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HomeMy WebLinkAboutTract 1738940 do ALLAFlD ENGINEERING m Boa wmny lana nes gy & Hydraulics 6253 Sierra Ave, Fontana, CA 92335 • (909) 356-1815 • (909) 356-1795 M 60 R Table of Contents Discussion.......................................................................................................................... Section 1 • Hydrology Reference Material ........................................................................................... Section 2 iv 100 Year Return Frequency Storm Event Hydrology Calculations ................................... Section 3 'nr 25 Year Return Frequency Storm Event Hydrology Calculations ..................................... Section 4 Street Capacity and Catch Basin Sizing Calculations........................................................ Section 5 Storm Drain Hydraulics — WSPG...................................................................................... Section 6 Water Quality Filter — Purpose, Methodology................................................................... Section 7 HydrologyExhibit......................................................................................................... Back Pocket h 4M to rr a• to N 0 0 w it s* r 1 on it Purpose Discussion 40 The purpose of this report is to show that the design of Tract No. 17389 prevents the risk of im flooding to proposed project structures and downstream properties during a 100 year return frequency storm event. Overview Tract No. 17389 (the project) is a proposed residential subdivision located in Fontana, California. Thirty-eight lots averaging over 7200 square feet plus several small lettered lots are proposed on M the 10.7 acre site, having a density of 3.8 dwelling units per acre (du/ac). The property is located to approximately 100 feet west of Citrus Avenue and 1300 feet north of Baseline Avenue. Figure 1 shows the general vicinity of the site. do The property is in an R-1 zone classification. The R-1 zone allows for maximum densities of 5 du/ac, although typically, because of minimum lot size requirements, only about 4 du/ac is PM achievable. The R-1 zone extends west, east and north of the site. To the north and adjacent to the property is Tract No. 16724, an existing residential subdivision that has 62 lots on 14.3 acres, having a density of 4.3 du/ac. To the west is approximately 6.8 acres of vacant land. The southerly edge of the tract is abutted by vacant land that is zoned for the Providence Point Specific Plan. The Providence Point Specific Plan is a 37 acre mixed use project that will have 1° various densities of residential units and commercial uses. rr Tract No. 17389, much like most of northern and central Fontana, is located on a giant alluvial fan that originates from Lytle Creek Canyon and smaller canyons in the San Bernardino National Forest. The soil is well draining sand, gravel, and boulders. The natural topography of the project and surrounding areas is sloped 1-2 percent southwesterly. Alterations to the project topography have occurred in the last 4-6 years. A temporary detention located within the Tract 17389 boundary, together with a storm drain system that terminates in the detention basin was constructed by Tract No.16724. The temporary detention basin was constructed on the project site to reduce peak storm flows from impacting properties downstream of the project. Also, a large stockpile of soil from local construction jobs is located in the northeast portion of the project site. 1 No Proposed Drainage Improvements 60 Figure 2 shows proposed storm drain facilities. The project grading will generally mimic the natural terrain, with the lowest elevations located in the southwest corner of the site. The existing detention basin will be filled. The existing underground storm drain that originates in Tract No. W 16724, known as Line "A", will be extended south through the project. From the southwesterly ON corner of the project the storm drain will continue west and then south along the westerly edge of the proposed Providence Point Specific Plan and join the "Baseline Box", a double 10' x 8' ve reinforced concrete box underground storm drain. The Baseline Box was constructed to it accommodate storm runoff from most of the properties located in Fontana between State Route 210 and Baseline Ave. The Baseline Box drains west and at the westerly limits of Fontana drains into the San Sevaine Channel. Within the project boundaries catch basins will intercept surface runoff and via connector pipes will direct the site drainage to Line "A". Line "A" will be sized to accommodate the site runoff. Downstream of the project, Line "A" will be sized to accommodate runoff expected from future development projects including the vacant land that is west of the project and a portion of the Providence Point Specific Plan. The remaining portion of Providence Point Specific Plan will drain to an existing storm drain stub off the Baseline Box located approximately 660 feet from Citrus Ave. Methodology 0 The requirements for locating catch basins and sizing the storm drain system is as follows: to 1. 100 year storm event runoff shall not exceed the capacity of the street, up to the right of ON way h, 2. 25 year storm event runoff shall not exceed the capacity of the street, up to the top of curb on 3. The underground storm drain shall accommodate the 100 year event storm to 4. The determination of flow rates shall be in accordance with the San Bernardino County on Hydrology Manual The hydrology and hydraulic calculations are located in subsequent sections of this report. The Hydrology Exhibit, located in a pocket at the back of this report, shows the proposed drainage 60 system and pertinent hydrology information. M Results Three onsite catch basins are proposed, two sump basins and one flow -by basin. The catch basins intercept 100 percent of the 100 year storm event runoff and are located so that requirements 1 ib and 2 stated above are achieved. The underground storm drain system is sized to accommodate the 100 year event storm. As a result the flooding potential to the project houses and downstream properties during a 100 year return frequency storm event is prevented. W 1W 2 ma OR to go to 40 16 40 iw o• to OR of it qp mi ON io op 1w D Q m Z O Q U Q LLJ y CERRITOS CT �; , 10 f SCOTT DR U WI CHESTER �� 'G OFF-SITE IMPROVEMENTS pmpamd �: ALLAAD ENGINEERING I mI G.6 Eogmal� - 9mq�^4 875.4 Sinn Mme (909) 356-1815 F- 0M) 39x1795 CHASE ROAj), �f e'ooF , e w ANO oo S Q e elf e�°e°SAO U i C; PROJECT LOCATION 0 w FIGURE 1 TRACT No. 17389 VICINITY MAP go 60 rr pit vm op io ow io 40 be ON iw ow WALNUT AVE P -pared By: AUARD ENGINEERING ­Wq CWO EV -.t7- »%—Tlg 8253 Sm— A— F.t.x C -W -d, :CT:l (989) 358-1815 F. 00 358-1795 I FIGURE 2 TRACT No. 13789 LOCATION MAP e� Irr ilur wr r ON wo w• wr .a or so or an IN MR w on 0 .00 it 00 to on IN Hydrology Reference Material W ! R W R6W ' R5W I , I I I �lw I �.y N 3 1 I I W[>RAM MT I + •ry I I 6 0 1 5 10 .tit's `tet r- -+- — �- — i— — I. I g D •le•t• N1,� .s I +s ., 1. , I a eL �t f t y_ __ 1 - �I I I I I I I �r `� J2 �.c 7• ,6 �, I I/� •.I �• •�• __ - ,,� — 1� 1 I T�NIO T 1 4, I I 1 LO 1.3 2N O-= — — — -� t DAM I ALTA LD W 3, • � ; 3 i _ UPLAND' - E N aAwlai• 1' .,,•i R I ALT 0 +- FONTAN - - y: ITIS — `—i -- .•�' € '7� i ONT tOb'• C ON �~ ~ ~ ' e, • _ LOVA. I • _ _ - got• ... .� ` COMST w,• `,V I ` - ��y • .. +++MfPn,,} 11 `� s { • T[11� .• A t*"Aw 1� B I - t _� � ••� e. t TZS 34 • ••• � •••f•u•.•• i i !• I♦ •a PaP atP^,: i wwJ ._ _ S R4W I 1 ti ;I sP I — I ; r I I L -- -r• �' I Svz• : • `'� - `(.,++,� fi- - - - SAN BERNARDINO COIJNTY t—I FLOODTROL LIST VALLEY AREA �-R5W: -' T3S5+" IF CONTXO� MOHYETALS ) — -- I / •.� -, AMi - , - Ya - 10 YEAR 1 HOUR ' •+• --1 �"�ir� •` -'�� - - - '- - —. - SAM ON U.SDP_ M0,AA_ATLAS 2.1973 • t 1 - A .-��o •• AfFl1Ddm FL >ia•� 8 W i 1 R 7 W •. RIS • . .� am acALa 19! Na o11nr4 NO . • • ........................... • 1902 f•2�a woo 1 3 •� 12 on 60 on to iwt .r rr oft it am vo on iw 11r liar as IN so �1 E c_ IK!!Wfff� V,3 N �A 7 i :7 ;-,--`7T 7 —!- r7. ­Jk ac, . .... j'A: 2-, A X.: hwm..t" -J- 1-41P14 11A A C4 yA _nr ----------- q WbL GROUP BOUNDARY SOIL GROUP DESIGNATION SCALE 1:48,000 tjopUNDARV OF INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR -r VAI C -r – A AREA C-26 pft No SOU FIGURE C-13 IK!!Wfff� V,3 N �A 7 i :7 ;-,--`7T 7 —!- r7. ­Jk ac, . .... j'A: 2-, A X.: hwm..t" -J- 1-41P14 11A A C4 yA _nr ----------- q WbL GROUP BOUNDARY SOIL GROUP DESIGNATION SCALE 1:48,000 tjopUNDARV OF INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR -r VAI C -r – A AREA C-26 pft No SOU FIGURE C-13 po io NO to on int a* so ar. 100 Year Return Frequency Storm Event Hydrology Calculations �r r 1nr 4w am ■. am wr go w �r rr we i **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2007 Advanced Engineering Software (aes) as Ver. 14.2 Release Date: 08/13/2007 License ID 1605 Analysis prepared by: am 40 ************************** DESCRIPTION OF STUDY ************************** * TRACT NO. 17389 100 YEAR STORM EVENT e�w * ************************************************************************** FILE NAME: 17389MAX.DAT TIME/DATE OF STUDY: 13:54 04/09/2011 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: r ------------- --*TIME-OF-CONCENTRATION MODEL* -- to USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.050 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.550 COMPUTED RAINFALL INTENSITY DATA: Ur STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.5500 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* ON *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING to WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) err 1 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 2 22.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 M GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.24 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 1.10 TO NODE 1.20 IS CODE = 21 W ok r 1 pm ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 308.00 w ELEVATION DATA: UPSTREAM(FEET) = 1447.00 DOWNSTREAM(FEET) = 1437.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.751 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.292 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.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.30 0.98 0.500 32 7.75 MA SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 am SUBAREA RUNOFF(CFS) = 5.62 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 5.62 **************************************************************************** FLOW PROCESS FROM NODE 1.20 TO NODE 1.30 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< -------------------- - - ww UPSTREAM ELEVATION(FEET) = 1437.70 DOWNSTREAM ELEVATION(FEET) = 1430.60 it STREET LENGTH(FEET) = 292.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 w0 - DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 am OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 am SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 Oft K **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.60 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.22 STREET FLOW TRAVEL TIME(MIN.) = 1.35 Tc(MIN.) = 9.10 �w * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.806 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL to "5-7 DWELLINGS/ACRE" A 1.70 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 to SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 so SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 6.61 EFFECTIVE AREA(ACRES) = 3.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 so wwr Oft K 40 1b TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 11.66 an END OF SUBAREA STREET FLOW HYDRAULICS: to DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.84 FLOW VELOCITY(FEET/SEC.) = 3.84 DEPTH*VELOCITY(FT*FT/SEC.) = 1.39 so LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.30 = 600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.30 TO NODE 1.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN.) = 9.10 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.806 SUBAREA LOSS RATE DATA(AMC II): ma DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN to RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.70 0.98 0.500 32 so SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 to SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.72 ( EFFECTIVE AREA(ACRES) = 3.70 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 3.7 PEAK FLOW RATE(CFS) = 14.38 FLOW PROCESS FROM NODE 1.30 TO NODE 1.40 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<<< to »»>(STREET TABLE SECTION # 1 USED) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- A UPSTREAM ELEVATION(FEET) = 1430.60 DOWNSTREAM ELEVATION(FEET) = 1429.10 STREET LENGTH(FEET) = 94.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 w SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 M� Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.14 a STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: W STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.11 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.07 STREET FLOW TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 9.48 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.689 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp' Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN oft RESIDENTIAL 3 OR 60 **************************************************************************** mw FLOW PROCESS FROM NODE 1.50 TO NODE 1.50 IS CODE = 10 im---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- on---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE = 21 40 ---------------------------------------------------------------------------- 40 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 492.00 ELEVATION DATA: UPSTREAM(FEET) = 1447.50 DOWNSTREAM(FEET) = 1437.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 i�► SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.040 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.531 SUBAREA Tc AND LOSS RATE DATA(AMC II): w DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.20 0.98 0.500 32 10.04 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 8.01 TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) = 8.01 w m w 4 "5-7 DWELLINGS/ACRE" A 0.40 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 �1 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.51 EFFECTIVE AREA(ACRES) = 4.10 AREA -AVERAGED Fm(INCH/HR) = 0.49 wu AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.1 PEAK FLOW RATE(CFS) = 15.