 32 Intensity Duration Curve: Palm Springs Storm Frequency: 100 -Year and 10 -Year The Synthetic Unit Hydrograph, Shortcut Method was used to determine the volume of storm runoff in the 100 -year storm. The 3 -hour, 6 -hour and 24 -hour storms were analyzed, with the 3 -hour storm producing the maximum runoff for the project. The residential area is the dominant factor in the runoff calculations; therefore the storm that produces the largest effective rain for residential areas will be the storm that produces the largest total runoff. Area type Ac. 3hr. Eff. Rain Inches /Hour Runoff Acre -ft 6hr. Eff. Rain Inches /Hour Runoff Acre -ft 24hr. Eff. Rain Inches /Hour Runoff Acre -ft Residential 122.46 1.035 13.78 0.788 8.04 0.540 5.51 Ret. Basin 11.48 0.601 0.57 0.445 0.43 0.450 0.43 Streets 6.58 1.877 1.03 2.075 1.14 3.645 2.00 Totals 140.52 15.38 9.61 7.94 The Synthetic Unit Hydrograph Data used in the calculations is as follows: Off -Site and On -Site 41 [5] Unit Time (Minutes): A unit time of 10 minutes for the 3 -Hour Storm, 15 minutes for the 6 -hour storm and 60'-minutes for the 24 -hour storm are chosen because they sufficiently represents the changing intensity of the storm and produce accurate results. A shorter duration unit time produces nearly identical • results. [9] Storm Frequency: 100 -Year, 3 -Hour [10] Total Adjusted Storm: 2.2 inches (See Plates F — 5 attached) Impervious Area: 50- Percent (Single Family Residence) 90- Percent (Fred Waring Dr. and Jefferson Street) 10- Percent (Retention Areas) [13] Constant Loss Rate (Fp): Fp = 0.74 (1 — (0.9)(Ai)) Ai = Percentage Impervious (decimal format) Fp for Single Family Residence = 0.41 inches /hour Fp for Fred Waring Dr. and Jefferson Street = 0.14 inches /hour Fp for Retention Basins = 0.74 inches /hour [14] Low Loss Rate: Low loss rate is the percentage of runoff that can be absorbed by infiltration. The remainder of flow is anticipated to always get to the retention basin. 90- Percent (Single Family and Retention Basins) 19- Percent (Fred Waring Dr. and Jefferson Street) EFFECTIVE RAIN: The effective rain value is used to calculate the runoff volume for the three types of development areas, Residential, Offsite Streets and Retention Basins. The effective rain values are 1.035, 1.877 and 0.601 inches per acre, respectfully. The formula for volume runoff is Effective Rain /12 x acres of development. Hydraulic Methods - The Eagle Point Storm -Cad computer program was used to determine the Hydraulic Grade Line of the storm drain. The Catch Basin Capacity Charts were used to determine the required width to capture the 100 -year peak flows, or a portion thereof. The depths of flow in the streets are calculated using Manning's Equation (see Street Capacity Charts). Sand Filter Calculations — The proposed Site is divided into three tributary areas. Sand Filters are calculated using the City of La Quinta standards for each area (see Sand Filter Calculations). Proposed Flood Control Improvements The Rational Method Hydrology Map illustrates tributary areas that drain to Nodes 103, 106, 107, 203, 402, 512, 603, 1002, 1102 and 1103. Elevations are extracted from the Tract 29323 Rough Grading Plan (submitted as part of the Rough Grading Plan package). At Node 103, two 17 -foot flow -by catch basins are proposed on each side of the street. Flows are conveyed to Retention Basins 6 & 7. At Node 106, two 12 -foot flow -by catch basins are proposed on each side of the street. Flows are conveyed to Retention Basins 6 & 7. At Node 107, curb openings are proposed on each side of the street. Flows are conveyed to Retention Basins 6 & 7. At Node 203, curb openings are proposed on each side of the street. Flows are conveyed to Retention Basins 1 U. • At Node 402, curb openings are proposed on each side of the street. Flows are conveyed to Retention Basins 3 & 4. • At Node 512, one 4 -foot sump catch basin is proposed on the west side of the street. A storm drain pipe conveys flow from the proposed catch basin to Retention Basins 3. At Node 603, two 17 -foot flow -by catch basins are proposed on each side of the street. Storm drain pipes convey flows from the proposed catch basins to Retention Basins 6 & 7. At Node 1002, two 5 -foot sump catch basins are proposed on each side of the street. Flows are conveyed to Retention Basin 1. At Node 1102, one 4 -foot flow -by catch basin is proposed on the north side of the street. A storm drain pipe convey flows from the proposed catch basin to Retention Basin 8. At Node 1103, one 11 -foot sump catch basin is proposed on the north side of the street. A storm drain pipe conveys flow from the proposed catch basin to Retention Basins 7. The Unit Hydrograph Hydrology Map indicates the areas tributary to the retention basins in the 100 -year, 3 -hour storm. The Synthetic Unit Hydrograph, Shortcut Method calculations indicate the 100 -year runoff volumes for each Development Type (Residential, Retention Basin, and Offsite Streets). Drainage Area 1 conveys its flows to Retention Basins 1 and 2. The runoff volume is greater than their capacity and flows overflow to Retention Basin 3. Retention Basin 1's 100 -year water surface is established as the top of grate elevation of the overflow pipe (50.0). Basin 2's 100 -year water surface elevation is established by the top of weir elevation at the south end of the basin (51.0). Drainage Area 2 conveys its flows to Retention Basins 3 and 4, combined with the overflow from Basin 2. The runoff volume is greater than their capacity and flows overflow to Retention Basin 5. Retention Basin 3's 100 -year water surface is established as the top of grate elevation of the overflow pipe (49.0). Basin 4's 100 -year water surface elevation is established by the top of weir elevation at the south end of the basin (47.6). Basin 5's water surface elevation is the 0.3 -feet above the bottom, or 42.6. Drainage Area 3 conveys its flows to Retention Basins 6, 7 and 8. A small percentage of runoff in Jefferson Street (north half) currently does not drain to the retention basins, however the retention basins have accounted for the runoff. The runoff volume is adequately handled in the three basins. Retention Basin 6's 100 -year water surface is established as the top of grate elevation of the overflow pipe (42.0). Basin 7's 100 -year water surface elevation is established by the catch basin flowline elevation (39:03) at the southeast corner of the basin. Similarly, Retention Basin 8's water surface elevation is 58.03. Drainage Area 1 Runoff Calculations Area Type Area (Ac.) Effective Rain (inches /hour) Runoff Volume (Ac -Ft) Residential 32.57 1.035 2.81 Retention Basins 1 & 2 2.24. 0.601 0.11 Offsite Residential Area 7.70 1.035 0.66 Overflow from Basin n/a n/a n/a Total Runoff 3.58 L� • • • Drainage Area 1 (Cont.) Retention Basin Capacity Basin No. Canacitv (Ac -Ftl Retention Basin 1 Capacity 2 -feet deep) -0.62 Retention Basin 2 Capacity 3 -feet deep) -1.80 Overflow to Basin 3 1.16 Drainage Area 2 Runoff Calculations Area Tvne Area (Ac.) Effective Rain (inches /hourl Runoff Volume (Ac -Ftl Residential 16.56 1.035 1.43 Retention Basins 3, 4 & 5 2.23 0.601 0.11 Offsite Residential Area n/a n/a n/a Overflow from Basin 2 n/a n/a 1.16 Total Runoff 2.70 Retention Basin Capacity Basin No. Canacitv (Ac -Ft) Retention Basin 3 Capacity 3 -feet deep) -1.46 Retention Basin 4 Capacity 1.6 -feet deep) -1.10 Retention Basin 5 Capacity 0.3 -feet deep) -0.14 Total Capacity -2.70 Drainage Area 3 Runoff Calculations Area Tvae Area (Ac.) Effective Rain (inches /hour) Runoff Volume (Ac -Ftl Residential 65.63 1.035 5.66 Retention Basins 6, 7 & 8 7.01 0.601 0.35 Mite Streets 6.58 1.877 1.03 Overflow from Basin n/a n/a n/a Total Runoff 7.04 Retention Basin Capacity Basin Flo. Caoacitv (Ac-Ft) Retention Basin 6 Capacity 1.6 -feet deep) -0.63 Retention Basin 7 Capacity 2.3 -feet deep) -5.29 Retention Basin 8 Capacity 4.0 -feet deep) -1.12 Total Capacity -7.04 Results The Rational Method results indicate that the 10 -year peak flows are conveyed within the streets and below the top of curb, and the 100 -year peak flows are conveyed within the street public utility easement. Synthetic Unit Hydrograph, Shortcut Method results indicate that the 3 -hour storm produces the maximum runoff volume in the 100 -year storm. The Unit Hydrograph Hydrology Map illustrates that the Retention Basins provide adequate retention volume. Conclusion In conclusion, Esplanade — Tentative Tract 29323 meets the hydrologic and hydraulic requirements set by the City of La Quinta and CVWD. • • • VICINITY MAP . • � 0. . 40TH AVENUE coy Sr . ,� � 'may cLV qTF ° �C o @ OR 0 FRF z VqY 0 t Z 42ND AVENUE Z MGM FRED WARING DR L�Q Q�iN C! Q Z w Li MILES AVE -' SITE INDiO VICINITY MAP N.T.S. k R w w z 0 2 • RATIONAL METHOD CALCULATIONS 100 -YEAR STORM • RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -94 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 6/01/94 License ID 1304 Analysis prepared by: MAINIERO, SMITH & ASSOCIATES, INC. CIVIL & ENVIRONMENTAL ENGINEERING, SURVEYING AND LAND PLANNING 777 TAHQUIST CANYON WAY, SUITE 301 PALM SPRINGS, CALIFORNIA 92262 -7066 # # * * # # * * + # * * + * * + # * * * # * * # #* DESCRIPTION OF STUDY # * * * # * * * #x * * # * * # + * * # * * # # ** * Cornerstone Developers * Esplande * 100 Year Storm FILE NAME: 1572A100.DAT TIME /DATE OF STUDY: 11: 1 1/ 8/2003 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE _ .5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE _ .5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1,6000 SLOPE OF INTENSITY DURATION CURVE = .5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES xx++ xxx*#++ x## x## x*+# x*+ xx+* xx+* x## x#++##* x#+ * * +xxx #xx #+ + # + * + # +xx +xx #x # *xxx* FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< -------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 1150.00 UPSTREAM ELEVATION = 67.80 DOWNSTREAM ELEVATION = 51.15 ELEVATION DIFFERENCE = 16.65 TC = .393 *[( 1150.00 * *3) /( 16.65)] * *.2 = 15.349 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.526 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6995 SUBAREA RUNOFF(CFS) = 25.08 TOTAL AREA(ACRES) = 10.17 TOTAL RUNOFF(CFS) = 25.08 x# x## xx## x##+ x+ xx*+ xx#* x#+ x## xx#+ xx+•#+xx++. xxx!:# *x # #ea+#��_xs::;.: * + #. *x # #.xx FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< - - -- ------------------------------------------- UPSTREAM ELEVATION = 51.15 DOWNSTREAM ELEVATION = 49.85 • STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 • DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 26.36 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .56 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.80 PRODUCT OF DEPTH &VELOCITY = 1.56 STREETFLOW TRAVELTIME(MIN) = 1.55 TC(MIN) = 16.90 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.335 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6933 SUBAREA AREA(ACRES) = 1.11 SUBAREA RUNOFF(CFS) = 2.57 SUMMED AREA(ACRES) = 11.28 TOTAL RUNOFF(CFS) = 27.65 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .58 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 2.71 DEPTH *VELOCITY = 1.56 FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.335 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6933 SUBAREA AREA(ACRES) = 3.39 SUBAREA RUNOFF(CFS) = 7.84 TOTAL AREA(ACRES) = 14.67 TOTAL RUNOFF(CFS) = 35.49 TC(MIN) = 16.90 Per Street Capacity Charts, S- 0.005 and D= 0.56 -feet. Per Catch Basin Capacity Charts, 17 -foot catch basins intercept 27.20 cfs, And 8.29 cfs overflows to Node 104. FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<< - - ------------------------------ USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.90 RAIN INTENSITY(INCH /HOUR) = 3.33 TOTAL AREA(ACRES) = 14.67 TOTAL RUNOFF(CFS) = 8.29 FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<< - - -- ------------------------------- UPSTREAM ELEVATION = 49.85 DOWNSTREAM ELEVATION = 48.48 STREET LENGTH(FEET) = 270.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 12.44 • STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .46 HALFSTREET FLOODWIDTH(FEET) = 16.82 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.11 PRODUCT OF DEPTH &VELOCITY = .98 STREETFLOW TRAVELTIME(MIN) = 2.13 TC(MIN) = 19.03 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.113 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6856 SUBAREA AREA(ACRES) = 3.91 SUBAREA RUNOFF(CFS) = 8.34 SUMMED AREA(ACRES) = 18.58 TOTAL RUNOFF(CFS) = 16.63 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 18.55 FLOW VELOCITY(FEET /SEC.) = 2.34 DEPTH *VELOCITY = 1.16 «« x« x««« x« x« xx« x««««« xxxxxxx« xx« xx«« xx««« x««« « « «x « « « « « « « « «x «x « « « « « «x « « « «x «xx FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<< ----------------------------- UPSTREAM ELEVATION = 48.48 DOWNSTREAM ELEVATION = 47.07 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 19.79 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .52 HALFSTREET FLOODWIDTH(FEET) = 19.71 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.47 PRODUCT OF DEPTH &VELOCITY = 1.29 STREETFLOW TRAVELTIME(MIN) = 1.89 TC(MIN) = 20.92 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.947 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6794 SUBAREA AREA(ACRES) = 3.16 SUBAREA RUNOFF(CFS) = 6.33 SUMMED AREA(ACRES) = 21.74 TOTAL RUNOFF(CFS) = 22.96 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .54 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 2.66 DEPTH *VELOCITY = 1.43 **********« x** xx««««« x«« xxxx«« xx« x«« xx«« xxx« xxx « «xxxxxxxxx « «x « «xx «xx « « «xxxxx FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<< UPSTREAM ELEVATION = 47.07 DOWNSTREAM ELEVATION 43.05 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 • * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 26.83 ** *STREET FLOWING FULL * ** • STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .58 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.63 PRODUCT OF DEPTH &VELOCITY = 1.51 STREETFLOW TRAVELTIME(MIN) = 5.06 TC(MIN) = 25.98 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.599 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6653 SUBAREA AREA(ACRES) = 4.46 SUBAREA RUNOFF(CFS) = 7.71 SUMMED AREA(ACRES) = 26.20 TOTAL RUNOFF(CFS) = 30.67 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .59 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 2.80 DEPTH *VELOCITY = 1.66 Per Street Capacity Charts, S= 0.005 and D- 0.54 -feet. Per Catch Basin Capacity Charts, 12 -foot catch basins intercept 19.16 cfs, And 11.51 cfs overflows to Node 107. + xxx+ xx++ x+ x+ xx+ x+ x++ x+ xx+ x+ x+ xxx++ x+ xxxxxxx+ + +x +xx + +x +xxx + +x + +xx + + +xx +xxxx+ FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE« <<< --------------------------- USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 25.63 RAIN INTENSITY(INCH /HOUR) = 2.62 TOTAL AREA(ACRES) = 26.20 TOTAL RUNOFF(CFS) = 11.51 • + x++++ x++ xx+ xxxxx+ xx++ xx++++++ x++ x++ xxxxx++ x+ +xx +x + + +x + +xx + +x +xxxx +x + +x +xxxx - -FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< - - ---------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 25.63 RAINFALL INTENSITY(INCH /HR) = 2.62 TOTAL STREAM AREA(ACRES) = 26.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.51 x+ x++ x+ x+ x+ x+++++++ xx+ xxxx+ xx+++ xxx++ xx+ xxx+ xxx +xxxxxxxxx +xx +xx +xxx +xxxx + +xx FLOW PROCESS FROM NODE 801.00 TO NODE 106.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< - ---------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 1370.00 UPSTREAM ELEVATION = 53.10 DOWNSTREAM ELEVATION = 43.05 ELEVATION DIFFERENCE = 10.05 TC = .393 *[( 1370.00 * *3) /( 10.05)] * *.2 = 18.860 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.129 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEBFIC'IF.NT = .6862 SUBAREA RUNOFF(CFS) = 20.16 TOTAL AREA(ACRES) = 9.39 TOTAL RUNOFF(CFS) = 20.16 +++ xx+++ x++ xx++ xxxxx++ x+ xxxxxxxx++ xxx+ x+ xxx++ x + +x +xx +xxxx + + +xx + + + +xxxxx +x + +x - -FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 -------------------------------------------- --- ---- --- -------- -- - - - - -- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>> AND COMPUTE VARIOUS- CONFLUENCED= STREAM- VALUES<< «<------------------- - - - - TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) _ '18.86 RAINFALL INTENSITY(INCH /HR) = 3.13 TOTAL STREAM AREA(ACRES) = 9.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.16 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 11.51 25.63 2.620 26.20 2 20.16 18.86 3.129 9.39 ## * * * # #r * * +rr *x * # *x *r #r * * * * + * * * *+ WARNING** r + * * + +x * # * * * * * * * * * * +xx *rr * *r + * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 28.63 18.86 3.129 2 28.39 25.63 2.620 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 28.63 Tc(MIN.) = 18.86 TOTAL AREA(ACRES) = 35.59 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<< UPSTREAM ELEVATION = 43.05 DOWNSTREAM ELEVATION 42.18 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 29.08 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) _ .59 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.65 PRODUCT OF DEPTH &VELOCITY = 1.58 STREETFLOW TRAVELTIME(MIN) = 1.26 TC(MIN) = 20.12 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.014 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6820 SUBAREA AREA(ACRES) _ .44 SUBAREA RUNOFF(CFS) _ .90 SUMMED AREA(ACRES) = 36.03 TOTAL RUNOFF(CFS) = 29.54 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .59 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 2.69 DEPTH *VELOCITY = 1.60 FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 10 ---------------------------------------------------------------------------- »» >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <4<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 1115.00 UPSTREAM ELEVATION = 67.80 DOWNSTREAM ELEVATION = 51.69 ELEVATION DIFFERENCE = 16.11 TC = .393 *[( 1115.00 * *3) /( 16.11)] * *.2 = 15.167 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.551 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7003 SUBAREA RUNOFF(CFS) = 19.27 TOTAL AREA(ACRES) = 7.75 TOTAL RUNOFF(CFS) = 19.27 FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ------ - - - - -- --------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.17 RAINFALL INTENSITY(INCH /HR) = 3.55 TOTAL STREAM AREA(ACRES) = 7.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.27 FLOW PROCESS FROM NODE 211.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« <<< -- -- -- - - - - -- ---- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 1000.00 UPSTREAM ELEVATION = 64.10 DOWNSTREAM ELEVATION = 51.69 ELEVATION DIFFERENCE = 12.41 TC = .393 *[( 1000.00 * *3) /( 12.41)] * *.2 = 14.969 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.578 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7011 SUBAREA RUNOFF(CFS) = 15.75 TOTAL AREA(ACRES) = 6.28 TOTAL RUNOFF(CFS) = 15.75 FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = - = =2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.97 RAINFALL INTENSITY(INCH /HR) = 3.58 TOTAL STREAM AREA(ACRES) = 6.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.75 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 19.27 15.17 3.551 7.75 2 15.75 14.97 3.578 6.28 # t * # # * * * * # * * # # * * * * # * * * # # * # # * * # * *# WARNING*** * * * # # * # # # * * * # # # * * * * # * # * * * # * * * #* IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 34.77 14.97 3.578 2 34.90 15.17 3.551 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 34.90 Tc(MIN.) = 15.17 TOTAL AREA(ACRES) = 14.03 FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 51.69 DOWNSTREAM ELEVATION = 51.09 STREET LENGTH(FEET) = 140.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 35.06 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) _ .63 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.80 PRODUCT OF DEPTH &VELOCITY = 1.77 STREETFLOW TRAVELTIME(MIN) _ .83 TC(MIN) = 16.