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HomeMy WebLinkAboutTract No. 16184 Hydrology StudyHYDROLOGY and HYDRAULIC STUDY FOR HUNTER'S RIDGE PHASE III TRACT NO. 16184 CITY OF FONTANA, CALIFORNIA:' Prepared for ETCO COMMUNITIES, LLC 540 Westminster Mall Westminster, CA 92683 Prepared By: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 East Kaiser Blvd. Anaheim Hills, CA 92808 Project No. 00-748 ii November 1, 2001 Revised January 8, 2003. 5 No.43179 '? rnm Exp. 03/31/04 o,k= lio 0) 1 HYDROLOGY and HYDRAULIC STUDY HUNTER'S RIDGE PHASE III, TRACT NO. 16184 1 Section I Section II. TABLE OF CONTENTS Purpose of Report Project Description Existing Site Conditions Proposed Site Conditions Section III Hydrology Methodology Section IV Summary Appendix A Exhibit 'A' Natural Flow Pattern Appendix B Reference: Hydrology & Hydraulic Calculations dated October 1988 by J.P. Kapp & Associates, Inc.' Reference: , Storm Drain Plan dated 1988 Appendix C Hydrology Study of 25-year and 100-year for Drainage Area 'A' Drainage Area 'B' Appendix D Hydraulic Calculation of 25-year storm event for Storm Drain 'A' Appendix E Hydraulic Calculation for Storm Drain 'A' Laterals Appendix F Hydraulic Calculation of 25-year storm event for Storm Drain 'C' Appendix G Hydraulic Calculation for Storm Drain 'C' Laterals Appendix H Hydraulic Calculation of 25-year storm event for Storm Drain 'B' Appendix I Street Capacity Calculations Appendix J Catch Basin Capacity Calculations Appendix K Inlet Capacity Calculations Appendix L Parkway Culvert Capacity Calculations and Hydrology,. Exhibit for Parkway Culvert #1 to #3 Appendix M Energy Dissipator Capacity and Riprap Calculations for. 100-year storm event Appendix N D-Load Table 0748DRAINAGE.doc 1 HYDROLOGY and HYDRAULIC STUDY Appendix 0 HUNTER'S RIDGE PHASE III, TRACT NO. 16184 Velocity Calculations for Down Drain, which connect to Pipe and Catch Basin (100 Year) Proposed Hydrology Map HYDROLOGY and HYDRAULIC STUDY HUNTER'S RIDGE PHASE III, TRACT NO. 16184 Section I Purpose of Report The purpose of this Hydrology Study is to quantify the storm water runoff generated by the Project Site and to use that information to evaluate the requirements of an on -site drainage system, as well as to evaluate the adequacy of the existing downstream storm drain/drainage systems. Section II Project Description. This Hydrology Study has been prepared for the Hunter's Ridge Phase Ill - Tract No. 16184 located in the northwest corner of The City of Fontana at the base of the San, Gabriel Mountains. The proposed residential development is the last phase of the Hunter's Ridge Master Plan, which encompasses a total 570 acres. The proposed development consists of 50 low -density single family units, public streets, emergency access road and underground utilities. See Vicinity Map included herein. Existing Site Conditions The Site is mostly in natural state with graded dirt access road. There is a natural ridge line on the Site that directs half of the runoff westerly into the San Sevaine Canyon while the other half flows easterly into an existing creek. Refer to Exhibit 'A' Natural Flow Pattern in Appendix A. A small portion of the graded dirt road is draining southerly towards the existing CMP riser that is connected to the existing 30" RCP, which was constructed during Phase 2 of the Hunter's Ridge Master Plan. Proposed Site Conditions The proposed drainage system is similar to the Hydrology and Hydraulic Study prepared for the Phase 2 of the development. Refer to portion of the Phase 2 study in Appendix B. The runoff generated by the natural area north of the Foxborough Drive, approximately 10.8 acres, is discharged into San Sevaine Canyon based on the existing drainage pattern. The remaining drainage area of 39.1 acres is being collected by proposed storm drainsystem, which is connected to an existing storm drain pipe. Section III Hydrology Methodology The peak storm discharge for the drainage sub -areas within this Site (see Hydrology Map in the pocket in the rear of this report) were calculated using the San Bernardino County Hydrology Manual. Rational Method Equation, using AES Software (Ratscx), was used to calculate the 25-year storm and 100-year storm events. The peak 25-year storm runoff is calculated to size the catch basin, parkway culverts and storm drain pipes. The peak 100-year storm runoff is calculated to demonstrate the runoff from 100-, year storm event is contained within the street right-of-way. The controlling hydraulic grade line elevation used for the storm drain hydraulic calculation is based on the reference storm drain plan for the existing storm drain pipe. The existing 30" storm drain pipe is under 'open -flow' condition. A copy of the reference storm drain plan is included in Appendix B. 0748DRAINAGE.doc HYDROLOGY and HYDRAULIC STUDY 1 HUNTER'S RIDGE PHASE III, TRACT NO. 16184 The flow -by curb opening and grate combination capacity is based on the Caltrans Highway Design Manual. The street capacities and parkway culvert capacities calculations are calculated by using Flowmaster software. Section IV Summary The drainage area tributary to the San Sevaine Canyon is 10.8 acres that generates 44.13 cfs during 25-year storm event and 56.94 cfs during 100-year storm event. The runoff is collected by catch basins and flows directly into the canyon by proposed storm drain pipe.,' The total area tributary to the existing 30" RCP is 39.1 acres, which generates runoff of 107.07 cfs for 25-year storm event and 141.59 cfs for 100-year storm event. The runoff calculated in the reference Hydrology and Hydraulic Calculations for Phase 2 of. the Hunter's Ridge Master Plan dated October 1988 shows 97.6 cfs for 25-year storm event and 132.9 cfs of 100-year storm event from drainage area of 37.4 acres. The slight increase in the runoff is due to minor changes in the limit of grading and site layout. However, it does not pose a significant impact on the existing storm drain system. During 25-year storm event, the runoff is being collected by proposed catch basins and flows within the street right-of-way. The overflow into the downstream street in Phase 2 is 28.37 cfs. During 100-year storm event, the runoff is being collected by proposed catch basins and flows within the street right-of-way. The overflow into the downstream street in Phase 2 is 42.50 cfs. 0748DRAINAGE.doc 1 HYDROLOGY and HYDRAULIC STUDY HUNTER'S RIDGE PHASE III, TRACT NO. 16184 Exhibit 'A' Natural Flow Pattern. I 117 )19� 1����\Z���a1t'�i TOOZ/IO/OI 6.pxau48bLO\u4\ouo}uoj DID 8bL-Of HYDROLOGY and HYDRAULIC STUDY HUNTER'S RIDGE PHASE III, TRACT NO. 16184 Appendix B Reference: Hydrology & Hydraulic Calculations dated October 1988 by J.P. Kapp & Associates, Inc. Reference: Storm Drain Plan dated 1988 0748DRAINAGE.doc HYDROLOGY and HYDRAULIC STUDY HUNTER'S RIDGE PHASE III, TRACT NO. 16184 Appendix B Reference: Hydrology & Hydraulic Calculations dated October 1988 by J.P. Kapp & Associates, Inc. 0748DRAINAGE.doc off÷. HUNTER'S 'RIDGE HYDROLOGY & HYDRAULIC CALC'S OCTOBER 1988 R KAPP &ASSOCIATES. INC. r, *HUNTER'S.. RIDGE HYDROLOGY & ;HYDRAULIC CALC'.S OCTOBER 1988 EESSIO 43,0ATRCA l CMS \jam CANE ********* 5.00 IS CODE - .8 FLOW.PROCESS FROM NODE: 5.00 TO NODE : ' » ».>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«< < < 25 YEAR RAINFALL'•INTENSITY(INCH/HOUR) = 3.548 SOIL CLASSIFICATION .IS "A" RESIDENTIAL-> 2DWELLINGS/ACRE ,SUBARALOSS OSS RA(EFS)m(INC3/HR) SUBAREA AREA(ACRES) = 12.20 SUBAREA 1.50 EFFECTIVE AREA(ACRES) = 37.40 AVERAGED Fm(INCH/HR) = .648 TOTAL AREA(ACRES) = 37.40 PEAK FLOW RATE(CFS) = 97.62 TC(MIN) = 13.46 **************************************************************************** ' FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<«. »»)USING •COMPUTER-ESTIMATED'.P-IPESIZE (NON -PRESSURE FLOW)««< DEPTH OF 'FLOW IN ' 27.0 •INCH PIPE IS ' 20.8 INCHES PIPEFLOW'VELOCITY(FEET/SEC.) = 29.7 UPSTREAM NODE .ELEVATION = 1948.00 DOWNSTREAM NODE .ELEVATION = 1815.'00 FLOWLENGTH(FEET) =.-'1180.00 MANNINGS N = .013 ESTIMATED`PIPE:DIAMETER(INCH) = 27.00 NUMBER OF PIPES PIPEFLOW'THRU SUBAREA(CFS) = 97.62 TRAVEL„ TIME(r1IN,) .66 ': TC(MIN.) ********* **)*****•*********************************************** • = L'OW P.ROCESSaFROM' NODE ` .',: 6 .00 TO NODE �s_ ..:1• `F:Z+• Y': %q':i. '-.. f..: w!�'`.•:.l'f err: E:- -;.LO'.<.� . <;<.:. ,GLY4:W - . C! ...• .EC �J1..iN►F-.L':rYYi1^�' :TiiC•L . -".rr• ?=' •• F ' yr+� ' r::T'S'•' S'S A7 i^g1INCH'%HRH'-= :�-. 0 • a!A1:1 ::;,µ SUBAREA.RUNO• C• -r- A ,•*••38 90-. ;VERAGED`:•Fm(SNCH7HR )' _ 627 'TOTa4 IAREA('ACRES)-= 38.90 .PEAK'FLOW RATE(CFS) _ ' 98.18 TC(MIN) _ 14.12 4.50 **************************************************************************** FLOW PROCESS .FROM NODE 6.00 TO NODE 7.00 IS CODE. • 3 •»» )COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« « » » )USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)« « < DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 26.4 UPSTREAM NODE ELEVATION = 1845..00 DOWNSTREAM. NODE ELEVATION = 1712.00` FLOWLENGTH(FEET) = 1300.00 MANNINGS N = .013. ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER PIPEFLOW THRU'SUBAREA(CFS) _ 98.18 TRAVEL TIME(MIN.) _ .82 TC(MIN.) 14.94 OF PIPES k*********************�c>K*************************************** ******* FLOW PROCESS FROM NODE 5.00 TO NODE. 5.00 IS CODE 8 >>)>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.597 SOIL CLASSIFICATION IS "A" RESIDENTIAL-> 2 DWELLINGS/ACRE SUBAREA LOSS OSS•RATE, Fm(INCH/HR) SUBAREA AREA(ACRES) = 12.20 SUBAREA ) = 43.01 EFFECTIVE AREA(ACRES) = 37.40 AVERAGED Fm(INCH/HR) _ .648 TOTAL AREA(ACRES) .= 37.40 //'')) PEAK FLOW RATE(CFE) = 132.91 bet"v TC(MIN)'= 13.17. ****************************************************************************;. FLOW PROCESS FROM NODE 5.00 TO NODE 6.00.IS CODE _ >» »COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« «< » » >USING;•COMPUTER-ESTIMATED PIPESIZE (NON=PRESSURE FLOW) « « <' DEPTH':OFJFLOW 30.0 INCH •PIPE: -IS -. 23.7 'INCHES: PIPEFLOWVELOCITY( FEET/SEC .) = 32.0 • UPSTREAM 3NODE .ELEVATION = 1948.00 DOWNSTREAM.NODE •:ELEVATION = 181.5.00 FLOWLENGTH(FEET )':= 1180.00 MANNINGS N ESTIMATED::PIPE.DIAMETER(INCH ) = 30.00 PIPEF.LOW.:;THRU":SUBAREA (CFS) = 132.91 :) TRAVEL':•TIME(%MIN_ .62 TC(MIN. ) • ***************************************************************•*********** F,,LOW t*RROCESS t,FROMNODE ,.6 • .00' LTO NODE 6 . DO •I S .CODE = 8 _ •fir;'A .l' ` • .+r .. -. ......;.f..,:,;�• r. PEAK::'F,.LOW<:«« :?OF SUBA1tEA-4,9:AMAIPft•�INE Lit 4:rt . (4'-. L•Qymo :�l 31•D i•o appeNtl�xr. 00 • ,� � OtJR) R _ 4,. 45 2 OS 'F,E_; lFr '(i.NCF.1 i7. iR')'�`'=.-' Y0970'•" 4 '.'ifi'te ;SUB�1ti•EA;RUNOFF.(CFS) _ ):.,r;•..:' J8:.90 t • } R W.=';' -r . 6 27. ; AREA -P.tCRES`): 38...90 PEA :NFL . .......E:{•'CFS). = 133.92 `.:*470.(MIN) _ `13.78 ******.***************************************************************** ' FLOW PROCESS. FROM NODE 6-.00 TO, NODE 7.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU. SUBAREA«<<< » » >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)< « << DEPTH OF FLOW IN;`'33.0 INCH PIPE IS 24.5.INCHES PIPEFLOW'VELOCITY(FEET/SEC.) = 28.4 UPSTREAM NODE ELEVATION = 1815.00 DOWNSTREAM NODE ELEVATION = 1712.00 FLOWLENGTH(FEET) = 1300.00 MANNINGS N ESTIMATED PIPE DIAMETER(INCH) = 33.00 PIPEFLOW THRU SUBAREA(CFS) = 133.92 TRAVEL TIME(MIN.) = .76 TC(MIN.) :K7k*k**Itt:WWW******7K******+KKK**********7Y.** ****7 M*.*:******************7K******** /�� • 100 YEAR STORM ANALYSIS. This is to summarize and supplement the comments shown 'on the .attached annotated hydrology map. We will begin the analysis,at the north end of the project and using a 100 year storm through the project and' will determine its effect on the project and its containment by the proposed storm drain system. .We will•pick up as much runoff in the proposed storm drain system as possible and carry the'remainder down the proposed streets, within the .street:. right-of-ways, to the intersection of- Cherry Avenue and Summit Avenue. HAt said intersection enough catch basins will be placed` to dry up•the intersection. We begin the analysis at node 2 where 45.6. CFS flows into Foxborough Drive and is immediately picked up by.two catch basins. The two catch basins are able to pick up 42 CFS, but the.18" pipe can..onl y carry 37 CFS therefore 8 6 CFS continue down the street." This flow continues down•Foxborough Drive until it. encounters the catch basins at node 4.. .At.node 4 another`53.'5 CFS in generated from the'abov.e subarea with a total of 62.1 CFS in the street. The catch basins' are able to pick.up.45..CFS. Of the total 94 CFS, 75 CFS is carried by the pipe system and 19 CFS continues . down the surface of the street to node 5.. At node 5 133 CFS has accumulated with the catch basins and pipe able to pick up a total of 105 CFS with 28 CFS continuing down the .street.to node 6. •At node•6 134 CFS has accumulated with the catch . basins :and pipe able .to pick up a total of 112 CFS with 22 CFS continuing .down 'the .street to node 10. At node 10 there is an independent Stream°from'the-west (node 14) carrying 230 CFS. In ;tF1}ei:rr. conver.•gi,ng:•::at..node:10 •there As -a total of 458 .CFS :of.which z 35;0 ^CF.Ss. carr•i ed.,by.::the•?p i pe`.system ••and 108 CFS As carried by the '• 9.,Vpeet; ,; Stre•et ;.capaci ty:aat'; :th.i s ••point As 140 CFS to the atop of a, 01 T}ie. water. conti noes down the street through pipe and surface travel toTode' 20.:. :At this node there is at total Q of 725 CFS. Through pipe' and catch basin systems a total of 657 CFS is picked up ,...the;: y ',; :with' 168 •CFS going down the street. Coming to node, 23, a total of •882CFS has accumulated. The pipe`is.able to contain 734 CFS of :•this while'148 CFS continues down the street to node 26 At node 26 there are two independent streams, one from the east and one ,• from the west.* The independent stream from the west i s` totally :?: contained in the pipe system. The independent stream from..the east -is all contained but 13 CFS which continues down to node 26. From this node 26 the flow continues down to node 36. As the flow ``.passed by node 36.1 additional flow was picked up. As we approach :node 36 the runoff for a 100 year storm has .now totaled 1149 CFS '•with the pipe carrying 955 CFS and the street carrying the "difference which equals approximately 207 CFS. The street capacity s. 210 CFS `to street right-of-way. .At this . 9 y• point the pipe, is f enlarged to ` accommodate a 100' year ` storm. .Catch ,basins are- f OPEN SPACE L o r fi ti E1-4cY= ca's /1/,'AOX/.Lf..(rt LOC.lT. fait FUTUit'E Deem79 BAS//Y 9r BaREJU 0l n'IGG/wT/tT,% F4000 Ce7.4,7R0 E19E.fIC/Yr A r(OE✓ELOPA6L J.fl CLA/.VED) EQUESTRIAN T f/4./'/33 C.FS C1i / B/t'N5 CA/ P/CK PP G3 �CFi P/,G • C/9 N c4/&/ // SAC, Fi .'. Z Pt Gf�. CsUnNa6 pakN LEVEE 9for. 0 ) ' -S• IVJ�/ ss• . cr3\/!2: LHEAD /31�fs. C a rcN• P,1-= :N0 + / Pic' oP /2.1/•rcfe.%. P,, F C4 / //7C,' a ,' ZZC.F�, cPNT/NYE : Oe n/N sr. a .y 39,7 37.3, :i.10 9v 20'!Y/7C f//fZ ,fCCeIf �iaa L;r/Oef V,(Rr /?/ j 5 /2 '/. ,%!X. 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GROUP BOUNDARY L GROUP DESIGNATION BOUNOARY OF INDICATED SOURCE V 'ter: •. •i+. - rI • 1 1 _ � 1 • i •JT • 1 • . V •i • ,1 i. - , r 1 1 .a .. 1 ▪ N. 'i.. $ `.»... "h•�I. ;t ..1.=▪ mot 'lL • • a ;.� ; it • � » i. ,L •1 i7.. �.s..i11' ^�" L'j...•- ' 1 �• � • w • •�• i Y'r:• •? t ••_�'�•- -1 ,`''••- •1- G. 1 a ' O • ��',' IT,Y•'r• �r�� � 1 �e ••-�•' ! lil�l,•• .-- 1=.•.:..—..-•:mil •—•.-?r -:• .•+=•N.W1 •`.. J /' ••{.1. • I'i ' :• '� •• .:L ;•.}•1::i-f�' t. 1 1' .La31 -'i,;_a= • .]?• • -ALL.r•-.1' I J'r -_ ''-',7: i•I • : -7',3 :.' ,�I 1 .:, ••:. A..1.........., -1'.•.. •' : •u1 �� 1 �. O-- . _ :wL .. 1•i �1�� :7:4°.4. ,• •�i •. 1:� .t "y!• :.1. 'mot �� j7,-4, �' +;�0 • o:-• ! •..i; + • . i1.I • i • I A. • - }••.••!••. I•�} s� • !•.N i...•1 yT •:I • . It.L-•.:-1 •r I •1 ?j• i _ y 1"' : ] 11 lltl 1 T�-y. 1 ▪ ...• rl, r •1 ._ �' s.r ,•• • _•ice 1 oi. 2 , ••r•• -. . '-e; - -'T' - b kJ. 7..fie . • •.,• .� ns '� •'r- •r — $�•,r-S..r Y'L r . �}.. ` r• `sti • SCALE 1.40,000 .., SCALE REDUCED BY 1/2 .v- HYDROLOGIC SOILS GROUP MAF FOR SOUTHWEST -A AREA C-26 FIGURE C- HYDROLOGY and HYDRAULIC STUDY ` HUNTER'S RIDGE PHASE III, TRACT NO. 16184 Appendix C Hydrology Study of 25-year and 100-year for Drainage Area 'A' Drainage Area 'B' 0748DRAINAGE.doc HYDROLOGY and HYDRAULIC STUDY HUNTER'S RIDGE PHASE III, TRACT NO. 16184 Appendix C Hydrology Study of 25-year and 100-year for Drainage Area 'A' 0748DRAINAGE.doc **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS ************************** DESCRIPTION OF STUDY;**************************' * HUNTER'S RIDGE PHASE 3 IN CITY OF FONTANA. DRC J.N..00-748 * 25 YEAR STORM EVENT ---DRAINAGE AREA "A" * TRIBUTARY TO PROPOSED STORM DRAIN SYSTEM FILE NAME: 0748A25.DAT' TIME/DATE OF STUDY: 13:12 12/03/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION --*TIME-OF-CONCENTRATION MODEL*- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUMPIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE. OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.7000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1:2460 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD*. *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED SUBAREA A-1 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21. » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 693.00 ELEVATION DATA: UPSTREAM(FEET) = 2385.00 DOWNSTREAM(FEET) _ Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.531 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.212: SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL POOR COVER "BARREN" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA'RUNOFF(CFS) TOTAL AREA(ACRES) 2282.50 Fp:: Ap SCS Tc (INCH/HR) -,(DECIMAL) CN (MIN.) B 2.10 0.27 1.00 86 10.53 LOSS RATE, Fp(INCH/HR) = 0.27 AREA FRACTION, Ap = 1.00 7.45 2.10 PEAK FLOW RATE(CFS) _ 7.45 ***,r************************************************************************ FLOW PROCESS FROM NODE 11.00 TO NODE 500.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER -ESTIMATED PIPESIZE.(NON-PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 2282.50 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 218.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.78 ESTIMATED PIPE DIAMETER(INCH) = 24.00 PIPE-FLOW(CFS) = 7.45 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 10.72 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 500.00 = 911.00 FEET. .NUMBER OF PIPES= 2236.88 **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « « < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES. USED FOR INDEPENDENT STREAM 1 ARE:, TIME OF CONCENTRATION(MIN.) = 10.72 RAINFALL INTENSITY(INCH/HR) = 4.16 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap =.1.00 EFFECTIVE STREAM AREA(ACRES) = 2.10 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = , 7.45 SUBAREA A-2 FLOW PROCESS FROM NODE: 12.00 TO NODE 13.00 IS CODE 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 781.00 ELEVATION DATA: UPSTREAM(FEET) = 2485.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION. CHANGE)]**.0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.802 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.429: SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP - (ACRES) NATURAL POOR COVER "BARREN" SUBAREA AVERAGE PERVIOUS -SUBAREA AVERAGE PERVIOUS SUBAREA.RUNOFF(CFS) TOTAL AREA(ACRES)= Fp (INCH/HR) B 3.80 0.27 LOSS RATE, Fp(INCH/HR)`= AREA FRACTION, Ap = 1.00 14.22 3.80 PEAK FLOW ,RATE (CFS) . 2275.00 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 500.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«<« » > »USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 2275.00 DOWNSTREAM(FEET) 2236.88 FLOW LENGTH(FEET) = 91.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED. TO 24.000 DEPTH OF FLOW IN _24.0 INCH PIPE IS 5.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 29.02 ESTIMATED PIPE DIAMETER(INCH) = 24.00 PIPE-FLOW(CFS) = 14.22 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 12.00 TO NODE NUMBER OF PIPES 9.85 500.00 = 872.00.FEET. FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 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 TIME OF CONCENTRATION(MIN.) = 9.85 RAINFALL INTENSITY(INCH/HR) = 4.41 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00' EFFECTIVE STREAM AREA(ACRES) = 3.80 TOTAL STREAM AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS),AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 7.45 10.72 4.159 2 14.22 9.85 4.413 Fp(Fm) Ap Ae (INCH/HR) (ACRES) 0.27( 0.27) 1.00 2.1 0.27( 0.27) 1.00 3.8 RAINFALL INTENSITY AND TIME OF CONCENTRATION.RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. HEADWATER NODE 10.00 12.00 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 21.51 9.85 4.413 0.27( 0.27) 1.00 5.7 12.00:: 2 20.79 10.72 4.159 0.27( 0.27) 1.00 5.9 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.51 Tc(MIN.) = 9.85 EFFECTIVE AREA(ACRES) = 5.73 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 5.90 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 500.00 = 911.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE. 502.00 IS CODE = 31 »>COMPUTE' PIPE -FLOW TRAVEL -TIME THRU SUBAREA««< • »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «<« ELEVATION DATA: UPSTREAM(FEET) = 2236.88 DOWNSTREAM(FEET) 2193.84 FLOW LENGTH(FEET) = 363.00 MANNING'S N= 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS •8.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.79 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.51 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 10.15 LONGEST FLOWPATH FROM NODE ~ 10.00 TO NODE 502.00 = 1274.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE : 502.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.15 RAINFALL INTENSITY(INCH/HR) = 4.32 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 5.73 TOTAL STREAM AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.51 SUBAREA A-3. FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS «<« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 451.00 ELEVATION DATA: UPSTREAM(FEET) = 2460.00 DOWNSTREAM(FEET).. Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.950 * 25 YEAR RAINFALL'INTENSITY(INCH/HR) = 3.150 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL GOOD COVER "OPEN BRUSH" B SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA RUNOFF(CFS).= 2.9 TOTAL AREA(ACRES) = 1.30 SUBAREA A-4 1.30 0.66 RATE,.'Fp(INCH/HR) _ FRACTION,, Ap = 1.00 2 PEAK FLOW RATE(CFS) ************************************************************************ FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 61 » »>COMPUTE STREET FLOW TRAVEL TIME THRU:SUBAREA« <«.. » »>(STANDARD CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET) = 2396.50 DOWNSTREAM ELEVATION(FEET) = 2357.50 STREET LENGTH(FEET) = ',500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020. OUTSIDE STREET CROSSFALL(DECIMAL) 0.020,' SPECIFIED NUMBER OF'HALFSTREETS`CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25. HALFSTREET FLOOD WIDTH(FEET) = 6.08. AVERAGE FLOW VELOCITY(FEET/SEC.) = "4.66 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) '= 1.15 STREET FLOW TRAVEL TIME(MIN.) = '1.79, Tc(MIN.) *. 25 YEAR RAINFALL INTENSITY(INCH/HR).= 2.924 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL GOOD COVER "OPEN BRUSH" B 1.60 0.66.: SUBAREA AVERAGE PERVIOUSLOSS RATE, Fp(INCH/HR) = 0.66 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.26 EFFECTIVE AREA(ACRES) = 2.90 AREA -AVERAGED Fm(INCH/HR) = 0.66 AREA -AVERAGED Fp(INCH/HR)'.= 0.66 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 6.96 FLOW VELOCITY(FEET/SEC.) = 4.90 DEPTH*VELOCITY(FT*FT/SEC.) = 1.30 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 951.00 FEET. 1 SUBAREA A-5.s ****************************************************************************,. FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 61 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>(STANDARD CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET) = 2357.50 DOWNSTREAM ELEVATION(FEET) = 2267.00 STREET LENGTH(FEET) = 845.00 ::CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020.. SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS)'= STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.67 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.67 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.47 STREET FLOW TRAVEL TIME(MIN.) = 2.49 Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.667 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL. AREA LAND USE GROUP (ACRES). RESIDENTIAL "1 DWELLING/ACRE" B 0.50 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE,..Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0:80 SUBAREA AREA(ACRES) = 0.50 EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED Fp(INCH/HR) = 0.67 TOTAL AREA(ACRES) 3.40 • SUBAREA RUNOFF(CFS) = 0.93' AREA -AVERAGED Fm(INCH/HR) =0:65 AREA -AVERAGED Ap = 0.97 PEAK FLOW RATE(CFS):= END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.26, HALFSTREET FLOOD WIDTH(FEET) = 6.55 FLOW VELOCITY(FEET/SEC.) = 5.64 DEPTH*VELOCITY(FT*FT/SEC.) = 1.45 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 23.00 = 1796.00 FEET. I SUBAREA A-6 ****************************************************************************. FLOW PROCESS.FROM NODE 23.00 TO NODE 24.00 IS CODE = 61 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< :» » >(STANDARD CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET) = 2267.00 DOWNSTREAM ELEVATION(FEET) = 2207.50 STREET LENGTH(FEET) = 518.00 CURB HEIGHT(INCHES)= 6.0 STREET HALFWIDTH(FEET) '= 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET'CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.37 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.16. PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.69 STREET FLOW TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = .2.545. SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "3-4 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS. SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 5. Fp Ap SCS (INCH/HR) (DECIMAL) CN B 2.10 0.75 0.60 LOSS RATE, Fp(INCH/HR) = 0.75 AREA FRACTION, Ap = 0.60 2.10 SUBAREA RUNOFF(CFS) = 3.96 5.50 AREA -AVERAGED Fm(INCH/HR) = 0.57 = 0.69 AREA -AVERAGED Ap = 0.83 50 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.02 FLOW VELOCITY(FEET/SEC.) = 6.42 DEPTH*VELOCITY(FT*FT/SEC.) = 1.84 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 24.00 = 2314.00 FEET. *******************************************************************,r******** FLOW PROCESS FROM NODE '24.00 TO NODE 502.00 IS CODE = ':31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« z« »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET).= 2207.50 DOWNSTREAM(FEET) _ 2193.84 FLOW LENGTH(FEET) = 49.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 22.51 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES =1 PIPE-FLOW(CFS) = 9.76 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 21.66 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 502.00 = 2363.00,FEET.' *******************************************************4.******************** FLOW PROCESS FROM NODE 502,00.10 NODE 502 00IS 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.) = 21.66 RAINFALL INTENSITY(INCH/HR) = 2.54 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.69 AREA -AVERAGED Ap = 0.83 EFFECTIVE STREAM AREA(ACRES) = 5.50 TOTAL STREAM AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.76 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 21.51 10.15 4.324 0.27( 0.27) 1.00 5.7 12.00 1 20.79 11.02 4.081 0.27( 0.27) 1.00 5.9 10.00 2 9.76 21.66 2.542 0.69( 0.57) 0.83 5.5 20.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc. Intensity Fp(Fm) Ap Ae HEADWATER,-. NUMBER (CFS) (MIN.), (INCH/HR) (INCH/HR) (ACRES) NODE 1 30.22 10.15 4.324 0.39( 0.37) 0.95 8.3 12.00 2 29.64 11.02 4.081 0.39( 0.37) 0.95 8.7 10.00 3 22.16 21.66 2.542 0.45( 0.42) 0.92 11.4 20.00 COMPUTED CONFLUENCE ESTIMATES` ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.22 Tc(MIN.) = 10.15 EFFECTIVE AREA(ACRES) = 8.31 AREA -AVERAGED Fm(INCH/HR) 0.37 AREA -AVERAGED Fp(INCH/HR) = 0.39 AREA -AVERAGED Ap = :0.95 .TOTAL AREA(ACRES) = 11.40 LONGEST FLOWPATHFROM NODE.- 20.00 TO NODE502..00 = 2363.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK V.1 «<« I SUBAREA A-7.1 **************************************************************************** FLOW PROCESS FROM NODE 14 00'TO NODE 15.00'IS"CODE =- 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« . INITIAL SUBAREA FLOW-LENGTH(FEET) = t 365.00 ELEVATION DATA: UPSTREAM(FEET) = 2415.00 DOWNSTREAM(FEET).= 2389.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.457 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.911 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL- AREA LAND USE GROUP (ACRES) RESIDENTIAL "1 DWELLING/ACRE"' SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) _ Fp Ap SCS Tc, (INCH/HR) (DECIMAL) CN (MIN.) ,B 0.90 0.75 LOSS RATE, Fp(INCH/HR)-'=.: AREA FRACTION, Ap 3.49. 0.90 PEAK FLOW RATE(CFS) = 0.80 56 8.46 0.75 3.49 SUBAREA A-7.2 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STANDARD CURB' SECTION USED) <c«< UPSTREAM ELEVATION(FEET) = 2389.50 DOWNSTREAM ELEVATION(FEET) = 2355.50. STREET LENGTH(FEET) = 443.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 INSIDE.STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) =. 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 Manning's FRICTION FACTOR for Streetflow'Section(curb-to-curb) = Manning's FRICTION FACTOR for Back -of -Walk Flow Section =. 0.0200 0.0160 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS). 5.92 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 6.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.93 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.31 STREET FLOW TRAVEL TIME(MIN.) = 1.50 Tc(MIN.) = 9.96 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.381 SUBAREA LOSS RATE DATA(AMC _II)s DEVELOPMENT TYPE/ SCS SOIL AREA •Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS/ACRE" B 1.40 0.75 0.70 56. SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 4.86 EFFECTIVE AREA(ACRES) = 2.30 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.74 TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 7.92 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.04 FLOW VELOCITY(FEET/SEC.) = 5.18 DEPTH*VELOCITY(FT*FT/SEC.) = 1.49 LONGEST FLOWPATH FROM NODE , 14.00 TO NODE 16.00 = 808.00 FEET. SUBAREA A-8 .FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE .= 61 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>(STANDARD CURB SECTION USED) « < UPSTREAM ELEVATION(FEET) = 2355.50 DOWNSTREAM ELEVATION(FEET) = 2267.00 STREET LENGTH(FEET) = 769.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's.FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back -of -Walk Flow Section .= 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS)"=12.21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 1 STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.86 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.7.5 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.05 STREET FLOW TRAVEL TIME(MIN.) = 1.90. Tc(MIN.) = 11.85 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.877 SUBAREA LOSS RATE DATA(AMC II) DEVELOPMENTTYPE/ SCS SOIL AREA Fp Ap SCS. LAND USE GROUP (ACRES). (INCH/HR) (DECIMAL)' .CN RESIDENTIAL "1 DWELLING/ACRE" B 2.90 0.75 0.80 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.80 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 8.56 EFFECTIVE AREA(ACRES) = 5.20 AREA -AVERAGED Fm(INCH/HR) = 0.58. AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.77 TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 15.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 •HALFSTREET FLOOD WIDTH(FEET) = 9.89 FLOW VELOCITY(FEET/SEC.) = 7.05 DEPTH*VELOCITY(FT*FT/SEC.) = 2.28 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 17.00 = 1577.00 FEET. 1 SUBAREA A-9 ****************************************************************************. FLOW PROCESS FROM NODE 17.00 TO NODE 501.00 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 2267.00 DOWNSTREAM ELEVATION(FEET) = 2205.00 STREET LENGTH(FEET) = 541.00 .' CURB HEIGHT(INCHES) = , 6.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) _ 0.020 35.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.21 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.39 STREET FLOW TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) _ .13.10 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.615 SUBAREA LOSS RATE DATA(AMC II): 16.80 DEVELOPMENT TYPE/ LAND USE RESIDENTIAL 'SCS SOIL AREA Fp GROUP. (ACRES) (INCH/HR) "1 DWELLING/ACRE" B 1.00 0.75 0.80 SUBAREA AVERAGE PERVIOUS LOSS RATE,.Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.80 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.71 EFFECTIVE AREA(ACRES) = 6.20 AREA -AVERAGED Fm(INCH/HR) = 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.78 TOTAL AREA(ACRES) 6.20 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.23 FLOW VELOCITY(FEET/SEC.) = 7.27 DEPTH*VELOCITY(FT*FT/SEC.) = 2.40 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 501.00 = 2118.00 FEET. *************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 501.00 IS CODE = » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 13.10 RAINFALL INTENSITY(INCH/HR) = j 3.61 AREA -AVERAGED Fm(INCH/HR) _ 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.78 EFFECTIVE STREAM AREA(ACRES) = 6.20 TOTAL STREAM AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) AT CONFLUENCE SUBAREA A-10 FLOW PROCESS FROM NODE 30.00 TO NODE 501.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<'- »USE..TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 565.00 ELEVATION DATA: UPSTREAM(FEET) = . 2373.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.031 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.284 SUBAREA Tc AND LOSS RATE DATA(AMC II) DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "OPEN BRUSH" B 1.80 0.66 SUBAREA AVERAGE PERVIOUS LOSS RATE,Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 Fp Ap SCS Tc SUBAREA RUNOFF(CFS).= TOTAL AREA(ACRES) **************************************************************************** • FLOW PROCESS FROM NODE 501.00 TO NODE 501.00 IS'CODE = 1 » »>DESIGNATE INDEPENDENT -STREAM FOR CONFLUENCE « «< > >>AND COMPUTE VARIOUS'CONFLUENCED STREAM VALUES« «<' TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 15.03 RAINFALL INTENSITY(INCH/HR) _ ';3.28 AREA -AVERAGED Fm(INCH/HR) = 0.66 AREA -AVERAGED Fp(INCH/HR) = 0.66 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES)= 1.80 TOTAL STREAM AREA(ACRES). _ 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE ** CONFLUENCE DATA ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) .(INCH/HR) 1 16.92 13.10 3.615 2 4.25 15.03 3.284 Fp(Fm) Ap Ae (INCH/HR) (ACRES) 0.75( 0.58) 0.78 .6.2 0.66( 0.66) 1.00 1.8 • RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q NUMBER (CFS) 1 21.10 19.33 Tc Intensity Fp(Fm) Ap Ae HEADWATER (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 13.10 3.615 0.73( 0.60) 0.82 - 7.8 14.00 15.03. 3.284 0.72( 0.60) 0.83 8.0 30.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:. PEAK FLOW RATE(CFS) = 21.10 Tc(MIN.) = 13.10 EFFECTIVE AREA(ACRES) = 7.77 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.73 AREA -AVERAGED Ap = 0.82. TOTAL AREA(ACRES) = 8.00 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 501.00 = 2118.00 **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 2205.00 DOWNSTREAM(FEET) = 2193.84 FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 29.83 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 21.10 PIPE TRAVEL TIME(MIN.) = 0.02. Tc(MIN.) = 13.12 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 502.00 = 2152.00 FEET. FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE. DATA ** STREAM Q Tc. Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS). (MIN.) (INCH/HR) (INCH/HR)(ACRES) NODE 1 21.10 13.12 3.611 0.73( 0.60) 0.82 7.8 14.00 2 19.33 15.05 3.281 0.72( 0.60) 0.83 8.0. 30.00 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 502.00 = 2152.00 FEET. ** MEMORY BANK # '1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) 1 30.22 10.15. 4.324 0.39( 0.37), 0.95 8.3. 29.64 11.02 4.081 0.39('0.37) 0.9.5 8.7 21.66 2.542 0.45( 0.42) 0.92 11.4 2 • 3 22.16 HEADWATER. NODE 12.00. 10.00. 20.00 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 502.00 = 2363.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 50.39 10.15. 4.324 2 50.12 11.02. 4.081 3 49.26 13.12 3.611 4 46.14 15.05 3.281 5 36.17 21.66 2.542 TOTAL AREA(ACRES) = 19.40 (INCH/HR) (ACRES) 0.52( 0.46) 0.89 14.3 0.52( 0.47) 0.89 15.2 0.54( 0.48) 0.89 17.0 0.54( 0.48) 0.89 17.7 0.56( 0.49) 0.88 19.4 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 50.39 Tc(MIN:) = 10.145 EFFECTIVE AREA(ACRES) = 14.31 AREA -AVERAGED Fm(INCH/HR) = AREA -AVERAGED Fp(INCH/HR) = 0.54 AREA -AVERAGED Ap = 0.89 TOTAL AREA(ACRES) = 19.40 LONGEST FLOWPATH FROM NODE, HEADWATER NODE 12.00 10.00 14.00 30.00 20.00 20.00 TO NODE 502.00 = 2363.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 31 > »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 2193.84 DOWNSTREAM(FEET) _ 2181.57 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.1 INCHES, PIPE -FLOW VELOCITY(FEET/SEC.), = 26.19 ESTIMATED PIPE DIAMETER(INCH) = .'24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 50.39 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 10.21 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 503.00 =. 2463.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 503.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES. USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 10.21 RAINFALL INTENSITY(INCH/HR)`=.`'4.30 AREA -AVERAGED Fm(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.52 AREA -AVERAGED Ap = 0.89 EFFECTIVE STREAM AREA(ACRES), = 14.31 TOTAL STREAM AREA(ACRES) = 19.40 PEAK FLOW RATE(CFS). AT CONFLUENCE = 1 SUBAREA A-11 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA«, INITIAL SUBAREA FLOW-LENGTH(FEET) = 217.00 ELEVATION DATA: UPSTREAM(FEET) = 2300.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.327 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 6.787. SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL POOR COVER "BARREN" B 0.30 0.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 1.76 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 503.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE. FLOW) « «< ELEVATION DATA:.UPSTREAM(FEET) = 2205.00 DOWNSTREAM(FEET) 2181.57 FLOW LENGTH(FEET) = 62.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 1.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.00 ESTIMATED PIPE DIAMETER(INCH) = 24.00 PIPE-FLOW(CFS) = 1.76 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 5.40 LONGEST FLOWPATH FROM NODE .40.00 TO NODE 503.00 = 279.00 FEET. NUMBER OF PIPES = **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 503.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 5.40 RAINFALL INTENSITY(INCH/HR) = 6.73 AREA -AVERAGED Fm(INCH/HR)= 0.27 AREA-AVERAGED'.Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES).= 0.30 TOTAL STREAM AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 50.39 .10.21 4.305 0.52( 0.46) 1 50.12' 11.08 4.064 0.52( 0.47) 1 49.26 13.19 3.599 0.54( 0.48) 1 46.14: 15.12 3.271 0.54( 0.48) 1 36.17 21.73. 2.537 0.56( 0.49) 1.76 5.40 6.726 :0.27( 0.27) STREAM 2 ARE: 1.76 Ap Ae HEADWATER (ACRES) NODE 0.89 14.3 12.00 0.89 15.2 10.00 0.89 17.0 ' 14.00::: 0.89 17.7 .30.00 0.88 19.4 20.00 1.00 0.3 40.00 RAINFALL INTENSITY` AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 3 4 5 FLOW RATE TABLE ** Q Tc Intensity (CFS) (MIN.) (INCH/HR) 45.18 5.40 6.726 51.48 10.21 4.305 51.15 1.1.08 4.064 50.17 13.19 3.599 46.95 ' 15.12 3.271. 36.78 21.73 2.537 Fp (Fm) (INCH/HR) 0.51( 0.46) 0.51( 0.46) 0.52( 0.46) 0.53( 0.47) 0.54( 0.48) 0.55( 0.49) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = ' 51.48 Tc(MIN.) = 10.21 EFFECTIVE AREA(ACRES) = 14.61 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.51 AREA -AVERAGED Ap, = 0.90. TOTAL AREA(ACRES) = 19.70 LONGEST FLOWPATH FROM NODE 20.00 TO NODE Ap Ae HEADWATER. (ACRES). NODE 0.90 7.9 40.00 0.90 14.6: 12.00 0.89 15.5 10.00 0.89 17.3 14.00 0.89 18.0 30.00 0.88 19.7 20.00 503.00 = 0.46, = '2463.00 FEET.• **************************************************************************** FLOW PROCESS FROM NODE '503.00 TO NODE 504.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME' THRU SUBAREA«<« »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) < « . ELEVATION DATA: UPSTREAM(FEET) = 2181.57 DOWNSTREAM(FEET) = 2142.18 FLOW LENGTH(FEET) = 325.87 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000' DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 26.17 ESTIMATED PIPE DIAMETER(INCH) = 24.00 PIPE-FLOW(CFS) = 51.48 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 10.42 LONGEST FLOWPATH FROM NODE :. 20.00 TO NODE 504.00 = 2788.87 FEET. FLOW PROCESS FROM NODE 504.00 TO NODE 504.00 IS CODE = 1;. » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEDFOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 10.42 RAINFALL INTENSITY(INCH/HR) = 4.24, AREA -AVERAGED Fm(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.51 AREA -AVERAGED Ap = 0.90 EFFECTIVE STREAM AREA(ACRES) = 14.61 TOTAL STREAM AREA(ACRES) = 19.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1 SUBAREA A-13. 'FLOW'PROCESS,FROM NODE 46.00 TO NODE •47.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 516.00 ELEVATION DATA: UPSTREAM(FEET) = 2300.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSISUSED MINIMUM Tc(MIN.) = 8.231 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 5.005 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA . Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) NATURAL POOR COVER "BARREN" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS). _ TOTAL AREA(ACRES) _ ************************************************************************ FLOW PROCESS FROM NODE 47.00 TO NODE 504.00 IS CODE = 31 B 1.50 0.27 LOSS RATE, Fp(INCH/HR) = AREA FRACTION, Ap = 1.00 6.39 1.50 PEAK FLOW RATE(CFS) » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<« « » » >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «<' ELEVATION DATA UPSTREAM(FEET) = 2155.00 DOWNSTREAM(FEET) = 2142.18 FLOW LENGTH(FEET) = 34.82 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 3.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 21.88 ESTIMATED PIPE DIAMETER(INCH) = 24.00 PIPE-FLOW(CFS) = 6.39 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 46.00 TO NODE NUMBER OF PIPES 8.26 504.00 = 550.82 FEET. **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 504.00 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 TIME OF CONCENTRATION(MIN.) = 8.26 RAINFALL INTENSITY(INCH/HR) = 4.99 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 45.18<:5.61 1 51.48 10.42 1 51.15 11.29 1 50.17 13.39 1 46.95 15.33 1 36.78 21.96 2 6.39 8.26 6.39 2 ARE: Intensity Fp(Fm) Ap Ae (INCH/HR) (INCH/HR) (ACRES) 6.546 0.51( 0.46) 0.90 7.9. 4.245 0.51( 0.46) 0.90 14.6 4.012 0.52( 0.46) 0.89 15.5 3.559 0.53( 0.47) 0.89 17.3 3.239 0.54( 0.48) 0.89 18.0 2.518 0.55( 0.49) 0.88 19.7 4.994 0.27( 0.27) 1.00 1.5 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 50.94 5.61 6.546 2 55.04 8.26 4.994 3 56.86 10.42 4.245 4 56.21 11.29 4.012 5 54.61 13.39 :.,3.559 6 50.97 15.33 3.239. 39.82, 21.96 2.518 COMPUTED CONFLUENCE ESTIMATES ARE PEAK FLOW RATE(CFS) = 56.86 EFFECTIVE AREA(ACRES) = 16.11 AREA -AVERAGED Fp(INCH/HR) = 0.49 TOTAL AREA(ACRES) = • 21.20 • HEADWATER NODE 40.00 12.00 10.00 14.00 30.00 20.00 46.00. Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE 0.48( 0.43) 0.91 8.9 40.00 0.48( 0.44) 0.91 13.1 0.49(. 0.44) 0.91 16.1 0.49( 0.45) 0.90 17.0 0.51 (, 0 .46) 0.90 18.8 0.52( 0.46) 0.90 19.5 0.53( 0.47) 0.89 21.2 AS FOLLOWS: Tc(MIN.) = 10.42 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Ap = 0.91, 46.00. 12.00 10.00 14.00 30.00 20.00 0.44 LONGEST FLOWPATH FROM NODE 2788.87 FEET. **************************************************************************** .FLOW PROCESS FROM NODE 504:00TO NODE 505.00 IS CODE = `31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING'COMPUTER-ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 2142.18 DOWNSTREAM(FEET) = 2035.83 FLOW LENGTH(FEET) = 958.44 MANNING'S N = 0.013. DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 25.82 ESTIMATED PIPE DIAMETER(INCH) _ 24.00 PIPE-FLOW(CFS) = 56.86' PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) LONGEST FLOWPATH FROM NODE 20.00 TO NODE ****************************************************************************.: FLOW PROCESS FROM NODE. 505.00 TO NODE 505.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.)'= 11.03. RAINFALL INTENSITY(INCH/HR) = 4.08 AREA -AVERAGED Fm(INCH/HR) = 0.44 AREA -AVERAGED Fp(INCH/HR) = 0.49 AREA -AVERAGED Ap = 0.91 EFFECTIVE STREAM AREA(ACRES) = 16.11 TOTAL STREAM AREA(ACRES) = 21.20 PEAK FLOW RATE(CFS) AT, CONFLUENCE = SUBAREA A-12.1 ******************************•**********************************************. FLOW PROCESS FROM NODE 50.00 TO NODE .51.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « <' »USE,TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 244.00 ELEVATION DATA: UPSTREAM(FEET) = 2202.00 DOWNSTREAM(FEET) = ' 2195.50. Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM .Tc(MIN.),= 9.065. * 25 YEAR RAINFALL INTENSITY(INCH/HR)-= 4.678 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL ".4 DWELLING/ACRE" B 0.60 0.75' SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) ,= TOTAL AREA(ACRES) = SUBAREA A-12.2 AREA FRACTION, Ap = 0.90 2.16:; 0.60 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 61 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < > » >(STANDARD CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET) = 2195.50 DOWNSTREAM ELEVATION(FEET) = 2048.00,` STREET LENGTH(FEET) = 1289.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF'HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow.Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:, STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = ' 8.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.37 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.84 STREET FLOW TRAVEL TIME(MIN.) = 3.37 Tc(MIN.) * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.749 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ : SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "2 DWELLINGS/ACRE" B 5.30 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 15.38 EFFECTIVE AREA(ACRES) = 5.90 AREA -AVERAGED Fm(INCH/HR) = 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.72 TOTAL AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.30 FLOW VELOCITY(FEET/SEC.) = 7.22 DEPTH*VELOCITY(FT*FT/SEC.) = 2.40 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 1533.00 FEET. *********************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 505.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < » » >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 2048.00. DOWNSTREAM(FEET). FLOW LENGTH(FEET) = 60.00 MANNING'S N = '0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS'•6.7.INCHES : PIPE -FLOW VELOCITY(FEET/SEC.)=: 23.63 ESTIMATED PIPE DIAMETER(INCH) = 24.00 PIPE-FLOW(CFS) = 17.04 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 12.48 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 505.00 ****************************************************************************. FLOW PROCESS FROM NODE 505.00 TO NODE 505.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS 3 CONFLUENCE VALUES USED FOR INDEPENDENT 'TIME OF CONCENTRATION(MIN.) RAINFALL INTENSITY(INCH/HR) = 3.74 AREA -AVERAGED Fm(INCH/HR) = 0.54' AREA-AVERAGEDFp(INCH/HR) = 0.75 AREA -AVERAGED Ap =' 0.72' EFFECTIVE STREAM AREA(ACRES) 5.90 TOTAL STREAM AREA(ACRES).= '5.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = I SUBAREA A-14.1' **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 169.00 ELEVATION DATA: UPSTREAM(FEET) = 2205.00 DOWNSTREAM(FEET) = 2173.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20. SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.700 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 6.473 SUBAREA Tc AND LOSS RATE DATA(AMC II):. DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" B 0.30 0.27 1.00 86 5.70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 1.67 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) 1.67 **************************************************************************** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 61 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« < <_ » »>(STANDARD CURB SECTION'USED) « «< UPSTREAM ELEVATION(FEET) = 2173.00 DOWNSTREAM ELEVATION(FEET) = 2046.00 STREET LENGTH(FEET) = 1077.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 40.00. DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24. HALFSTREET FLOOD WIDTH(FEET) = 5.65 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.55 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.33 STREET FLOW TRAVEL TIME(MIN.) = 3.23 Tc(MIN.) * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.726 SUBAREA LOSS RATE DATA(AMC ,II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 1.50 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 6.28 EFFECTIVE AREA(ACRES). = 1.80 AREA -AVERAGED Fp(INCH/HR) = 0.11 AREA -AVERAGED Fp(INCH/HR) = 0.43 AREA -AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.02 FLOW VELOCITY(FEET/SEC.) = 6.13 DEPTH*VELOCITY(FT*FT/SEC.) = 1.63 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 62.00 = 1246.00 FEET. *********************************************************************.******* FLOW PROCESS FROM NODE 62.00 TO NODE 505.00-IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 2046.00 DOWNSTREAM(FEET) _ 2035.83 FLOW LENGTH(FEET) = 37.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED T0:'24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.70 ESTIMATED PIPE DIAMETER(INCH) = 24.00 PIPE-FLOW(CFS) = 7.48 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE NUMBER OF PIPES = 0.03 Tc(MIN.) = 8.96 60.00 TO NODE 505.00 = 1283.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 505.00 IS CODE = 1 ›››DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<. TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) =`. 8.96 RAINFALL INTENSITY(INCH/HR) = 4.72 AREA -AVERAGED Fm(INCH/HR) = 0.11 AREA -AVERAGED Fp(INCH/HR) = 0.43 AREA -AVERAGED Ap = 0.25 EFFECTIVE STREAM AREA(ACRES) = 1.80 TOTAL STREAM AREA(ACRES) = 1.80' PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR). 1 50.94 6.24 6.074 0.48( 0.43) 1 55.04 8.88 4.746 0.48( 0.44) 1 56.86, 11.03 4.076 0.49( 0.44) 1 .56.21 11.91 3.865 0.49( 0.45) 1 54.61.'14.02 3.448 0.51( 0.46) 1 50.97 15.96 3.149 0.52( 0.46) 1 39.82 22.63 2.466 0.53( 0.47) 2 17.04 12.48 3.740 0.75( 0.54) 3 7..48 8.96 4.715 0.43( .0.11)> 7.48 3 ARE: Ap Ae HEADWATER (ACRES) NODE 0.91 8.9 40.00 0.91 13.1 46.00 0.91 16.1 12.00 0.90 17.0 10.00 0.90 18.8 14.00 0.90 19.5 30.00 0.89 21.2 20.00 0.72 5.9 50.00 0.25 1.8 60.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc .;Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 72.43 6.24 6.074 0.53( 0.43) 78.44 8.88 4.746 0.53( 0.43) 3 78.56 8.96 4.715 0.53( 0.43) 4 79.96 11.03 4.076 0.54( 0.44) 5 79.21 11.91 3.865 0.54( 0.44) 6 78.72 12.48 3.740 0.55( 0.45) 7 75.53 14.02 3.448 0.56( 0.45) 8 69.80 15.96 3.149 0.56( 0.46) 53.92 22.63 2.466. 0.57( 0.46) Ap Ae HEADWATER (ACRES) NODE 0.80 13.1 40.00 0.81 19.1 46.00 0.81 19.2 60.00 0.81 23.1 12.00 0.81 24.5 10.00 0.81 25.2 50.00 0.81 26.5 14.00. 0.82 27.2 30.00 0.82 28.9 20.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 79.96 Tc(MIN.) = 11.03 EFFECTIVE AREA(ACRES) = 23.13 AREA -AVERAGED Fm(INCH/HR) 0.44 AREA -AVERAGED Fp(INCH/HR) = 0.54 TOTAL AREA(ACRES) = 28.90 LONGEST FLOWPATH FROM NODE AREA -AVERAGED Ap = 0.81 505.00.= 3747.31 FEET. **************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 507.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 2035.83 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 626.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 28.82 ESTIMATED PIPE DIAMETER(INCH) = 27.00 PIPE-FLOW(CFS) = 79.96 PIPE TRAVEL TIME (MIN.) .= 0.36 Tc(MIN.) = LONGEST FLOWPATH FROM NODE., 20.00 TO NODE **************************************************************************** FLOW PROCESS FROM NODE 507.00 TO NODE 507.00 IS CODE = 10 »>»MAIN -STREAM MEMORY COPIED' ONTO MEMORY BANK # 2 « «<, I SUBAREA A-16.1 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<. »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 ELEVATION DATA: UPSTREAM(FEET) = 2043.00 DOWNSTREAM(FEET)= Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.872 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.749 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" B 0.20 0.69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.69 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap.= 1.00 SUBAREA RUNOFF(CFS) = 0.73 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) **************************************************************************** FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE = 61 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «<. » »>(STANDARD CURB SECTION USED) «<« UPSTREAM ELEVATION(FEET) = 2030.00 DOWNSTREAM ELEVATION(FEET) = 1973.00 STREET LENGTH(FEET) = 798.00 CURB HEIGHT(INCHES),= 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED 'NUMBER OF HALFSTREETS CARRYING RUNOFF , STREET PARKWAY CROSSFALL(DECIMAL) .0.020 Manning's FRICTIONFACTOR for. Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.75 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.27 STREET FLOW TRAVEL TIME(MIN.) = 2.80 Tc(MIN.) = * 25 YEAR, RAINFALL INTENSITY(INCH/HR) = 3.919 SUBAREA LOSS RATE DATA(AMC. II): DEVELOPMENT TYPE/ SCS SOIL. AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "3-4 DWELLINGS/ACRE" B 3.30 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 10.31 EFFECTIVE AREA(ACRES) = 3.50 AREA -AVERAGED Fm(INCH/HR) = 0.46. AREA -AVERAGED Fp(INCH/HR) 0.74 AREA -AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) = 10.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.39 FLOW VELOCITY(FEET/SEC.) = 5.44 DEPTH*VELOCITY(FT*FT/SEC.);= " 1.71 LONGEST FLOWPATH FROM NODE . 70.00 TO NODE 72.00 = 898.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 72.00 TO NODE 506.00 IS CODE = 31 • » > »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«<« : » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1973.00 DOWNSTREAM(FEET) _ FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 23.45 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER. OF PIPES = 1965.85 PIPE-FLOW(CFS) = 10.89. PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) _ LONGEST FLOWPATH FROM NODE 70.00 TO NODE 11.69 506.00 = 923.00 FEET. FLOW PROCESS FROM NODE 506.00 TO NODE 506.00 ISCODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 11.69 RAINFALL INTENSITY(INCH/HR) = 3.91 AREA -AVERAGED Fm(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.74 AREA -AVERAGED Ap = 0.62 EFFECTIVE STREAM AREA(ACRES) = 3.50 TOTAL STREAM AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 10.89 ISUBAREA A-15.1 FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 CIS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 140.00 ELEVATION DATA: UPSTREAM(FEET) = 2040.00 DOWNSTREAM Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE) SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) * 25 YEAR RAINFALL INTENSITY(INCH/HR) SUBAREA Tc AND LOSS:RATE DATA(AMC II) DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES). NATURAL GOOD COVER "GRASS" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) ]**0.20 12.895 3.655 (FEET), .= 2034.50 Fp Ap SCS Tc (INCH/HR) (DECIMAL). CN (MIN.) 0.10 0.69 LOSS RATE, Fp(INCH/HR) = 0.69 AREA FRACTION, Ap = 1.00 0.27 0.10 PEAK FLOW RATE(CFS) _ 1.00 61 12.89 0.27 I SUBAREA-A-15.2 **************************************************************************** FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 61 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « <, » »>(STANDARD CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET) = 2034.50 DOWNSTREAM ELEVATION(FEET) = 1973.00 STREET LENGTH(FEET) = 790.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN -TO CROSSFALL':GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL). = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF'HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.41 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01 STREET FLOW TRAVEL TIME(MIN.) = :-2.98 Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.160 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) RESIDENTIAL "2 DWELLINGS/ACRE" B 2.60 - 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 6.17 EFFECTIVE AREA(ACRES). = 2.70 AREA -AVERAGED Fm(INCH/HR)'= ;0.53 AREA -AVERAGED Fp(INCH/HR) = 0.74 AREA -AVERAGED Ap = 0.71 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.21 FLOW VELOCITY(FEET/SEC.) = .5.01 . DEPTH*VELOCITY(FT*FT/SEC.) = 1.36. LONGEST FLOWPATH FROM NODE 80.00 TO NODE 82.00 = 930.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 82.00 TO NODE 506.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)r« ELEVATION DATA: UPSTREAM(FEET) = 1973.00 DOWNSTREAM(FEET) = FLOW LENGTH(FEET),= 22.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 3.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.)= 20.96. ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 6.39 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 80.00 TO NODE **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE - 506.00 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 TIME OF CONCENTRATION(MIN.)= 15.89 RAINFALL INTENSITY(INCH/HR) = 3.16 AREA -AVERAGED Fm(INCH/HR) = 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.74 AREA -AVERAGED Ap = 0.71 EFFECTIVE STREAM AREA(ACRES) = 2.70 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 10.89 11.69 3.915 2 6.39 15.89 3.158 6.39 2 ARE: Fp(Fm) Ap Ae (INCH/HR) (ACRES)` 0.74( 0.46) 0.62 3.5 0.74( 0.53) 0.71 2.7. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. **'PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 16.94 11.69 3.915 0.74( 0.49) 2 14.89 15.89 3.158 0.74( 0.49) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.94 Tc(MIN.) = 11.69 EFFECTIVE AREA(ACRES)',= 5.49, AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.74 AREA -AVERAGED Ap =0.65 TOTAL AREA(ACRES) = 6.20 LONGEST FLOWPATH FROM NODE. HEADWATER NODE 70.00 80.00 Ap Ae HEADWATER (ACRES) NODE 0.65 5.5 70.00 0.66 6.2 .80.00 80.00 TO NODE 506.00 = 0.49 952.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 507.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »>•»USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « < < ELEVATION DATA: UPSTREAM(FEET) = 1965.85 DOWNSTREAM(FEET) = 1961.68 FLOW LENGTH(FEET) = 91.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.79 ESTIMATED PIPE DIAMETER(INCH) =` 24.00` PIPE-FLOW(CFS) = 16.94 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = '11.80 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 507.00 = 1043.00 FEET. NUMBER OF PIPES = **************************************************************************** FLOW PROCESS FROM NODE 507.00 TO NODE 507.00 'IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 2 WITH THE ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) A NUMBER (CFS)` (MIN.) (INCH/HR) (INCH/HR) 1 16.94 11.80 3.889 ,'0..74( 0.49) 0. 2 14.89 16.01 3.142 0.74( 0.49) 0. LONGEST FLOWPATH FROM NODE 80.00 TO NODE MAIN -STREAM MEMORY««< ** MEMORY BANK STREAM Q NUMBER (CFS) 1 72.43 2 78.44 3 ' 78.56 4 79.96 5 79.21 6 78.72 7 75.53 8 ' 69.80 9 53.92 # 2 CONFLUENCE DATA Tc , :Intensity Fp(Fm) (MIN.)` (INCH/HR) (INCH/HR) 6.62 5.828 0.53( 0.43) 9.24 4.614 ' 0.53( 0.43) 9.33 4.586 0.53( 0.43) 11.40 3.985 .0.54( 0.44) 12.27 3.784 0.54( 0.44) 12.84 3.665 0.55( 0.45) 14.40 3.384 0.56( 0.45) 16.34 3.097 0.56( 0.46) 23.02 .2.436 0.57( 0.46) LONGEST FLOWPATH FROM NODE. 20.00 TO NODE ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 87.36 6.62 5.828 0.56( 0.44) 2. 94.54 9.24 4.614 0.56( 0.44) 3 94.69 ' 9.33 4.586 0.56( 0.44) 4 96.78 11.40 3.985 0.57( 0.45) 5 96.56 11.80 3.889 0.57( 0.45) 6 95.92 12.27. 3.784 0.57( 0.45) 7 95.16 12.84 . 3.665 0.58( 0.45) 8 91.21 14.40 3.384; 0.58( 0.46) 9 85.67 16.01 3.142 0.59( 0.46) 10 84.44 16.34 '3.097 0.59( 0.46) 11 64.84 23.02 2.436 0.59( 0.47) TOTAL AREA(ACRES) = 35.10 p Ae HEADWATER (ACRES) NODE 65 5.5 70.00 66 6.2 80.00 507.00 = 1043.00 FEET. Ap Ae HEADWATER (ACRES) NODE 0.80 13.1 40.00 0.81 19.1 46.00 0.81 19.2 60.00 0.81 23.1 12.00 0.81 24.5 10.00 0.81 25.2 50.00 0.81 26.5:' 14.00, 0.82 27.2 30.00 0.82 28.9 20.00 507.00 = 4373.31 FEET. Ap Ae HEADWATER (ACRES) NODE 0.78 16.2 40.00 0.78 23.4 46.00 0.78 ' 23.6 60.00 0.78 28.4 12.00 0.78 29.2 70.00 0.78 30.0- 10.00' 0.78 30.9 50.00 0.79 32.4 14.00 0:79 33.3 80.00 0.79, 33.4 30.00 0.79 35.1 20.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: . PEAK FLOW RATE(CFS) = 96.78 Tc(MIN.) = 11.397 EFFECTIVE AREA(ACRES) = 28.43 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.78 TOTAL'AREA(ACRES) = 35.10 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 0.45 507.00 = 4373.31 FEET. **************************************************************************** FLOW PROCESS FROM NODE 507.00 TO NODE 508.00 IS CODE = 31 >»»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «<'« ELEVATION DATA: UPSTREAM(FEET) = 1961.68 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 62.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 29.86 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 96.78 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 11.43 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 508.00 = 4435.31 FEET. **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 508.00 IS CODE = 1 » »>DESIGNATE'INDEPENDENT STREAM FOR CONFLUENCE« « < TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 11.43 RAINFALL INTENSITY(INCH/HR) = 3.98 AREA -AVERAGED Fm(INCH/HR) = 0.45 AREA-AVERAGED,Fp(INCH/HR).= .0..57 AREA -AVERAGED Ap 0.78 EFFECTIVE STREAM AREA(ACRES) = 28.43 TOTAL STREAM AREA(ACRES) = 35.10 ,PEAK FLOW RATE(CFS) AT CONFLUENCE = SUBAREA A-18.1 **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 91.00 IS CODE = 21 > »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « <' »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 143.00 ELEVATION DATA: UPSTREAM(FEET) = 2046.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.421 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.243 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL GOOD COVER "GRASS" B 0.10 0.69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.32 TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) SUBAREA A-18.2 Ap SCS Tc (DECIMAL) CN (MIN.) **************************************************************************** FLOW PROCESS FROM NODE . 91.00'TO NODE .92.00 IS CODE =;.61 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET).= 2028.50 DOWNSTREAM ELEVATION(FEET) = 1962.00 STREET LENGTH(FEET) = 569.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) =.'20.00 DISTANCE FROM CROWN TO CROSSFALL.GRADEBREAK(FEET)`= 15.00 INSIDE STREET CROSSFALL(DECIMAL)= 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.71 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.11. PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.02 STREET FLOW TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 12.28. * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.783 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "1 DWELLING/ACRE" SUBAREA AVERAGE PERVIOUS., SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) EFFECTIVE AREA(ACRES) AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 1. B 1.60 0.75 0.80 56 LOSS RATE, Fp(INCH/HR) = 0.75 AREA FRACTION, Ap = 0.80 1.60 SUBAREA RUNOFF(CFS) = 4.59 1.70 AREA -AVERAGED Fm(INCH/HR), = 0.60 0.74 AREA -AVERAGED Ap = 0.81 70 PEAK FLOW RATE(CFS) = 4.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.62 FLOW VELOCITY(FEET/SEC.) = 5.61 DEPTH*VELOCITY(FT*FT/SEC.) = 1.34 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 92.00 = 712.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 92.00 TO NODE 508.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1962.00 DOWNSTREAM(FEET) = 1954.30 FLOW LENGTH(FEET) = 27.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000. DEPTH OF FLOW IN 24.0 INCH PIPE IS 3.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.51 ESTIMATED PIPE DIAMETER(INCH) = 24.00 PIPE-FLOW(CFS) = 4.86 PIPE TRAVEL TIME(MIN.) = 0.02 LONGEST FLOWPATH FROM NODE **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 508.00fIS CODE = 1_ » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 12.30 RAINFALL INTENSITY(INCH/HR) = 3.78 AREA -AVERAGED Fm(INCH/HR) = 0.60 AREA -AVERAGED Fp(INCH/HR) = 0.74 AREA -AVERAGED Ap = 0.81 EFFECTIVE STREAM AREA(ACRES) = 1.70 TOTAL STREAM AREA(ACRES). = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE SUBAREA A-17.1, **************************************************************************** FLOW PROCESS FROM NODE 95,00 TO NODE 96.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 257.00 ELEVATION DATA: UPSTREAM(FEET) = 2046.00 DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.137 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.608 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ ; SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL GOOD COVER "GRASS" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = SUBAREA A-17.2 B 0.20 0.69 LOSS RATE, Fp(INCH/HR) = AREA FRACTION, Ap = 1.00 0.53 `0.20 PEAK FLOW RATE(CFS) **************************************************************************** FLOW PROCESS FROM NODE 96.00 TO NODE 97.00 IS CODE = 61 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>(STANDARD CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET) = 2015.00 DOWNSTREAM ELEVATION(FEET) = 1962.00 STREET LENGTH(FEET) = 446.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USINGESTIMATED FLOW(CFS) _ STREETFLOW.MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET). = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.26 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.23 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.11 STREET FLOW TRAVEL TIME(MIN.) = 1.42 Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.358 SUBAREA LOSS RATE DATA (AMC II) : DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP, (ACRES) (INCH/HR) RESIDENTIAL "1 DWELLING/ACRE" B 2.10 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.80 SUBAREA AREA(ACRES).= 2.10 SUBAREA RUNOFF(CFS) = 5.22 EFFECTIVE AREA(ACRES) = 2.30' AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.74,'AREA-AVERAGED Ap = 0.82 TOTAL AREA(ACRES) = '2.30` PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.14 FLOW VELOCITY(FEET/SEC.)= 5.75 DEPTH*VELOCITY(FT*FT/SEC.) = 1.43 LONGEST FLOWPATH FROM NODE 95.00 TO NODE 97.00 = 703.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 97.00 TO NODE, 508.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1962.00- DOWNSTREAM(FEET) 1954.30 FLOW LENGTH(FEET) = 16.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOWIN 24.0 INCH PIPE IS 3.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 23.29 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPE-FLOW(CFS) = 5.70 PIPE TRAVEL TIME(MIN.) = 0.01 ' Tc(MIN.) = LONGEST FLOWPATH FROM NODE 95.00 TO NODE FLOW PROCESS FROM NODE 508.00 TO NODE 508.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM :3 ARE: TIME OF CONCENTRATION (MIN .) = 14.57 RAINFALL INTENSITY(INCH/HR) = 3.36 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.74 AREA -AVERAGED Ap = 0.82 EFFECTIVE STREAM AREA(ACRES) = 2.30 TOTAL STREAM AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.70 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.)_ (INCH/HR) (INCH/HR) 1 87.36 6.66 5.807 0.56( 0.44) 1 94.54 9.28 4.602 0.56( 0.44) 1 94.69 9.36 4.574 0.56( 0.44) 1 96.78 11.43 3.977 0.57( 0.45) 1 96.56 11.84 3.881 0.57( 0.45) 1 95.92 12.31 3.777 0.57( 0.45) 1 95.16 12.88 3.658 0.58( 0.45) 1 91.21 14.43 3.378 0.58( 0.46) 1 85.67 16.04 3.137 0.59( 0.46) 1 84.44 16.38 3.092 0.59( 0.46) 1 64.84 23.06 2.433 0.59( 0.47) 2 4.86. 12.30 3.778 0.74( 0.60) 3 5.70 14.57, 3.356. 0.74( 0.61) Ap A (AC 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.79 0.79 0.79 0.79 0.81 0.82 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS ** PEAK STREAM .NUMBER 1 2 3 e HEADWATER RES) NODE 16.2 40.00 23.4 46.00` 23.6 60.00 28.4 12.00 29.2 70.00. 30.0 10.00 30.9 50.00 32.4 14.00 33.3 80.00 33.4 30.00 35.1 20.00 1.7 90.00 2.3 95.00 FLOW RATE TABLE ** Q Tc Intensity Fp(Fm) Ap Ae (CFS) (MIN.) (INCH/HR) (INCH/HR). (ACRES) 96.59 6.66 5.807 0.58( 0.46) 0.78 18.1 104.44 9.28 4.602' 0.58( 0.46) 0.78 26.1 104.60' 9.36 4.574 0.58( 0.46) 0.78 26.3 4 107.07, 11.43 3.977 0.59( 0.46) 0.79 5 106.90 11.84 3.881 0.59( 0.47) 0.79 6 106.34 12.30; 3.778 0.59( 0.47) 0.79.. 7 106.34 12.31 3.777 0.59( 0.47) 0.79 8 105.43 12.88 3.658 0.60( 0.47) 0.79 9 101.15 14.43 . •.3.378 0.60( 0.48) 0.79 10 100.65 14.57, 3.356 0.60( 0.48) 0.79 11 94.80- 16.04 3.137 0.60( 0.48) 0.79 12 93.41 16.38 3.092 0.60( 0.48) 0.79 13 71.43 23.06 2.433 0.61( 0.48) 0.79 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 107.07 Tc(MIN.) = EFFECTIVE AREA(ACRES) = 31.81 AREA -AVERAGED AREA -AVERAGED Fp(INCH/HR) = 0.59 AREA -AVERAGED TOTAL AREA(ACRES) = 39.10 31.8 32.7 33.6 33.7 34.6 36.4 36.5 37.3. 37.4 39.1 HEADWATER NODE 40.00 46.00 60.00 12.00 70.00 90.00 10.00 50.00. 14.00 95.00 80.00 30.00 20.00 11.43 Fm(INCH/HR) Ap = 0.79 0.46, t LONGEST FLOWPATH FROM NODE 20.00 TO NODE 508.00 = 4435.31 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 39.10 TC(MIN.) = 11.43 EFFECTIVE AREA(ACRES) '= 31.81 AREA -AVERAGED Fm(INCH/HR)= 0.46•: AREA -AVERAGED Fp(INCH/HR) = 0.59 AREA -AVERAGED Ap = 0.79 PEAK FLOW RATE(CFS) = 107.07 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.). (INCH/HR) (INCH/HR) (ACRES) NODE 1 96.59 6.66 5.807. 0.58( 0.46) 0.78 18.1 40.00 2 104.44 9.28 4.602 '' 0.58( 0.46) 0.78 26.1 46.00 3 104.60 9.36 4.574 0.58( 0.46) 0.78 26.3 60.00 4 107.07 11.43 3.977 0.59( 0.46) 0.79 31.8 12.00 5 106.90 11.84 3.881 0.59( 0.47) 0.79 32.7 70.00 6 106.34 12.30 3.778 0.59( 0.47) 0.79 33.6 90.00 7 106.34 12.31 3.777 0.59( 0.47) 0.79 33.7 10.00 8 105.43 12.88 3.658 0.60( 0.47) 0.79 34.6 50.00 9 101.15 14.43 3.378 0.60( 0.48) 0.79 36.4 14.00 10 100.65 14.57 3.356 0.60( 0.48) 0.79 36.5 95.00 11 94.80 16.04 3.137''0.60( 0.48) 0.79 37.3 80.00 12 93.41 16.38 3.092 0.60( 0.48) 0.79 37.4 30.00 13 71.43. 23.06 2.433 0.61( 0.48) 0.79 39.1 20.00 END OF RATIONAL METHOD ANALYSIS 1 t NO. RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver.8.0 Release Date: 01/01/2002 License ID 1510 Analysis prepared by: DEVELOPMENT: RESOURCE CONSULTANTS ************************** DESCRIPTION OF STUDY ************************** * HUNTER'S RIDGE PHASE 3 IN CITY OF FONTANA. DRC J.N. 00-748 *100 YEAR STORM EVENT ---DRAINAGE AREA "A" * TRIBUTARY TO PROPOSED STORM DRAIN SYSTEM .************************************************************************** FILE NAME: 0748A1H.DAT' TIME/DATE OF STUDY: 13:38 12/03/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:° --*TIME-OF-CONCENTRATION MODEL*- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs.`LOG(Tc;MIN)) = 0.7000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.5900 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES:. MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP ''HIKE FACTOR (FT) (FT) SIDE-./ SIDE/::WAY (FT) (FT). (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED 1 SUBAREA A-1 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21. 1 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « < « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 693.00 ELEVATION DATA UPSTREAM(FEET) = 2385.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.)`= 10.531 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.375 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL POOR COVER "BARREN" B 2.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) 9.64 TOTAL AREA(ACRES) = 2.10 2282.50 Fp Ap SCS Tc (INCH/HR) (DECIMAL) CN (MIN.) 0.27 1.00 86 10.53 0.27 PEAK FLOW RATE(CFS) = 9.64 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 500.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 2282.50 DOWNSTREAM(FEET)`= 2236.88 FLOW LENGTH(FEET) = 218.00 MANNING'S N = 0.013 ESTIMATED PIPE.DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.26 ESTIMATED PIPE DIAMETER(INCH) = 24.00 1' PIPE-FLOW(CFS) = 9.64 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) LONGEST FLOWPATH FROM NODE 10.00 TO NODE NUMBER OF PIPES 10.71 500.00 911.00 FEET. t************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 10.71 RAINFALL INTENSITY(INCH/HR) = 5.31 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 2.10 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) ELEVATION DATA::UPSTREAM(FEET) 781.00 2485.00 DOWNSTREAM(FEET) _ 2275.00 Tc = K*[(LENGTH** 3.00)1(ELEVATION CHANGE)]**0.20. SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.802 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 5.'652 SUBAREA Tc AND LOSS RATE DATA(AMC `II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL POOR COVER, "BARREN" B 3.80 0.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA.AVERAGE PERVIOUS AREA FRACTION, Ap= 1.00 SUBAREA RUNOFF(CFS)'= 18.40. TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.). 0.27 1.00 86 9.80 18.40 ****************************************************************************.. FLOW PROCESS FROM NODE 13.00 TO NODE 500.00 IS CODE = 31 > » »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«< < » » >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 2275.00 DOWNSTREAM(FEET) 2236.88, FLOW.LENGTH(FEET) = 91.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE' IS 5.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 31.27 ESTIMATED PIPE DIAMETER(INCH) = 24.00 PIPE-FLOW(CFS).= 18.40 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) LONGEST FLOWPATH FROM NODE 12.00 TO NODE **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 1 NUMBER OF PIPES = 9.85 500.00 = 872.00 FEET. » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « « < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 9.85 RAINFALL INTENSITY(INCH/HR) = 5.63 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES)= 3.80 TOTAL STREAM AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM Q Tc Intensity STREAM 2 ARE: 18.40 Fp(Fm) Ap Ae HEADWATER ELEVATION DATA: UPSTREAM(FEET) = 2236.88 DOWNSTREAM(FEET) = 2193.84 FLOW LENGTH(FEET) = 363.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN: 24.0 INCH PIPE IS 10.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 22.30 ESTIMATED PIPE DIAMETER(INCH) = 24.00 PIPE-FLOW(CFS) = 27.83 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 10.00 TO NODE NUMBER 1 (CFS) (MIN.) 9.64. 10.71 18.40 9.85 (INCH/HR) (INCH/HR) 5.312 0.27( 0.27) 5.632 0.27( 0.27) (ACRES) NODE 1.00 2.1 10.00 1.00 3.8 12.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO' CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 27.83 9.85 5.632 2 26.94 10.71 5.312 Fp(Fm) Ap '_ Ae (INCH/HR) (ACRES) 0.27( 0.27) 1.00 5.7 0.27( 0.27) 1.00 5.9 HEADWATER NODE 12.00 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.83 Tc(MIN.) = 9.85 EFFECTIVE AREA(ACRES) = 5.73 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00. TOTAL AREA(ACRES) = 5.90 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 500.00 = 911.00 FEET. FLOW PROCESS FROM NODE 500.00 TO NODE 502.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE .(NON -PRESSURE FLOW) ««< NUMBER OF.PIPES 10.12 502.00 = 1274.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 10.12 RAINFALL INTENSITY(INCH/HR) = 5.53 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 5.73 TOTAL STREAM AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.83 1 ARE: 1 SUBAREA A-3 1 1 1 1 1 1 1 1 1 1 1 1 ****************************************************************************< FLOW PROCESS FROM NODE 20.00.TO NODE 21.00 IS CODE _ -21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 451.00 ELEVATION DATA: UPSTREAM(FEET) = 2460.00 DOWNSTREAM(FEET) = 2396.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.950 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.019 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "OPEN BRUSH" B 1.30. 0.66 1.00 63 15.95 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.66 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 3.93 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) 3.93. SUBAREA A-4 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00`ISCODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA< «< »»> (STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 2396.50 DOWNSTREAM ELEVATION(FEET) = 2357.50 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET)=;20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's `FRICTION .FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.08 AVERAGE FLOW VELOCITY(FEET/SEC)= 4.97 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.33 STREET FLOW TRAVEL TIME(MIN.) = 1.68 Tc(MIN.) = 17.63 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.748 SUBAREA LOSS RATE DATA(AMC II): 6.16 DEVELOPMENT TYPE/ LAND USE NATURAL GOOD COVER "OPEN BRUSH" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES).= 2. SCS SOIL AREA Fp Ap SCS GROUP (ACRES) (INCH/HR) (DECIMAL) CN B 1.60 0.66 1.00 63 LOSS RATE, Fp(INCH/HR) 0.66 AREA FRACTION, Ap = 1.00 1.60 SUBAREA RUNOFF(CFS) = 4.45 2.90 AREA -AVERAGED Fm(INCH/HR) = 0.66 0.66 AREA -AVERAGED Ap = 1.00 90 PEAK FLOW RATE(CFS) = 8.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.08 FLOW VELOCITY(FEET/SEC.) = 5.23 DEPTH*VELOCITY(FT*FT/SEC.) = 1.51 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 951.00 FEET. I - SUBAREA A-5 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00'IS CODE = 61 »»>COMPUTE, STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 2357.50 DOWNSTREAM ELEVATION(FEET) = 2267.00 STREET LENGTH(FEET) = 845.00' CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 15.00 .SPECIFIED NUMBER OF HALFSTREETS CARRYING. RUNOFF = -2 ' STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 ,Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 8.70. STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.72 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.09 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.71 STREET FLOW TRAVEL TIME(MIN.) = 2.31 Tc(MIN.) 19.94 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.438 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "1 DWELLING/ACRE" B 0.50 0.75 0.80 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.80 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.28 EFFECTIVE AREA(ACRES) = : 3.40 AREA -AVERAGED Fp(INCH/HR) 0.67 TOTAL AREA(ACRES) = 3.40., AREA -AVERAGED Fm(INCH/HR) = 0.65 AREA -AVERAGED Ap = 0.97 PEAK FLOW RATE(CFS) = 8.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.67 FLOW VELOCITY(FEET/SEC.). = 6.05 DEPTH*VELOCITY(FT*FT/SEC.) = 1.69 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 23.00 = 1796.00FEET. SUBAREA A-6 **************************************************************************** FLOW PROCESS FROM NODE. 23.00 TO NODE 24.00 IS CODE = 61 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «<, »»> (STANDARD CURB' SECTION USED) ««< UPSTREAM ELEVATION(FEET)= 2267.00 DOWNSTREAM ELEVATION(FEET) = 2207.50 STREET LENGTH(FEET) = 518.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF' STREET PARKWAY CROSSFALL(DECIMAL)= 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160, Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING. ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.54 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.61 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.96 STREET FLOW TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.289, SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "3-4 DWELLINGS/ACRE" 'SUBAREA AVERAGE,PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 5. B 2.10 0.75 LOSS RATE, Fp(INCH/HR) = 0.75 AREA FRACTION, Ap = 0.60 2.10 SUBAREA RUNOFF(CFS) = 5.37 5.50 AREA -AVERAGED Fm(INCH/HR) = 0.57 = 0.69 AREA -AVERAGED Ap = 0.83 50 PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET). = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.31 FLOW VELOCITY(FEET/SEC.) = 6.83 DEPTH*VELOCITY(FT*FT/SEC.) = 2.13 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 24.00 2314.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE' 24.00 TO NODE 502.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 2207.50. DOWNSTREAM(FEET) _ 2193.84 FLOW LENGTH(FEET) = 49.00MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN '24.0 INCH PIPE IS 5.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 24.71 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1; PIPE-FLOW(CFS) = 13.44 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 21.28 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 502.00 = 2363.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 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.) = 21.28 RAINFALL INTENSITY(INCH/HR) = 3.29 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0:69 AREA -AVERAGED Ap = 0.83 EFFECTIVE STREAM AREA(ACRES) = 5.50 TOTAL STREAM AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.44 ** CONFLUENCE DATA ** STREAM Q Tc .Intensity NUMBER (CFS) (MIN.) (INCH/HR)' 1 27.83 10.12 5.526 1 26.94 10.98 5.219 2 13.44 '21.28 3.285 Fp(Fm) Ap. Ae HEADWATER (INCH/HR),: (ACRES) NODE 0.27( 0.27) 1.00 5.7 12.00 0.27( 0.27) 1.00 5.9 10.00 0.69( 0.57)'0.83 5.5 20.00' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q . Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 39.51 10.12 5.526 2 38.83 10.98 5.219 3 29.85 ;21.28 3.285 COMPUTED CONFLUENCE ESTIMATES ARE PEAK FLOW RATE(CFS) = 39.51 EFFECTIVE AREA(ACRES) = 8.35 AREA -AVERAGED Fp(INCH/HR) = 0.39 TOTAL AREA(ACRES) = 11.40 Fp(Fm) Ap Ae HEADWATER, (INCH/HR). (ACRES) NODE 0.39( 0.37) 0.95 8.3 12.00. 0.39( 0.37) 0.94 8.7 10.00 0.45( 0.42) 0.92 11.4 20.00. AS FOLLOWS: Tc(MIN.) = 10.12 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Ap = 0.95 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 502.00 = 2363 00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 10 » » >MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «< SUBAREA A-7.1 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 365.00 ELEVATION DATA: UPSTREAM(FEET) = 2415.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20, SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.457. * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.267 SUBAREA Tc AND LOSS RATE DATA(AMC -II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "1 DWELLING/ACRE" B 0.90 0.75 SUBAREA AVERAGE PERVIOUS LOSS. RATE,'Fp(INCH/HR) SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.80 SUBAREA RUNOFF(CFS)= 4.59 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) 1 SUBAREA A-7.2 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 61 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < » » >(STANDARD CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET) = 2389.50 DOWNSTREAM ELEVATION(FEET) = 2355.5.0. STREET LENGTH(FEET) = 443.00 CURB HEIGHT(INCHES) = 6.0:, STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM. CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020, SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) _0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL' TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING. ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29.,.' HALFSTREET FLOOD WIDTH(FEET) = 7.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.18 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.48 STREET FLOW TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) * 100 YEAR RAINFALL 'INTENSITY(INCH/HR)"'= 5.619 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL '. "2 DWELLINGS/ACRE" B 1.40 0.75 SUBAREA AVERAGE PERVIOUS :LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 6.42 EFFECTIVE AREA(ACRES) 2.30 AREA -AVERAGED Fm(INCH/HR). = 0.55'. AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.74 TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.07 FLOW VELOCITY(FEET/SEC.) = 5.58 DEPTH*VELOCITY(FT*FT/SEC.) = 1.72 LONGEST FLOWPATH FROM NODE. 14.00 TO NODE 16.00 = 808.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 61 »» >COMPUTE'STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >(STANDARD CURB SECTION USED) « « < UPSTREAM ELEVATION(FEET) = 2355.50 DOWNSTREAM ELEVATION(FEET) = 2267.00 STREET LENGTH(FEET) = 769.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.09 AVERAGE FLOWVELOCITY(FEET/SEC.) = 7.14 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.34 STREET FLOW TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 11.68 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.000 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "1 DWELLING/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 5. AREA Fp Ap SCS (ACRES) (INCH/HR) (DECIMAL). CN B 2.90 0.75. 0.80 56 LOSS RATE, Fp(INCH/HR) = 0.75 AREA FRACTION, Ap = 0.80 2.90 SUBAREA RUNOFF(CFS) = 11.49 5.20 AREA -AVERAGED Fm(INCH/HR) = 0.58 = 0.75 AREA -AVERAGED Ap = 0.77 20 PEAK FLOW RATE(CFS) = 20.69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.19 FLOW VELOCITY(FEET/SEC.) = 7.55 DEPTH*VELOCITY(FT*FT/SEC.) = 2.64 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 17.00 = 1577.00 FEET. SUBAREA A-9 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 501.00 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< > (STANDARD CURB . SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 2267.00 DOWNSTREAM ELEVATION(FEET) = 2205.00 STREET LENGTH(FEET) = 541.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 22.53 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.60 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.70 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.)= 2.76 STREET FLOW TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 12.85 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.676 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE RESIDENTIAL "1 DWELLING/ACRE"''. SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) EFFECTIVE AREA(ACRES) = AREA-AVERAGED:Fp(INCH/HR) TOTAL AREA(ACRES);.= 6. GROUP (ACRES) (INCH/HR) (DECIMAL) B 1.00 0.75 0.80 56 LOSS RATE, Fp(INCH/HR) = 0.75 AREA FRACTION, Ap = 0.80 1.00 SUBAREA RUNOFF(CFS) = 3.67 6.20 AREA -AVERAGED Fm(INCH/HR) = 0.58 = 0.75 AREA -AVERAGED Ap = 0.78 20 PEAK FLOW RATE(CFS) = 22.85 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = "0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.67 FLOW VELOCITY(FEET/SEC.) 7.73 DEPTH*VELOCITY(FT*FT/SEC.) = 2.78 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 501:00 = '.2118.00 FEET:' *********************************'**************************.*****************. FLOW PROCESS FROM NODE 501.00 TO NODE • 501.00 IS CODE = »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 12.85 RAINFALL INTENSITY(INCH/HR) = 4.68 AREA -AVERAGED Fm(INCH/HR) = 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.78 EFFECTIVE STREAM AREA(ACRES) = 6.20 TOTAL STREAM AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM `. 1 ARE:: 22.85 SUBAREA A-10 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE''. 501.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« »USE TIME -OF -CONCENTRATION 'NOMOGRAPH FOR INITIAL SUBAREA« INITIAL:SUBAREA FLOW-LENGTH(FEET) = 565.00 ELEVATION DATA:. UPSTREAM(FEET) = 2373.00 DOWNSTREAM(FEET) 2205':00 Tc ='K*[(LENGTH** 3.00)/(ELEVATION CHANGE) SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) * 100'YEAR RAINFALL. INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE "GROUP (ACRES) NATURAL GOOD COVER ] **0.20 15.031 4.190 Fp Ap SCS Tc (INCH/HR) (DECIMAL) CN (MIN.) "OPEN BRUSH" B 1.80 0.66 1.00 63 15.03 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.66 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 5.72 TOTAL AREA(ACRES) 1.80 PEAK FLOW RATE(CFS) 5.72 FLOW PROCESS FROM NODE 501.00 TO NODE 501.00 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 TIME OF CONCENTRATION(MIN.) = 15.03 RAINFALL INTENSITY(INCH/HR) = 4.19 AREA -AVERAGED Fm(INCH/HR) = 0.66 AREA -AVERAGED Fp(INCH/HR) = 0.66 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 1.80 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.72 ** CONFLUENCE DATA ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 22.85 '.12.85 4.676 2 5.72 `.15.03 4.190 2 ARE: Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE 0.75( 0.58) 0.78 6.2 14.00 0.66( 0.66) 1.00 1.8 30.00 RAINFALL INTENSITYAN'D TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA:USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.)s (INCH/HR) (INCH/HR) (ACRES) NODE 1 28.41 12.85 4.676 0.73( 0.60) 0.82 7.7 14.00 2 25.86 15.03 4.190 0.72( 0.60) 0.83 8.0 30.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 28.41 Tc(MIN.) = 12.85 EFFECTIVE'AREA(ACRES) = 7.74 AREA -AVERAGED Fm(INCH/HR) = 0.60 AREA -AVERAGED Fp(INCH/HR) = 0.73 AREA -AVERAGED Ap = 0.82 TOTAL AREA(ACRES) = 8.00 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 501.00 = 2118.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = ''31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) < «< ELEVATION DATA: UPSTREAM(FEET). = 2205.00 DOWNSTREAM(FEET) = 2193.84 FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.013. ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 32.45 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 28.41 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 12.87 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 502.00 = 2152.00 FEET. *****************************w***************************'******************* FLOW PROCESS FROM NODE 502.00 ,TO NODE 502.00 IS CODE =11 » »>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY« «< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) '(INCH/HR) 1 28.41, 12.87 4.672 0.73( 0.60) 2 25.86 15.05 4.187 0.72( 0.60) LONGEST FLOWPATH FROM NODE 14.00 TO NODE ** MEMORY BANK STREAM Q NUMBER (CFS) 1 39.51 1 CONFLUENCE DATA ** Tc Intensity Fp(Fm) Ap Ae HEADWATER (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 10.12 5.526 0.39( 0.37) 0.95 8.3'. 12.00 2 38.83 10.98 5.219 0.39( 0.37) 0.94 8.7 10.00 3 29.85 21.28 3.285 0.45( 0.42) 0.92 11.4 20.00 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 502.00 = 2363.00 FEET. Ae HEADWATER (ACRES) NODE 0.82 7.7 14.00 0.83 8.0 30.00 502.00 = 2152.00 FEET. ** PEAK FLOW RATETABLE** STREAM Q NUMBER (CFS) 1 66.55 10.12 2 66.34 10.98 3 65.60 12.87 4 61.14 15.05 5 49.22 21.28 TOTAL AREA(ACRES) = Tc Intensity' (MIN.) (INCH/HR) 5.526 5.219 4.672 4.187 3.285 19.40 Fp (Fm) (INCH/HR) 0.52( 0.46) 0.52( 0.47) 0.54( 0.48) 0.55( 0.48) 0.56( 0.49) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 66.55 Tc(MIN.) = 10.122 EFFECTIVE AREA(ACRES) = 14.44 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.54 AREA -AVERAGED Ap = 0.89 TOTAL AREA(ACRES) = 19.40 LONGEST FLOWPATH FROM NODE 20.00 TO NODE Ap Ae HEADWATER (ACRES) NODE 0.89 14.4 0.89 15.3 0.89 17.0 0.89 17.8 0.88 19.4 502.00 = 12.00 10.00 14.00 30.00 20.00 0.46 2363.00 **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 2193.84 DOWNSTREAM(FEET) = 2181.57 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN' 24.0 INCH PIPE IS 17.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 27.65 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 66.55 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 10.18 LONGEST FLOWPATH FROM NODE 20.00 TO NODE '503.00 = 2463.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 503.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< 1 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 10.18 RAINFALL INTENSITY(INCH/HR) = 5.50 AREA -AVERAGED Fm(INCH/HR) = ,:0.46 AREA -AVERAGED Fp(INCH/HR) = 0.52 AREA -AVERAGED Ap = 0.89 EFFECTIVE STREAM AREA(ACRES) = 14.44 TOTAL STREAM AREA(ACRES) = 19.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = SUBAREA A-11 *************************************.*************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 > »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 217.00 ELEVATION DATA: UPSTREAM(FEET) = 2300.00 DOWNSTREAM(FEET) Tc ='K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.327 100 YEAR RAINFALL INTENSITY(INCH/HR) = 8.661 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" B 0.30 0.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.26 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 503.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 2205.00 DOWNSTREAM(FEET) = 2181.57 FLOW LENGTH(FEET) = 62.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 2.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.19 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 2.26 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) LONGEST FLOWPATH FROM NODE 40.00 TO NODE ****************************************************************************.. 1 FLOW PROCESS FROM NODE 503.00 TO NODE 503.00:IS CODE .'= »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« »»>AND COMPUTE VARIOUS CONFLUENCED STREAM. VALUES<.«<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.39 RAINFALL INTENSITY(INCH/HR) = 8.59 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 0.30 TOTAL STREAM AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.26 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 66.55 10.18 5.503 0.52( 0.46) 0.89 14.4 12.00 1 66.34 11.04 5.199 0.52( 0.47) 0.89 15.3 10.00 1 65.60 12.93 4.657 ";0.54( 0.48) 0.89 17.0 14.00 1 61.14 15.11 4.175 0.55( 0.48) 0.89 17.8 30.00 1 49.22 21.34 3.278 0.56( 0.49) 0.88 19.4 20.00 2 2.26 5.39 8.589 0.27( 0.27) 1.00 0.3 40.00 'RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 59.07 5.39 8.589 0.51( 0.46) 0.90 7.9 40.00 2 67.98 10.18 5.503 0.51( 0.46) 0.90 14.7 12.00 3 67.69 11.04 5.199 0.52( 0.46) 0.89 15.6 10.00. 4 66.80 12.93 4.657 0.53( 0.47) 0.89 17.3 14.00 5 62.21 15.11 4.175 0.54( 0.48) 0.89 18.1 30.00 6 50.03 21.34 3.278 0.55( 0.49) 0.88 19.7 20.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 67.98 Tc(MIN.) = 10.18 EFFECTIVE AREA(ACRES) = 14.74 AREA -AVERAGED Fm(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.51 AREA -AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 19.70 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 503.00 = 2463.00 FEET. FLOW PROCESS FROM NODE 503.00 TO NODE 504.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 2181.57 DOWNSTREAM(FEET) = 2142.18 FLOW LENGTH(FEET) = 325.87 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 27.56 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1` PIPE-FLOW(CFS) = 67.98. PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 20.00 TO NODE 10.38 504.00 = 2788.87 FEET. **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 504.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 10.38 RAINFALL INTENSITY(INCH/HR) = 5.43 AREA -AVERAGED Fm(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.51 AREA -AVERAGED Ap = 0.90 EFFECTIVE STREAM AREA(ACRES) = 14.74 TOTAL STREAM AREA(ACRES) = 19.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = SUBAREA. 'A-13 **************************************************************************** FLOW PROCESS FROM NODE 46.00 TO NODE 47.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 516.00 ELEVATION DATA: UPSTREAM(FEET) = .2300.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.231 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.387 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) NATURAL POOR COVER "BARREN" B 1.50 0.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 8.25 TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) 1.00 86 8.23 **************************************************************************** FLOW PROCESS FROM NODE 47.00 TO NODE 504.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 2155.00 DOWNSTREAM(FEET) = 2142.18 FLOW LENGTH(FEET) = 34.82 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.0 PIPE -FLOW VELOCITY(FEET/SEC.,);= 23.62 ESTIMATED PIPE DIAMETER(INCH) = 24.00 PIPE-FLOW(CFS) = 8.25 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 46.00 TO NODE. 504.00 550.82 FEET. **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 504.00 IS CODE = 1 > »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «<« » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 8.26 RAINFALL INTENSITY(INCH/HR) = 6.37 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 59.07 5.59 1 67.98 10.38 1 67.69 11.24 1 66.80 13.12 1 62.21 15.31 1 50.03 21.55 2 8.25 8.26 Intensity (INCH/HR) 8.371 5.430 5.135 4.607 4.136 3.256 6.373 STREAM 2 ARE: Fp(Fm) (INCH/HR) 0.51( 0.46) 0.51( 0.46) 0.52( 0.46) 0.53( 0.47) 0.54( 0.48) 0.55( 0.49) 0.27( 0.27) Ap Ae HEADWATER (ACRES) NODE 0.90 7.9 40.00 0.90 12.00 0.89 10.00 0.89 14.00 0.89 30.00 0.88 20.00 1.00 46.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 66.50 5.59 8.371 2 72.28 8.26 6.373 3 74.95 10.38 5.430 4 74.26 11.24 5.135 5 72.66 13.12 4.607 6 67.44 15.31 4.136 7 54.07 21.55 3.256 Fp (Fm) (INCH/HR) 0.48( 0.44) 0.48( 0.44) 0.49( 0.44) 0.49( 0.45) 0.51( 0.46) 0.52( 0.46) 0.53( 0.47) COMPUTED CONFLUENCE ESTIMATES ARE PEAK FLOW RATE(CFS) = 74.95 EFFECTIVE AREA(ACRES) = 16.24 AREA -AVERAGED Fp(INCH/HR) = 0.49 TOTAL AREA(ACRES) = 21.20 LONGEST FLOWPATH FROM NODE 20. 14.7 15.6 17.3 18.1 19.7 1.5 Ap Ae HEADWATER (ACRES) NODE 0.91 9.0 40.00 0.91 13.2 46.00 0.91 16.2 12.00 0.90 17.1 10.00 0.90 18.8 14.00 0.90 19.6 30.00 0.89 21.2 20.00 AS FOLLOWS: Tc(MIN.) = 10.38 AREA -AVERAGED Fm(INCH/HR) _ AREA -AVERAGED Ap = 0.91 00 TO NODE 504.00 = 0.44 2788.87 FEET. f FLOW PROCESS FROM NODE 504.00 TO NODE 505.00 IS CODE = » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER -ESTIMATED PIPESIZE''(NON-PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 2142.18 DOWNSTREAM(FEET) .2035.83 FLOW LENGTH(FEET) = 958.44 MANNING'S N = 0.013 DEPTH OF FLOW IN27.0 INCH PIPE IS 17.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 27.72 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 74.95 PIPE TRAVEL TIME(MIN.-) = 0.58. Tc(MIN.) = LONGEST FLOWPATH FROM NODE 20.00 TO NODE **************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 505.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT' STREAM TIME OF CONCENTRATION(MIN.) = 10.96 RAINFALL INTENSITY(INCH/HR) = 5.23 AREA -AVERAGED Fm(INCH/HR) = 0.44 AREA -AVERAGED Fp(INCH/HR) = 0.49 AREA -AVERAGED Ap = 0.91 EFFECTIVE STREAM AREA(ACRES) = 16.24, TOTAL STREAM AREA(ACRES) = 21.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = SUBAREA A-12.1 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 244.00 ELEVATION DATA:: UPSTREAM(FEET) = 2202.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.065 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.969 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL ".4 DWELLING/ACRE" B 0.60 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.90 SUBAREA RUNOFF(CFS) = 2.86 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) Ap (DECIMAL) 0.90 56 Tc (MIN.) 9.07 **************************************************************************** FLOW PROCESS FROM NODE:; 51.00 TO NODE 52.00 IS CODE = 61 ` » »>COMPUTE STREET FLOW'TRAVEL TIME THRU SUBAREA««< » »>(STANDARD CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET) = 2195.50 DOWNSTREAM ELEVATION(FEET) = 2048.00 STREET LENGTH(FEET) = 1289.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020. Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0.160 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.25 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.80 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.12 STREET FLOW TRAVEL TIME(MIN.) = 3.16 Tc(MIN.) * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.842 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "2 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 5. Fp Ap ' SCS (INCH/HR) (DECIMAL) CN B 5.30 0.75 '0.70 LOSS RATE, Fp(INCH/HR) = 0.75 AREA FRACTION, Ap = 0.70 5.30 SUBAREA RUNOFF(CFS) = 20.60 5.90 AREA -AVERAGED Fm(INCH/HR) = 0.54 = 0.75 AREA -AVERAGED Ap = 0.72 90 PEAK FLOW RATE(CFS) = 22.85 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.65 FLOW VELOCITY(FEET/SEC.) = 7.74 DEPTH*VELOCITY(FT*FT/SEC.) = 2.78 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 1533.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 505.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< >» »USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) _ 2048.00 DOWNSTREAM(FEET) 2035.83. FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 25.67 ESTIMATED PIPE DIAMETER(INCH) =. 24.00 PIPE-FLOW(CFS) = 22.85 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 12.26 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 505.00 = 1593.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 505.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) _= 12.26 RAINFALL INTENSITY(INCH/HR) = 4.83 AREA -AVERAGED Fp(INCH/HR) = 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.72 EFFECTIVE STREAM AREA(ACRES) = 5.90 TOTAL STREAM AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = SUBAREA A-14.1 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 169.00 ELEVATION DATA: UPSTREAM -(FEET) = '2205.00 DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.700 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 8.260 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL POOR COVER "BARREN" B 0.30 0.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.16 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) Ap •SCS Tc (DECIMAL) CN (MIN.) 1.00 86 5.70 1 SUBAREA A-14.2 **************************************************************************** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 61 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>(STANDARD CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET) = 2173.00 DOWNSTREAM ELEVATION(FEET) = 2046.00 STREET LENGTH(FEET) = 1077.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET)=.40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 •SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)' Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.47 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.84 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.49 STREET FLOW TRAVEL TIME(MIN.) = 3.07 Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.108 SUBAREA LOSS RATE.DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) COMMERCIAL B 1.50 0.75 0.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 8.15 EFFECTIVE AREA(ACRES) = 1.80 AREA -AVERAGED Fm(INCH/HR) = 0.11 AREA -AVERAGED Fp(INCH/HR) = 0.43 AREA -AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 0.0160 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 7.97 FLOW VELOCITY(FEET/SEC.) = 6.45 DEPTH*VELOCITY(FT*FT/SEC.) = 1.84 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 62.00 = 1246.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 505.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL » »>USING COMPUTER -ESTIMATED TIME THRU SUBAREA« «< PIPESIZE (NON -PRESSURE FLOW) « « < ELEVATION DATA: UPSTREAM(FEET) FLOW LENGTH(FEET) = 37.00 = 2046.00 DOWNSTREAM(FEET) = 2035.83 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.7 INCHES . PIPE -FLOW VELOCITY(FEET/SEC.) = 22.36 ESTIMATED PIPE DIAMETER(INCH) = 24.00 PIPE-FLOW(CFS) 9.72 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 60.00 TO NODE NUMBER OF PIPES 1283.00 FEET. **************************************************************************** 505.00 TO NODE 505.00 IS CODE = 1 FLOW PROCESS FROM .NODE » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< > »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «<. TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 8.80 RAINFALL INTENSITY(INCH/HR) = 6.09 AREA -AVERAGED Fm(INCH/HR) = 0.11 AREA -AVERAGED Fp(INCH/HR) = 0.43 AREA -AVERAGED Ap = 0.25 EFFECTIVE STREAM AREA(ACRES) = 1.80 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW PATE(CFS) AT CONFLUENCE = CONFLUENCE DATA ** STREAM Q NUMBER (CFS) 1 66.50 1 72.28 1 74.95 1 74.26 1 72.66 1 67.44 1 54.07 2 22.85 3 9.72 Tc (MIN.) 6.20 8.86 10.96 11.82 13.72 15.91 22.18 12.26. 8.80 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 7.792 0.48( 0.44) 6.068 0.48( 0.44) 5.228 0.49( 0.44) 4.958 0.49( 0.45) 4.466 0.51( 0.46) 4.026 0.52( 0.46) 3.191 0.53( 0.47) 4.831 0.75( 0.54) 6.095 0.43( 0.11) 9.72 3 ARE: Ap Ae HEADWATER (ACRES) NODE 0.91 9.0 40.00 0.91 13.2 46.00 0.91 16.2 12.00 0.90 17.1 0.90 18.8 0.90 19.6 0.89 21.2 0.72 5.9 0.25 1.8 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 94.79 6.20 7.792 0.53( 103.10 8.80 6.095 0.53( 103.21 8.86 6.068 0.53( 2 3 4 105.57 10.96 5 104.81 11.82 6 104.41 12.26 '100.64 92.36 73.20 13.72 15.91 22.18 5.228 0.54( 4.958 0.55( 4.831 0.55( 4.466 0.56( 4.026 0.56( 3.191 0.57( 0.43) 0.43) 0.43) 0.44) 0.44) 0.45) 0.45) 0.46) 0.46) 10.00 14.00 30.00 20.00 50.00 60.00 Ap Ae HEADWATER (ACRES) NODE 0.80 13.2 40.00 0.81 19.2 60.00 0.81 46.00 0.81 0.81 0.81 0.81 0.82 0.82 19.3 23.3 24.6 25.2 26.5 27.3 28.9 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 105.57 Tc(MIN.) = 10.96 EFFECTIVE AREA(ACRES) = 23.31. AREA -AVERAGED Fm(INCH/HR) = 12.00 10.00 50.00 14.00 30.00 20.00 0.44 AREA -AVERAGED Fp(INCH/HR) = 0.54 AREA -AVERAGED Ap = 0.81 TOTAL AREA(ACRES) = 28.90 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 505.00 = 3747.31 FEET. **************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 507.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 2035.83 DOWNSTREAM(FEET) _' 1961.68 FLOW LENGTH(FEET) = 626.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.7 INCHES PIPE -FLOW .VELOCITY(FEET/SEC.)'= 30.90 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 105.57 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 11.29 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 507.00 = 4373.31 FEET. *****************************************************************•*********** FLOW PROCESS FROM NODE 507.00 TO NODE 507.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< SUBAREA-.A-16.1 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = ,100.00 • ELEVATION DATA: UPSTREAM(FEET) = 2043,00 DOWNSTREAM(FEET) = 2030.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.872 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.060. SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS'• Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "GRASS" B 0.20 0.69 1.00 61 8.87 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.69 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.97, TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.97 SUBAREA 16.2 FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE = 61 » »>COMPUTE STREET-FLOW'TRAVEL TIME THRU SUBAREA« «< » »>(STANDARD CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET) = 2030.00 DOWNSTREAM ELEVATION(FEET) = 1973.00 STREET LENGTH(FEET) = 798.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'.s FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's.FRICTION FACTOR for Back -of -Walk Flow Section ='0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.12 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.04 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.45 STREET FLOW TRAVEL TIME(MIN.) = 2.64 Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.050 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "3-4 DWELLINGS/ACRE" B 3.30 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 13.66 EFFECTIVE AREA(ACRES) = 3.50 AREA -AVERAGED Fm(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) =, 0.74 AREA -AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET). = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.61 FLOW VELOCITY(FEET/SEC.) = 5.81 DEPTH*VELOCITY(FT*FT/SEC.) = 1.97 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 72.00 = 898.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 72.00 TO NODE 506.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «< ELEVATION DATA: UPSTREAM(FEET) = 1973.00 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 25.46. ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1965.85 PIPE-FLOW(CFS) = 14.45 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.). = 11.53 LONGEST FLOWPATH FROM NODE 70.00 TO NODE '506.00 = '923.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 506.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.53 RAINFALL INTENSITY(INCH/HR) = 5.04 AREA -AVERAGED Fm(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.74 AREA -AVERAGED Ap = 0.62 EFFECTIVE STREAM AREA(ACRES) = 3.50 TOTAL STREAM AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) AT. CONFLUENCE = 14.45 SUBAREA A-15.1 FLOW PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 140.00 ELEVATION DATA: UPSTREAM(FEET) = 2040.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE) SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) * 100 YEAR,RAINFALL INTENSITY(INCH/HR) SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP '(ACRES) NATURAL GOOD COVER "GRASS" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS)-= TOTAL AREA(ACRES) = SUBAREA A-15.2 ] **0.20 12.895 4.665 Fp (INCH/HR) B 0.10 0.69 LOSS RATE, Fp(INCH/HR) AREA FRACTION, Ap = 1.00 0.36 0.10 PEAK FLOW RATE(CFS) Ap SCS (DECIMAL) CN Tc (MIN.) **************************************************************************** FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 61 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>(STANDARD.CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET) = 2034.50 DOWNSTREAM ELEVATION(FEET) = 1973.00 STREET LENGTH(FEET) = 790.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020`` OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.04. AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.67 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.15 STREET FLOW TRAVEL TIME(MIN.) = 2.82 Tc(MIN.) * 100 YEAR RAINFALL INTENSITY(INCH/HR) =..4.061 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "2 DWELLINGS/ACRE" B 2.60 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 8.28.. EFFECTIVE AREA(ACRES) = 2.70 AREA -AVERAGED Fm(INCH/HR) = 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.74 AREA -AVERAGED Ap = 0.71 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.28 FLOW VELOCITY.(FEET/SEC.)"= 5.34 DEPTH*VELOCITY(FT*FT/SEC.) = 1.56 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 82.00 = 930.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 82.00 TO NODE 506.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1973.00 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 22.00. MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 22.86 ESTIMATED PIPE DIAMETER(INCH) = 24.00 PIPE-FLOW(CFS) = 8.58 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 80.00 TO NODE NUMBER OF PIPES = 15.73 506.00 = 1965.85 952.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 506.00 IS, CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<«< » »>AND COMPUTE VARIOUS CONFLUENCED'STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.)= 15.73 .- RAINFALL INTENSITY(INCH/HR) = 4.06 AREA -AVERAGED Fm(INCH/HR) = 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.74 AREA -AVERAGED Ap'= 0.71 EFFECTIVE STREAM AREA(ACRES) = 2.70 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ` * *' STREAM ' Q Tc NUMBER (CFS) (MIN.) 1 14.45_.11.53 2 8.58 15.73 Intensity (INCH/HR) 5.045 4.058 STREAM 2 ARE: 8.58 Fp (Fm) (INCH/HR) 0.74 (:0.46)` 0.74( 0.53)'. Ap Ae HEADWATER (ACRES) NODE 0.62 3.5 70.00 0.71 2.7" 80.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) •(INCH/HR) 1 22.50 11.53,' 5.045 0.74( 0.49) 2 19.92 15.73 4.058 0.74( 0.49) COMPUTED CONFLUENCE ESTIMATES ARE PEAK FLOW RATE(CFS) = 22.50 EFFECTIVE AREA(ACRES) = 5.48 AREA -AVERAGED Fp(INCH/HR) = 0.74 TOTAL AREA(ACRES) = 6.20 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 506.00 = 952.00 FEET. Ap Ae HEADWATER (ACRES) NODE 0.65 5.5 70.00 0.66 6.2 80.00 AS FOLLOWS: Tc(MIN.) = 11.53 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Ap = 0.65 **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 507.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « « c ELEVATION DATA: UPSTREAM(FEET) = 1965.85 DOWNSTREAM(FEET) = 1961.68 FLOW LENGTH(FEET) = 91.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.84 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 22.50 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 11.63 LONGEST FLOWPATH FROM NODE 80.00 TO NODE 507.00 = 1043.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 507.00 TO NODE 507.00 IS CODE = 11 »»>CONFLUENCE MEMORY. BANK # 2 WITH THE MAIN -STREAM MEMORY««< ** STREAM NUMBER 1 2 LONGEST MAIN STREAM CONFLUENCE DATA ** Q Tc Intensity Fp(Fm) ' Ap - Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) 22.50 11.63 5.014 0.74( 0.49) 0.65 5.5 19.92 15.84 4.039 0.74( 0.49) 0.66 6.2 FLOWPATH FROM NODE 80.00 TO NODE 507.00 = ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.)(INCH/HR) (INCH/HR) 1 94.79 6.55 7.496 0.53( 0.43) 2 103.10 9.15 5.931 0.53( 0.43) 3 103.21 9.21 4 105.57 11.29 5 104.81, 12.16 6 7 8 9 LONGEST 5.906 0.53( 5.118 0.54( 4.861 0.55( 104.41 .'12.60r 4.740 0.55( 100.64 14.07 4.387 0.56( 92.36 16.27 3.965 0.56( 0.46) 73.20 22.56 3.154 0.57( 0.46) FLOWPATH FROM NODE 20.00 TO NODE ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 114.40 6.55 7.496 2 124.38 9.15 5.931 3 124.53 9.21 5.906 4 127.92 11.29 5.118 5 127.77 11.63 5.014 6 126.99 12.16 4.861 7 126.31 12.60 4.740 8 121.64 14.07 4.387 9 113.90 15.84 4.039 10 111.86 '16.27 .3.965 11 88.15 22.56 ' 3.154 TOTAL AREA(ACRES) = 35.10 0.43) 0.44) 0.44) 0.45) 0.45) Fp(Fm) (INCH/HR) 0.57( 0.44) 0.56( 0.44) 0.56( 0.44) 0.57( 0.45) 0.57( 0.45) 0.58( 0.45) 0.58( 0.45) 0.58( 0.46) 0.59( 0.46) 0.59( 0.46) 0.59( 0.47) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 127.92 Tc(MIN.) = 11.293 EFFECTIVE AREA(ACRES) = 28.63 AREA -AVERAGED Fp(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.58 AREA -AVERAGED Ap = 0.78 TOTAL AREA(ACRES) = 35.10 LONGEST FLOWPATH FROM NODE . 20.00 TO NODE HEADWATER NODE 70.00 80.00 1043.00 FEET. Ap, Ae HEADWATER (ACRES) NODE 0.80 13.2 40.00 0.81 19.2 60.00 0.81 19.3 46.00 0.81 23.3 12.00 0.81 24.6 - 10.00. 0.81 25.2 50.00 0.81 26.5 14.00` 0.82 27.3< 30.00 0.82 28.9 20.00 507.00 = 4373.31 FEET. Ap ''Ae (ACRES) 0.78 0.78 0.78 0.78 0.78 0.78 0.78 0.79 0.79 0.79 0.79 16.3 23.5 23.6 28.6 29.3 30.2 30.9 32.4 33.3 33.5 35.1 HEADWATER NODE 40.00 60.00' 46.00 12.00 70.00 10.00 50.00 14.00 80.00 30.00 20.00 **************************************************************************** FLOW PROCESS FROM NODE 507.00 TO NODE 508.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1961.68 DOWNSTREAM(FEET) _ FLOW LENGTH(FEET) = 62.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE. IS 22.8 INCHES 1954.30 1 1 PIPE -FLOW VELOCITY(FEET/SEC.) = 32.02 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 127.92. PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 11.33 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 508.00 = 4435.31 FEET. **************************************************************************** FLOW PROCESS FROM NODE. 508.00 TO NODE 508.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «<« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 11.33 RAINFALL INTENSITY(INCH/HR) = 5.11 AREA -AVERAGED Fm(INCH/HR) = 0.45 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.78 EFFECTIVE STREAM AREA(ACRES) = 28.63, TOTAL STREAM AREA(ACRES) = 35.10 PEAK FLOW RATE(CFS) AT CONFLUENCE SUBAREA A-18.1 **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 91.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «‹ »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 143.00 ELEVATION DATA: UPSTREAM(FEET) = 2046.00 DOWNSTREAM(FEET) = 2029.00 Tc = K*[(LENGTH**'3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.421 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.414 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "GRASS" B 0.10 0.69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) 1.00 61 10.42 0.43 SUBAREA A-18.2 **************************************************************************** FLOW PROCESS FROM NODE 91.00 TO NODE 92.00 IS CODE = » > »COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >(STANDARD CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET) = 2028.50 DOWNSTREAM ELEVATION(FEET) = 1962.00 STREET LENGTH(FEET) = 569.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.30 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.16 STREET FLOW TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.846 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL' AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "1 DWELLING/ACRE" B 1.60 0.75 0.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.80 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 6.12 EFFECTIVE AREA(ACRES) = 1.70 AREA -AVERAGED Fm(INCH/HR) = 0.60 AREA -AVERAGED Fp(INCH/HR) = 0.74 AREA -AVERAGED Ap = 0.81 TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.55 FLOW VELOCITY(FEET/SEC.) = 5.93 DEPTH*VELOCITY(FT*FT/SEC.) = 1.53 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 92.00 = 712.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 92.00 TO NODE 508.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1962.00 DOWNSTREAM(FEET) = 1954.30 FLOW LENGTH(FEET) = 27.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 3.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.16 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 6.49 PIPE TRAVEL TIME(MIN.) = 0.02 LONGEST FLOWPATH FROM NODE 90.00 TO NODE 508.00 = ''739.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 508.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-«s< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:. TIME OF CONCENTRATION(MIN.) = 12.23 RAINFALL INTENSITY(INCH/HR) = 4.84 AREA -AVERAGED Fm(INCH/HR) = 0.60 AREA -AVERAGED Fp(INCH/HR) = 0.74 AREA -AVERAGED Ap = 0.81 EFFECTIVE STREAM AREA(ACRES) = 1.70 TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.49 SUBAREA A-17.1 **************************************************************************** FLOW PROCESS FROM NODE 95.00 TO NODE 96.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 257.00 ELEVATION DATA: UPSTREAM(FEET) = 2046.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.137 * 100 YEAR RAINFALL INTENSITY(INCH/HR)= 4.604 SUBAREA Tc AND LOSS RATE DATA(AMC II):' DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL GOOD COVER "GRASS" B 0.20 0.69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.69 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.71 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.71 1.00 61 13.14 I SUBAREA A-17.2 I I **************************************************************************** FLOW PROCESS FROM NODE 96.00 TO NODE 97.00 IS CODE = 61 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < » »>(STANDARD CURB SECTION USED) «< « UPSTREAM ELEVATION(FEET) = 2015.00 ,DOWNSTREAM ELEVATION(FEET)= 1962.00 STREET LENGTH(FEET) = 446.00 CURB HEIGHT(INCHES) = '6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO'CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) 0,.020 OUTSIDE STREET CROSSFALL(DECIMAL); = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = • STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION _FACTOR for Streetflow.Section(curb'-to-curb) = 0.0160 Manning's FRICTION FACTOR. for Back -of -Walk Flow'Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.15 AVERAGE FLOW VELOCITY(FEET/SEC.) =. 5.49 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) STREET FLOW TRAVEL TIME(MIN.) = 1.36 * 100 YEAR RAINFALL INTENSITY(INCH/HR) SUBAREA LOSS RATE DATA(AMC._II) DEVELOPMENT TYPE/ SCS SOIL'' AREA LAND USE GROUP (ACRES) RESIDENTIAL "1 DWELLING/ACRE" B 2.10 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.80 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.99 EFFECTIVE AREA(ACRES) = 2.30 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.74 AREA -AVERAGED Ap = 0.82 TOTAL AREA(ACRES) = 2.30` PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.08 FLOW VELOCITY(FEET/SEC.) = 6.17 DEPTH*VELOCITY(FT*FT/SEC.) = 1.65 LONGEST FLOWPATH FROM NODE 95.00 TO NODE 97.00 = 703.00 FEET.'. FP (INCH/HR) **************************************************************************** FLOW PROCESS FROM NODE 97.00 TO NODE 508.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE. '(NON -PRESSURE FLOW) ««r ELEVATION DATA: UPSTREAM(FEET) = 1962.00 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 16.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 3.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 25.44 ESTIMATED PIPE DIAMETER(INCH) = 24.00 PIPE-FLOW(CFS) = 7.64 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE NUMBER OF PIPES = 0.01 Tc(MIN.) 95.00 TO NODE 1954.30 719.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 508.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 14.50 RAINFALL INTENSITY(INCH/HR) = 4.30 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.74 AREA -AVERAGED Ap = 0.82 EFFECTIVE STREAM AREA(ACRES) = 2.30 TOTAL STREAM AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.)' 1 114.40 6.58 1 124.38 9.18. 1 124.53 9.24 1 127.92 11.33 1 127.77 11.66 1 126.99 12.19 1 126.31 12.63 1 121.64 14.11 1 113.90 15.87 1 .111.86 16.30 1 88.15 22.59 2 6.49. 12.23 3 7.64 14.50. Intensity Fp(Fm) (INCH/HR) (INCH/HR) 7.470 0.57( 0.44) 5.916 0.56( 0.44) 5.891 0.56( 0.44) 5.108 0.57( 0.45) 5.004 0.57( 0.45) 4.852 0.58( 0.45) 4.732 0.58( 0.45) 4.380 0.58( 0.46) 4.034 0.59( 0.46) 3.959 0.59( 0.46) 3.150 0.59( 0.47) 4.840 0.74( 0.60) 4.296 0.74( 0.61) Ae (ACRES) 0.78 16.3 0.78 0.78 0.78 0.78 0.78 0.78 0.79 0.79 0.79 0.79 0.81 0.82. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM. Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 126.51 6.58 7.470. 2 137.46 9.18 5.916 3 137.62 9.24 5.891 4 141.59 11.33 5.108 5 141.52 11.66 5.004 6 140.86 12.19 4.852 7 140.81 12.23 4.840 8 140.08 12.63 4.732 9 14.11 4.380 10 14.50 4.29,6 11 15.87 4.034 12 16.30, 3.959 13 22.59 3.150 135.04 133.22. 126.25 123.95 97.32 COMPUTED CONFLUENCE ESTIMATES ARE PEAK FLOW RATE(CFS) = 141.59 EFFECTIVE AREA(ACRES) = 32.00 AREA -AVERAGED Fp(INCH/HR) = 0.59 TOTAL AREA(ACRES) = 39.10 Fp (Fm) (INCH/HR) 0.59( 0.58( 0.58( 0.59( 0.59( 0.59( 0.59( 0.60( 0.60( 0.60( 0.60( 0.61( 0.61( 0.46) 0.46) 0.46) 0.46) 0.47) 0.47) 0.47) 0.47) 0.48) 0.48) 0.48) 0.48) 0.48) AS FOLLOWS: Tc(MIN.) = 11.33 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Ap = 0.79 23.5 23.6 28.6 29.3 30.2 30.9 32.4 33.3 33.5 35.1 1.7 2.3 Ap Ae (ACRES) 0.78 18.2 0.78 0.78 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 26.2 26.4 32.0 32.8 33.8 33.9. 34.6 36.3 36.6 37.3 37.5 39.1 HEADWATER NODE 40.00 60.00 46.00 12.00 70.00.. 10.00. 50.00 14.00_. 80.00 30.00 20.00 90.00 95.00 HEADWATER NODE 40.00 60.00 46.00 12.00 70.00 10.00 90.00 50.00 14.00 95.00 80.00 30.00 20.00 0.46 LONGEST FLOWPATH FROM NODE 20.00 TO END OF STUDY SUMMARY: TOTAL AREA(ACRES), EFFECTIVE AREA(ACRES) AREA -AVERAGED Fp(INCH/HR) PEAK FLOW RATE(CFS) ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS)(MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 126.51 6.58 7.470 0.59( 0.46) 0.78 18.2 40.00 2 137.46 9.18 5.916 0.58( 0.46) 0.78 26.2 60.00 3 137.62 : 9.24 5.891 0.58( 0.46) 0.78 26.4 46.00 4 141.59 11.33 5.108 0.59( 0.46) 0.79 32.0 12.00 5 141.52 11.66 5.004 0.59( 0.47) 0.79 32.8 70.00 6 140.86 12.19 4.852 0.59( 0.47) 0.79 33.8 10.00 7 140.81 12.23 4.840 0.59( 0.47) 0.79 33.9 90.00 8 140.08 12.63 4.732 0.60( 0.47) 0.79 34.6'' 50.00 9 135.04 14.11 4.380 0.60( 0.48) 0.79 36.3 14.00 10 133`.22 14.50 4.296 0.60( 0.48) 0.79 36.6` 95.00 11 126.25 " 15.87 4.034 0.60(` 0.48) 0.79 37.3 80.00 12 123.95 16.30 3.959 0.61( 0.48) 0.79 37.5 30.00 13 97.32 22.59 3.150 0.61( 0.48) 0.79 39.1 20.00 508.00 = 4435.31 FEET. 39.10 TC(MIN.) = 11.33 32.00 AREA -AVERAGED Fm(INCH/HR)= 0.46 = 0.59 AREA -AVERAGED Ap = 0.79 141.59 END OF RATIONAL METHOD ANALYSIS HYDROLOGY and HYDRAULIC STUDY HUNTER'S RIDGE PHASE III, TRACT NO. 16184 Appendix C Hydrology Study of 25-year and 100-year for Drainage Area 'B' 0748DRAINAGE.doc **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1510 Analysis prepared by DEVELOPMENT RESOURCE CONSULTANTS ************************** DESCRIPTION OF STUDY * HUNTER'S RIDGE PHASE 3 IN CITY OF FONTANA * 25 YEAR STORM EVENT ---DRAINAGE AREA "B" * TRIBUTARY TO SAN SEVAINE CANYON ************************************************************************** FILE NAME: 0748B25.DAT. TIME/DATE OF STUDY: 14:27 12/02/2002 ***"*********************** USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH)= 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.7000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2460 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB 'GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 20.0 15.0 0.020/0.020/0.020 0.50 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth)'- '(Top -of -Curb)' 2. (Depth)*(Velocity) Constraint = :6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED 1 SUBAREA B-1 **************************************************************************** FLOW PROCESS.FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<'. »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 763.00 ELEVATION DATA: UPSTREAM(FEET) = 2670.00 DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.605 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.492. SUBAREA Tc AND LOSS RATE DATA(AMC II):;. DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL POOR COVER "BARREN" B 2.80 0.