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.36 FLOW VELOCITY(FEET/SEC.) = 4.15 DEPTH*VELOCITY(FT*FT/SEC.) = 2.10 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.40 = 694.00 FEET. AlA FLOW PROCESS FROM NODE 1.40 TO NODE 1.50 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< of »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< om ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1425.00 DOWNSTREAM(FEET) = 1423.00 as FLOW LENGTH(FEET) = 408.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 16.5 INCHES po PIPE -FLOW VELOCITY(FEET/SEC.) = 5.61 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.50 PIPE TRAVEL TIME(MIN.) = 1.21 Tc(MIN.) = 10.70 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.50 = 1102.00 FEET. **************************************************************************** mw FLOW PROCESS FROM NODE 1.50 TO NODE 1.50 IS CODE = 10 im---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- on---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE = 21 40 ---------------------------------------------------------------------------- 40 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 492.00 ELEVATION DATA: UPSTREAM(FEET) = 1447.50 DOWNSTREAM(FEET) = 1437.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 i�► SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.040 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.531 SUBAREA Tc AND LOSS RATE DATA(AMC II): w DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.20 0.98 0.500 32 10.04 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 8.01 TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) = 8.01 w m w 4 E7 'rll 4W .sr FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1437.10 DOWNSTREAM ELEVATION(FEET) = 1435.00 STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.93 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.17 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.53 STREET FLOW TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 11.15 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.256 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.50 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 5.09 EFFECTIVE AREA(ACRES) = 3.70 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 as TOTAL AREA(ACRES) = 3.7 PEAK FLOW RATE(CFS) = 12.55 a END OF SUBAREA STREET FLOW HYDRAULICS: am DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.67 so FLOW VELOCITY(FEET/SEC.) = 3.30 DEPTH*VELOCITY(FT*FT/SEC.) = 1.68 LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.30 = 702.00 FEET. moo **************************************************************************** (a FLOW PROCESS FROM NODE 2.30 TO NODE 2.40 IS CODE = 62 ---------------------------------------------------------------------------- 0% »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< No »»>(STR8ET TABLE SECTION # 1 USED) ««< an UPSTREAM ELEVATION(FEET) = 1435.00 DOWNSTREAM ELEVATION(FEET) = 1433.70 STREET LENGTH(FEET) = 117.00 CURB HEIGHT(INCHES) = 6.0 to STREET HALFWIDTH(FEET) = 20.00 MR DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 to INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 ON ME 5 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 ex Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 at **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.71 61 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.05 w AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.46 to PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.74 STREET FLOW TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 11.71 as * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.131 ow SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS ow LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL so "5-7 DWELLINGS/ACRE" A 0.10 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 an SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 }o SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.33 EFFECTIVE AREA(ACRES) = 3.80 AREA -AVERAGED Fm(INCH/HR) = 0.49 01 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) - 3.8 PEAK FLOW RATE(CFS) = 12.55 No NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE so END OF SUBAREA STREET FLOW HYDRAULICS: �w DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.89 FLOW VELOCITY(FEET/SEC.) = 3.44 DEPTH*VELOCITY(FT*FT/SEC.) = 1.73 A�* LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.40 = 819.00 FEET. iW **************************************************************************** so FLOW PROCESS FROM NODE 2.40 TO NODE 2.40 IS CODE 1 ---------------------------------------------------------------------------- as »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< go TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.71 RAINFALL INTENSITY(INCH/HR) = 4.13 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 so EFFECTIVE STREAM AREA(ACRES) = 3.80 TOTAL STREAM AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.55 **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE = 21 ------------------------------------------------------------------------ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< Am INITIAL SUBAREA FLOW-LENGTH(FEET) = 480.00 aw ELEVATION DATA: UPSTREAM(FEET) = 1449.50 DOWNSTREAM(FEET) = 1446.60 am Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 LJ M FLOW PROCESS FROM NODE 3.20 TO NODE 3.30 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< --------________- UPSTREAM ELEVATION(FEET) = 1446.60 DOWNSTREAM ELEVATION(FEET) = 1443.90 w� STREET LENGTH(FEET) = 97.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 w1 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 vw INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 so SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 to STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 so Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.30 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.60 '& PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.13 to STREET FLOW TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 13.22 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.841 40 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS ow LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL so "5-7 DWELLINGS/ACRE" A 0.30 0.98 0.500 32 to SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.91 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) _ AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) _ 0.49 3.92 m END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.70 Ads FLOW VELOCITY(FEET/SEC.) = 3.70 DEPTH*VELOCITY(FT*FT/SEC.) = 1.19 is LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.30 = 577.00 FEET. **************************************************************************** rrr 00 7 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.771 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.922 am 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.) IA11 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.00 0.98 0.500 32 12.77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 3.09 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 3.09 FLOW PROCESS FROM NODE 3.20 TO NODE 3.30 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< --------________- UPSTREAM ELEVATION(FEET) = 1446.60 DOWNSTREAM ELEVATION(FEET) = 1443.90 w� STREET LENGTH(FEET) = 97.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 w1 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 vw INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 so SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 to STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 so Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.30 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.60 '& PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.13 to STREET FLOW TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 13.22 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.841 40 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS ow LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL so "5-7 DWELLINGS/ACRE" A 0.30 0.98 0.500 32 to SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.91 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) _ AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) _ 0.49 3.92 m END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.70 Ads FLOW VELOCITY(FEET/SEC.) = 3.70 DEPTH*VELOCITY(FT*FT/SEC.) = 1.19 is LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.30 = 577.00 FEET. **************************************************************************** rrr 00 7 Ip im FLOW PROCESS FROM NODE 3.30 TO NODE 2.40 IS CODE = 62 4m ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< to »»>(STREET TABLE SECTION # 1 USED) ««< sm UPSTREAM ELEVATION(FEET) = 1443.90 DOWNSTREAM ELEVATION(FEET) = 1433.70 STREET LENGTH(FEET) = 346.00 CURB HEIGHT(INCHES) = 6.0 1W STREET HALFWIDTH(FEET) = 20.00 OR DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 vp INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 oft No SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 mm Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 40 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.47 do STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: im STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.05 W1 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.08 io PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.42 STREET FLOW TRAVEL TIME(MIN.) = 1.41 Tc(MIN.) = 14.63 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.614 ON SUBAREA LOSS RATE DATA(AMC II): im DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN OR RESIDENTIAL to "5-7 DWELLINGS/ACRE" A 1.10 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 3.10 to EFFECTIVE AREA(ACRES) = 2.40 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 Aft TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 6.75 qW END OF SUBAREA STREET FLOW HYDRAULICS: 40 DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.07 FLOW VELOCITY(FEET/SEC.) = 4.29 DEPTH*VELOCITY(FT*FT/SEC.) = 1.58 No LONGEST FLOWPATH FROM NODE 3.10 TO NODE 2.40 = 923.00 FEET. to FLOW PROCESS FROM NODE 2.40 TO NODE 2.40 IS CODE = 1 --------------------------------------------------------------------------- AA1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.63 ib RAINFALL INTENSITY(INCH/HR) = 3.61 AREA -AVERAGED Fm(INCH/HR) = 0.49 +« AREA -AVERAGED Fp(INCH/HR) = 0.97 40 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.40 am TOTAL STREAM AREA(ACRES) = 2.40 as d 0 on to PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.75 FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE = 21 ---------------------------------------------------------------------------- on »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< of >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< IN INITIAL SUBAREA FLOW-LENGTH(FEET) = 215.00 ELEVATION DATA: UPSTREAM(FEET) = 1449.80 DOWNSTREAM(FEET) = 1443.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 ! SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.843 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.703 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.) 40 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.40 0.98 0.500 32 6.84 w SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.88 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.88 FLOW PROCESS FROM NODE 4.20 TO NODE 2.40 IS CODE = 62 ---------------------------------------------------------------------------- im »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1443.90 DOWNSTREAM ELEVATION(FEET) = 1433.70 STREET LENGTH(FEET) = 343.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 w DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 ' OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 W SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 dw 10 Irr on aw **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.82 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.23 STREET FLOW TRAVEL TIME(MIN.) = 1.50 Tc(MIN.) _ * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.065 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL 4.15 8.34 Ap SCS (DECIMAL) CN "5-7 DWELLINGS/ACRE" A 1.10 0.98 0.500 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 32 0 i to SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 4.53 EFFECTIVE AREA(ACRES) = 1.50 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 6.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.60 FLOW VELOCITY(FEET/SEC.) = 4.22 DEPTH*VELOCITY(FT*FT/SEC.) = 1.51 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 2.40 = 558.00 FEET. !► FLOW PROCESS FROM NODE 2.40 TO NODE 2.40 IS CODE = 1 ----------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< --»»>AND_ COMPUTE -VARIOUS -CONFLUENCED- STREAM -VALUES<<<<< ---------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.34 RAINFALL INTENSITY(INCH/HR) = 5.07 AREA -AVERAGED Fm(INCH/HR) = 0.49 ■M AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.18 �I ** CONFLUENCE DATA ** Tc Intensity Fp(Fm) Ap Ae HEADWATER STREAM Q NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 12.55 11.71 4.131 0.98( 0.49) 0.50 3.8 2.10 40 2 6.75 14.63 3.614 0.97( 0.49) 0.50 2.4 3.10 3 6.18 8.34' 5.065 0.97( 0.49) 0.50 1.5 4.10 40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) N ODE w 1 23.04 8.34 5.065 0.98( 0.49) 0.50 5.6 4.10 2 23.77 11.71 4.131 0.98( 0.49) 0.50 7.2 2.10 0- 3 21.74 14.63 3.614 0.98( 0.49) 0.50 7.7 3.10 rw COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: �t PEAK FLOW RATE(CFS) = 23.77 Tc(MIN.) = 11.71 EFFECTIVE AREA(ACRES) = 7.22 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.7 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 2.40 = 923.00 FEET. **************************************************************************** so FLOW PROCESS FROM NODE 2.40 TO NODE 2.50 IS CODE = 62 ______ ------------------ »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< err► it 10 UPSTREAM ELEVATION(FEET) = 1433.70 DOWNSTREAM ELEVATION(FEET) = 1432.30 STREET LENGTH(FEET) = 143.