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.442 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6968 SUBAREA AREA(ACRES) _ .13 SUBAREA RUNOFF(CFS) _ .31 SUMMED AREA (ACRES) = 14.16 TOTAL RUNOFF (CFS) = 35.21 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .63 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 2.81 DEPTH *VELOCITY = 1.78 FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 1 ---------------------------------------------------------------------------- - - >>>>> DESIGNATE - INDEPENDENT - STREAM - FOR - CONFLUENCE« <<<--------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.00 RAINFALL INTENSITY(INCH /HR) = 3.44 TOTAL STREAM AREA(ACRES) = 14.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.21 xttttxxtxt++ xxtxxtt+++ tx« tt++ xxxttt+ xxtttt+ x« xttt +xxxx «x +xxxxtt +txxxttt +xxx« FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< --------------- - - - - -- - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 780.00 UPSTREAM ELEVATION = 67.30 DOWNSTREAM ELEVATION = 58.04 ELEVATION DIFFERENCE = 9.26 TC = .393 *[( 780.00 * *3) /( 9.26)] * *.2 = 13.674 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.770 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7069 SUBAREA RUNOFF(CFS) = 15.19 TOTAL AREA(ACRES) = 5.70 TOTAL RUNOFF(CFS) = 15.19 xtttx« xtt«++ xxxttt++ xx«+ t+ xtx« t« xxxxttx« xxt« txxxtxx +xtxx «tx + + «xxtttx +xxttt +x FLOW PROCESS FROM NODE 302.00 TO NODE 203.00 IS CODE = 6 ---------------------------------------------------------------------------- - ->>>>> COMPUTE- STREETFLOW- TRAVELTIME- THRU- SUBAREA<< «<---------------------- UPSTREAM ELEVATION = 58.04 DOWNSTREAM ELEVATION = 51.09 STREET LENGTH(FEET) = 1125.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 27.64 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) _ .56 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.94 PRODUCT OF DEPTH &VELOCITY = 1.63 STREETFLOW TRAVELTIME(MIN) = 6.38 TC(MIN) = 20.06 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.020 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6822 SUBAREA AREA(ACRES) = 11.98 SUBAREA RUNOFF(CFS) = 24.68 SS 17.68 TOTAL RurvOFF(CFS) = 39.87 A END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .61 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 3.39 DEPTH *VELOCITY = 2.08 FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< -- >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.06 RAINFALL INTENSITY(INCH /HR) = 3.02 TOTAL STREAM AREA(ACRES) = 17.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 39.87 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 35.21 16.00 3.442 14.16 2 39.87 20.06 3.020 17.68 * ix##**# xi#* i* f* rtt xx** i# xi*** i# xWARNING*## * * #xxi *ii #xxr # *r *ti # *xi # *x * + *r# IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 67.02 16.00 3.442 2 70.76 20.06 3.020 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 70.76 Tc(MIN.) = 20.06 TOTAL AREA(ACRES) = 31.84 FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< - - -- -------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 1300.00 UPSTREAM ELEVATION = 60.00 DOWNSTREAM ELEVATION = 51.03 ELEVATION DIFFERENCE = 8.97 TC = .393 *(( 1300.00 * *3) /( 8.97)] * *.2 = 18.696 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.145 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6867 SUBAREA RUNOFF(CFS) = 18.73 TOTAL AREA(ACRES) = 8.67 TOTAL RUNOFF(CFS) = 18.73 FLOW PROCESS FROM NODE 402.00 TO NODE 402.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< -- ---------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ,*,RE: TIME OF CONCENTRATION(MIN.) = 18.70 RAINFALL INTENSITY(INCH /HR) = 3.15 TOTAL STREAM AREA(ACRES) = 8.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.73 FLOW PROCESS FROM NODE 402.00 TO NODE 402.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.10 RAINFALL INTENSITY(INCH /HR) = 3.20 TOTAL STREAM AREA(ACRES) = 3.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.86 ** CONFLUENCE DATA FLOW PROCESS FROM NODE 501.00 TO NODE 402.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< STREAM ASSUMED INITIAL SUBAREA UNIFORM Tc DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) AREA TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 (CFS) INITIAL SUBAREA FLOW - LENGTH = 1110.00 (INCH /HOUR) UPSTREAM ELEVATION = 57.60 1 DOWNSTREAM ELEVATION = 51.03 18.70 ELEVATION DIFFERENCE = 6.57 8.67 TC = .393 *[( 1110.00 * *3) /( 6.57)] * *.2 = 18.098 7.86 100 YEAR RAINFALL INTENSITY(INCH /HOUR) _ .3.205 3.205 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6888 SUBAREA RUNOFF(CFS) = 7.86 TOTAL AREA(ACRES) = 3.56 TOTAL RUNOFF(CFS) = 7.86 FLOW PROCESS FROM NODE 402.00 TO NODE 402.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.10 RAINFALL INTENSITY(INCH /HR) = 3.20 TOTAL STREAM AREA(ACRES) = 3.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.86 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 18.73 18.70 3.145 8.67 2 7.86 18.10 3.205 3.56 «+ + + + « + + + + + « + + + + + + + + + + *+ + + + + « + « ++ WARNING«+« « + + « + + + + + « + « + « + + « + + + + « « « + + « + + «+ IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 25.99 18.10 3.205 2 26.44 18.70 3.145 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.44 TC(MIN.) = 18.70 TOTAL AREA(ACRES) = 12.23 FLOW PROCESS FROM NODE 511.00 TO NODE 512.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< - - -- ---------------------------- ASSUMED INITIAL. SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 865.00 UPSTREAM ELEVATION = 57.30 DOWNSTREAM ELEVATION = 52.22 ELEVATION DIFFERENCE = 5.08 TC = .393 *[( 865.00 * *3) /( 5.08)) * *.2 = 16.405 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.393 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6952 SUBAREA RUNOFF(CFS) = 7.12 TOTAL AREA(ACRES) = 3.02 TOTAL RUNOFF(CFS) = 7.12 xxaaxxt + +xxaa «xxa + + «xaa +ax + +wwxtttxxxx wxxaa« xxx +x +x ++ +x «aa +xaxx + +axa +axx + +xx FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 1290.00 UPSTREAM ELEVATION = 60.80 DOWNSTREAM ELEVATION = 48.62 ELEVATION DIFFERENCE = 12.18 TC = .393 *[( 1290.00 * *3) /( 12.18)] * *.2 = 17.506 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.267 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6910 SUBAREA RUNOFF(CFS) = 20.59 TOTAL AREA(ACRES) = 9.12 TOTAL RUNOFF(CFS) = 20.59 x+ ax« a« xxxa«« x« axxatt« x«+« xxaa« xaxxxa+«« xx« xxx « +xxaax «x +a «x « «xxxat «xaxx «txax FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< - -- -- - -- - -- - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.51 RAINFALL INTENSITY(INCH /HR) = 3.27 TOTAL STREAM AREA(ACRES) = 9.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.59 +« a«+ xtaxxwaxxxtaxxxt« xxa« xxxaxxaa+ xxxax««+ axxa «xx+wxxaxwt +wxa+ +xxa +xxaaxxtx FLOW PROCESS FROM NODE 611.00 TO NODE 602.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< - - -- - -- ------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 930.00 UPSTREAM ELEVATION = 65.10 DOWNSTREAM ELEVATION = 48.62 ELEVATION DIFFERENCE = 16.48 TC = .393 *[( 930.00 * *3) /( 16.48)] * *.2 = 13.541 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.792 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7075 SUBAREA RUNOFF(CFS) = 16.90 TOTAL AREA(ACRES) = 6.30 TOTAL RUNOFF(CFS) = 16.90 + wwx++ xt+ wxa+« x+ t« x+« x+++ ax+ x«+++ xx+ wxxwwxxaxxa +w «a +axx + « « + « « + + +x « + « « «axx + «« FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CCNFLUE::CE « «< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « <<< - - -- - -- -- --- -- -- ------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.54 RAINFALL INTENSITY(INCH /HR) = 3.79 TOTAL STREAM AREA(ACRES) = 6.30 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 32.83 13.54 3.792 2 35.16 17.51 3.267 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.16 Tc(MIN.) = 17.51 TOTAL AREA(ACRES) = 15.42 FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA« «< - - -- - ------------------------------ UPSTREAM ELEVATION = 48.62 DOWNSTREAM ELEVATION = 46.20 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 9.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 36.46 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) _ .57 HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.69 PRODUCT OF DEPTH &VELOCITY = 2.12 STREETFLOW TRAVELTIME(MIN) = 1.40 TC(MIN) = 18.91 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.125 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6860 SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 2.62 SUMMED AREA(ACRES) = 16.64 TOTAL RUNOFF(CFS) = 37.77 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .57 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /$EC.) = 3.82 DEPTH *VELOCITY = 2.19 Per Street Capacity Charts, S- 0.078 and D= 0.57 -feet. Per Catch Basin Capacity Charts, 17 -foot catch basins intercept 27.93 cfs, And 9.84 cfs overflows to Node 107. FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 7 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.90 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 20.59 17.51 3.267 9.12 2 16.90 13.54 3.792 6.30 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 32.83 13.54 3.792 2 35.16 17.51 3.267 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.16 Tc(MIN.) = 17.51 TOTAL AREA(ACRES) = 15.42 FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA« «< - - -- - ------------------------------ UPSTREAM ELEVATION = 48.62 DOWNSTREAM ELEVATION = 46.20 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 9.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 36.46 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) _ .57 HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.69 PRODUCT OF DEPTH &VELOCITY = 2.12 STREETFLOW TRAVELTIME(MIN) = 1.40 TC(MIN) = 18.91 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.125 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6860 SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 2.62 SUMMED AREA(ACRES) = 16.64 TOTAL RUNOFF(CFS) = 37.77 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .57 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /$EC.) = 3.82 DEPTH *VELOCITY = 2.19 Per Street Capacity Charts, S- 0.078 and D= 0.57 -feet. Per Catch Basin Capacity Charts, 17 -foot catch basins intercept 27.93 cfs, And 9.84 cfs overflows to Node 107. FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 7 ---------------------------------------------------------------------------- • - ->>>>> USER - SPECIFIED - HYDROLOGY - INFORMATION - AT -NODE<< «<-------------------- USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 18.91 RAIN INTENSITY(INCH /HOUR) = 3.12 TOTAL AREA(ACRES) = 16.64 TOTAL RUNOFF(CFS) = 9.84 FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE'INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.91 RAINFALL INTENSITY(INCH /HR) = 3.12 TOTAL STREAM AREA(ACRES) = 16.64 PEAK FLOW RATE(CFS) AT CONFLUENCE 9.84 FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 865.00 UPSTREAM ELEVATION = 67.60 DOWNSTREAM ELEVATION = 55.97 ELEVATION DIFFERENCE = 11.63 TC = .393 *[( 865.00 * *3) /( 11.63)] * *.2 = 13.901 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.734 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7059 SUBAREA RUNOFF(CFS) = 15.10 TOTAL AREA(ACRES) = 5.73 TOTAL RUNOFF(CFS) = 15.10 FLOW PROCESS FROM NODE 702.00 TO NODE 603.00 IS CODE = 6 ---------------------------------------------------------------------------- >> »;-COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<< - - -- ---------------------------- UPSTREAM ELEVATION = 55.97 DOWNSTREAM ELEVATION = 46.20 STREET LENGTH(FEET) = 605.00 CURB HEIGHT(INCHES) 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 19.86 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .44 HALFSTREET FLOODWIDTH(FEET) = 15.66 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.86 PRODUCT OF DEPTH &VELOCITY = 1.70 STREETFLOW TRAVELTIME(MIN) = 2.61 TC(MIN) = 16.51 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.380 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6948 SUBAREA AREA(ACRES) = 4.07 SUBAREA RUNOFF(CFS) = 9.56 • SUMMED AREA(ACRES) = 9.80 TOTAL RUNOFF(CFS) = 24.66 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 17.40 ++ xx++« rx++« x+ xxxx« x+ x« xr+ xrx+« x+ WARNINGx+ xr + + «r +xxx +xxx +xrx +xx +xxx +x « + + «+ IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. xrrx+ r+«« r+++ xxxt r+« rr+« rx««+ xxrxrxx«++« rx+ +rr «xx + « « + +rt +xxx + « «xxx «r +xxx «+ FLOW VELOCITY(FEET /SEC.) = 3.92 DEPTH *VELOCITY = 1.86 CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< 3.380 TOTAL NUMBER OF STREAMS = - -- -- -- -- - -- - - -- 2 3.124 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.51 TOTAL AREA(ACRES) = 26.44 RAINFALL INTENSITY(INCH /HR) = 3.38 TOTAL STREAM AREA(ACRES) = 9.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.66 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 9.84 18.91 3.124 16.64 2 24.66 16.51 3.380 9.80 ++ xx++« rx++« x+ xxxx« x+ x« xr+ xrx+« x+ WARNINGx+ xr + + «r +xxx +xxx +xrx +xx +xxx +x « + + «+ IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. xrrx+ r+«« r+++ xxxt r+« rr+« rx««+ xxrxrxx«++« rx+ +rr «xx + « « + +rt +xxx + « «xxx «r +xxx «+ +«« xx«« r+ xx++ x«+«« x+ xx+« xxr+r x++ xx+ xx+ x«+ xxxx + «x + + « + + + «r « +xx « « « « « « + « « + + « + « «« FLOW PROCESS FROM NODE 603.00 TO NODE 107.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<< - -- -- ------------------------------ UPSTREAM ELEVATION = 46.20 DOWNSTREAM ELEVATION = 42.18 STREET LENGTH(FEET) = 270.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 34.27 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARMIAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .54 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.97 PRODUCT OF DEPTH &VELOCITY = 2.13 STREETFLOW TRAVELTIME(MIN) = 1.13 TC(MIN) = 17.64 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.252 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 33.25 16.51 3.380 2 32.64 18.91 3.124 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.25 Tc(MIN.) = 16.51 TOTAL AREA(ACRES) = 26.44 +«« xx«« r+ xx++ x«+«« x+ xx+« xxr+r x++ xx+ xx+ x«+ xxxx + «x + + « + + + «r « +xx « « « « « « + « « + + « + « «« FLOW PROCESS FROM NODE 603.00 TO NODE 107.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<< - -- -- ------------------------------ UPSTREAM ELEVATION = 46.20 DOWNSTREAM ELEVATION = 42.18 STREET LENGTH(FEET) = 270.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 34.27 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARMIAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .54 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.97 PRODUCT OF DEPTH &VELOCITY = 2.13 STREETFLOW TRAVELTIME(MIN) = 1.13 TC(MIN) = 17.64 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.252 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6905 SUBAREA AREA(ACRES) _ .90 SUBAREA RUNOFF(CFS) = 2.02 SUMMED AREA(ACRES) = 27.34 TOTAL RUNOFF(CFS) = 35.28 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .54 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 4.09 DEPTH *VELOCITY = 2.19 FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 35.28 17.64 3.252 27.34 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 29.54 20.12 3.014 36.03 ## «xxt #xxxt +x «tx #xxxttxxxt # «x «t «* WARNING* xxxx + «xt #xxx # +xxttxxxtx #xxt # «xtt« IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. t# kttt# ttttk+ tt#+ x* tk# k«k kkxtt#+ xt# kx« ttk« ttx «tt # «txtk #xi # #tttt #xtt # # «xttk ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 61.18 17.64 3.252 2 62.23 20.12 3.014 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 61.18 Tc(MIN.) = 17.64 TOTAL AREA(ACRES) = 63.37 FLOW PROCESS FROM NODE 1001.00 TO NODE 1002.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< - - -- ------------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 68.00 DOWNSTREAM ELEVATION = 51.70 ELEVATION DIFFERENCE = 16.30 TC = .393 *[( 1000.00 * *3) /( 16.30)] * *.2 = 14.175 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.693 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7046 SUBAREA RUNOFF(CFS) = 20.03 TOTAL AREA(ACRES) = 7.70 TOTAL RUNOFF(CFS) = 20.03 #++ xx+ xxx#+ xx+ x«+ t++ xt++ xt++« x++ x«+ xx++ xxx++# x + +x # + +x + +xxx +xxxt + #x « + +xxx # + +x FLOW PROCESS FROM NODE 1101.00 TO NODE 1102.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< -- ----------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 610.00 UPSTREAM ELEVATION = 62.17 DOWNSTREAM ELEVATION = 58.35 ELEVATION DIFFERENCE = 3.82 TC = .303 *[( 610.00 * *3) /( 3.82)] * *.2 = 10.874 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.306 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8643 SUBAREA RUNOFF(CFS) = 3.76 TOTAL AREA(ACRES) = 1.01 TOTAL RUNOFF(CFS) = 3.76 Per Catch Basin Capacity Charts, A 4 -foot catch basin will intercept total flow. FLOW PROCESS FROM NODE 1102.00 TO NODE 1102.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.87 RAIN INTENSITY(INCH /HOUR) = 4.31 TOTAL AREA(ACRES) = 1.01 TOTAL RUNOFF(CFS) = .01 FLOW PROCESS FROM NODE 1102.00 TO NODE 1103.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<< - -- -- ------------------------------ UPSTREAM ELEVATION = 58.35 DOWNSTREAM ELEVATION = 39.40 STREET LENGTH(FEET) = 1245.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.59 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .31 HALFSTREET FLOODWIDTH(FEET) = 8.96 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.81 PRODUCT OF DEPTH &VELOCITY = .86 STREETFLOW TRAVELTIME(MIN) = 7.37 TC(MIN) = 18.25 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.190 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8577 SUBAREA AREA(ACRES) = 1.98 SUBAREA RUNOFF(CFS) = 5.42 SUMMED AREA(ACRES) = 2.99 TOTAL RUNOFF(CFS) = 5.43 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 12.85 FLOW VELOCITY(FEET /SEC.) = 3.07 DEPTH *VELOCITY = 1.18 FLOW PROCESS FROM NODE 1103.00 TO NODE 1103.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< - - -- -- - -- --------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.25 RAINFALL INTENSITY(INCH /HR) = 3.19 TOTAL STREAM AREA(ACRES) = 2.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.43 - -FLOW PROCESS FROM NODE 1201.00 TO NODE 1103.00 IS CODE = 21 ------------------------------------------ ------- ---------- ------- - - -- - -- FLOW PROCESS FROM NODE 1103.00 TO NODE 1103.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE'INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR -INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.01 RAINFALL INTENSITY(INCH /HR) = 3.88 TOTAL STREAM AREA(ACRES) = 1.83 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.12 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 5.43 18.25 3.190 2.99 2 6.12 13.01 3.881 1.83 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 9.99 13.01 3.881 2 10.46 18.25 3.190 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.99 Tc(MIN.) = 13.01 TOTAL AREA(ACRES) = 4.82 FLOW PROCESS FROM NODE 1301.00 TO NODE 1302.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ------------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K* [ (LENGTH * *3) /(ELEVATION CHANGE) ] ".2 INITIAL SUBAREA FLOW- LENGTH = 920.00 UPSTREAM ELEVATION = 47.59 DOWNSTREAM ELEVATION = 45.75 ELEVATION DIFFERENCE = 1.84 TC = .303 *[( 920.00 * *3) /( 1.84)] * *.2 = 16.103 . 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.429 SOIL CLASSIFICATION IS "A" >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *((LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 1060.00 UPSTREAM ELEVATION = 47.59 DOWNSTREAM ELEVATION = 39.40 ELEVATION DIFFERENCE = 8.19 TC = .303 *(( 1060.00 * *3) /( 8.19)] * *.2 = 13.005 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.881 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8620 SUBAREA RUNOFF(CFS) = 6.12 TOTAL AREA(ACRES) = 1.83 TOTAL RUNOFF(CFS) = 6.12 FLOW PROCESS FROM NODE 1103.00 TO NODE 1103.