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 10.64 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) FLOW PROCESS FROM NODE 101.00 TO NODE 200.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « c » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<«<< REPRESENTATIVE SLOPE = 0.1311 FLOW LENGTH(FEET) = 176.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.67 ESTIMATED PIPE DIAMETER(INCH) = 24.00 PIPE-FLOW(CFS) = 10.64 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 9.77 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 200.00 NUMBER OF PIPES = **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = -2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 9.77 RAINFALL INTENSITY(INCH/HR) = 4.44 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 2.80 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.64 FLOW PROCESS FROM NODE 110.00 TO NODE 200.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSISc« < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 520.00 ELEVATION DATA: UPSTREAM(FEET)'= 2710.00 DOWNSTREAM(FEET) = 2429.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.245 * 25 YEAR RAINFALL INTENSITY(INCH/HR), = 5.473 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) NATURAL POOR COVER "BARREN" B SUBAREA AVERAGE PERVIOUS LOSS SUBAREA AVERAGE PERVIOUS AREA SUBAREA RUNOFF(CFS) = 11.7 TOTAL AREA(ACRES) = 2.50 2.50 0.27 RATES"Fp(INCH/HR) = 0.27 FRACTION, Ap = 1.00 0 PEAK FLOW RATE(CFS) 1.00 SCS Tc CN (MIN.) 86 7.24 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 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 TIME OF CONCENTRATION(MIN.) = 7.24 RAINFALL INTENSITY(INCH/HR) = 5.47 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 2:50 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA.** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 10.64 9.77 4.439 2 11.70 7.24 5.473 Fp(Fm) Ap Ae (INCH/HR) (ACRES) 0.27( 0.27) 1.00 2.8 0.27( 0.27) 1.00 2.5 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 21.54 7.24 5.473 0.27( 0.27) 1.00 4.6 110.00 2 20.01 9.77 4.439 0.27( 0.27) 1.00 5.3 100.00 HEADWATER NODE 100.00 110.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.54 Tc(MIN.) = 7.24 EFFECTIVE AREA(ACRES) = 4.58 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 TOTAL AREA(ACRES) = 5.30 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 200.00 = 939.00 FEET. FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 31 AREA -AVERAGED Ap = 1.00 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)« «< REPRESENTATIVE SLOPE = 0.0895 FLOW LENGTH(FEET) = " 111.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.79 ESTIMATEDPIPE DIAMETER(INCH) = 24.00 NUMBER PIPE-FLOW(CFS) = 21.54 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 7.34 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 201.00 1050.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 201.00 IS CODE = 1 > »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE< «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.34 RAINFALL INTENSITY(INCH/HR) = 5.42 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 4.58 TOTAL STREAM AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS),AT CONFLUENCE = 21.54 SUBAREA B-3 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 201.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS< «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 489.00 ELEVATION DATA: UPSTREAM(FEET) = 2680.00 DOWNSTREAM(FEET) = 2421.88 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.102 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 5.550 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE NATURAL POOR COVER "BARREN" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = GROUP (ACRES) (INCH/HR) (DECIMAL B 0.70 0.27 LOSS RATE, Fp(INCH/HR) = 0.27 AREA FRACTION, Ap = 1.00 3.32 0.70 PEAK FLOW RATE(CFS) CN (MIN.) 1.00 86 7.10 3.32 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 201.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 7.10 RAINFALL INTENSITY(INCH/HR) = •5.55 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 0.70 TOTAL STREAM AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.)- 21.54 7.34 20.01 9.87 3.32 7.10 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 5.421 0.27( 0.27) 4.407 " 0.27( 0.27) 5.550 0.27( 0.27) 1.00 RAINFALL INTENSITY AND TIME'OF CONCENTRATION RATIO. CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE STREAM Q Tc Intensity NUMBER (CFS) (MIN.) .(INCH/HR) 1 24.68 7.10 5.550 2 24.79 7.34 5.421 3 22.62 9.87 4.407 ** Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE 0.27( 0.27) 1.00 5.1 120.00 0.27( 0.27) 1.00 5.3 110.00 0.27( 0.27) 1.00 6.0 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 24.79 Tc(MIN.) = 7.34 EFFECTIVE AREA(ACRES) = 5.28 AREA -AVERAGED Fm(INCH/HR) = AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 0.27 1050.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< > »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 153.00 MANNING'S DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.02 ESTIMATED PIPE DIAMETER(INCH) = 24.00 .` PIPE-FLOW(CFS) = 24.79 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 7.57 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 202.00 = 1203.`00 FEET. NUMBER OF PIPES = **************************************************************************** 202.00 TO NODE 202.00 IS CODE = 1 FLOW PROCESS FROM NODE » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« r« TOTAL NUMBER OF STREAMS = .2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 7.57 RAINFALL INTENSITY(INCH/HR) = 5.30 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 5.28 TOTAL STREAM AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 202.00 IS CODE = 21 >» »RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 743.00 ELEVATION DATA: UPSTREAM(FEET) = 2800.00 DOWNSTREAM(FEET) Tc = K*[{LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.449 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.914 RATE DATA(AMC II): SCS SOIL. AREA Fp GROUP (ACRES) (INCH/HR) SUBAREA Tc AND LOSS DEVELOPMENT TYPE/ LAND USE NATURAL POOR COVER "BARREN" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = B 3.80 0.27 LOSS RATE, Fp(INCH/HR) = AREA FRACTION, Ap = 1.00 15.88 3.80 PEAK FLOW RATE(CFS) Ap (DECIMAL) 0.27 15.88 2420.00 SCS Tc CN (MIN.) **************************************************************************** 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.) = 8.45 RAINFALL INTENSITY(INCH/HR) = 4.91 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 3.80 TOTAL STREAM AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.88 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 24.68 7.33 5.426 0.27( 0.27) 1.00 5.1 120.00 1 24.79 7.57 5.305 0.27( 0.27) 1.00 5.3 110.00 1 22.62 10.11 4.335 0.27( 0.27) 1.00 6.0 100.00 2 15.88 8.45 4.914 0.27( 0.27) 1.00 3.8 130.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 39.98 7.33 5.426 0.27( 0.27) 1.00 8.4- 120.00 2 40.22 7.57 5.305 0.27( 0.27) 1.00 8.7 110.00 3 39.92 8.45 4.914 0.27( 0.27) 1.00 9.3 130.00 4 36.51 10.11 4.335 0.27( 0.27) 1.00 9.8 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 40.22 Tc(MIN.) = 7.57 EFFECTIVE AREA(ACRES) = 8.68 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 9.80 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 202.00 = 1203.00 FEET. 0.27 **************************************************************************** FLOW PROCESS FROM NODE. 202.00 TO NODE 203.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< REPRESENTATIVE SLOPE = 0.4610 FLOW LENGTH(FEET) = 141.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN: 24.0 INCH PIPE IS 8.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.)= 40.41 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 40.22 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 100.00 TO NODE 7.63 203.00 = 1344.00 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.) = 7.63 RAINFALL INTENSITY(INCH/HR) = 5.28 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 8.68 TOTAL STREAM AREA(ACRES) = 9.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 40.22 SUBAREA B-5 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 203.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 525.00 ELEVATION DATA: UPSTREAM(FEET) = 2490.00 DOWNSTREAM(FEET) = 2380.63 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.800 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.776 SUBAREA Tc AND LOSS RATE DATA(AMC II) DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" B 1.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 4.05 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 4.05 **************************************************************************** FLOW PROCESS FROM NODE 203.00'TO.NODE 203.00 IS CODE = 1 0.27 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 8.80 RAINFALL INTENSITY(INCH/HR) = 4.78 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27. AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 1.00 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN ) (INCH/HR) (INCH/HR) (ACRES) NODE 1 39.98 7.39 5.396 0.27( 0.27) 1.00 8.4120.00 1 40.22 7.63 5.276 0.27( 0.27) 1.00 8.7 - 110.00 1 39.92 8.51 4.891 0.27( 0.27) 1.00 9.3 130.00 1 36.51 10.17 4.317 0.27( 0.27) 1.00 9.8 100.00 2 4.05 8.80 4.776 0.27( 0.27) 1.00 1.0 140.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 43.86 7.39 5.396 0.27( 0.27) 1.00 9.3 120.00 2 44.13 7.63 5.276 0.27( 0.27) 1.00 9.6 110.00 3 43.93 8.51 4.891 0.27( 0.27) 1.,00 10.3 130.00 4 43.37 8.80 4.776 0.27( 0.27) 1.00 10.4 140.00 5 40.15 10.17 4.317 0.27( 0.27) 1.00 10.8 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 44.13 Tc(MIN.) = 7.63 EFFECTIVE AREA(ACRES) = 9.55 AREA-AVERAGED'Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 10.80 LONGEST FLOWPATH FROM NODE 100.00 TO NODE END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.80 TC(MIN.) = 7.63 EFFECTIVE AREA(ACRES) = 9.55 AREA -AVERAGED Fm(INCH/HR)= AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 44.13 203.00 = 1344.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 43.86 7.39 5.396 0.27( 0.27) 1.00 9.3 120.00 2 44.13 7.63 5.276 0.27( 0.27) 1.00 9.6 110.00 3 43.93 8.51 4.891 0.27( 0.27) 1.00 10.3 130.00 4 43.37 8.80 4.776 0.27( 0.27) 1.00 10.4 140.00 5 40.15 10.17 4.317 0.27( 0.27) 1.00 10.8 100.00 0.27 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. . 8.0 Release Date: 01/01/2002 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS ************************** DESCRIPTION OF STUDY * HUNTER'S RIDGE PHASE 3 IN CITY OF FONTANA *'100 YEAR STORM EVENT ---DRAINAGE AREA "B" * TRIBUTARY TO SAN SEVAINE CANYON ****************************************************** FILE NAME: 0748B1H.DAT TIME/DATE OF STUDY: 14:46 12/02/2002 ************************** ******************* USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH).= 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* * * SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs.;LOG(Tc;MIN))= 0.7000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR)= 1.5900 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN / OUT -/PARK- HEIGHT WIDTH. LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n). 20.0 15.0 0.020/0.020/0.020 0.50 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN 'OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*. *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED SUBAREA B-1 t **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 763.00 ELEVATION DATA: UPSTREAM(FEET) = 2670.00 DOWNSTREAM(FEET) = 2453.30 TOTAL AREA(ACRES)'= FLOW PROCESS FROM NODE 101.00 TO NODE 200.00 IS CODE = 31 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.605 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.733 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL POOR COVER "BARREN" B 2.80 0.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 13.76 2.80 PEAK FLOW RATE(CFS) » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «<, REPRESENTATIVE SLOPE = 0.1311 FLOW LENGTH(FEET) = 176.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.02 ESTIMATED PIPE DIAMETER(INCH) = 24.00 PIPE-FLOW(CFS) = 13.76 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 9.76 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 200.00 939.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 1 NUMBER OF PIPES » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 9.76 RAINFALL INTENSITY(INCH/HR) = 5.67 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 2.80 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = **************************************************************************** FLOW PROCESS FROM NODE '.10.00 TO NODE 200.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA' ANALYSIS<« « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 520.00 ELEVATION DATA: UPSTREAM(FEET) = 2710.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSISUSED MINIMUM Tc(MIN.) = 7.245 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.984 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL POOR COVER "BARREN" B 2.50 0.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 15.10 TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) Fp -• (INCH/HR) 2429.00 Ap SCS Tc (DECIMAL) CN (MIN.) FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «<. TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 7.24 RAINFALL INTENSITY(INCH/HR) = 6.98 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 2.50 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) 1 13.76 9.76 5.669 0.27( 0.27) 1.00 2.8 2 15.10 7.24 6.984 0.27( 0.27) 1.00 2.5 STREAM 2 ARE: RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2. STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) :(INCH/HR). 1 27.80 7.24 6.984 25.90 9.76 5.669 Fp(Fm) (INCH/HR) 0.27( 0.27) 0.27( 0.27) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.80 Tc(MIN.) = Ap HEADWATER NODE 100.00 110.00 Ae HEADWATER (ACRES) NODE 1.00 4.6 110.00 1.00 5.3 100.00 7.24 EFFECTIVEAREA(ACRES) = 4.58 AREA -AVERAGED Fp(INCH/HR) = "0.27 TOTAL AREA(ACRES) .= 5.30 LONGEST FLOWPATH FROM NODE 100.00 TO -NODE AREA -AVERAGED Fm(INCH/HR) 0.27 AREA -AVERAGED Ap 1.00 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< REPRESENTATIVE SLOPE = 0.0895 FLOW LENGTH(FEET) = 111.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS '10..9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.10 ESTIMATED PIPE DIAMETER(INCH) = 24.00 PIPE-FLOW(CFS) = 27.80. PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 7.34 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 201.00 = 1050.00 FEET. NUMBER OF PIPES = **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 201.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEc« < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 7.34 RAINFALL INTENSITY(INCH/HR) = 6.92 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 4.58 TOTAL STREAM AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS) AT CONFLUENCE SUBAREA B-3 ***********-*******************************************************-********** FLOW PROCESS FROM NODE 120.00 TO NODE 201.00 IS CODE= 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS «<« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 489.00 ELEVATION DATA: UPSTREAM(FEET) = 2680.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.102 * 100 YEAR RAINFALL INTENSITY(INCH/HR).= 7.082 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE NATURAL POOR COVER "BARREN" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) B 0.70 0.27 LOSS RATE, Fp(INCH/HR) '= 0.27 AREA FRACTION, Ap = 1.00 4.29 0.70 PEAK FLOW RATE(CFS) 1.00 86 7.10 r*************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 201.00 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 TIME OF CONCENTRATION(MIN.) = 7.10 RAINFALL INTENSITY(INCH/HR) = 7.08 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 0.70 TOTAL STREAM AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 27.80 7.34 1 25.90 9.85 4.29 7.10 Intensity (INCH/HR) 6.922 5.631 7.082 Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE 0.27( 0.27) 1.00 4.6 110.00 0.27( 0.27) 1.00 5.3 100.00 0.27( 0.27) 1.00 0.7 120.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO. CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 31.85 7.10 7.082 0.27( 0.27) 1.00 5.1 120.00 2 31.99 7.34 6.922 0.27( 0.27) 1.00 5.3 110.00 3 29.28 9.85 5.631 0.27( 0.27) 1.00 6.0 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:. PEAK FLOW RATE(CFS) = 31.99 Tc(MIN.) = 7.34 EFFECTIVE AREA(ACRES) = 5.28 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 201.00 = 1050.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)< «< • REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 153.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.4 INCHES` PIPE-FLOW.VELOCITY(FEET/SEC.) = 11.78 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 31.99 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 7.55 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 202.00 = 1203.00 FEET. **************************************************************************** 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.) = 7.55 RAINFALL INTENSITY(INCH/HR) = 6.78 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 5.28 TOTAL STREAM AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.99 SUBAREA B-4 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 202.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL' SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 743.00 ELEVATION DATA: UPSTREAM(FEET) = 2800.00. DOWNSTREAM(FEET) = 2420.00 Tc = K*((LENGTH** 3:00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.449 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.271 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp SCS Tc LAND USE GROUP (ACRES) (INCH/HR) CN (MIN.) NATURAL POOR COVER "BARREN" B 3.80 0.27 1.00 86 8.45 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 20.52 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = Ap (DECIMAL) 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 TIME OF CONCENTRATION(MIN.) = 8.45 RAINFALL INTENSITY(INCH/HR) = 6.27 AREA -AVERAGED Fm(INCH/HR) = 0.27,' AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 3.80 TOTAL STREAM AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm). NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 31.85 7.32 6.934 0.27( 0.27) 1 31.99 7.55 6.783 0.27( 0.27) 1 29.28 10.08. 5.543 0.27( 0.27) 2 20.52 8.45 6.271 0.27( 0.27) STREAM 2 ARE: Ap Ae .HEADWATER (ACRES) NODE 1.00 5.1 1.00 5.3 1.00 1.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 4 Q Tc Intensity Fp(Fm) (CFS) (MIN.) (INCH/HR) (INCH/HR) 51.59 7.32 6.934 0.27( 0.27) 51.90 7.55 6.783 0.27( 0.27) 51.55 8.45 6.271 0.27( 0.27) 47.31 10.08 5.543 0.27( 0.27) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 51.90 Tc(MIN.) = 7.55 EFFECTIVE AREA(ACRES) = 8.68 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 9.80 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 110.00 100.00 130.00 Ap Ae HEADWATER (ACRES) NODE 1.00 8.4 120.00 1.00 8.7 110.00 1.00 9.3 130.00 9.8 100.00 1.00 202.00 = 1203.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)'« «< REPRESENTATIVE SLOPE.= 0.4610 FLOW LENGTH(FEET) = 141.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 43.32 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPE-FLOW(CFS) = 51.90 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.61 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 203.00= PIPES = 1344.00 FEET.. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< 1 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.61 RAINFALL INTENSITY(INCH/HR) = 6.75 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 8.68 TOTAL STREAM AREA(ACRES) = 9.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 51.90 SUBAREA B-5 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 203.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS «<« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 525.00 ELEVATION DATA: UPSTREAM(FEET) = 2490.00 DOWNSTREAM(FEET) Tc = K*N LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.800 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.095 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR)` (DECIMAL) NATURAL POOR COVER "BARREN"B 1.00 0.27 1.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 5.24 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) **************************************************************************** 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 TIME OF CONCENTRATION(MIN.) = 8.80 RAINFALL .INTENSITY(INCH/HR) = 6.09 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27. AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 1.00 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE ** CONFLUENCE DATA ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 1 1 1 51.59 7.37 6.898 51.90 7.61 6.749 51.55 8.50 6.243 47.31 10.13 5.521 Fp(Fm) (INCH/HR) 0.27( 0.27) 0.27( 0.27) 0.27( 0.27) 0.27( 0.27) RAINFALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 56.58 7.37 6.898 2 56.94 7.61 6.749 3 56.74 8.50 6.243 4 56.02 8.80 6.095 5 52.03 10.13 5.521 Ap Ae HEADWATER (ACRES) NODE 1.00 8.4 120.00 1.00 8.7 110.00 1.00 1.00 1.00 RATIO 9.3 9.8 1.0 130.00 100.00' 140.00 Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE 0.27( 0.27) 1.00 9.3 120.00 0.27( 0.27) 1.00 9.5 110.00 0.27( 0.27) 1.00 10.3 130.00 0.27( 0.27) 1.00 10.4 140.00 0.27( 0.27) 1.00 10.8 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 56.94 Tc(MIN.) = 7.61 EFFECTIVE AREA(ACRES) = 9.54 AREA -AVERAGED Fm(INCH/HR) = AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 10.80 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 203.00 = 1344.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.80 EFFECTIVE AREA(ACRES) = 9.54 AREA -AVERAGED Fp(INCH/HR) = 0.27 PEAK FLOW RATE(CFS) 56.94 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) 1 56.58 7.37 6.898 0.27( 0.27) 1.00 9.3 2 56.94 7.61 6.749 0.27( 0.27) 1.00 9.5 3 56.74 8.50 6.243' 0.27( 0.27) 1.00 10.3 4 56.02 8.80 6.095 0.27( 0.27) 1.00 10.4 5 52.03 10.13 5.521 0.27( 0.27) 1.00 10.8 0.27 TC(MIN.) = 7.61 AREA -AVERAGED Fm(INCH/HR)= 0.27 AREA -AVERAGED Ap = 1.00 END OF RATIONAL METHOD ANALYSIS HEADWATER NODE 120.00 110.00 130.00 140.00 100.00 HYDROLOGY and HYDRAULIC STUDY HUNTER'S RIDGE PHASE III, TRACT NO. 16184 Appendix D Hydraulic Calculation of 25-year storm event For Storm Drain 'A' 0748DRAINAGE.doc FILE: 00748a.WSW CARD SECT WSPGW - EDIT LISTING - Version 12.99 Date: 1- 8-2003 Time: 1: 7: 2 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 HEIGHT 1 SASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD CD 2 4 1 CD 3 4 1 CD 4 4 1 CD 5 4 1 CD 6 4 1 CD 7 4 1 CD 8 4 1 CD 9 4 1 CD 10 4 1 CD 11 4 1 CD 12 4 1 CD 13 4 1 CD 14 4 1 CD 15 4 1 CD 16 4 1 CD 17 4 1 CD 18 4 1 CD 19 4 1 CD 20 4 1 CD 21 4 1 CD 22 4 1 CD - 23 - 4 1 CD 24 4 1 CHN NO OF AVE PIER HEADING LINE NO 1 IS - HEADING LINE,NO 2 IS HEADING LINE NO 3 IS - 2.500 2.000 2.500 2.500 2.000 2.000 2.000 2.000 2.000 2.000 2.000 2.000 2.000 2.000 2.000 2.000 2.000 2.000 2.000 2.000 2.500 2.000 2.000 2.000 W S P G W WATER SURFACE PROFILE - TITLE CARD LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A" HYDRAULIC ANALYSIS 25 YEAR STORM WSPGW WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * U/S DATA STATION INVERT 2813.400 1954.300 ELEMENT NO 2 IS A JUNCTION U/S DATA STATION INVERT 2818.060 1955.100 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT 2875.900 1961.460 ELEMENT NO 4 IS A JUNCTION * U/S DATA STATION INVERT' SECT 1 * * SECT LAT-1 LAT-2 1 2 2 PAGE NO PAGE NO W S ELEV 1955.300 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 .014 9.320 6.490 1955.300 1955.300 -45.000 - 45.000 RADIUS ANGLE .000 .000 SECT N RADIUS ANGLE ANG PT MAN H 1 .014 .000 .000 .000 0 * SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 IIIIIIII M i- 1 r O- M I S- r A 1111111 i a O 11111110 ELEMENT NO 5 ELEMENT NO 6 ELEMENT NO 7 ELEMENT NO 2881.900 1962.120 * - * U/S DATA STATION INVERT SECT 2965.000 1971.260 : 3 IS A REACH * * * U/S DATA STATION INVERT SECT 3084.190 1985.570 3 A REACH U/S DATA STATION INVERTSECT 3173.260 1996.260 3 8 IS A REACH U/S DATA STATION INVERT SECT 3216.750 2001.470 3 A JUNCTION * * * U/S DATA STATION INVERT SECT LAT-1 3220.750 2001.980 4 0 IS A REACH IS ELEMENT NO 9 IS ELEMENT NO ELEMENT NO 10 IS A REACH .014 9.500 LAT-2 N Q3 0 .014 .000 WSPGW WATER -SURFACE PROFILE - ELEMENT CARD LISTING * U/S DATA STATION INVERT SECT 3501.400 2035.630 - 4 11 IS A JUNCTION * * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 3505.400 2035.830_ 7 5 6 .014 7.000 8.830 2036.030 2036.030- 45.000-45.000 RADIUS ANGLE .000 .000 .000 1962.310 .000-45.000 RADIUS ANGLE .000 .000 RADIUS ANGLE • ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT 255.999 -19.935 .000 RADIUS ANGLE ANG PT 244.006 10.212 .000 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 .000 .000 .000 .000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE .000 .000 PAGE NO ANG PT MAN H 000 0 ELEMENT NO 12 IS A ELEMENT NO 13 IS A ELEMENT NO 14 IS A REACH U/S DATA REACH U/S DATA JUNCTION U/S DATA ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT 4198.000 2111.710 REACH - * U/S DATA STATION INVERT 4202.000 2112.130 17 IS A REACH * U/S DATA STATION INVERT 4289.920 2122.160 NO 18 IS A REACH U/S DATA STATION INVERT * STATION INVERT 3713.480 2059.520 * STATION INVERT 3848.000 2074.830 STATION INVERT 3852.000 2075.280 ELEMENT NO ELEMENT NO ELEMENT 16 IS A RADIUS 244.001 ANGLE ANG PT MAN H .000 0 RADIUS ANGLE ANG PT .000 .000 .000 INVERT-3 INVERT-4 PHI 3 PHI 4 .000 .000 -.000- RADIUS ANGLE .000 .000 RADIUS ANGLE .000 .000 -RADIUS ANGLE .000 .000 RADIUS ANGLE .000 .000 • ANGLE ANG PT MAN H'` .000 0 ANG PT MAN H -.000 0 ANG PT MAN H 30 S I- I r N 1 1 M all /. i I - 1 i e 8 N ELEMENT NO 19 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-1 LAT-2 4467.840 2141.980 8 8 0 4463.840 2141.500 * - - * * WSPGW WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 20 IS A REACH U/S DATA STATION INVERT SECT N 4521.800 2148.610 8 .014 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL ELEMENT NO 21 IS A REACH U/S DATA STATION INVERT SECT 4769.580 2178.190 9 ELEMENT NO 22 IS A REACH U/S DATA STATION INVERT SECT 4793.710 2181.090 9 ELEMENT NO 23 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-1 LAT-2 4797.710 2181.570 .000 .000 * N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI .014 6.390 .000 2142.180 .000 45.000 .000 RADIUS ANGLE .000 .000 * 11 10 0 ELEMENT NO 24 IS A REACH * * * U/S DATA STATION INVERT SECT. 4892.800 2192.980 11 ELEMENT NO 25 IS A REACH * * * U/S DATA .STATION INVERT SECT 4895.660 2193.340 11 ELEMENT NO 26 IS A JUNCTION * * * * - U/S DATA STATION INVERT 4899.860 2193.840 ELEMENT NO ELEMENT NO 28 ELEMENT NO ELEMENT NO SECT LAT-1 LAT-2 14 12 13 27 IS A REACH * * * U/S DATA STATION INVERT SECT 5176.340 2227.000 14 A REACH U/S DATA STATION INVERT SECT 5254.690 2236.400 14 29 IS A JUNCTION * * * U/S DATA STATION INVERT 5258.690 2236.880 IS N Q3 DEFINITIONS RADIUS ANGLE 94.480 -32.723 RADIUS ANGLE - .000 .000 4 PAGE NO ANG PT MAN H -.000 0 RADIUS ANGLE ANG PT 393.998 3.509 .000. Q4 , INVERT-3 INVERT-4 PHI 3 PHI 4 .014 1.760 .000 2181.770 .000 45.000 RADIUS ANGLE .000 .000 RADIUS ANGLE 394.829 13.799 - ANG PT- MAN H .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 .014 6.810 5.410. 2194.040 2194.040 45.000-45.000, RADIUS . ANGLE .000 .000 SECT LAT-1 LAT-2 N Q3 Q4 16 15 0 .014 14.220 .000 WSPGW WATER SURFACE PROFILE - ELEMENT CARD LISTING IS A REACH * * U/S DATA STATION INVERT SECT 5356.400 2248.610 16 ELEMENT NO 31 IS A REACH * * * U/S DATA STATION INVERT SECT RADIUS ANGLE .000 .000 RADIUS ANGLE 306.008-14.670 * INVERT-3 INVERT-4 PHI 3 PHI 4 2237.080 .000 45.000 RADIUS ANGLE .000 .000 ANG PT MAN H .000 0 RADIUS ANGLE 306.005 -18.295 RADIUS ANGLE ANG PT MAN H. .000 0 PAGE NO S ANG PT MAN H .000 0 ANG PT MAN H SIMI S- 1 1- 1 11111 O r I 1 18 - 1 1 E 1 5374.890 2250.830 16 ELEMENT NO 32 IS A REACH U/S DATA STATION INVERT SECT 5430.090 2257.450 16 SYSTEM HEADWORKS U/S DATA .STATION INVERT SECT 5430.090 2257.450 16 ELEMENT NO 33 IS A .014 .000 .000 .000 N RADIUS ANGLE ANG PT MAN H. .014 45.000 70.282 .000 0 * W S ELEV 2257.450 FILE: 00748a.WSW ************* W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A" HYDRAULIC ANALYSIS 25 YEAR STORM **********************************************************************************************,try****** Invert I Depth I Water I Q I Vel Vel Energy I Super ICriticallFlow ToplHeight/IHase WtI Station I Elev I (FT) I Elev I (CFS) I (FPS) Head Grd.E1.I Elev I Depth I Width IDia.-FTIor I.D.I ZL - I- -I- -I- -I- -► -I- - - -I- -I- -I- -1- -I- -I- - L/Elem ICh Slope I I I I SF Ave HF ISE DpthlFroude NlNorm Dp I "N"- I X-Falb ZR *********I*********I********I*********I*********I*******I****************I*******I********I********I*******I*******I***** La rge WARNING Junction Analysis Lateral Flow(s) I 1 I I I I i I I 2813.400 1954.300 1.935 1956.235 83.18 : 20.40 6.46 1962.70 : .00 2.47 2.09 - I- I- -I- -I- -I- -I- JUNCT STR .1717. I I 2818.060 1955.100 1.366 1956.466 67.37 24.56 - I- -I- -I -I- -I- 35.734 .1100 1 I 1 2853.794 1959.029 1.419 1960.448 67.37 - I- -I- -I -I- -I- -I- 22.106 .1100 I I I I I 2875.900 1961.460 1.476 1962.936 67.37 22.33 - I- _I -I- -I- -I- -I- JUNCT STR .1100 I I I I I 2881.900 1962.120 1.182 1963.302 57.87 25.34 - I- -I -I- -I- I- -1- 83.100 .1100 I I I I 2965.000 1971.260 1.158 1972.418 _I_ -1- -I- I_ 119.190 .1201 I I I I 3084.190 1985.570 1.158 1986.728 -I- -I- -I- -I- 59.157 .1200 1 I I I 3143.347 1992.670 1.158 1993.828 -I I- -I- -I- 29.913 .1200 .00 23.42 .0733 9.36 .0878 8.51 .0775 7.74 .0924 9.97 1973.27 -I_ _I- .1161 9.64 I 26.00 10.50 1982.92 -I- -I- -1- .1201 14.31 57.87 26.00 10.50 1997.23 - I -I- -I- -1- .1200 7.10 I I 57.87 26.00 10.50 2004.33 - -I- -I -1- .1201 3.59 PAGE Date: 1- 8-2003 Time: 1: 7: 7 ******* No Wth Prs/Pip Type Ch ******* 2.500 .000 .00 1 - -I- -I- -I- -I- -I- _I_ I_ .34 1.94 2.57 .014 .00 .00 PIPE I 1 I I I I I 1965.83 .00 2.43 2.49 2.500 .000 .00 1 I- -I I l l 3.14 1.37 4.12 1.30 .014 .00 .00 PIPE 1 I 1 I 1 1968.96 I .00 I 2.43 2.48 2.500 .000 .00 1 -I- I -I -1- _I_ I_ 1.71 1.42 3.83 1.30 .014 .00 .00 PIPE I I I I I I I 1970.68 .00 2.43 2.46 2.500 .000 .00 1 -I- -I- -I- -I- -I- - -I I- .55 1.48 3.55 .014 .00 .00 PIPE I 1 I I 1 I .00 2.38 2.50 2.500 .000 .00 - 1 -I- -I- -I- -1 -I I- 1.18, 4.67 1.19 .014 .00 .00 PIPE I I 1 I I .00 2.38 2.49 2.500 .000 .00 1 - I -I -I -I- -I- I- 1.16 4.85 1.16 .014 .00 .00 PIPE I 1 I I I I .20 2.38 2.49 2.500 .000 .00 1 I- PIPE I .00 1 I - PIPE _I_ -1- -I- -I- I_ 1.36 4.85 : 1.16 .014 .00 I I I 1, I .20 2.38 2.49 2.500 .000 - I I _I- -I- -I- 1.36 4.85 1.16 .014 .00 r 1 i NMI 8 r N i i N r - 1 S One S I 1 FILE: 00748a.WSW I Invert Station I Elev L/Elem - ICh Slope 3173.260 1996.260 43.490 .1198 3216.750 2001.470 JUNCT STR .1275 3220.750 2001.980 W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A" HYDRAULIC ANALYSIS 25 YEAR STORM Depth (FT) ******* 1.158 Water Elev ********* 1997.418 1.157 2002.627 1.159 2003.139 -I- - 27.031 .1199 I I I 3247.781 2005.221 1.159 2006.380 - I- -I -I- - 125.629 .1199 1 3373.411 2020.284 - I- _I- 46.268 .1199 I 3419.678 2025.832 _I_ -I- 24.961 .1199 I I 3444.640 2028.824 - I- -I- 16.615 .1199 I I 3461.255 2030.817 12.175 .1199 I I 3473.429 2032.276 9.389 .1199 { I 1.193 2021.477 -1- 1.238 2027.070 - I- -I-. Q (CFS) ********* I I 1.285 2030.110 - I- -I- 57.87 57.87 57.87 Vel (FPS) Vel Energy Head Grd:El. SF Ave *******I******* HF ********* 10.50 2007.92 .1202 26.03 10.52 -I - .1202 25.99 10.49 .1199 5.23 Super Elev S- E Dpth 2013.15. _I_ .48 2013.63 - l -I- 3.24' 57.87 25.99 10.49 2016.87 -I- -I- _ -I- .1141 14.33 57.87 25.02 9.72 - I- -{ 57.87 23.86 8.84 -I- .0896 57.87 22.75 8.04 .0789 I I I 1.335 2032.152 57.87 21.69 7.31 _I_ -I- -I- I- I 1.387 2033.663 57.87 20.68 6.64 -I- -I- -I -I- ; - I .1018 .0696 .0615 21 1.37 .00 1.16 00 1.16 .00 1.16 1 2031.20 .00 4.71 1.19 I I 2035.91 .00 PAGE Date: 1- 8-2003 Time: 1: 7: 7 CriticallFlow Top Depth I Width Froude NlNorm Dp I . _I_ 2.24 1.24 2038.15 .00 1.31 1.29 2039.46 .00 .85 1.34 I I 2040.30 .00 -l- .58 1.39 2.38 =I- 4.85 { 2.38 -I- 4.86 2.49 1.16 2.49 2.38 2.49 _I- 4.85 1.16 2.38 2.49 I- 4.85 1.16 2.38 2.50 -I- 4.58 1.16 2.38 2.50 - I- 4.27 1.16 2.38 2.50. - I- 3.97 1.16 2.38 2.49 -1 3.70 1.16 2.38 2.48 3.43 1.16 Height/ Dia.-FT "N" * * * * * * * 2.500 .014 2.500 .014' I I 2.500 - I_ _I_ .014 I 2.500 -I- -I- .014 1 2.500 - I- -1- .014 I I 2.500 - I- -1- .014 I I 2.500 .014 2.500 _I_ _I_ .014 I I 2.500 - I _I_ .014 ******** Base Wt{ No Wth or I.D.I ZL Prs/Pip X-Falll ZR Type Ch *******I ******* .000 .00 1 - I I- .00 .00 PIPE .000 .00 1 00 .00 PIPE I I .000 .00 1 .00 .00 PIPE .000 .00 1 I_ ..00 .00 PIPE .000 .00 1 1- .00 .00 PIPE .000 .00 1 I .00 .00 PIPE .000 .00 1 l- .00.00 PIPE .000 .00 1 -I-I .00 .00 PIPE 1 I .000 1 1_ .00 PIPE .00 .00 FILE: 00748a.WSW W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A" HYDRAULIC ANALYSIS 25 YEAR STORM Invert 1 Depth Station Elev 1 (FT) Date: 1- 8-2003 Time: 1: 7: 7 Water Q Vel Vel Energy Super CriticaliFlow Top Height/ Base Wt Elev (CFS) (FPS) Head Grd.E1. Elev Depth 1 Width Dia.-FT or I.D. L/Elem Ch Slope 1 SF Ave HF SE Dpth Froude NiNorm Dp "N" X-Fall ********* *********1******** ********* ********* *******I******* ********* ******* ********I******** ******* ******* 3482.819 2033.402 1.442 2034.844 57.87 6.04 2040.86 .00 2.38 7.471 .1199 3490.290 2034.298 1.501 6.099 .1199 3496.389 2035.029 1.562 5.011 .1199 3501.400 JUNCT STR 2035.630 . .0500 2035.799 2036.591 1.629 2037.259 _ I - 3505.400 2035.830 1.109 208.080 .1139 3713.480 2059.520 - 1.109 23.575 .1138 3737.055 2062.203 1.109 - 1- -I- 110.945 .1138 3848.000 2074.830 1.134 - I- -I- JUNCT STR .1125 3852.000 2075.280 1.136 236.074 .1053 2036.938 2060.629 19.72 .0543 .41. 57.87 18.80. 5.49 2041.29 - -I- -I- -I- -1-. .0481 .29 57.87 17.93 • 57.87 17.09 - I- -I- 42.04 23.52 - -I- -1- 42.04 23.52 -I- -I- 2063.312 42.04 2075.964 - -I- 2076.416 42.04 22.87 - -I- I I 4.99 2041.58 -I- -1- .0426 .21 4.54 2041.79 -I- -1- .0770 .31 8.59 2045.53 -I- _1- .1139 23.69 8.59 2069.22 .1138 2.68 1 8.59 2071.90 _I_ 12.19 8.12 2084.09 -1- .1056 .42 .00 2.38 1.50 2.96 .00 2.38 -I- -I- 1.56 2.74 .00 2.38 - I- -I- 1.72 2.53 .14 1.96 1.25 4.37 .00 1.96 1.11 4.37 .00 1.96 - I- -I- I I. 42.04 22.83 8.09 2084.51 .00 I- _I- -I- -I- _1_ .1053 24.86 1.14 1.96 4.18 1.44 3.19 2.47 2.500 .000 - I- -1- .014 2.45 2.500 .000 .00 1.16 .014 2.42 2.500 .000 .00 - I- -I- 1.16 .014 .00 .00 2.38 2.500 .000 .00 - I- -I_, -1 .014 .00 .00 1.99 2.000 .000 -I- -I- -I - 1.11 .014 .00 2.000 .000 _1_ _I_ I_ 1.11 .014 .00 1.99 2.000 .000 - I- -I- -I- 1.11 .014 .00 2.000 .000 - I- -I- -1_ .014 .00 I1 2.000 .000 -I_ _1_ .014 .00 .00 ******** No Wth ZL Prs/Pip ZR Type Ch ***** ******* II M M 1111111 11111 MIN NM 11MIN 11111 1 FILE: 00748a.WSW W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A" HYDRAULIC ANALYSIS 25 YEAR STORM ************************************************************************************************************************** ******** I Invert Depth Station I Elev (FT) Water Elev L/Elem ICh Slope *********I********* ******** ********* 4088.074 2100.136 1.136 2101.272 - I _ _ 109.926 .1053 4198.000 2111.710 1.111 - I- 4.000 .1050 4202.000 2112.130 1.109 2113.239 _I_ - - 87.920 .1141 4289.920 2122.160 1.119 -I- 30.476 .1112 4320.396 2125.549 1.120 - I -I- 91.781 .1112 4412.176I 2135.755I 1.165 -I--I- 32.572 .1112 4444.748 2139.377 1.212 19.092 .1112 I I 4463.840 2141.500 1.263 JUNCT STR - .1200 I 4467.840 2141.980 .984 -I- -I-. 53.960 .1229 4 (CFS) ********* 2112.821. I_ 2123.279 I- 1- 2126.669 - -I- Vel Vel (FPS) Head SF Ave *******I******* 42.04 22.83 - 42.04 23.45 - 42.04 42.04 8.09 .1092 8.54 .1133 Energy Grd.E1. HF 2109.36 12.00 2121.36 Super ICriticalIFlow Top Height/ Base Wt Elev I Depth I Width Dia.-FT or I.D. - -I_ -I- - SE DpthlFroude NlNorm Dp I I .00- 1.96 1.98 2.000 .000 - -I_ -I- 1.14 4.17 1.14 .014 .00 I I .00 1.96 1.99 2.000 .000 X-Fall 23.50 8.58 2121.82 .00 -I- -I- -I- -I- .1121 9.86 1.11 I I I 8.40 2131.68 .00 - I- -I- -1- .1102 3.36 1.12 I I 1 8.36 2135.03 .00 -I- -I- .1034 9.49 1.12 I I I 7.60 2144.52 .00 -I- -I- _I- .0914 2.98 1.17 I I I 6.91 2147.50 .00 - I- -I- -I- .0810 1.55 1.21 I I I 6.28 2149.04 .00 - I- -I- -1- .0990 .40 1.52 3.40 I I I I I I .35 1.93 2.00 2.000 .000 .00 1 23.26 42.04 23.20 2136.920 42.04 - -I- -I- I 2140.589 42.04 2142.763 42.04 -I- I I 2142.964 35.65 23.18 - -I- -I- -I- 22.12 -I- 21.09- I_ -I- -I- .45 1.11 4.35 1.14 I I 1.96 Date: 1- 8-2003 Time: 1: 7: 7 ZL ZR .00 No Wth Prs/Pip Type Ch ******* .00 P- IPE 8.34 2151.30 -I- -I- .1206 6.51 4.37 1.96 1.99 - -I- -I- .014 .00 1 1 .000 2.000 -I- -I- -I -I- . I_ 4.30 1.11 .014 1.12 .00 I I 2.000 .000 - I I -I- I- .014 .00 .00 PIPE I- 1 I 1.96 1.99 2.000 .000 .00 1 - I- -1- -I- -I- I_ 4.28 1.12 .014 .00 .00 PIPE I I I I I 1.96 1.97 2.000 .000 .00 1 -I-; _I_ -I- -I I- 3.97 1.12 .014 .00 .00 PIPE I I I I I 1.96 1.95 2.000 .000 .00 1 - I- -I- -I- -I- I- 3.68 1.12 .014 .00 .00 PIPE I I I I I 1.93 2.000 .000 .00 1 - I- _I- _I_ 1.34 4.66 .98 _I- -I -I- I_ .014 .00 .00 PIPE - I- -I- .014 .00 -I- 1- .00 PIPE M M MIN M- 11E110 -=-- w FILE: 00748a.WSW W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING Date: 1- 8-2003 Time: 1: 7: 7 00-748 HUNTER'S RIDGE STORM DRAIN "A" HYDRAULIC ANALYSIS 25 YEAR STORM Depth Water Q Vel Vel Energy I Super CriticallFlow Top Height/ Base Wt No Wth (FT) Elev (CFS) (FPS) Head Grd.E1.I Elev Depth I Width Dia.-FT or I.D. ZL Prs/Pip - - - - - - I I_ - - - - - - SF Ave HF ISE Dpth Froude NiNorm Dp "N" X-Fall ZR Type Ch ******** ********* ********* *******I******* *********I******* ********_I******** ******* ******* ***** ******* 1 .990 2149.600 35.65 23.00 8.22 2157.82 .00 1.93 2.00 2.000 .000 .00 1 - -I- - -I- - - - - - .1194 9.68 .99 4.60 .99 .014 00 .00 PIPE I 4602.836 2158.284 .990 2159.274 35.65 23.00 8.22 2167.49 .00 1.93 2.00 2.000 .000 .00 1 -1- _1_ I_ �_ - - -I -I- -I- - 99.907 .1194 .1177 11.76 .99 4.60. .99 .014 - • 4702.743) 2170.211I .998I 2171.209I 35.65I 22.75 8.04 2179.24 I .00 1.93 2.00 12.000 I .000 .00 1 - I--1--I- -I- -I- -I - -I- -I- I- - - I- 66.837 .1194 .1090 7.29 1.00 4.53 .99. .014 .00 .00 PIPE I 1 I I I 1 1 1 1 4769.580 2178.190 1.036 2179.226 35.65 21.69 7.31 2186.53 .07 1.93 - 2.00 2.000 .000 .00 1 I- - -I- -I-I- -I -I-- -I- - - -I- -I- -I- - I 24.130 .1202 .0968 2.33 1.11 4.22 .99` .014. .00 .00 PIPE I I I 1 1 I 1 1 I I 4793.710 2181.090 1.072 2182.162 35.65 20.80 6.72 2188.88 .00 1.93 1.99 2.000 .000 .00 1 -I- -I- -I_ -I- -I -I- - -I- -I- -I- -I- 1• - JUNCT STR .1200 .0991 .40 1.14 3.95 .014 .00 .00 PIPE I I I I I 1 1 1 I 4797.710 2181.570 .992 2182.563 33.89 21.79 7.37 2189.93 .07 1.91 2.00 2.000 .000 .00 1 - I- -I- -I -I- -I- -I- - - -I- - - -I -1 -I- -I- 1 19.332 .1200 .1038 2.01 1.07 4.35 .96 .014 .00 .00 PIPE I I I I I I I I I I I 4817.042 2183.890 1.010 2184.900 33.89 21.30 7.05 2191.95 .07 1.91 2.00 2.000 .000 .00 - I= -I- I -I- I I -I- -I- - - -I -I- -I- -I 1- 23.779 .1200 .0946 2.25 1.08 4.21 .96 .014 .00. .00 PIPE, I_ I I I 1 I I I I I I I 4840.821 2186.743 1.048 2187.791 33.89 20.31 6.41 2194.20 .06 1.91 2.00 2.000 .000 .00 .1 -I_ _I- -I- -I- -I- I-` -I- -I- - - -I- -I- -I- -I I 14.801 .1200 .0834 1.23 1.11 3.92 .96 - .014 .00 .00 PIPE- I I I I I I I I I I I I 4855.622'. 2188.519 _ 1.089 2189.608"33.89 19.37 5.82 2195.43 .06 1.91 1.99 2.000 .000 .00 1 -I_ -I- -I- -I- -I- -I -I- -I- - -I- -I- -I- -I- I- 10.488 .1200 .0736 .77 1.15 3.64 .96 .014 .00 .00 PIPE I Invert Station I Elev - I- L/Elem ICh Slope 4521.800 2148.610 I - 81.036 .1194 PAGE r M E - - - - M 1 1 - - - ■111 - - r 1111111 FILE: 00748a.WSW W S P G W- CIVILDESIGN Version 12.99- Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A" HYDRAULIC ANALYSIS 25 YEAR STORM L/Elem ********* 4866.110 7.922 4874.033 6.252 1 Invert Elev Ch Slope ********* 2189.778 .1200 Depth (FT) ******** 2190.728 -1- .1200 Water Elev ********* 1.132 2190.910 Q I Vel Vel (CFS) I (FPS) Head -I- -1- _ I SF Ave *********I*******I******* I 1 1.178 2191.906 I -1- 1 1 I 4880.285 2191.479 1.225 2192.704 -I- -I- -1 -I- 5.022 .1200 4885.307 2192.081 1.276 2193.357. 1 1 -1- -I- 4.101 .1200 1 1 I 1 4889.408 2192.573 1.331 2193.904 - 1- -1- -I- -I 3.392 .1200 1 1 1 1 4892.800 2192.980 1.389 2194.369 - I- -1- I- _I _ .208 .1177 I I 1 1 4893.007 2193.004 1.393 2194.397 -1_ -I--1_ 2.853 .1177 1 1 I 4895.860 2193.340 1.456 2194.796 - I- -I- -1- -1 - JUNCT STR .1250 1 1 1 1 4899.860 2193.840 .748 2194.588 - 1- -1- -I- -1 202.318 .1199 33.89 18.47 5.29 2196.20 .0650 .52 33.89 17.61 4.81 2196.72 -1 1 -1- .0575 .36 1 33.89 16.79 4.38 2197.08 -I- -I- -1- -1- .0509 .26 I 1 I 33.89 16.01 3.98 2197.33 1 -I- -I- -1- .0452 .19 1 I 33.89 15.26 3.62 2197.52 -1_ -I- -I -1- .0402 .14 1 1 33.89 14.55 3.29 2197.66 -I- -I- -1- -I- _0378 .01 1 33.89 14.51 3.27 2197.67 _I_ -1- .0356 .10 1 33.89 13.83 2.97 2197.77 - 1 1 -1 -1- .0768 .31 I I 21.67 20.20 6.34 2200.93 - 1- -1- 1- -1- .1199 24.27 PAGE Date: 1- 8-2003 Time: 1: 7: 7 Super ICriticallFlow Top Height/ Base Wt Elev I Depth I Width Dia.-FT or I.D. - -1- -1- - - - - SE DpthlFroude NlNorm Dp "N" X-Fall *******I********I******** ******* ******* Energy Grd.E1. HF -I- I - I - 1 I .05 1.91 1.98, . -1 1.19 3.38 .96 .05 1.97 2.000 1- -1- -I- -I- 1.23 3.14 .96 .014 I .04 1.91 1.95 2.000 - I- _I_ -I- -I- 1.27 2.91 .96 .014 1 I 1 I .04 1.91 1.92 2.000 _1_ _1_ _I_ -I- 1.31 2.69 .96 .014 I .03 1.91 1.89 2.000 - I- -I- -1 -I- 1.37 2.48 .96 .014 1 1 .00 _ 1.91 1.84 2.000 -I- -I- -I- -I- 1.39 2.28 .96 .014 I 1 .00 1.91 1.84 2.000 - I- _I_ -I- -I- 1.39 2.27 .96 .014 I, I 1 78 : 2.000. .00 1.46 .00 - 1- 1.91 2.08 1.66 1.94 .014 - I 2.000 _I- 1_ .014 ZL ZR 2.000 .000 .00 - -1- .014 .00 .00 1 .000 .00 - 1- .00 .00 1 .000 - 1- .00 ******* No Wth Prs/Pip Type Ch ******* 1 PIPE .00 1 1 .00 PIPE 1 .000 .00 1 _I_ 1_ .00 .00 PIPE I I .000 00 1 1- .00 .00 PIPE 1 .000 .00 1 - I-1- .00 .00 PIPE I I' .000 .00 1 . - 1- 1 .00 .00 PIPE .000 .00 1 1_ .00- .00 PIPE I I .000 .00 1 . .00 .00 PIPE M 1 111111 MEI 1 1 1 1 N all FILE: 00748a.WSW W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A" HYDRAULIC ANALYSIS 25 YEAR STORM ************************************************************************************•************************************* ******** 1 Invert Station 1 Elev L/Elem 'ICh Slope *********1********* **** I 5102.178 2218.105 .748 2218.854 21.67 - I-- _I_ 74.162 .1199 5176.340 2227.000 .766 2227.766 21.67 - I- - -I- 1.256 .1200 I I I 5177.596 2227.151 .766 2227.917 21.67 - I- -I- -I- -I- - 29.931 .1200 I I 1 5207.527 2230.741 .794 2231.536 21.67 - I- -I- -I- -I- 15.559 .1200 I I 5223.086 2232.608 Depth (FT) .823 2233.431 21.67 - I--I 1 I - 10.224 .1200 I I I I 5233.310 2233.835 .853 2234.688 21.67 - I- -I- -I- -I- 7.437 .1200 5240.747 2234.727 .884 2235.611 -I- -I- -I- -I- 5.708 " .1200 I I 5246.455 2235.412 - I- -1_. 