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 IIIA DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 1 91 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 23.92 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 21.31 an FULL HALF -STREET VELOCITY(FEET/SEC.) = 3.35 SPLIT DEPTH(FEET) = 0.48 SPLIT FLOOD WIDTH(FEET) = 17.70 on SPLIT FLOW(CFS) = 10.09 SPLIT VELOCITY(FEET/SEC.) = 3.10 go STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.35 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.76 STREET FLOW TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 12.42 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.988 �! SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.10 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.32 EFFECTIVE AREA(ACRES) = 7.32 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.8 PEAK FLOW RATE(CFS) = 23.77 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 3.35 DEPTH*VELOCITY(FT*FT/SEC.) = 1.76 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 2.50 = 1066.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.50 TO NODE 2.50 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.) = 12.42 �. RAINFALL INTENSITY(INCH/HR) = 3.99 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 Yllr 1rr 11 EFFECTIVE STREAM AREA(ACRES) = 7.32 TOTAL STREAM AREA(ACRES) = 7.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.77 1 **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 285.00 ELEVATION DATA: UPSTREAM(FEET) = 1443.50 DOWNSTREAM(FEET) = 1439.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.555 ws * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.988 SUBAREA Tc AND LOSS RATE DATA(AMC II): 4W DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL +rrr "5-7 DWELLINGS/ACRE" A 1.60 0.98 0.500 32 8.55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 +� SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 6.48 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 6.48 e�• **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.30 IS CODE = 62 ---------------------------------------------------------------------------- so »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< 40 »»>(STREET TABLE SECTION # 1 USED) ««< A UPSTREAM ELEVATION(FEET) = 1439.00 DOWNSTREAM ELEVATION(FEET) = 1433.00 STREET LENGTH(FEET) = 295.00 CURB HEIGHT(INCHES) = 6.0 rn STREET HALFWIDTH(FEET) = 20.00 am am ow Jw so im 40 ow so Is an 1W so 10 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 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) = 0.0150 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) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.21 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.42 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.20 STREET FLOW TRAVEL TIME(MIN.) = 1.44 Tc(MIN.) _ * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.544 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL 9.40 OHM Ap SCS (DECIMAL) CN 12 "5-7 DWELLINGS/ACRE" A 1.60 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 5.84 EFFECTIVE AREA(ACRES) = 3.20 AREA-AVERAGED Fm(INCH/HR) = 0.49 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 11.68 END OF SUBAREA STREET FLOW HYDRAULICS: - DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.30 FLOW VELOCITY(FEET/SEC.) = 3.58 DEPTH*VELOCITY(FT*FT/SEC.) - 1.33 LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.30 = 580.00 FEET. FLOW PROCESS FROM NODE 5.30 TO NODE 2.50 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1433.00 DOWNSTREAM ELEVATION(FEET) = 1432.30 STREET LENGTH(FEET) = 107.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.86 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 21.31 FULL HALF -STREET VELOCITY(FEET/SEC.) = 2.73 SPLIT DEPTH(FEET) = 0.23 SPLIT FLOOD WIDTH(FEET) = 5.25 SPLIT FLOW(CFS) = 0.55 SPLIT VELOCITY(FEET/SEC.) = 1.39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.73 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.)_= 1.44 STREET FLOW TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 10.64 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.375 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.10 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.35 EFFECTIVE AREA(ACRES) = 3.30 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 3.3 PEAK FLOW RATE(CFS) = 11.68 1 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 13 I END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 2.73 DEPTH*VELOCITY(FT*FT/SEC.) = 1.44 LONGEST FLOWPATH FROM NODE 5.10 TO NODE 2.50 = 687.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.50 TO NODE 2.50 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ----------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.64 RAINFALL INTENSITY(INCH/HR) = 4.37 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 3.30 TOTAL STREAM AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.68 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) NODE 1 23.04 9.05 4.822 0.98( 0.49) 0.50 5.7 4.10 1 23.77 12.42 3.988 0.98( 0.49) 0.50 7.3 2.10 1 21.74 15.34 3.513 0.98( 0.49) 0.50 7.8 3.10 2 11.68 10.64 4.375 0.98( 0.49) 0.50 3.3 5.10 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 34.11 9.05 4.822 0.98( 0.49) 0.50 8.5 4.10 2 35.06 10.64 4.375 0.98( 0.49) 0.50 9.8 5.10 3 34.28 12.42 3.988 0.98( 0.49) 0.50 10.6 2.10 4 30.84 15.34 3.513 0.98( 0.49) 0.50 11.1 3.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.06 Tc(MIN.) = 10.64 EFFECTIVE AREA(ACRES) = 9.75 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.1 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 2.50 = 1066.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.50 TO NODE 1.50 IS CODE = 41 ----------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1426.80 DOWNSTREAM(FEET) = 1423.50 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 14 DEPTH OF FLOW IN 36.0 INCH PIPE IS 11.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.97 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.06 PIPE TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 10.69 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.50 = 1116.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.50 TO NODE 1.50 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 34.11 9.10 4.807 0.98( 0.49) 0.50 8.5 4.10 2 35.06 10.69 4.363 0.98( 0.49) 0.50 9.8 5.10 3 34.28 12.47 3.979 0.98( 0.49) 0.50 10.6 2.10 4 30.84 15.39 3.506 0.98( 0.49) 0.50 11.1 3.10 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.50 = 1116.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 15.50 10.70 4.362 0.98( 0.49) 0.50 4.1 1.10 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.50 = 1102.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 48.81 9.10 4.807 0.98( 0.49) 0.50 12.0 4.10 2 50.57 10.69 4.363 0.98( 0.49) 0.50 13.9 5.10 3 50.57 10.70 4.362 0.98( 0.49) 0.50 13.9 1.10 4 48.25 12.47 3.979 0.98( 0.49) 0.50 14.7 2.10 5 42.91 15.39 3.506 0.98( 0.49) 0.50 15.2 3.10 TOTAL AREA(ACRES) - 15.2 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 50.57 Tc(MIN.) = 10.696 EFFECTIVE AREA(ACRES) = 13.85 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 15.2 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.50 = 1116.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.50 TO NODE 1.60 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1423.00 DOWNSTREAM(FEET) = 1422.80 FLOW LENGTH(FEET) = 66.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 7.15 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 15 PIPE-FLOW(CFS) = 50.57 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 10.85 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.60 = 1182.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.60 TO NODE 1.60 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< --------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.85 RAINFALL INTENSITY(INCH/HR) = 4.32 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 13.85 TOTAL STREAM AREA(ACRES) = 15.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 50.57 **************************************************************************** FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 21 -----------------------------=---------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 230.00 ELEVATION DATA: UPSTREAM(FEET) = 1435.60 DOWNSTREAM(FEET) = 1431.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.489 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.402 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.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.98 0.500 32 7.49 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.65 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 2.65 FLOW PROCESS FROM NODE 6.20 TO NODE 1.60 IS CODE = 41 ----------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >:»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ------=---------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1424.60 DOWNSTREAM(FEET) = 1423.60 FLOW LENGTH(FEET) = 38.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.61 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.65 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 7.58 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 1.60 = 268.00 FEET. 16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 2.73 DEPTH*VELOCITY(FT*FT/SEC.) = 1.44 LONGEST FLOWPATH FROM NODE 5.10 TO NODE 2.50 = 687.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.50 TO NODE 2.50 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.64 RAINFALL INTENSITY(INCH/HR) = 4.37 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 3.30 TOTAL STREAM AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.68 ** CONFLUENCE DATA ** STREAM Q Tc STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 0.98( 0.49) (ACRES) NODE 1 23.04 9.05 4.822 0.98( 0.49) 0.50 5.7 4.10 1 23.77 12.42 3.988 0.98( 0.49) 0.50 7.3 2.10 1 21.74 15.34 3.513 0.98( 0.49) 0.50 7.8 3.10 2 11.68 10.64 4.375 0.98( 0.49) 0.50 3.3 5.10 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 34.11 9.05 4.822 0.98( 0.49) 0.50 8.5 4.10 2 35.06 10.64 4.375 0.98( 0.49) 0.50 9.8 5.10 3 34.28 12.42 3.988 0.98( 0.49) 0.50 10.6 2.10 4 30.84 15.34 3.513 0.98( 0.49) 0.50 11.1 3.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.06 Tc(MIN.) = 10.64 EFFECTIVE AREA(ACRES) = 9.75 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.1 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 2.50 = 1066.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.50 TO NODE 1.50 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1426.80 DOWNSTREAM(FEET) = 1423.50 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 14 DEPTH OF FLOW IN 36.0 INCH PIPE IS 11.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.97 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.06 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 10.69 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.50 = 1116.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.50 TO NODE 1.50 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 34.11 9.10 4.807 0.98( 0.49) 0.50 8.5 4.10 2 35.06 10.69 4.363 0.98( 0.49) 0.50 9.8 5.10 3 34.28 12.47 3.979 0.98( 0.49) 0.50 10.6 2.10 4 30.84 15.39 3.506 0.98( 0.49) 0.50 11.1 3.10 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.50 = 1116.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** 15.2 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 15.50 10.70 4.362 0.98( 0.49) 0.50 4.1 1.10 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.50 = 1102.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 48.81 9.10 4.807 0.98( 0.49) 0.50 12.0 4.10 2 50.57 10.69 4.363 0.98( 0.49) 0.50 13.9 5.10 3 50.57 10.70 4.362 0.98( 0.49) 0.50 13.9 1.10 4 48.25 12.47 3.979 0.98( 0.49) 0.50 14.7 2.10 5 42.91 15.39 3.506 0.98( 0.49) 0.50 15.2 3.10 TOTAL AREA(ACRES) = 15.2 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 50.57 Tc(MIN.) = 10.696 EFFECTIVE AREA(ACRES) = 13.85 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 15.2 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.50 = 1116.00 FEET. FLOW PROCESS FROM NODE 1.50 TO NODE 1.60 IS CODE = 41 ----------------------------------------------------------------------------- »»>COMPUTE, PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ----------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1423.00 DOWNSTREAM(FEET) = 1422.80 FLOW LENGTH(FEET) = 66.00 MANNING'S N = 0.013 ASSUME FULL --FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 7.15 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 15 PIPE-FLOW(CFS) = 50.57 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 10.85 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.60 = 1182.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.60 TO NODE 1.60 IS CODE = 1 ----------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONC:ENTRATION(MIN.) = 10.85 RAINFALL INTENSITY(INCH/HR) = 4.32 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 13.85 TOTAL STREAM AREA(ACRES) = 15.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 50.57 FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 21 ----------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 230.00 ELEVATION DATA: UPSTREAM(FEET) = 1435.60 DOWNSTREAM(FEET) = 1431.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.489 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.402 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.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.98 0.500 32 7.49 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.65 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 2.65 FLOW PROCESS FROM NODE 6.20 TO NODE 1.60 IS CODE = 41 ----------------------------------------------------------------------------- »»>COMPUTE: PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1424.60 DOWNSTREAM(FEET) = 1423.60 FLOW LENGTH(FEET) = 38.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.61 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.65 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 7.58 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 1.60 = 268.00 FEET. 16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 2.73 DEPTH*VELOCITY(FT*FT/SEC.) = 1.44 LONGEST FLOWPATH FROM NODE 5.10 TO NODE 2.50 = 687.00 FEET. FLOW PROCESS FROM NODE 2.50 TO NODE 2.50 IS CODE = 1 ----------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.64 RAINFALL INTENSITY(INCH/HR) = 4.37 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 3.30 TOTAL STREAM AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.68 * * CONFLUENCE DATA * * STREAM Q Tc STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 0.98( 0.49) (ACRES) NODE 1 23.04 9.05 4.822 0.98( 0.49) 0.50 5.7 4.10 1 23.77 12.42 3.988 0.98( 0.49) 0.50 7.3 2.10 1 21.74 15.34 3.513 0.98( 0.49) 0.50 7.8 3.10 2 11.68 10.64 4.375 0.98( 0.49) 0.50 3.3 5.10 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 34.11 9.05 4.822 0.98( 0.49) 0.50 8.5 4.10 2 35.06 10.64 4.375 0.98( 0.49) 0.50 9.8 5.10 3 34.28 12.42 3.988 0.98( 0.49) 0.50 10.6 2.10 4 30.84 15.34 3.513 0.98( 0.49) 0.50 11.1 3.