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE'INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR -INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.01 RAINFALL INTENSITY(INCH /HR) = 3.88 TOTAL STREAM AREA(ACRES) = 1.83 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.12 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 5.43 18.25 3.190 2.99 2 6.12 13.01 3.881 1.83 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 9.99 13.01 3.881 2 10.46 18.25 3.190 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.99 Tc(MIN.) = 13.01 TOTAL AREA(ACRES) = 4.82 FLOW PROCESS FROM NODE 1301.00 TO NODE 1302.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ------------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K* [ (LENGTH * *3) /(ELEVATION CHANGE) ] ".2 INITIAL SUBAREA FLOW- LENGTH = 920.00 UPSTREAM ELEVATION = 47.59 DOWNSTREAM ELEVATION = 45.75 ELEVATION DIFFERENCE = 1.84 TC = .303 *[( 920.00 * *3) /( 1.84)] * *.2 = 16.103 . 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.429 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8593 SUBAREA RUNOFF(CFS) = 5.98 TOTAL AREA(ACRES) = 2.03 TOTAL RUNOFF(CFS) = 5.98 J FLOW PROCESS FROM NODE 1302.00 TO NODE 1303.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 45.75 DOWNSTREAM ELEVATION = 42.79 STREET LENGTH(FEET) = 680.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 51.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 25.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 8.53 STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .52 HALFSTREET FLOODWIDTH(FEET) = 19.68 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.14 PRODUCT OF DEPTH &VELOCITY = 1.11 STREETFLOW TRAVELTIME(MIN) = 5.30 TC(MIN) = 21.41 0 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.908 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8556 SUBAREA AREA(ACRES) = 2.03 SUBAREA RUNOFF(CFS) = 5.05 SUMMED AREA(ACRES) = 4.06 TOTAL RUNOFF(CFS) = 11.03 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .55 HALFSTR.EET FLOODWIDTH(FEET) = 21.22 FLOW VELOCITY(FEET /SEC.) = 2.39 DEPTH *VELOCITY = 1.31 - -- - -- ------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 11.03 TC(MIN.) = 21.41 TOTAL AREA(ACRES) = 4.06 -- -- - -- ------------------------------------- END OF RATIONAL METHOD ANALYSIS 0 • RATIONAL METHOD CALCULATIONS 10 -YEAR STORM • • RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -94 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 6/01/94 License ID 1304 Analysis prepared by: MAINIERO, SMITH & ASSOCIATES, INC. CIVIL & ENVIRONMENTAL ENGINEERING, SURVEYING AND LAND PLANNING 777 TAHQUIST CANYON WAY, SUITE 301 PALM SPRINGS, CALIFORNIA 92262 -7066 * #« + * *x # *x # +x *x # *x *x * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Conerstone Developers * Esplande * 10 Year Storm FILE NAME: 1572A.DAT TIME /DATE OF STUDY: 10:20 1/ 8/2003 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE _ .5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE _ .5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.0100 SLOPE OF INTENSITY DURATION CURVE = .5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ----------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 1150.00 UPSTREAM ELEVATION = 67.80 DOWNSTREAM ELEVATION = 51.15 ELEVATION DIFFERENCE = 16.65 TC = .393 *[( 1150.00 * *3) /( 16.65)] * *.2 = 15.349 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.229 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6481 SUBAREA RUNOFF(CFS) = 14.69 TOTAL AREA(ACRES) = 10.17 TOTAL RUNOFF(CFS) = 14.69 FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< <<< UPSTREAM ELEVATION = STREET LENGTH(FEET) = -- 51.15 260.00 -- --------------------------------------- DOWNSTREAM ELEVATION = 49.85 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 15.43 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .49 HALFSTREET FLOODWIDTH(FEET) = 17.98 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.30 PRODUCT OF DEPTH &VELOCITY = 1.12 STREETFLOW TRAVELTIME(MIN) = 1.88 TC(MIN) = 17.23 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.084 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6407 SUBAREA AREA(ACRES) = 1.11 SUBAREA RUNOFF(CFS) = 1.48 SUMMED AREA(ACRES) = 11.28 TOTAL RUNOFF(CFS) = 16.17 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .50 HALFSTREET FLOODWIDTH(FEET) = 18.55 FLOW VELOCITY(FEET /SEC.) = 2.27 DEPTH *VELOCITY = 1.13 t«+« t««+««« t«« t+« tt+ x«« tx« t«« t« tt«««« x«« xx««+ +t « + + « « + + «« +x + « «x « «xx « « + « « + +t «« FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.084 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6407 SUBAREA AREA(ACRES) = 3.39 SUBAREA RUNOFF(CFS) = 4.53 TOTAL AREA(ACRES) = 14.67 TOTAL RUNOFF(CFS) = 20.70 TC(MIN) = 17.23 Per Street Capacity Charts, S- 0.005 and D= 0.48 -feet Per Catch Basin Capacity Charts, 17 -foot catch basin intercept total flow. FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 7 ---------------------------------------------------------------------------- »» >USER SPECIFIED HYDROLOGY INFORMATION AT NODE« «< ------------------------------ USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 17.23 RAIN INTENSITY(INCH /HOUR) = 2.08 TOTAL AREA(ACRES) = 14.67 TOTAL RUNOFF(CFS) _ .01 xt+ tx++ xtxxx«+ x** xx******* x*** x*+** tx**«+«*** xxx + +«xx + +xxxx +xtxx +txxxx « +xx +x FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<< - --- - - - - -- --------------- - UPSTREAM ELEVATION = 49.85 DOWNSTREAM ELEVATION = 48.48 STREET LENGTH(FEET) = 270.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF .!ALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.32 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .29 HALFSTREET FLOODWIDTH(FEET) - 8.15 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.49 PRODUCT OF DEPTH &VELOCITY = .43 STREETFLOW TRAVELTIME(MIN) = 3.03 TC(MIN) = 20.26 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.897 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6305 SUBAREA AREA(ACRES) = 3.91 SUBAREA RUNOFF(CFS) = 4.68 SUMMED AREA(ACRES) = 18.58 TOTAL RUNOFF(CFS) = 4.69 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .35 HALFSTREET FLOODWIDTH(FEET) = 11.04 FLOW VELOCITY(FEET /SEC.) = 1.75 DEPTH *VELOCITY = .61 FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 48.48 DOWNSTREAM ELEVATION = 47.07 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6.42 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .38 HALFSTREET FLOODWIDTH(FEET) = 12.77 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.84 PRODUCT OF DEPTH &VELOCITY = .70 STREETFLOW TRAVELTIME(MIN) = 2.54 TC(MIN) = 22.80 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.771 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6231 SUBAREA AREA(ACRES) = 3.16 SUBAREA RUNOFF(CFS) = 3.49 SUMMED AREA(ACRES) = 21.74 TOTAL RUNOFF(CFS) = 8.17 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 40 HALFSTREET FLOODWIDTH(FEET) = 13.93 FLOW VELOCITY(FEET /SEC.) = 1.99 DEPTH *VELOCITY = .80 FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< - -- -- -- - -- - - -- ------------------------------- UPSTREAM ELEVATION = 47.07 DOWNSTREAM ELEVATION = 43.05 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 10.25 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .44 HALFSTREET FLCODWIDTH(FEET) _ 15.66 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.99 PRODUCT OF DEPTH &VELOCITY = .88 STREETFLOW TRAVELTIME(MIN) = 6.69 TC(MIN) = 29.50 0 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.525 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6075 SUBAREA AREA(ACRES) = 4.46 SUBAREA RUNOFF(CFS) = 4.13 SUMMED AREA(ACRES) = 26.20 TOTAL RUNOFF(CFS) = 12.31 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 16.82 FLOW VELOCITY(FEET /SEC.) = 2.09 DEPTH *VELOCITY = .97 Per Street Capacity Charts, S= 0.005 and D= 0.42 -feet Per Catch Basin Capacity Charts, 12 -foot catch basin intercept total flow. FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< -----------------=---------------------------------------------------------- ---------------------------------------------------------------------------- USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 29.45 RAIN INTENSITY(INCH /HOUR) = 1.53 TOTAL AREA(ACRES) = 26.20 TOTAL RUNOFF(CFS) = .01 FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 29.45 RAINFALL INTENSITY(INCH /HR) = 1.53 TOTAL STREAM AREA(ACRES) = 26.20 PEAK FLOW RATE(CFS) AT CONFLUENCE _ .01 FLOW PROCESS FROM NODE 801.00 TO NODE 106.00 IS CODE = 21 ---------------------------------------------------------------------------- • >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< - -- - -- - - - -- - - - -- - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 1370.00 UPSTREAM ELEVATION = 53.10 DOWNSTREAM ELEVATION = 43.05 ELEVATION DIFFERENCE = 10.05 TC = .393 *[( 1370.00 * *3) /( 10.05)] * *.2 = 18.860 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.978 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6350 SUBAREA RUNOFF(CFS) = 11.79 TOTAL AREA(ACRES) = 9.39 TOTAL RUNOFF(CFS) = 11.79 FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< - -- -- - -- ---------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.86 RAINFALL INTENSITY(INCH /HR) = 1.98 TOTAL STREAM AREA(ACRES) = 9.39 PEAK_ FLOW R TE(CFS) AT CONFLUENCE _ ii.,11 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 . 29.45 1.527 26.20 2 11.79 79 18.86 1.978 9.39 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 11.80 18.86 1.978 2 9.11 29.45 1.527 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.80 Tc(MIN.) = 18.86 TOTAL AREA(ACRES) = 35.59 FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 43.05 DOWNSTREAM ELEVATION = 42.18 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 12.06 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .46 HALFSTREET FLOODWIDTH(FEET) = 16.82 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.05 PRODUCT OF DEPTH &VELOCITY = .95 STREETFLOW TRAVELTIME(MIN) = 1.63 TC(MIN) = 20.49 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.885 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6298 SUBAREA AREA(ACRES) _ .44 SUBAREA RUNOFF(CFS) _ .52 SUMMED AREA(ACRES) = 36.03 TOTAL RUNOFF(CFS) = 12.32 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 16.82 FLOW VELOCITY(FEET /SEC.) = 2.09 DEPTH *VELOCITY = .97 FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *C(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 1115.00 • UPSTREAM ELEVATION = 67.80 DOWNSTREAM ELEVATION = 51.69 ELEVATION DIFFERENCE = 16.11 TC = .393 *[( 1115.00 * *3) /( 16.11)) * *.2 = 15.167 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.244 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6489 SUBAREA RUNOFF(CFS) = 11.29 TOTAL AREA(ACRES) = 7.75 TOTAL RUNOFF(CFS) = 11.29 ++«««+ xx« rxxx+++ xx++«««++ x«+ xxx++« r+ x« xr+« x«+ « « « + + « « « + « + « + « « « « + + « + « + « « « + + « «+ FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.17 RAINFALL INTENSITY(INCH /HR) = 2.24 TOTAL STREAM AREA(ACRES) = 7.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.29 xxxrrxxrrxxr+ xxx+ xxxrxxrr« xxr«« x+ r«++ rxrxrx« x « «r + + «rxxx + +x +rxxrx +xxr +xr +xxrr FLOW PROCESS FROM NODE 211.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ------------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 64.10 DOWNSTREAM ELEVATION = 51.69 ELEVATION DIFFERENCE = 12.41 TC = .393 *[( 1000.00 * *3) /( 12.41)) * *.2 = 14.969 • 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.261 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6497 SUBAREA RUNOFF(CFS) = 9.23 TOTAL AREA(ACRES) = 6.28 TOTAL RUNOFF(CFS) = 9.23 xxr+ xr++«« rxx+ rxxrrx«++ xxrxxxrxxr+«« r+ xxr« r+« « «rxxr + «xrrxxx +x «rxxx + +xxrxxxr+ FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ----------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.97 RAINFALL INTENSITY(INCH /HR) = 2.26 TOTAL STREAM AREA(ACRES) = 6.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.23 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 11.29 15.17 2.244 7.75 2 9.23 14.97 2.261 6.28 + r+ xx*««+*+ x« r+ x«+ xx+«« rxxr+« x+ x« p, ARNINGrxxr + «r +xxr +xx +rrxrrxx « + + « + +x + « «xr IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF DT. ."TTE D -1 AS EFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. rr«+ r« rr+ x++ xx+ rxr++ x++« r+« x+ xxrrrrrxrrx« r+ xr +xr + + «r + +xr + +r + + + « « + « « +r +r +x« RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 20.37 14.97 2.261 2 20.44 15.17 2.244 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.44 Tc(MIN.) = 15.17 TOTAL AREA(ACRES) = 14.03 FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 51.69 DOWNSTREAM ELEVATION = 51.09 STREET LENGTH(FEET) = 140.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 20.53 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .54 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.38 PRODUCT OF DEPTH &VELOCITY = 1.28 STREETFLOW TRAVELTIME(MIN) = .98 TC(MIN) = 16.15 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.164 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6449 SUBAREA AREA(ACRES) _ .13 SUBAREA RUNOFF(CFS) _ .18 SUMMED AREA(ACRES) = 14.16 TOTAL RUNOFF(CFS) = 20.63 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .54 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 2.39 DEPTH *VELOCITY = 1.28 Per Street Capacity Charts, S =0.005 and D- 0.50 -feet FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< - -- -- -- - -- - - -- -------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.15 RAINFALL INTENSITY(INCH /HR) = 2.16 TOTAL STREAM AREA(ACRES) = 14.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.63 FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< -------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *((LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 780.00 UPSTREAM ELEVATION = 67.30 • DOWNSTREAM ELEVATION = 58.04 ELEVATION DIFFERENCE = 9.26 TC = .393 *[( 780.00 * *3) /( 9.26)] * *.2 = 13.674 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.383 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6556 SUBAREA RUNOFF(CFS) = 8.91 TOTAL AREA(ACRES) = 5.70 TOTAL RUNOFF(CFS) = 8.91 FLOW PROCESS FROM NODE 302.00 TO NODE 203.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 58.04 DOWNSTREAM ELEVATION = 51.09 STREET LENGTH(FEET) = 1125.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 15.90 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .47 HALFSTREET FLOODWIDTH(FEET) = 17.40 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.53 PRODUCT OF DEPTH &VELOCITY = 1.20 STREETFLOW TRAVELTIME(MIN) = 7.42 TC(MIN) = 21.09 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.853 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6279 SUBAREA AREA(ACRES) = 11.98 SUBAREA RUNOFF(CFS) = 13.94 SUMMED AREA(ACRES) = 17.68 TOTAL RUNOFF(CFS) = 22.85 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .54 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 2.65 DEPTH *VELOCITY = 1.42 FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< « < - - -- - -- ----------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 21.09 RAINFALL INTENSITY(INCH /HR) = 1.85 TOTAL STREAM AREA(ACRES) = 17.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.85 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 20.63 16.15 2.164 14.16 2 22.85 21.09 1.853 17.68 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 38.12 16.15 2.164 2 40.51 21.09 1.853 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 40.51 Tc(MIN.) = 21.09 TOTAL AREA(ACRES) = 31.84 FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 1300.00 UPSTREAM ELEVATION = 60.00 DOWNSTREAM ELEVATION = 51.03 ELEVATION DIFFERENCE = 8.97 TC = .393 *[( 1300.00 * *3) /( 8.97)] * *.2 = 18.696 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.988 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6355 SUBAREA RUNOFF(CFS) = 10.95 TOTAL AREA(ACRES) = 8.67 TOTAL RUNOFF(CFS) = 10.95 FLOW PROCESS FROM NODE 402.00 TO NODE 402.00 IS CODE = 1 ---------------------------------------------------------------------------- - - >>>>> DESIGNATE - INDEPENDENT - STREAM - FOR - CONFLUENCE« <c<--------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.70 RAINFALL INTENSITY(INCH /HR) = 1.99 TOTAL STREAM AREA(ACRES) = 8.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.95 FLOW PROCESS FROM NODE 501.00 TO NODE 402.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< - - - - ---------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 1110.00 UPSTREAM ELEVATION = 57.60 DOWNSTREAM ELEVATION = 51.03 ELEVATION DIFFERENCE = 6.57 TC = .393 *[( 1110.00 * *3) /( 6.57)] * *.2 = 18.098 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.025 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6376 SUBAREA RUNOFF(CFS) = 4.60 TOTAL AREA(ACRES) = 3.56 TOTAL RUNOFF(CFS) = 4.60 FLOW PROCESS FROM NODE 402.00 TO NODE 402.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< - ->> >>> AND - COMPUTE - VARIOUS- CONFLUENCED- STREAM- VALUES<< « <------------- - - - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.10 RAINFALL INTENSITY(INCH /HR) = 2.03 TOTAL STREAM AREA(ACRES) = 3.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.60 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 10.95 18.70 1.988 8.67 2 4.60 18.10 2.025 3.56 r« r+ x« rr+ x+« rrxxx««+ r«++ xx« r+ xrrxWARNINGrr+ xr « « + + +xr + +xr « +xxrrrxrr + + +x «r ++ IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. + rxrxrrrr+ xr +rxrrrr +xx + +xxr «rrr «rxx «r + +rrr+ xxrr «xrrr +rx «x +rxr «xxr «txx « «rxx RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) ' (MIN.) (INCH /HOUR) 1 15.20 18.10 2.025 2 15.46 18.70 1.988 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.46 Tc(MIN.) = 18.70 TOTAL AREA(ACRES) = 12.23 x« r+ xrt« xxxrr +x « «xrxtrxx «r +xrr +xx «r +x « ++ xxrr+ xxrxxx « «rrxr +x « « «xrx « +xrrxxr « +x FLOW PROCESS FROM NODE 511.00 TO NODE 512.00 IS CODE = 21 ------ ------- -------- -------- -------------- ------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< -- -- - -- - - -- - - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 865.00 UPSTREAM ELEVATION = 57.30 DOWNSTREAM ELEVATION = 52.22 ELEVATION DIFFERENCE = 5.08 TC = .393 *[( 865.00 * *3) /( 5.08)] * *.2 = 16.405 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.144 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6439 SUBAREA RUNOFF(CFS) = 4.17 TOTAL AREA(ACRES) = 3.02 TOTAL RUNOFF(CFS) = 4.17 xx«« xxx«« rrr« xx«««+ xx++ xr++ xx«+ x« r« xxxrrxrrrr « « «x « « « «r « «xx «r +x «rx «rrx « « « + + «« FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< --------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 1290.00 UPSTREAM ELEVATION = 60.80 DOWNSTREAM ELEVATION = 48.62 ELEVATION DIFFERENCE = 12.18 TC = .393 *[( 1290.00 * *3) /( 12.18)] * *.2 = 17.506 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.065 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6397 SUBAREA RUNOFF(CFS) = 12.05 TOTAL AREA(ACRES) = 9.12 TOTAL RUNOFF(CFS) = 12.05 #x*x***###*ix#++x*xx*# x* x#*#xx+##*xx#+#* x#++* # #xi+ * *x## +x #x# # *xxx * + *xx # * # *x! FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.51 RAINFALL INTENSITY(INCH /HR) = 2.07 TOTAL STREAM AREA(ACRES) = 9.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.05 FLOW PROCESS FROM NODE 611.00 TO NODE 602.