4.536 .1200 PAGE Date: 1- 8-2003 Time: 1: 7: 7 Water 1 Q Vel '_ Vel Energy Super CriticallFlow Top Height/ Base Wt Elev 1 (CFS) (FPS) Head Grd.E1. Elev Depth 1 Width Dia.-FT or I.D. I_ 1_ - - 1 - - - - I SF Ave HF SE Dpth Froude NINorm Dp "N" X-Fall *********1********* *******I******* ********* ******* ********1******** ******* ******* 20.20 6 34 2225.19 .00 1.66 - -I- -I_ -I- 1- .1151 8.53 .75 I I 19.59 5.96 2233.72 08 1.66 - -I- -I- -I- -1- .1099 .14 .84 4.58 19.55 5.94 2233.85 .08 1.66 1.94 - -I- -I- -I- -I- -1- .1029 3.08 .84 4.56 I 1 I 18.64 5.40 2236.93 .07 1.66 1.96 - -I- -I- -I- I- -1- .0903 1.40 .86 4.26 .75 I I 1 17.78 4.912238.34 .06 1.66 - -1- -I- -I- -I- -1- .0793 .81 .89 3.98 .75 I I I I 4.46 2239.15 .06 1.66 1.98 - 1- -I- -I- -I- -1- .0696 .52 .91 3.72 I 4.06 2239.67 .05 1.66 1.99 - 1 -I- -I- -I- -1- .0612 .35 .94 3.47 I 1 I I 21.67 15.41 3.69 2240.02 .05 1.66 1.99 -I- -I- -I- -I- -I- -I--I- -1- .0538 .24 .97 3.23 .75 .014 1.94 2.000 .014 1.94 .75 .75 1.97 I I I 1 I I I I I I I 5250.991 2235.956 .952 2236.908 21.67 14.69 3.35 2240.26 .04 1.66 2.00 2.000 _1_ _1_ -I--I--I- -I- -I- _1- 1 1_ -I- -I- 3.699 .1200 0474 .18 1.00 3.01 - .75 .014 2.000 - I- -1- .014 I I 2.000 -1- .014 I I 2.000 - I- -1- .014 I I 2.000 - I -1- .014 ZL No Wth. Prs/Pip .000 .00 1 .00 .00 PIPE .000 .00 1 -1_ 1_ .00 .00 PIPE .000 .00 1 -I_ 1 .00 .00 PIPE 000 .00 1 -1- 1- .00 .00 PIPE I I I I 2.000 .000 .00 1 - I- -1- I I .75 .014 .00 .00 PIPE I I I I 2.000 .000 .00 1 . -I -I- 1 1- 014 .00 .00 PIPE I I I I 2.000 .000- .00 1 _I 1_, .00 .00 PIPE .000 .00 1 1_ .00 .00 PIPE r 111111 s-- M 1111 IrJ11 11111 Sill M 11111 111111 M 111111 111111 M 1 M FILE: 00748a.WSW W S P G W CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A" HYDRAULIC ANALYSIS 25 YEAR STORM PAGE 8 Date: 1- 8-2003 Time: 1: 7: 7 Invert Depth Water Q Vel Vel Energy I Super CriticallFlow Top Height/Base Wt No Wth Station I Elev (FT) Elev (CFS) (FPS) Head Grd.E1.I Elev Depth I Width Dia.-FTIor I.D. ZL Prs/Pip L/Elem ICh Slope 5254.690 2236.400 JUNCT STR .1200 5258.690 2236.880 58.342 .1201 5317.032 2243.884 39.368 .1201 5356.400 2248.610 - I - 18.490 .1201 5374.891 2250.831 14.387 .1199 5389.278 2252.556 -I- -I- 10.942 .1199 I 5400.220 2253.868 - I- -I- 6.608 .1199 I I 5406.828 2254.661 -I- -I- 4.620 .1199 I I 5411.447 2255.215 - I -I- 3.463 .1199 ******** .988 .432 .432 ********* 2237.388 2237.312 2244.316 .435 2249.045 .440 2251.271 .449 2253.005 -I- - I .465 2254.333 -I- - .481 2255.142 .497 2255.712 21.67 14.01 3.05 2240.43. .00 -I- 14.92 14.92 SF Ave ********* HF ISE Dpth *********I******* 7.45 7.45 7.45 7.45 - -I- I 7.45 7.45 7.45 .0822 -.33 1.03 3.45 2240.77 .04 - I- -1- .1201 7.00 .47 3.45 2247.77 -I- .1184 4.66 I I 14.77 3.39 2252.43 - I- -I- -I- .1143 2.11 I I 3.29 2254.56 - I- -I- .1070 1.54 I 14.09 3.08 2256.09 - I- -I- -I- .0958 1.05 I I 13.44 2.80 2257.14 -I 0838 .55 I I 2.55 2257.69 -I- -I- .0732 .34 I I' 2.32 2258.03 I- -I- .0640 .22 .04 Froude NINorm Dp _I. .47 .00 - I- .44 .24 - 1- .68 .23 -I- .68 .21 -I- .68 1 .19 -I- .67 .18 _I_ 68 1:66 2.81 _I - ( 2 00 .97 1.65 _I- 4.77 .43 .97 1.65 4.77 .43 .97 1.65 -I- 4.71 .43 .97 1.66 -I- 4.61 .43 .97 1.67 _I- 4.41 .43 .97 1.69 -I 4.13 .43 .97 1.71 -I- 3.87 .43 .97 1.73 _I- 3.62 .43 "N" I X-Fall ZR *******I******* ***** 2.000 .000 .00 1 .014 .00 .00 .000 .00 .00 .00 PIPE i .000 .00 1 -I_ I_, -.00 .00 PIPE .000 .00 1 -I .00 .00 PIPE I .000 .00 - 1 .00- - .00 PIPE I I .000 .00 1 I 00 :00 PIPE .000.: .00 -- 1 .00 .00 PIPE .000 00 2.000 - I- -I- .014 I 2.000 - I- -I- .014 I I 2.000 .014 I I 2.000 .014 I 2.000 -1- -1- .014 I 2.000 - 1- 1- .014 I i 2:000 -I- .014 I I 2.000 .014 .000 - I- .00 00 .00 Type Ch ******* PIPE 1 1 L- PIPE .00 I 1 .00 PIPE 11111 1 1 1 11111 111111 s- M all 1 e M r-- FILE: 00748a.WSW ************* Station L/Elem ********* W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING PAGE 9 Date: 1- 8-2003 Time: 1: 7: 7 00-748 HUNTER'S RIDGE STORM DRAIN "A" HYDRAULIC ANALYSIS 25 YEAR STORM •***********************************************************************4***************************** ******** Invert I Depth Elev I (FT) Ch Slope I *********I******** 5414.911 2255.630 Water Q Vel Vel Energy I Super ICriticallFlow Top Height/Base WtI No Wth Elev (CFS) (FPS) Head Grd.E1.I Elev I Depth 1 Width Dia.-FTIor I.D.I ZL Prs/Pip - - - - _1 - SF Ave HF ISE DpthlFroude NjNorm Dp ********* **** *******I****************I*******I********I******** .514 2256.144 2.714 .1199 5417.625 2255.955 .532 -I- -1- 2.200 .1199 I 5419.825 2256.219 .550 _I- -I 1.807 .1199 I 5421.631 2256.436' .569 _I-_I- 1.502 .1199 I I 5423.134 2256.616 .589 2257.205 -I- -I- 1.261 .1199 I 5424.395 2256.767 .610 -I- -I- 1.074 .1199 1 5425.468 2256.896 .631 _I- _I- .898 .1199 I I 5426.366 2257.003 .654 -I- -I- .769 .1199 I 5427.135 2257.096 _1_ -I- .649 .1199 .677 2256.487 2256.769 2257.005 ***** 7.45 11.65 2.11 .0560 7.45 11.10 1.91 .0490 7.45 10.59 1.74 - -I- -I- I 7.45 10.09 1.58 2257.377 I. 2257.527 - -I- I 2257.657 2257.773 7.45 -I- 7.45 - I- 7.45 - I- 7.45 -I- 8.34_ -I .0429 .0375 1.44 .0328 1 I 2258.25 .16 -I- .15 2258.40 _I- .11 I. 2258.51 08 2258.59 -I .06 2258.64 -I- 04 I -I- .0288 .03 1.19 2258.72 _I_ .0252 .02 1.08 2258.74 -I- -1- .0221 .02 I I .98 2258.76 _I .0193 .01 I 1.31 2258.68 -I- I -I- .97 1.75 .68 3.39 .43 1 1 I .15. .97 1.77 2.000 3.18 .43 .014 .97 1.79 2.000 -I- -I- I 2.97 .43 .014 I I 1.80 2.000 -I -I- -I 2.78 .43 .014 I I is .97 1.82 2.000 -I- -I- -I- 2.60 .43 .014 I I .97 1.84 2.000 I -I- -I- 2.44 .43 .014 I I 97 1.86 2.000 -I--I- -1- 2.28 .43 .014 I I, .97 1.88 2.000 -I- -I- -I - 2.13 .43 .014 I I .97 1.89 2.000 -I- _I_ -I- 1.99 .43 .014 _1_: -I- "N" I X-Fall' ZR *******I*******I***** I 2.000 .000 .00 1 .014 _00 .00 PIPE .000 .00 1 _I_ I .00 .00 PIPE I .000 .00 1 i I .00 .00 PIPE I I. .000 .00 1 1- .00 .00 PIPE .000 .00 1 I- - I- .00 .00 PIPE .000 .00 1 I .00 .00 PIPE .000 .00 1 1- .00 .00 PIPE .000 .00 1 -I I- .00 .00 -PIPE I .000 .00 1 I- _ 1- .00 .00 PIPE FILE: 00748a.WSW W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A" HYDRAULIC ANALYSIS 25 YEAR STORM PAGE 10 Date: 1- 8-2003 Time: 1: 7: 7 I Invert. Depth Water I Q I Vel - Vel Energy Super ICriticallFlow Top Station I Elev (FT) Elev I (CFS) I (FPS) -' Head Grd.El. Elev I Depth I Width - I- - - - -I- L/Elem ICh Slope I *********I********* ******** *********I** I 5427.785 2257.174 .701 2257.875 l - -I- .546 .1199 I I 5428.331 2257.239 .726 2257.965 - I- - - - - -I .455 .1199 I I I 5426.786 2257.294 .752 2258.046 7.45 6.89 _I_ _ _ -I -I- -I- -I- .375 .1199 I I I 5429.161 2257.339 .779 2258.116 7.45 - I- -I- -I- -I- -I_ .304 .1199 .0114 .00 I I I I I I I 5429.465 2257.375 .807 2258.182 7.45 6.27 .61 2258.79 - I- -I- -I- -I- -I -I- -I -I .231 .1199 .0100 .00 I I I I I I I 5429.696 2257.403 .837 2258.240 7.45 5.98 .55 2258.79 - I- -I- -I- -I- -I- -I- -I -I_ .184 .1199 .0088 .00 I I I I I I I 5429.880 2257.425 .867 2258.292 7.45 5.70 .50 2258.80 -I- -I_ -1- -I- _I- -I- -I- -I- .114 .1199 .0077 .00 I I I 5429.994 2257.438 .900 2258.339 _I_ -I- -I- -I- .077 .1199 1 I I I I 5430.071 2257.448 .933 2258.381 7.45 -I_ _I- I -I- -I- .019 .1199 Height/Base Wt No Wth Dia.-FTIor I.D. ZL Prs/Pip SF Ave HF SE DpthlFroude NlNorm Dp "N" I X-Fall ZR Type Ch ******1*******I******* ********* *******I********I******** *******I******* ***** ******* I I 7.45 7.58 .89 2258.77 .08 .97 1.91 2.000 7.45 7.23 -I_ -I- I_ _I_ -_I- -l- .0170 .01 .78 1.86 .43 .014 I I I .81 2258.78 .07 .97 1.92 2.000 .0149 5.43 .46I 2258.60 l -I- -I- -I- .0068 .00 I 5.18 .42 2258.80 _I_ -I -I- .0060 .00 .97 I .000 00 .00 .00 P- IPE, .000 .00 1 -I- -I- -I- -I_ --I_ I_ .01 .80 1.74 .43 .014 .00 .00 PIPE I I I I I I I 2258.78 .06 :97 1.94 -` 2.000 .000 .00 1 - -I- -I--I- -I- • -I- -I- I- .00 .82 1.63 .43 •.014 .00 .00 PIPE I I I I I I I 2258.79 .06 .97 1.95 2.000 -- .000 .00 1 - I- I -I- -I- _I I .84 1.52 .43 .014 .00 .00 PIPE I I I I I I .05 .97 1.96 2.000 .000 .00 1- I- _ -I- -I- -I -I- I- .86 1.42 .43 .014 .00 .00 PIPE I 1 .05 .97 1.97 2.000 .000 .00 1 -I- -I- -I- -I- -I- I .89 1.33 .43 .014 .00 .00 PIPE I - I I I I I .04 .97 1.98 2.000 .000 .00 1 -I- -I- -I- -I- -I- I `.91 1.24 .43 -.014 .00 .00 PIPE I I I I I I .04 .97 1.99 2.000 .000 .00 1 -I- _I_ I_ -I- I- -.94 1.15 .43 .014 .00 .00 PIPE I I I 1 .04 .97 2.00 2.000 _I_ I -I- _I-- 1.08 .43 .014 I .000 .00 1 -I- I- .00 .00 PIPE FILE: 00748a.WSW Station L/Elem ******** Invert Elev Ch Slope ********* 5430.090 2257.450 _I_ _ W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A" HYDRAULIC ANALYSIS 25 YEAR STORM Depth (FT) ******** .970 Water Elev ********* 2258.420 R (CFS) ********* 7.45 Vel Vel 1 Energy 1 Super (FPS) Head l Grd.E1.l Elev - -I- -I--I - SF Avel HF ISE Dpth 1 .38 2258.80 -l- -I- PAGE 11 Date: 1- 8-2003 Time: 1: 7: 7 CriticallFlow Top Height/Base Wt Depth I Width Dia.-FTlor I.D. Froude NINorm Dp ********1******* .97 2.00 "N 1 X-Fall 2.000 ******** No Wth ZL Prs/Pip Type Ch .000 .00 1 -I_ I- HYDROLOGY and HYDRAULIC STUDY HUNTER'S RIDGE PHASE III, TRACT NO. 16184 Appendix E Hydraulic Calculation for Storm Drain "A" Laterals 0748DRAINAGE.doc FILE: 00748a1.WSW WSPGW EDIT LISTING - Version 12.99 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS ELEMENT NO 1 IS ELEMENT NO 2.000 WSPGW WATER SURFACE PROFILE - TITLE CARD LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A=1" HYDRAULIC ANALYSIS 25 YEAR STORM WSPGW WATER SURFACE PROFILE ELEMENT CARD A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT 100.000 2035.830 1 A REACH * * * U/S DATA STATION INVERT SECT 137.650 2036.740 1 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 137.650 2036.740 1 Date:12- 9-2002 Time: 2:26:18 PAGE 1 Y(7) Y(8) Y(9) Y(10) V 1 S r - - 111s FILE: 00748a1.WSW W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING Date:12- 9-2002 00-748 HUNTER'S RIDGE STORM DRAIN "A-1" HYDRAULIC ANALYSIS 25 YEAR STORM Invert Q 1 Vel Vel 1 Energy Super 1CriticallFlow ToplHeight/ Base Wt INo Wth Station Elev (CFS) - 1 (FPS) Head I Grd.E1. Elev I Depth 1 Width 1Dia.-FT or I.D. ZL IPrs/Pip - - - -I- -I- _1_ _1_ -I- -I- - L/Elem Ch Slope 1 1 SF Ave' HF SE DpthlFroude NiNorm Dp 1 "N" X-Fall ZR 'Type Ch ********* ********* ********I******************I*******I*******I****************I********1********I******* ******* ***** I******* 1 100.000 2035.830 1.450 2037.280 7.00 2.87 .13 2037.41 .00 .94 1.79 2.000 .000 .00 1 . 2.217 .0242 .43 63 014 .00 00 PIPE 1.84 - 2.000 -I- , _1 -1_. .47 .63- .014 1 1.89 2.000 - 1- -I- -1- 63 -.014 1.92 2.000 -1- `1- Depth 1 Water (FT) 1 Elev 1 1 - 1 102.217 2035.884 1.387 2037.271 -I-_ _1_ -1- 1.957 .0242 1 1 104.174 2035.931 - 1- -1- .990 .0242 1 105.164 2035.955 - 1 -1- HYDRAULIC JUMP 1 105.164 2035.955 - 1- -1- 10.215 -.0242 1 115.380 2036.202 - 1 -1- 7.203 .0242 1 1 122.582 2036.376 - 1- -1 4.869 .0242 1 127.452 2036.494 3.420 .0242 1 130.872 2036.576 - 1- -1- 2.462 -_ .0242 1 .0015 .00 1.45 1 1 1 7.00 3.01 .14 2037.41 .00 .94 .0017 .00 1.39 1 I 1 1.329 2037.260 7.00 3.16 - .15 2037.41 .00 .94 - -1- 1- -1- _1_ -1- .0019 .00 1.33 .51 1 I I 1 1.275 2037.230 7.00 3.31 .17. 2037.40. .00 .94 -I- - - -I- -1- _1_ _1_ -I- -1- 1 1 1 .656 2036.611 1 .679 2036.881 - 1- -1- .704 2037.080 1 .729 2037.223 7.00 .755 2037.331 7.00 - 1- -.I- -1- 7.00 - 1- 7.00 7.00 _1_ 1 - 1- 7.81 .95 2037.56 .00 -I- -1_ -1- -1- .0192 .20 .66 7.43 .86 2037.74 .00 �- -I- -I- .0168 .12. -.68 1 1 1 7.09 .78 2037.86 .00 -1 -1- -1 - -1- .0147 .07 .70 1 I' 1 6.76 .71 2037.93 -I- -I- -I- 00 _1_ .0129 .04 .73 6.44 .64 2037.98 .00 -I- _I_ -I- -1- .0113 .03 .76 .94 7.17 1.99 .94, 1.86 1 .94 -1- 1.74 1 94 -1- 1.62 1 .94 - 1- 1.52 1 1 1.91 2.000 .63 .014 1 1' 1.93 2.000 .63 .014 1.94 2.000 -1- 1- .63 .014 PAGE Time: 2:26:23 1 .000 .00 1 1- .00 .00 PIPE. .000 .00 1 .00 .00 PIPE 1 00 1 .000 .00 1 .00 .00 PIPE .000 .00 1 . -I_ 1- .00 .00 -PIPE' 1 .000 .00 1 -1 1 .0'0 .00 PIPE 1 .000 .00 1 .00 .00 PIPE .000 .00 1 -1- 1_ .00 .00 PIPE .000 1 r 1 1111111 11M1 I r- -111111 8 1 1 111111 M 1 M all O FILE: 00748a1.WSW W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A-1" HYDRAULIC ANALYSIS 25 YEAR STORM ************************************************************************************************************************** ******* PAGE Date:12- 9-2002 Time: 2:26:23 Invert Depth I Water Q Vel Vel I Energy Super CriticallFlow ToplHeight/ Base Wtl Station I Elev (FT) I Elev (CFS) (FPS) Head l Grd.El. Elev Depth I Width IDia.-FT or I.D.I ZL - I- - - -I- - - - - - -I- -I- - - - - -I- -I- - - -I- - - L/Elem ICh Slope I SF Ave' HF" SE Dpth Froude NINorm Dp I "N" X-Fall) ZR *********I********* ********I********* ********* *******I*******I********* ******* ********I********I******* *******I I I I I I I 133.333 2036.636 .782 2037.418 1.706 .0242 135.040 2036.677 I -I 1.258 .0242 I I 136.298 2036.707' - 1--I- .789 .0242 137.087 2036.726 - I -i_ .460 .0242 I I 137.547 2036.738 .103 .0242 137.6501 2036.740I .811 2037.488 -I 840I 2037.547 7.00 6.14 I` 7.00 5.86 - -I -I- I 7.00 5.58 -I- -I- -I- I I .871 2037.598 7.00 -I- 5.32 _I_ -I- 1 -I- -1 I I .903 2037.641 7.00 5.08 I_ -I_ I- I- i I I .939 2037.679 7.00 4-.83 _I_ -I- -I : -I- .59 2038.00 .00 .94 1.95 2.000 .000 -.00 - I- - - - -I _I- .0099 02 78 1.42 .63 I I .014 .00 .00 I .53 2038.02 - .00 .94 1.96 2.000 .000 " .00 i _ _I_ .0087 .01 .81 1.32 .63 .014 .00: .00 I I I I I .48 2038.03 .00 .94 1.97 2.000 .000 .00 - 1- - - -I- -I- -I- - - -I .0077 .01 .84 1.24 -.63 .014 .00 .00 I I I - I 1' .44 2038.04 .00 .94 1.98 2.000 .000 .00 -I - -I--I--I_ - _ -I .0067 .00 : - .87 1.15 .63 .014 .00 .00 I I I I I .40 2038.04 .00 .94 1.99 2.000 .000 .00 - I- -I -I- -I -_I- - - -I- .0059 .00. .90 1.08 .63 .014 .00 .00 I I 1 I I I I .36 2038.04 .00 .94 2.00 2.000 .000 .00 - I- -I- -I -I- -I- -I- -I - No Wth Prs/Pip Type Ch ******* 1. PIPE 1 I PIPE 1 (- PIPE 1 1 PIPE 1 (- PIPE 1 I_ .0 M MIN 1111111 r M MINI 1111111 11111, Ilia 1 1 M I S OM FILE: 00748a2.WSW WSPGW EDIT LISTING -. Version 12.99 Date:12- 9-2002 Time: 2:27: 7 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3)- Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD `HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS ELEMENT NO 1 IS A ELEMENT NO 2 IS A ELEMENT NO 3 IS A 2.000 W SPGW WATER SURFACE PROFILE - TITLE CARD LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A-2" HYDRAULIC 25 YEAR STORM ANALYSIS W SPGW WATER SURFACE PROFILE ELEMENT CARD SYSTEM OUTLET * * * - U/S DATA STATION INVERT SECT 100.000 2035.830 1 REACH * U/S DATA STATION INVERT SECT 160.180 2037.190 1 SYSTEM HEADWORKS - U/S DATA STATION INVERT SECT 160.180 2037.190 1 LISTING W S ELEV 2037.280 PAGE NO PAGE NO N RADIUS ANGLE, ANG PT MAN H .014 .000 .000 .000 0 W S ELEV 2037.190 AA A, A A A A A A A i 1111111 _ A A A FILE: 00748a2.WSW W S P G W CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A-2" HYDRAULIC ANALYSIS 25 YEAR STORM *******************************•*****************************■*****************************************************•***** Invert 1 Depth Water Q Vel Vel Energy Super CriticaliFlow Top Height/lHase Wt Station Elev 1 (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth 1 Width Dia.-FTIor I.D. L/Elem Ch Slope 1 SF Ave HF SE Dpth Froude NiNorm Dp "N" 1 X-Fall ********* *********I******** ********* ********* *******I******* ********* ******* ********I******** *******I******* 100.000 2035.830 .736 2036.567 8.83 8.41 1.10 2037.66 .00 1.06 1.93 2.000 - - _I_ - - _ _ -I- -I- - - - -I- -1 -I- 26.159 0226 0199 .52 .74 2.01 72 .014 I I I I I I 1 126.159 2036.421 .762 2037.183 8.83 8.03 1.00 2038.18 : .00 1.06 1.94 2.000 _1_ -I- - -I- -I- - -I- _ -I- 12.397 .0226 .0174 .22 .76 1.88 .72 .014 138.556 2036.701 .789 2037.490 8.83 7.65 .91 2038.40 .00 1.06 1.96 2.000 - I- -1- - - -I- -I- -I- -I- - -I- -I- -I- 7.358 .0226 .0153 .11 .79 1.76 .72 .014 I I 1 I 1 I I 1 145.914 2036.868 .818 2037.686 8.83 7.30 .83 2038.51 .00 1.06 1.97 2.000 - I- -I-- - _I -I- -I- -I- -I -. -I- -I- -I- 4.931 .0226 .0134' .07 .82 1.64 .72 .014 150.845 2036.979 .848 2037.827 8.83 6.96 .75 2038.58 .00 : 1.06 1.98 2.000 - I- -I- -1_ -I- -1 -I- -I- -I- -I 3.459 .0226 : .0118 .04 .85 1.53 .72 .014 1 154.304 2037.057 .879 2037.936 8.83 6.63 .68 2038.62 .00 1.06 1.99 2.000 i- _ -I- -I- -I- -I- -I- -I- -I- -1 2.383 .0226 .0104 .02 .88 _ 1.43 .72 .014 156.687 2037.111 .912 2038.023 8.83 6.33 .62 2038.64 .00 1.06 1.99 - 1- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1.668 .0226 .0091 .02 .91 1.33 .72 .014 1 1 1 1 158.355 2037.149 .946 2038.095 8.83 6.03 .56 2038.66 .00 1.06 2.00 2.000 - I- -I- - - -I- -I- -1- -I -I- -I- -I- -I- -I- 1.053 0226 0080 01 95 1.24 .72 .014 I I I I 1 I I 1 159.408 2037.173 .982 2038.155 : 8.83 5.75 .51 2038.67 .00 1.06 2.00 2.000 - I- -I- -1- -1 -I- -I- .623 .0226 .0071 .00 .98 1.16 .72 .014 1 -I- - 2.000 ZL ZR ***** PAGE 1 Date:12- 9-2002 Time: 2:27:11 ******* No Wth Prs/Pip Type Ch *******- .000 .00 1 .00 .00 PIPE .000 .00 1 .00 .00 .PIPE 1 .000 .00 1 .00. .00 PIPE 1 .000 .00 1 .00 .00 -PIPE .000 .00 1 -I- .00 .00 PIPE .000 .00 1 .00 .00 PIPE .000 .00 1 .00 .00 PIPE 1 .000 .00 1 .00 .00 PIPE .000 .00 1 .00 .00 PIPE FILE: 00748a2.WSW ********************* I Invert Station I Elev L/Elem ICh Slope *********I********* 160.031 2037.187 .149 .0226 160.180 2037.190 -I_ W S P G W.- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A-2" HYDRAULIC ANALYSIS 25 YEAR STORM Depth Water I Q Vel Vel (FT) Elev I (CFS) (FPS) Head - -I- ******** 1.019 2038.206 - -I- SF Ave Energy Grd.E1. HF ********* .47 - 2038.67 .0062 .00 1.02 PAGE Date:12- 9-2002 Time: 2:27:11 Super ICriticallFlow Top Elev I Depth I Width SE DpthjFroude NINorm Dp *******I********I******** .42 .00 2038.67 .00 _ -I- Height/ Dia.-FT "N" ****** 2.000 .014 2.000 -I- _I_ *** ******** Base WtI INo Wth or I.D.I ZL IPrs/Pip - -I- -I X-Falll ZR IType Ch I******* FILE: 00748a3.WSW WSPGW EDIT LISTING - Version 12.99 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV ' Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP G/ i 1 11118 1 CD HEADING LINE NO 1 IS HEADING LINE NO 2 IS - HEADING LINE NO 3 IS 2.000 WSPGW WATER SURFACE PROFILE - TITLE CARD. LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A-3" HYDRAULIC ANALYSIS 25 YEAR STROM WSPGW WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * U/S DATA STATION INVERT SECT W S ELEV 100.000 2193.840 1 2194.590 ELEMENT NO 2 IS A REACH * * * . U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 135.360 2196.480 1 .014 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 135.360 2196.480 1 2196.480 Date:12- 9-2002 Time: 2:27:56 PAGE 1 PAGE NO PAGE NO 11111 1 r - 1 1 FILE: 00748a3.WSW W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 ' WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A-3" HYDRAULIC ANALYSIS 25 YEAR STROM Vel Vel 1_ Energy Super CriticallFlow Top Height/ Base WtI INo Wth (FPS) Head I Grd.E1. Elev Depth .I Width Dia.-FT or,I.D.I ZL IPrs/Pip SE Dpth Froude NINorm Dp "N" X Falb ZR IType Ch ******* ********I******** ******* *******I***** I******* I I PAGE 1 Date:12- 9-2002 Time: 2:28: 0 100.000 1.767 Invert I Depth 1 Water I Q Elev I (FT) I Elev I (CFS) _I- -I- -I - Ch Slope I I I *********I********I*********I** I I 1 2193.840 .490 2194.330 -I .0747 2193.972 .0747 2194.609 - -1- .0747 **** 6.81 • SF Avel HF *******I*******I********* 1 2.02 2196.35 11.41 - -I- .0600 .11 I 1I I .492 2194.464 6 81 11.31 1.99 2196.45 - I- -I -I- -I_ -I-- - .0555 .47 I 1 I I .509 2195.118 6.81 10.79 1.81 2196.92 - I- -I- -I -I- 115.904 2195.027 7 .522195.554 I- -I- I 4.081 .0747 I I I I 119.985 2195.332 .545 2195.877 6.81 9.81 - -I- -I- -I- -I- -I- -I- -I - 3.113 .0747 .0372 .12 I I I I I I 123.098 2195.564 .564 2196.129 6.81 9.35 1.36 2197.49 - - -I--I- -I- -I- -I- -I- -I - 2.455 .0747 .0325 .08 I 125.553 2195.748 .584 2196.332 6.81 8.91 1.23 2197.57 -I- -I- -I- -I--I- -I- -I- : -I- 1.996 .0747 .0285 .06 I I I I I I I 127.549 2195.897 .604 2196.501 6.81 8.50 1.12 2197.62 -I- -1- -I- -I- -I- -I- -I- -I- 1.628 .0747 .0249 .04 I I I I I I I. 129.177 2196.018 - .625 2196.643 6.81 8.10 1.02 2197.66 -I- _I- -I- -I- -I- -I- -I- -I 1.338 .0747 .0218 .03 .0485 .27 I I 10.28 1.64 2197.20 -I- -I -I- 0425 .17 I I 1.49- 2197.37 .00 .49 .00 -I- .49 .00 -.51 .00 _I_ .53 .00 -I_ .55 .00 -I- .56 I .00 _I_ .58 .00 -I- .60 .00 .93 _I- .63 2.12 .93 1.72 2.000 .000 .00 1 -- -- -I I_ 3.41 .47 .014 .00 .00 PIPE I I 1.72 2.000 .000 .00 1 -I- -I- -I- I, .47 .014 .00 .00 PIPE I I I I .93 1.74 2.000 .000 .00 1 - I -I- -I- I- 3.16- .47 .014 .00 .00 PIPE I I I 1.76 2.000 .000 .00 1 - I I- -I- 1_ .47 .014 .00 .00 PIPE I I 1.78 2.000 .000 .00 1 -I- -I- -I- I _014 -.00 .00 PIPE, I I I I 2.000 .000 .00 - 1 - I- , I- -I- I- .014 .00 .00 PIPE .93 3.37 .93 I_ 2.96 .93 -I- 2.77 :47 .93 1.80 .I- 2.59 : .47 .93 - 1.82 -I- 2.42 .47 93 I 1.84 _I_ 2.27 .47 -I- 1.85 .47 I I - I I 2.000 .000 .00 1 -I- _I_ -I- I- `.014 .00 .00 PIPE'' I I I 2.000 .000 .00 1 -I- I- .014 .00 .00 PIPE- 1 I I I 2.000 000 .00 1 I_ -I- - I .014 .00 .00 PIPE FILE: 00748a3.WSW L/Elem ICh Slope I *********I*********1*** W S P G W- CIVILDESIGN Version 12 99 Program Package License Serial Number: 1232 WATER SURFACE. PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A-3" HYDRAULIC ANALYSIS 25 YEAR STROM PAGE Date:12- 9-2002 Time: 2:28: 0 I Invert I Depth I Water Q -1 Vel Vel I Energy Super ICritical(Flow Top Height/IBase WtI' INo Wth Station I" Elev I (FT) I Elev i (CFS) I (FPS) Head I Grd.E1. Elev I Depth -I Width Dia.-FTIor I.D.I .ZL IPrs/Pip -1- -I- I - - -I- -1- -I- - -I- .I 1 SF Ave' HF . SE DpthlFroude NINorm Dp *********I*******1*******I********* *******I********I******** 1 I I I I I I I I I 130.515 2196.118'.647 2196.765 6.81' 7.73 .93 2197.69 .00 :93 1.87 2.000 .000 -..00 1 I --I- -1 -I- -I- -I I_ I _I_ .-I- -I_ _I_ 1- 1.103 .0747 '.0191 .02 .65 1.98 .47 .014 .00 -.00 PIPE 1 I 1 1 I I I 11 1 1 I 131.619 2196.200 .670 2196.871 6.81 7.37 .84 2197.71' .00 .93 1.89 2.000 .000 .00 : 1 71- I -1- -1- -1- -1- -1- - - -I- -I -I- -I- -I 17 .909 .0747 .0168 .02 .67 1..86 .47 .014 .00 .00 PIPE,- ' I 1 1 1 1 1 I 1 I 1 I I 132.527 2196.268 :694 2196.962 6.81 7.02 .77 2197.73 .00: .93 .1 90 2 000 .000 .00 1 .( I -I- I- -I- -1- -1- ,_I_ _I- -I- I 1 -1 -I 1- .745 - .0747 .0147 .01 :69 1.73 .47 .014 .00. .00 PIPE 1 1 1 I I 1 I 1 1 1 I 1 1 133.272 2196.324 .719 2197.043 6.81 - 6.70 .70 2197.74 .00 .93 1 92 2.000 .000 .00 1 -1_ -I- -I- -I- 71 -I- -1- -I- -I- -I- -1- -1 _I 1- .604 .0747 .0129 .01 .72 1.62 .47 .014 .00 .00 PIPE : 1 1 1 1 1 1 1 1 1 1 1 1 1. 133.876 2196.369 .745 2197.114 6.81 6.39 .63 2197.75`:00 .93 1.93 r- 2.000 .000 .00 1 - I -1- -I- -1- -I- 1- -1- -I- --I- -1 -I- I I I- .498 .0747 .0113 .01 .75 1.52 .47 .014 .00 :00 PIPE 1 1 1 I I 1 1 I I 1 1 I I 134.374: 2196.406 _771 2197.177 6.81 6.09 .58 2197.75 •00 93 1.95 2.000 .000 .00 1 _I- -I_ _1-, _I- -1 -17 I- _ _I_ ._I- -1- -I- --I I_ I-- .376 -.0747 .0099 .00 -77 1.42 .47 .014 -.00 .00 PIPE 1 1 1 1 1 1 1 1 1 1 1 I 1 134.750 2196.434 .799 2197.233 6.81 5.81 .52 2197.76 .00 .93 1.96, 2.000 .000 .00 1 -1 I- -1-: -1 -1- -1- -1_ _1_ _I- 1 7.. -1- -1- -1 1- .282 -" -.0747 .0087 .80'.47 .014 .00 PIPE- 1 I 1_ 1 1 I .00, 1 I 1.32 . 1 1 .00 1 1 1 135.032 2196.455 :828 2197-.283 6.81 i 5.54 :-.48 2197.76 .00 .93 1.97 2.000 .000 : .00. 1 - 1- -I- -1- I -I- -I- -1- -1- -I- -1- -I- -I - _I_, 1 .183..._ .0747 .0076 00 .83 - 1-.23 .47 .014 .00 .00 PIPE 1 I I I I I I I I1 1 I I 135.214 2196.469 .859 2197.328 6.81 5.-28 -.43 2197.76 . .00 .93 1.98 2.000 .000 .00 1 --I_ -I- -I- -I -I_ -I- I- _I- -I- -I- -I- -I- -I_; I- .108 .0747 .0067 .00 : .86 1.15 .47. .014 .00 :00 PIPE - "N" I X-Fall' ZR 'Type Ch ***I.********* 1111 - 1 1 N M r I S I r i 1 1 M-- FILE: 00748a3.WSW Invert Station I Elev L/Elem ICh Slope ****************** I 135.322 2196.477 -I- .038 .0747 I 135.360 2196.480 W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A-3" HYDRAULIC ANALYSIS 25 YEAR STROM Depth I Water • Q (FT) I Elev (CFS) ********I********* ********* I .891 2197.368 I .925 2197.405 _I_ -I- 6.81 Vel Vel I Energy Super (FPS) Head I Grd.El. Elev SF Ave! HF SE Dpth *******I*******I********* ******* I .39 2197.76 .00 - -I- _I- -I - .0059 .00 .89 .36 2197.76 _I_ -1- Date:12- 9-2002 Time: 2:28: 0 CriticallFlow TopIHeight/ Depth I Width IDia.-FT Froude NINorm Dp I "N" .93 I 1.99 12.000 1.07 .93 Base Wt or I.D. X-Fall ******* .000 00 .000 'No Wth ZL IPrs/Pip ZR 'Type Ch ***** I******* I 00 1 . - I_ 00 PIPE I 1 FILE: 00748a4.WSW CARD SECT CHN WSPGW EDIT LISTING Version 12.99 Date: 1- 8-2003 Time: 8:46:44 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD NO OF AVE PIER 1 2.000 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS HEADING LINE NO 3 IS - WSPGW WATER SURFACE PROFILE — TITLE CARD LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A-4" HYDRAULIC ANALYSIS 25 YEAR STORM WSPGW WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 100.000 2193.840 1 2194.590 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 140.280 2194.230 1 .014 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 140.280 2194.230 1 2194.230 PAGE NO PAGE NO INN N a 1 I FILE: 00748a4.WSW W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: ' 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A-4" HYDRAULIC ANALYSIS 25 YEAR STORM PAGE Date: 1- 8-2003 Time: 8:46:49 1 Invert Depth Water 1 Q 1 Vel Vel 1 Energy Super CriticallFlow ToplHeight/lBase WtI No Wth Station 1 Elev (FT) Elev 1 (CFS) -_1 (FPS) Head 1 Grd.El. Elev Depth 1 Width IDia.-FTIor I.D.I ZL Prs/Pip -I- -I- - - - -I- -I- -I--I- L/Elem jCh Slope I 1 SF Avel Hp SE Dpth Froude N1Norm Dp I "N" 1 X-FallI ZR Type Ch I I I . 100.000 2193.840 .701 2194.541 5.41 5.51 .47 2195.01 .00 .82 1.91 2.000 .000 .00 1 .0 - I- - - - - -I- -1 �- - - 1- _1_ 1- -I_ 19.482 .0097 .0093 .18 .70 1.35 .70 .014 .00 .00 PIPE. 1 1 1 119.482.` 2194.028 .711 2194.740 5.41 5.40 .45 2195.19 .00 .82 1.91 2.000 .000 .00 1 �- - -I- -I- -I- _ -I- -I- _1_ -I_ -I- - 13.487 .0097 .0085 .11 .71 1.32 .70 .014 .00 .00 PIPE I I I I I I I 1 1 132.969 2194.159 .736 2194.895 5.41 5.15 .41 2195.31 .00 .82 1.93 2.000 .000 .00 1 - - - -I -I- -I- -I- _1_ 4.659 .0097 .0074 .03 .74 1.23 .70 .014 .00 .00 PIPE I 1 1 I 1 1 1 1 1 137.629 2194.204 .763 2194.967 5.41 4.91 .37 2195.34 .00 .82 1.94 2.000 .000 .00 1 - - - - -I- -I- -I- -I- - - -I- -1- -I- -I- -I- I- 2.234 : .0097 .0065 .01 .76 1.15 .70 .014 .00 .00 PIPE I I I I 1 1 I 1 139.863 2194.226 .790 2195.016 5.41_ 4.68 .34 2195.36 .00 .82 1.96 2.000 .000 .00 1 - - - - -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1_ .417 .0097 .0057 .00 .79 1.07 .70 .014 .00 .00 PIPE 1 1 1 I I I I I I I I I 140.280 2194.230 .820 2195.050 5.41 4.46 .31 2195.36 .00 .82 1.97 2.000 .000 .00 1 - I- -I - - -I- -I--I- -I- : -I- -I- -I--I- I- -I- I- I FILE: 00748a5.WSW WSPGW - EDIT LISTING - Version 12.99 Date:12- 9-2002 Time: 2:29:23 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS 2.000 WSPGW WATER SURFACE PROFILE - TITLE CARD LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A-5" HYDRAULIC ANALYSIS 25 YEAR STORM WSPGW WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * U/S DATA STATION INVERT SECT W S ELEV 100.000 2181.570 1 2182.480 ELEMENT NO 2 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 134.290 2185.000 • 1 .014 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 134.290 2185.000 1 2185.000 PAGE NO PAGE NO FILE: 00748a5.WSW * * * I Invert Station I Elev L/Elem : ICh Slope 1 11E1 1 111111 1 W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A-5" HYDRAULIC ANALYSIS' 25 YEAR STORM Depth (FT) Water I Q Vel Vel Elev I (CFS) (FPS) Head *********I********* *******I******* SF Ave Energy Grd.El. HF ********* Super Elev SE Dpth ******* 100.000 2181.570 .910 2182.480 - .00 - 1 1.76 1.27 .022182.50 - - -1 I- - -I- - .304 .1000 0004 .00 .91 I I I 100.304 2181.601 .877 2182.478 1.76 1.33 .03 2182.51 .00 l - - -I- - - -1- - .284 .1000 .0005 .00 .88 1 I I 100.588 2181.629 .846 2182.475 1.76 1.39 .03: 2182.51 .00 - I-1 -I- _ -I- - - -1- .103 .1000 .0005 .00 .85 I 100.692 2181.639 .816 2162.455 1.76 1.46 .03 2182.49 .00 -I- -I- - -I- -I- -I- -I- - HYDRAULIC JUMP 1 I I I I 100.692 2181.639 .225 2181.864 1.76 9.06 1.27 2183.14 -I- I I -I- -I_ 12.415, .1000 .0945 1.17 I I I I 113.106 2182.880 .229 2183 109 1.76 8.81 1.21 2184.31 - I- -I- - - -I- -I- -I-. -I- -I- 6.790 .1000 .0849 .58 I 1 1 1 I 1 119.896 2183.560 .236 2183.796 1.76 8.40 1.10 2184.89 - I- -I- -I- 3.528 .1000 .0741 .26 I I I I I I 123.424 2183.912 .244 2184.156 1.76 8.01 1.00 2185.15 .00 - I- ` -I- - - -I- -I- -I- _I- 2.333 .1000 .0646 .15 1 I I 1 125.758 2184.146 .252 2184.398 1.76 7.64 .91 2185.30 111111 EN 11111 PAGE Date:12- 9-2002 Time: 2:29:27 CriticallFlow Top Height/. Depth 1 Width Dia.-FT Froude NlNorm Dp - "N" ********I******** ******* .46 1.99 2.000 .27 .22 - .014 2.000 -1- Base Wt1 INo Wth or I.D.I ZL 'IPrs/Pip _I_ -1 X-Falll ZR 'Type Ch *******I***** I*******-. I I .000 .00 1 .29 .22 .014 1 .46 1.98 2.000 -I- -1- .31 .22 .014 1 I 1 .46 1.97 2.000 - -I- -I- -I- .00 -I .46 .23 4.07 1 .00 .46 -I- -1- .23 3.92 .00 .24 .241 1 .00 I- - -1- -I -I- -I- -I- -I -I- _I- 1.683 1000 - .0565 10 25 .00 .00 PIPE .000 .00 1 1- .00 .00 PIPE` .000 : .00 1 1- .00 .00 PIPE I I .000 .00 1 I 2.000 .000 -I- -1- -1- .014 .00 I I I 1.27 2.000 .000 .00 I 1 2.000` -1- .014 1 2.000 1 - .014 1 2.000. -1- .22 -.014 1.29 .22 1.31 000 .001_ 000 _1 .00 .00 1 1- .00 PIPE 00. 1 . 1_ 00 PIPE .00 1 . I- 00 PIPE 00 1 00 'PIPE 1 !- PIPE .000 .00 -I- .014 .00. .00 FILE: 00748a5.WSW M 1 1 O r M M r- W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A-5" HYDRAULIC ANALYSIS 25 YEAR STORM 1 Invert I Depth Water I Q Vel Vel Station I Elev I (FT) Elev I (CFS) (FPS) Head I- I- - - L/Elem ICh Slope 1 SF Ave *********I*********I******** *********I********* *******I******* I I I 127.441 2184.314 .261 =I- -I 1.317 .1000 I 128.758 2184.446 -1- 1.035- ', .1000 1 I 129.793 2184.550 -I- I- .830 .1000 I I 130.623 2184.633 - I- -I .703 .1000 I I 131.325 2184.703 - I- -I- .576 .1000 I I 131.901 2184.760 - I -I- .473 .1000 I. I 132.374 2184.808 - I -I- -412 .1000 I 1 132.787 2184.849 _I- _I_ .339 .1000 133.125 2184.883 -I .275 .1000 .269 .278 21 84 :575 2184_715 _1 _ 2184.828 - -I- 1 .288 2184.921 - -I- 1.76 1.76 1.76 7.28 - -I- Energy Grd.E1. HF ********* Super Elev SE Dpth ******* .82 2185.40 .0493 .06 6.94 .75-2165.46 , -I- .0430 .04 6.62 .68 2185.51 - I- -I- .0375 .03 1.76 6.31 _ .297 2185.000 1.76 - -I- -I- I .307 2185.068 1.76 - -I- -I- I .318 2185.126 1.76 -I- -I- I I I .328 2185.177 1.76 -I_ -I- -I- 6.02 _I_ 5.74 - 1- 5.47 _I_ .62 2185.54 .0328 .02 .00 PAGE Date:12- 9-2002 Time: 2:29:27 CriticallFlow ToplHeight/ Depth I Width IDia.-FT Froude NlNorm Dp I "N". ********I********I -I- .26 .00 .00 -I- .28 .00 .29 .56 2185.56 .00 717 .0286 .02 .30 .51 .0250 .46 .0218 5.22 .42 .0191 I I I .339 2185.222 1.76 4.97 -I- I -I- -I-- .38 .0166 2185.58 .00 -I- -I- -I- .01 .31 2.19 I 2185.59 .00 .46 - _I_ _I _I_ .01 .32 2.06 2185.60 .00 .46 -I -I- .01 .33 1.93 I 2185.61 .00 .46 - -I- -I- -I- .00 .34 1.81 .46 1.35 - I- 3.03 ' .22 .46 1.36 2.84 .22 .46 1.38 2.66 .22 .46 1.40 2.50 I .22 .46 1.42 - I- 2.34 .46 1.44 .22 1.46 22 1.48 .22 1.50 .22 Base Wt or S.D. X-Fall ******* 2.000 014 2.000 I- -1- .014 I I 2.000 - I- -1- .014 I 2.000 _I_ -1- .014 I I 2.000 - I- -1- .014 I I 2.000 _I_ -1- .014 I I 2.000 014 I I 2.000 .014 I I 2.000 _I -1- .014 .000 .00 .000 .00 .000 .00 .000 2 ******** (No Wth ZL IPrs/Pip - -I ZR 'Type Ch ***** I******* .00 1 .00 PIPE 00 .00 .00 .00 .000 .00 -I- .00 .00 is .000 .00' .00- 1 00 I .000 .00 - I- .00 - .00 I .000 .00 - I- .00 I .000 _I_ .00 .00 FILE: 00748a5.WSW W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A-5" HYDRAULIC ANALYSIS 25 YEAR STORM • **************•****************•••*•***************•********************************************************************** ******** Station L/Elem 133.400 .231 133.631 .193 133.824 .160 133.984 .109 134.093 .095 134.188 .062 134.250 .031 134.281 .009 134.290 Invert I Depth Water Elev I (FT). Elev Ch Slope I 2184.911 .351 2185.262 .1000 2184.934 .1000 I I I 2184.953 .375 2185.328 1.76 4.31 -I- -I -I- -1- -I- - .1000 I I I 2184.969 .387 2185.356 1.76 4.11 .26 - -I- -I- -I- -I- -I- - .1000 .0097 I I I I 2184.980 .401 2185.381 1.76 .24 -I- -I- I- -1- .1000 Q (CFS) ********* .363 2185.297 -I- -1- 1.76 Vel Vel (FPS) Head SF Ave *******I***-**** .35 .0146 I I 2184.990 .414 2185.404 .1000 2184.996 .1000 2184.999 .1000 2185.000 1.76 I .428 2185.424 1.76 - I- -I_ -I_ I I I' .443 2185.442 1.76 -1- -I- -I- I I I .460 2185.459 1.76' 3.23 - 1- -I- -I- -I 3.92 3.74 -I .32 .0127 .29 .0111 .0085 .22 .0074 3.56 .20 .0065 3.40 :18 - .0056 .16 Energy Grd.E1. HF ********* Super Elev SE Dpth ******* 2185.61 .00 2185.61 -I- .00 2185.62 .00 2185.62 -I-. I 2185.62 -1- .00 .00 2185.62 -I- 00 2185.62 .00 I 2185.62 _ -1- ,00 2185.62 CriticallFlow Top Height/ Base Wt1 Depth I Width Dia.-FT or I.D.I ZL "N" Froude NjNorm Dp I 46. 1.52 .00 _I- .35 .00 I - I- .36 .00 -I- .38 .00 .46 _I- .39 .00 _I- .40 .00 -I- .41 I .00 -I- .43 1 .00 .46 -I- .44 1 .00 - I- PAGE Date:12- 9-2002 Time: 2:29:27 2.000 -I- - - -I 1.69 .014 .00 .00 I 46 2.000 .000 .00 1 . -I- - - I- I- I-< 1.59 .014 .00 .00 PIPE I I_ I 46 1.56 2.000 .000 .00 1 I- I 1.49 .014 .00 .00 PIPE I 1 I 2.000 .000 .00 1 I_ - -I- -I-I 1.39 .014 .00 .00 PIPE I I I I .46 2.000 .000 .00 1 . -I- -I- -I- I 1.30 .014 .00 .00 PIPE I I I I, .46 2.000 .000 .00 1 -I- -I--1-I-, 1.22 .014 .00 .00 PIPE I I I' .46 2.000 .000 .00 1 -I- -I- -I- 1.14 I- .014 .00 .00 PIPE I I I I .000.00 2.000 1 i_ -I- -1- -1- 1.07 I- .014' .00 .00 PIPE I I 1 I .46 2.000 .000 .00 1 -I- -I_ -I- I_ No Wth Prs/Pip Type **** _I: .22 1.54 .22 .22 1.58 .22 1.60 .22 1.62 .22 1.64 .22 1..66 .22 1.68 X-FallI ZR .000 .00 1 P- IPE 1- 1 1 1 I 1 r 1- r FILE: 00748a6.WSW WSPGW - EDIT LISTING - Version 12.99 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD HEADING LINE NO 1 IS - HEADING LINE NO 2 IS HEADING LINE NO 3 IS - 2.000 Date:12- 9-2002 Time: 2:30: 1 PAGE 1 W S P G W PAGE NO WATER SURFACE PROFILE - TITLE CARD LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A-6" HYDRAULIC ANALYSIS: 25 YEAR STORM WSPGW WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1,IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT 100.000 2236.880 1 ELEMENT NO 2 IS A REACH * U/S DATA STATION INVERT SECT N 139.370 2240.820 1 .014 ELEMENT NO 3 IS A SYSTEM HEADWORKS * U/S DATA STATION INVERT SECT 139.370 2240.820 1 PAGE NO W S ELEV 2237.390 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 2240.820 s-- I I M- -- M r 1:1 1- 1 1- 1 FILE: 00748a6.WSW Station L/Elem ********* Invert Elev C- h Slope ********* 100.000 2236.880 1.562 101.562 8.131 109.693 5.931 .1001 2237.036 .1001 2237.850. - -1- .1001 I 115.624 2238.443 .741 2239.185 4.582 .1001 I I 120.206 2238.902 .767 2239.669 -I- _I. 3.629 .1001 123.835.-2239.265 .795 2240.060 W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE 00-748 HUNTER'S RIDGE STORM DRAIN "A-6" HYDRAULIC ANALYSIS 25 YEAR STORM Water Elev .690 2237.726 .715 2238.565 -I- -I- 2.952 .1001 I I 126.787 2239.561 _I_ -1 - 2.438 .1001 1 129.225 2239.804 - I- -I- 2.019 .1001 1 I 131.243 2240.007 - 1 -I- 1.693 .1001 .0298 -I- Q (CFS) 14.22 Vel Vel (FPS) Head SF Ave PROFILE LISTING Energy I Super Grd.E1.I Elev HF ISE Dpth *********I******* I 14.89 14.77 - _I- 14.08 -I- 3.44 .0703 3.39 .0653 3.08 .0572 14.22 13.43 2.80 .0502 I 14.22 12.80 - _I- -I_ 14.22 -1- 1 I .824 2240.385 14.22 - I- I I- I I I 11.64 -I 2.10 .0339 .854 2240.658 14.22 11.10 1.91 -I- -I- -I- -I- I I I .686 2240.893 14.22 10.58 1.74 2242.63 - I -I- -I- -I- - --I .0262 .04 2241.01 .11 2241.11 _I_ .53 2241.65 .34 2241.98 .23 ( 2242.21 .16 I 2242.37 .11 I 2242.49 .08 2242.57 -I_ .06 I Date:12- 9-2002 Time: CriticallFlow Top Height/ Base Wt Depth 1 Width Dia.-FT or I.D. Froude NiNorm Dp ********I******** I 1.36 1.90 "N" ******* 2.000 X-Fall ******* 3.70 .63 .014 1.36 1.90 2.000 -I- -I- -I- .69 3.66 .63 .014 1 I I I .00 1.36 1.92 2.000 _I- -I- .72- 3.42- .63 .014 I I I .00 1.36 1.93 2.000 -I _I_ -I- -I .74 3.20 .63 .014 I 1 I I .00 1.36 1.95 2.000 -I_ -I- -I _I_ .77 2.99 .63 .014 I I I .00 1.36 1.96 2.000 I- _I_ -I- .80 2.79 .63 .014 I I I I .00 1.36 1.97 2.000: _I_ -I_ -I- _I .82 2.60 .63 .014 I I 1 I .00 1.36 1.98 2.000 --I- -I- -I- . -I-. .85 2:43` .63 -.014 I I I I .00 1.36 1.99 2.000 -I- 71- _- _I- .89 2.27 .63 :014 ZL ZR ***** 2:30: 6 ******* No Wth Prs/Pip Type Ch ******* .000 .00 1 .00 .00 P- IPE I .000 .00 1 -I- 1- .00 .00 PIPE I .000 .00 1 -I- I- .00 .00 PIPE I I .000 .00 1 .00 .00 PIPE I I .000 .00 1 _I_ I_ .00 .00 PIPE .000 .00 1 1- I- .00 .00 PIPE I I .000 .00 1 -I_ 1- .00 .00 PIPE I .000 .00 1 -I- I- .00 .00 PIPE I I .000 :00 1 -I- 1- .00- .00 PIPE M I M- 1 MIS I r 111111 I 1 O M INN FILE: 00748a6.WSW W S P G W CIVILDESIGN Version 12.99 PAGE 2 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING Date:12- 9-2002 Time: 2:30: 6 00-748 HUNTER'S RIDGE STORM DRAIN "A-6" HYDRAULIC ANALYSIS 25 YEAR STORM I Invert I- Depth I Water 1 Q 1 Vel :Vel I Energy I Super:ICriticaliFlow ToplHeight/ Base Wt.' No Wth ` Station I Elev I (FT) I Elev I (CFS) I (FPS): Head I.. Grd.E1.I Elev l Depth I Width IDia.-FT or I.D:I ZL Prs/Pip' I_ -I- -I_ -I- I- -I- -I- -I- _I_ -I- -I- - - I ' L/Elem ,ICh Slope I I I I SF Ave' HF ISE DpthlFroude NINorm Dp I "N" ' X-Fall ZR: Type Ch *******.. I I .I I I I I H I I, 132.936 2240.176 .919 2241.095 14.22 -10.09 1.58 2242.68 .00 1.36 1.99 2.000 -.000.00 1 0 -I--, ---I- -I- -I- -I- I- I- : -I- -I- -I-[ -I- - -I-' 1- 1.424. -.1001 .0230 .03 .92 2.11 - .63 .014 .00 `.00 :PIPE I :, I I I I I 1 I I 1 I I- 134.360 2240.319 ..953i 2241.272 14.22 9.62 1.44 2242.71 .00 1.36 2.00 2.000 .000 -.00 :--1 0 - I- -I- I I -I- _I- -I- , -I- -1- -I 7 -I- -I- -I- -I 1.186 .1001 .0203 .02 .95 1.97 - .63 .014 :00 .00 PIPE I- 135.545 2240.437 .989 2241.426 14.22 9.17 1.31 2242.73 ` :00 : 1.36 2.00 -2.000 :000 " .00 1 . _I_0 ; -I -I- _I_ -I- _I -I- _1_ _I_ _I_ _I- -I- I 1- .982 .1001 .0178 .02 .99 1.84 .63 .014 .00 .00 PIPE I I I I 136'.527 2240.536 1.027 2241.563 14.22 : <8.75 1.19 2242.75 .00 1.36 2.00 2.000 .000 . .00 1 0 - I- -I- -I- -I-= -1 - - I_ _I_ `I- -I- -I- I _I- .---r- I- .806 .1001 .0157 -.01 1.03 1.71 :63 .014 .00 :00 PIPE I I I I I I 137.333 2240.616 1.067 2241.683 14.22 8.34> 1.08 2242.76 .00 1'.36 2.00 2.000 .000 .00 1 0 - I--I- -I- -I- -I- -I- -17 -I- -1- 717 _I- _I_ 717 I- .651 .1001 .0139 .01 1.07 1.59 .63 .014 .00 .00 PIPE I I I I I I I I I I I II 137.984 2240.681 1.109 2241.791 14.22 7.95 .98 2242.77- .00 1.36 1.99 2.000 000- .00 1 0 _I -I- -I- -I_ -I- _I_ -I -I- -I- -I- -I - I_ -i-- I- :.515 .1001 .0122 :01 1.11 1.48 .63" r.014 .00- -.00 PIPE I I I I I I I 138.499 2240.733 1.153 2241.886 14.22 7.58 .89 2242.78 .00 1.36 - 1.98`. 2.000 .000 .'.00 1 0 - I -I- --I. - -I- _I- -I- -I- -I- -I- -1- -I- I- -I- I' :393 .1001 .0108 .00 1.15 ` 1.37 .63 -.014 .00 :00 PIPE. I I I I I I I I I I I I 138.892 2240.772 1.199 2241.971 14.22 7.23 81 -2242:78 .00 1-.36 1.96: 2.000 .000 .00 1 0 - I- I_ -I- -I- -I- -I- -I- -` . -I- -I- I- -I- _I_, -I- I- -.273 '.1001 .0096 .00 1.20 1.27 .63 -.014 -.00 .00 PIPE I . I I I I I I II H I I I I 139.166 2240.800 1.248 2242.048 - 14.22 6.89 .74 2242.78 .00 1.36 1.94. 2.000 .000 .00 1 0 _I_ -I_ -I . -I- I- -I- -I- -I- :-i-: I; ,_I- -I- I- I 153 .1001 .0085 .00 1.25 1.18 63' .014 .00 00 PIPE 11111 1 - 1 1 M- 1 11111 i 1 r _. - - S N S FILE: 00748a6.WSW W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A-6" HYDRAULIC ANALYSIS 25 YEAR STORM ****************************************************************.******•*******•****************************************** ********_ Invert I Depth Water Q Vel Vel Energy Super CriticallFlow.ToplHeight/ Base Wt INo Wth Station I Elev I (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth I Width IDia.-FT or I.D. ZL IPrs/Pip -I- -I- - - - - -I- - - - - -I- -I - - -I L/Elem ICh Slope I SF Ave HF SE Dpth Froude NINorm Dp I "N" X-Fall ZR IType Ch *********I*********I******** ********* ********* *******I******* ********* ******* ********I********I******* ******* ***** I******* I I: 139.319 2240.815 1.301 2242.116 14.22 -I- .051 .1001 -139.370 2240.820 .67 2242.79 .0075 .00 .61 2242.79 .00 1.30 .00 Date:12- 9-2002 Time: 2:30: 6 I 1.36 1.91 2.000 .000- .00 1 -I- -I- -I- I- I 1.09 .63 .014 .00 .00 PIPE I I 1.36 1.87 2.000 .000 .00 1 -I- I_ -I- I-; N 1 1- 1! N S. 1 N 1 r -; 1 1 1 FILE: 00748a7.WSW CARD SECT CHN NO OF AVE PIER CODE NO TYPE PIER/PIP WIDTH CD HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 WSPGW G W - EDIT LISTING - Version 12.99 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) DIAMETER WIDTH DROP 2.000 W SPGW WATER SURFACE PROFILE — TITLE CARD LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A-7" HYDRAULIC ANALYSIS 25 YEAR STORM W SPGW WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT 100.000 2142.180 1 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION. INVERT SECT N " 134.820 2145.260 1 .014 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 134.820 2145.260 1 Y(5) Date:12- 9-2002 Time: 2:32:30 PAGE 1 Y(6) Y(7) Y(8) Y(9)- Y(10) PAGE NO PAGE NO W S ELEV 2143.010 RADIUS. ANGLE ANG PT MAN H .000..000 .000 0 W S ELEV ;2145.260 FILE: 00748a7.WSW Invert Elev Ch Slope ********* 2142.181 .0885 2142.669 - -I- .0885 112.441 2143.281 I- I- .740 .0885 I I .181 2143.700 - I -I .503 .0885 I I .684 2144.010 -I- -I- .713 .0885 I I .397 2144.250 - I _I .182 .0885 I .579 2144.443 -I- _I- .773 .0885 I I .352 2144.600 _I_ _I 1.458 .0885 f 128.810 2144.729 1.224 .0885 * ******** w -- 1 M W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A-7" HYDRAULIC ANALYSIS ' 25 YEAR STORM Depth I Water Q Vel Vel (FT) I Elev (CFS) (FPS) Head - -I- - - - I I .454 2142.635 6.39 -I_ -I- I .462 2143.131 6.39 11.63 - I- -I - - -I- SF Ave Energy Grd.El. HF ********* 11.93 2.21- 2144.84 - -I- -I- .0699 .39 2.10 2145.23 .0632 .44 I I I .478 2143.759 6.39 11.09 1.91 2145.67 -I- -I- -I- -I- I - .b552 .26 I I 1 I .494 2144.195 6.39 10.57 1.73 2145.93 -I- -I- -I- -I- .0483 .17 .511 2144.521 6.39 10.08 1.58 2146.10 - I- -I- -I- _I- I -I I .529 2144.779 6.39 - I- -I- 1 .547 2144.990 6.39 - I- --I- -I- .0423 .11 I 9.61 1.43 2146.21 -I- -I- -I- .0370 .08 I I 1.30 2146.29 - I- -I- .0323 -.06 I I 1.18 2146.35 - I- -I- .0283 .04 I 1 1.08 2146.39 -I- -I- .0248 - .03 Ern N r N w Date:12- 9-2002 Time: 2:32:34 Super CriticallFlow ToplHeight/ Elev Depth I Width IDia.