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.06 Tc(MIN.) = 10.64 EFFECTIVE AREA(ACRES) = 9.75 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.1 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 2.50 = 1066.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.50 TO NODE 1.50 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ---------------------------------------------------------------------------- ----------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1426.80 DOWNSTREAM(FEET) = 1423.50 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 14 DEPTH OF FLOW IN 36.0 INCH PIPE IS 11.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.97 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.06 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 10.69 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.50 = 1116.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.50 TO NODE 1.50 IS CODE = 11 ----------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** Ap Ae HEADWATER NUMBER (CFS) STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 2 50.57 (ACRES) NODE 1 34.11 9.10 4.807 0.98( 0.49) 0.50 8.5 4.10 2 35.06 10.69 4.363 0.98( 0.49) 0.50 9.8 5.10 3 34.28 12.47 3.979 0.98( 0.49) 0.50 10.6 2.10 4 30.84 15.39 3.506 0.98( 0.49) 0.50 11.1 3.10 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.50 = 1116.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** EFFECTIVE AREA(ACRES) = STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 15.50 10.70 4.362 0.98( 0.49) 0.50 4.1 1.10 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.50 = 1102.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 48.81 9.10 4.807 0.98( 0.49) 0.50 12.0 4.10 2 50.57 10.69 4.363 0.98( 0.49) 0.50 13.9 5.10 3 50.57 10.70 4.362 0.98( 0.49) 0.50 13.9 1.10 4 48.25 12.47 3.979 0.98( 0.49) 0.50 14.7 2.10 5 42.91 15.39 3.506 0.98( 0.49) 0.50 15.2 3.10 TOTAL AREA(ACRES) - 15.2 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 50.57 Tc(MIN.) = 10.696 EFFECTIVE AREA(ACRES) = 13.85 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 15.2 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.50 = 1116.00 FEET. FLOW PROCESS FROM NODE 1.50 TO NODE 1.60 IS CODE = 41 ----------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1423.00 DOWNSTREAM(FEET) = 1422.80 FLOW LENGTH(FEET) = 66.00 MANNING'S N = 0.013 ASSUME FULL --FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 7.15 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 15 PIPE-FLOW(CFS) = 50.57 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 10.85 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.60 = 1182.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.60 TO NODE 1.60 IS CODE = 1 ----------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.85 RAINFALL INTENSITY(INCH/HR) = 4.32 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 13.85 TOTAL STREAM AREA(ACRES) = 15.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 50.57 FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 21 ----------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------=---=--------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 230.00 ELEVATION DATA: UPSTREAM(FEET) = 1435.60 DOWNSTREAM(FEET) = 1431.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.489 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.402 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.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.98 0.500 32 7.49 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.65 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 2.65 **************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 1.60 IS CODE = 41 ----------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1424.60 DOWNSTREAM(FEET) = 1423.60 FLOW LENGTH(FEET) = 38.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.61 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.65 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 7.58 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 1.60 = 268.00 FEET. 16 4m FLOW PROCESS FROM NODE 1.60 TO NODE 1.60 IS CODE = 1 - ---------------------------------------------------------------------------- im »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 TOTAL NUMBER OF STREAMS = 3 40 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.58 Oft RAINFALL INTENSITY(INCH/HR) = 5.36 AREA -AVERAGED Fm(INCH/HR) = 0.49 ilii AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 ,RSM EFFECTIVE STREAM AREA(ACRES) = 0.60 10 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.65 FLOW PROCESS FROM NODE 7.10 TO NODE 7.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 40 INITIAL SUBAREA FLOW-LENGTH(FEET) = 474.00 ELEVATION DATA: UPSTREAM(FEET) = 1441.00 DOWNSTREAM(FEET) = 1435.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 r SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.959 W * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.299 SUBAREA Tc AND LOSS RATE DATA(AMC II): mm DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 6* LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.20 0.98 0.500 32 10.96 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 �► SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 4.12 TOTAL AREA(ACRES) '= 1.20 PEAK FLOW RATE(CFS) = 4.12 **************************************************************************** No FLOW PROCESS FROM NODE 7.20 TO NODE 7.30 IS CODE = 62 ---------------------------------------------------------------------------- ■► »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< - ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1435.00 DOWNSTREAM ELEVATION(FEET) = 1431.00 STREET LENGTH(FEET) = 295.00 CURB HEIGHT(INCHES) = 6.0 Kid STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 4 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 W& SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 00 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 a Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 17 IN **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.37 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.03 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.16 STREET FLOW TRAVEL TIME(MIN.) = 1.62 Tc(MIN.) = 12.58 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.957 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.80 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.50 EFFECTIVE AREA(ACRES) = 2.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 6.25 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.71 FLOW VELOCITY(FEET/SEC.) = 3.13 DEPTH*VELOCITY(FT*FT/SEC.) = 1.25 LONGEST FLOWPATH FROM NODE 7.10 TO NODE 7.30 = 769.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE ------7_30-TO NODE------160-IS CODE = 41 ------ -------- ----- --- ----- --------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< --»»>USING- USER-SPECIFIED -PIPESIZE-(EXISTING -ELEMENT)<<<<<------------- ELEVATION DATA: UPSTREAM(FEET) = 1424.60 DOWNSTREAM(FEET) = 1422.80 FLOW LENGTH(FEET) = 22.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.66 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.25 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 12.61 LONGEST FLOWPATH FROM NODE 7.10 TO NODE 1.60 = 791.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.60 TO NODE 1.60 IS CODE = 1 ----------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.61 RAINFALL INTENSITY(INCH/HR) = 3.95 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.00 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.25 18 ** CONFLUENCE DATA ** Tc Intensity Fp(Fm) Ap Ae STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 0.98( 0.49) (ACRES) NODE 1 48.81 9.26 4.757 0.98( 0.49) 0.50 12.0 4.10 1 50.57 10.85 4.326 0.98( 0.49) 0.50 13.9 5.10 1 50.57 10.85 4.325 0.98( 0.49) 0.50 13.9 1.10 1 48.25 12.63 3.948 0.98( 0.49) 0.50 14.7 2.10 1 42.91 15.57 3.482 0.98( 0.49) 0.50 15.2 3.10 2 2.65 7.58 5.361 0.98( 0.49) 0.50 0.6 6.10 3 6.25 12.61 3.952 0.98( 0.49) 0.50 2.0 7.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 53.59 7.58 5.361 0.98( 0.49) 0.50 11.6 6.10 2 56.79 9.26 4.757 0.98( 0.49) 0.50 14.0 4.10 3 58.61 10.85 4.326 0.98( 0.49) 0.50 16.2 5.10 4 58.61 10.85 4.325 0.98( 0.49) 0.50 16.2 1.10 5 56.41 12.61 3.952 0.98( 0.49) 0.50 17.3 7.10 6 56.38 12.63 3.948 0.98( 0.49) 0.50 17.3 2.10 7 49.94 15.57 3.482 0.98( 0.49) 0.50 17.8 3.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 58.61 Tc(MIN.) = 10.85 EFFECTIVE AREA(ACRES) = 16.18 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 17.8 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.60 = 1182.00 FEET. FLOW PROCESS FROM NODE 1.60 TO NODE 1.70 IS CODE = 41 ----------------------------------------------------------------------------- »»>COMPUTE: PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1422.80 DOWNSTREAM(FEET) = 1418.00 FLOW LENGTH(FEET) = 332.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.60 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 58.61 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 11.33 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.70 = 1514.00 FEET. FLOW PROCESS FROM NODE 1.70 TO NODE 1.70 IS CODE = 10 ----------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< FLOW PROCESS FROM NODE 8.10 TO NODE 8.20 IS CODE = 21 ----------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< 19 >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 192.00 ELEVATION DATA: UPSTREAM(FEET) = 1435.00 DOWNSTREAM(FEET) = 1431.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.517 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.390 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.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.30 0.98 0.600 32 7.52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA RUNOFF(CFS) = 1.30 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.30 **************************************************************************** FLOW PROCESS FROM NODE 8.20 TO NODE 8.30 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1431.50 DOWNSTREAM ELEVATION(FEET) = 1426.20 STREET LENGTH(FEET) = 307.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.37 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.12 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.95 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.97 STREET FLOW TRAVEL TIME(MIN.) = 1.73 Tc(MIN.) = 9.25 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.759 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.10 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 4.13 EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED Fm(INCH/HR) = 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 5.26 FIE pp END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.15 FLOW VELOCITY(FEET/SEC.) = 3.30 DEPTH*VELOCITY(FT*FT/SEC.) = 1.22 Mli LONGEST FLOWPATH FROM NODE 8.10 TO NODE 8.30 = 499.00 FEET. FLOW PROCESS FROM NODE 8.30 TO NODE 8.30 IS CODE 1 ----------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.25 RAINFALL INTENSITY(INCH/HR) = 4.76 AREA -AVERAGED Fm(INCH/HR) = 0.58 ... AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 1.40 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.26 FLOW PROCESS FROM NODE 9.10 TO NODE 9.20 IS CODE = 21 --------------------------------------------------------------------- pw »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1431.00 DOWNSTREAM(FEET) = 1426.90 air Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.464 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.413 SUBAREA Tc AND LOSS RATE DATA(AMC II): ow DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.30 0.98 0.600 32 7.46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 kv SUBAREA RUNOFF(CFS) = 1.30 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.30 FLOW PROCESS FROM NODE 9.20 TO NODE 9.20 IS CODE = 81 ------------------------------------------------------------ +� »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< � MAINLINE Tc(MIN.)----==7.46________________________ * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.413 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.20 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 IN 21 no is SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.87 EFFECTIVE AREA(ACRES) = 0.50 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 2.17 FLOW PROCESS FROM NODE 9.20 TO NODE 8.30 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1426.90 DOWNSTREAM ELEVATION(FEET) = 1426.20 STREET LENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 r **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.77 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 1.41 Tc(MIN.) = 8.87 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.880 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.50 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.93 _ EFFECTIVE AREA(ACRES) = 1.00 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 3.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.02 FLOW VELOCITY(FEET/SEC.) = 1.85 DEPTH*VELOCITY(FT*FT/SEC.) = 0.75 LONGEST FLOWPATH FROM NODE 9.10 TO NODE 8.30 = 350.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 8.30 TO NODE 8.30 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: 22 TIME OF CONCENTRATION(MIN.) = 8.87 RAINFALL INTENSITY(INCH/HR) = 4.88 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 1.00 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.87 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.26 9.25 4.759 0.98( 0.58) 0.60 1.4 8.10 2 3.87 8.87 4.880 0.98( 0.59) 0.60 1.0 9.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 9.05 8.87 4.880 0.98( 0.59) 0.60 2.3 9.10 2 9.02 9.25 4.759 0.97( 0.58) 0.60 2.4 8.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.05 Tc(MIN.) = 8.87 EFFECTIVE AREA(ACRES) = 2.34 AREA -AVERAGED Fm(INCH/HR) = 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.4 LONGEST FLOWPATH FROM NODE 8.10 TO NODE 8.30 = 499.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 8.30 TO NODE 1.70 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1419.00 DOWNSTREAM(FEET) = 1418.00 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.01 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.05 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 8.89 LONGEST FLOWPATH FROM NODE 8.10 TO NODE 1.70 = 514.