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< - - -- --- - - - - -- --- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /( ELEVATIDN CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 930.00 UPSTREAM ELEVATION = 65.10 DOWNSTREAM ELEVATION = 48.62 ELEVATION DIFFERENCE = 16.48 TC = .393 *[( 930.00 * *3) /( 16.48)] * *.2 = 13.541 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.397 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6562 SUBAREA RUNOFF(CFS) = 9.91 TOTAL AREA(ACRES) = 6.30 TOTAL RUNOFF(CFS) = 9.91 FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< - - -- - -- ----------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.54. RAINFALL INTENSITY(INCH /HR) = 2.40 TOTAL STREAM AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.91 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 12.05 17.51 2.065 9.12 2 9.91 13.54 2.397 6.30 kxi+ k+ i++# x##+ xxx+# xx#+ xx#+# x+# xxWARNING+ kxk + + *!x *xx + #xxx # +xix # +xx # + +xx + ++ IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE. TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 19.23 13.54 2.397 2 20.58 17.51 2.065 • COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.58 Tc(MIN.) = 17.51 TOTAL AREA(ACRES) = 15.42 • xxxx++ xxxx+ xxxx«+«+xxxxxxxxxxxx+ x+xxxx«xxxxxx x«xxxx«xx + +xxxxxx +xxxxx +xx «xxxx FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE _ 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 48.62 DOWNSTREAM ELEVATION = 46.20 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 9.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 21.34 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .50 HALFSTREET FLOODWIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.02 PRODUCT OF DEPTH &VELOCITY = 1.50 STREETFLOW TRAVELTIME(MIN) = 1.71 TC(MIN) = 19.22 10 YEAR RAINFALL INTENSITY(INCH /HOUR) _ '1.956 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6338 SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 1.51 SUMMED AREA(ACRES) = 16.64 TOTAL RUNOFF(CFS) = 22.10 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .50 HALFSTREET FLOODWIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 3.13 DEPTH *VELOCITY = 1.55 Per Street Capacity Charts, S= 0.0078 and D- 0.50 -feet Per Catch Basin Capacity Charts, 17 -foot catch basin intercept total flow. «xxxx + + «xx +x+ xxx «xxxxx + « «xx + +x «xx +xxxx ++ xxx«« « « « « + « « «xx + « «xx + « « « +x « « « « « +x « «« FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<< -------------------- - - - - -- USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 19.22 RAIN INTENSITY(INCH /HOUR) = 1.96 TOTAL AREA(ACRES) = 16.64 TOTAL RUNOFF(CFS) _ .01 xx + « +xx«x +xxxxx +xxx « ++ xxx+ xxxx+ xxxxx +xxxxxx +xxx+xxxtxxx « + +xxxxx +xxx +xxxxx +xx FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< -- - ----------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.22 RAINFALL INTENSITY(INCH /HR) = 1.96 TOTAL STREAM AREA(ACRES) = 16.64 PEAK FLOW RATE(CFS) AT CONFLUENCE _ .01 FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< -- - - -- - - -- -------------------------------- ASSUMED INITIAL SUBAREA UNIFORM • DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW - LENGTH = 865.00 UPSTREAM ELEVATION = 67.60 • DOWNSTREAM ELEVATION = 55.97 ELEVATION DIFFERENCE = 11.63 TC = .393 *(( 865.00 * *3) /( 11.63)] * *.2 = 13.901 10 YEAR RAINFALL INTENSITY(INCII /HOUR) = 2.361 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6545 SUBAREA RUNOFF(CFS) = 8.85 TOTAL AREA(ACRES) = 5.73 TOTAL RUNOFF(CFS) = 8.85 FLOW PROCESS FROM NODE 702.00 TO NODE 603.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 55.97 DOWNSTREAM ELEVATION = 46.20 STREET LENGTH(FEET) 605.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 11.61 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .38 HALFSTREET FLOODWIDTH(FEET) = 12.77 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.32 PRODUCT OF DEPTH &VELOCITY = 1.27 STREETFLOW TRAVELTIME(MIN) = 3.04 TC(MIN) = 16.94 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.105 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6418 SUBAREA AREA(ACRES) = 4.07 SUBAREA RUNOFF(CFS) = 5.50 SUMMED AREA(ACRES) = 9.80 TOTAL RUNOFF(CFS) = 14.35 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .40 HALFSTREET FLOODWIDTH(FEET) = 13.93 FLOW VELOCITY(FEET /SEC.) = 3.49 DEPTH *VELOCITY = 1.41 «««+« tx#+ xxta+« xx#+ xx#+«« x#«« tx++ xwx#++ tttw«« « « « « «xw # «tt # « « « #w « « « #w + # « # #tttx FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< -- -- - - -- --------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.94 RAINFALL INTENSITY(INCH /HR) = 2.10 TOTAL STREAM AREA(ACRES) = 9.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.35 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 .01 19.22 1.956 16.64 2 14.35 16.94 2.105 9.80 #+##++##+++ r++ t«#++• a+#+ rr + # #aaari�ARiv'iiv'v +xxx + # + +x::: r, ;;. ;i + # # + + + +:i + + + #www IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 14.36 16.94 2.105 2 13.35 19.22 1.956 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.36 Tc(MIN.) = 16.94 TOTAL AREA(ACRES) = 26.44 FLOW PROCESS FROM NODE 603.00 TO NODE 107.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<< UPSTREAM ELEVATION = 46.20 DOWNSTREAM ELEVATION = 42.18 STREET LENGTH(FEET) = 270.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 14.94 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .42 HALFSTREET FLOODWIDTH(FEET) = 14.51 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.36 PRODUCT OF DEPTH &VELOCITY = 1.40 STREETFLOW TRAVELTIME(MIN) = 1.34 TC(MIN) = 18.28 49 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.014 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6370 SUBAREA AREA(ACRES) _ .90 SUBAREA RUNOFF(CFS) = 1.15 SUMMED AREA(ACRES) = 27.34 TOTAL RUNOFF(CFS) = 15.52 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .42 HALFSTREET FLOODWIDTH(FEET) = 14.51 FLOW VELOCITY(FEET /SEC.) = 3.49 DEPTH *VELOCITY = 1.45 + xxi++ xx* r** ixft+# xiii*# xx+**# x* i+# xx** x* xxxiiix *xx + + *xi *ii + *x *i *i * *xxiiix *i FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 15.52 18.28 2.014 27.34 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 12.32 20.49 1.885 36.03 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT 'VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 26.51 18.28 2.014 2 26.84 20.49 1.885 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.51 Tc(MIN.) = 18.28 TOTAL AREA(ACRES) = 63.37 FLOW PROCESS FROM NODE 1001.00 TO NODE 1002.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 1000.00 UPSTREAM ELEVATION = 68.00 DOWNSTREAM ELEVATION = 51.70 ELEVATION DIFFERENCE = 16.30 TC = .393 *[( 1000.00 * *3) /( 16.30)] * *.2 = 14.175 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.334 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6533 SUBAREA RUNOFF(CFS) = 11.74 TOTAL AREA(ACRES) = 7.70 TOTAL RUNOFF(CFS) = 11.74 FLOW PROCESS FROM NODE 1101.00 TO NODE 1102.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< -------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 • INITIAL SUBAREA FLOW - LENGTH = 610.00 UPSTREAM ELEVATION = 62.17 DOWNSTREAM ELEVATION = 58.35 ELEVATION DIFFERENCE = 3.82 TC = .303 *[( 610.00 * *3) /( 3.82)] * *.2 = 10.874 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.723 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8541 SUBAREA RUNOFF(CFS) = 2.35 TOTAL AREA(ACRES) = 1.01 TOTAL RUNOFF(CFS) = 2.35 Per Catch Basin Capacity Charts, 4 -foot catch basin intercept total flow. FLOW PROCESS FROM NODE 1102.00 TO NODE 1102.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <<<<< --------------------------- USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.87 RAIN INTENSITY(INCH /HOUR) = 2.72 TOTAL AREA(ACRES) = 1.01 TOTAL RUNOFF(CFS) = .01 FLOW PROCESS FROM NODE 1102.00 TO NODE 1103.00 IS CODE = 6 ---------------------------------------------------------------------------- >> >>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<< -- - -- - -- -------- - - - - -- UPSTREAM ELEVATION = 58.35 DOWNSTREAM ELEVATION = 39.40 STREET LENGTH(FEET) = 1245.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 43.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 20.00 0 INTERIOR STREET CROSSFALL(DECIMAL) _ 020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.61 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .28 HALFSTREET FLOODWIDTH(FEET) = 7.66 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.28 PRODUCT OF DEPTH &VELOCITY = 64 STREETFLOW TRAVELTIME(MIN) = 9.11 TC(MIN) = 19.99 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.912 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8463 SUBAREA AREA(ACRES) = 1.96 SUBAREA RUNOFF(CFS) = 3.17 SUMMED AREA(ACRES) = 2.97 TOTAL RUNOFF(CFS) = 3.18 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .33 HALFSTREET FLOODWIDTH(FEET) = 10.25 FLOW VELOCITY(FEET /SEC.) = 2.72 DEPTH *VELOCITY = .90 ««««««««««««««««««««««««««««««««««««««««««««« « « « « « « « « « « « « « « « « « « « « « « « « « « « « « «« FLOW PROCESS FROM NODE 1103.00 TO NODE 1103.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< - -------- --- - - - - -- --- -- - - - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.99 RAINFALL INTENSITY(INCH /HR) = 1.91 TOTAL STREAM AREA(ACRES) = 2.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.18 --FLOW -PROCESS -FROM -NODE --1201.00 -TO -NODE --1202.00 IS CODE = 21 • ---- ------- ---- ---- ------- -- ---- --------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ----------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 1060.00 UPSTREAM ELEVATION = 47.59 DOWNSTREAM ELEVATION = 39.40 ELEVATION DIFFERENCE = 8.19 TC = .303 *[( 1060.00 * *3) /( 8.19)) * *.2 = 13.005 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.454 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8518 SUBAREA RUNOFF(CFS) = 3.82 TOTAL AREA(ACRES) = 1.83 TOTAL RUNOFF(CFS) = 3.82 FLOW PROCESS FROM NODE 1103.00 TO NODE 1103.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< - -- - -- - -- -------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.01 RAINFALL INTENSITY(INCH /HR) = 2.45 TOTAL STREAM AREA(ACRES) = 1.83 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.82 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 3.18 19.99 1.912 2.97 2 3.82 13.01 2.454 1.83 * * ** WARNING*** * * * * * ** * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 5.90 13.01 2.454 2 6.16 19.99 1.912 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.90 Tc(MIN.) = 13.01 TOTAL AREA(ACRES) = 4.80 FLOW PROCESS FROM NODE 1301.00 TO NODE 1302.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 920.00 UPSTREAM ELEVATION = 47.59 DOWNSTREAM ELEVATION = 45.75 ELEVATION DIFFERENCE = 1.84 TC = .303 *[( 920.00 * *3) /( 1.84)) * *.2 = 16.103 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.168 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8490 SUBAREA RUNOFF(CFS) = 3.74 TOTAL AREA(ACRES) = 2.03 TOTAL RUNOFF(CFS) = 3.74 FLOW PROCESS FROM NODE 1302.00 TO NODE 1303.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <<<<< UPSTREAM ELEVATION = 45.75 DOWNSTREAM ELEVATION = - 42.79 STREET LENGTH(FEET) = 680.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 51.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 25.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.29 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .44 HALFSTREET FLOODWIDTH(FEET) = 15.81 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.02 PRODUCT OF DEPTH &VELOCITY = .89 STREETFLOW TRAVELTIME(MIN) = 5.61 TC(MIN) = 21.71 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.822 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8452 SUBAREA AREA(ACRES) = 2.03 SUBAREA RUNOFF(CFS) = 3.13 SUMMED AREA(ACRES) = 4.06 TOTAL RUNOFF(CFS) = 6.86 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .49 HALFSTREET FLOODWIDTH(FEET) = 18.13 FLOW VELOCITY(FEET /SEC.) = 2.02 DEPTH *VELOCITY = .99 END OF STUDY SUMMARY_______________________ ___________________________ ____ PEAK FLOW RATE(CFS) = 6.86 TC(MIN.) = 21.71 TOTAL AREA(ACRES) = 4.06 - - - -- ------------------------------------- END OF RATIONAL METHOD ANALYSIS • 1� u • STREET CAPACITY CHARTS n U • WKQ mmow a1vos 67 .......... ....... eel . 2. W:co ...... to �gc-IT V1 V1 ------ . ....... . ........ ...... . ........... Aa '61 a1vos Oppa trod lsps3ft%w mLmoow - cos .......... . . . . . . . . . . . . . . . . . . . . . Vol ...... . ...... 4 4a- .!Lit %91 t 4 4 -4a C4 if -- - ------- ... . ... • cos • CATCH BASIN CHARTS i • SYNTHETIC UNIT HYDROGRAPH, SHORTCUT METHOD CALCULATIONS and RETENTION BASIN CALCULATIONS • C I* Retention Basin Volume Calculations Basin # Area (s.f.) Volume (ac -ft) Basin 1 Bottom Elevation (48.0) 11,670 Top Elevation (50.0) 15,410 0.62 Basin 2 Bottom Elevation (48.0) 21,563 Top Elevation (51.0) 30,612 1.80 Basin 3 Bottom Elevation (46.0) 16,977 Top Elevation (49.0) 25,470 1.46 Basin 4 Bottom Elevation (46.0) 27,787 Top Elevation (47.6) 32,232 1.10 Basin 5 Bottom Elevation (42.3) 20,868 Top Elevation (42.6) 21,670 0.14 Basin 6 Bottom Elevation (40.4) 15,397 Top Elevation (42.0) 19,031 0.63 Basin 7 Bottom Elevation (36.0) 94,049 Top Elevation (38.3) 100,191 5.29 Basin 8 Bottom Elevation (54.0) 5,456 Top Elevation (58.0) 13,625 0.88 Bottom Elevation (57.0) 9,058 Top Elevation (58.0) 11,239 0.23 1.12 I* • 1� R C F C& W C D "SHORTCUT METHOD " Project 1572 Residential Areas HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 3 hr. MANUAL Unit Hydrograph and Effective Rain By JAD Date Calcuiation Form Checked Date Sheet 1 of 1 [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SO ACRES 1.000 151 UNIT TIME - MINUTES 10.000 [7) UNIT TIME - PERCENT OF LAG (100'[5] /[6]) 0.000 [91 STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 r131 CONSTANT LOSS RATE- INCHES /HOUR 0.410 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 161 LAG TIME- MINUTES 0.000 [8] S -CURVE 0.000 [101 TOTAL ADJUSTED STORM RAIN- INCHES 2.200 [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR 0.000 [141 LOW LOSS RATE- PERCENT 90.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH 1151 UNIT TIME PERIOD m 1161 TIME PERCENT OF LAG [7]'[15] [171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) 1161 DISTRIB GRAPH PERCENT [17]m- [17]m -1 1171 UNIT HYDROGRAPH CFS - HRS /IN 4' 18 100.000 1201 PATTERN PERCENT (PL E -5.9) 1211 STORM RAIN IN/HR 60 1f 0If201 100151 1221 LOSS RATE IN /HR [231 EFFECTIVE RAIN IN /HR [211 -[22] [241 FLOW CFS MAX LOW 1.000 2.600 0.343 0.410 0.309 0.034 0.035 2.000 2.600 0.343 0.410 0.309 0.034 0.035 3.000 3.300 0.436 0.410 0.392 0.044 0.044 4.000 3.300 0.436 0.410 0.392 0.044 0.044 5.000 3.300 0.436 0.410 0.392 0.044 0.044 6.000 3.400 0.449 0.410 0.404 0.045 0.045 7.000 1 4.4001 0.581 0.410 0.523 0.171 0.172 8.000 4.200 0.554 0.410 0.499 0.144 0.146 9.000 5.300 0.700 0.410 0.630 0.290 0.292 10.000 5.100 0.673 0.410 0.606 0.263 0.265 11.000 6.400 0.845 0.410 0.760 0.435 0.438 12.000 5.900 0.779 0.410 0.7011 0.369 0.372 13.000 7.300 0.964 0.410 0.867 0.554 0.558 14.000 8.500 1.122 0.410 1.010 0.712 0.718 15.000 14.100 1.861 0.410 1.675 1.451 1.463 16.000 14.100 1.861 0.410 1.675 1.451 1.463 17.000 3.800 0.502 0.410 0.451 0.092 0.092 18.000 2.400 0.317 0.410 0.285 0.032 0.032 TOTALS 100.000 6.2071 6.259 *EFFECTIVE RAIN = 1.035 INCHES AM R C F C& W C D "SHORTCUT METHOD" HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD MANUAL Unit Hydrograph and Effective Rain Calculation Form Project 1572 Retention Areas Net rain 100 r. 3 hr. Sheet 1 of 1 By Date Checked Date [t] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SO ACRES 1.000 [5] UNIT TIME - MINUTES 10.000 [7) UNIT TIME - PERCENT OF LAG (100'[5]1[6]) 0.000, [9] STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR : [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 f131 CONSTANT LOSS RATE- INCHES /HOUR 0.740 (2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.200 [12] MINIMUM LASS RATE (FOR VAR. LOSS}IN/HR 0.000 [141 LOW LOSS RATE- PERCENT 90.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15) UNIT TIME PERIOD M [161 TIME PERCENT OF LAG [7]'[15] [171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17]nr[17]m -1 [t7] UNIT HYDROGRAPH CFS - HRS /IN 4.18 100.000 [20] PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN/HR 6010 20 100[5] [221 LOSS RATE IN/HR [23] EFFECTIVE RAIN IN /HR [21] -[22] [24] FLOW CFS MAX LOW 1.000 2.600 0.343 0.740 0.309 0.034 0.035 2.000 2.600 0.343 0.740 0.309 0.034 0.035 3.000 3.300 0.436 0.740 0.392 0.044 0.044 4.000 3.300 0.436 0.740 0.392 0.044 0.044 5.000 3.300 0.436 0.740 0.392 0.044 0.044 6.000 3.400 0.449 0.740 0.404 0.045 0.045 7.000 1 4.400 0.581 0.740 0.523 0.058 0.059 8.000 4.200 0.554 0.740 0.499 0.055 0.056 9.000 5.300 0.700 0.740 0.630 0.070 0.071 10.000 5.100 0.673 0.740 0.606 0.067 0.068 11.000 6.400 0.845 0.740 0.760 0.105 0.106 12.000 5.900 0.779 0.740 0.701 0.078 0.079 13.000 7.300 0.964 0.740 0.867 0.224 0.225 14.000 8.500 1.122 0.740 1.010 0.382 0.385 15.000 14.100 1.861 0.740 1.675 1.121 1.131 16.000 14.100 1.861 0.740 1.675 1.121 1.131 17.000 3.800 0.502 0.740 0.451 0.050 0.051 18.000 2.400 0.317 0.740 0.285 0.032 0.032 TOTALS 100.0001 3.608 3.638 OFFECTIVE RAIN = 0.601 INCHES • r1 R C F C& W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD C Unit Hydrograph and Effective Rain Calculation Form Project 1572 Street Areas Net rain 100 yr. 3 hr. Sheet 1 of 1 By Date Checked Date [1] CONCENTRATION POINT 0.000 131 DRAINAGE AREA -SQ ACRES 1.000 [5] UNIT TIME- MINUTES 10.000 [71 UNIT TIME - PERCENT OF LAG (100'1511[61) 0.000 [9] STORM FREQUENCY & DURATION 100 YEAR- 3 HOUR [111 VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.140 [2] AREA DESIGNATION [41 ULTIMATE DISCHARGE - CFS- HRSIIN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [81 S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.200 [121 MINIMUM LOSS RATE (FOR VAR. LOSS }IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 19.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15] UNIT TIME PERIOD M [16] TIME PERCENT OF LAG [7]'[15] [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [161 DISTRIB GRAPH PERCENT [17]m- [17]m -1 [17] UNIT HYDROGRAPH CFS- HRS /IN [411181 100.000 [201 PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 60f10If201 100[5] [22] LOSS RATE IN /HR [23] EFFECTIVE RAIN IN/HR [211 -122] [241 FLOW CFS MAX LOW 1.000 2.600 0.343 0.140 0.065 0.278 0.280 2.000 2.600 0.343 0.140 0.065 0.278 0.280 3.000 3.300 0.436 0.140 0.083 0.353 0.356 4.000 3.300 0.436 0.140 0.083 0.353 0.356 5.000 3.300 0.436 0.140 0.083 0.353 0.356 6.000 3.400 0.449 0.140 0.085 0.364 0.367 7.000 4.4001 0.581 0.140 0.110 0.470 0.474 8.000 4.200 0.554 0.140 0.105 0.449 0.453 9.000 5.300 0.700 0.140 0.133 0.567 0.571 10.000 5100 0.673 0.140 0128 0.545 0.550 11.000 6.400 0.845 0.140 0.161 0.705 0.711 12.000 5.900 0.779 0.140 0.148 0.639 0.644 13.000 7.300 0.964 0.140 0.183 0.824 0.830 14.000 8.500 1.122 0.140 0.213 0.982 0.990 15.000 14.100 1.861 0.140 0.354 1.721 1.736 16.000 14.100 1.861 0.140 0.354 1.721 1.736 17.000 3.800 0.502 0.140 0.095 0.406 0.410 18.000 2.400 0.317 0.140 0.060 0.257 •0.259 TOTALS 100.000 11.264 11.358 *EFFECTIVE RAIN = 1.877 INCHES R C F C& W C D "SHORTCUT METHOD " Project 1572 Residential Areas HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 yr. 6 hr. MANUAL Unit Hydrograph and Effective Rain By J Date Calculation Form Checked Date Sheet 1 of 1 [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SQ ACRES 1.000 [5] UNIT TIME - MINUTES 15.000 [7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [9] STORM FREQUENCY & DURATION 100 year 6 hour [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 1 31 CONSTANT LOSS RATE- INCHES /HOUR 0.410 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645`[3)) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.500 [12] MINIMUM LOSS RATE (FOR VAR. LOSS )-IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 90.