-FT S- E Dpth Froude NlNorm Dp I "N" ******* ********I********I******* I I .00 .90 1.68 2.000 - _I- -I- .45 3.72 .43 .014 I I I .00 .90 1.69 2.000 -I- -I- _I_ - .46 3.59 .43 .014 I I .00 .90 1.71 2.000 .48 3.36 .43 .014 I I I .00 .90 1.73 2.000 -I- -I- -I- -I- -.49 3.15 .43 .014 I I .00 .90 1.74 -2.000 -I- I- -I- -I- .51 2.95 .43 .014 I I .I .00 .90 1.76 = 2.000 I I -I- .53 2.76 .43 .014 I .00 .90 1.78 2.000 _I - -I- --. 71.7 -I- .55 2.58 .43 .014 I I 1 -.00 .90 :1.80 2.000 -I--- -I -I- .57 2.42 .43 - .014 I I I I .00- .90 1.82 2.000 -I- -I- -I -I- .59 2.26 .43 .014 ********** Base Wt INo Wth or I.D. ZL IPrs/Pip X-Fall - ZR 'Type Ch ******* ***** I******* .000 .00 1 .00 .00 PIPE .000 .00 1 .00 -.00 PIPE I .000. .00 1 I .00 .00 PIPE I .000 .00 1 _I_ _ I_ .00 .00 PIPE I .000 .00 1 .00. .00 PIPE I I .000 1- .00 .00 PIPE .000 - 1- .00 .00 PIPE .000 - .00 1 .00 .00 PIPE .000 .00 1 .00 - -:.00 PIPE FILE: 00748a7.WSW W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A-7" HYDRAULIC ANALYSIS 25 YEAR STORM Invert Depth Water Station I Elev (FT) Elev L/Elem ICh Slope I 130.033 2144.837 .606 2145.443 I_ 1.019 .0885 I I 131.052 2144.927 .627 2145.554 _l- _I_ .848 .0885 I I 131.900 2145.002 .704 -- .0885 I I 132.604 2145.064. - I- -l- .580 .0885 I l 133.184 2145.115 - I -I- .473 .0885 l I 133.658 2145.157 _I_ _l- .379 .0885 .649 2145.651 .696 2145.812 134.036 2145.191 .747 2145.938 - I -1- -I- -1- .296 .0885 I 1 1 134.332 2145.217 .774 2145.991 - l- -1- -1- -l- .221 .0885 I I I 134.553 2145.236 .802 2146.038 -I_ -1 -I -I- .155 .0885 Q Vel Vel Energy (CFS) (FPS) Head Grd.E1. ********* 6.39 6.39- -1 1 6.39 -I -I -1- -I- .0112 .00 1 6.39 5.97 .55 2146.49 -I -1- -1- -1- .0098 .00 SF Ave *******I******* HF ********* .98 2146.42 .0217 .02, I .892146.44 .00 _ I_ .0190 .02 .63 l I 7.22 .81 2146.46 .00 -l- -I -I- Super Elev SE Dpth ******* CriticallFlow Top Depth I Width Froude NlNorm Dp 1 .90 1.84 2.000. -l- - - - 2.12 .43 .014. I l .90 1.86. 2.000 - -1 -I- -I- 1.98 .43 .014 I - I_ .0166 : .01 .65 I l .74 2146.47 .00 .00 .61 l _I_ _I_ .0146 .01 .67 l l I .67 2146.48 .00 .90 - 1- -1- _I_ -1- .0128 _ .01 .70 1.62 l I .00 .90 - l- -l- .72 1.51 .00 .90 _I_ _I- .75 1.41 I 1 I I .50 2146.49 .00 .90 - I-: -1- -I- -I- 0086 .00 .77 1.32 I I I I .46 2146.50 .00 - I- l- -I- -1- .0076 .00 .80 Height/ Dia.-FT ******* I 1 I 2.000 1 I .61 2146.49. 1.73 1.87 _I_ _I_ .43 .014 I I 2.000 -I_ -1- 1.89 .43 1.91 .43 1.92 .43 1.93 .43 1.95 .43 1.96 .014 I l Base Wt or I.D. PAGE 2 Date:12- 9-2002 Time: 2:32:34 ******** No Wth ZL Prs/Pip X-Fall ZR Type Ch ******* ***** ******* .000 - .00 .00 .00 1 P- IPE .000 .00 1 _I .00 .00 PIPE l .000 .00 1 _I_ .00 .00 I .000 .00 •1 _I_ .00 .00 PIPE I l 2.000 .000 - I- -I- -I- .014 .00 I I I 2.000 .000 _I_ -I- -1- .014 .00 I I l 2.000 .000. - l- -1--1- .014 .00 I 2.000 .000 _I_ -1- 1_ .014 .00 .00 l I I 2.000 .000 .00 .014 .00 .00 P- IPE 1 PIPE 1 PIPE l 1 (- PIPE .00 1 . PIPE 1 I PIPE N - r .N ■IMI =I�■ �■ FILE: 00748a7.WSW W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "A-7" HYDRAULIC ANALYSIS 25 YEAR STORM Station L/Elem ********* 134.708 .083 134.791 .029 Invert I Depth Elev I (FT) Ch Slope I *********I******** 2145.250 .831 .0885 2145.257 .0885 134.820 2145.260 Water Elev 2146-.081 Vel Vel (FPS) Head SF Ave *******I******* 5.17 .42 -I - .0066 Energy Grd.E1. HF ********* 2146.50 .00 .38 2146.50 .0058 .00 .34 2146.50 Super Elev SE Dpth .00 .83 .00 .86 .00 PAGE Date:12- 9-2002 Time: 2:32:34 CriticallFlow Top Depth I Width Froude NlNorm Dp ********I******** Height/Base Wt Dia.-FTIor I.D. "N" I X-Fall I******* 1.97 2.000 .000 .014 .00 3 INo Wth ZL IPrs/Pip ZR 'Type Ch ***** I******* .00 1 I_ .00 PIPE .000 .00 1 .00 .00 PIPE I I .000 .00 1 I I- HYDROLOGY and HYDRAULIC STUDY HUNTER'S RIDGE PHASE III, TRACT NO. 16184 Appendix F Hydraulic Calculation of 25-year storm event For Storm Drain 'C' 0748DRAINAGE.doc r r r it -- rr r r- r- r rr r r FILE: 00748c.WSW CARD CODE CD SECT CHN NO OF AVE PIER WSPGW EDIT LISTING- Version 12.99 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP HEADING LINE NO 1 IS - HEADING LINE NO 2 IS HEADING LINE NO 3 IS 2.000 W SPGW WATER SURFACE PROFILE - TITLE CARD LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "C" HYDRAULIC ANALYSIS 25 YEAR STORM EVENT W SPGW WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * U/S DATA STATION INVERT SECT 1000.000 1962.310 1 ELEMENT NO, 2 IS A REACH * * * U/S DATA STATION INVERT SECT N 1055.030 1964.510 1 .014 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N .1088.500 1965.350 1 .014 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1088.500 1965.350 1 Date:12- 9-2002 Time:12:59:12 PAGE 1 Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) PAGE NO PAGE NO W S ELEV 1963.310 RADIUS -ANGLE ANG PT MAN H 90.001 -35.033 .000 0 RADIUS ANGLE --ANG PT MAN H 275.016 6.973 .000 0 W S ELEV 1965.350 1 - - 11111 1 Ili 1 s 1 - N 1 s• w■ alp . 11111 111111 FILE: 00748c.WSW W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "C" HYDRAULIC ANALYSIS 25 YEAR STORM EVENT **********************************.**************************************************************************************** ******** 1 Invert I Depth Station I Elev I (FT) _I- -1- L/Elem ICh Slope I *********I*********I******** I I 1000.000 1962.310 20.418 .0400 1020.418 1963.126 -I- 15.033 .0400 1 1035.452 1963.727 .699 -I- _I_ 9.028 .0400 I I 1044.480 1964.088 .723 _I_ 6.117 .0400 I 1050.596 1964.333 .749 -1- 4.434 .0400 1055.030 1964.510 .777 -I- -1 5.930 .0251 1 1060.960 1964.659 9.041 .0251 I I 1070.001 1964.886 -I- -I- 5.978 .0251 I I 1075.979 1965.036 -I- -I- 4.208, .0251 .660 1962.970 .675 1963.801 .789 1 No Wth 1Prs/Pip - - - -1- -1- - - - - - -1- -I SF Ave' HF SE Dpth Froude N1Norm Dp "N" X-Fa11I ZR 'Type Ch ********* ********* *******I*******I********* ******* ********I******** ******* *******I***** I******* 1 2.000 .000 -.00 : 1 .014 .00 .00 PIPE Water Q Vel Vel I Energy Super CriticallFlow Top Height/ Base Wt(` Elev (CFS) (FPS) Head 1 :Grd.El. Elev Depth I Width Dia.-FT or I.D.I ZL -I- I 1964.811 -1- 1965.082 - -1 1965 287 -1 1 1965.448 .818 1965.704 .848 1965.884 I 9.50 10.51 1.72 1964.69 _I - .0355 .72 1 9.50 < 10.19 1.61 1965.41 - - -I- -I -1- .0318 .48 2.56 1 I I I I I 1964.426 9.50 9.71 1.46 1965.89 .06 1.10 2.000 - - -I- -I -I- -I- -I- -I- - .0279 .25 .76 2.39 .65 .014 1 I 1 I 1 9.50 9.26 1.33 1966.14 .06 1.10 2.000 - - -I- -I- -I- -I- -I- -I-_ .0244 .15 .78 2.23 .014 I I I I I 9.50 8.83 1.21 1966.29 .05 1.10 : 2.000 -I- -I- -I- -I- -I- -I- -I- .0214 .10 .80 2.09 .014 I I I I I I 9.50 8.42 1.10 1966.39 .02 1.10 1.95 2.000 -I- -I- -I- -I- -I- 1- -I- - .0195 .12 .79 1.95 .73 .014 I I I I I 9.50 8.24 1.05 1966.50 .01 1.10 1.96 2.000 -1- -1- -I- I -1- -I- -I- - .0177 .16 .80 1.89 73 .014 I 1 1 I I 9.50 7.85 .96 1966.66 .01 1.10 1.97- 2.000 -I- -1- 1 -1 -1- I -I- - .0156 .09 .83 1.76 - .73 .014. I I I 1 I I I 9.50 7.49 .87 1966.75 .01 1.10 1.98 2.000 -1- -I- -I- I- -I- I- -I- - .0137 06 .86 : 1.65 '` .73 .014 PAGE Date:12- 9-2002 Time:12:59:17 .07 -1- .73 .07 1.10 _1_ .74 1.10 1.88 -I 2.67 1.89 .65 1.91 1.92 .65 1.94 .65 2.000 .014 .000 .00 1 -I 1- .00 .00 PIPE .000 _I_ .00 .000 - -I- 1 .00 .00 PIPE I .000 .00 - -I 1- .00 00 PIPE 1 1 .000 00 1 - _1_' 1- .00 .00 PIPE .000 .00 1 - _I_ 1- .00. _.00 PIPE .000 .00 1 -I 1- .00 .00 PIPE 1 1 .000 .00 1 - -1- 1 00 .00 PIPE 1111111 i 1 ' - I M - - - - 1 r - - - ! FILE: 00748c.WSW ***************** W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "C" HYDRAULIC ANALYSIS 1 Invert 1 Depth Station 1 Elev 1 (FT) L/Elem - ICh Slope 1 *********I*********I******** 1 1 1080.187 1965.141 .879 -1- -1 - 974 .0251 1 161 1965.216 .912 -I- -1 - 159 .0251 1085.320 1965.270 .946 2 1083 2 - 1 -1- 1.483 .0251 1 1086.803 1965.307- 1.007 .0251 25 YEAR STORM EVENT Water Elev ********* 1966.021 Q (CFS) ********* 1966.128 1966.216 • _1_ 9.50 9.50 Vel Vel (FPS) Head SF Ave *******I******* Energy Grd.El. HF ********* 7.14 .79 1966.81 0120 .04 .72 1966.85 .0106 .02 6.81 9.501 6.49 .982 1966.289 9.50 6.19 - 1- -1- 1087.811 1965.333 1.019 1966.352 -I- -1_ -I- .510 .0251 I,I 1088.321 1965.345. 1.059 1966.405 _1_ -I- -1- .179 .0251 1088.500 1965.350 9.50 9.50 - 1- 1.101 1966.451 9.50 -1- -I 5.90 5.63 5.36 Date:12- 9-2002 Time:12:59:17 Super ICriticaliFlow Top Elev 1 Depth 1 Width - -I . -1- - SE DpthlFroude NiNorm Dp *******I********I******** 1 01 ' 1.10 .89 -1:54 -I .01 ; 1.10 .92 1.43 .65 1966.87 .01 1.10 .0093 .01 .96 1.34 i - 1 .59 1966.88 .01 1.10 -1_ .0082 .01 .99 1.24 I 1 .54 1966.89 .01 1.10 _1_ _I- .0072 .00 1.03 1 .49 1966.90 .01 -1--I- -1- .0063 .00 1.07 1.16 1. 1.08 .45 1966.90 .01: 1.10 -I- -I- -I- Height/ Base WtI INo Wth Dia.-FT or I.D.I ZL IPrs/Pip -1 -1 "N" X-Falll ZR 'Type Ch *•****** *******I***** I******* 1.99 2.000 .73 .014 1.99 2.000 .73 .014 2.00 2.000 -I- -I- .000 -1 .00 .000 .00I 1 .000 00 1 . 1 00 PIPE 00 1 C 00 ` PIPE .00 1 .73 .014 .00 .00 PIPE 1 1 1 2.00 2.000 .000 '.00 1 -I- -I- _1_ 1- .73 .014 .00 .00 PIPE 1 I 1 2.00 2.000 .000 .00 1 �' -1- -I- -I- 1 .73 .014 .00 .00"PIPE 1 1 10 2.00 2.000 .000 .00 1 -I- -I- -I- _1_ 1_ .73 .014 .00 .00 PIPE 1 1 1 1.99 2.000 .000 .00 1 -I- _I_ -I- _ HYDROLOGY and HYDRAULIC STUDY HUNTER'S RIDGE PHASE III, TRACT NO. 16184 Appendix G Hydraulic Calculation for Storm Drain "C" Laterals 0748DRAINAGE.doc INN 1 s M-- 1 r M- 1 S 1- 1--- S FILE: 00748C1.WSW CARD SECT CHN NO OF AVE PIER WSPGW - EDIT LISTING - Version 12.99 Date:12- 9-2002 Time: 1:24:34 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) -Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD HEADING LINE NO 1 IS - - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - 2.000 WATER SURFACE PROFILE - WSPGW TITLE CARD LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "C-1" HYDRAULIC ANALYSIS 25 YEAR STORM WSPGW WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 100.000 1965.550 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 125.370 1966.250 1 .014 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 125.370 1966.250 1 * PAGE NO PAGE NO 2 W S ELEV 1966.450 RADIUS ANGLE. ANG PT MAN H .000 .000 :000 0 W S ELEV 1966.250 MINI 11111 1 - 1 111111 1:11111 M FILE: 00748C1.WSW W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "C-1" HYDRAULIC ANALYSIS 25 YEAR STORM Invert Station Elev, L/Elem Ch Slope ********* ********* 100.000 1965.550 2.335 .0276 102.335 1965.615 7.630 .0276 109.965 1965.825 4.626 .0276 114.591 1965.953 3.209 .0276 117.800 1966.041 2.284 .0276 120.085 1966.104 1.725 .0276 I I 121.810 1966.152 .551 1966.703 -I-I- -1- - 1.265 .0276 I 123.075 1966.187 .570 1966.757 -I- -I- .913 .0276 I 123.988 1966.212 .590 1966.802 I_ I_ _ .633 .0276 Depth (FT) Water Q Vel Vel Elev (CFS) (FPS) Head .462 1966.012 .465 1966.080 .481 1966.306 .498 1966.451 .515 1966.556 I .533 1966.637 SF Ave Energy 1 Super Grd.E1.I Elev HF ISE Dpth ********+I******* 3.76 .73 1966.74 -I- -I- 0230 .05 I 1 3.76 .71 1966.79 - - -1 -I 0212 .16 I I 3.76 6.45 .65 1966.95 -I- -I- 0186 .09 I 3.76 6.15 .59 1967.04 _I_ _I_ _I_ .0162 .05 I; 5.87 .53 1967.09 -1- -I- -1- .0142 .03 3.76 5.59 .49 1967.12 - -I -I -I- .0124 .02 3.76 -I- 6.77 -1- 3.76 5.33 .44 1967.14 - I I- -I- .0109 .01 3.76 5.09 .40 1967.16 _ _ -I- _1 _ _I_ .0095 01 I I 3.76 4.85 .37 1967.17 - - -I- -I -1- .0083 .01 .00 Critical Depth Froude N +++++++* .68 _I- .46 .00 .68 .47 2.08 2.11 Flow Top Width Norm Dp ++++++++ .00 I .68 _I_ - .48 1.95 I: I .00 .68 -► -I- .50 1.82 .00 .68 -I- .52 1.71 I I .00. .68 -I_ -I_ .53 1.60 .00 .68 Date:12- 9-2002 Time: 1:24:40. Height/IHase Wt Dia.-FTIor Z.D. "N" 1 X-Fall ++*+*++I*+++*++ Imo Wth ZL IPrs/Pip ZR !Type Ch ***** 1******* 1.69 2.000 .000 .00 1 I .44 .014 .00 .00 PIPE I 1.69 2.000 .000 .00 1 .44 .014 .00 00 PIPE 1.71 2.000 .000 1 -I- -I- -I- .00 1- .014 .00 .00 PIPE I I I I 2.000 .000 .00 1 -I -I- I- I- .014 .00 .00 PIPE I I I I 1.75 2.000 .000 .00 1 -I- _I-. -I- 1- .44 .014 .00 .00 PIPE I 1.77 2.000 .000 .00 1 .44 1.73 .44 -I_ _I_ _I- I- .44 .014 .00 .00 PIPE I I I I 2.000 .000 .00 1 -I- -I- : -I i 44 .014 .00 .00 PIPE I I I 81 2.000 .000 .00 1 -I -1--I- I- 44 .014 .00 .00 PIPE 1.79 .55 1.50 I I .00 .68 1 .57 1.40 .00 .68 1.82 -I- -I .59 1.31 .44 2.000 .000 .00 1 .014 .00 .00 PIPE 6.84 FILE: 00748C1.WSW W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "C-1" HYDRAULIC ANALYSIS 25 YEAR STORM ******************************************************************************************************************** Date:12- 9-2002 Time: 1:24:40 Station L/Elem ********* 124.620 .452 125.072 Invert 1 Depth Elev I (FT) Ch Slope 1 ******** 1 1966.229 .0276 1966.242 .256 .0276 125.328 1966.249 .042 .0276 125.370 1966.250 -1- -1- Water Elev ********* .611 1966.840 .632 1966.874 .654 1966.903 .679 1966.929 4 (CFS) ********* 3.76 3.76 Vel Vel (FPS) Head SF Ave *******I******* 4.62 3.76 -1- 3.76 4.00 - -I- -1- .33 .0073 .30 .0064 4.20 .27 .0056 .25 ** Energy 1 Super CriticallFlow Top Grd.E1.I Elev Depth 1 Width HF ISE Dpth Froude NjNorm Dp *******I******* ********I******** 1 1967.17 .00 .00 .61 1967.18 .00 .00 .63 1967.18 .00 - -1- .00 .65 1 1967.18 .00 1 Height/ Dia.-FT uNn ******* Base Wt or I.D. X-Fall ******* ZL ZR ***** ******* No Wth Prs/Pip Type Ch ******* :68 1.84 2.000 .000 .00 1 1.23 .44 .014 .00 .00 PIPE .68 1.86 2.000 .000 .00 1_ -1- -1- - - _ 1.15 .44 .014 .00 .00 PIPE 1 1 1 1 .68 1.88 2.000 .000 .00 1 1- -1- _1- - - 1 1.07 .44 .014 .00 .00 PIPE 1 1 1 1 1.89 2.000 .000 .00 -1 - -1- 1- .68 1 FILE: 00748C2.WSW WSPGW EDIT LISTING - Version 12.99 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 4 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - 2.000 WSPGW WATER SURFACE PROFILE - TITLE CARD LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "C-2" HYDRAULIC ANALYSIS 25 YEAR STORM WSPGW WATER SURFACE PROFILE- ELEMENT CARD LISTING. ELEMENT NO 1 IS A SYSTEM OUTLET * * U/S DATA STATION INVERT SECT W S ELEV 100.000 1965.550 1 1966.450 ELEMENT NO 2 IS A REACH * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 125.560 1966.730 1 .014 .000 .000 .000 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 125.560 1966.730 1 1966.730 Date:12- 9-2002 Time: 1:25:15 PAGE 1 Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) PAGE NO PAGE NO INN NMI MIN EN'INN FILE: 00748C2.WSW W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING .00-748 HUNTER'S RIDGE STORM DRAIN "C-2" HYDRAULIC ANALYSIS 25 YEAR STORM ************************************************************************************************************************** ******-** Height/.Base Wt INo Wth Dia.-FTIor I.D. ZL IPrs/Pip ZR 'Type Ch ***** I******* I Invert Station I Elev L/Elem - ICh Slope *********I********* I 100.000 1965.550 .356 .0462 I I 100.356 1965.566 .519 1966.085 5.74 - I -I- -I-; -I- 6.585 .0462 I I I I 106.940 1965.870 .537 1966.407 5.74 - I -I- I- -I- 4.566 .0462 I I I I 111.507 1966.081 .555 1966.636 _I_ -I- -I_ _I_ 3.310 .0462 I I I I 114.817 1966.234 .575 1966.809 5.74 - I- -I- -I- -I - 2.563 .0462 I 1 I I 117.380 1966.352 .595 7 5.74 -I- -I- -I1966.94 -I - 1.999 .0462 I I I I 119.378 1966.444 .616 1967.061 5.74 -I- -1- -I- -I- 1.609 .0462 1 I I I 120.988 1966.519 .637 1967.156 5.74 - I- -I- -I -I- 1.245 .0462 I I I I 122.233 1966.576 .660 1967.236 5.74 -I- -I- I- _I 1.010 .0462 ** Depth I Water (FT) I Elev I - _ *****I********* ********* Q (CFS) .519 1966.068 5.74 - I -I- - 5.74 Vel Vel (FPS) Head SF Ave *******I******* 1.22 .0343 8.86 1.22 .0321 8.45 •1.11 .0281 8.05 1.01 .0245 1967.84 I- 1- .02 I I .63 1967.86 -I- _I- 01 PAGE Date:12- 9-2002 Time: 1:25:18 Energy I Super ICriticallFlow Top Grd.E1.I Elev I Depth I Width _I- -I- -I_ - HF ISE DpthlFroude NINorm`Dp *********I*******I********I******** I I .00 .85 1.75 2.000 1967.29 .01 1967.30 .21 1967.52 - -I- -I- -I- .13 .54 2.40 I I 1967.64 .00 - I- .08 .56 I I 1967.72 .00 - I- -I- .06 .58 I 1967.78 .00 -I- -I .04 .60 I I 1967.82 .00 -I- -I- .03 .62 I .00 .85 64 1.72 I- - .52 - 2.57 .48 I I .00 .85 1.75:. 2.000 .000 - I _I _I_ -I- .52 2.57 .48: .014 .00 "N" I X-Fall *******I******* I. - I _I_ .014 .000 .00 I I .00 - .85 1.77 2.000 .000 - I- -I- .014 I I .85 1.79 2.000 -I- , -I _I 2.25 .48 .014 .00 I I I 1.81` 2:000 .000 -I- :48 .014 .00 I 2.000 .000 - I- I - .014 .00 .00 .000 .00 .85 1.86 48 1.88 2.000 -I- -I- .014 I I 2.000 -I- -I- -I- I- .66 1.61 .48 .014 .000' -I- .00 .000 -1- .00 .000I .00 I 00 .00 PIPE 00 1 .0 PIPE PIPE 1 .0 I PIPE I .00 1 .0 .00 PIPE .00 1 .0 _I- 00 PIPE I 00 - 1 .0 1- :00 PIPE .00 1 :0 I - .op PIPE I .00 1 .0 I` PIPE I' 1 .0 I - PIPE 00 .00 .00 .00 .00 .00 .=I FILE: 00748C2.WSW W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "C-2" HYDRAULIC ANALYSIS 25 YEAR STORM ********************************************************************************************************************** Station L/Elem 123.243 .789 124.031 .575 124.607 .444 125.050 .306 125.356 .159 125.515 .045 125.560 Invert Depth Water Q Elev (FT) Elev (CFS) C- h Slope ********* ******** 1966.623 .683 - -I- - .0462 1966.659 .707 - -I_ - .0462 1966.686 .733 1967.419 - _I_ .0462 I 1966.706 .759 1967.466 - -I- - - .0462 1966.721 .786 - -I - .0462 ********* 1966.728 - _I_ .0462 1966.730 • -I ********* Vel Vel I Energy (FPS) Head I Grd.E1. _ �_ _I_ - SF Ave' HF *******I*******I********* 5.74 -I- I 5.74 5.77 -1- -I- 5.74 -I- 1967.306 1967.366 1967.507 .815 1967.543 .846 1967.576 I .57 1967.87 .0111 .01 I I .52 1967.88 -I _1- .0097 .01_ I I 5.50 .47 1967.89 - I- -I- -1- .0085 .00 .43 1967.89 _I_ _I_ .0075 .00 I .39 1967.89 - I- -I .0066 .00 1 4.77 .35 1967.90 - 1- -1- -1- .0057 .00 .32 1967.90 - I- -I Super Elev SE Dpth ******* .00 .68 .00 .71 .00 .73 .00 _I_ .76 I .00 _I_ .79 .00 -I- .82 I .00 _I- CriticallFlow Top Depth I Width Froude NINorm Dp Height/ Dia.-FT "N" Base Wt or I.D. X-Fall ******* ZL ZR ***** .85 1.90 2.000 .000 .00 1.51 .48 .014 .00 .00 PIPE I .85 1.91 2.000 .000 .00. 1 .0 I -I- - - - - 1.41 •.48 .014 .00 .00 PIPE I I I I .85 1.93 2.000 .000 .00 1 - -I -1- -1- - I 1.32 .48 .014 .00 .00 PIPE I 1 1 .85 1.94 2.000 .000 .00 1 I -1- -1- -I- I_ 1.23 .48 .014 .00 .00 PIPE 1 1 1 1 .85 1.95 2.000 .000 .00 1 I- - -1- -1- _1- 1- 1.15 48 .014 .00 .00 PIPE I 1 1 .85 1.97 2.000 .000 .00 1 - I- -1- -1- -I- I- 1.07 48 .014 • .00 .00 PIPE I 1 1 1 .85 1.98 2.000 .000.00 _I- -1- 1 -I_ 1- PAGE Date:12- 9-2002 Time: 1:25:18 ******* No Wth Prs/Pip Type Ch *******. HYDROLOGY and HYDRAULIC STUDY HUNTER'S RIDGE PHASE III, TRACT NO. 16184 Appendix H Hydraulic Calculations of 25-year storm event For. Storm Drain "B" 0748DRAINAGE.doc 11111111 M -. 1 M r 11111 I E 1- s 1 M 1 1 FILE: 00748b.WSW WSPGW - EDIT LISTING - Version 12.99 Date: 1- 8-2003 Time: 8:47:20 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD CD CD CD CD CD CD CD CD CD 2 3 4 5 6 7 8 9 10 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - ELEMENT ELEMENT ELEMENT ELEMENT NO. NO 5 ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO 9 IS A REACH 8 IS A REACH IS A JUNCTION 2.500 2.500 2.500 2.500 2.500 2.500 2.000 2.000 2.000 2.000 WATER SURFACE PROFILE - 00-748 HUNTER'S RIDGE STORM DRAIN "B" HYDRAULIC ANALYSIS 25 YEAR STORM W SPGW WATER SURFACE PROFILE - ELEMENT CARD A SYSTEM OUTLET * U/S DATA STATION INVERT SECT 999.220 2296.180 1 A REACH U/S DATA STATION INVERT SECT 1004.220 2296.230 1 A REACH U/S DATA STATION INVERT SECT 1075.000 2364.020 1 * * * U/S DATA STATION INVERT SECT 1111.810 2371.340 1 * U/S DATA STATION INVERT 1116.690 2371.740 REACH U/S DATA STATION INVERT 1128.310 2371.870 REACH U/S DATA STATION INVERT 1209.900 2387.760 * U/S DATA STATION INVERT 1228.310 2395.480 * * W SPGW TITLE CARD LISTING LISTING W S ELEV 2298.180 PAGE NO PAGE NO N RADIUS ANGLE - ANG PT MAN H .014 .000 .000 .000 0 N RADIUS ANGLE ANG PT MAN H .014 .000 .000 .000 0 N - .014 * RADIUS ANGLE ANG PT MAN H -.000 .000 000. 0• SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 3 2 0 .014 3.130 .000 2371.740 .000 .000 .000 RADIUS ANGLE .000 .000 SECT 3 N RADIUS ANGLE ANG PT MAN H .014.000 .000 .000 0 SECT N RADIUS ANGLE ANG PT MAN H 3 .014 .000 .000 .000 0 SECT N RADIUS ANGLE ANG PT MAN H 3 .014 90.001 11.720 .000 0 M - 0 E I O M N 1 1 r M 1 ® O O, 0 O U/S DATA STATION INVERT SECT 1257.420 2408.900 3 ELEMENT NO 10 IS A JUNCTION * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N Q3 Q4 INVERT-3 INVERT-4PHI 3 PHI 4 1260.920 2409.170 4 0 0 .014 .000 .000 .000 .000 .000 .000. RADIUS ANGLE .000 .000 WSPGW WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A REACH * U/S DATA STATION INVERT SECT N RADIUS ANGLE 1287.100 2409.680 4 .014 89.998 16.667 RADIUS ANGLE ANG PT MAN H 90.000 18.532 .000 0 * * ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT 1401.940 2411.980 4 ELEMENT NO 13 IS A JUNCTION U/S DATA STATION INVERT 1404.940 2412.180 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT 1558.310 2415.250 ELEMENT NO 15 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 1573.310 2415.550 8 7 0 .014 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT 1684.480 2424.500 8 ELEMENT NO 17 IS A JUNCTION * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 1687.480 2424.700 10 _ 9 0 * ELEMENT NO 18 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS 1863.620 2447.790 10 014 .000 WSPGW WATER SURFACE PROFILE -_ELEMENT CARD LISTING 19 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1863.620 2447.790 10 2447.790 RADIUS 000 INVERT-3 INVERT-4 PHI *3 PHI 2412.180 .000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT .000 .000 .000 Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 7.070 .000 2415.550 .000 .000 RADIUS ANGLE .000 .000 PAGE NO ANG PT MAN H .000 0 ANG PT MAN H .000 0 4 4 RADIUS ANGLE ANG PT .000 .000 .000 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 .000 2424.700 .000 .000 RADIUS ANGLE .000 .000 FILE: 00748b.WSW W S P G W-• CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING PAGE Date: 1- 8-2003 Time: 8:47:30 00-748 HUNTER'S RIDGE STORM DRAIN "B" HYDRAULIC ANALYSIS 25 YEAR STORM Invert 1- Depth 1 Water--1 Q 1 Vel Vel 1 Energy 1 Super ICriticaliFlow TopiHeight/ Base Wt (No Wth Station Elev 1 (FT) 1 Elev 1 (CFS) 1 (FPS) Head 1:Grd.E1.I Elev1 Depth 1 Width IDia.-FT or I.D. ZL 1Prs/Pip` _ _ 17I -1- -_I- _I- -1- -I -I -I- I - - - - L/Elem Ch Slope 1 I I 1 ,SF Ave' HF ISE DpthlFroude NiNorm Dp 1 7N" X-Fall ZR 'Type Ch ********* *******I****:****l********I*********1*******1-*******1*********1*******1********1********1******* ******* **** I******* 1 1 999.220 2296.180 .612 2296 792 42.89 46.02 32.88 2329.67 .00 2.19 2.15 2.500 .000 .00 1 0: -I- _I -I- 1- -I_ _17 _I - I__ 824 0100 .7435 .61" -.61 12.32 2.50 .014 .00 .00 PIPE 1000.044 2296.188 .608 2296.796 42.89 • 46.45 33.51 2330.30 .00 2.19 2.15 2.500 .000 .00 1 0' -I- -I _I -1- I- -1- -1- - -I- -I- -I- 1 -I- -I- 1 4.176 .0100 .8075 3.37 .61 12.48 2.50 .014 -.00 .00 "PIPE" 1 I I I I I- 1004.220 2296.230 .588 2296.818 42.89 48.72 36.86 '2333.68 .00 -2.19 2.12 2.500 .000 .00 1 0 -I- --I -I- -I- _1_ -I- _1_ _1_ _I_ -I- _I_ _I- _I I- 14.902 .9578 .8296 12.36 .59 13.33 .57 .014 .00 -.00 PIPE 1 1 I 1 1 1 1 1 I 1 I 1 1019.123 2310.503 .599 2311.102 42:89 47.41: 34.90 2346:01 .00 2.19 2.13 2.500 .000 .00:1 0 _�- -1_ _1_ ---I- -I- -I- -I- -1_ -I- -I_ _I- I -I- I_ 14:989 -.9578 .7474 11.20 : .60 12.83 .57 :014 .00 .00 PIPE 1 1 I I I 1 I.. 1034.111 2324.859 .619 2325.478 42.89 45.20 31.73 2357.21 ` .00 2.19 2.16 2.500 .000 - .00 1 0 -17-I- -I- -I- _I_ 71_ -1- -I- -I- -11, -I- --I- 1-` 9.413 .9578 .6536 6.15 .62 12.01 .57 .014 .00 .00 PIPE 1 1 1 1 1 1 I I 1 1 1 1 1 1043.524 ' 2333.874 . .641 - 2334515 42.89 43:10 28:85 2363.36; .00 2.19 2.18 2.500 .000 - .00 1 0 ± _1-I_ -I_ -1- -I- -1 -I- _i- I -I- _I_ 17 I. 6.740 - .9578 .5719 3.85 .64 11.25 .57 .014 " .00 .00 PIPE 1 I 1 1 1 I 1 1 I I 1 1050.264 2340.329 .663 2340.992 42.89 41.10 26.22 2367.22 .00. 2.19 2.21 2.500 .000 -.00 1 0 71 _ -I- --I- -I- -1- 1- -_I_ -I- _I- I_ _I_ _I_ -I- I_ 5.162 .9578 5003 2.58 .66 10.53 .57 .014 .00 :00 PIPE 1 I I 1 I 1 1055:426 2345-.273 .686 2345.959 42.89 39.18 23.84 2369.80 .00. 2.19 2.23 2.500 000 .00 1 : 0' -1_ -I- -1 _1_ -I- 71- -I- -I- -I- -I- --I- -1- _I_ I-- 4.123 .9578 .4379 1.81 .69 9.86 .57 .014 .00 .00 PIPE 1 I 1 1 I 1 1 I 1059.548 2349.221 :710 2349,931 42.89 37.36 21.67 '2371.60 .00 2'.19 2.25 2.500 .000 .00 _:1 -I- -1- -1- -1- -1- 1- -I- : -I- -I- -I- -I- -I-. 3.387 .9578 3831 1.30 : .71 9.23 .57 .014 .00 .00 PIPE i 1 M - 1 1 I 11111111 1 - FILE: 00748b.WSW WATER SURFACE 00-748 HUNTER'S RIDGE STORM DRAIN "H" HYDRAULIC ANALYSIS 25 YEAR STORM **************************************************************** Invert Station I Elev Depth (FT) W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 PROFILE LISTING Water Elev L/Elem ICh Slope *********I********* ******** **.****** 1062.935 2352.465 .734 2353.199 -I- 2.836 .9578 1065.771 2355.181 .760 2355.941 - I- -I- 2.411 .9578 I 1068.182 2357.490 - I- -I- 2.074 .9578 I I 1070.257 2359.477 _I_ -I_ 1.797 .9578 -I - Q I Vel Vel (CFS) 1 (FPS) Head I SF Ave *********I*******I******* 42.89 35.62 19.70 -I- -I- - .3353 42.89 33.96 17.91 _I_ -I_ - .2937 Date: 1- 8-2003 Time: 8:47:30 *****************************************************************- Energy Super ICriticallFlow ToplHeight/IBase Wt INo Wth Grd.E1. Elev I Depth I Width IDia.-FTIor I.D. ZL IPrs/Pip - _I ZR 'Type Ch ***** I******* 2372.90 .000 .00 1 - I- -I- -I- -I .95 .73 8.63 .57 .014 .00 .00 PIPE HF ********* - -I--I- -I- -I- - SE DpthlFroude NlNorm Dp I "N" I X-Fall I********I********I*******I******* I I I I- .00 < 2.19 2.28 2.500 2373.85 .71 .787 2358.277 42.89 32.38 16.28 2374.56 -I -I- -I- -I- .2571 .53 I I I .814 2360.291 42.89 30.88 14.80 2375.09 -I- -I- -I- -I I_ .2252 .40 I I I I I I 1072.054 2361.198 .843 2362.041 42.89 29.44 13.46 2375.50 _I_ -I -I- -I- -I- -I- -I--I- 1.569 .9578 .1973 .31 I I I I I I I 1073.623 2362.701 .8732363.574 42.89 28.07 12.23 2375.81 -I- -I- -I- -I- -I- -I- -I- -I 1.377 8 .957.1730 .24 i s ,. I I' I I I 1075.000 2364.020 .905 2364.925 42.89 26.76 _I- _I_ 5.919 .1989 1080.919 ' 2365.197 I 18.492 .1989 1099.411 2368.875 - I- -I- 12.399 .1989 11.12 2376.05 -I- -I- -I- -I- -I- -I- .1592 .94 I I I 42.89 26.47 10.88 2376.99 -I- I- -I- -I- .1472 2.72 1 9.89 2379.71 .1291 1.60 I .00 2.19 2,30 2.500 - I i I -I .76 8.08 .57 .014 I I I 00 2.19- 2.32 2.500 _I I- -I -I- .79 7.56 .57 .014 I I .00 2.19 2.34 2.500 -I- I -I- -I- .81 7.07 .57 .014 - .00 2.19 2.36 2.500 -I I_ .84 6.61 .57 .014 I I . 00 2.19 2.38 2.500 -I- -I- -I- _i- 87 6.18 .57 .014 I -.00 2.19 2.40 2.500 I- - -I- -I- -I" .90 5.77 .86 .014 I I I .00 2.19 2,41 -2.500 -I- I I- 5.68 .86 .014 I I 2.42 2.500 _I_ -I- -I- 5.31 .86 .014 .000 .00 1 .00 .00 PIPE .000 .00 1 .00 .00 PIPE .000 .00 1 .00 .00 PIPE .000 .00 1 - I- I- .00 .00 PIPE .000 .00 1 - I- I- .00 .00 PIPE I. .000 .00 1 -I I_, .00 .00 PIPE I .000 .00 -I I .00 .00 PIPE I I .000 .00 1 -I- 1_ .00 .00 PIPE MIN NEI N NM 111E11 M MN 0 0 , FILE: 00748b.WSW ****************** Invert 1 Depth Station Elev I (FT) L/Elem Ch Slope 1 ********* *********1*** W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "B" HYDRAULIC ANALYSIS 25 YEAR STORM **************************************************************************************************** * Water I Q Elev 1 (CFS) *********I********* 1111.810 2371.340 .979 2372 319 42.89 24.06 -I -I- -I- JUNCT STR .0819 I I I I I I 1 1116.690 2371.740 .867 2372.607 39.76 26.28 10.72 2383.33 .00 2.12 2.38 -1- -1-- - - -1_ -I- -I- 5.441 .0112 I I I 1122.131 2371.801 .842 2372.643 - 1- -I- - - -I- 6.179 .0112 I l I I 1128.310 2371.870 .814 2372.684 - I- -I- -I- -I- 32.278 .1948 I I I I 1160.589 2378.156 .799 2378.956 - I- _1_ -I_' _I_ 30.476 .1948 I I I I 1191.065 2384.092 .772 2384.864 -I- -I- -I- -I- 18.835 .1948 I I 1209.900 2387.760 .746 2388.506 - I- -I- -I- -I- 2.582 .4193 I I I I 1212.482 2388.843 .752 2389.595 -1 I- -I- -I- 9.047 .4193 I I I I 1221.529 2392.636 .778 2393.415 - I- -I- -I- -I - 6.781 .4193 I PAGE Date: 1- 8-2003 Time: 8:47:30 Vel Vel 1 Energy 1 Super ICriticallFlow Top Height/Base Wt (FPS) Head 1 Grd.El.l Elev 1 Depth I Width Dia.-FTlor I.D. - -1- -I- -1- -I- -I- SF Aver HF ISE DpthlFroude NlNorm Dp "N" 1 X-Fall ZR *******I*******I*********I*******I********I******** *******I******* ***** I 1 8.99 2381.31 .00 2.19 2.44 2.500 .000 .00 1 - I -I- -I- -I- - -1- - - .1418 .69 .98 4.96 .014 .00 .00 PIPE ******** 2.500 - I- -I- -I- -I- -1- _1- .1722 .94 .87 5.81 2.02 .014 1 I I I I I 39.76 27.33 11.60 2384.24 .00 2.12 2.36 2.500 -I- -I- -I- -I- -I- -I- -I- -►- 1944 1.20 .84 6.14 2.02 .014 I I I I I I 39.76 28.66 12.76 2385.44 .00 2.12 2.34 2.500 -I- -1-. .2147 6.93 .81 6.56 .83 .014 1 39.76 29.39 - I- -1- 39.76 30.82 - I -I- I 39.76 32.33 -I- -I- I 39.76 31.95 - I -I- I 39.76 30.47 -I- -1 - I I 13.41 2392.37 .00 2.12 2.33 2.500 -I- -1- -I- -I- -I- -1- .2379 7.25 .80 6.80 .83 .014 -I I I I 14.75 2399.62 .00' 2.12 -1- -I- -1- .2717 5.12 .77 7.27 I I I I 16.23 2404.73 .83 2.12 - I--I- -I- -1- .2851 .74 1.57 7.77 I 15.85 2405.45 _I- -I .2629 2.38 I 14.41 2407.83 I I .81 2.12 1.56 7.64 .74- 2.12 - I -I- -1- -1_ .2303 1.56 1.52 7.15 2.31 2.500 -I- -1- .83 .014 I I 2.29 2.500 -I- -1- .68 .014 I I 2.29 2.500 -1- .68 .014 1 2.32 2.500 .68 .014 .000 No Wth ZL Prs/Pip 00 .00 - .00 .000 .00 -I= .00 .00. .000 .00 -1- .00' I .000 -1- .00 -- .000 .00 .000 .00 .00- .00 .000 .00 -I, .00 .00 .000 .00 -I- .00 .00 Type Ch ******* 1 P- IPE 1 PIPE 1 PIPE 1 I - PIPE I 1 . PIPE 1 I- PIPE 1 PIPE I- 1 PIPE FILE: 00748b.WSW W S P G W- CIVILDESIGN Version 12.99 Program Package License'Serial Number: 1232 WATER SURFACE PROFILE LISTING Date: 1- 8-2003 Time: 8:47:30 00-748 HUNTER'S RIDGE STORM DRAIN "B" HYDRAULIC ANALYSIS 25 YEAR STORM ********* Station L/Elem ********* 1228.310 Invert Elev Ch Slope ********* 2395.480 .4610 Depth I Water (FT) I Elev ********I********* .806 2396.286 I I 1231.101 2396.767 .823 2397.590 39.76 ' 28.20 12.35 -I- -I- -I- -I- -I- -I- - 3.974 - .4610 .1858 I I I I I 1235.075 2398.599 .852 2399.451 39.76 26.89 11.23 I -I- -I- -I- -I_ -I- - 3.319 .4610 .1628 I I I I 1238.394 2400.129 .883 2401.012. 39.76 - 25.64 -I- _I- -1- -I- -I- _I- 2.818 .4610 I I I I 1241.213 2401.428 .914 2402.342 - I -I- -I- -I- 2.413 .4610 I I I I 1243.626 2402.541 .947 2403.488 - I--I- -I- -I- 2.087 .4610 39.76 Vel Vel (FPS) Head SF Ave *******I******* 29.05 13.10 .2066 39.76 24.45 Energy Grd.E1. HF ********* Super ICriticallFlow Top Elev I Depth I Width SE DpthlFroude N(Norm Dp *******I********I******** 2409.39 .58 2409.94 - -I- I .68 2.12 -I -I- 1.49 6.69 2.34 .66 Height/ Dia.-FT "N" ******* Base WtI INo Wth or Z.D.I ZL IPrs/Pip 2.500 I- .014 -I- _I X-Fa11I ZR IType Ch *******I***** I******* I I .000 .00 .1 I .64 2.12 2.35 2.500 - - I- I- -I -I- .74 1.47 6.42 .66 .014 I I I I I 2.500 - -I- -I -I- -I- -1- .54 1.44 6.00 .66 .014 I I I I I .54 - 2.12 2.39 2.500 I -I_ -I -I- 1.43 5.61 .66 .014 I 1 l .50 2.12 2.41 2.500 - I- _I -.I -I- 1.41 5.24 .66 : .014 2410.68 .59 10.21 2411.22 -I- -I- .1427 .40 I 9.28 2411.62 -I- -I- -I- -I- .1251 .30 8.44 2411.92 .45 I --I- -I- .1098 .23 1.40 I I I I I I I 1245.713 2403.503 .981 2404.484.39.76 22.22 7.67 2412.15 .42 - I_ -I- -I- -I- -I_ -I- -I- -I- -I- .0963 .17 1.40 I I I 6.97 2412.33 .38 1.813 .4610 I I I I 1247.526 2404.339 1.017 2405.356 39.76 21.19 -I_ -I- -I- -I- -I- 1.585 .4610 I I 1249.111 2405.070 - I_ _I_ 1.389 .4610 I -I- -I- -I- -I_ .0846 .13 1.40 I I 6.34 2412.46 -.35 -- -I- -I- -I- .0743 .10 1.40 2.12 2.37 2.12 2.43 2.500 -I- -I- 4.90 .66. .014 I I 2.12 2.44 2.500 _I- I- -I- 4 .58 .66 .014 I I 2.12 2.46 2.500 - I- -I -I- 4.27 , .66 .014 i 2.12 2.47 2.500 - I- -I- -I- 3.99 .66 .014 .00 .00 PIPE 1 I .000 .00 1 .00 .00 PIPE I -I 1 I .00 .00 PIPE .000 .00 1 .00 .00 (PIPE .000 .00 1 PIPE .000 .00 1 I_ .00 .00 PIPE .000 .00 .00 I PAGE 1 .000 .00 1 -I- 1- .00 .00. PIPE .000 .00 1 .00 .00I .000 -1- .00 .00 .00 (PIPE 1 1 PIPE FILE: 00748b.WSW Invert Station Elev L/Elem Ch Slope ********* ********* 1250.500 1.223 1251.723 1.073 W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "B" HYDRAULIC ANALYSIS 25 YEAR STORM Depth (FT) ******** 2405.710 -1- .4610 2406.273 -I- .4610 I: 1252.796 2406.768 1.176 -I -I- .947 .4610 I I 1253.743 2407.205 1.220 2408.425 -I- -I- .832 .4610 I I 1254.575 2407.589 1.267 2408.856 -I- -I .732 .4610 I I I 1255.307 2407.926 1.316 2409.242 1.093 1.133 -I I- .643 .4610 1 I 1255.950 2408.222 -I- -I- .561 .4610 I I 1256.512 2408.481 -I- -I- .488 .4610 I 1257.000 2408.706 -I- -I- .421 .4610 Water I Q Vel Vel Elev I (CFS) (FPS) Head I SF Ave *********I********* *******I******* 1 2406.803. 2407.406 -1- 1 I 2407.944 39.76 17.51 - -I- -I -I- I I 39.76 PAGE Date: 1- 8-2003 Time: 8:47:30 Energy I Super CriticallFlow Top1Height/ Base Wt Grd.E1.l Elev Depth I Width IDia.-FT or I.D. - _I- -I- _ - - HF ISE Dpth Froude NlNorm Dp I "N" X-Fall *********I******* ********I********I******* ******* I I 1 39.76 19.26 5.76 2412.56 .32 2.12 2.48 2.500 .000 I_ -I- _I- -I- -I -I .0652- .08 1.41 3.72 .66 .014 .00 I, I 39.76 18.37 5.24 2412.64 .29 2.12 2.49 2.500 .000 .00 -I- _I- -I- -I- -I- -I- -I -I- -I-. .0574 .06 1.42 3.47 .66 .014 .00 .00 I I I I I I I 4.76 2412.71 .26 2.12 2.50 2.500 .000 .00 -I -I -I- -I- -I- -I- I- .0505 .05 1.44 3.24 .66 .014 .00 .00 I I 1 I I 1 I 16.70 4.33 2412.75 .24 2.12 2.50 2.500 .000 .00 ZL ZR ***** .00 .00 ******* No Wth Prs/Pip. Type Ch ******* 1 PIPE 1 . PIPE 1 . P- IPE - -I- -1- -I -I -I- -I- -I- -I_ -I- -I -: .0444 .04 1.46 3.01 .66 .014 .00 .00 PIPE I I I I I I I 39.76 15.92 3.94 2412.79 .22 2.12 2.50 2.500 .000 .00 1 _I- -I- _I_ I- _I_ -I- -I- _I_ -I- .0391- .03 .00 1.49 2.81 .66 .00 PIPE I I I I I I.014 I 39.76 15.18 3.58 2412.82 .20 2.12 2.50 2.500 .000 .00 1 -I- -I- -I- -1- _I- -1- -1- -I- -I- -I- - .0345 .02 1.51 2.61 .66 .014 .00 .00 PIPE I I I I I I I I I I 1.367 2409.590 39.76 14.47 3.25 2412.84 .18 2.12 2.49 2.500' .000 .00 - I -I I I- -I -1 -I_ -I_ -I- -I- -I- .0305 .02 1.55 2.43 .66 .014 .00 I I I I I I I I I I 1.421 2409.902 39.76 13.80 2.96 2412.86 .16 2.12 2.48 2.500 .000 - I- -I- -I- _I- -I- -I- -I- -I_ -I- -I- -I- .0269 .01 1.58 2.25 .66 .014 .00 I I I I I .15 2.12 2.46 2.500 .000 1 I 1.478 2410.184 1 I 39.76 13.16 2.69 2412.87 -I- -I- -I- _I - _I -I- -I- -I- -I -I- .0238 .01 1.62 2.09 .66 .014 .00 1 PIPE FILE: 00748b.WSW Station L/Elem ********* 1257.420 JUNCT STR 1260.920 26.180 1287.100 52.410 1339.510 30.448 1369.958 W S P G W CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING Date: 1- 8-2003 Time: 8:47:30 00-748 HUNTER'S RIDGE STORM DRAIN "B" HYDRAULIC ANALYSIS 25 YEAR STORM Invert_ I Depth Water Q Vel . Vel Energy I Super ICriticaliFlow Top Height/ Base Wt jNo Wth- Elev I (FT) Elev (CFS) (FPS) Head Grd.El.1 Elev I Depth I Width Dia.-FT or I.D. Ch Slope SF Ave HF ISE DpthlFroude NjNorm Dp "N X-Fall ZR Type Ch" *********1******** ********* ********* *******I****************I*******I********I******** ******* ******* ***** 1******* 2410.438 39.76 12.54 2.44 �2412.88 .00 2.12 2.43 0 - - -1_ _1_ .0208 .07 1.67 .0771 1 2409.170 .0195 2409.680 .0200 2410.729 .0200 2411.339 16.077 .0200 1386.034 2411.661 1.830 2413.491 39.76 - -1- 9.408 .0200 1 1395.442 2411.850 1.916 2413.766 39.76 - -I- - - -I- -I- 4.876 .0200 1.621 1.626 1.676 1.750 2410.791 2411.306 2412.406 -I- 2413.089 39.76 39.76 39.76 39.76 1 1400.318 2411.948 2.013 2413.961 39.76 ►- -1- 1.622 .0200 1401.940 2411.980 2 123 2414.104 39.76 -I JUNCT STR .0667 1 11.80 2.16 2412.95 .11 2.12 - -I- - - -I- -I- -I- -I- 1 .0191 .50 1.74 1.75 1.61 .014 - 1- I 11.76 2.15 2413.45 .00 2.12 2.38 - -I- -I- -I- -1- .0182 .95 1.63 1.74 1.60 .014 11.36 2.00 2414.41 .00 2.12 2.35 - _I_ -� .0165 .50 1.68 1.64 1.60 10.83 1.82 2414.91 .00 2.12 2.29 - -I- -I- -I- -I- -I- .0147 .24 1.75 1.51 1.60 10.33 1.66 2415.15 .00 2.12 2.21 -I- _I- -I- -I- -1- .0132 .12 1.83 1.38 1.60 9.84 1.51 2415.27 .00 2.12 -I- _I- .0119 .06 1.92 1.26 1.37 -I- 2415.33 .00 2.12 -I- -I- _1_ .0108 .02 2.01 1.13 2.500 .014 2.500 I I- 1 8.95 1.24 2415.35 .00 1- -I-- -1- -I- .0071 .02 2.12 1 2.12 1.00 1.98 1.60 1.79 2.500 I .000 - I_ -1- .014 2.500 .000 .000 .00 1 - 1- .00 00 PIPE 1 .000 .00 1 . 1- .00 ..00 PIPE .00- 1 .00 PIPE .00 1 .00 .00 PIPE 1 1 I - PIPE 1 I PIPE 1 PIPE 1 . PIPE .00 2.500 .000 .00 - 1- -I- -1- .014 .00 .00 1 1 1 2.500 .000 .00 - I- _1_ .014 .00 .00 2.12 2.500 .000 .00 1.60 .014 .00 .00 1 2.500 .000 00 I- -1 -1- .014 .00 .00 2.500 .000 .00 1 -I- _ 1_ .014 .00 .00 PIPE FILE: 00748b.WSW W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "B" HYDRAULIC ANALYSIS 25 YEAR STORM *********tat*****************************,tom********************** Station L/Elem ********* 1404.940 43.166 1448.105 8.348 1456.453 HYDRAULIC 1456.453 58.471 1514.924 Invert I Depth Water Q Elev I (FT) Elev (CFS) - -I - - _ Ch Slope I *********I******** ********* ********* 2412.180 3.194 - -I .0200 1 2413.044 2.500 _ I- .0200 2413.211 JUMP 2413.211 .0200 2.343 1.151 2415.374 2415.544 2415.553 2414.362 2414.382 1.135 2415.517 43.386 .0200 1558.310 2415.250 - - -I- JUNCT STR .0200 1573.310 2415.550 54.915 0805 1628.224 23.119 1651.344 2419.971 .0805 2421.832 12.957 .0805 1.095 .729 2416.345 2416.280 .750 2420.721 - I- - I .777 2422.609 - I- - 23.88 Vel Vel (FPS) Head SF Ave *******I******* .37 .0039 23.88 4.86 .37 _ 23.88 5.00 .0036 .39 Date: 1- 8-2003 Time: 8:47:30 *****************************************mot************ Energy I Super ICriticallFlow Top Height/Base WtI Grd.E1.I Elev I Depth I Width Dia.-FTIor I.D.I ZL HF ISE DpthlFroude NlNorm Dp "N" I X-Falb ZR *********I I********I******** *******I*******I***** L I I, I I 2415.74 " .00 1.66 .00 2-.500 .000 I- -I- -I-- - - -I- -I- .17 3.19 .00 -1.17 .014 .00 .00 I I I 2415.91 .00 : 1.66 .00 2.500 .000 .00 .03 2.50 .00 1.17 .014 .00 .00 2415.94 .00 1.66 1.21 2.500 .000 - -I I -I- -I- -I- -I- I I I I 23.88 10.83 1.82 2416.18 .00 1.66 - -I- -I--I- -I- -I- -I- .0214 1.25 1.15 2.03 I I I I I 23.88 11.01 1.88 2417.40 .00 1.66 - -I- -I- -I- -I- _I- -1- .0234 1.02 1.14 2.08 I I I I I 23.88 11.55 2.07 2418.42 .00 1.66 -I- -I- -I- -I- -I- -I- .0521 .78 1.09 2.23 I I I 1 I 16.81 16.22 4.09 2420.36 .00 1.48 - -I- -I--I- -I- -I- I .0753 4.13 .73 3.90 I I I I 1 16.81 15.60 3.78 2424.50 .00 1.48 - -I- -I- -I- -I- -I- _I_ .0668 1.54 .75 3.68 I I I I 16.81 14.87 3.43 2426.04 .00 1.48 - -I- -I- -I- -I- -I- -I- .0586 .76 .78 3.44 2.49 1.17 2.49 1.17 2.48 1.93 .73 1.94 .73 1.95 .73 1 1 2.500 .014 1 I 2.500 .014 I 2.500 - I- -I- -.014 I 2.000 -.014 1 2.000 _1 -I- .014 I I 2.000 -I .014 ******* No Wth Prs/Pip .00 1 '- PIPE 1 '- PIPE 1 1 . '- PIPE 1 . '- PIPE .00. 1 I .00 PIPE 1 '- PIPE 1 I - PIPE .00 1 1 .00 PIPE FILE: 00748b.WSW W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "B" HYDRAULIC ANALYSIS 25 YEAR STORM *********************************************************************************************************************** I Invert Depth I Water Station I Elev (FT) I Elev L/Elem - ICh Slope *********I********* ********I** I I 1664.300 2422.875 .806 2423.682 8.783 .0805 -I- ****** _I_ _I- I I I : I 1673.083 2423.583 .835 2424.418 16.81 - I- -I- _I_ -I- 6.433 .0805 Q (CFS) ********* 16.81 I I 1679.516 2424.100 4.964 .0805 I 1 1684.480 2424.500 - I- -l- JUNCT STR .0667 1687.480 2424.700 - I_ _I- 18.945 .1311 _I- I I I .866 2424.967 16 81 _I_ -I- 1 1 .898 2425.398 16 81 I l I- I I .351 2425.051 5.11 -I -I- -I- I I I I I 1706.425 2427.183 .351 2427.534 5.11 - I- -I- -I -I- -1 92.243 .1311 1 I 1798.667 2439.275 _I- _I- 30.511 .1311 I I 1829.178 2443.275 - I -I- 9.678 .1311 I 1838.856 2444.544 - I- -I- 5.574 .1311 Vel Vel (FPS) Head Energy I Super Grd.El.l Elev SF Ave HF ISE Dpth *******I******* *********I******* 14.18 3.12 2426.80 .00 _I_ _I- .0515 .45 .81 13.52 2.84 2427.26 .00 - I- - - -I -1- .0452 .29 .84 I 12.89 2.58 2427.55 .00 -I- I- -I- .0397 .20 .87 1 12.29 2.35 2427.74 .00 - - --I- -I- .0842 .25 .90 I I I 13.77 2.95 2428.00 .00 - I- -I- -I- -I- .1312 2.48 .35 I I 13.77 2.95. 2430.48 - I- -I -I- .1311 12.09 I 2.94 2442.57 -I- -l- I I I: .363 2443.638 5.11 13.13 -I- -I- -I_ -I- I .375 2444.919 5.11 - 12.52 -I -I_ -I- -I- _1227 l 2.68 2446.31 -I- .1072 1.04 1 2.43 2447.35 -I- -1- .0936 .52 3.74 Date: 1- 8-2003 Time: 8:47:30 ******** CriticallFlow ToplHeight/Base WtI No Wth Depth I Width IDia.-FT or I.D.I ZL Prs/Pip Froude NINorm Dp I "N" X-FallI ZR Type Ch ********I********I*•****** *******I***** ******* I 1.96 2.000 000 .00 1 .73 .014 .00 .00 PIPE - I I 2.000 .000 .00 1 -I-I- .014 .00 .00 P- IPE 2.000 .000 .00 1 _l- -1- .014 .00 .00 PIPE`:, I I I 2.000 .000 .00 1 .014 1.48 3.00 1.97 .73 1.98 .73 1.99 I 2.000 -1- -1 .014 .00 I .000 .00- 1 .00 .00 PIPE I I I 1.52 2.000 .000 .00 1 _l_ -1- .35 .014 .00 .00 PIPE I I 1.52 2.000 .000 .00 1 _I- -1- .35 .014 .014 .00 .00 PIPE I I 2.000 .000 .00 1 .014 .00 :..00 :PIPE -I -I- I .000 .00 -i- .00 .00 1853.286 .428 2446.863 - - 1.778 -I- 1855.064 2446.668 .443 2447.112 I I -I- 1.467 .1311 I I 1856.532 2446.861 .458 2447.319 - I- -I- 1857.750 2447.021 .474 2447.495 -I- -1- -I- -I- 2446.435 -I- .1311 1.218 .1311 FILE: 00748b.WSW ******************** Station L/Elem ********* 1844.431 3.792 1848.223 2.848 1851.070 2.216 Invert Elev C- h Slope 1-_ NMI 11111 M - i 1 1 r 1- - - W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "B" HYDRAULIC ANALYSIS 25 YEAR STORM Depth (FT) ********* ******** 2445.274 :1311 I 2445.771 I_ 1311 2446.145 - _I_ .1311 .387 .401 .414 Date: 1- 8-2003 Time: 8:47:30 Water Q Vel Vel Energy Super ICriticallFlow ToplHeight/ Base Wt No Wth Elev (CFS) (FPS) Head Grd.E1. Elev I Depth I Width IDia.