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.70 TO NODE 1.70 IS CODE = 11 ---------------------------------------------------------------------------- >>>CONFLUENCE MEMORY BANK # 2 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 9.05 8.89 4.873 0.98( 0.59) 0.60 2.3 9.10 23 2 9.02 9.27 4.753 0.97( 0.58) 0.60 2.4 8.10 LONGEST FLOWPATH FROM NODE 8.10 TO NODE 1.70 = 514.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 53.59 8.07 5.165 0.98( 0.49) 0.50 11.6 6.10 2 56.79 9.74 4.615 0.98( 0.49) 0.50 14.0 4.10 3 58.61 11.32 4.216 0.98( 0.49) 0.50 16.2 5.10 4 58.61 11.33 4.215 0.98( 0.49) 0.50 16.2 1.10 5 56.41 13.09 3.864 0.98( 0.49) 0.50 17.3 7.10 6 56.38 13.11 3.861 0.98( 0.49) 0.50 17.3 2.10 7 49.94 16.07 3.417 0.98( 0.49) 0.50 17.8 3.10 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.70 = 1514.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 62.37 8.07 5.165 0.98( 0.50) 0.52 13.7 6.10 2 64.23 8.89 4.873 0.98( 0.50) 0.52 15.1 9.10 3 64.91 9.27 4.753 0.98( 0.50) 0.52 15.8 8.10 4 65.51 9.74 4.615 0.98( 0.50) 0.51 16.4 4.10 5 66.46 11.32 4.216 0.98( 0.50) 0.51 18.6 5.10 6 66.46 11.33 4.215 0.97( 0.50) 0.51 18.6 1.10 7 63.50 13.09 3.864 0.98( 0.50) 0.51 19.7 7.10 8 63.46 13.11 3.861 0.98( 0.50) 0.51 19.7 2.10 9 56.07 16.07 3.417 0.98( 0.50) 0.51 20.2 3.10 TOTAL AREA(ACRES) - 20.2 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 66.46 Tc(MIN.) = 11.322 EFFECTIVE AREA(ACRES) = 18.57 AREA -AVERAGED Fm(INCH/HR) = 0.50 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 20.2 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.70 = 1514.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.70 TO NODE 1.80 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1418.00 DOWNSTREAM(FEET) = 1412.00 FLOW LENGTH(FEET) = 582.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.48 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 66.46 PIPE TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 12.25 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.80 = 2096.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.80 TO NODE 1.80 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< 24 4m FLOW PROCESS FROM NODE 10.10 TO NODE 10.20 IS CODE = 21 --------------------------------------------- ------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 279.00 ELEVATION DATA: UPSTREAM(FEET) = 1434.00 DOWNSTREAM(FEET) = 1430.50 w Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 aw SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.407 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.711 ON SUBAREA Tc AND LOSS RATE DATA(AMC II): err DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) ON RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.80 0.98 0.600 32 9.41 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 �. SUBAREA RUNOFF(CFS) = 2.97 ow TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 2.97 FLOW PROCESS FROM NODE 10.20 TO NODE 10.30 IS CODE = 62 it------------------------------------------------------------------------ »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< w »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1430.50 DOWNSTREAM ELEVATION(FEET) = 1426.30 - +�" STREET LENGTH(FEET) = 227.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 ON DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 IN OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.34 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.24 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.13 IN STREET FLOW TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 10.57 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.392 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS a LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.80 0.98 0.600 32 iU SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 ,m SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.74 rb on 25 ON EFFECTIVE AREA(ACRES) = 1.60 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 5.48 END OF SUBAREA STREET FLOW HYDRAULICS: 4m DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.23 FLOW VELOCITY(FEET/SEC.) = 3.40 DEPTH*VELOCITY(FT*FT/SEC.) = 1.26 LONGEST FLOWPATH FROM NODE 10.10 TO NODE 10.30 = 506.00 FEET. FLOW PROCESS FROM NODE 10.30 TO NODE 10.40 IS CODE = 62 ---------------------------------------------------------------------------- �*" »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1426.30 DOWNSTREAM ELEVATION(FEET) = 1422.50 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 so DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 rr INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 an SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 1rr STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 a� Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 rrr **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.74 �w STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.90 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.93 �w PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.30 STREET FLOW TRAVEL TIME(MIN.) = 2.16 Tc(MIN.) = 12.74 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.928 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 113-4 DWELLINGS/ACRE" A 1.50 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 4.51 EFFECTIVE AREA(ACRES) = 3.10 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 iIIAA TOTAL AREA(ACRES) = 3.1 PEAK FLOW RATE(CFS) = 9.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.07 FLOW VELOCITY(FEET/SEC.) = 3.08 DEPTH*VELOCITY(FT*FT/SEC.) = 1.44 LONGEST FLOWPATH FROM NODE 10.10 TO NODE 10.40 = 886.00 FEET. FLOW PROCESS FROM NODE 10.40 TO NODE 10.50 IS CODE = 62 ---------------------------------------------------------------------------- ,� »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< ft an dw , 26 om IN »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1422.50 DOWNSTREAM ELEVATION(FEET) = 1419.70 IN STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 ib DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 40 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 is SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 ON Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 60 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 mm **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.17 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: im STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.38 an AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.24 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.53 STREET FLOW TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 14.08 �w * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.699 SUBAREA LOSS RATE DATA(AMC II): ow DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN an RESIDENTIAL IN "3-4 DWELLINGS/ACRE" A 0.60 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 an SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.68 EFFECTIVE AREA(ACRES) = 3.70 AREA -AVERAGED Fm(INCH/HR) = 0.59 on AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) - 3.7 PEAK FLOW RATE(CFS) = 10.37 it END OF SUBAREA STREET FLOW HYDRAULICS: on DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.54 io FLOW VELOCITY(FEET/SEC.) = 3.25 DEPTH*VELOCITY(FT*FT/SEC.) = 1.55 LONGEST FLOWPATH FROM NODE 10.10 TO NODE 10.50 = 1146.00 FEET. FLOW PROCESS FROM NODE 10.50 TO NODE 10.50 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN•) = 14.08 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.699 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.40 0.98 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.30 i EFFECTIVE AREA(ACRES) = 4.10 AREA -AVERAGED Fm(INCH/HR) = 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 4.1 PEAK FLOW RATE(CFS) = 11.67 27 .. No on FLOW PROCESS FROM NODE 10.50 TO NODE 1.80 IS CODE = 31 ---------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1412.50 DOWNSTREAM(FEET) = 1412.00 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.95 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.67 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 14.11 LONGEST FLOWPATH FROM NODE 10.10 TO NODE 1.80 = 1164.00 FEET. am w Ell FLOW PROCESS FROM NODE 1.80 TO NODE 1.80 IS CODE = 11 �" --------------------------------------------- »»>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN -STREAM MEMORY««< ------------ ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER im NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 11.67 14.11 3.694 0.97( 0.54) 0.55 4.1 10.10 on LONGEST FLOWPATH FROM NODE 10.10 TO NODE 1.80 = 1164.00 FEET. to ** MEMORY BANK # 3 CONFLUENCE DATA ** an STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE im 1 62.37 9.03 4.827 0.98( 0.50) 0.52 13.7 6.10 2 64.23 9.82 4.591 0.98( 0.50) 0.52 15.1 9.10 OR 3 64.91 10.20 4.488 0.98( 0.50) 0.52 15.8 8.10 irr 4 65.51 10.66 4.370 0.98( 0.50) 0.51 16.4 4.10 5 66.46 12.25 4.021 0.98( 0.50) 0.51 18.6 5.10 ■" 6 66.46 12.25 4.021 0.97( 0.50) 0.51 18.6 1.10 7 63.50 14.02 3.708 0.98( 0.50) 0.51 19.7 7.10 8 63.46 14.04 3.705 0.98( 0.50) 0.51 19.7 2.10 9 56.07 17.04 3.299 0.98( 0.50) 0.51 20.2 3.10 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.80 = 2096.00 FEET. ** PEAK FLOW RATE Q TABLE ** Tc Intensity Fp(Fm) Ap Ae HEADWATER STREAM NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 72.52 9.03 4.827 0.98( 0.51) 0.52 16.4 6.10 2 74.66 9.82 4.591 0.97( 0.51) 0.52 18.0 9.10 00 3 75.47 10.20 4.488 0.97( 0.51) 0.52 18.7 8.10 4 76.21 10.66 4.370 0.98( 0.51) 0.52 19.5 4.10 5 77.64 12.25 4.021 0.98( 0.51) 0.52 22.1 5.10 6 77.64 12.25 4.021 0.97( 0.51) 0.52 22.1 1.10 7 75.15 14.02 3.708 0.97( 0.51) 0.52 23.8 7.10 8 75.11 14.04 3.705 0.98( 0.51) 0.52 23.8 2.10 9 74.97 14.11 3.694 0.98( 0.51) 0.52 23.8 10.10 10 66.27 17.04 3.299 0.98( 0.51) 0.52 24.3 3.10 TOTAL AREA(ACRES) = 24.3 IrI am w Ell 40 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 77.64 Tc(MIN.) = 12.248 EFFECTIVE AREA(ACRES) = 22.13 AREA -AVERAGED FM(INCH/HR) = 0.51 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 24.3 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.80 = 2096.00 FEET. FLOW PROCESS FROM NODE 1.80 TO NODE 1.90 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1412.00 DOWNSTREAM(FEET) = 1407.90 FLOW LENGTH(FEET) = 195.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.21 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 77.64 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 12.48 ills LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.90 = 2291.00 FEET. FLOW PROCESS FROM NODE 1.90 TO NODE 1.90 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< i� **************************************************************************** FLOW PROCESS FROM NODE 1.90 TO NODE 1.90 IS CODE = 10 rif---------------------------------------------------------------------------- »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 11.10 TO NODE 11.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA.ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 233.00 ELEVATION DATA: UPSTREAM(FEET) = 1434.70 DOWNSTREAM(FEET) = 1430.10 m Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.994 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.195 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.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.40 0.98 0.600 32 7.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA RUNOFF(CFS) = 1.66 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.66 so rr sm to 29 4m as FLOW PROCESS FROM NODE 11.20 TO NODE 11.30 IS CODE = 62 ----------------------------------------------------- fm »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< im »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1430.10 DOWNSTREAM ELEVATION(FEET) = 1425.60 STREET LENGTH(FEET) = 202.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 4m DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 IIID INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 an 60 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.80 so STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: im STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.84 �. AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.12 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.94 STREET FLOW TRAVEL TIME(MIN.) = 1.08 Tc(MIN.) = 9.07 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.814 wn SUBAREA LOSS RATE DATA(AMC II): iW DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN on RESIDENTIAL io "3-4 DWELLINGS/ACRE" A 0.60 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.28 rr EFFECTIVE AREA(ACRES) = 1.00 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 3.81 to END OF SUBAREA STREET FLOW HYDRAULICS: an DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.04 FLOW VELOCITY(FEET/SEC.) = 3.38 DEPTH*VELOCITY(FT*FT/SEC.) LONGEST FLOWPATH FROM NODE 11.10 TO NODE 11.30 = 435.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.30 TO NODE 11.30 IS CODE = 81 -------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 9.07 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.814 SUBAREA LOSS RATE DATA(AMC II): IN DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.90 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 77 On m 30 No SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 3.43 EFFECTIVE AREA(ACRES) = 1.90 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 7.23 FLOW PROCESS FROM NODE 11.30 TO NODE 11.40 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1425.60 DOWNSTREAM ELEVATION(FEET) = 1422.50 STREET LENGTH(FEET) = 243.00 CURB HEIGHT(INCHES) = 6.0 rr, STREET HALFWIDTH(FEET) = 20.00 00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 im OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 on SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 iN STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 40 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 SII **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.92 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ON STREET FLOW DEPTH(FEET) = 0.36 IN HALFSTREET FLOOD WIDTH(FEET) = 11.