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15] UNIT TIME PERIOD M [16] TIME PERCENT OF LAG [7]'[15] [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17]m- [17]rrrl [17] UNIT HYDROGRAPH CFS - HRS /IN 4.18 100.000 [20] PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 6010 20 100[5] [22] LOSS RATE IN /HR [23] EFFECTIVE RAIN IN/HR [21] -[22] [24] FLOW CFS MAX LOW 1.000 1.700 0.170 0.410 0.153 0.017 0.017 2.000 1.900 0.190 0.410 0.171 0.019 0.019 3.000 2.100 0.210 0.410 0.189 0.021 0.021 4.000 2.200 0.220 0.410 0.198 0.022 0.022 5.000 2.400 0.240 0.410 0.216 0.024 0.024 6.000 2.400 0.240 0.410 0.216 0.024 0.024 7.000 2.400 0.240 0.410 0.216 0.024 0.024 8.000 2.500 0.250 0.410 0.2251 0.025 0.025 9.000 2.600 0.260 0.410 0.234 0.026 0.026 10.000 2.700 0.270 0.410 0.243 0.027 0.027 11.000 2.800 0.280 0.410 0.252 0.028 0.028 12.000 3.000 0.300 0.410 0.270 0.030 0.030 13.000 3.200 0.320 0.410 0.288 0A32 0.032 14.000 3.600 0.360 0.410 0.324 0.036 0.036 15.000 4.300 0.430 0.410 0.387 0.043 0.043 16.000 4.700 0.470 0.410 0.423 0.060 0.060 17.000 5.400 0.540 0.410 0.486 0.130 0.131 18.000 6.200 0.620 0.410 0.558 0.210 0.212 19.000 6.900 0.690 0.410 0.621 0.280 0.282 20.000 7.500 0.750 0.410 0.675 0.340 0.343 21.000 10.600 1.060 0.410 0.954 0.650 0.655 22.000 14.500 1.450 0.410 1.305 1.040 1.049 23.000 3.400 0.340 0.410 0.306 0.034 0.034 24.000 1.000 0.100 0.410 0.090 0.010 0.010 TOTALS 100.000 3.152 3.178 0FFECTIVE RAIN = 0.788 INCHES • `rte u R C F C& W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD C Unit Hydrograah and Effective Rain Calculation Form Project 1572 Retention Basin Areas Net rain 100 yr. 6 hr. By Date Checked Date Sheet 1 of 1 [1] CONCENTRATION POINT 0.000 131 DRAINAGE AREA -SQ ACRES 1.000 [5) UNIT TIME - MINUTES 15.000 [7] UNIT TIME - PERCENT OF LAG (100'[51/[61) 0.000 191 STORM FREQUENCY & DURATION 100 year 6 hour [11] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.740 [2] AREA DESIGNATION [41 ULTIMATE DISCHARGE - CFS - HRS /IN (645'[31) 0.000 [61 LAG TIME- MINUTES 0.000 [8] S -CURVE 0.000 [101 TOTAL ADJUSTED STORM RAIN- INCHES 2.500 [12] MINIMUM LOSS RATE (FOR VAR. LOSS}IN/HR 0.000 [141 LOW LOSS RATE- PERCENT 90.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH 1151 UNIT TIME PERIOD m [161 TIME PERCENT OF LAG [71'1151 [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [161 DISTRIS GRAPH PERCENT [17]m- [17]m -1 [17] UNIT HYDROGRAPH CFS - HRS /IN 141*1181 100.000 [20] PATTERN PERCENT (PL E -5.9) [21) STORM RAIN IN/HR 6011011201 100[5] 1221 LOSS RATE IN /HR [23] EFFECTIVE RAIN IN/HR [21] -[22) [241 FLOW CFS MAX LOW 1.000 1.700 0.170 0.740 0.153 0.017 0.017 2.000 1.900 0.190 0.740 0.171 0.019 0.019 3.000 2.100 0.210 0.740 0.189 0.021 0.021 4.000 2.200 0.220 0.740 0.198 0.022 0.022 5.000 2.400 0.240 0.740 0.216l 0.024 0.024 6.000 2.400 0.240 0.740 0.216 0.024 0.024 7.000 2.400 0.240 0.740 0.216 0.024l 0.024 8.000 2.500 0.250 0.740 0.225 0.025 0.025 9.000 2.600 0.260 0.740 0.234 0.026 0.026 10.000 2.700 0.270 0.740 0.243 0.027 0.027 11.000 2.800 0.280 0.740 0.252 0.028 0.028 12.000 3.000 0.300 0.740 0.270 0.030 0.030 13.000 3.200 0.320 0.740 0.288 0.032 0.032 14.000 3.600 0.360 0.740 0.324 0.036 0.036 15.000 4.300 0.430 0.740 0.387 0.043 0.043 16.000 4.700 0.470 0.740 0.423 0.047 0.047 17.000 5.400 0.540 0.740 0.486 0.054 0.054 18.000 6.200 0.620 0.740 0.558 0.062 0.063 19.000 6.900 0.690 0.740 0.621 0.069 0.070 20.000 7.500 0.750 0.740 0.675 0.075 0.076 21.000 10.600 1.060 0.740 0.954 0.320 0.323 22.000 14.500 1.450 0.740 1.305 0.710 0.716 23.000 3.400 0.340 0.740 0.306 0.034 0.034 24.000 1.000 0.100 0.740 0.090 0.010 0.010 TOTALS L 100.0001 1.779 1.794 0EFFECTIVE RAIN = 0.445 INCHES • R C F C& W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD qBy_LA_D__ Unit Hydrograph and Effective Rain Calculation Form Project 1572 Street Areas Net rain 100 yr. 6 hr. Sheet 1 of 1 Date Checked Date [1] CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SQ ACRES 1.000 [5] UNIT TIME - MINUTES 15.000 [7] UNIT TIME- PERCENT OF LAG (100'[5]/[6]) 0.000 [9] STORM FREQUENCY & DURATION 100 year 6 hour [11) VARIABLE LOSS RATE (AVG }INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.140 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 2.500 [12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN/HR 0.000 r141 LOW LOSS RATE- PERCENT 19.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH 1151 UNIT TIME PERIOD M [161 TIME PERCENT OF LAG [7]'[151 [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17]m -[17]m 1 [171 UNIT HYDROGRAPH CFS - HRS /IN [411181 100.000 [20] PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 60 1f 01[201 100[5] [22] LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR [21] -[22] [24] FLOW CFS MAX LOW 1.000 1.700 0.170 0.140 0.032 0.138 0.139 2.000 1.900 0.190 0.140 0.036 0.154 0.155 3.000 2.100 0.210 0.140 0.040 0.170 0.172 4.000 2.200 0.220 0.140 0.042 0.178 0.180 5.000 2.400 0.240 0.140 0.046 0.194 0.196 6.000 2.400 0.240 0.140 0.046 0.194 0.196 7.000 2.400 0.240 0.140 0.046 0.194 0.196 8.000 2.500 0.250 0.140 0.048 0.203 0.204 9.000 2.600 0.260 0.140 0.049 0.211 0.212 10.000 2.700 0.270 0.140 0.051 0.219 0.221 11.000 2.800 0.280 0.140 0.053 0.227 0.229 12.000 3.000 0.300 0.140 0.0571 0.243 0.245 13.000 3.200 0.320 0.140 0.061 0.259 0.261 14.000 3.600 0.360 0.140 0.068 0.292 0.294 15.000 4.300 0.430 0.140 0.082 0.348 0.351 16.000 4.700 0.470 0.140 0.089 0.381 0.384 17.000 5.400 0.5401 0.140 0.103 0.437 0.441 18.000 6.200 0.620 0.140 0.118 0.502 0.506 19.000 6.900 0.690 0.140 0.131 0.559 0.564 20.000 7.500 0.750 0.140 0.143 0.610 0.615 21.000 10.600 1.060 0.140 0.201 0.920 0.928 22.000 14.500 1.450 0.140 0.276 1.310 1.321 23.000 3.400 0.340 0.140 0.065 0.275 0.278 24.000 1.0001 0.100 0.140 0.019 0.081 0.082 TOTALS 100.0001 1 8.299 8.369 0 EFFECTIVE RAIN = 2.075 INCHES • R C F C& W C D HYDROLOGY MANUAL "SHORTCUT METHOD" SYNTHETIC UNIT HYDROGRAPH METHOD Unit Hydrograph and Effective Raid Calcu,laltion Form Project 1572 Residential Areas Net rain 100 yr. 24 hr. Sheet 1 of 1 By JA Date Checked Date [1] CONCENTRATION POINT 0.000 [3) DRAINAGE AREA -SO ACRES 1.000 [5] UNIT TIME - MINUTES 60.000 [7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [9] STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR 1111 VARIABLE LOSS RATE (AVG )-INCHES /HOUR 0.000 1131 CONSTANT LOSS RATE- INCHES /HOUR 0.410 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 4.500 1121 MINIMUM LOSS RATE (FOR VAR. LOSS )-IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 90.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH 1151 UNIT TIME PERIOD M HR [161 TIME PERCENT OF LAG [71'[151 1171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) 1161 DISTRIB GRAPH PERCENT [17]m- [17]m -1 [171 UNIT HYDROGRAPH CFS - HRS /IN [411181 100.000 1201 PATTERN PERCENT (PL E -5.9) 1211 STORM RAIN IN /HR 6010 20 100[5] [221 LOSS RATE IN /HR 1231 EFFECTIVE RAIN IN/HR [21] -[22] 1241 FLOW CFS MAX LOW 1.000 1.200 0.054 0.410 0.049 0.005 0.005 2.000 1.300 0.059 0.410 0.053 0.006 0.006 3.000 1.800 0.081 0.410 0.073 0.008 0.008 4.000 2.100 0.095 0.410 0.085 0.009 0.010 5.000 2.800 0.126 0.410 0.113 0.013 0.013 6.000 2.900 0.131 0.410 0.117 0.013 0.013 7.000 3.800 0.171 0.410 0.1541 0.017 0.017 8.000 4.600 0.207 0.410 0.186 0.021 0.021 9.000 6.300 0.284 0.410 0.255 0.028 0.029 10.000 8.200 0.369 0.410 0.332 0.037 0.037 11.000 7.000 0.315 0.410 0.284 0.032 0.032 12.000 7.300 0.329 0.410 0.296 0.033 0.033 13.000 10.800 0.486 0.410 0.437 0.076 0.077 14.000 11.400 0.513 0.410 0.462 0.103 0.104 15.000 10.400 0.468 0.410 0.421 0.058 0.058 16.000 8.500 0.383 0.410 0.344 0.038 0.039 17.000 1.400 0.063 0.410 0.057 0.006 0.006 18.000 1.900 0.086 0.410 0.077 0.009 0.009 19.000 1.300 0.059 0.410 0.053 0.006 0.006 20.000 1.200 0.054 0.410 0.049 0.005 0.005 21.000 1.100 0.050 0.410 0.045 0.005 0.005 22.000 1.000 0.045 0.410 0.041 0.005 0.005 23.000 0.900 0.041 0.410 0.036 0.004 0.004 24.000 0.800 0.036 0.410 0.032 0.004 0.004 TOTALS I lou001 I 1 1 0.5401 0.545 0 EFFECTIVE RAIN = 0.540 INCHES r AM R C F C& W C D "SHORTCUT METHOD" Project 1572 Retention Basin Areas HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD Net rain 100 r. 24 hr. MANUAL Unit Hydrograph and Effective Rain By Date Calculation Form Checkea_ Date Sheet 1 of 1 (1) CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SO ACRES 1.000 [5] UNIT TIME - MINUTES 60.000 (7) UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 [9] STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR It 1] VARIABLE LOSS RATE (AVG)- INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.740 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 (8] S -CURVE 0.000 [10] TOTAL ADJUSTED STORM RAIN- INCHES 4.500 [12] MINIMUM LOSS RATE (FOR VAR. LOSS }IN /HR 0.000 [141 LOW LOSS RATE- PERCENT 90.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH [15] UNIT TIME PERIOD M HR [161 TIME PERCENT OF LAG [7]'[15] [171 CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [161 DISTRIB GRAPH PERCENT [17]m- [17]m -1 [17] UNIT HYDROGRAPH CFS - HRS /IN 4' 18 100.000 [20) PATTERN PERCENT (PL E -5.9) [211 STORM RAIN IN /HR 60[101[201 100[5] [221 LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR [21] -[22] [24) FLOW CFS MAX LOW 1.000 1.200 0.054 0.740 0.049 0.005 0.005 2.000 1.300 0.059 0.740 0.053 0.006 0.006 3.000 1.800 0.081 0.740 0.073 0.008 0.008 4.000 2.100 0.095 0.740 0.085 0.009 0.010 5.000 2.800 0.126 0.740 0.113 0.013 0.013 6.000 2.900 0.131 0.740 0.117 0.013 0.013 7.000 3.800 0.171 0.740 0.154 0.017 0.017 8.000 4.600 0.207 0.740 0.186 0.021 0.021 9.000 6.300 0.284 0.740 0.255 0.028 0.029 10.000 8.200 0.369 0.740 0.332 0.037 0.037 11.000 7.000 0.315 0.740 0.284 0.032 0.032 12.000 7.300 0.329 0.740 0.296 0.033 0.033 13.000 10.800 0.486 0.740 0.437 0.049 0.049 14.000 11.400 0.513 0.740 0.462 0.051 0.052 15.000 10.400 0.468 0.740 0.421 0.047 0.047 16.000 8.500 0.383 0.740 0.344 0.038 0.039 17.000 1.400 0.063 0.740 0.057 0.006 0.006 18.000 1.900 0.086 0.740 0.077 0.009 0.009 19.000 1.300 0.059 0.740 0.053 0.006 0.006 20.000 1.200 0.054 0.740 0.049 0.005 0.005 21.000 1.100 0.050 0.740 0.045 0.005 0.005 22.000 1.000 0.045 0.740 0.041 0.005 0.005 23.000 0.900 0.041 0.740 0.036 0.004 0.004 24.000 0.800 0.036 0.740 0.032 0.004 0.004 TOTALS I 1 100.0001 1 0.450 0.454 • EFFECTIVE RAIN = 0.450 INCHES • R C F C& W C D "SHORTCUT METHOD" HYDROLOGY SYNTHETIC UNIT HYDROGRAPH METHOD MANUAL Unit Hydrograph and Effective Rain Cali;u;ation Form Project 1572 Street Areas Net rain 100 yr. 24 hr. Sheet 1 of 1 By J Date Checked Date [1) CONCENTRATION POINT 0.000 [3] DRAINAGE AREA -SQ ACRES 1.000 [51 UNIT TIME - MINUTES 60.000 [7] UNIT TIME - PERCENT OF LAG (100'[5]/[6]) 0.000 191 STORM FREQUENCY & DURATION 100 YEAR- 24 HOUR [11] VARIABLE LOSS RATE (AVG }INCHES /HOUR 0.000 [131 CONSTANT LOSS RATE- INCHES /HOUR 0.1401141 [2] AREA DESIGNATION [4] ULTIMATE DISCHARGE - CFS - HRS /IN (645'[3]) 0.000 [6] LAG TIME - MINUTES 0.000 [8] S -CURVE 0.000 1101 TOTAL ADJUSTED STORM RAIN- INCHES 4.500 [12] MINIMUM LOSS RATE (FOR VAR. LOSS)-IN/HR 0.000 LOW LOSS RATE- PERCENT 19.000 UNIT HYDROGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH 1151 UNIT TIME PERIOD m HR [161 TIME PERCENT OF LAG 171'1151 [17] CUMULATIVE AVERAGE PERCENT OF ULTIMATE DISCHARGE (S- GRAPH) [16] DISTRIB GRAPH PERCENT [17]m- [171m -1 [17] UNIT HYDROGRAPH CFS - HRS /IN 4.18 100.000 [20) PATTERN PERCENT (PL E -5.9) [21] STORM RAIN IN /HR 6010 20 100[5] [22] LOSS RATE IN /HR [23] EFFECTIVE RAIN IN /HR [211 -[221 [241 FLOW CFS MAX LOW 1.000 1.200 0.054 0.140 0.010 0.044 0.044 2.000 1.300 0.059 0.140 0.011 0.047 0.048 3.000 1.800 0.081 0.140 0.015 0.066 0.066 4.000 2.100 0.095 0.140 .0.018 0.077 0.077 5.000 2,8001 0.126 0.140 0.024 0.102 0.103 6.000 2.900 0.131 0.140 0.025 0.106 0.107 7.000 3.800 0.1711 0.140 0.032 0.139 0.140 8.000 4.600 0.207 0.140 0.0391 0.168 0.169 9.000 6.300 0.284 0.140 0.054 0.230 0.232 10.000 8.200 0.369 0.140 0.070 0.299 0.301 11.000 7.000 0.315 0.140 0.060 0.255 0.257 12.000 7.300 0.329 0.140 0.062 0.266 0.268 13.000 10.800 0.486 0.140 0.092 0.394 0.397 14.000 11.400 0.513 0.140 0.097 0.416 0.419 15.000 10.400 0.468 0.140 0.089 0.379 0.382 16.000 8.500 0.383 0.140 0.073 0.310 0.312 17.000 1.400 0.063 0.140 0.012 0.051 0.051 18.000 1.900 0.086 0.140 0.016 0.069 0.070 19.000 1.300 0.059 0.140 0.011 0.047 0.048 20.000 1.200 0.054 0.140 0.010 0.044 0.044 21.000 1.100 0.050 0.140 0.009 0.040 0.040 22.000 1.000 0.045 0.140 0.009 0.036 0.037 23.000 0.900 0.041 0.140 0.008 0.033 0.033 24.000 0.800 0.036 0.140 0.007 0.029 0.029 TOTALS 100.0001 3.6451 3.675 OEFFECTIVE RAIN = 3.645 INCHES r M M 1 cO 0 0C) Sp 3-HOUR RAINFALL STORM PATTERNS 6 -HOUR STORM IN PERCENT 24-HO U STORM TIME PERI00 5 -MIN PERI00 10 -MiN PERIOD IS -NIN 30 -MIN TIME 5 -NIN PERIOD PERIOD PERIOD PERIOD 10 -MIN 15 -NI 30 -MiN TINE PERIOD PERIOD PERI00 PE R100 5 -MIN PERIOD TIME PERIOD 15 -MIN PERI00 30 -MIN PERIOD 60 -MIN PERIOD TIME PERIOD 15 -MIN PERIOD D ^ 1 1.3 2.6 3,7 S.5 1 .5 1.1 1.7 3.6 49 1.7 1 .2 .5 1.2 49 2.5 y ` ' 2 1.3 2,6 3.3 4.8 10.0 2 .6 1.2 l.9 4.3 50 I.B 2 .3 .7 l.] 50 2.6 .L 3 1.1 S.l 13.9 3 .6 1.3 2.1 4.8 51 1.9 3 .3 .6 I.B. 5l 2.8 v4 l.5 3.3 4.9 17.4 4 .6 1.4 2.2 4.9 52 2.0 4 .4 .7 2.1' S2 2.9 5 6 1.5 1.B 3.3 7.♦ 6.6 29.9 5 7.] 20.3 .6 1.♦ 2.4, S.3 53 2.1 S .3 .B 2.8 53 3.4 I-- 7 I,S 4.4 6 8.4 7 .7 .7 1.5 2.4 5.8 54 1.6 2.4 6.8 55 2.1 2.2 6 7 .3 .3 1.0 1.0 2.9 3,B 54 55 3.4 2.3 B 1.8 4.2 9,0 8 ,7 1.6 2.5 9.0 56 2.3 8 .4 1.1 4.6 56 2.3 9 1.8 5.] 12.3 9 .7 1.6 2.6 11.6 57 2.4 9 .4 1.3 6.3 57 2.7 10 1.5 5.1 17.6 10 .7 1.6 2.7 14.4 S8 2.4 10 .4 1.5 8.2 58 2.6 11 12 I.6 1.8 6.4 5.9 16.1 lI 4.2 12 .7 .B 1.6 2.8 25.1 S9 1.7 ♦.4 2.5 11 12 .5 1.3 1.6 7.0, 7.3 59 2.6 I3 2.2 7.3 13, .8 ,3.0 1.7 3.2 61 3.1 13 .5 .5 1.8 10.8 60 61 2.5 2.4 14 15 2.2 2.2 8.5 14.1 14 IS .8 .B I.B 3.6 62 1.B ♦.3 3.6 14 I5 .5 2.0 2.1 11,.♦ 10.4 62 2.3 16 17 2.0 14.1 16 .8 63 1.8 ♦.7 3.9 16 .5 .6 2.5 8.5 63 64 1.9 I. 18 2.6 2.7 3.8 2.4 17 1B .6 .8 2.0 5.4 65 2.0 6.2 ♦,7 17 1B .6 .7 3.0 3.3 1.4 1.9 65, .4 19 2.4 19 .B 65 2.l 6.9 67 5.6 1.9 19 .7 3.9 1.3 66 67 .4 20 21 2.7 3.3 20 21 .B .8 2.2 7.5 6B 2.5 10.6 ,9 20 21 .B .6 4.3 3.0 1.2 1.1 6B ..3 .J 22 23 3.1 2.9 22 .B 2.B 14.5 69 70 ,6 ,5 22 .7 4.0 1.0 69 70 .5 .S 24 3.0 23 24 .8 ,9 3.0 3.4 3.2 1.0 7l •3 23' 2♦ .B .B 3.8 3.5 ,9 :B 71 .5 25 3.1 25 .8 3.5 72 •2 25 .9 5.1 73 •4 26 4.2 26 .9 3.9 26 .9 5.7 74 4 27 28 5.0 3.S 27 28 .9 .9 4.2 4.S 27 28 1.0 1.0 6.8 4.6 75 75 .] .2 TT N 29 30 6.8 7.3 29 30 .9 4,8 5.1 29 30 1.0 1.1 5.3 5.1 77 .3 D 31 32 B.2 5,9 31 .9 .9 6.7 31 1.2 4.7 78 79 .4 .3 _ Z 33 2.0 32 33 .9 1.0 8.1 10.3 32 33 1.3 I.5 3.8 .B BO 8! .2 •3 Z 34 3S 1.8 1.8 34 35 1.0 1.0 2.8 1.1 34 35 1.5 1.6 .6 I.0 82 83 .3 .3 D 36 •6 36 1.0 ,5 36 1.7 .9 84 .2 f� 37 1.0 37 1.9 .8 85 .3 'D 1 r- 38 39 1.1 1.1 38 39 2.0 2.1 .5 .7 B6 87 .2 .3 40 1.1 40 2.2 .5 BB .2 T 41 42 1.2 1.3 41 42 1.5 1.5 .6 .5 B9 90 .3 .2 ^ V 43 44 l.4 1.4 43 44 2.0 .5 91 .2 PT4 M D .� 4S l.5 45 2.0 1.9 .5 .5 92 93 .2 .2 Z 46 47 1.5 1.6 46 47 1.9 1.7 .4 .4 94 95 .2 .2 rn 4B 1.6 4B l.B .4 96 .2 Z NOTES: I. 3 and 6 -hour patterns based on the Indio area thunderstorm of September 24,1939. 2. 24 -hour patterns based on the general storm of March 2 a 3,1936. RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3) Quality of Soil Group A • B C D Cover (2 ) NATURAL COVERS - Barren 78 86 91 93 (Rockland, eroded and graded land) Chaparrel, Broadleaf' = Poor 53 70 80 85 (Manzonita, ceanothus and scrub oak) Fair 40 63 75 81 Good 31 57 71 78 Chaparrel, Narrowleaf Poor 71 82 88 91 (Chamise and redshank) Fair '55 72 81 86 Grass, Annual or Perennial Poor 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 '80 Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, Fair 51 70 80 84 principal vegetation is sod forming grass) Good 30 58 72 78 Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckwheat, sage, etc.) Fair 46 66 77 83 Good 41 63 75 81 Woodland Poor 45 66 77 .83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 50 percent) Good 28 55 70 77 Woodland, Grass Poor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 65 77 82 density from 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - Residential or Commercial Landscaping Good 56 69 75 (Lawn, shrubs, etc.) rn Turf Poor 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 82 Good 33 58 72 79 AGRICULTURAL COVERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) R C F C 15 W C D RUNOFF INDEX NUMBERS FOR HYDROLOGY 1\/JANUAL PERVIOUS AREAS PLATE E -6.1 (I of 2) w 1� ACTUAL IMMPERVIOUS COVER Recommended Value Land Use. (1) Range- Percent For Average Conditions- Percent(2 Natural or Agriculture Single Family Residential: (3) 40,000 S. F. (1 Acre) Lots 20,000 S. F. (Ij Acre) Lots 7,200 - 10,000 S. F. Lots 0.- 10 0' 10 - 25 1 20 30 - 45 40 45 - 55 50 Multiple Family Residential: Condominiums 45 - 70 65- Apartments 65 - 90 80 Mobile Home Park 60 - 85 75 Commercial, Downtown Business or Industrial Notes: 80 -100' sty EE7s 90 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estimat- ing the percentage of impervious cover in developed areas. 3. For typical horse ranch subdivisions increase impervious area 5 per- cent over the values recommended in the table above. RCFC a WCD HYDROLOGY MANUAL IMPERVIOUS COVER FOR DEVELOPED AREAS PLATE E-6.3 producing.storm of March 1938. Tabulations of these ,patterns are given on Plate E -5.9 for selected unit time periods. These patterns are consid- ered to represent a reasonable distribution of rainfall which will cause critical runoff conditions during major storm events. Loss Rates - Factors influencing loss rates are. discussed. in detail in Section C of this report. Where sufficient data is available loss rates for unit hydrograph hydrology can be estimated from a study of rain- fall- runoff relationships of major storms. Where such data is not avail- able loss rates for pervious areas can be estimated using Plates E -6.1 and E -6.2. Loss rates for pervious areas estimated in this manner are generally consistant with ,previous District studies, and with loss rates developed by the,Los Angeles District USCE in numerous hydrology studies in the Southern California area. Loss rates for pervious areas can be adjusted to account for devel- oped area using the. relationship: Fi �o- CAMAt„ x'74 0 - ��•4 0' " O•�M 1 r' F = F P (1.00 -0.9A . 1 ) &Te, = al 4 t� • �Q:9 X 0 �9�, a 0.144 where: Fit, AAeIr4 0.74 ' F Adjusted loss rate - inches/hour Fp = Loss rate for pervious areas - inches/hour (Plate E -6.2) Ai = Impervious area (actual) - decimal percent (Plate E -6.3) Adjusted loss rates for the Synthetic Unit Hydrograph method on typical watersheds in the District run generally from 0.10 to 0.40 inches per hour, with most falling between 0.20 and 0.25 inches per 'hour. For short storms with durations of 6 -hours or less the adjusted loss rate may be taken as constant. For longer duration storms the loss rate should normally be varied to decrease with time to yield a mean equal to the adjusted loss rate. For the 24 -hour storm the loss curve can be expressed as a function of time: E -8 ach 11 LZ WA I- TORT" . ..... .. Q TOARI 'ER 110 INDIAN vs r &A �T 7 7- Gail, Al . f F.w r;•'..•' "V :�•'p� ti',`.- - •'.{... >. ,r�:LS .mac,;. �f�` .\_.`.., ..�i_ .l t� 1 -�. il•- ')_`': -' \ - l:. .'.Y( _ 5``` ^� -1. l 'v) \�,' liV. !� -mcl- oc \Rl CONTROL CONTROL CCU A N D RIVERSIDE COUNTY FLOOD CO DISTRICT WATER CONSERVATION 100 —YEAR -24 —HOUR AT v- .o&w p PRECIPITATION 4 WIRF �E PLATE E-5.6 • SAND FILTER CALCULATIONS r� U n SAW lit e SAND FILTER /LEACH FIELD CALCULATIONS CALCULATION #1 CALCULATION #2 AREA 1 109 HOMES /40 =2.7 109 HOMES X .617 =67.3 L.F. 3 SAND FLTERS = 68/3 =23 L.F. PER FILTER AREA 2 57 HOMES /40 =1.4 57 HOMES X .617 =36 L.F. 2 SAND FLTERS = 36/3 =18 L.F. PER FILTER AREA 3 226 HOMES /40 =5.65 226 HOMES X .617 =139.4 L.F 6 SAND FILTERS = 140/6 =24 L.F. PER FILTER SAND FILTER VALUULA I IVNti • STORM DRAIN ANALYSIS AND MAPS • • KINGSTON ROAD 6 cp 5 4 cc 3 el 13 12 11 1 1 t I 0 Rl 1 23 T ----=PAM(WAI-- --WAfDC- W7 6t , \1 ---- 7- -I - -[ 93 04 104 M5 106 196 127 lost, 100 IM W2 go 25 / 27 12 t 114 m t w 20 - 1 - wo w lu .%2 as 26 -=CA =2 $44 30 t' 2 231 TO "as t2. 