-FT or I.D. ZL Prs/Pip ********* 2445.662 I 2446.173 I 2446.559 ********* -I- 1.031 .1311 I I 1858.780 2447.156 - I- -I- .869 .1311 1 I 1859.649 2447.270 - I -I- .744 .1311 .490 2447.646 - I -I- .507 2447.777 _i_ -I- SF Ave HF ********* - -I- -I -I- - SE DpthlFroude NlNorm Dp I "N" *******I********I********I 5.11 11.93 2.21 2447.87 .00 .80 1.58 2.000 - - -I- -I- -I- -I- _I- .0818 .31 .39 4.04 .35 .014 I I I'I 2.01 2448.18 .00 .80 1.60 2.000 - I- -I- -I- -I- -I- -I- .0715" .20 .40 3.79 .35 .014 I I I I I I 1.83 2448.39 .00 .80 1.62 2.000 - I- -I- -I -I- -I- -I- .0624 .14 .41 3.55 .35 .014 I I I 1 I I 5.11 10.35 1.66 2448.53 .00 .80 1.64 2.000 - - -I- -I- -I- -I- -I- -I- -I- .0546 .10 .43 3.32 .35 .014 I I I I I I 5.11 9.86 1.51 2448.62 .00 .80 1.66 2.000 - -I- -I- -I- -I- -I- -I- -I- .0477 .35 : .07 .44 3.11 .014 I I I I I I 5.11 10.85 X-Fall 5.11 9.40 1.37 2448.69 .00 .80 1.68 2.000 -I- -I-`I -I-I_ -I- -I- -I !0417 .05 .46 2.92 .35 .014 I I I 1 1.25 2448.74 .00 .80 1.70 2.000 I_ -I- -I- _I- .0365 .04 .47 2.73 .35 .014 I I I I I I 1.14 2448.78 .00 .80 1.72 = -I--I- -I- -I- _I_ 2.000 I-. .0319 .03 : .49 2.56 .35 .014 I I 1 I I I 1.03 2448.81 .00 .80 1.74 2.000 -I- -I- _I- -I- -I- _I .0279 .02 .51 2.39 .35 .014 .000 .00 ZR .000 -1- .00 .000 -I- .00 .000 .00 .000 -I- .00 .000 _I_ .00 .000 _I_ .00 I .000 -I- .00 ,000 _I_ .00 Type Ch .00 1 1- .00 PIPE .00 1 I .00 PIPE .00 1 1- .00 PIPE .00 1 I- .00 PIPE" .00 1 .00 PIPE 1 .00 1 1- .00 PIPE .00 1 I- .00 PIPE 1 1- .00 PIPE .00 1 1- .00 PIPE .524 2447.891 CriticaljFlow Top Height/lHase Wt Depth I Width Dia.-FTIor I.D. ZL Froude NlNorm Dp "N" I X-Fall ZR ********I******** *******I**.***** ***** 2.000 .000 .014 .00 1 FILE: 00748b.WSW Invert Station I Elev L/Elem ICh Slope *********I********* 1860.393 2447.367 11111 - r - 1 - - - s - 1 an - - 1 W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "B" HYDRAULIC ANALYSIS 25 YEAR STORM Depth (FT) Water Elev Q (CFS) Vel Vel (FPS) Head Energy I Super Grd.El.l Elev SF Ave HF (SE Dpth ******** ******* * ********* *******I******* *********I******* 1 5.11 .7.77 .94 2448.83 .00 .80 1.76 .630 .1311 .0244 .02 52 2.24 .35 1 1661.024 2447.450 .542 2447.992 5.11 7.41 .85 2448.84 .00 .80 1.78 2.000 .000 .00 1 -I--I- - - -1- 1- 1- .533 .1311 .0213 .01 .54 2.10 .35 .014 00 .00 PIPE _ 1 1861.557 2447.520 .561 2448.081 5.11 7.07 .78 2448.86 .00 .80 1.80 2.000 .000 .00 1 -I- -I_ -I- -I- -I- -I- - - -I- -I- _ I- .449 .1311 .0187 01 56 1.96 .35 ' .014 .00 .00 PIPE' 1862.006 2447.579 .581 2448.160 5.11 6.74 .70 2448.86 .00 .80 1.82 2.000 .000 .00 1 _I_ _ _ -I- -I- -I- -I- -I- -1- -I- -I- -I- 1- .384 .1311 .0164 .01 - -58 1.84 .35 .014 .00 .00 PIPE 1 I 1 I 1 I I I 1 1 1862.390 2447.629. .601 2448.230 5.11 6.42 .64 2448.87 .00 .80 1.83 2.000 .000 .00 1 1_ -I- I_ I_ I_ I- -I -I- -I- -I- -I- -I- I- .319 .1311 .0143 .00 .60 1.72 :35 .014 .00 .00 PIPE 1 1 1 1 1 1 I 1 I I I I 1 1862.709 2447.671 .622 2448.293 5.11 6.12 .58 2448.88 .00 .80 1.85 2.000 .000 .00 1 - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1-. .261 .1311 .0125 .00 .62 1.61 .35 .014 .00 00 PIPE 1 1 I I I 1 1 1 1 1 1 1862.970 2447.705 .644 2448.349 5.11 5.84 .53 2448.88 .00 .80 1.87 2.000 .000 .00 1 I- 1- .209 .1311 .0110 .00 .64 1.50 .35 .014 .00 .00 PIPE 1 1 1 1 I 1 I 1 1 1 1 1863.180 2447.732 .667 2448.399 5.11 5.57 .48 2448.88 .00 .80 1.89 2.000 .000 .00 1 .0 - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .171 .1311 .0096 .00 .67 1.41 .35 .014 00 .00 PIPE 1 1 1 1 1 1 I I 1 1 1 1 1 1863.351 2447.755 .690 2448.445 5.11 5.31 .44 2448.88 .00 .80 1.90 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -1- -I- -I- 1 .120 :1311 .0084 : .00 .69 1.31 .35 .014 .00 .00 PIPE PAGE Date: 1- 8-2003 Time: 8:47:30 NIB 111111 s - - -s - 1 i - - 1 r - - - 11111 - 11111 FILE: 00748b.WSW W S P G W- CIVILDESIGN Version 12.99 Program Package License Serial Number: 1232 WATER SURFACE PROFILE LISTING 00-748 HUNTER'S RIDGE STORM DRAIN "B" HYDRAULIC ANALYSIS 25 YEAR STORM Invert I Depth Station I Elev I (FT) -I- _I- - L/Elem ICh Slope I *********I*********I******** I 1863.471 2447.771 .715 _I- -I .082 .1311 I I 1863.553 2447.781 -I -I- .055 .1311 I' 1863.608 2447.769 -1--I- .012 .1311 I I 1863.620 2447.790 _I_, -I- Water Q Vel Vel Energy I Super-ICriticallFlow Top Height/Base Wt Elev (CFS) (FPS) Head Grd.E1.I Elev I Depth I Width Dia.-FTIor I.D. - -I- -I SF Ave HF ISE DpthjFroude NlNorm Dp "N" I X-Fall ********* ********* *******I****************I*******I********I******** *******I******* I I I 2448.486 5.11 5.06 .40 2448.88 .00 .80 1.92 2.000 I- - 1- -1- -1- -I- -I 0074 .00 .72 1.23 .35 .014 I 1 1 I I .36 2448.88 .00 .80 1.93 2.000 - I_ I_ -I- -1- -1- .0065 .00 .74 1.15 .35 .014 I 1 I 1 1 L .000 _I_ .00 .00 I .000 .00 -I- .00 .00 ******** No Wth - ZL Prs/Pip 4.60 .33 2448.88 .00 .80 1.95 2.000 .000 -I- -1- -1- -I -1- I_ _I_ -1- .0057 .00 .77 1.07 .35 .014 .00 I 1 1 1 4.38 .30 2448.88 .00 .80 1.96 2.000 .000 -I- -1- . -I I I -1- -1- -I .00 Type Ch. ******* 1 P- IPE_ 1 P- IPE HYDROLOGY and HYDRAULIC STUDY HUNTER'S RIDGE PHASE III, TRACT NO. 16184 Appendix Street Capacity Calculations (25-year and 100-year storm event) Foxborough Drive North: Foxborough Drive South: Stageline Lane: Access Road: Street Section 'A' Street Section 'B' Street Section 'C' Street Section 'D' 0748DRAINAGE.doc HYDROLOGY and HYDRAULIC STUDY HUNTER'S RIDGE PHASE III, TRACT NO. 16184 Appendix Street Capacity Calculations Foxborough Drive North: Street Section 'A' Foxborough Drive South: Street Section 'B' 0748DRAINAGE.doc CROWN - 2% FOXBOROUGH DRIVE NORTH SECTION 'A' NOT TO SCALE 2q v.v 2% 0 Project Description Project File Worksheet Flow Element Method Solve For Foxborough Dr. North 40' half Worksheet for Irregular Channel c:\haestad\fmw\0748hyd.fm2 Foxborough Dr. North 40' half Irregular Channel Manning's Formula Water Elevation Input Data Channel Slope 0.120000 ft/ft Elevation range: 0.00 ft to 0.91 ft. Station (ft) Elevation (ft) 0.00 38.50 40.00 40.00 44.00 Discharge 0.91 0.14 0.00 0.50 0.58 35.10 cfs Start Station 0.00 38.50 Results i Wtd. Mannings Coefficient 0.019 Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 0.50 ft 3.89 ft' 20.01 ft 19.50 ft 0.50 ft 0.75 ft 0.009197 ft/ft 9.03 ft/s 1.27 ft 1.77 ft 3.57 End Station 38.50 44.00 Roughness 0.023 0.013 I10/22/02 02:05:20 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 X-Section-Foxborough Dr. North 40' half Cross Section for Irregular Channel Project Description Project File c:\haestad\fmw\0748hyd.fm2 Worksheet Foxborough Dr. North 40' half Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.8 0.7 0.6 w 0.4 0.3 0.2 0.1 0.0 00 0.019 0.120000 ft/ft 0.50 ft 35.10 cfs 7 I10/22/02 02:06:33 PM 50 10.0 15.0 Haestad Methods, Inc. 20.0 25.0 Station (ft) 30.0 35.0 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 40.0 45.0 FlowMaster v5.15 Page 1 of 1 e Project Description Project File Worksheet Flow Element Method Solve For Foxborough Dr. North 20' half Worksheet for Irregular Channel c:\haestad\fmw\0748hyd.fm2 Foxborough Dr. North 20' half Irregular Channel Manning's Formula Discharge Input Data Channel Slope Water Surface Elevation Elevation range: 0.00 ft to 0.62 ft. Station (ft) Elevation (ft) 0.00 6.00 6.00 7.50 26.00 0.62 0.50 0.00 0.14 0.51 0.120000 ft/ft 0.50 ft Start Station 0.00 7.50 Results Wtd. Mannings Coefficient Discharge Flow Area Wetted Perimeter Top Width Height Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 0.019 35.10 3.88 20.01 ft 19.50 ft 0.50 ft 0.75. ft 0.008347 ft/ft 9.03 ft/s 1.27 ft 1.77 ft 3.57 cfs ft2 End Station 7.50 26.00 Roughness 0.013 0.023 I10/22/02 02:20:27 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 X-Section-Foxborough Dr. North 20' half Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For c:\haestad\fmw10748hyd.fm2 Foxborough Dr. North 20' half Irregular Channel Manning's Formula Discharge Section Data Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.019 0.120000 ft/ft 0.50 ft 35.10 cfs 0.7 0.6 0 W 0.3 I10/22/02 02:20:58 PM 0.2 0.1 0.0 00 50 1. 10.0 20.0 25.0 15.0 Station (ft) 30.0 FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 1 1 1 1 1 I10/29/02 01:46:53 PM Project Description Project File Worksheet Flow Element Method Solve For Input Data Q25-Depth of flow at CB E-1 Worksheet for Irregular Channel c:\haestad\fmw\0748hyd.fm2 Q25-Depth of flow at CB E-1 Irregular Channel Manning's Formula Water Elevation Channel Slope 0.120000 ft/ft Elevation range: 0.00 ft to 0.91 ft. Station (ft) Elevation (ft) 26.00 0.91 64.50 0.14 66.00 0.00 66.00 0.50 70.00 0.58 Discharge 16.92 Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 0.018 0.39 2.10 14.62 14.22 0.39 0.60 ft 0.010512 ft/ft 8.04 ft/s 1.00 ft 1.40 3.69 Haestad Methods, Inc. Start Station 26.00 64.50 End Station 64.50 70.00 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Roughness 0.023 0.013 FlowMaster v5.15 Page 1 of 1 Project Description Project File Worksheet Flow. Element Method Solve For Section Data X-Section Q25 at CB E-1 Cross Section for Irregular Channel c:\haestad\fmw\0748hyd.fm2 Q25-Depth of flow at CB E-1 Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 1.0 0.9 0.8 0.7 0.6 C g 0.5 ro a) W 0.4 0.3 0.2 0.1 0.018 0.120000 ft/ft 0.39 ft 16.92 cfs 0.0 1 25.0 I10/29/02 01:47:04 PM 30.0 35.0 40.0 45.0 50.0 Station . (ft) Haestad Methods, Inc. 55.0 60.0 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 65.0 70.0 FlowMaster v5.15 Page 1 of 1 Q25-Depth of flow at CB W-1 Worksheet for Irregular Channel Project Description Project File u:\winston\backup\0748hyd.fm2 Worksheet Q25-Depth of flow at CB W-1 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.120000 ft/ft Elevation range: 0.40 ft to 1.02 ft. Station (ft) Elevation (ft) 0.00 1.02 6.00 0.90 6.00 7.50 26.00 Discharge 0.40 0.54 0.91 12.46 cfs Start Station End Station Roughness 0.00 7.50 0.013 7.50 26.00 0.023 Results Wtd. Mannings Coefficient 0.017 Water Surface Elevation 0.76 ft Flow Area 1.61 ft2 Wetted Perimeter 12.74 ft Top Width 12.37 ft Height 0.36 ft Critical Depth 0.94 ft Critical Slope 0.010724 ft/ft Velocity 7.72 ft/s Velocity Head 0.93 ft Specific Energy 1.68 ft Froude Number 3.77 Flow is supercritical. t t I12/03/02 03:24:18 PM FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data X-Section Q25 at CB W-1 Cross Section for Irregular Channel u:\winston\backup\0748hyd.fm2 Q25-Depth of flow at CB W-1 Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 1.1 1.0 0.9 F 0.8 C 0 m a) W 0.7 I12/03/02 03:24:23 PM 25.0 0.6 0.5 0.4 00 50 0.017 0.120000 ft/ft 0.76 ft 12.46 cfs Haestad Methods, Inc. 10.0 15.0 Station (ft) 20.0 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 30.0 FlowMaster v5.15 Page 1 of 1 t 1 Q25-Depth of flow at CB E-2 Worksheet for Irregular Channel Project Description Project File u:\winston\backup\0748hyd.fm2 Worksheet ' Q25-Depth of flow at CB E-2 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.120000 ft/ft • Elevation range: 0.00 ft to 0.91 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 26.00 0.91 26.00 64.50 0.023 64.50 0.14 64.50 70.00 0.013 66.00 0.00 66.00 0.50 70.00 0.58 Discharge 17.59 cfs Results Wtd. Mannings Coefficient 0.018 Water Surface Elevation 0.40 ft Flow Area 2.18 ft2 Wetted Perimeter 14.87 ft Top Width 14.47 ft Height 0.40 ft Critical Depth 0.61 ft Critical Slope 0.010434 ft/ft Velocity 8.09 ft/s Velocity Head 1.02 ft Specific Energy 1.42 ft Froude Number 3.68 Flow is supercritical. 12/03/02 03:28:06 PM FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 1 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data X-Section Q25 at CB E-2 Cross Section for Irregular Channel u:\winston\backup\0748hyd.fm2 Q25-Depth of flow at CB E-2 Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.6 C 2 0.5 47, a) W 0.4 0.3 0.2 0.1 0.018 0.120000 ft/ft 0.40 ft 17.59 cfs 77 0.0 25.0 30.0. 35.0 40.0 45.0 50.0 , 55.0 60.0 65.0 70.0 Station (ft) 12/03/02 03:28:11 PM Haestad Methods, Inc. FlowMaster v5.15 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Q25-Depth of flow at CB W-2 Worksheet for Irregular Channel u:\winston\backup\0748hyd.fm2 Q25-Depth of flow at CB W-2 Irregular Channel Manning's Formula Water Elevation Channel Slope 0.120000 ft/ft Elevation range: 0.40 ft to 1.02 ft. Station (ft) 0.00 6.00 6.00 7.50 26.00 Discharge Results Elevation (ft) 1.02 0.90 0.40 0.54 0.91 24.09 Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth Critical Slope Velocity Velocity Head Specific Energy. Froude Number Flow is supercritical. I12/03/02 03:28:56 PM 0.018 0.84 2.84 17.06 ft 16.61 ft 0.44 ft 1.06 ft 0.009153 ft/ft 8.48 ft/s 1.12 ft 1.96 ft 3.62 Start Station 0.00 7.50 End Station 7.50 26.00 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 Roughness 0.013 0.023 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data X-Section Q25 at CB W-2 Cross Section for Irregular, Channel u:\winston\backup\0748hyd.fm2 Q25-Depth of flow at CB W-2 Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 1.1 1.0 0.9 0.8 C 0 w 0.7 I12/03/02 03:29:01 PM 0.6 0.5 0.4 0.018 0.120000 ft/ft 0.84 ft 24.09 cfs 00 N 50 10.0 15.0 Station (ft) 20.0 25.0 30.0 FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Q25-Depth of flow at CB E Worksheet for Irregular Channel Project Description Project File u:\winston\backup\0748hyd.fm2 Worksheet Q25-Depth of flow at CB E .. Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.120000 ft/ft Elevation range: 0.00 ft to 0.62 ft. Elevation (ft) 0.51 0.14 0.00 0.50 0.62 16.29 cfs Station (ft) 26.00 44.50 46.00 46.00 52.00 Discharge Results Wtd. Mannings Coefficient 0.017 Water Surface Elevation 0.39 Flow Area 2.04 Wetted Perimeter 14.38 ft Top Width 13.98 ft Height ` 0.39 ft Critical Depth 0.59 ft Critical Slope 0.010197 ft/ft Velocity 8.00 ft/s Velocity Head 0.99 ft Specific Energy 1.38 ft Froude Number 3.69 Flow is supercritical. I12/03/02 03:51:14 PM Start Station 26.00 44.50 End Station 44.50 52.00 Roughness 0.023 0.013 FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data X-Section Q25 at CB E Cross Section for Irregular Channel u:\winston\backup\0748hyd.fm2 Q25-Depth of flow at CB E Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.7 0.5 $ 0.4 C 0 0.3 0.2 0.1 0.0 0.017 0.120000 ft/ft 0.39 ft 16.29 cfs 25.0 30.0 35.0 40.0 Station (ft) 45.0 50.0 55.0 I12/03/02 03:51:19 PM Haestad Methods, Inc. 37 Brookside. Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 Q25-Depth of flow at CB W Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For u:\winstontackup10748hyd.frn2 Q25-Depth of flow at CB W Irregular Channel Manning's Formula Water Elevation Input Data Channel Slope 0.120000 ft/ft Elevation range: 0.00 ft to 0.62 ft. Station (ft) Elevation (ft) 0.00 0.62 6.00 0.50 6.00 0.00 7.50 0.14 26.00 0.51 Discharge 27.90 cfs Start Station 0.00 7.50 Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 0.019 0.46 ft 3.21 ft2 18.16 ft 17.69 ft 0.46 ft 0.69 ft 0.008829 ft/ft 8.69 ft/s 1.17 ft 1.64 ft 3.59 End Station 7.50 26.00 Roughness 0.013 0.023 I12/03/02 03:52:09 PM FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data X-Section Q25 at CB W Cross Section for Irregular Channel u:\winston\backup\0748hyd.fm2 Q25-Depth of flow at CB W Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.7 0.6 0.5 $0.4 C 0 a) W 0.3 0.2 0.1 0.0 0.019 0.120000 ft/ft 0.46 ft 27.90 cfs 77 00 50 10.0 15.0 Station (ft) 20.0 25.0 30.0 I12/03/02 03:52:15 PM FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Q100-Depth of flow at CB E-1 Worksheet for Irregular Channel c:\haestad\fmw\0748hyd.fm2 Q100-Depth of flow at CB E-1 Irregular Channel Manning's Formula Water Elevation Channel Slope 0.120000 ft/ft Elevation range: 0.00 ft to 0.91 ft. Station (ft) Elevation (ft) 26.00 0.91 64.50 0.14 66.00 0.00 66.00 0.50 70.00 0.58 Discharge 22.85 cfs Start Station 26.00 64.50 Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 0.018 0.43 ft 2.72 ft2 16.67 ft 16.23 ft 0.43 ft 0.66 ft 0.009925 ft/ft 8.41 ft/s 1.10 ft 1.53 ft 3.62 End Station 64.50 70.00 Roughness 0.023 0.013 I10/29/02 02:12:07 PM Haestad Methods, Inc. FlowMaster v5.15 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data X-Section Q100 at CB E-1 Cross Section for Irregular Channel c:\haestad\fmw\0748hyd.fm2 Q100-Depth of flow at CB E-1 Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 1.0 0.9 0.8 0.7 0.6 F 0.5 c>s a) W 0.4 I10/29/02 02:12:16 PM 0.3 0.2 0.1 0.0 25.0 30.0 0.018 0.120000 ft/ft 0.43 ft 22.85 cfs 1 35.0 40.0 55.0 60.0 45.0 50.0 Station (ft) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 ' (203) 755-1666 65.0 70.0 FlowMaster v5.15 Page 1 of 1 Q100-Depth of flow at CB W-1 Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For u:\winston\backup\0748hyd.fm2 Q100-Depth of flow at CB W-1 Irregular Channel Manning's Formula Water Elevation Input Data Channel Slope Elevation range: 0.40 Station (ft) 0.00 6.00 6.00 7.50 26.00 Discharge 0.120000 ft/ft ft to 1.02 ft. Elevation (ft) 1.02 0.90 0.40 0.54 0.91 17.38 cfs Start Station 0.00 7.50 Results Wtd. Mannings Coefficient 0.018 Water Surface Elevation 0.80 ft Flow Area 2.15 ft2 Wetted Perimeter 14.80 ft Top Width 14.39 ft Height 0.40 ft Critical Depth 1.00 ft Critical Slope 0.009990 ft/ft Velocity 8.07 ft/s Velocity Head 1.01 ft Specific Energy 1.81 ft Froude Number 3.68 Flow is supercritical. End Station 7.50 26.00 Roughness 0.013 0.023 I04:33:54 PM 12/03/02 FlowMaster v5.15 Haestad Methods; Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data X-Section Q100 at CB W-1 Cross Section for Irregular Channel u:\winston\backup\0748hyd.fm2 Q100-Depth of flow at CB W-1 Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 1.1 0.6 0.5 0.4 0 0 5.0 0.018 0.120000 ft/ft 0.80 ft 17.38 cfs 10.0 15.0 Station (ft) 20.0 25.0 30.0 I04:33:58 PM 12/03/02 FlowMaster v5.15 Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Haestad Methods, Inc. 37 Brookside Road Project Description Project File Worksheet Flow Element Method Solve For Input Data Q100-Depth of flow at CB E-2 Worksheet for Irregular Channel, u:\winston\backup\0748hyd.fm2 Q100-Depth of flow at CB E-2 Irregular Channel Manning's Formula Water Elevation Channel Slope 0.120000 ft/ft. Elevation range: 0.00 ft to 0.91 ft. Station (ft) Elevation (ft) 26.00 64.50 66.00 66.00 70.00 Discharge Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. I12/03/02 04:16:36 PM 0.91 0.14 0.00 0.50 0.58 24.07 0.018 0.44 ft 2.84 ft2 17.05 ft 16.60 ft 0.44 ft 0.67 ft 0.009829 ft/ft 8.48 ft/s 1.12 ft 1.56 ft 3.62 Start Station 26.00 64.50 End Station 64.50 70.00 Roughness 0.023 0.013 FlowMaster v5.15 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Haestad Methods, Inc. Project Description Project File Worksheet Flow Element Method Solve For Section Data X-Section Q100 at CB E-2 Cross Section for Irregular Channel u:\winston\backup\0748hyd.fm2 Q100-Depth of flow at CB E-2 Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 1.0 0.9 0.8 0.7 0.6 c 0 0.5 as a) w 0.4 0.3 0.2 0.1 0.0 0.018 0.120000 ft/ft 0.44 ft 24.07 cfs 77 25.0 30.0 35.0 40.0 45.0 50.0 Station (ft) 55.0 60.0 65.0 70.0 12/03/02 FlowMaster v5.15 04:16:28 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 t 1 1 Q100-Depth of flow at CB W2 Worksheet for Irregular Channel Project Description Project File u:\winston\backup\0748hyd.fm2 Worksheet Q100-Depth of flow at CB W-2 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.120000 ft/ft Elevation range: 0.40 ft to 1.02 ft. Station (ft) 0.00 6.00 6.00 7.50 26.00 Discharge Elevation (ft) Start Station End Station Roughness 1.02 0.00 7.50 0.013 0.90 7.50 26.00 0.023 0.40 0.54 0.91 33.28 cfs Results Wtd. Mannings Coefficient 0.019 Water Surface Elevation 0.89 ft Flow Area 3.72 ft2 Wetted Perimeter 19.57 ft Top Width 19.07 ft Height 0.49 ft Critical Depth 1.14 ft Critical Slope 0.008456 ft/ft Velocity 8.95 ft/s Velocity Head 1.25 Specific Energy 2.14 ft Froude Number 3.57 Flow is supercritical. ft I12/03/02 04:36:45 PM FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 i Project Description Project File Worksheet Flow Element Method Solve For Section Data X-Section Q100 at CB W 2 Cross Section for Irregular Channel u:\winston\backup\0748hyd.fm2 Q100-Depth of flow at CB W-2 Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 1.1 1.0 0.9 F 0.8 C 0 m W 0.7 0.6 0.5 0.4 00 50 0.019 0.120000 ft/ft 0.89 ft 33.28 cfs ti 10.0 20.0 15.0 Station (ft) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 25.0 30.0 FlowMaster v5.15 Page 1 of 1 Q100-Depth of flow at CB E Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For u:\winston\backup\0748hyd.fm2 Q100-Depth of flow at CB E Irregular Channel Manning's Formula Water Elevation Input Data Channel Slope 0.120000 ft/ft Elevation range: 0.00 ft to 0.62 ft. Station (ft) Elevation (ft) 26.00 0.51 44.50 0.14 46.00 0.00 46.00 0.50 52.00 0.62 Discharge 22.89 cfs Start Station 26.00 44.50 Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area. Wetted Perimeter Top Width Height Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 0.018 0.43 ft 2.72 16.69 16.24 ft 0.43 ft 0.65 ft 0.009268 ft/ft 8.41 ft/s 1.10 ft 1.53 ft 3.62 ft2 ft End Station 44.50 52.00 Roughness 0.023 0.013 I12/03/02 04:37:26 PM Haestad Methods, Inc. FlowMaster v5.15 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data X-Section Q100 at CB E Cross Section for Irregular Channel u:\winston\backup\0748hyd.fm2. Q100-Depth of flow at CB E Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.7 0.6 0.5 0.4 c 0 a) W 0.3 0.2 0.1 0.0 25.0 I12/03/02 04:37:29 PM 30.0 0.018 0.120000 ft/ft 0.43 ft 22.89 cfs Haestad Methods, Inc. 35.0 77 40.0 Station (ft) 45.0 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 50.0 55.0 FlowMaster v5.15 Page 1 of 1 1 t Q100-Depth of flow at CB W Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For u:\winston\backup\0748hyd.fm2 Q100-Depth of flow at CB W Irregular Channel Manning's Formula Water Elevation Input Data Channel Slope 0.120000 ft/ft Elevation range: 0.00 ft to 0.62 ft. Station (ft) 0.00 6.00 6.00 7.50 26.00 Discharge Elevation (ft) 0.62 0.50 0.00 0.14 0.51 39.73 cfs Start Station 0.00 7.50 Results Wtd. Mannings Coefficient 0.021 Water Surface Elevation 0.53 ft Flow Area 4.55 ft2 Wetted Perimeter 22.15 ft Top Width 21.61 ft Height 0.53 ft Critical Depth 0.78 ft Critical Slope 0.008099 ft/ft Velocity 8.72 ft/s Velocity Head 1.18 ft Specific Energy 1.72 ft Froude Number 3.35 Flow is supercritical. Water elevation exceeds lowest end station by 0.02 ft. End Station 7.50 26.00 Roughness 0.013 0.023 12/03/02 04:41:16 PM Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data X-Section Q100 at CB W Cross Section for Irregular Channel u:\winston\backup\0748hyd.fm2 Q100-Depth of flow at CB W Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge c 0 r c0 a) 0.7 0.6 0.5 0.4 W 0.3 0.2 0.1 0.0 0.021 0.120000 ft/ft 0.53 ft 39.73 cfs 77 I12/03/02 04:41:23 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 HYDROLOGY and HYDRAULIC STUDY HUNTER'S RIDGE PHASE III, TRACT NO. 16184 Appendix Street Capacity Calculations Stageline Lane: Street Section 'C' 0748DRAINAGE.doc 5' PUEI 50' 25' 25' 2% 18' 18' 5.5' LEVEL LINE 5.5' 0.03' 2% STAGELINE LANE SECTION 'C' NOT TO SCALE 5'i PUE 1 Stageline Lane -Full capacity Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For c:\haestad\fmw\0748hyd.fm2 Stageline Lane -Full capacity Irregular Channel Manning's Formula Discharge Input Data Channel Slope 0.060000 ft/ft Water Surface Elevation 0.50 ft Elevation range: 0.00 ft to 0.64 ft. Station (ft) 0.00 7.00 7.00 8.50 25.00 41.50 43.00 43.00 50.00 Elevation (ft) 0.64 0.50 0.00 0.14 0.47 0.14 0.00 0.50 0.64 Start Station 0.00 7.00 43.00 Results Wtd. Mannings Coefficient Discharge Flow Area Wetted Perimeter Top Width Height Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. I10/22/02 03:14:15 PM 0.023 43.01 cfs 7.72 ft' 37.02 ft 36.00 ft 0.50 ft 0.65 ft 0.009248 ft/ft 5.57 ft/s 0.48 ft 0.98 ft 2.12 End Station 7.00 43.00 50.00 Roughness 0.013 0.023 0.013 FlowMaster v5.15 37 Brookside Road . Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Haestad Methods, Inc. X-Section Stageline Lane -Full capacity Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For Section Data c:\haestad\fmw\0748hyd.fm2 Stageline Lane -Full capacity Irregular Channel Manning's Formula Discharge Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.5 g 0.4 0 m W 0.3 0.1 0.0 0.023 0.060000 ft/ft 0.50 ft 43.01 cfs 00 50 10.0 15.0 20.0 25.0 30.0 35.0 Station (ft) 40.0 45.0 50.0 I10/22/02 03:14:47 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 1 1 1 1 1 1 1 1 1 Stageline Lane-18' half Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For c:\haestad\fmw\0748hyd.fm2 Stageline Lane-18' half Irregular Channel Manning's Formula Discharge Input Data Channel Slope Water Surface Elevation Elevation range: 0.00 ft to 0.64 ft. Station (ft) 0.00 7.00 7.00 8.50 25.00 Elevation (ft) 0.64 0.50 0.00 0.14 0.47 0.060000 ft/ft 0.47 ft Start Station 0.00 8.50 Results Wtd. Mannings Coefficient Discharge Flow Area Wetted Perimeter Top Width Height Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 0.019. 20.55 cfs 3.32 ft' 18.48 ft 18.00 ft 0.47 . , ft 0.64 ft 0.009084 ft/ft 6.18 ft/s 0.59 ft 1.06 ft 2.54 End Station 8.50 25.00 Roughness 0.013 0.023 I10/22/02 03:16:30 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data X-Section Stageline Lane-18' half Cross Section for Irregular Channel c:\haestad\fmw\0748hyd.fm2 Stageline Lane-18' half Irregular. Channel Manning's Formula Discharge Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.5 F 0.4 0 0.3 0.2 0.1 0.0 00 10/22/02 03:17:22 PM 0.019 0.060000 ft/ft 0.47 ft 20.55 cfs 50 10.0 15.0 Station (ft) 77 20.0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 25.0 FlowMaster v5.15 Page 1 of 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Q25-Depth of flow at CB C-1 Worksheet for Irregular Channel. Project Description Project File Worksheet Flow Element Method Solve For c:\haestad\fmw\0748hyd.fm2 Q25-Depth of flow at CB C-1 Irregular Channel Manning's Formula Water Elevation Input Data Channel Slope 0.060000 ft/ft Elevation range: 0.00 ft to 0.64 ft. Elevation (ft) 0.64 0.50 0.00 0.14 0.47 6.39 Station (ft) 0.00 7.00 7.00 8.50 25.00 Discharge cfs Start Station 0.00 8.50 Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 0.016 0.32 ft' 1.21 ft2 ft ft End Station 8.50 25.00 Roughness 0.013 0.023 10.96 10.63 0.32 ft 0.44 ft 0.009147 ft/ft 5.27 ft/s 0.43 ", ft 0.75 ft 2.75 I10/29/02 01:22:53 PM Haestad Methods, Inc. FlowMaster v5.15 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data X-Section Q25 at CB C-1 Cross. Section for Irregular Channel c:\haestad\fmw\0748hyd.fm2 Q25-Depth of flow at CB C-1 Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.7 0.6 0.5 F 0.4 c 0 co uj0.3 II 10/29/02 01:23:40 PM 0.2 0.1 0.016 0.060000 ft/ft 0.32 ft 6.39 cfs 0.0 0 0 5 0 10.0 15.0 Station (ft) 20.0 25.0 FlowMaster v5.15 Page 1 of 1 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Q25-Depth of flow at CB C-2 Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\0748hyd.fm2 Worksheet Q25-Depth of flow at CB C-2 Flow Element Irregular Channel Method Manning's Formula Solve For Water Elevation Input Data Channel Slope 0.060000 ft/ft Elevation range: 0.00 ft to 0.64 ft. Station (ft) Elevation (ft) Start Station End Station Roughness 25.00 0.47 25.00 41.50 0.023 41.50 0.14 41.50 50.00 0.013 43.00 0.00 43.00 0.50 50.00 0.64 Discharge 10.89 cfs Results Wtd. Mannings Coefficient 0.017 Water Surface Elevation 0.38 ft Flow Area 1.94 ft2 Wetted Perimeter 14.02 ft Top Width 13.63 ft Height 0.38 ft Critical Depth 0.51 ft Critical Slope 0.010158 ft/ft Velocity 5.61 ft/s Velocity Head 0.49 ft Specific Energy 0.87 ft Froude Number 2.62 Flow is supercritical. I10/29/02 01:?4:37 PM FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data X-Section Q25 at CB C-2 Cross Section for Irregular Channel c:\haestad\fmw\0748hyd.fm2 Q25-Depth of flow at CB C-2 Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge • 0.7 0.6 -0.5 E. 0.4 C 0 ca a) W 0.3 0.2 0.1 0.0 25.0 I10/29/02 01:24:46 PM 0.017 0.060000 ft/ft 0.38 ft 10.89 cfs 30.0 77 35.0 40.0 Station (ft) 45.0 50.0 FlowMaster v5.15 Page 1 of 1 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Q100-Depth of flow at CB C-1 Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For u:\winston\backup\0748hyd.fm2 Q100-Depth of flow at CB C-1 Irregular Channel Manning's Formula Water Elevation Input Data Channel Slope 0.060000 ft/ft Elevation range: 0.00 ft to 0.64 ft. Station (ft) Elevation (ft) 0.00 0.64 7.00 0.50 7.00 0.00 8.50 0.14 25.00 0.47 Discharge 8.58 cfs Start Station 0.00 8.50 Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 0.017 0.35 ft 1.58 ft2 12.58 ft 12.22 ft 0.35 ft 0.48 ft 0.009361 ft/ft 5.44 ft/s 0.46 ft 0.81 ft 2.67 End Station 8.50 25.00 Roughness 0.013 0.023 I12/03/02 04:31:11 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data X-Section Q100 at CB C-1 Cross Section for Irregular Channel u:\winston\backup\0748hyd.fm2 Q100-Depth of flow at CB C-1 Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 1 0.5 F 0.4 c 0 a) W 0.3 1 0.2 0.1 0.0 0.017 0.060000 ft/ft 0.35 ft 8.58 n 00 50 10.0 Station 15.0 (ft) 20.0 25.0 I 12/03/02 04:31:15 PM FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Q 100-Depth of flow at. CB C-2 Worksheet for Irregular Channel c:\haestad\fmw\0748hyd.fm2 Q100-Depth of flow at CB C-2 Irregular Channel Manning's Formula Water Elevation Input Data Channel Slope 0.060000 ft/ft Elevation range: 0.00 ft to 0.64 ft. Elevation (ft) 0.47 0.14 0.00 0.50 0.64 14.45 cfs Station (ft) 25.00 41.50 43.00 43.00 50.00 Discharge Start Station 25.00 41.50 Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 0.018 0.42 ft 2.47 ft2 15.89 ft 15.46 ft 0.42 ft 0.57 ft 0.010280 ft/ft 5.85 ft/s 0.53 ft 0.95 ft 2.58 End Station 41.50 50.00 Roughness 0.023 0.013 I10/29/02 01:26:35 PM Haestad Methods, Inc. FlowMaster v5.15 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data X-Section Q100 at CB C-2 Cross Section for Irregular Channel c:\haestad\fmw\0748hyd.fm2 Q100-Depth of flow at CB C-2 Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.7 0.6 0.5 F 0.4 o. c w 0.3 0.2 0.1 0.0 25.0 I10/29/02 01:26:41 PM 0.018 0.060000 ft/ft 0.42 ft 14.45 cfs 30.0 35.0 40.0 Station (ft) 45.0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 50.0 FlowMaster v5.15 Page 1 of 1 HYDROLOGY and HYDRAULIC STUDY HUNTER'S RIDGE PHASE III, TRACT NO. 16184 1 t Appendix Street Capacity Calculations Access Road: Street Section 'D' at 12% Street Section 'D' at 0.5% 0748DRAINAGE.doc ACCESS ROAD SECTION 'D' NOT TO SCALE Access Road -Full capacity @0.5% Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\0748hyd.fm2 Worksheet Access Road -Full capacity @0.5% Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope 0.005000 ft/ft Water Surface Elevation 0.50 ft Elevation range: 0.00 ft to 0.51 ft. Station (ft) Elevation (ft) 0.00 0.50 0.00 0.00 1.50 0.14 15.00 0.41 20.00 0.51 Start Station End Station Roughness 0.00 1.50 0.013 1.50 15.00 0.023 15.00 20.00 0.018 Results Wtd. Mannings Coefficient 0.018 Discharge 7.73 Flow Area 3.89 Wetted Perimeter 20.01 Top Width 19.50 Height 0.50 Critical Depth 0.46 ft Critical Slope 0.008353 ft/ft Velocity 1.99 Ws Velocity Head 0.06 ft Specific Energy 0.56 ft Froude Number 0.79 Flow is subcritical. cfs ft2 ft ft ft FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data X-Section Access Road @0.5% Cross Section for Irregular Channel c:\haestad\fmw\0748hyd.fm2 Access Road -Full capacity @0.5% Irregular Channel Manning's Formula Discharge Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.55 0.45 0.4 0.35 0.3 0 7-1 to 0.25 w 0.2 0.15 0.1 0.05 0.0 0.018 0.005000 ft/ft 0.50 ft 7.73 cfs 00 I10/22/02 04:02:43 PM 20 40 60 Haestad Methods, Inc. 8 0 10.0 12.0 Station (ft) 37 Brookside Road Waterbury, CT 06708 14.0 16.0 18.0 (203) 755-1666 20.0 FlowMaster v5.15 Page l of 1 1 Access Road -Full capacity @12% Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\0748hyd.fm2 Worksheet Access Road -Full capacity @12% Flow Element Irregular. Channel Method Manning's Formula Solve For Discharge Input Data Channel Slope Water Surface Elevation Elevation range: 0.00 ft to 0.51 ft. Station (ft) 0.00 0.00 1.50 15.00 20.00 Elevation (ft) 0.50 0.00 0.14 0.41 0.51 0.120000 ft/ft 0.50 ft Start Station End Station Roughness 0.00 1.50 0.013 1.50 15.00 0.023 15.00 20.00 0,018 • Results Wtd. Mannings Coefficient 0.018 Discharge 37.86 Flow Area 3.89 Wetted Perimeter 20.01 Top Width 19.50 Height 0.50 Critical Depth 0.79 ft Critical Slope 0.008058 ft/ft Velocity 9.75 ft/s Velocity Head 1.48 ft Specific Energy 1.98 ft Froude Number 3.85 Flow is supercritical. cfs ft2 ft ft ft I10/22/02 FlowMaster v5.15 04:03:43 PM Haestad Methods, Inca 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 X-Section Access Road @12% Cross Section for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For Section Data c:\haestad\fmw\0748hyd.fm2 Access Road -Full capacity @12% Irregular Channel Manning's Formula Discharge Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.5 0.45 0.4 0.35 0.3 0 co 0.25 W 0.2 0.15 0.1 0.05 0.0 00. 0.018 0.120000 ft/ft 0.50 ft 37.86 cfs 20 40 6 0 8 0 10.0 12.0 14.0 Station (ft) 16.0 18.0 20.0 FlowMaster v5.15 Haestad Methods, Inc: 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Q25-Depth of flow at CB B-1 Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For c:\haestad\fmw\0748hyd.fm2 Q25-Depth of flow at CB B-1 Irregular Channel Manning's Formula Water Elevation Input Data Channel Slope 0.120000 ft/ft Elevation range: 0.00 ft to 0.51 ft. Station (ft) Elevation (ft) 0.00 0.50 0.00 0.00 1.50 0.14 15.00 0.41 20.00 0.51 Discharge 10.64 cfs Start Station 0.00 1.50 15.00 Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 0.016 0.34 ft 1.40 ft2 11.84 ft 11.49 ft 0.34 ft 0.51 ft 0.008069 ft/ft 7.58 ft/s 0.89 ft 1.23 ft 3.82 End Station 1.50 15.00 20.00 Roughness 0.013 0.023 0.018 10/23/02 FlowMaster v5.15 I 01:03:22 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data X-Section Q25 at CB B-1 Cross Section for Irregular Channel c:\haestad\fmw\0748hyd.fm2 Q25-Depth of flow at CB B-1 Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope Water Surface Elevation. Discharge 0.4 0.35 C 0 47, m (T)0.25 W 0.15 0.1 0.05 0.0 00 1 10/23/02 01:03:48 PM 20; 0.016 0.120000 ft/ft 0.34 ft 10.64 cfs 40 60 8 0 10.0 12.0 14.0 Station (ft) 16.0 18.0 20.0 FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 ` Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Q25-Depth of flow at CB B-2 Worksheet for Irregular Channel u:\winston\backup\0748hyd.fm2 Q25-Depth of flow at CB B-2 Irregular Channel Manning's Formula Water Elevation Channel Slope 0.005000 ft/ft Elevation range: 0.00 ft to 0.51 ft. Station (ft) Elevation (ft) 0.00 0.00 1.50 15.00 20.00 Discharge 0.50 0.00 0.14 0.41 0.51 8.85 cfs Start Station 0.00 1.50 15.00 Results Wtd. Mannings Coefficient 0.018 Water Surface Elevation 0.52 Flow Area 4.30 Wetted Perimeter 20.54 ft Top Width 20.00 ft Height 0.52 ft Critical Depth 0.48 ft Critical Slope 0.008204 ft/ft Velocity 2.06 ft/s Velocity Head 0.07 ft Specific Energy 0.59 ft Froude Number 0.78 Flow is subcritical. Water elevation exceeds lowest end station by 0.02 ft. ft ft2 End Station 1.50 15.00 20.00 Roughness 0.013 0.023 0.018 I12/03/02 03:16:55 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data X-Section Q25 at CB B-2 Cross Section for Irregular Channel u:\winston\backup\0748hyd.fm2 Q25-Depth of flow at CB B-2 Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.45 0.4 0.35 0.3 0 t9 > 0.25 w 0.2 0.15 0.1 0.05 0.0 U 12/03/02 03:17:06 PM 0.018 0.005000 ft/ft 0.52 ft 8.85 cfs Haestad Methods, Inc. 8 0 10.0 12.0 14.0 Station (ft) 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 Q25-Depth of flow at CB B-3 Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For u:\winston\backup\0748hyd.fm2 Q25-Depth of flow at CB B-3 Irregular Channel Manning's Formula Water Elevation Input Data Channel Slope 0.120000 ft/ft Elevation range: 0.00 ft to 0.51 ft. Station (ft) Elevation (ft) 0.00 0.50 0.00 0.00 1.50 0.14 15.00 0.41. 20.00 0.51 Discharge 5.83 cfs Start Station 0.00 1.50 15.00 Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 0.015 0.28 0.81 8.82 8.54 ft 0.28 ft 0.42 ft 0.008753 ft/ft 7.19 ft/s 0.80 ft 1.08 ft 4.11 ft ft2 ft End Station 1.50 15.00 20.00 Roughness 0.013 0.023 0.018 FlowMaster v5.15 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 12/03/02 I 03:19:07 PM liaestad Methods, Inc. 12/03/02 ' Project Description Project File Worksheet Flow Element Method Solve For Section Data X-Section Q25 at CB B-3 Cross Section for Irregular Channel u:\winston\backup\0748hyd.fm2 Q25-Depth of flow at CB B-3 Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 03:19:12 PM 0.55 0.0 00 20 0.015 0.120000 ft/ft 0.28 ft 5.83 cfs 40 60 80 10.0 12.0 Station (ft) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 14.0 16.0 (203) 755-1666 18.0 `20.0 FlowMaster v5.15 Page 1 of 1 Q100-Depth of flow at CB B-1 Worksheet for Irregular Channel Project Description Project File Worksheet Flow Element Method Solve For c:\haestad\fmw\0748hyd.fm2 Q100-Depth of flow at CB B-1 Irregular Channel Manning's Formula Water Elevation Input Data Channel Slope 0.120000 ft/ft Elevation range: 0.00 ft to 0.51 ft. Station (ft) Elevation (ft) 0.00 0.50 0.00 0.00 1.50 15.00 20.00 Discharge 0.14 0.41 0.51 13.76 cfs Start Station 0.00 1.50 15.00 Results Wtd. Mannings Coefficient 0.017 Water Surface Elevation 0.37 ft Flow Area 1.76 ft2 Wetted Perimeter 13.33 ft Top Width 12.95 ft Height 0.37 ft Critical Depth 0.55 ft Critical Slope 0.008358 ft/ft Velocity 7.82 ft/s Velocity Head 0.95 ft Specific Energy 1.32 ft Froude Number 3.74 Flow is supercritical. End Station 1.50 15.00 20.00 Roughness 0.013 0.023 0.018 FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data X-Section Q100 at CB B-1 Cross Section for Irregular Channel c:\haestad\fmw\0748hyd.fm2 Q100-Depth of flow at CB 6-1 Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.55 0.45 0.4 0.35 0.3 0 4 0.25 W I10/23/02 01:04:30 PM 0.2 0.15 0.1 0.05 0.0 00 20 40 0.017 0.120000 ft/ft 0.37 ft 13.76 cfs 14.0 16.0 77 60 80 10.0 12.0 Station (ft) 18.0 20.0 FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Q100-Depth of flow at CB B-2 Worksheet for Irregular Channel Project Description Project File. Worksheet Flow Element Method Solve For Input Data u:\winston\backup\0748hyd.fm2 Q100-Depth of flow at CB B-2 Irregular Channel Manning's Formula Water Elevation Channel Slope 0.005000 ft/ft Elevation range: 0.00 ft to 0.51 ft. Elevation (ft) 0.50 0.00 0.14 0.41 0.51 11.76 cfs Station (ft) 0.00 0.00 1:50 15.00 20.00 Discharge Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number. ' Flow is subcritical. Water elevation exceeds lowest end station by 0.07 ft. 0.019 0.57 5.25 20.64 20.00 ft 0.57 ft 0.53 ft 0.008208 ft/ft 2.24 ft/s 0.08 ft 0.65 ft 0.77 ft ft2 ft Start Station 0.00 1.50 15.00 End Station 1.50 15.00 20.00 Roughness 0.013 0.023 0.018 I12/03/02 04:26:15 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Section Data X-Section Q100 at CB B-2 Cross Section for Irregular Channel u:\winston\backup\0748hyd.fm2 Q100-Depth of flow at CB B-2 Irregular Channel Manning's Formula Water Elevation Wtd. Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0.6 0.5 0. 0.4 0.4 0.35 C 0 0.3 a) W 0.25 1 I12/03/02 04:26:19 PM 0.2 0.15 0.1 0.05 0.0 0.0 2 0 0.019 0.005000 ft/ft 0.57 ft 11.76 cfs 40 60 8 0 10.0 12.0 Station (ft) Haestad Methods, Inc. 37 Brookside Road 14.0 16.0 Waterbury, CT 06708 (203) 755-1666 18.0 20.0 FlowMaster v5.15 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Q100-Depth of flow at CB B-3 Worksheet for Irregular Channel u:\winston\backup\0748hyd.fm2 Q100-Depth of flow at CB B-3 Irregular Channel Manning's Formula Water Elevation Channel Slope 0.120000 ft/ft Elevation range: 0.00 ft to 0.51 ft.' Station (ft) Elevation (ft) 0.00 0.50 0.00 0.00 1.50 0.14 15.00 0.41 20.00 0.51 Discharge 7.98 cfs Results Wtd. Mannings Coefficient Water Surface Elevation Flow Area Wetted Perimeter Top Width Height Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 0.016 0.31 ft 1.08 ft2 10.32 ft 10.01 ft 0.31 ft 0.47 ft 0.008316 ft/ft 7.36 ft/s 0.84 ft 1.15 3.94 ft Start Station 0.00 1.50 15.00 End Station 1.50 15.00 20.00 Roughness 0.013 0.023 0.018 FlowMaster v5.15 I12/03/02 04:28:06 PM Haestad Methods, Inca 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 X-Section Q100 at CB B-3 Cross Section for Irregular Channel Project Description Project File u:\winston\backup\0748hyd.fm2 Worksheet Q100-Depth of flow at CB B-3 Flow Element Irregular Channel Method Manning's Formula Solve For : Water Elevation Section Data Wtd. Mannings Coefficient 0.016 Channel Slope 0.120000 ft/ft Water Surface Elevation 0.31 ft Discharge 7.98 cfs 0.55 0. 0.45 0.3 C >0.25 ' 0.2 0.15 0.1 0.05 0.0 00 I12/03/02 04:28:12 PM 77 ST- 2.0 40 60 80 10.0 12.0 14.0 Station (ft) 16.0 18.0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 20.0 FlowMaster v5.15 Page 1 of 1 HYDROLOGY and HYDRAULIC STUDY HUNTER'S RIDGE PHASE III, TRACT NO. 16184 Appendix J Catch Basin Capacity Calculations Flow -by Curb Opening and Grate Combination Reference: Caltrans Highway Design Manual 0748DRAINAGE.doc HYDROLOGY and HYDRAULIC STUDY HUNTER'S RIDGE PHASE III, TRACT NO. 16184 Appendix J Catch Basin Capacity Calculations Flow -by Curb Opening and Grate Combination 25-year storm event 0748DRAINAGE.doc a! 1! 