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.74 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.98 STREET FLOW TRAVEL TIME(MIN.) = 1.48 Tc(MIN.) = 10.55 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.397 SUBAREA LOSS RATE DATA(AMC II): so DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.40 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.37 EFFECTIVE AREA(ACRES) = 2.30 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 7.89 IIID kv END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.52 FLOW VELOCITY(FEET/SEC.) = 2.73 DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 11.10 TO NODE 11.40 = 678.00 FEET. **************************************************************************** Aiw FLOW PROCESS FROM NODE 11.40 TO NODE 11.40 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.) = 10.55 Irr an 31 on ow RAINFALL INTENSITY(INCH/HR) = 4.40 AREA -AVERAGED Fm(INCH/HR) = 0.59 go AREA -AVERAGED Fp(INCH/HR) = 0.98 IN AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 2.30 9m TOTAL STREAM AREA(ACRES) = 2.30 W PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.89 **************************************************************************** FLOW PROCESS FROM NODE 12.10 TO NODE 12.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< " >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< r INITIAL SUBAREA FLOW-LENGTH(FEET) = 243.00 ELEVATION DATA: UPSTREAM(FEET) = 1432.20 DOWNSTREAM(FEET) = 1426.00 SII Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.723 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.303 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc No LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.20 0.98 0.600 32 7.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 bw SUBAREA RUNOFF(CFS) = 0.85 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.85 **************************************************************************** FLOW PROCESS FROM NODE 12.20 TO NODE 11.40 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< Aw UPSTREAM ELEVATION(FEET) = 1426.00 DOWNSTREAM ELEVATION(FEET) = 1422.50 i STREET LENGTH(FEET) = 337.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 MR DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 MR INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 ON SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 lA Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.80 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.32 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.78 STREET FLOW TRAVEL TIME(MIN.) = 2.42 Tc(MIN.) = 10.14 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.504 it mm of 32 R P, SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.10 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 3.88 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 4.58 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.77 FLOW VELOCITY(FEET/SEC.) = 2.62 DEPTH*VELOCITY(FT*FT/SEC.) = 1.00 LONGEST FLOWPATH FROM NODE 12.10 TO NODE 11.40 = 580.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.40 TO NODE 11.40 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.14 RAINFALL INTENSITY(INCH/HR) = 4.50 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 1.30 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.58 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.89 10.55 4.397 0.98( 0.59) 0.60 2.3 11.10 2 4.58 10.14 4.504 0.98( 0.59) 0.60 1.3, 12.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 33 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE uw 1 12.38 10.14 4.504 0.98( 0.59) 0.60 3.5 12.10 2 12.35 10.55 4.397 0.98( 0.59) 0.60 3.6 11.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: on PEAK FLOW RATE(CFS) = 12.38 Tc(MIN.) = 10.14 EFFECTIVE AREA(ACRES) = 3.51 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 3.6 LONGEST FLOWPATH FROM NODE 11.10 TO NODE 11.40 = 678.00 FEET. r 33 w FLOW PROCESS FROM NODE 11.40 TO NODE 11.50 IS CODE = 62 w ----------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< w »»>(STREET TABLE SECTION # 1 USED) ««< 4m UPSTREAM ELEVATION(FEET) = 1422.50 DOWNSTREAM ELEVATION(FEET) = 1420.60 STREET LENGTH(FEET) = 231.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 40 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 w INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 Oft w SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 .. Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 io **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.01 ***STREET FLOW SPLITS OVER STREET -CROWN*** 11r FULL DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 21.31 FULL HALF -STREET VELOCITY(FEET/SEC.) = 3.07 SPLIT DEPTH(FEET) = 0.28 SPLIT FLOOD WIDTH(FEET) = 7.84 SPLIT FLOW(CFS) = 1.33 SPLIT VELOCITY(FEET/SEC.) = 1.81 ow STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 of AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.07 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.61 "® STREET FLOW TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 11.40 w * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.199 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.00 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 w SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.25 EFFECTIVE AREA(ACRES) = 4.51 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 w TOTAL AREA(ACRES) = 4.6 PEAK FLOW RATE(CFS) = 14.67 m END OF SUBAREA STREET FLOW HYDRAULICS: IN DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 3.07 DEPTH*VELOCITY(FT*FT/SEC.) = 1.61 an LONGEST FLOWPATH FROM NODE 11.10 TO NODE 11.50 = 909.00 FEET. w**************************************************************************** w FLOW PROCESS FROM NODE 11.50 TO NODE 11.60 IS CODE = 62 ---------------------------------------------------------------- iU »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< w UPSTREAM ELEVATION(FEET) = 1420.60 DOWNSTREAM ELEVATION(FEET) = 1419.50 STREET LENGTH(FEET) = 165.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 so so 34 lij 1W DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 m SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.44 ***STREET FLOW SPLITS OVER STREET -CROWN' �► FULL DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 21.31 ib FULL HALF -STREET VELOCITY(FEET/SEC.) = 2.76 SPLIT DEPTH(FEET) = 0.39 SPLIT FLOOD WIDTH(FEET) = 13.24 SPLIT FLOW(CFS) = 4.02 SPLIT VELOCITY(FEET/SEC.) = 2.15 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: = STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.76 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.45 STREET FLOW TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 12.39 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.993 SUBAREA LOSS RATE DATA(AMC II): 1' DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL iNr "3-4 DWELLINGS/ACRE" A 0.50 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 so SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 kv SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.53 EFFECTIVE AREA(ACRES) = 5.01 AREA -AVERAGED Fm(INCH/HR) = 0.59 Am AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.1 PEAK FLOW RATE(CFS) = 15.22 No END OF SUBAREA STREET FLOW HYDRAULICS: so DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 nr FLOW VELOCITY(FEET/SEC.) = 2.76 DEPTH*VELOCITY(FT*FT/SEC.) = 1.45 LONGEST FLOWPATH FROM NODE 11.10 TO NODE 11.60 = 1074.00 FEET. w **************************************************************************** FLOW PROCESS FROM NODE 11.60 TO NODE 11.70 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1419.50 DOWNSTREAM ELEVATION(FEET) = 1418.60 STREET LENGTH(FEET) = 102.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 m DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 IN INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 m No SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 so Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 35 m w• m if Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 21.34 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.33 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.84 STREET FLOW TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 12.90 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.897 W SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.98 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.34 EFFECTIVE AREA(ACRES) = 5.11 AREA -AVERAGED Fm(INCH/HR) = 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.59 +o TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = 15.22 i NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 21.26 iw FLOW VELOCITY(FEET/SEC.) = 3.31 DEPTH*VELOCITY(FT*FT/SEC.) = 1.83 LONGEST FLOWPATH FROM NODE 11.10 TO NODE 11.70 = 1176.00 FEET. go FLOW PROCESS FROM NODE 11.70 TO NODE 1.90 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1408.50 DOWNSTREAM(FEET) = 1407.90 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.7 INCHES rtw PIPE -FLOW VELOCITY(FEET/SEC.) = 7.95 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 it PIPE-FLOW(CFS) = 15.37 an PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 13.00 LONGEST FLOWPATH FROM NODE 11.10 TO NODE 1.90 = 1221.00 FEET. my **************************************************************************** ON FLOW PROCESS FROM NODE 1.90 TO NODE 1.90 IS CODE = 11 ---------------------------------------------------------- ib »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< go Im ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER an NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE to 1 15.37 13.00 3.880 0.98( 0.58) 0.59 5.1 12.10 2 15.29 13.41 3.808 0.97( 0.58) 0.59 5.2 11.10 go LONGEST FLOWPATH FROM NODE 11.10 TO NODE 1.90 = 1221.00 FEET. to ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER go 36 .. L7 m NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 72.52 9.26 4.755 0.98( 0.51) 0.52 16.4 6.10 2 74.66 10.05 4.527 0.97( 0.51) 0.52 18.0 9.10 3 75.47 10.43 4.429 0.97( 0.51) 0.52 18.7 8.10 4 76.21 10.89 4.314 0.98( 0.51) 0.52 19.5 4.10 r 5 77.64 12.48 3.977 0.98( 0.51) 0.52 22.1 5.10 6 77.64 12.48 3.976 0.97( 0.51) 0.52 22.1 1.10 to 7 75.15 14.25 3.672 0.97( 0.51) 0.52 23.8 7.10 8 75.11 14.27 3.669 0.98( 0.51) 0.52 23.8 2.10 r 9 74.97 14.34 3.659 0.98( 0.51) 0.52 23.8 10.10 0 10 66.27 17.28 3.271 0.98( 0.51) 0.52 24.3 3.10 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.90 = 2291.00 FEET. ON lir ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 86.37 9.26 4.755 0.97( 0.52) 0.53 20.0 6.10 'r 2 88.87 10.05 4.527 0.97( 0.52) 0.53 22.0 9.10 3 89.84 10.43 4.429 0.98( 0.52) 0.53 22.8 8.10 4 90.78 10.89 4.314 0.98( 0.52) 0.53 23.8 4.10 5 92.82 12.48 3.977 0.98( 0.52) 0.53 27.0 5.10 6 92.82 12.48 3.976 0.97( 0.52) 0.53 27.0 1.10 �r 7 92.28 13.00 3.880 0.97( 0.52) 0.53 27.7 12.10 8 91.62 13.41 3.808 0.97( 0.52) 0.53 28.2 11.10 9 89.79 14.25 3.672 0.98( 0.52) 0.53 29.0 7.10 10 89.74 14.27 3.669 0.98( 0.52) 0.53 29.0 2.10 r 11 89.55 14.34 3.659 0.98( 0.52) 0.53 29.0 10.10 so 12 79.02 17.28 3.271 0.98( 0.52) 0.53 29.5 3.10 TOTAL AREA(ACRES) = 29.5 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 92.82 Tc(MIN.) = 12.481 EFFECTIVE AREA(ACRES) = 27.04 AREA-AVERAGED Fm(INCH/HR) = 0.52 w AREA-AVERAGED Fp(INCH/HR) = 0.97 AREA-AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 29.5 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.90 = 2291.00 FEET. r FLOW PROCESS FROM NODE 1.90 TO NODE 1.91 IS CODE = 31 40 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< i` »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< Im ELEVATION DATA: UPSTREAM(FEET) = 1407.90 DOWNSTREAM(FEET) = 1404.70 w FLOW LENGTH(FEET) = 380.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.6 INCHES an PIPE-FLOW VELOCITY(FEET/SEC.) = 10.49 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 92.82 PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 13.08 r LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.91 = 2671.00 FEET. **************************************************************************** ww FLOW PROCESS FROM NODE 1.91 TO NODE 1.91 IS CODE = 81 ---------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< r r r 37 IN MAINLINE TC(MIN.) = 13.08 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.865 �t SUBAREA LOSS RATE DATA(AMC II): IN DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN No RESIDENTIAL io "3-4 DWELLINGS/ACRE" A 6.80 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 OK SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 6.80 SUBAREA RUNOFF(CFS) = 20.07 iM EFFECTIVE AREA(ACRES) = 33.84 AREA-AVERAGED Fm(INCH/HR) = 0.53 AREA-AVERAGED Fp(INCH/HR) = 0.97 AREA-AVERAGED Ap = 0.55 am TOTAL AREA(ACRES) = 36.3 PEAK FLOW RATE(CFS) = 101.52 ow **************************************************************************** w. FLOW PROCESS FROM NODE 1.91 TO NODE 1.91 IS CODE = 81 ------------------------------------------------------------------- �► »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< �.. MAINLINE Tc(MIN.) = 13.08 to * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.865 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.00 0.98 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.39 EFFECTIVE AREA(ACRES) = 34.84 AREA-AVERAGED Fm(INCH/HR) = 0.52 AREA-AVERAGED Fp(INCH/HR) = 0.97 AREA-AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 37.3 PEAK FLOW RATE(CFS) = 104.91 **************************************************************************** am FLOW PROCESS FROM NODE 1.91 TO NODE 1.92 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< im ELEVATION DATA: UPSTREAM(FEET) = 1404.70 DOWNSTREAM(FEET) = 1398.70 1rw FLOW LENGTH(FEET) = 420.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.11 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 104.91 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 13.62 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.92 = 3091.