32 - 11 - - I c uo 84 1% 6.0 157 %W W7 1. - - - - - - 74 m 113 33 p 72 71 83 - 73 34 ' 1 14 BOR) k-V—R-Vrj .7 m 36 52 33 54 T. 55 192 1 sm 1 180 I 175 r - -- x L 225 37 sr 50 1 50 =4 77 w so w 57 30 Ng- 2 vaaaa�jl I I I L ------ ------ -- S3 206 30 %32 " 7 so \ 221 L •0 1 62 - i in vi 220 41 1 1 41, 128 133 2177 206 200 11 1 20 ------ -------- -- as - % t227 213 2. - as •0 103 I35 137 --- / / --, "V 7 2f7 so 104 00 37 •1 87 147 20 so w 215 30 42 97 we my 38 as 107 14 us as 34 as - a t22 Us 109 33 1, 11 MS 4 71 al so 79 20 •8 To 32 tio 1%44 IS `Y L tio as 2 •6 11 7 73 tn • 76 77 78 Its a 2 t17 11 •7 "3 so 07 so 4a as 84 83 02 so 44 29 el •9 23 60 81 LOT 1 62 as fie 24 so Be 6 as LOT 27 OPEN SPACE) • 28 26 28 L 'QW SPACE) $4 LIN 103 (LOT .1. SPACE) L S SpWfl ---- LOT -11- (0 PACE) LOT •'DO- (OPEN SPACE) LINE 1102 STORM DRAIN ORI" INDEX MAP NTS f 7 STORM DRAIN LINE 103 we _ - - - - - -_- 1 1 I I 1 25 1 I 1 1 1 1 1 1 1 1 I 1 I 1 / 1 / 1 � 1 / I � I � I / 1 / / 1 I 1 / / I I 1 I / / / I I l 1 1 I 1 / 1 1 / I I / / / I I 1 I / 1 I I 1 - J I I 1 I / , I I 1 I 1 I 1 I l 1 I � / I 1 / 1 1 � 1 1 / I 1 / 1 / I 1 / 1 I 1 1 / 1 1 / I I / / i 1 1 / 1 1 / I I / 1 / / I I / / / 1 1 % 1 1 / 1 / / 1 I / / / / I i I 103 ,1 STORM DRAIN LINE 103 we STORMDRAIN LINE 143 1572 STORMDRAIN LINE 103.txt PIPE DESCRIPTION: Pipe 1 -- RAINFALL INFORMATION--- - • Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 Downstream Pipe = Outfall Pipe Material = HDPE Pipe Length = 75.32 ft Plan Length = 75.31 ft Pipe Type = Circular Pipe Dimensions = 42.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 126.94 cfs Invert Elevation Downstream = 35.90 ft Invert Elevation Upstream = 37.10 ft Invert Slope = 1.59% Invert Slope (Plan Length) = 1.59% Rim Elevation Downstream = 40.40 ft Rim Elevation Upstream = 43.09 ft Natural Ground Slope = 3.57% Crown Elevation Downstream = 39.40 ft Crown Elevation Upstream = 40.60 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 0.00 min Inlet intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 3.50 min Total Intensity = 10.95 in /hr Total Rational Flow • = 0.00 cfs Total Flow = 46.36 cfs Uniform Capacity = 126.94 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 42.00 ft HGL Elevation Upstream = 42.16 ft HGL Slope = 0.21 W EGL Elevation Downstream = 42.36 ft EGL Elevation Upstream = 42.52 ft EGL Slope = 0.21 Critical Depth = 25.50 in Depth Downstream = 42.00 in Depth Upstream = 42.00 in Velocity Downstream = 4.82 ft /s Velocity Upstream = 4.82 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 12.17 ft /s Area Downstream = 9.62 ft "2 Area Upstream = 9.62 ft "2 Kj (JLC) = 0.15 Calculated Junction Loss = 0.054 ft - -- -INLET INFORMATION--- - Downstream Inlet = Outfall Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope . = 0.00 ft /ft Page 1 • • • Gutter Cross -Slope Gutter Local Depression Gutter Width Ponding Width Intercept Efficiency Flow from Catchment Carryover from previous inlet Total Flow to Current Inlet Flow Intercepted by Current Inlet Bypassed Flow Pavement Flow Gutter Flow Depth at Curb Depth at Pavement /Gutter Joint Pavement Spread Total Spread Gutter Velocity Curb Efficiency Grate Efficiency Slot Efficiency Total Efficiency PIPE DESCRIPTION: Pipe 2 - - -- RAINFALL INFORMATION--- - Return Period Rainfall File - -- -PIPE INFORMATION--- - Current Pipe Downstream Pipe Pipe Material Pipe Length Plan Length Pipe Type Pipe Dimensions Pipe Manning's "n" Pipe Capacity at Invert Slope Invert Elevation Downstream Invert Elevation Upstream Invert Slope Invert Slope (Plan Length) Rim Elevation Downstream Rim Elevation Upstream Natural Ground Slope Crown Elevation Downstream Crown Elevation Upstream - -- -FLOW INFORMATION--- - Catchment Area Runoff Coefficient Inlet Time Inlet Intensity Inlet Rational Flow Inlet Input Flow Inlet Hydrograph Flow Total Area Weighted Coefficient Total Time of Concentration Total Intensity Total Rational Flow Total Flow Uniform Capacity Skipped flow Infiltration -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream HGL Elevation Upstream HGL Slope EGL Elevation Downstream 1572 STORMDRAIN LINE 103.txt = 0.00 ft /ft = 0.00 in = 0.00 ft = 0.00 ft * % 0.00 cfs = 0.00 cfs 0.00 cfs = 0.00 cfs 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 in = 0.00 in = 0.00 ft = 0.00 ft = 0.00 ft /s * % = 0.00 = 100 Year = Tutorial = Pipe 2 = Pipe 1 = HDPE = 194.36 ft = 195.85 ft = Circular = 42.00 in = 0.013 = 71.47 cfs = 37.10 ft = 38.08 ft = 0.51% = 0.50% = 43.09 ft = 44.07 ft = 0.50% = 40.60 ft = 41.58 ft = 0.00 ac = 0.500 = 0.00 min = 0.00 in /hr = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 ac = 0.500 = 3.09 min = 11.16 in /hr = 0.00 cfs = 46.36 cfs = 71.47 cfs = 0.00 cfs = 0.00 gpd = 42.21 ft = 42.63 ft = 0.21 % = 42.58 ft Page 2 1572 STORMDRAIN LINE 103.txt EGL Elevation Upstream = 42.99 ft • EGL Slope = 0.21 % Critical Depth = 25.50 in Depth Downstream = 42.00 in Depth Upstream = 42.00 in Velocity Downstream = 4.82 ft /s Velocity Upstream = 4.82 ft /s Uniform Velocity Downstream = 7.91 ft /s Uniform Velocity Upstream = 7.91 ft /s Area Downstream = 9.62 ft'2 Area Upstream = 9.62 ft ^2 Kj (JLC) = 0.15 Calculated Junction Loss = 0.054 ft - -- -INLET INFORMATION--- - Downstream Inlet = 45 BEND 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs • Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * 9, Grate Efficiency = * $ Slot Efficiency = * $ Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 3 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 3 Downstream Pipe = Pipe 2 Pipe Material = HDPE Pipe Length = 7.44 ft Plan Length = 10.44 ft Pipe Type = Circular Pipe Dimensions = 42.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 84.23 cfs Invert Elevation Downstream = 38.08 ft Invert Elevation Upstream = 38.13 ft Invert Slope = 0.70% Invert Slope (Plan Length) = 0.501i Rim Elevation Downstream = 44.07 ft Rim Elevation Upstream = 44.12 ft Natural Ground Slope = 0.71% Crown Elevation Downstream = 41.58 ft Crown Elevation Upstream = 41.63 ft • - -- -FLOW INFORMATION--- - Page 3 1572 STORMDRAIN LINE 103.txt Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 3.07 min Total Intensity = 11.17 in /hr Total Rational Flow = 0.00 cfs Total Flow = 36.78 cfs Uniform Capacity = 84.23 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 42.68 ft HGL Elevation Upstream = 42.69 ft HGL Slope = 0.13 % EGL Elevation Downstream = 42.91 ft EGL Elevation Upstream = 42.92 ft EGL Slope = 0.13 % Critical Depth = 22.60 in Depth Downstream = 42.00 in Depth Upstream = 42.00 in Velocity Downstream = 3.82 ft /s Velocity Upstream = 3.82 ft /s Uniform Velocity Downstream = 8.46 ft /s Uniform Velocity Upstream = 8.46 ft /s Area Downstream = 9.62 ft^2 Area Upstream = 9.62 ft^2 Kj (JLC) • = 0.15 Calculated Junction Loss = 0.034 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE NO 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = *.% Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * g Grate Efficiency = * % Slot Efficiency = * % • Total Efficiency = 0.00 W Page 4 PIPE DESCRIPTION: Pipe 4 1572 STORMDRAIN LINE 103.txt -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 4 Downstream Pipe = Pipe 3 Pipe Material = HDPE Pipe Length = 8.30 ft Plan Length = 11.80 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 34.57 cfs Invert Elevation Downstream = 39.13 ft Invert Elevation Upstream = 39.19 ft Invert Slope = 0.71$ Invert Slope (Plan Length) = 0.50% Rim Elevation Downstream = 44.12 ft Rim Elevation Upstream = 44.18 ft Natural Ground Slope = 0.71% Crown Elevation Downstream = 41.63 ft Crown Elevation Upstream = 41.69 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 • Total Time of Concentration Total Intensity = 3.05 min = 11.18 in /hr Total Rational Flow = 0.00 cfs Total Flow = 27.20 cfs Uniform Capacity = 34.57 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 42.72 ft HGL Elevation Upstream = 42.76 ft HGL Slope = 0.44 % EGL Elevation Downstream = 43.20 ft EGL Elevation Upstream = 43.24 ft EGL Slope = 0.44 % Critical Depth = 21.34 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 5.54 ft /s Velocity Upstream = 5.54 ft /s Uniform Velocity Downstream = 7.80 ft /s Uniform Velocity Upstream = 7.80 ft /s Area Downstream = 4.91 ft "2 Area Upstream = 4.91 ft'2 Kj (JLC) = 0.05 Calculated .junction Loss = 0.024 ft - -- -INLET INFORMATION---- Downstream Inlet = WYE NO 2 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag • Longitudinal Slope Mannings n -value = 0.00 ft /ft = 0.000 Pavement Cross -Slope = 0.00 ft /ft Page 5 Gutter Cross -Slope Gutter Local Depression Gutter Width Ponding Width Intercept Efficiency Flow from Catchment Carryover from previous inlet Total Flow to Current Inlet Flow Intercepted by Current Inlet Bypassed Flow Pavement Flow Gutter Flow Depth at Curb Depth at Pavement /Gutter Joint Pavement Spread Total Spread Gutter Velocity Curb Efficiency Grate Efficiency Slot Efficiency Total Efficiency PIPE DESCRIPTION: Pipe 5 - - -- RAINFALL INFORMATION--- - Return Period Rainfall File - -- -PIPE INFORMATION--- - Current Pipe Downstream Pipe Pipe Material Pipe Length • Plan Length Pipe Type Pipe Dimensions Pipe Manning's °n° Pipe Capacity at Invert Slope Invert Elevation Downstream Invert Elevation Upstream Invert Slope Invert Slope (Plan Length) Rim Elevation Downstream Rim Elevation Upstream Natural Ground Slope Crown Elevation Downstream Crown Elevation Upstream - -- -FLOW INFORMATION--- - Catchment Area Runoff Coefficient Inlet Time Inlet Intensity Inlet Rational Flow Inlet Input Flow Inlet Hydrograph Flow Total Area Weighted Coefficient Total Time of Concentration Total Intensity Total Rational Flow Total Flow Uniform Capacity Skipped flow Infiltration 1572 STORMDRAIN LINE 103.txt - - -- HYDRAULIC INFORMATION--- - = 0.00 HGL Elevation Downstream = 0.00 HGL Elevation Upstream = 0.00 HGL Slope cfs • EGL Elevation Downstream 1572 STORMDRAIN LINE 103.txt = 0.00 ft /ft = 0.00 in = 0.00 ft = 0.00 ft = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs =.0.00 cfs = 0.00 in = 0.00 in = 0.00 ft = 0.00 ft = 0.00 ft /s _ * 9, = 0.00 = 100 Year = Tutorial = Pipe 5 = Pipe 4 = HDPE = 380.54 ft = 384.54 ft = Circular = 30.00 in = 0.013 = 29.14 cfs = 39.19 ft = 41.12 ft = 0.51* = 0.50% = 44•.18 ft = 46.11 ft = 0.51% = 41.69 ft = 43.62 ft = 0.00 ac = 0.500 = 0.00 min = 0.00 in /hr = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 ac = 0.500 = 2.11 min = 11.71 in /hr = 0.00 cfs = 27.20 cfs = 29.14 cfs = 0.00 cfs 0.00 gpd = 42.79 ft = 44.46 ft = 0.44 1s = 43.26 ft Page 6 1572 STORMDRAIN LINE 103.txt EGL Elevation Upstream = 44.94 ft • EGL Slope = 0.44 W Critical Depth = 21.34 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 5.54 ft /s Velocity Upstream = 5.54 ft /s Uniform Velocity Downstream = 6.75 ft /s Uniform Velocity Upstream = 6.75 ft /s Area Downstream = 4.91 ft ^2 Area Upstream = 4.91 ft^2 Kj (JLC) = 0.05 Calculated Junction Loss = 0.024 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH NO 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * $ Grate Efficiency = * 96 Slot Efficiency = * $ Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 6 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 6 Downstream Pipe = Pipe 5 Pipe Material = HDPE Pipe Length = 397.94 ft Plan Length = 401.94 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 29.14 cfs Invert Elevation Downstream = 41.12 ft Invert Elevation Upstream = 43.13 ft Invert Slope = 0.51% invert Slone (Plan Length) = 0.50% Rim Elevation Downstream = 46.11 ft Rim Elevation Upstream = 48.13 ft Natural Ground Slope = 0.51% Crown Elevation Downstream = 43.62 ft Crown Elevation Upstream = 45.63 ft • - -- -FLOW INFORMATION--- - Page 7 • 1572 STORMDRAIN LINE 103.txt Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 1.12 min Total Intensity = 12.32 in /hr Total Rational Flow = 0.00 cfs Total Flow = 27.20 cfs Uniform Capacity = 29.14 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 4448 ft HGL Elevation Upstream = 46.23 ft HGL Slope = 0.44 % EGL Elevation Downstream = 44.96 ft EGL Elevation Upstream = 46.71 ft EGL Slope = 0.44 % Critical Depth = 21.34 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 5.54 ft /s Velocity Upstream = 5.54 ft /s Uniform Velocity Downstream = 6.75 ft /s Uniform Velocity Upstream = 6.75 ft /s • Area Downstream Area Upstream = 4.91 ft ^2 = 4.91 ft"2 Kj (JLC) = 0.05 Calculated Junction Loss = 0.024 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH NO 2 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement .Spread. = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * $ Grate Efficiency = * Slot Efficiency = • Total Efficiency = 0.00 8 Page 8 - - -- HYDRAULIC INFORMATION--- - 1572 STORMDRAIN LINE 103.txt PIPE DESCRIPTION: Pipe 7 = 46.26 ft -- RAINFALL INFORMATION--- - • = 48.01 ft Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - = 48.48 ft Current Pipe = Pipe 7 Downstream Pipe = Pipe 6 Pipe Material = HDPE Pipe Length = 397.49 ft Plan Length = 400.99 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 29.12 cfs Invert Elevation Downstream = 43.13 ft Invert Elevation Upstream = 45.13 ft Invert Slope = 0.50% Invert Slope (Plan Length) = 0.50% Rim Elevation Downstream = 48.13 ft Rim Elevation Upstream = 50.13 ft Natural Ground Slope = 0.50% Crown Elevation Downstream = 45.63 ft Crown Elevation Upstream = 47.63 ft - -- -FLOW INFORMATION--- - = 0.000 Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 0.14 min Total Intensity = 13.02 in /hr Total Rational Flow • = 0.00 cfs Total Flow = 27.20 cfs Uniform Capacity = 29.12 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 46.26 ft HGL Elevation Upstream = 48.01 ft HGL Slope = 0.44 % EGL Elevation Downstream = 46.73 ft EGL Elevation Upstream = 48.48 ft EGL Slope = 0.44 % Critical Depth = 21.34 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 5.54 ft /s Velocity Upstream = 5.54 ft /s Uniform Velocity Downstream = 6.74 ft /s Uniform Velocity Upstream = 6.74 ft /s Area Downstream = 4.91 ft "2 Area Upstream = 4.91 ft'2 Kj (JLC) = 0.15 Calculated Junction Loss = 0.072 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH NO 3 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope • = 0.00 ft /ft Page 9 • • • Gutter Cross -Slope Gutter Local Depression Gutter Width Ponding Width Intercept Efficiency Flow from Catchment Carryover from previous inlet Total Flow to Current Inlet Flow Intercepted by Current Inlet Bypassed Flow Pavement Flow Gutter Flow Depth at Curb Depth at Pavement /Gutter Joint Pavement Spread Total Spread Gutter Velocity Curb Efficiency Grate Efficiency Slot Efficiency Total Efficiency PIPE DESCRIPTION: Pipe 8 - - -- RAINFALL INFORMATION--- - Return Period Rainfall File - -- -PIPE INFORMATION--- - Current Pipe Downstream Pipe Pipe Material Pipe Length Plan Length Pipe Type Pipe Dimensions Pipe Manning's "n" Pipe.Capacity at Invert.Slope Invert Elevation Downstream Invert Elevation Upstream Invert Slope Invert Slope (Plan Length) Rim Elevation Downstream Rim Elevation Upstream Natural Ground Slope Crown Elevation Downstream Crown Elevation Upstream - -- -FLOW INFORMATION--- - Catchment Area Runoff Coefficient Inlet Time Inlet Intensity Inlet Rational Flow Inlet Input Flow Inlet Hydrograph Flow Total Area Weighted Coefficient Total'Time of Concentration Total Intensity Total Rational Flow Total Flow Uniform Capacity Skinned flow Infiltration - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream HGL Elevation Upstream HGL Slope EGL Elevation Downstream 1572 STORMDRAIN LINE 103.txt = 0.00 ft /ft = 0.00 in = 0.00 ft = 0.00 ft * % 0.00 cfs = 0.00 cfs 0.00 cfs = 0.00 cfs 0.00 cfs 0.00 cfs = 0.00 cfs = 0.00 in 0.00 in = 0.00 ft = 0.00 ft 0.00 ft /s * % * % 0.00 = 100 Year = Tutorial = Pipe 8 = Pipe 7 = HDPE = 5.45 ft = 8.95 ft = Circular = 30.00 in = 0.013 = 37.15 cfs = 45.13 ft = 45.17 ft = 0.82% = 0.50% = 50.13 ft = 50.18 ft = 0.91% = 47.63 ft = 47.67 ft = 0.00 ac = 0.500 = 0.00 min = 0.00 in /hr = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 ac = 0.500 = 0.12 min = 13.03 in /hr = 0.00 cfs = 13.60 cfs = 37.15 cfs = 0.00 cfs 0.00 gpd = 48.08 ft = 48.08 ft = 0.11 % = 48.20 ft Page 10 1572.STORMDRAIN LINE 103.txt • EGL Elevation Upstream = 48.20 ft EGL Slope = 0.11 %* Critical Depth = 14.89 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 2.77 ft /s Velocity Upstream = 2.77 ft /s Uniform Velocity Downstream = 6.98 ft /s Uniform Velocity Upstream = 6.98 ft /s Area Downstream = 4.91 ft^2 Area Upstream = 4.91 ft"2 Kj (JLC) = 0.05 Calculated Junction Loss = 0.006 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE NO 3 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfa Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs • Bypassed Flow Pavement Flow = 0.00 cfs = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * 96 Slot Efficiency = * $ Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 9 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 9 Downstream Pipe = Pipe 8 Pipe Material = HDPE Pipe Length = 14.44 ft Plan Length = 16.44 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 17.06 cfs Invert Elevation Downstream = 45.67 ft Invert Elevation Upstream = 45.76 ft Invert Slope = 0.57% Invert Slope (Plan Length) = 0.50a Rim Elevation Downstream = 50.18 ft • Rim Elevation Upstream = 50.26 ft Natural Ground Slope = 0.56% Page 11 1572 STORMDRAIN LINE 103.txt Crown Elevation Downstream = 47.67 ft • Crown Elevation Upstream = 47.76 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 0.08 min Total Intensity = 13.06 in /hr Total Rational Flow = 0.00 cfs Total Flow = 13.60 cfs Uniform Capacity = 17.06 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 48.09 ft HGL Elevation Upstream = 48.14 ft HGL Slope = 0.36 % EGL Elevation Downstream = 48.38 ft EGL Elevation Upstream = 48.43 ft EGL Slope = 0.36 % Critical Depth = 15.94 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 4.33 ft /s Velocity Upstream = 4.33 ft /s Uniform Velocity Downstream = 6.03 ft /s Uniform Velocity Upstream = 6.03 ft /s • Area Downstream Area Upstream = 3.14 ft ^2 = 3.14 ft "2 Kj (JLC) = 0.15 Calculated Junction Loss = 0.044 ft - -- -INLET INFORMATION--- - Downstream Inlet = MH NO 4 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * $ Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * $ Grate Efficiency = * % Slot Efficiency = • Total Efficiency = 0.00 � Page 12 PIPE DESCRIPTION: Pipe 10 1572 STORMDRAIN LINE 103.txt • - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 10 Downstream Pipe = Pipe 9 Pipe Material = HDPE Pipe Length = 26.51 ft Plan Length = 28.01 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 16.44 cfs Invert Elevation Downstream = 45.76 ft Invert Elevation Upstream = 45.90 ft Invert Slope = 0.53% Invert Slope (Plan Length) = 0.50% Rim Elevation Downstream = 50.26 ft Rim Elevation Upstream = 49.58 ft Natural Ground Slope = -2.58% Crown Elevation Downstream = 47.76 ft Crown Elevation Upstream = 47.90 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 13.60 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 • Total Time of Concentration = 0.00 min Total Intensity = 13.12 in /hr Total Rational Flow = 0.00 cfs Total Flow = 13.60 cfs Uniform Capacity = 16.44 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 48.19 ft HGL Elevation Upstream = 48.43 ft HGL Slope = 0.91 % EGL Elevation Downstream = 48.48 ft EGL Elevation Upstream = 48.72 ft EGL Slope = 0.91 % Critical Depth = 15.94 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 4.33 ft /s Velocity Upstream = 4.33 ft /s Uniform Velocity Downstream = 5.85 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft'2 Area Upstream = 3.14 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.146 ft ---- TNT.FT INFORMATION--- - Downstream Inlet = 45 BEND NO 2 Inlet Description = Grate 19- 3/8x17 -3/4 Inlet Type = Grate Computation Case = Sag Longitudinal Slope = 0.00 ft /ft • Mannings n -value = 0.015 Pavement Cross -Slope = 0.02 ft /ft Page 13 • • • Gutter Cross -Slope Gutter Local Depression Gutter Width Ponding Width Intercept Efficiency Grate Type Grate Length Grate Width Grate Weir Coefficient Grate Orifice Coefficient Clogging Factor Opening Ratio Splash -over Velocity Flow from Catchment Carryover from previous inlet Total Flow to Current Inlet Flow Intercepted by Current Inlet Bypassed Flow Pavement Flow Gutter Flow Depth at Curb Depth at Pavement /Gutter Joint Pavement Spread Total Spread Gutter Velocity Curb Efficiency Grate Efficiency Slot Efficiency Total Efficiency PIPE DESCRIPTION: Pipe 11 - - -- RAINFALL INFORMATION--- - Return Period Rainfall File - -- -PIPE INFORMATION--- - Current Pipe Downstream Pipe Pipe Material