1- - i I- / - S 1 M- N E CURB OPENING CATCH BASIN ON CONTINUOUS GRADE (FLOW -BY) CAPACITY CALCULATION 25 YEAR STORM EVENT CATCH BASIN NO. - DESIGN RUNOFF (Q25) CFS - RUNOFF FLOW FROM UPSTREAM CATCH BASIN, CFS - TOTAL RUNOFF TRIBUTARY TO - CATCH BASIN CFS LENGTH OF CURB OPENING - (L) FT - - - - COEFFICIENT (IC) - - - LONGITUDINAL SLOPE (S) FT/FT CROSS -FALL SLOPE (Sx) FT/FT MANNING'S ROUGHNESS COEFFICIENT (a LENGTH TO - INTERCEPT TOTAL FLOW (Lt) FT .. - - EFFICIENCY OF CURB OPENING RUNOFF INTERCEPTED BY CURB OPENING (Qi) CFS - RUNOFF FLOWS TO GRATED INLET (CFS) • CB -El - - 16.92 0.00 16.92 14.00 0.60 ' 0.12 0.02 - 0.02 - 107.59 - - 0.22 3.75 13.17 CB-E2 - 7.48 10.11 - 17.59 .14.00 - 0.60 0.12 - 0.02' 0.02 109.37 0.22 • 3.84 13.75 CB-Wl • _ 9.76 2.70 . 12.46 14.00 0.60 - 0.12 0.02 0.02 • .•- 94.60 - - 0.25 3.12 -- 9.34 CB-W2 17.04 -.. 7.05 ' 24.09 - 14.00 - 0.60 • 0.12 • • 0.02 - 0.02 124.79 • - • - 0.19 - - - . 4.64 19.44 EX. CB-E • - 5.70 _ 10.59 16.29 17.40 0.60 0.12 0.02 0.02 - 105.89 -: 0.28 4.50 ' - 11.79 EX. CB-W 4.86 23.04 27.90 17.40 0.60 0.12 0.02_ - 0.02 132.73 0.22 6.23 21.66 CATCH BASIN NO. DESIGN RUNOFF (Q25) CFS RUNOFF FLOW FROM UPSTREAM CATCH BASIN, CFS. TOTAL RUNOFF TRIBUTARY TO CATCH BASIN CFS LENGTH OF CURB OPENING (L) FT - - COEFFICIENT (K) - LONGITUDINAL SLOPE (S) FT/FT - - CROSS -FALL - SLOPE (Sx) FT/ET MANNING'S ROUGHNESS COEFFICIENT (N) LENGTH TO - INTERCEPT - TOTAL FLOW (Lt) FT - EFFICIENCY OF CURB OPENING . RUNOFF INTERCEPTED BY CURB OPENING (Qi) CFS RUNOFF FLOWS TO GRATED INLET (CFS) CB-B1 • 10.64 0.00 10.64 13.30 - 0.60 0.12 0.02 - . 0.02 88.54 0.25 2.70 7.94 CB-B2 3.32 5.53 8.85 - 13.30 - 0.60 0.005 0.02 0.02 31.58 - 0.63 5.54 - 3.31 CB-B3 4.05 1.78 5.83 - - 13.30 0.60 • 0.12 0.02 - 0.02 . • 68.75 - - :_ 0.32 . 1.87 • - 3.96 - CATCH BASIN NO. - - - DESIGN RUNOFF (Q25) CFS RUNOFF FLOW FROM UPSTREAM CATCH BASIN, CFS TOTAL RUNOFF TRIBUTARY TO CATCH BASIN CFS LENGTH OF CURB OPENING (L) FT - COEFFICIENT (K) - - LONGITUDINAL SLOPE (S) FT/FT - �. '. CROSS -FALL - SLOPE (Sx) FT/FT .- MANNING'S ROUGHNESS COEFFICIENT (N) LENGTH TO INTERCEPT - TOTAL FLOW (Lt) FT -.. EFFICIENCY OF CURB OPENING RUNOFF INTERCEPTED BY CURB OPENING (Qi) CFS - RUNOFF FLOWS TO GRATED INLET (CFS) CB-Cl - 6.39 • 0.00 6.39 - . 14.00 - 0.60 . - 0.06 0.02 ' 0.02 - 58.05 • 0.39 - 2.50 - - 3.89 - CB-C2 10.89 -0.00 10.89 - 14.00 0.60 - 0.06 - 0.02 0.02 72.62 - - 0.32 - 3.48 7.41 z 8 NEM ~VIP sO� go 8K m C, y OX S � 8 8 s 7.08 gg a £ 30 a nab OR a 8 zo. 5z' a a 4gO n ? a X % C, n r CATCH BASIN I NO. CB -El 13.75 9.34 oo T G P :IN z 200 2.00 I P 8 8 $ 8 . ° 4 8 J TOTAL SPREAD OF WATER IN STREET (T) FT 14.22 0.33 0.38 RATIO OF FRONTAL FLOW TO TOTAL FLOW (Eo) 0.33 848 8.00 z O rtA 2s �� 0 424 4.00 4.05 386 GUTTER VELOCITY WHERE SPLASH OVER FIRST OCCUR No)FTWEC 4.02 RATIO OF FRONTAL FLOW INTERCEPTED TO TOTAL FRONTAL FLO. IRO 0.64 6 40 ON ,ID 9.85 9.85 • LENGTH OF GRATE (L) FT 9.85 . I 0.02 0.02 0.02 0.02 0.02 CROSS -FALL SLOPE (So) FT/FT 0.02 RATIO OF ROE FLOW INTERCEPTED TO TOTAL SITE FLOW HLO 0.38 HH S e e a a a u 464 4.50 N. i RUNOFF INTERCEPTED BY CURB OPENING FORTIOOF CATCH BASIN CFS 3.75 - EMI vE8= Ili E 27.90 1 TOTAL RUNOFF TRIBUTARY TO CATCH BASIN ' (025) CFS 16.92 6 a 5 RUNOFF FLOW TO NEXT CATCH ASIN, CFS 10.11 1 e i HYDROLOGY and HYDRAULIC STUDY HUNTER'S RIDGE PHASE III, TRACT NO. 16184 Appendix J Catch Basin Capacity Calculations Flow -by Curb Opening and Grate Combination 100-year storm event 0748DRAINAGE.dac 1 11E111 111111 11111 11111 11111 1 11E1 11111 NMI MEI INN 11E1' CURB OPENING CATCH BASIN ON CONTINUOUS GRADE (FLOW -BY) CAPACITY CALCULATION 100 YEAR STORM EVENT - CATCH BASIN NO. - - DESIGN RUNOFF (Q100) CFS - RUNOFF FLOW FROM UPSTREAM CATCH BASIN, CFS TOTAL RUNOFF TRIBUTARY TO CATCH BASIN CFS LENGTH OF CURB OPENING (L) FT COEFFICIENT (K) LONGITUDINAL SLOPE (S) FT/FT - - - CROSS -FALL - SLOPE (Sx) FT/FT MANNING'S ROUGHNESS COEFFICIENT (N) LENGTH TO INTERCEPT . TOTAL FLOW (Lt) FT - - EFFICIENCY OF CURB OPENING RUNOFF INTERCEPTED BY CURB OPENING (Qi) CFS - - - RUNOFF FLOWS TO GRATED INLET (CFS) CB-EI - 22.85 - 0.00 '.22.85 14.00 0.60 0.12 0.02 - - 0.02 - - 122.06 - 0.20 - - 4.50 18.35 - CB-E2 - - 9.72 14.35 24.07 - . 14.00 _ - 0.60 0.12 . 0.02 - - 0.02 - - - 124.76 . - 0.19 4.64 - - 19.43 CB -WI - 13.44 - - 3.94 - 17.38 14.00 - 0.60 - 0.12 - 0.02 - 0.02 . - 108.79 .- "0.22 -3.82 13.56 . CB-W2 22.85 - 10.43 33.28 - 14.00- 0.60 -- - 0.12 0.02 - 0.02 142.95 0.17 5.64 - 27.65 - EX. CB-E 7.64. • 15.25 22.89 17.40 - 0.60 0.12 - - - 0.02 - . 0.02 - 122.14 - -, 0.24 - - 5.53 17.36 EX. CB-W - 6.49 " 33.24 - 39.73 17.40 0.60 0.12 0.02 - 0.02 153.97 0.19 •- 7.71 32.01 - - CATCH BASIN NO. DESIGN RUNOFF (Q100) CFS RUNOFF FLOW FROM UPSTREAM CATCH BASIN, CFS TOTAL RUNOFF TRIBUTARY TO CATCH BASIN CFS LENGTH OF CURB OPENING (L) FT - - - COEFFICIENT (K) LONGITUDINAL SLOPE (S) FT/FT CROSS -FALL SLOPE (Sx) FT/FT MANNING'S -. _ ROUGHNESS COEFFICIENT (N) LENGTH TO INTERCEPT TOTAL FLOW (Lt) FT - - - EFFICIENCY OF CURB OPENING RUNOFF ,. INTERCEPTED BY CURB OPENING (Qi) CFS ., RUNOFF FLOWS TO GRATED INLET (CFS) CB-B1 - 13.76 0.00 - 13.76 - 13.30 0.60 - 0.12 0.02 - - 0.02 98.64 0.23 - - 3.16 - - 10.60 CB-B2 4.29 7.47 - 11.76 13.30 0.60 - - 0.01 0.02 - - 0.02 35.59 - 0.57 - 6.69 - ' 5.07 CB-B3 - 5.24 - 2.74 - 7.98 - 13.30 . 0.60 - 0.12 - - 0.02 - - 0.02 - 78.48- 0.28 - -2.27 - 5.71 - - - CATCH BASIN NO. - - DESIGN RUNOFF (Q100) CFS RUNOFF FLOW FROM UPSTREAM CATCH BASIN, CFS • TOTAL RUNOFF TRIBUTARY TO CATCH BASIN CFS LENGTH OF CURB OPENING (L) FT - . - COEFFICIENT (K) - LONGITUDINAL SLOPE (S) FT/FT CROSS -FALL SLOPE (Sx) FT/FT MANNING'S ROUGHNESS - COEFFICIENT (N)_ LENGTH TO - INTERCEPT TOTAL FLOW (Lt) FT - EFFICIENCY OF CURB OPENING RUNOFF INTERCEPTED BY CURB OPENING (Qi) CFS RUNOFF FLOWS TO GRATED INLET (CFS) CB-Cl - 8.58 0.00 - 8.58 14.00 0.60 0.06 0.02 0.02 - 65.70 - 0.35 - 3.01 - 5.57. CB-C2 14.45 ' - 0.00 - 14.45 14.00 0.60 0.06 0.02 0.02 81.78 - -. 0.29 4.14 10.31 § e §� 8 K4 § j] /\) (/ r WA 8 ) s 2 ( « MI »R] ! ; A§ @. \� « a §00 /( f ;##;; E rr, • CATCH BASIN NO CB -El it RUNOFF TRIBUTARY TO GRATED PORTION OF CATCH BASIN (QIOOJ CFS 18.35 2.00 2 00 200 2.00 2.00 jasss ;!; 7 19.07 16.24 |( TOTAL SPREAD OF WATER IN STREET(T)FT 16.23 0.29 0.33 RATIO OF FRONTAL FLOW TO TOTAL FLOW (Eo) 0.30 872 848 8.07 q l ; | \ »;] I 4.36 424 4.04 1 \§ ;£ ;\g 2.2 !(! RATIO OF FRONTAL oOW INTERCEPTED TOTAL FRONTAL FLOW (RO 0.62 640 9.85 6.40. LENGTH OF GRATE (L) FT 9.85 0.02 0.02 0 02 0.02 CROSS -FALL SLOPE (So) FT/FP 0.02 9F0 0.35 0.37 RATIO OF SIDE ROW INTERCEPTED TO TOTAL SIDE FLOW GU) 0.36 0.22 0.23 EFFICIENCY (C ) 50% Clo ed 0.22 §2g\G INTERCEPTION CAPACITY OF A GRATE INLET ON GRADE(pi)CFS 4.00 77((6 RUNOFF INTERCEPTED BY CURB OPENING PORTION OF CATCH BASIN CFS 4.50 \ /( \;\g {; }/ .< ^� ) / 33.28 22.89 24.07 17.38 TOTAL RUNOFF TRIBUTARY TO CATCH BASIN 100 CFS 22.85 22.12 14.71 15.25 10.43 RUNOFF FLOW TO NEXT CATCH ASIN, CFS 14.35 I \I. \I\ I\ � I I HYDROLOGY and HYDRAULIC STUDY HUNTER'S RIDGE PHASE III, TRACT NO. 16184 Appendix J Catch Basin Capacity Calculations Flow -by Curb Opening and Grate Combination Reference: Caltrans Highway Design Manual 0748DRAINAGE.doc III- APPENDIX CATCH BASIN CAPACITIES INTERCEPTION CAPACITY OF INLETS GRATE INLETS (CONTINUOUS GRADE) ON A CONTINUOUS GRADE Grates are effective roadway pavement drainage inlets where clogging with debris is not a problem, and longitudinal slopes are greater than 3Z. Grate inlets will intercept all of the gutter flow passing over the grate, or the frontal flow, if the grate is sufficiently long and the gutter flow velocity is low. Only a portion of the frontal £.'ow will be intercepted ifthe velocity is high or the grate is•:;nort and splash -over occurs. A part of the flow along the side the grate will be intercepted, dependent upon the•;; cross slope•of the pavement, the length of the grate, and flow velocity. The ratio (Eo) of frontal flow (Qv) to total flow (Q) straight cross slope is expressed by equation (1): Eo= Qw/S 1- (1-W/T ) where: Q= total flow, in cfs. Qw= flow in width W (over the grate), W= width of grate,in feet. T= total spread of water in the roadway, in feet. The ratio of the side flow (Qs) to total flow (Q) is expressed by equation (2): Qs/Q= 1-(Qw/Q)= 1-Eo (2) The ratio (Rf) of frontal flow intercepted to total frontal flow is expressed by equation (3): Rf= 1-0.09(V-Vo) where: V = velocity of flow in the gutter, in ft/sec. Vo= gutter velocity where splash -over first occurs, in ft/sec. (3) EXHIBIT 3 This ratio is equivalent to frontal flow interception efficiency. Chart 1 provides a solution of equation (3) which takes into account grate length, bar configuration and gutter velocity at which splash -over occurs. The gutter velocity needed to use Chart 1 is total flow divided by the area of flow. The ratio (Rs) of side flow intercepted to total aide flow or side flow interception efficiency, is expressed by. equation (4): 1.8 2.3 Rs= 1/(1+(0.15V /Sx*L )) where: L= length of the grate, in feet. Sx=.cross-fall slope, in ft/ft. V= velocity of flow in the gutter, Chart 2 p ovides a solution of equation (4). The efficiency, E, of a grate is expressed by equation (5) E= Rf*Eo + Rs(1-Eo) in ft/sec. The interception capacity of a grate inlet on grade is equal to the efficiency of the grate multiplied by•the total gutter flow, and is expressed by equation (6): i= E*Q= Q(Rf*Eo + Rs(1-E (6) CURB -OPENING INLETS (CONTINUOUS GRADE) Curb opening inlets areeffective in the drainage of roadway pavement when the longitudinal slope is less than 3 percent. Curb opening inlets are relatively free of clogging tendencies and offer little interference to traffic operation. They are viable alternatives to grates in many locations where•grates would be in traffic lanes or would be hazardous for pedestrians or bicyclists. The length of curb opening inlet required for total interception of gutter flow on a pavement section with a straight cross slope is expressed by equation (7): EXHIBIT 3 Lt= curb opening length required.to intercept 100 percent of the gutter flow,'in feet. S= longitudinal slope, in ft/ft. Sx= cross -fall elope,' in ft/ft. I. Manning's Roughness Coefficient. The efficiency of curb opening inlets shorter than: the length, required for total interception is expressed by equation (8): E= 1-(1-L/Lt) where: 1.6. L= curb opening. length, in feet. (8) The length of in]:.a required for total interception by depressed curb opening or curb opening in depressed gutter sections can be. found by the use .'£ an equivalent cross slope,Se,in equation (7). Se= Sx + Sw' where: (9) Eo = ratio of flow in the depressed section to total gutter flow, per equation (1) with the exception that W is equal to the depressed gutter width. S '= cross slope of the depressed gutter, in. ft/ft. Sw'= (a/12*W) where: a= gutter depression, in inches, measured from the extended plane of the pavement, Sx. W= width of depressed gutter, in feet. Using the equivalent cross slope, Se, equation (7) becomes: (10) 0.42 0.3 0.6 Lt= K*Q S (1/N*Se) COMBINATION INLETS (CONTINUOUS GRADE) The interception capacity of a combination inlet consisting of a curb opening and grate placed side -by -side, is not appreciably greater than that of a grate alone. Capacity'is computed by neglecting the curb opening. A combination inlet is sometimes used with the curb opening or a part of the curb opening placed -17- upstream of the grate. The curb opening in such an installation intercepts debris which might otherwise clog the grate and has been termed a "sweeper" by some. A combination inlet with a curb opening upstream of the grate has an interception capacityequal to the sum of the two inlets, except that the frontal flow and thus the interception capacity of the grate is reduced by the interception of the curb opening. INTERCEPTION CAPACITY OE INLETS IN: SAG LOCATIONS Inlets in sag locations operate as weirs under low head c-aditions and as orifices at greater depths. Orifice flow begins a:.''depths dependent upon the grate size, and the curb opening height. At depths between those at which weir flow definitely prevails and those at which orifice flow prevails, flow is in a transition stage. At these depths, control is ill-defined and flow may fluctuate between weir and orifice control. The efficiency of inlets in passing debris is critical in sag locations because all runoff which enters the sag must be passed through the inlet. Total or partial clogging of inlets in these locations can result. in hazardous ponded conditions. Grate inlets alone are not recommended for use in sag locations because of the tendencies of grates to become clogged. Combination inlets or curb -opening inlets are recommended for use in these locations. GRATE INLETS (SAG) A grate inlet in a sag operates first as a weir having a crest length equal to net perimeter (P) along which the flow enters. Bars are substracted and the side against the curb is not• included in computing P. Weir operation continues to a depth (d) of about 0.4 foot above the top of the grate and the discharge intercepted by the grate is expressed by equation (12): Qi= rate of discharge into the grate "opening, cubic feet per second (cfs). P= net perimeter of grate opening, in feet. d= depth of water at grate, in feet. When the depth at the grate exceeds about 1.4 feet, the grate EXHIBIT 3 begins to operate as an orifice and the discharge intercepted by, the grate is expressed by equation (13); 0.5 Qi= 0.67*A(2*g*d) 0.5 Qi= 5.37*A*d (13) where Qi= rate of discharge into the grate opening, in cubic feet per second (cfs).. A= clear opening of the grate, in square feet. g= 32.2 feet per second squared. d= depta of ponded water above top of grate, in feet. Between depths over the grate of about 0.4 and about 1.4 feet the operation of the grate inlet is indefinite due to vortices and other disturbances. The capacity of the grate is somewhere between that given by equations (12) and (13).(See Chart 3) Because of the vortices and the tendency of trash to collect on the grate, the clear opening or perimeter of a grate inlet should be at least twice that required by equations (12) and (13) in order to remain below the design depth over the grate. CURB OPENING INLETS (SAG) The capacity of a curb opening inlet in a sag depends on water depth (d) at the curb, the curb opening length (L), and the height of the curb opening (h). The inlet operates as a weir to depths equal to the curb opening height and as an orifice at depths greater than 1.4 times the opening height. At depths between 1.0 and 1.4 times the opening height, flow is in a transition stage. The weir location for a depressed curb opening inlet is at the edge of the gutter, and the effective weir length is dependent on the width of the depressed gutter (W) and the length of the curb opening (L). The weir location for a curb opening inlet that is not depressed is at the lip of the curb opening, and its length is equal to that of the inlet. The weir coefficient for curb opening inlets without depression isapproximately equal to that for a depressed curb opening inlet. The interception capacity ofa depressed curb opening inlet operating as a weir is expressed by equation (14): Qi= Cw(L EXHIBIT 3 + 1.6*W)d 1.5 (14) where: Cw= 2.3 L= length of curb opening, in feet. W= lateral width of depression (measured perpendicular to the curb face). in feet. d= depth at curb measured from the normal_cross slope, in feet, i.e, d=T*Sx The weir equation is applicable to depthsat the curb approximately equal to the height of the opening plus -the depth of the depression. Thus the limitation on the use of 'equation (14) for a depressed curb opening inlet is: less than or equal to where: h= height of curb opening inlet, in feet. a= depth of depression, in inches. The weir equation for a curb opening inlet without a depression (W=o) is expressed by equation (15): 1.5 Qi= Cw*L*d The depth limitation for operation as a weir becomes: d .less than or equal to Curb opening inlets operate as orifices at depths greater than approximately 1.4*h. The interception capacity is expressed by equation (16): 0.5 Qi= Co*h*L(2*g*do) Qi= Co*A(2*g(di-h/2)) where: Co= h=. do= A= di= h orifice coefficient, 0.67. height of curb opening inlet, in feet. effective head on the center of the orifice throat, in feet. clear area of opening, in square feet. depth at lip of curb opening, in feet. height of curb opening orifice, in feet. T*Sx + a/12 -20 M MI M! r M— M i LENGTH OF GRATE L (FT) . Rt CONTINUOUS GRADE • CHART 1. Grate Inlet frontal flow interception efficiency. HYDROLOGY and HYDRAULIC STUDY HUNTER'S RIDGE PHASE III, TRACT NO. 16184 Appendix K Inlet Capacity Calculations 0748DRAINAGE.doc CATCH BASIN (RISER) CAPACITY CALCULATIONS (DRAINAGE AREAS B-2 AND B-4) CB NO. CB TYPE GRATED CB SIZE (MINIMUM) PONDING DEPTH(FT)H EFFECTIVE AREA (A) FOR ORIFICE EQUATION CB CAPACITY (CFS) BASED ON ORFICE EQUATION WITH 50% CLOGGING DESIGN RUNOFF Q100 (CFS) DESIGN RUNOFF Q25 (CFS) INLET #1 SUMP 48" DIAMETER 1.50 12.56 43.2 15.10 11.70 INLET #2 SUMP 48" DIAMETER 1.50 12.56 43.2 : 20.52 15.88 Use Orifice Equation when H >= 1.5' Q = 0.7 A (2gH)o.5 HYDROLOGY and HYDRAULIC STUDY HUNTER'S RIDGE PHASE III, TRACT NO. 16184 Appendix L Parkway Culvert Capacity Calculations And Hydrology Exhibit for Parkway Culvert #1 to #3 0748DRAINAGE.doc Culvert #1 & #3 (W=2.5') Worksheet for Rectangular Channel Project Description Project File c:\haestad\fmw\0748hyd.fm2 Worksheet Parkway Culvert #1 & #3 Calculation Flow Element Rectangular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.013 Channel Slope 0.020000 ft/ft Depth 0.33 ft Bottom Width 2.50 ft Results Discharge 5.45 cfs Flow Area 0.83 ft2 Wetted Perimeter 3.16 ft Top Width 2.50 ft Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. I 12/04/02 07:55:39 AM 0.53 ft 0.004874 ft/ft 6.60 ft/s 0.68 ft 1.01 ft 2.03 FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 ` Page 1 of 1 Culvert #2 (W=1.5') Worksheet for Rectangular Channel Project Description Project File c:\haestad\fmw\0748hyd.fm2 Worksheet Parkway Culvert #2 Calculation Flow Element Rectangular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.013 Channel Slope 0.020000 ft/ft Depth 0.33 ft Bottom Width 1.50 Results Discharge 3.00 cfs Flow Area 0.50 ft2 Wetted Perimeter 2.16 ft Top Width 1.50 Critical Depth 0.50 ft Critical Slope 0.006128 ft/ft Velocity 6.05 ft/s Velocity Head 0.57 ft Specific Energy 0.90 ft Froude Number 1.86 Flow is supercritical. 12/04/02 I 07:56:09 AM FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 CULVERT #1 (PER HYDROLOGY REPORT APPENDIX C FOR SUBAREA A-3 Q100 = 3.93 CFS Q25 = 2.92 CFS CULVERT #2 (SUBAREA A-4.1) Q100 = 1.91 CFS Q25 = 1.48 CFS CULVERT #3 (SUBAREA A-4.2) Q100 = 3.55 CFS Q25 = 2.75 CFS HYDROLOGY EXHIBIT CULVERT #1, #2, #3 Cu Cu -C d C C 0 0 0 U I- W o RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986.SAN BERNARDINO,CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1510 Analysis prepared by:, DEVELOPMENT RESOURCE CONSULTANTS ************************** DESCRIPTION OF STUDY ************************** * HUNTER'S RIDGE PHASE 3 IN CITY OF FONTANA * 25 YEAR STORM EVENT ---DRAINAGE AREA A-4.1. * FOR CULVERT #2 CALCULATION. ************************************************************************** FILE NAME: 0748AF.DAT TIME/DATE OF STUDY: 18:48 12/03/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) _ 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2460 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*, HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED SUBAREA A-4.1 FOR CULVERT #2 **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 406.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 212.00 ELEVATION DATA: UPSTREAM(FEET) = 2415.00 DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.756 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 5.747 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL POOR COVER "BARREN" B 0.30 0.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS)= 1.48 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.48 2388.00 Fp. Ap SCS Tc (INCH/HR) (DECIMAL) CN (MIN.) 1.00 86 6.76 0.27 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.30 EFFECTIVE AREA(ACRES) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.27 PEAK FLOW RATE(CFS) = 1.48 TC(MIN.) = 6.76 AREA -AVERAGED Fm(INCH/HR)= 0.27 AREA -AVERAGED Ap = 1.00 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1510 Analysis prepared DEVELOPMENT RESOURCE CONSULTANTS ************************** DESCRIPTION OF STUDY * HUNTER'S RIDGE PHASE 3 IN CITY OF FONTANA. * 100 YEAR STORM EVENT ---DRAINAGE AREA A-4.1 * FOR CULVERT #2 CALCULATION ******************************************************.******************** FILE NAME: 0748AF1H.DAT TIME/DATE OF STUDY: 18:52 12/03/2002 ************************** USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: - *TIME -OF -CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) _ USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.5900 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67. 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) (Top -of -Curb) . 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED I SUBAREA A-4.1 FOR CULVERT #2 **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 406.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS «<« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 212.00 ELEVATION DATA: UPSTREAM(FEET) = 2415.00 DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.756 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 7.334 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) NATURAL POOR COVER "BARREN" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) END OF STUDY SUMMARY: TOTAL AREA(ACRES) EFFECTIVE AREA(ACRES) _ AREA -AVERAGED Fp(INCH/HR) = PEAK FLOW RATE(CFS) = Fp Ap SCS Tc (INCH/HR) (DECIMAL)CN (MIN.) B 0.30 0.27 LOSS RATE, Fp(INCH/HR) = AREA FRACTION, Ap = 1.00 1.91 0.30 PEAK FLOW RATE(CFS) 0.30 TC(MIN.) = 6.76 0.30 AREA -AVERAGED Fm(INCH/HR) 0.27 AREA -AVERAGED Ap = 1.00 1.91 1.91 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS ************************** DESCRIPTION OF STUDY * HUNTER'S RIDGE PHASE 3 IN CITY OF FONTANA '* 25 YEAR STORM EVENT ---DRAINAGE AREA A-4.2 * FOR CULVERT #3 CALCULATION ************************************************************************** FILE NAME: 0748A425.DAT TIME/DATE OF STUDY: 18:32 12/03/2002 ************************** * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE = 0.95 SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.7000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.2460 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO ` STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT)' SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED I SUBAREA A-4.2 FOR CULVERT #3 **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE'TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 290.00 ELEVATION DATA:;UPSTREAM(FEET) = 2405.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH**-3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.446. *-;25-YEAR RAINFALL INTENSITY(INCH/HR) = 5.369,; SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL POOR COVER "BARREN" B 0.60 0.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.75 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) END OF STUDY SUMMARY: TOTAL AREA(ACRES) 0.60 TC(MIN.) = 7.45 EFFECTIVE AREA(ACRES). = 0.60 AREA -AVERAGED Fm(INCH/HR)= AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 2.75 Ap SCS Tc (DECIMAL) CN (MIN.)' 2.75 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1510 Analysis DEVELOPMENT RESOURCE CONSULTANTS ************************** DESCRIPTION OF STUDY ************************** * HUNTER'S RIDGE PHASE 3 IN CITY OF FONTANA * 100 YEAR STORM EVENT ---DRAINAGE AREA A-4.2 * FOR CULVERT #3 CALCULATION ****************************************,********************************** FILE NAME: 0748A41H.DAT TIME/DATE OF STUDY: 18:36 12/03/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) _ USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.5900 *ANTECEDENT MOISTURE CONDITION (AMC), II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN / OUT -/PARK- HEIGHT WIDTH LIPHIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED 1 SUBAREA A-4.2 FOR CULVERT #3 **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = '21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « c »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 290.00 ELEVATION DATA: UPSTREAM(FEET) = 2405.00 DOWNSTREAM(FEET) 2362.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.446 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.851 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" B 0.60 0.27 1.00 86 7.45 SUBAREA AVERAGE PERVIOUS LOSS RATE,,Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 3.55 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 3.55 END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) AREA -AVERAGED Fp(INCH/HR) _ PEAK FLOW RATE(CFS) _ 0.60 Tc(MIN.) = 7.45 0.60 AREA -AVERAGED Fm(INCH/HR)= 0.27 0.27 AREA -AVERAGED Ap = 1.00 3.55 END OF RATIONAL METHOD ANALYSIS. HYDROLOGY and HYDRAULIC STUDY HUNTER'S RIDGE PHASE III, TRACT NO. 16184 Appendix M Energy Dissipator Capacity and Riprap Calculations 100-year storm event 0748DRAINAGE.doc Pipe Collar (see note 5) • Inlet box 2 x Pipe dia. See note 5 • See note 7 a L PLAN Note: Riprap not shown. 2-#4 rebars horizontal and vertical around fence post (typical). See note 7 a �b 1 X xx 3", fillet ---I If 0.5% -top of slab min of 6' above channel invert 8 L•,,„� 8.-End sill 4 x Pipe dia. (min) NOTES Filter cloth 1. Design Equivalent Fluid Pressure = 60 p.c.f. Maximum Outlet velocity = 35 p.c.fs 2. Concrete shall be 560-C-3250 3. Reinforcing shall conform to ASTM designation A615 and may be grade 40 or 60. Reinforcing shall be placed with 2" clear concrete cover unless noted otherwise. Splices shall not be permitted except as indicated on the plans. 4. For pipe grades not exceeding 20%, inlet box maybe omitted. 5. If inlet box is omitted, construct pipe collar as shown. 6. Unless noted otherwise, all reinforcing bar bends shall be fabricated with standard hooks. 7. Five foot high chain link fencing, embed post 18' deep in walls and encase with class B mortar. 8. In Sandy and Silty soil: a) Riprap and aggregate base cutoff wall required at the end of rock apron. b) Filter cloth (Polyfilter X or equivalent) shall be installed on native soil base, minimum of 1 ft. overlaps at joints. 9. Rip rap and subbase classification shall be as shown on plans. PICTORIAL VIEW Channel invert -Min. thickness Facing Class 18" light Class 30" Aggregate subbase bottom and sides 6 thick for facing class 9' thick for light class SECTION B-B Construction Joint Pipe Dia (in) 18 24 30 36 42 48 54 60 72 Area (sq.ft.) 1.77 3.14 4.91 7.07 9.62 12.57 15.90 19.63 28.27 Max. 0 (cfs) 21 38 59 85 115 151 191 236 339 W 5-6' 6'-9' 8'-0' 9'-3' 10'-6' 11'-9' 13'-0' 14'-3' 16'-6' H 4'-3' 5-3' 6'-3' 1'-3" 8'-0' 9'-0" 9'-9' 10'-9' 12'-3' L 7'-4' 9'-0' 10'-8' 12'-4' 14'-0' 15-8' 17'-4' 19'-0' 22'-0' a 3'-3' 3'-11' 4'-7' 5-3' 6'-0' 6'-9' 1'-4' 8'-0' 9'-3' b 4'-1' 5-1' 6'-1' 7'-1' 8'-0" 8'-11' 10'-0' 11'-0' 12'-9' c 2'-4' 2'-10' 3'-4' 3'-10' 4'-5' 4'-11' 5'-5' 5-11' 6'-11" d 0'-11' 1'-2" 1'-4' 1'-7' 1'-9' 2'-0" 2'-2' 2'-5' 2'-9" e 0'-6' 0'-6' 0'-8' 0'-8' 0'-10' 0'-10' 1'-0' 1'-0' 1'-3' f 1'-6' 2'-0' 2'-6' 3'-0' 3'-0' 31-0' 3'-0' 3'-0' 3'-0' g 2'-1' 2'-6". 3'-0" 3'-6' 3'-111` 4'-5' 4'-11' 5'-4' 6'-2' Tf 8' 10' 12' Tb 1' 9 1/2' 10 1/2' Tw 7' 9 1/2' 10 1/2' Ta 7' • 8' Revision By Approved Date ORIGINAL Kercheval 12/75 SAN DIEGO REGIONAL STANDARD DRAWING CONCRETE ENERGY DISSIPATOR RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE Chairperson R.C.E. 19246 Date DRAWING NUMBER D-41 1,-0" See Sec. D—D 4=#4 3—#4 #4 r®8" 4—#4 (note 1) F D 3-#5 3—#5" C h.-- Symmetrical about centerline 3—#5 Typ. #408" END SILL ELEVATION 3— 5 4—#5 1/2" clr.. #5 r®12" 4—#5 #4L: 08" 4 note 1 5u®8" SECTION A -A #5—\ NOTES 1. Place reinforcing, as noted, at center wall (or slab). 2. Match location of reinforcing with that in headwall, end sill and foundation slab. 3. All reinforcing shall be placed with 2' concrete cover, unless noted otherwise. #407" (note 1) #407" (note 2) #4 I-08' #408" (note 2) Symmetrical about centerline L r3" clr. 2" typ. Pipe Opening 2 #5 each) face I HEADWALL ELEVATION i See Sec A —A & D—D g. 4 —.Symmetrical about centerline EffffPeE ■■f.11111•► See End Sill Elev. Note 1 SECTION C—C 18" lap #4-07 (note 1 2—#8 (full ht.) SECTION D—D Revision By Approved Date ORIGINAL Kercheval 12/75 SAN DIEGO REGIONAL STANDARD DRAWING CONCRETE ENERGY DISSIPATOR [REINFORCEMENT] 18 TO 30" DIAMETER PIPE RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE Chairperson R.C.E. 19246 Date DRAWING NUMBER D-42 DRC Development Resource Consultants Sht 1 of Project: Hun)TER'5 g.1045 By: VJ Date: t Jo 1 o7 Zo0Z ' Job No: 00-74.8 ' Ckd: Date: 1 RIP -RAP ` A)EI1-fTwr\I o )'r ,4tz 5ToI2M EV E-A)7 sr F'a't126 An1P MEP IA-N SToT'Th ' S I Zr col sA z Z FEES ,Quip 0.8 freT /o07- 56Rz/-4F5 ( 5L-E A-PPENdrx d pZAI NA CT6 ,fzE14 3 /00 rtlfg) 7.15 (5E6 ATTAckIEb) 7HE APaonS t.6N4,Ti1 La E�u� (�5 3 TIM�s� THE PIPE ups7rzEl}� APRorJ WIpT� [AL, IDIA 6TL2 30 ,, Z 30, =. 3 x z•5' 7.5 rr;ET U5 E Mt THE DowsT!ZEkil APDN MPFIrf ['Ws THE PrPe p:AMcrgi , Via poi- La z•5+ zz- E1 24,5 Fezt _ +rI. 136 , MAN . (JIAMErt2 MAru-j Tj-I6 w1PTH of 6oNc. r1 ENEr I 171551PAToK WA_ EtQu4 .S THE A- po\1 Lcpi sent Control Handbook A ' g channel is nearly le�than culvert outlet 1 er than the culvert adjust to a pattern con- gl ll elocity flow and by a arger channel. Figure ur at a pipe outlet. If a abe it may be desirable issipator. However, ag through the use of a Contour i r hole; see the ref - Water Conveyance and Energy Dissipation cutoff wall. The proper depth for the wall can be determined from such refer- ences as Bohan (2) and FHWA (18): Riprap Aprons Proper apron design dependson whether minimum tailwater, maximum tail - water, or both conditions exist. Tailwater condition is the relation,between the elevations of water surfaces in an outlet conduit and a receiving channel. Figure 7.44 illustrates minimum and maximum tailwater conditions for a round pipe flowing full: Under minimum tailwater conditions, the water depth of the receiving chan- nel, as calculated by Manning's equation, is less than one-half the discharge pipe diameter. The energy of the water discharging from the pipe will be dissipated by spreading on the apron and by turbulence from impact with the riprap of the apron. Under maximum tailwater conditions, the water depth of the receiving chan- nel is greater than one-half the pipe diameter. Energy will be dissipated by tur- bulence due to impact of the discharge stream with both the receiving tailwater and the rocks of the riprap apron. Procedure for Design of Riprap Apron (14) The following procedure is for the design of a level apron of length and flare such that the expanding flow (from pipe or conduit to channel) loses sufficient velocity and energy that it will not erode the downstream channel reach.. The design curves are based on round pipes flowing full. The curves provide the apron size and the median diameter dm for the riprap. There are two curves, one for the minimum tailwater condition (Fig. 7.45) and the other for the maximum tail - water condition (Fig. 7.46). The first step in using this procedure is to determine the tailwater condition. Use Manning's equation, CD peak in the receiving channel, and the channel dimen- sions to solve for cross -sectional area and then depth of flow in the receiving channel. Compare depth of flow to pipe diameter to determine tailwater condi- tion. Then enter the appropriate chart with the discharge and the pipe diameter 7 Tailwater < 0.5 Do Round pipe, diameter Do, flowing full Fig. 7.44 Minimum and maximum tailwater conditions. (6, 14) Minimum tailwater Maximum tailwater 01 Pi di 1.3 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 20 50 100 200 Discharge,ft3/sec f 1 1 1 1111 I I 1 I 1 t 111 I 1 1 0.1 0.2 0.3 0.4 0.60.81 2 3 4 567810 15.2025 Discharge, m3/sec Fig. 7.45 ' Design of riprap outlet protection from a round pipe flowing full; minimum tailwater conditions. (6, 14) �tm0 500 1000 F. to to find the riprap size and apron length. The apron width at the pipe end should be 3 times the pipe diameter. Where there is a well-defined channel immediately downstream from the apron, the width of the downstream end of the apron should be equal to the width of the channel. Where there is no well-defined chan- nel immediately downstream from the apron, minimum tailwater conditions apply and the width of the downstream end of the apron should be equal to the pipe diameter plus the length of the apron. EXAMPLE 7.4 Riprap Outlet Protection Design Calculation for Minimum Tailwater Condition Given: A flow of 6 ft3/sec (0.17 ma/sec) discharges from a 12-in (30-cm) pipe onto a 2 percent grassy slope with no defined channel. Find: The required length, width, and median stone size d50 for a riprap apron. HYDROLOGY and HYDRAULIC STUDY HUNTER'S RIDGE PHASE III, TRACT NO. 16184 Appendix N D-Load Table 0748DRAINAGE.doc f Imo .amme aim' MINI ION MINI S mil NM 1111111 MIN NMI IMO pipes and conduits h parallel all ♦ to • th . roadway shall be placed at least five (5) feet from the edge of the pavement or graded tray - :sled roadway, unless otherwise authorized in writing by the Commissioner. The shallowest portion of any pipeline or other facility shall be installed not less than thirty (30) inches below : the. -roadway surface: (Code 1961, § $2.0322) r- m r- D- 0 cn O /n A A 9'I g LIOIDVA to 0 Z 0 m 0 r O n V N O CA 143 N 00 z� rn D mzv •-raei o awo nor mrn orn 8 131141510 10 a1N00 0001d ,7.1N ii}is!lYat!y2a!a::srtaatigt ustists:41 1 i ii i i i= ar. is i ii f-11; 11. u:i I I1 Iii 'Ii 1 q I 1 ' • • i! i 1II !I . i ligQ T I I �i8 I i 111;2 I �:_ i • .; ,,• 18.$ !4J jII 14 i II II ill 1 2 11 $ A Ali A, A. 1 1 i 2 q 2 ++ J V : yy1, y4 II yy NN A A !P- iI i i i i iiiii_i1 Willi :1 t 1 § ; U ' i r - 8 ... •1 ri: ii-o iti - i $l a i!iw g i lg..: . §I 'Es I1._� II i iI-1 w 1 i Ii ' N 1 - - -• „ i i i i li i.i 1 iii i- B 8 i i i i i , IS �ig-. !Milli; i 11�� i- ++ Y s ww V• T g ..// a M -_: s �1 n t i t: M 1V �jI7� 11 u O `( I! mil- r�N ,i 1 1 nq HYDROLOGY and HYDRAULIC STUDY HUNTER'S RIDGE PHASE III, TRACT NO. 16184 Appendix 0 Velocity Calculations for Down Drain, Which connect to Pipe and Catch Basin (100 year storm event) 0748DRAINAGE.doc Downdrain @ST. Sta. 53+85.29 Worksheet for Triangular Channel Project Description Project File Worksheet Flow Element. Method Solve For c:\haestad\fmw\0748hyd.fm2 Downdrain@ST. STA. 53+85.29 Triangular Channel Manning's Formula Channel. Depth Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge 0.013 0.500000 ft/ft 1.000000H:V 1.000000 H : V 8.25 cfs Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 0.55 ft 0.30 ft2 1.56 ft 1.10 ft 1.33 ft 0.004474 ft/ft 27.16 ft/s 11.47 ft 12.02 ft 9.12 I01/08/03 FlowMaster v5.15 07:52:08 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Downdrain @ST. Sta. 57+15.66 Worksheet for Triangular Channel c:\haestad\fmw\0748hyd.fm2 Downdrain@ST. STA. 57+15.66 Triangular Channel Manning's Formula Channel Depth Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. I12/05/02 07:55:29 AM 0.013 0.500000 ft/ft 1.000000 H : V 1.000000 H : V 2.26 cfs 0.34 ft 0.11 0.96 0.68 ft 0.79 ft 0.005316 ft/ft 19.65 ft/s 6.00 ft 6.34 8.41 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.15 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Downdrain @ST. Sta. 58+27.55 Worksheet for Triangular Channel c:\haestad\fmw\0748hyd.fm2 Downdrain@ST. STA. 58+27.55 Triangular Channel Manning's Formula Channel Depth Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy 0.013 0.500000 ft/ft 1.000000 H : V 1.000000 H : V 5.72 cfs 0.48 ft 0.23 ft2 1.36 ft 0.96 ft, 1.15 ft 0.004698 ft/ft 24.79 ft/s 9.55 , ft ,. 10.03 Froude Number 8.92 Flow is supercritical. I07:57:14 AM 12/05/02 Haestad Methods, Inc. FlowMaster v5.15 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Downdrain @ST. Sta. 61 +82.23 Worksheet for Triangular Channel Project Description Project File c:\haestad\fmw\0748hyd.fm2. Worksheet Flow Element Method Solve For Input Data Downdrain@ST. STA. 61+82.23 Triangular Channel Manning's Formula Channel Depth Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head 0.013 0.500000 ft/ft 1.000000 H : V 1.000000 H : V 18.40 cfs 0.74 ft 0.55 2.11 1.49 1.84 ft 0.004020 ft/ft 33.20 ft/s 17.13 •ft Specific Energy 17.87 Froude Number 9.59 Flow is supercritical ft2 ft ft ft I12/05/02 08:03:05 AM Haestad Methods, Inc. FlowMaster v5.15 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 • Downdrain @ST. Sta. 63+18.66 Worksheet for Triangular Channel Project Description Project File c:\haestad\fmw\0748hyd.fm2 Worksheet Downdrain@ST. STA. 63+18.66 Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number, Flow is supercritical. 0.013 0.500000 ft/ft 1.000000 H V 1.000000 H : V 9.64 cfs 0.58 ft 0.34 ft2 :. 1.65 ft 1.17 ft 1.42 ft 0.004382 ft/ft 28.24 ft/s 12.40 12.98 9.21 ft ft I12/05/02 07:59:18 AM Haestad Methods, Inc. FlowMaster v5.15 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Downdrain @ST. Sta. 63+18.66 (25 year) Worksheet for Triangular Channel c:\haestad\fmw\0748hyd.fm2 Downdrain@ST. STA. 63+18.66 (25 year) Triangular Channel Manning's Formula Channel Depth Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 0.013 0.500000 ft/ft 1.000000 H V 1.000000 H : V 7.45 cfs 0.53 ft 0.28 ft2 1.50 ft 1.06 ft 1.28 ft 0.004535 ft/ft 26.48 ft/s 10.90 11.43 I01/08/03 FlowMaster v5.15 05:43:52 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Downdrain @Catch Basin CB B-1 Worksheet for Triangular Channel Project Description Project File Worksheet Flow Element Method Solve For c:\haestad\fmw\0748hyd.fm2 Downdrain@CB B-1 Triangular Channel Manning's Formula Channel Depth Input Data Mannings Coefficient Channel Slope Left. Side Slope Right Side Slope Discharge 0.013 0.500000 ft/ft 1.000000 H : V 1.000000 H : V 1.47 cfs Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 0.29 ft 0.08 ft2 0.82 ft 0.58 ft 0.67 ft 0.005631 ft/ft 17.65 ft/s 4.84 ft 5.13 ft 8.19 I01/07/03 FlowMaster v5.15 05:44:02 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Downdrain @RGP 2500 ft of east node101 Worksheet for Triangular Channel Project Description Project File Worksheet Flow Element Method Solve For c:\haestad\fmw\0748hyd.fm2 Downdrain@RGP 2500 ft of east of node101 Triangular Channel Manning's Formula Channel Depth Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge 0.013 0.500000 ft/ft 1.000000 H : V 1.000000H:V 3.44 cfs Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 0.40 ft 0.16 ft2 1.12 ft 0.79 ft 0.94 ft 0.005027 ft/ft 21.83 ft/s'' 7.40 ft 7.80 ft 8.64 I12/05/02 FlowMaster v5.15 08:26:27 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Downdrain @Catch Basin CB B-1 (25 Year) Worksheet for Triangular Channel Project Description Project File Worksheet Flow Element Method Solve For c:\haestad\fmw\0748hyd.fm2 Downdrain@CB B-1(25 Year) Triangular Channel Manning's Formula Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.500000 ft/ft Left Side Slope 1.000000 H V Right Side Slope 1.000000 H : V Discharge 1.14 cfs Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 0.26 ft 0.07 ft2 0.74 ft 0.52 ft 0.60 ft 0.005825 ft/ft 16.56 ft/s 4.26 ft 4.52 ft 8.06 I01/07/03 05:44:43 PM Haestad Methods, Inc. FlowMaster v5.15 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 DRAINAGE AREA B-1: (PER HYDROLOGY REPORT APPENDIX C FOR SUBAREA B-1) PEAK RUNOFF CALCULATION FOR SUBAREA B-1: Q100 = 13.76 CFS Q25 = 10.64 CFS THE AREA OF B-1 = 2.8 ACRE THE AREA OF B-1.1 = 0.3 ACRE, THE AREA OF B-1.2 = 0.7 ACRE WE ESTIMATE Q FOR DRAINAGE AREA B-1.1: Q100 = 13.76 X (0.3/2.8) = 1.47 CFS, Q25 = 10.64 X (0.3/2.8) = 1.14 CFS WE ESTIMATE Q FOR DRAINAGE AREA B-1.2: Q100 = 13.76 X (0.7/2.8) = 3.44 CFS, Q25 = 10.64 X (0.7/2.8) = 2.66 CFS HYDROLOGY CALCULATION EXHIBIT FOR AREA B-1 DOWN DRAIN TO CB B-1' HYDROLOGY and HYDRAULIC STUDY HUNTER'S RIDGE PHASE III, TRACT NO. 16184 Back Pocket Proposed Hydrology Map 0748DRAINAGE,doc Hunters Ridge Tract 16184 Supplemental Hydraulic Calculations April 2006 atm-114 THOMAS S. LOVE R.C.E. C50993 9-30-07 IN) • • BROW DITCH SUMMARY: The brow ditch to the south of lots 15-19 was added during rough grading operations to control erosion in this area during storms. There is 0.80 acres tributary to this ditch. We estimated the 100 year storm flow to the ditch to be 2.1 CFS by using the conservative value of 2.5 CFS/acre. Attached are the hydraulic calculations for the brow ditch as well as the discharge structure into Foxglove Lane. TRACT 16184 HYDRAULIC CALCULATIONS V-DITCH CAPACITY 2.5' A=1.25 SF R=0.39 SF=0.02 n=0.015 Q,1.486AR2/3SF1/2 n Q,(1.486) (1.25) (0.39)2t02))12 0.015 Q9.3 CFS Q,9.3 CFS > 2.1 CFS (Q100 Actual) TRACT 16184 HYDRAULIC CALCULATIONS DISCHARGE STRUCTURE (CITY STD 124) CO A=1.5 SF R=0.214 SF=0.02 n=0.015 Q,1.486AR2/3SFh/2 Q,(1.486) (1.5) (0.214)213(.02)112 0.015 Q(7.5 CFS Q,7.5 CFS > 2.1 CFS (Q100 Actual) wi a 0 2 Hunters Ridge Tract 16 1 84 Supplemental Hydraulic Calculations w March 2006 ES THOMAS S. LOVE No. C 50993 Exp. 09-30-d) CIVIL 11"-L tif *Z- THOMAS S. LOVE R.C.E. C50993 9-30-07 BROW DITCH SUMMARY: The brow ditch to the south of lots 15-19 was added during rough grading operations to control erosion in this area during storms. There is 0.80 acres tributary to this ditch. We estimated the 100 year storm flow to the ditch to be 2.1 CFS by using the conservative value of 2.5 CFS/acre. Attached are the hydraulic calculations for the brow ditch as well as the discharge structure into Foxglove Lane. TRACT 16184 HYDRAULIC CALCULATIONS V-DITCH CAPACITY 2.5 A=1.25 SF R=0.39 SF=0.02 n=0.015 C. 1.486AR2/3SF1.'2 O., (1.486) (1.25) (0.39)2/(.02))12 0.015 Q09.3 CFS Q9.3 CFS > 2.1 CFS (Q100 Actual) TRACT 16184 HYDRAULIC CALCULATIONS DISCHARGE STRUCTURE (CITY STD 124) A=1.5 SF R=0.214 SF=0.02 n=0.015 41.486AR2/3SF1/2 n Q,„(1.486) (1.5) (0.214)213(.02)112 0.015 Q, 7.5 CFS (7.5 CFS > 2.1 CFS (Q100 Actual)