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.92 TO NODE 1.92 IS CODE = 81 AA�t------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 13.62 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.774 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN 38 0 wr m so RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.70 0.98 0.500 32 on SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 10.94 EFFECTIVE AREA(ACRES) = 38.54 AREA -AVERAGED Fm(INCH/HR) = 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 41.0 PEAK FLOW RATE(CFS) = 112.98 Oft **************************************************************************** ow FLOW PROCESS FROM NODE 1.92 TO NODE 1.93 IS CODE = 31 ---------------------------------------------------------------------------- "" »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< ow »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ..,, ELEVATION DATA: UPSTREAM(FEET) = 1398.70 DOWNSTREAM(FEET) = 1388.70 FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.31 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 112.98 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 14.04 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.93 = 3501.00 FEET. �w FLOW PROCESS FROM NODE 1.93 TO NODE 1.93 IS CODE = 81 ---------------------------------------------------------------------------- Or »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 14.04 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.706 SUBAREA LOSS RATE DATA(AMC II): so DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN as RESIDENTIAL "5-7 DWELLINGS/ACRE" A 4.10 0.98 0.500 32 �w SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 11.87 EFFECTIVE AREA(ACRES) = 42.64 AREA -AVERAGED Fm(INCH/HR) = 0.51 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 45.1 PEAK FLOW RATE(CFS) = 122.50 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE am 1 122.27 10.83 4.330 0.98( 0.51) 0.53 35.6 6.10 2 122.96 11.61 4.152 0.98( 0.51) 0.53 37.6 9.10 3 123.08 11.99 4.073 0.98( 0.51) 0.53 38.4 8.10 4 123.02 12.45 3.982 0.98( 0.51) 0.53 39.4 4.10 5 122.50 14.03 3.706 0.98( 0.51) 0.53 42.6 5.1 6 122.50 14.04 3.706 0.97( 0.51) 0.53 42.6 1.10 7 121.35 14.56 3.626 0.98( 0.51) 0.53 43.3 12.10 8 120.28 14.97 3.565 0.98( 0.51) 0.53 43.8 11.10 9 117.81 15.82 3.450 0.97( 0.51) 0.53 44.6 7.10 10 117.75 15.84 3.447 0.98( 0.51) 0.53 44.6 2.10 11 117.48 15.90 3.439 0.98( 0.51) 0.53 44.6 10.10 yr Am m i 12 105.00 18.89 3.100 0.98( 0.51) 0.53 45.1 3.10 NEW PEAK FLOW DATA ARE: oft PEAK FLOW RATE(CFS) = 123.08 Tc(MIN.) = 11.99 my AREA -AVERAGED Fm(INCH/HR) = 0.51 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.53 EFFECTIVE AREA(ACRES) = 38.42 **************************************************************************** FLOW PROCESS FROM NODE 1.93 TO NODE 1.94 IS CODE = 31 wr---------- ------------------------------------------------------------------ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< M »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1388.70 DOWNSTREAM(FEET) = 1376.40 FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.9 INCHES ,., PIPE -FLOW VELOCITY(FEET/SEC.) = 18.06 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 123.08 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 12.37 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.94 = 3911.00 FEET. FLOW PROCESS FROM NODE 1.94 TO NODE 1.94 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ------------------------ MAINLINE Tc(MIN.) = 12.37 60 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.998 SUBAREA LOSS RATE DATA(AMC II): !w DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 1w LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL m "5-7 DWELLINGS/ACRE" A 4.20 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 13.27 EFFECTIVE AREA(ACRES) = 42.62 AREA -AVERAGED Fm(INCH/HR) = 0.51 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 49.3 PEAK FLOW RATE(CFS) = 133.75 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE "~ 1 133.63 11.21 4.241 0.98( 0.51) 0.52 39.8 6.10 2 133.84 11.99 4.073 0.98( 0.51) 0.52 41.8 9.10 3 133.75 12.37 3.998 0.98( 0.51) 0.52 42.6 8.10 ew 4 133.45 12.83 3.911 0.98( 0.51) 0.52 43.6 4.10 5 132.20 14.41 3.648 0.98( 0.51) 0.52 46.8 5.10 6 132.19 14.42 3.647 0.98( 0.51) 0.52 46.8 1.10 7 130.84 14.94 3.570 0.98( 0.51) 0.52 47.5 12.10 �w 8 129.62 15.35 3.512 0.98( 0.51) 0.52 48.0 11.10 9 126.87 16.20 3.401 0.97( 0.51) 0.52 48.8 7.10 10 126.79 16.22 3.398 0.98( 0.51) 0.52 48.8 2.10 40 11 126.51 16.28 3.390 0.98( 0.51) 0.52 48.8 10.10 12 113.17 19.29 3.062 0.98( 0.51) 0.52 49.3 3.10 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 133.84 Tc(MIN.) = 11.99 C'j am Hsi w im AREA -AVERAGED Fm(INCH/HR) = 0.51 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.52 EFFECTIVE AREA(ACRES) = 41.76 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 49.3 TC(MIN.) = 11.99 EFFECTIVE AREA(ACRES) = 41.76 AREA -AVERAGED Fm(INCH/HR)= 0.51 me AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.524 to PEAK FLOW RATE(CFS) 133.84 Oft ** PEAK FLOW RATE TABLE ** g1 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE I'. 1 133.63 11.21 4.241 0.98( 0.51) 0.52 39.8 6.10 2 133.84 11.99 4.073 0.98( 0.51) 0.52 41.8 9.10 3 133.75 12.37 3.998 0.98( 0.51) 0.52 42.6 8.10 4 133.45 12.83 3.911 0.98( 0.51) 0.52 43.6 4.10 5 132.20 14.41 3.648 0.98( 0.51) 0.52 46.8 5.10 6 132.19 14.42 3.647 0.98( 0.51) 0.52 46.8 1.10 7 130.84 14.94 3.570 0.98( 0.51) 0.52 47.5 12.10 8 129.62 15.35 3.512 0.98( 0.51) 0.52 48.0 11.10 9 126.87 16.20 3.401 0.97( 0.51) 0.52 48.8 7.10 10 126.79 16.22 3.398 0.98( 0.51) 0.52 48.8 2.10 11 126.51 16.28 3.390 0.98( 0.51) 0.52 48.8 10.10 w„A 12 113.17 19.29 3.062 0.98( 0.51) 0.52 49.3 3.10 g' END OF RATIONAL METHOD ANALYSIS kw 41 00 it .s oft �Irr wr r �r err ow err ow 25 Year Return Frequency Storm Event Hydrology Calculations ************************************************************************* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2007 Advanced Engineering Software (aes) Ver. 14.2 Release Date: 08/13/2007 License ID 1605 Analysis prepared by: rr DESCRIPTION OF STUDY ************************** ************************** * TRACT NO. 17389 25 YEAR STORM EVVENT ww * * ************************************************************************** No FILE NAME: 17389MIN.DAT TIME/DATE OF STUDY: 14:44 04/09/2011 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- 1W USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 No SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* io 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.050 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.550 on COMPUTED RAINFALL INTENSITY DATA: 40 STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.2246 SLOPE OF INTENSITY DURATION CURVE = 0.6000 au *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 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 2 22.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 oft GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.24 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT S) W *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* ON *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 1.10 TO NODE 1.20 IS CODE = 21 --------------------------------------------------------------- 4•► 0 1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 308.00 ELEVATION DATA: UPSTREAM(FEET) = 1447.00 DOWNSTREAM(FEET) = 1437.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.751 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.181 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc ilw LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.30 0.98 0.500 32 7.75 yr SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 OR SUBAREA RUNOFF(CFS) = 4.32 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 4.32 ur **************************************************************************** FLOW PROCESS FROM NODE 1.20 TO NODE 1.30 IS CODE = 62 --------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1437.70 DOWNSTREAM ELEVATION(FEET) = 1430.60 STREET LENGTH(FEET) = 292.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 !� 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 40 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 4' to **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.84 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: A, STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.44 40 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.39 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.07 STREET FLOW TRAVEL TIME(MIN.) = 1.44 Tc(MIN.) = 9.19 ( * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.775 SUBAREA LOSS RATE DATA(AMC II): wo DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS go LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.70 0.98 0.500 32 40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 0 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 5.03 0 EFFECTIVE AREA(ACRES) = 3.00 AREA-AVERAGED Fm(INCH/HR) = 0.49 AREA-AVERAGED Fp(INCH/HR) = 0.97 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 8.88 �w END OF SUBAREA STREET FLOW HYDRAULICS: so 2 00 DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.59 = FLOW VELOCITY(FEET/SEC.) = 3.58 DEPTH*VELOCITY(FT*FT/SEC.) = 1.21 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.30 = 600.00 FEET. FLOW PROCESS FROM NODE 1.30 TO NODE 1.30 IS CODE = 81 ---------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 9.19 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.775 ON SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS +k LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN va RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.70 0.98 0.500 32 an SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 ow SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.07 EFFECTIVE AREA(ACRES) = 3.70 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 3.7 PEAK FLOW RATE(CFS) = 10.95 FLOW PROCESS FROM NODE 1.30 TO NODE 1.40 IS CODE = 62 --------------------------- ------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1430.60 DOWNSTREAM ELEVATION(FEET) = 1429.10 �► STREET LENGTH(FEET) = 94.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 4p INSIDE STREET CROSSFALL(DECIMAL) = 0.020 40 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 w SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ow STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 ON Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 40 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.52 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: p► STREET FLOW DEPTH(FEET) = 0.46 ow HALFSTREET FLOOD WIDTH(FEET) = 16.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.87 OR PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.80 STREET FLOW TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 9.59 im * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.679 SUBAREA LOSS RATE DATA(AMC II): 4ft DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS as LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.40 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.15 EFFECTIVE AREA(ACRES) = 4.10 AREA -AVERAGED Fm(INCH/HR) = 0.49 aw 4m ow 40 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 im TOTAL AREA(ACRES) = 4.1 PEAK FLOW RATE(CFS) = 11.78 #A END OF SUBAREA STREET FLOW HYDRAULICS: iw DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.07 FLOW VELOCITY(FEET/SEC.) = 3.88 DEPTH*VELOCITY(FT*FT/SEC.) = 1.82 An LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.40 = 694.00 FEET. FLOW PROCESS FROM NODE 1.40 TO NODE 1.50 IS CODE = 41 ---------------------------------------------------------------------------- IN »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1425.00 DOWNSTREAM(FEET) = 1423.00 FLOW LENGTH(FEET) = 408.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 14.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.24 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.78 PIPE TRAVEL TIME(MIN.) = 1.30 Tc(MIN.) = 10.89 wx LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.50 = 1102.00 FEET. FLOW PROCESS FROM NODE 1.50 TO NODE 1.50 IS CODE = 10 to----------- ---------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** �► FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 492.00 ELEVATION DATA: UPSTREAM(FEET) = 1447.50 DOWNSTREAM(FEET) = 1437.10 No to Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.040 OR * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.580 SUBAREA Tc AND LOSS RATE DATA(AMC II): 40 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) pa RESIDENTIAL 60 "5-7 DWELLINGS/ACRE" A 2.20 0.98 0.500 32 10.04 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 to SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 ib SUBAREA RUNOFF(CFS) = 6.12 TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) = 6.12 Ok a FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 IS CODE = 62 --------------------------------------------------------------------- AM »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1437.10 DOWNSTREAM ELEVATION(FEET) = 1435.00 STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 6.0 11r as i 0 1A STREET HALFWIDTH(FEET) = 20.00 im DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 so INSIDE STREET CROSSFALL(DECIMAL) = 0.020 a, OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: #• STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.96 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.33 STREET FLOW TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 11.22 ow * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.348 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS :w LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL as "5-7 DWELLINGS/ACRE" A 1.50 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 3.86 `w` EFFECTIVE AREA(ACRES) = 3.70 AREA -AVERAGED Fm(INCH/HR) = 0.49 1W AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 3.7 PEAK FLOW RATE(CFS) = 9.53 ww END OF SUBAREA STREET FLOW HYDRAULICS: ft DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.23 FLOW VELOCITY(FEET/SEC.) = 3.09 DEPTH*VELOCITY(FT*FT/SEC.) = 1.45 LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.30 = 702.00 FEET. **************************************************************************** �r FLOW PROCESS FROM NODE 2.30 TO NODE 2.40 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< +rw' UPSTREAM ELEVATION(FEET) = 1435.00 DOWNSTREAM ELEVATION(FEET) = 1433.70 STREET LENGTH(FEET) = 117.