Pipe Length Plan Length Pipe Type Pipe Dimensions Pipe Manning's "n" Pipe Capacity at Invert Slope Invert Elevation Downstream Invert Elevation Upstream Invert Slope Invert Slope (Plan Length) Rim Elevation Downstream Rim Elevation Upstream Natural Ground Slope Crown Elevation Downstream Crown Elevation Upstream - -- -FLOW INFORMATION--- - Catchment Area Runoff Coefficient Inlet Time Inlet Intensity Inlet Rational Flow Inlet Input Flow Inlet Hydroaraph Flow Total Area Weighted Coefficient Total Time of Concentration Total Intensity Total Rational Flow Total Flow Uniform Capacity 1572 STORMDRAIN LINE 103.txt = 0.03 ft /ft = 0.50 in = 1.50 ft = 0.00 ft = 100.00 % = P -1 -7/8 = 1.62 ft = 1.48 ft = 3.000 = 0.670 = 50.00 = 0.75 = 1.00 ft /s = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 in = 0.00 in = 0.00 ft = 0.00 ft = 0.00 ft /s 0.00 % = 0.00 % = 100 Year = Tutorial = Pipe 11 = Pipe 2 = HDPE = 24.75 ft = 27.74 ft = Circular = 24.00 in = 0.013 = 36.33 cfs = 39.58 ft = 40.22 ft = 2.58% = 2.30% = 44.07 ft = 43.40 ft = -2.72% = 41.58 ft = 42.22 ft = 0.00 ac = 0.500 = 0.00 min = 0.00 in /hr = 0.00 cfs = 9.58 cfs = 0.00 cfs = 0.00 ac = 0.500 = 0.00 min = 13.12 in /hr = 0.00 cfs = 9.58 cfs = 36.33 cfs Page 14 1572 STORMDRAIN LINE 103.txt Gutter Cross -Slope = 0.03 ft /ft Gutter Local Depression • = 0.50 in Gutter width = 1.50 ft Ponding width = 0.00 ft Intercept Efficiency = 100.00 W Grate Type = P -1 -7/8 Grate Length = 1.62 ft Grate Width = 1.48 ft Grate Weir Coefficient = 3.000 Grate Orifice Coefficient = 0.670 Clogging Factor = 50.00 % Opening Ratio = 0.75 Splash -over velocity = 1.00 ft /s Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter velocity = 0.00 ft /s Curb Efficiency = • 96 Grate Efficiency = 0.00 % Slot Efficiency = • g Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 11 - - -- RAINFALL INFORMATION---- Return Period = 100 Year Rainfall File • = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 11 Downstream Pipe = Pipe 2 Pipe Material = HDPE Pipe Length = 24.75 ft Plan Length = 27.74 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 36.33 cfs Invert Elevation Downstream = 39.58 ft Invert Elevation Upstream = 40.22 ft Invert Slope = 2.58% Invert Slope (Plan Length) = 2.30% Rim Elevation Downstream = 44.07 ft Rim Elevation Upstream = 43.40 ft Natural Ground Slope = -2.72% Crown Elevation Downstream = 41.58 ft Crown Elevation Upstream = 42.22 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 9.58 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 0.00 min Total Intensity = 13.12 in /hr Total Rational Flow = 0.00 cfs Total Flow = 9.58 cfs Uniform Capacity • = 36.33 cfs Page 14 1572 STORMDRAIN LINE 103.txt • Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION - - -- HGL Elevation Downstream = 42.68 ft HGL Elevation Upstream = 42.80 ft HGL Slope = 0.47 % EGL Elevation Downstream = 42.83 ft EGL Elevation Upstream = 42.94 ft EGL Slope = 0.47 % Critical Depth = 13.28 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 3.05 ft /s Velocity Upstream = 3.05 ft /s Uniform Velocity Downstream = 13.60 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft ^2 Area Upstream = 3.14 ft"2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.072 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE NO 1 Inlet Description = Grate 19- 3/8x17 -3/4 Inlet Type = Grate Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.015 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.03 ft /ft Gutter Local Depression = 0.50 in Gutter width = 1.50 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 % Grate Type = P -1 -7/8 Grate Length = 1.62 ft Grate Width = 1.48 ft Grate Weir Coefficient = 3.000 Grate Orifice Coefficient = 0.670 Clogging Factor = 50.00 W Opening Ratio = 0.75 Splash -over Velocity = 1.00 ft /s Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = • % Grate Efficiency = 0.00 % Slot Efficiency = • % Total Efficiencv = 0.00 4 PIPE DESCRIPTION: Pipe 12 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial • - -- -PIPE INFORMATION--- - Page 15 1572 STORMDRAIN LINE 103.txt Current Pipe = Pipe 12 • Downstream Pipe = Pipe 3 Pipe Material = HDPE Pipe Length = 25.29 ft Plan Length = 28.29 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 16.91 cfs Invert Elevation Downstream = 39.59 ft Invert Elevation Upstream = 39.73 ft Invert Slope = 0.56* Invert Slope (Plan Length) = 0.50% Rim Elevation Downstream = 44.12 ft Rim Elevation Upstream = 43.41 ft Natural Ground Slope = -2.83* Crown Elevation Downstream = 41.59 ft Crown Elevation Upstream = 41.73 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 9.58 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 0.00 min Total Intensity = 13.12 in /hr Total Rational Flow = 0.00 cfs Total Flow = 9.58 cfs Uniform Capacity = 16.91 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd • -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 42.72 ft HGL Elevation Upstream = 42.84 ft HGL Slope = 0.47 % EGL Elevation Downstream = 42.87 ft EGL Elevation Upstream = 42.99 ft EGL Slope = 0.47 % Critical Depth = 13.28 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 3.05 ft /s Velocity Upstream = 3.05 ft /s Uniform Velocity Downstream = 7.06 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft ^2 Area Upstream = 3.14 ftA2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.072 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE NO 2 Inlet Description = Grate 19- 3/8x17 -3/4 Inlet Type = Grate Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.015 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.03 ft /ft Gutter Local Depression = 0.50 in Gutter Width = 1.50 ft Width = 0.00 ft • rg Intercept Efficiency = 100.00 � Grate Type = P -1 -7/8 Page 16 • Grate Length Grate Width Grate Weir Coefficient Grate Orifice Coefficient Clogging Factor Opening Ratio Splash -over Velocity Flow from Catchment Carryover from previous inlet Total Flow to Current Inlet Flow Intercepted by Current Inlet Bypassed Flow Pavement Flow Gutter Flow Depth at Curb Depth at Pavement /Gutter Joint Pavement Spread Total Spread Gutter Velocity Curb Efficiency Grate Efficiency Slot Efficiency Total Efficiency PIPE DESCRIPTION: Pipe 13 - - -- RAINFALL INFORMATION--- - Return Period Rainfall File - -- -PIPE INFORMATION--- - Current Pipe • Downstream Pipe Pipe Material Pipe Length Plan Length Pipe Type Pipe Dimensions Pipe Manning's 'In" Pipe Capacity at Invert Slope Invert Elevation Downstream Invert Elevation Upstream Invert Slope Invert Slope (Plan Length) Rim Elevation Downstream Rim Elevation Upstream Natural Ground Slope Crown Elevation Downstream Crown Elevation Upstream - -- -FLOW INFORMATION--- - Catchment Area Runoff Coefficient Inlet Time Inlet Intensity Inlet Rational Flow Inlet Input Flow Inlet Hydrograph Flow Total Area Weighted Coefficient Total Time of Concentration Total Intensity Total Rational Flow Total Flow Uniform Capacity Skipped flow Infiltration •- - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream HGL Elevation Upstream 1572 STORMDRAIN LINE 103.txt = 1.62 ft = 1.48 ft = 3.000 = 0.670 = 50.00 % = 0.75 = 1.00 ft /s = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 in = 0.00 in = 0.00 ft = 0.00 ft = 0.00 ft /s * % 0.00 % 0.00 % = 100 Year = Tutorial = Pipe 13 = Pipe 7 = HDPE = 25.57 ft = 28.57 ft = Circular = 24.00 in = 0.013 = 16.90 cfs = 45.61 ft = 45.76 ft = 0.56% = 0.50% = 50.13 ft = 49.44 ft = -2.70% = 47.61 ft = 47.76 ft = 0.00 ac = 0.500 = 0.00 min = 0.00 in /hr = 0.00 cfs = 13.60 cfs = 0.00 cfs = 0.00 ac = 0.500 = 0.00 min = 13.12 in /hr = 0.00 cfs = 13.60 cfs = 16.90 cfs = 0.00 cfs = 0.00 gpd = 48.08 ft = 48.32 ft Page 17 • HGL Slope EGL Elevation Downstream EGL Elevation Upstream EGL Slope Critical. Depth Depth Downstream Depth Upstream Velocity Downstream Velocity Upstream Uniform Velocity Downstream Uniform Velocity Upstream Area Downstream Area Upstream Kj (JLC) • 1� u Calculated Junction Loss - -- -INLET INFORMATION--- - Downstream Inlet Inlet Description Inlet Type Computation Case Longitudinal Slope Mannings n -value Pavement Cross -Slope Gutter Cross -Slope Gutter Local Depression Gutter Width Ponding Width Intercept Efficiency Grate Type Grate Length Grate Width Grate Weir Coefficient Grate Orifice Coefficient Clogging Factor Opening Ratio Splash -over Velocity Flow from Catchment Carryover from previous inlet Total Flow to Current Inlet Flow Intercepted by Current Inlet Bypassed Flow Pavement Flow Gutter Flow Depth at Curb Depth at Pavement /Gutter Joint Pavement Spread Total Spread Gutter Velocity Curb Efficiency Grate Efficiency Slot Efficiency Total Efficiency 1572 STORMDRAIN LINE 103.txt = 0.93 % = 48.37 ft = 48.61 ft = 0.93 % = 15.94 in = 24.00 in = 24.00 in = 4.33 ft /s = 4.33 ft /s = 6.06 ft /s = 0.00 ft /s = 3.14 ft"2 = 3.14 ft ^2 = 0.50 = 0.146 ft = WYE NO 3 = Grate 19- 3/8x17 -3/4 = Grate = Sag = 0.00 ft /ft = 0.015 = 0.02 ft /ft = 0.03 ft /ft = 0.50 in = 1.50 ft = 0.00 ft = 100.00 % = P -1 -7/8 = 1.62 ft = 1.48 ft = 3.000 = 0.670 = 50.00 % = 0.75 = 1.00 ft /s = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 in = 0.00 in = 0.00 ft = 0.00 ft = 0.00 ft /s 0.00 % = 0.00 % Page 18 STORM DRAIN LINE 512 We STORMDRAIN LINE 512 • PIPE DESCRIPTION: Pipe 1 1572 STORMDRAIN LINE 512.txt - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 Downstream Pipe = Outfall Pipe Material = HDPE Pipe Length = 78.80 ft Plan Length = 78.64 ft Pipe Type = Circular Pipe Dimensions = 18.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 26.60 cfs Invert Elevation Downstream = 43.00 ft Invert Elevation Upstream = 48.06 ft Invert Slope. = 6.43% Invert Slope (Plan Length) = 6.43% Rim Elevation Downstream = 46.00 ft Rim Elevation Upstream = 51.80 ft Natural Ground Slope = 7.36% Crown Elevation Downstream = 44.50 ft Crown Elevation Upstream = 49.56 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 • Total Time of Concentration Total Intensity = 0.57 min = 12.70 in /hr Total Rational Flow = 0.00 cfs Total Flow = 7.12 cfs Uniform Capacity = 26.60 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 49.00 ft HGL Elevation Upstream = 49.28 ft HGL Slope = 0.36 % EGL Elevation Downstream = 49.25 ft EGL Elevation Upstream = 49.61 ft EGL Slope = 0.46 % Critical Depth = 12.40 in Depth Downstream = 18.00 in Depth Upstream = 14.71 in Velocity Downstream = 4.03 ft /s Velocity Upstream = 4.60 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 12.76 ft /s Area Downstream = 1.77 ftA2 Area Upstream = 1.55 ft^2 Kj (JLC) = 0.15 Calculated Junction Loss = 0.049 ft - -- -INLET INFORMATION---- Downstream Inlet = Outfall Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Page 1 • • Gutter Cross -Slope Gutter Local Depression Gutter Width Ponding Width Intercept Efficiency Flow from Catchment Carryover from previous inlet Total Flow to Current Inlet Flow Intercepted by Current Inlet Bypassed Flow Pavement Flow Gutter Flow Depth at Curb Depth at Pavement /Gutter Joint Pavement Spread Total Spread Gutter Velocity Curb Efficiency Grate Efficiency Slot Efficiency Total Efficiency PIPE DESCRIPTION: Pipe 2 - - -- RAINFALL INFORMATION--- - Return Period Rainfall File - -- -PIPE INFORMATION--- - Current Pipe Downstream Pipe Pipe Material Pipe Length Plan Length Pipe Type Pipe Dimensions Pipe Manning's "n" Pipe Capacity at Invert Slope Invert Elevation Downstream Invert Elevation Upstream Invert Slope Invert Slope (Plan Length) Rim Elevation Downstream Rim Elevation Upstream Natural Ground Slope Crown Elevation Downstream Crown Elevation Upstream - -- -FLOW INFORMATION--- - Catchment Area Runoff Coefficient Inlet Time Inlet Intensity Inlet Rational Flow Inlet Input Flow Inlet Hydrograph Flow Total Area Weighted Coefficient Total Time of Concentration Total Intensity Total Rational Flow Total Flow Uniform Capacity Skipped flow Infiltration - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream HGL Elevation Upstream HGL Slope EGL Elevation Downstream 1572 STORMDRAIN LINE 512.txt = 0.00 ft /ft = 0.00 in = 0.00 ft = 0.00 ft = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 in = 0.00 in = 0.00 ft = 0.00 ft = 0.00 ft /s _ * % = 0.00 % = 100 Year = Tutorial = Pipe 2 = Pipe 1 = HDPE = 164.17 ft = 166.17 ft = Circular = 18.00 in = 0.013 = 7.46 cfs = 48.06 ft = 48.89 ft = 0.50% = 0.50% = 51.80 ft = 51.89 ft = 0.05% = 49.56 ft = 50.39 ft = 0.00 ac = 0.500 = 0.00 min = 0.00 in /hr = 0.00 cfs = 7.12 cfs = 0.00 cfs = 0.00 ac = 0.500 = 0.00 min = 13.12 in /hr = 0.00 cfs = 7.12 cfs = 7.46 cfs - n nn ae 0.00 gpd = 49.33 ft = 50.23 ft = 0.55 % = 49.64 ft Page 2 • EGL Elevation Upstream EGL Slope Critical Depth Depth Downstream Depth Upstream Velocity Downstream Velocity Upstream Uniform Velocity Downstream Uniform Velocity Upstream Area Downstream Area Upstream Kj (JLC) Calculated Junction Loss • 1/ u - -- -INLET INFORMATION--- - Downstream Inlet Inlet Description Inlet Type Computation Case Longitudinal Slope Mannings n -value Pavement Cross -Slope Gutter Cross -Slope Gutter Local Depression Gutter Width Ponding Width Intercept Efficiency Grate Type Grate Length Grate Width Grate Weir Coefficient Grate Orifice Coefficient Clogging Factor Opening Ratio Splash -over velocity Flow from Catchment Carryover,from previous inlet Total Flow to Current Inlet Flow Intercepted by Current Inlet Bypassed Flow Pavement Flow Gutter Flow Depth at Curb Depth at Pavement /Gutter Joint Pavement Spread Total Spread Gutter Velocity Curb Efficiency Grate Efficiency Slot Efficiency Total Efficiency 1572 STORMDRAIN LINE 512.txt = 50.60 ft = 0.58 % = 12.40 in = 15.31 in = 13.99 in = 4.45 ft /s = 4.83 ft /s = 4.80 ft /s = 0.00 ft /s = 1.60 ft ^2 = 1.47 ft^2 = 0.50 = 0.181 ft = 45 BEND 1 = Grate 19- 3/8x17 -3/4 = Grate = Sag = 0.00 ft /ft = 0.015 = 0.02 ft /ft = 0.03 ft /ft = 0.50 in = 1.50 ft = 0.00 ft = 100.00 % = P -1 -7/8 = 1.62 ft = 1.48 ft = 3.000 = 0.670 = 50.00 % = 0.75 = 1.00 ft /s = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 in = 0.00 in = 0.00 ft = 0.00 ft = 0.00 ft /s * 96 0.00 % = 0.00 % Page 3 115 116 PIPE 2 \ w \ N CB 1 WYE 1 PIPE 5 \ PIPE 4 12 PIPE 3 45' END 2 11 1 45' BEND 1 10 1,04we OT "C C" STORM DRAIN LINE 603 pff$ -.. STORMDRAIN LINE 603 1572 STORMDRAIN LINE 603.txt PIPE DESCRIPTION: Pipe 1 • -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 Downstream Pipe = Outfall Pipe Material = HDPE Pipe Length = 74.05 ft Plan Length = 74.01 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 74.12 cfs Invert Elevation Downstream = 36.90 ft Invert Elevation Upstream = 39.32 ft Invert Slope = 3.27% Invert Slope (Plan Length) = 3.27% Rim Elevation Downstream = 40.40 ft Rim Elevation Upstream = 43.80 ft Natural Ground Slope = 4.59% Crown Elevation Downstream = 39.40 ft Crown Elevation Upstream = 41.82 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 0.40 min • Total Intensity = 12.82 in /hr Total Rational Flow = 0.00 cfs Total Flow = 27.93 cfs Uniform Capacity = 74.12 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 42.00 ft HGL Elevation Upstream = 42.34 ft HGL Slope = 0.46 % EGL Elevation Downstream = 42.50 ft EGL Elevation Upstream = 42.85 ft EGL Slope = 0.46 % Critical Depth = 21.63 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 5.69 ft /s Velocity Upstream = 5.69 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 14.04 ft /s Area Downstream = 4.91 ft^2 Area Upstream = 4.91 ft^2 Kj (JLC) = 0.15 Calculated Junction Loss = 0.076 ft - -- -INLET INFORMATION--- - Downstream Inlet = Outfall Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Slope = 0.00 ft /ft Mannings n -value = 0.000 •Longitudinal Pavement Cross -Slope = 0.00 ft /ft Page 1 • • • Gutter Cross -Slope Gutter Local Depression Gutter Width Ponding Width Intercept Efficiency Flow from Catchment Carryover from previous inlet Total Flow to Current Inlet Flow Intercepted by Current Inlet Bypassed Flow Pavement Flow Gutter Flow Depth at Curb Depth at Pavement /Gutter Joint Pavement Spread Total Spread Gutter Velocity Curb Efficiency Grate Efficiency Slot Efficiency Total Efficiency PIPE DESCRIPTION: Pipe 2 - - -- RAINFALL INFORMATION--- - Return Period Rainfall File - -- -PIPE INFORMATION--- - Current Pipe Downstream Pipe Pipe Material Pipe Length Plan Length Pipe Type Pipe Dimensions Pipe Manning's "n" Pipe Capacity at Invert Slope Invert Elevation Downstream Invert Elevation Upstream Invert Slope Invert Slope (Plan Length) Rim Elevation Downstream Rim Elevation Upstream Natural Ground Slope Crown Elevation Downstream Crown Elevation Upstream - -- -FLOW INFORMATION--- - Catchment Area Runoff Coefficient Inlet Time Inlet Intensity Inlet Rational Flow Inlet Input Flow Inlet Hydrograph Flow Total Area Weighted Coefficient Total Time of Concentration Total Intensity Total Rational Flow Total Flow Uniform Capacity Skiooed flow Infiltration - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream HGL Elevation Upstream HGL Slope EGL Elevation Downstream 1572 STORMDRAIN LINE 603.txt = 0.00 ft /ft = 0.00 in = 0.00 ft = 0.00 ft * % 0.00 cfs 0.00 cfs 0.00 cfs = 0.00 cfs 0.00 cfs 0.00 cfs 0.00 cfs = 0.00 in = 0.00 in 0.00 ft 0.00 ft = 0.00 ft /s _ * % * % = 0.00 % = 100 Year = Tutorial = Pipe 2 = Pipe 1 = HDPE = 96.72 ft = 98.22 ft = Circular = 30.00 in = 0.013 = 43.28 cfs = 39.32 ft = 40.40 ft 1.10% 43.80 ft 45.20 ft = 1.45% 41.82 ft 42.90 ft = 0.00 ac = 0.500 = 0.00 min = 0.00 in /hr = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 ac = 0.500 = 0.23 min = 12.95 in /hr = 0.00 cfs = 27.93 cfs = 43.28 cfs = 0.00 cfs = 0.00 gpd = 42.42 ft = 42.84 ft = 0.43 % = 42.92 ft Page 2 1572 STORMDRAIN LINE 603.txt EGL Elevation Upstream = 43.35 ft • EGL Slope = 0.44 Critical Depth = 21.63 in Depth Downstream = 30.00 in Depth Upstream = 29.27 in Velocity Downstream = 5.69 ft /s Velocity Upstream = 5.73 ft /s Uniform Velocity Downstream = 9.38 ft /s Uniform Velocity Upstream = 9.38 ft /s Area Downstream = 4.91 ft'2 Area Upstream = 4.88 ft ^2 Kj (JLC) = 0.15 Calculated Junction Loss = 0.076 ft - -- -INLET INFORMATION--- - Downstream Inlet = 45 BEND 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs • Pavement Plow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * $ Slot Efficiency = * $ Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 3 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 3 Downstream Pipe = Pipe 2 Pipe Material = HDPE Pipe Length = 42.34 ft Plan Length = 43.83 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 28.25 cfs Invert Elevation Downstream = 40.90 ft Invert Elevation Upstream = 41.56 ft Invert Slope = 1.56% Invert Slope (Plan Length) = 1,51* Rim Elevation Downstream = 45.20 ft Rim Elevation Upstream = 45.82 ft Natural Ground Slope = 1.46% Crown Elevation Downstream = 42.90 ft Crown Elevation Upstream = 43.56 ft • - -FLOW INFORMATION--- - Page 3 • Catchment Area 1572 STORMDRAIN LINE 603.txt = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 0.00 min Inlet intensity = 0.00 in /hr inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 0.15 min Total Intensity = 13.01 in /hr Total Rational Flow = 0.00 cfs Total Flow = 13.97 cfs Uniform Capacity = 28.25 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 42.91 ft HGL Elevation Upstream = 42.91 ft HGL Slope = -0.02 % EGL Elevation Downstream = 43.22 ft EGL Elevation Upstream = 43.51 ft EGL Slope = 0.67 % Critical Depth = 16.15 in Depth Downstream = 24.00 in Depth Upstream = 16.15 in Velocity Downstream = 4.45 ft /s Velocity Upstream = 6.21 ft /s Uniform Velocity Downstream = 8.97 ft /s Uniform Velocity Upstream = 8.97 ft /s • Area Downstream Area Upstream = 3.14 ft ^2 = 2.25 ft"2 Kj (JLC) = 0.15 Calculated Junction Loss = 1.069 ft - -- -INLET INFORMATION--- - Downstream Inlet = WYE 1 Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current inlet = 0.00 cfs Flow intercepted by Current inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * $ •Slot Efficiency = Total Efficiency = 0.00 W Page 4 1572 STORMDRAIN LINE 603.txt PIPE DESCRIPTION: Pipe 4 • -- -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 4 Downstream Pipe = Pipe 3 Pipe Material = HDPE Pipe Length = 78.52 ft Plan Length = 80.01 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 27.71 cfs Invert Elevation Downstream = 41.56 ft Invert Elevation Upstream = 42.74 ft Invert Slope = 1.50% Invert Slope (Plan Length) = 1.47% Rim Elevation Downstream = 45.82 ft Rim Elevation Upstream = 46.24 ft Natural Ground Slope = 0.53% Crown Elevation Downstream = 43.56 ft Crown Elevation Upstream = 44.74 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 13.97 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 TotalTime of Concentration = 0.00 min • Total Intensity = 13.12 in /hr Total Rational Flow = 0.00 cfs Total Flow = 13.97 cfs Uniform Capacity = 27.71 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 43.98 ft HGL Elevation Upstream = 44.40 ft HGL Slope = 0.53 % EGL Elevation Downstream = 44.28 ft EGL Elevation Upstream = 44.98 ft EGL Slope = 0.88 % Critical Depth = 16.15 in Depth Downstream = 24.00 in Depth Upstream = 16.38 in Velocity Downstream = 4.45 ft /s Velocity Upstream = 6.11 ft /s Uniform Velocity Downstream = 8.84 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft ^2 Area Upstream = 2.28 ft'2 Kj (JLC) = 0.50 Calculated Junction Loss = NA - -- -INLET INFORMATION--- - Downstream Inlet = 45 BEND 2 Inlet Description = Grate 19- 3/8x17 -3/4 Inlet Type = Grate Computation Case = Sag Longitudinal Slope = 0.00 ft /ft • Mannings n -value = 0.015 Pavement Cross -Slope = 0.02 ft /ft Page 5 • • Gutter Cross -Slope Gutter Local Depression Gutter Width Ponding Width Intercept Efficiency Grate Type Grate Length Grate Width Grate Weir Coefficient Grate Orifice Coefficient Clogging Factor Opening Ratio Splash -over Velocity Flow from Catchment Carryover from previous inlet Total Flow to Current Inlet Flow Intercepted by Current Inlet Bypassed Flow Pavement Flow Gutter Flow Depth at Curb Depth at Pavement /Gutter Joint Pavement Spread Total Spread Gutter Velocity Curb Efficiency Grate Efficiency Slot Efficiency Total Efficiency PIPE DESCRIPTION: Pipe 5 - - -- RAINFALL INFORMATION - - -- Return Period Rainfall File - -- -PIPE INFORMATION--- - Current Pipe Downstream Pipe Pipe Material Pipe Length Plan Length Pipe Type Pipe Dimensions Pipe Manning's 'In" Pipe Capacity at Invert Slope Invert Elevation Downstream Invert Elevation Upstream Invert Slope Invert Slope (Plan Length) Rim Elevation Downstream Rim Elevation Upstream Natural Ground Slope Crown Elevation Downstream Crown Elevation Upstream - -- -FLOW INFORMATION--- - Catchment Area Runoff Coefficient Inlet Time Inlet Intensity Inlet Rational Flow Inlet Input Flow Inlet Hvdrograph Flow Total Area Weighted Coefficient Total Time of Concentration Total Intensity Total Rational Flow Total Flow Uniform Capacity 1572 STORMDRAIN LINE 603.txt = 0.03 ft /ft = 0.50 in = 1.50 ft = 0.00 ft = 100.00 % = P -1 -7/8 = 1.62 ft = 1.48 ft = 3.000 = 0.670 = 50.00 $ = 0.75 = 1.00 ft /s = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 in = 0.00 in = 0.00 ft = 0.00 ft = 0.00 ft /s _ * % 0.00 % _ * % 0.00 % = 100 Year = Tutorial = Pipe 5• = Pipe 2 = HDPE = 24.71 ft = 27.71 ft = Circular = 24.00 in = 0.013 = 16.93 cfs = 40.90 ft = 41.04 ft = 0.56% = 0.50% = 45.20 ft = 44.54 ft _ -2.68% = 42.90 ft = 43.04 ft = 0.00 ac = 0.500 = 0.00 min = 0.00 in /hr = 0.00 cfs = 13.97 cfs = 0.00 cfs = 0.00 ac = 0.500 = 0.00 min = 13.12 in /hr = 0.00 cfs = 13.97 cfs = 16.93 cfs Page 6 • Page 7 1572 STORMDRAIN LINE 603.txt Skipped flow = 0.00 cfs • Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 42.91 ft HGL Elevation Upstream = 43.15 ft HGL Slope = 0.97 % EGL Elevation Downstream = 43.22 ft EGL Elevation Upstream = 43.46 ft EGL Slope = 0.98 % Critical Depth = 16.15 in Depth Downstream = 24.00 in Depth Upstream = 23.54 in Velocity Downstream = 4.45 ft /s Velocity Upstream = 4.47 ft /s Uniform Velocity Downstream = 6.02 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft^2 Area Upstream = 3.13 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = NA - -- -INLET INFORMATION--- - Downstream Inlet = WYE 1 Inlet Description = Grate 19- 3/8x17 -3/4 Inlet Type = Grate Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.015 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.03 ft /ft • Gutter Local Depression Gutter Width = 0.50 in = 1.50 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 Grate Type = P -1 -7/8 Grate Length = 1.62 ft Grate Width = 1.48 ft Grate Weir Coefficient = 3.000 Grate Orifice Coefficient = 0.670 Clogging Factor = 50.00 % Opening Ratio = 0.75 Splash -over velocity = 1.00 ft /s Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * $ Grate Efficiency = 0.00 % Slot Efficiency = * % Total Efficiency = 0.00 % • Page 7 29 \ / # I 0 STORM DRAIN LINE 1002 we STORMDRAIN LINE 1002 1572 STORMDRAIN LINE 1002.txt PIPS DESCRIPTION: Pipe 1 • -- RAINFALL INFORMATION--- - Return Period = 100 `(EAR Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 Downstream Pipe = Outfall Pipe Material = HDPE Pipe Length = 44.59 ft Plan Length = 44.56 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 79.01 cfs Invert Elevation Downstream = 44.00 ft Invert Elevation Upstream = 45.66 ft invert Slope = 3.72% Invert Slope (Plan Length) = 3.72% Rim Elevation Downstream = 48.00 ft Rim Elevation Upstream = 51.42 ft Natural Ground Slope = 7.67% Crown Elevation Downstream = 46.50 ft Crown.Elevation Upstream = 48.16 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 0.79 min Total Intensity = 7.12 in /hr • Total Rational Flow = 0.00 cfs Total Flow = 20.03 cfs Uniform Capacity = 79.01 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 50.00 ft HGL Elevation Upstream = 50.11 ft HGL Slope = 0.24 W EGL Elevation Downstream = 50.26 ft EGL Elevation Upstream = 50.37 ft EGL Slope = 0.24 % Critical Depth = 18.23 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 4.08 ft /s Velocity Upstream = 4.08 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 13.44 ft /s Area Downstream = 4.91 ft "2 Area Upstream = 4.91 ft'2 Kj (JLC) = 0.15 Calculated Junction Loss = 0.039 ft - -- -INLET INFORMATION--- - Downstream inlet = Outfall Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft • Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Page 1 • Gutter Cross -Slope 1572 STORMDRAIN LINE 1002.txt = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * 96 Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * 9, Slot Efficiency = * % Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 2 - - -- RAINFALL INFORMATION--- - Return Period = 100 YEAR Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 2 Downstream Pipe = Pipe 1 Pipe Material = HDPE Pipe Length = 217.00 ft Plan Length = 217.00 ft Pipe Type = Circular Pipe Dimensions = 30.00 in • Pipe Manning's 'In" Pipe Capacity at Invert Slope = 0.013 = 28.99 cfs Invert Elevation Downstream = 45.66 ft Invert Elevation Upstream = 46.74 ft Invert Slope = 0.50% Invert Slope (Plan Length) = 0.50% Rim Elevation Downstream = 51.42 ft Rim Elevation Upstream = 51.00 ft Natural Ground Slope = -0.19W Crown Elevation Downstream = 48.16 ft Crown Elevation Upstream = 49.24 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 0.00 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 0.22 min Total Intensity = 7.45 in /hr Total Rational Flow = 0.00 cfs Total Flow = 20.03 cfs Uniform Capacity = 28.99 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 50.15 ft • HGL Elevation Upstream HGL Slope = 50.66 ft = 0.24 % EGL Elevation Downstream = 50.40 ft Page 2 • EGL Elevation Upstream EGL Slope Critical Depth Depth Downstream Depth Upstream Velocity Downstream Velocity Upstream Uniform Velocity Downstream Uniform Velocity Upstream Area Downstream Area Upstream Kj (JLC) Calculated Junction Loss - -- -INLET INFORMATION--- - Downstream Inlet Inlet Description Inlet Type Computation Case Longitudinal Slope Mannings n -value Pavement Cross -Slope 1572 STORMDRAIN LINE 1002.txt = 50.92•ft = 0.24 % = 18.23 in = 30.00 in = 30.00 in = 4.08 ft /s = 4.08 ft /s = 6.37 ft /s = 6.37 ft /s = 4.91 ft ^2 = 4.91 ft ^2 = 0.20 = 0.052 ft = 45 BEND 1 _ < None > = Undefined = Sag = 0.00 ft /ft = 0.000 = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * 9, Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs • Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * $ Slot Efficiency = * $ Total Efficiency = 0.00 PIPE DESCRIPTION: Pipe 3 - - -- RAINFALL INFORMATION--- - Return Period = loo `EAF, Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 3 Downstream Pipe = Pipe 2 Pipe Material = HDPE Pipe Length = 63.54 ft Plan Length = 65.04 ft Pipe Type = Circular Pipe Dimensions = 30.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 29.33 cfs Invert Elevation Downstream = 46.74 ft Invert Elevation Upstream = 47.07 ft Invert Slope = 0.51% Invert Slope (Plan Length) = 0.50 Rim Elevation Downstream = 51.00 ft Rim Elevation Upstream = 51.07 ft Natural Ground Slope = 0.10% Crown Elevation Downstream = 49.24 ft Crown Elevation Upstream = 49.57 ft • - -- -FLOW INFORMATION--- - Page 3 • Catchment Area 1572 STORMDRAIN LINE 1002.txt = 0.00 ac Runoff Coefficient = 0.500 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 10.01 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 0.05 min Total Intensity = 7.55 in /hr Total Rational Flow = 0.00 cfs Total Flow = 20.03 cfs Uniform Capacity = 29.33 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 50.71 ft HGL Elevation Upstream = 50.87 ft HGL Slope = 0.24 EGL Elevation Downstream = 50.97 ft EGL Elevation Upstream = 51.13 ft EGL Slope = 0.24 % Critical Depth = 18.23 in Depth Downstream = 30.00 in Depth Upstream = 30.00 in Velocity Downstream = 4.08 ft /s Velocity Upstream = 4.08 ft /s Uniform velocity Downstream = 6.43 ft /s Uniform Velocity Upstream = 6.43 ft /s • Area Downstream Area Upstream = 4.91 ft"2 = 4.91 ft^2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.129 ft - -- -INLET INFORMATION--- - Downstream Inlet = 90 BEND 1 Inlet Description = Grate 19- 3/8x17 -3/4 Inlet Type = Grate Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.015 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.03 ft /ft Gutter Local Depression = 0.50 in Gutter Width = 1.50 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 Grate Type = P -1 -7/8 Grate Length = 1.62 ft Grate Width = 1.48 ft Grate Weir Coefficient = 3.000 Grate Orifice Coefficient = 0.670 Clogging Factor = 50.00 Opening Ratio = 0.75 Splash -over Velocity = 1.00 ft /s Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs • Gutter Flow Depth at Curb = 0.00 cfs = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Page 4 • Pavement Spread 1572 STORMDRAIN LINE 1002.txt = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = 0.00 % Slot Efficiency = * % Total Efficiency = 0.00 % PIPE DESCRIPTION: Pipe 4 - - -- RAINFALL INFORMATION--- - Return Period = 100 iEA1Z Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 4 Downstream Pipe = Pipe 3 Pipe Material = HDPE Pipe Length = 29.51 ft Plan Length = 32.50 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 33.82 cfs Invert Elevation Downstream = 47.57 ft Invert Elevation Upstream = 48.23 ft Invert Slope = 2.24% Invert Slope (Plan Length) = 2.03% Rim Elevation Downstream = 51.07 ft Rim Elevation Upstream = 51.73 ft Natural Ground Slope = 2.24% Crown Elevation Downstream = 49.57 ft Crown Elevation Upstream = 50.23 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac • Runoff Coefficient Inlet Time = 0.500 = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 10.02 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.500 Total Time of Concentration = 0.00 min Total Intensity = 7.58 in /hr Total Rational Flow = 0.00 cfs Total Flow = 10.02 cfs Uniform Capacity = 33.82 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - HGL Elevation Downstream = 51.00 ft HGL Elevation Upstream = 51.13 ft HGL Slope = 0.46 % EGL Elevation Downstream = 51.15 ft EGL Elevation Upstream = 51.29 ft EGL Slope = 0.46 % Critical Depth = 13.60 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 3.19 ft /s Velocity Upstream = 3.19 fr /s Uniform Velocity Downstream = 9.38 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft"2 Area Upstream = 3.14 ft "2 Kj (JLC) = 0.50 - Calculated Junction Loss = 0.079 ft Page 5 • Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = 0.00 % Slot Efficiency = * % Total Efficiency = 0.00 % • Page 6 1572 STORMDRAIN LINE 1002.txt • - - -INLET INFORMATION--- - Downstream Inlet = CB 1 Inlet Description = Grate 19- 3/8x17 -3/4 Inlet Type = Grate Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.015 Pavement Cross -Slope = 0.02 ft /ft Gutter Cross -Slope = 0.03 ft /ft Gutter Local Depression = 0.50 in Gutter Width = 1.50 ft Ponding Width = 0.00 ft Intercept Efficiency = 100.00 Grate Type = P -1 -7/8 Grate Length = 1.62 ft Grate Width = 1.48 ft Grate Weir Coefficient = 3.000 Grate Orifice Coefficient = 0.670 Clogging Factor = 50.00 % Opening Ratio = 0.75 Splash -over Velocity = 1.00 ft /s Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft • Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = 0.00 % Slot Efficiency = * % Total Efficiency = 0.00 % • Page 6 n U r J Storm Drain 1102 User Name: jde la torre INFORMATION---- Date: 02 -18 -05 Project: 1572 STORM DRAIN IMPROVEMENT PLANS Time: 15:33:11 Network: 05 - LINE 1102 Page: 1 -------------------------------------------------------------------------------- Storm Sewers Summary Report -------------------------------------------------------------------------------- Pipe Name Total Flow Pipe Dim HGL Down HGL Up Invert Down Downstream Junction cfs in ft ft ft Pipe 1 3.76 24.00 58.00 58.02 50.00 Outfall User Name: jde la torre Project: 1572 STORM DRAIN IMPROVEMENT PLANS Network: 05 - Storm Sewers Detail Report PIPE DESCRIPTION: Pipe 1 - - -- RAINFALL INFORMATION--- - Return Period Rainfall File - -- -PIPE INFORMATION--- - Current Pipe Downstream Pipe Pipe Material Pipe Length Plan Length Pipe Type Pipe Dimensions Pipe Manning's "n" Pipe Capacity at Invert Slope Invert Elevation Downstream Invert Elevation Upstream Invert Slope Invert Slope (Plan Length) Rim Elevation Downstream Rim Elevation Upstream Natural Ground Slope Crown Elevation Downstream Crown Elevation Upstream - -- -FLOW INFORMATION--- - Catchment Area Runoff Coefficient Inlet Time Inlet Intensity Inlet Rational Flow Inlet Input Flow Inlet Hydrograph Flow Total Area Weighted Coefficient Total Time of Concentration Total Intensity Total Rational Flow Total Flow Uniform Capacity Skipped flow Infiltration = 100 Year = Tutorial = Pipe 1 = Outfall = RCP = 45.23 ft = 46.95 ft = Circular = 24.00 in = 0.013 = 75.48 cfs = 50.00 ft ,- = 55.04 ft = 11.218 = 10.73% = 54.00 ft = 59.04 ft = 11.14% = 52.00 ft = 57.04 ft = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 3.76 cfs = 0.00 cfs = 0.00 ac = 0.000 = 0.00 min = 0.00 in /hr = 0.00 cfs = 3.76 cfs = 75.48 cfs = 0.00 cfs = 0.00 gpd = 58.00 ft HGL Elevation Upstream = 58.02 ft HGL Slope = 0.05 % EGL Elevation Downstream = 58.02 ft Date: 02 -18 -05 Time: 15:33:17 Page: 1 Invert Up ft 55.04 - - -- HYDRAULIC I INFORMATION---- • H HGL E Elevation D Downstream = Date: 02 -18 -05 Time: 15:33:17 Page: 1 Invert Up ft 55.04 • is • User Name: jde la torre Project: 1572 STORM DRAIN IMPROVEMENT PLANS Network: 05 - Storm Sewers Detail Report Date: 02 -18 -05 Time: 15:33:17 Page: 2 EGL Elevation Upstream = 58.05 ft EGL Slope = 0.05 8 Critical Depth = 8.15 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 1.20 ft /s Velocity Upstream = 1.20 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft ^2 Area Upstream = 3.14 ft ^2 Kj (JLC) = 0.50 Calculated Junction Loss = 0.011 ft - -- -INLET INFORMATION--- - Downstream Inlet = Outfall Inlet Description = <None> Inlet Type = Undefined Computation Case = Sag Longitudinal Slope = 0.00 ft /ft Mannings n -value = 0.000 Pavement Cross -Slope = 0.00 ft /ft Gutter Cross -Slope = 0.00 ft /ft Gutter Local Depression = 0.00 in Gutter Width = 0.00 ft Ponding Width = 0.00 ft Intercept Efficiency = * % Flow from Catchment = 0.00 cfs Carryover from previous inlet = 0.00 cfs Total Flow to Current Inlet = 0.00 cfs Flow Intercepted by Current Inlet = 0.00 cfs Bypassed Flow = 0.00 cfs Pavement Flow = 0.00 cfs Gutter Flow = 0.00 cfs Depth at Curb = 0.00 in Depth at Pavement /Gutter Joint = 0.00 in Pavement Spread = 0.00 ft Total Spread = 0.00 ft Gutter Velocity = 0.00 ft /s Curb Efficiency = * % Grate Efficiency = * % Slot Efficiency = * % Total Efficiency = 0.00 % • Storm Drain 1103 User Name: jde la torre Date: 02 -18 -05 Project: 1572 STORM DRAIN IMPROVEMENT PLANS Time: 15:34:26 Network: 08 - LINE 1103 Page: 1 Storm Sewers Summary Report Pipe Name Total Flow Pipe Dim HGL Down HGL Up Invert Down Invert Up Downstream Junction cfs in ft ft ft ft Pipe 1 9.99 24.00 38.30 38.46 32.55 35.18 Outfall User Name: jde la torre Date: 02 -18 -05 Project: 1572 STORM DRAIN IMPROVEMENT PLANS Time: 15:34:28 Network: 08 - Page: 1 Storm Sewers Detail Report PIPE DESCRIPTION: Pipe 1 - - -- RAINFALL INFORMATION--- - Return Period = 100 Year Rainfall File = Tutorial - -- -PIPE INFORMATION--- - Current Pipe = Pipe 1 Downstream Pipe = Outfall Pipe Material = RCP Pipe Length = 39.26 ft • Plan Length = 40.67 ft Pipe Type = Circular Pipe Dimensions = 24.00 in Pipe Manning's "n" = 0.013 Pipe Capacity at Invert Slope = 58.53 cfs Invert Elevation Downstream = 32.55 ft Invert Elevation Upstream = 35.18 ft Invert Slope = 6.718 Invert Slope (Plan Length) = 6.479 Rim Elevation Downstream = 36.50 ft Rim Elevation Upstream = 39.68 ft Natural Ground Slope = 8.10% Crown Elevation Downstream = 34.55 ft Crown Elevation Upstream = 37.18 ft - -- -FLOW INFORMATION--- - Catchment Area = 0.00 ac Runoff Coefficient = 0.000 Inlet Time = 0.00 min Inlet Intensity = 0.00 in /hr Inlet Rational Flow = 0.00 cfs Inlet Input Flow = 9.99 cfs Inlet Hydrograph Flow = 0.00 cfs Total Area = 0.00 ac Weighted Coefficient = 0.000 Total Time of Concentration = 0.00 min Total Intensity = 0.00 in /hr Total Rational Flow = 0.00 cfs Total Blow = 9.99 cfs Uniform Capacity = 58.53 cfs Skipped flow = 0.00 cfs Infiltration = 0.00 gpd - - -- HYDRAULIC INFORMATION--- - • HGL Elevation Downstream = 38.30 ft HGL Elevation Upstream = 38.46 ft • • HGL Slope EGL Elevation Downstream User Name: jde la torre Project: 1572 STORM DRAIN IMPROVEMENT PLANS Network: 08 - = 0.40 % = 38.46 ft Storm Sewers Detail Report Date: 02 -18 -05 Time: 15:34:28 Page: 2 EGL Elevation Upstream = 38.61 ft EGL Slope = 0.40 % Critical Depth = 13.57 in Depth Downstream = 24.00 in Depth Upstream = 24.00 in Velocity Downstream = 3.18 ft /s Velocity Upstream = 3.18 ft /s Uniform Velocity Downstream = 0.00 ft /s Uniform Velocity Upstream = 0.00 ft /s Area Downstream = 3.14 ft ^2 Area Upstream = 3.14 ft ^2 Kj (JLC) = NA Calculated Junction Loss = 0.500 ft - -- -INLET INFORMATION--- - Downstream Inlet Inlet Description Inlet Type Computation Case Longitudinal Slope Mannings n -value Pavement Cross -Slope Gutter Cross -Slope Gutter Local Depression Gutter Width Ponding Width Intercept Efficiency Curb Opening Length Curb Throat Type Inclined Throat Angle Curb Opening Height Curb Weir Coefficient Curb Orifice Coefficient Flow from Catchment Carryover from previous inlet Total Flow to Current Inlet Flow Intercepted by Current Inlet Bypassed Flow Pavement Flow Gutter Flow Depth at Curb Depth at Pavement /Gutter Joint Pavement Spread Total Spread Gutter Velocity Curb Efficiency Grate Efficiency Slot Efficiency User Name: jde la torre Project: 1572 STORM DRAIN IMPROVEMENT PLANS Network: 08 - = Outfall = CURB OPENING = Curb = Sag = 0.00 ft /ft = 0.016 = 0.02 ft /ft = 0.04 ft /ft = 0.33 in = 4.00 ft = 0.00 ft = 100.00 8 = 4.00 ft = Horizontal = 0.0000 = 6.00 in = 2.300 = 0.670 = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 cfs = 0.00 in = 0.00 in = 0.00 ft = 0.00 ft = 0.00 ft /s = 0.00 % Date: 02 -18 -05 Time: 15:34:28 Page: 3 • Storm Sewers Detail Report - ncy = 0.00 � - - - -- --- - - - - -- Total Efficie as r� u FEMA MAP 0 09HS PANEL 1920 J05NS PAWL 2270 Federal Emergency Management Agency