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 ON INSIDE STREET CROSSFALL(DECIMAL) = 0.020 im OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 an STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.65 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 16.99 4W r� as 5 op AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.21 ib PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.50 STREET FLOW TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 11.83 No * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.244 tw SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS o, LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN iw RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.10 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 o+ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 ray SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.25 EFFECTIVE AREA(ACRES) = 3.80 AREA -AVERAGED Fm(INCH/HR) = 0.49 w AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 to TOTAL AREA(ACRES) = 3.8 PEAK FLOW RATE(CFS) = 9.53 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE on END OF SUBAREA STREET FLOW HYDRAULICS: fig DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.84 FLOW VELOCITY(FEET/SEC.) = 3.23 DEPTH*VELOCITY(FT*FT/SEC.) = 1.49 am LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.40 = .819.00 FEET. FLOW PROCESS FROM NODE 2.40 TO NODE 2.40 IS CODE = 1 ------------------------------------------------------------ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.83 �w RAINFALL INTENSITY(INCH/HR) = 3.24 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 3.80 IN TOTAL STREAM AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.53 w **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE = 21 ww--------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< a► >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< MR INITIAL SUBAREA FLOW-LENGTH(FEET) = 480.00 tw ELEVATION DATA: UPSTREAM(FEET) = 1449.50 DOWNSTREAM(FEET) = 1446.60 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.771 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.098 on 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.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.00 0.98 0.500 32 12.77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.35 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 2.35 Aw go N 4p **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.30 IS CODE = 62 IMft---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1446.60 DOWNSTREAM ELEVATION(FEET) = 1443.90 STREET LENGTH(FEET) = 97.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 ok iDISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF- 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.38 r PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.98 STREET FLOW TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 13.25 aft * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.031 it SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 40 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.30 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 as SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.69 EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.49 IN AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 2.98 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.57 40 FLOW VELOCITY(FEET/SEC.) = 3.49 DEPTH*VELOCITY(FT*FT/SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.30 = 577.00 FEET. No **************************************************************************** FLOW PROCESS FROM NODE 3.30 TO NODE 2.40 IS CODE = 62 ------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1443.90 DOWNSTREAM ELEVATION(FEET) = 1433.70 STREET LENGTH(FEET) = 346.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 06 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 W or 7 4p SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 IN STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 ON Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 if **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.14 on STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.82 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.23 STREET FLOW TRAVEL TIME(MIN.) = 1.51 Tc(MIN.) = 14.76 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.841 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 115-7 DWELLINGS/ACRE" A 1.10 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.33 EFFECTIVE AREA(ACRES) = 2.40 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 5.08 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.74 FLOW VELOCITY(FEET/SEC.) = 4.00 DEPTH*VELOCITY(FT*FT/SEC.) = 1.36 fi11 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 2.40 = 923.00 FEET. FLOW PROCESS FROM NODE 2.40 TO NODE 2.40 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ---------------------------------------------------------------------------- iM TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.76 RAINFALL INTENSITY(INCH/HR) = 2.84 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.40 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.08 **************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< A1�t >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 215.00 ELEVATION DATA: UPSTREAM(FEET) = 1449.80 DOWNSTREAM(FEET) = 1443.90 to Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.843 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.505 SUBAREA Tc AND LOSS RATE DATA(AMC II): to 8 so 1m fp DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.40 0.98 0.500 32 6.84 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 1.45 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.45 Aw **************************************************************************** FLOW PROCESS FROM NODE 4.20 TO NODE 2.40 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< 00 »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1443.90 DOWNSTREAM ELEVATION(FEET) = 1433.70 STREET LENGTH(FEET) = 343.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 we SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 No Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 ON im **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.18 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: Oft STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.71 in AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.63 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.09 STREET FLOW TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 8.42 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.978 SUBAREA LOSS RATE DATA(AMC II): iD DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS to LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.10 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 i' SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 3.46 EFFECTIVE AREA(ACRES) = 1.50 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 4.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.35 FLOW VELOCITY(FEET/SEC.) = 3.96 DEPTH*VELOCITY(FT*FT/SEC.) = 1.32 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 2.40 = 558.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.40 TO NODE 2.40 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ow g W FLOW PROCESS FROM NODE 2.40 TO NODE 2.50 IS CODE = 62 �► ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< ---------------------------------------------------------------------------- --------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1433.70 DOWNSTREAM ELEVATION(FEET) = 1432.30 STREET LENGTH(FEET) = 143.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 'w SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 OR Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 to. Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 eta **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.14 us ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 21.31 so FULL HALF -STREET VELOCITY(FEET/SEC.) = 3.35 SPLIT DEPTH(FEET) = 0.38 SPLIT FLOOD WIDTH(FEET) = 12.62 00 10 9 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.42 RAINFALL INTENSITY(INCH/HR) = 3.98 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.71 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER �1 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 9.53 11.83 3.244 0.98( 0.49) 0.50 3.8 2.10 2 5.08 14.76 2.841 0.97( 0.49) 0.50 2.4 3.10 3 4.71 8.42 3.978 0.97( 0.49) 0.50 1.5 4.10 r RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. so ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 17.60 8.42 3.978 0.98( 0.49) 0.50 5.6 4.10 2 18.02 11.83 3.244 0.98( 0.49) 0.50 7.2 2.10 3 16.39 14.76 2.841 0.98( 0.49) 0.50 7.7 3.10 ww COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.02 Tc(MIN.) = 11.83 EFFECTIVE AREA(ACRES) = 7.22 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.7 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 2.40 = 923.00 FEET. FLOW PROCESS FROM NODE 2.40 TO NODE 2.50 IS CODE = 62 �► ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< ---------------------------------------------------------------------------- --------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1433.70 DOWNSTREAM ELEVATION(FEET) = 1432.30 STREET LENGTH(FEET) = 143.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 'w SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 OR Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 to. Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 eta **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.14 us ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 21.31 so FULL HALF -STREET VELOCITY(FEET/SEC.) = 3.35 SPLIT DEPTH(FEET) = 0.38 SPLIT FLOOD WIDTH(FEET) = 12.62 00 10 9 SPLIT FLOW(CFS) = 4.30 SPLIT VELOCITY(FEET/SEC.) = 2.52 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.35 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.76 STREET FLOW TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 12.54 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.132 ~ SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN i RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.10 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.24 EFFECTIVE AREA(ACRES) = 7.32 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.8 PEAK FLOW RATE(CFS) = 18.02 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 3.35 DEPTH*VELOCITY(FT*FT/SEC.) = 1.76 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 2.50 = 1066.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.50 TO NODE 2.50 IS CODE = 1 lir---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ow TIME OF CONCENTRATION(MIN.) = 12.54 RAINFALL INTENSITY(INCH/HR) = 3.13 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 7.32 TOTAL STREAM AREA(ACRES) = 7.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.02 FLOW PROCESS FROM NODE 5.10 TO NODE 5.20 IS CODE = 21 W' ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 285.00 ELEVATION DATA: UPSTREAM(FEET) = 1443.50 DOWNSTREAM(FEET) = 1439.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 0 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.555 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.940 go SUBAREA Tc AND LOSS RATE DATA(AMC II): 10 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.60 0.98 0.500 32 8.55 to 11 4-0 C SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 4.97 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 4.97 **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.30 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1439.00 DOWNSTREAM ELEVATION(FEET) = 1433.00 STREET LENGTH(FEET) = 295.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 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) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.19 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 I HALFSTREET FLOOD WIDTH(FEET) = 10.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.19 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.04 ` STREET FLOW TRAVEL TIME(MIN.) = 1.54 Tc(MIN.) = 10.09 IL * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.568 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.60 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 4.44 EFFECTIVE AREA(ACRES) = 3.20 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) - 3.2 PEAK FLOW RATE(CFS) = 8.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.98 FLOW VELOCITY(FEET/SEC.) = 3.35 DEPTH*VELOCITY(FT*FT/SEC.) = 1.16 LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.30 = 580.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.30 TO NODE 2.50 IS CODE = 62 ------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1433.00 DOWNSTREAM ELEVATION(FEET) = 1432.30 STREET LENGTH(FEET) = 107.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 12 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 4m it **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.00 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: iti11 STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.32 AVERAGE FLOW VELOCITY(FEET/SEC.) = 12.59 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.28 STREET FLOW TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 10.78 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.430 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.10 0.98 0.500 32 Im SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 No SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.26 EFFECTIVE AREA(ACRES) = 3.30 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 3.3 PEAK FLOW RATE(CFS) = 8.87 nw NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE +Rr END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.24 FLOW VELOCITY(FEET/SEC.) = 2.57 DEPTH*VELOCITY(FT*FT/SEC.) = 1.26 LONGEST FLOWPATH FROM NODE 5.10 TO NODE 2.50 = 687.00 FEET. on, FLOW PROCESS FROM NODE 2.50 TO NODE 2.50 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.78 RAINFALL INTENSITY(INCH/HR) = 3.43 ow, AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 on AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 3.30 is TOTAL STREAM AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.87 m i ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER am NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 17.60 9.13 3.789 0.98( 0.49) 0.50 5.7 4.10 1 18.02 12.54 3.132 0.97( 0.49) 0.50 7.3 2.10 1 16.39 15.47 2.761 0.98( 0.49) 0.50 7.8 3.10 �s 2 8.87 10.78 3.430 0.98( 0.49) 0.50 3.3 5.10 13 4m it on ** MAIN STREAM CONFLUENCE im RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. STREAM Q Tc Intensity ** PEAK FLOW RATE TABLE ** Ap Ae STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE (INCH/HR) 1 26.03 9.13 3.789 0.98( 0.49) 0.50 8.5 4.10 (ACRES) 2 26.67 10.78 3.430 0.98( 0.49) 0.50 9.8 5.10 1 3 26.00 12.54 3.132 0.97( 0.49) 0.50 10.6 2.10 3.777 4 23.25 15.47 2.761 0.98( 0.49) 0.50 11.1 3.10 8.5 4.10 40 2 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 10.83 so PEAK FLOW RATE(CFS) = 26.67 Tc(MIN.) = 10.78 0.50 9.8 EFFECTIVE AREA(ACRES) = 9.77 AREA -AVERAGED Fm(INCH/HR) = 0.49 NK AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 12.59 3.125 TOTAL AREA(ACRES) = 11.1 0.50 ON LONGEST FLOWPATH FROM NODE 3.10 TO NODE 2.50 = 1066.00 FEET. 4 23.25 15.52 2.756 **************************************************************************** 0.50 11.1 FLOW PROCESS FROM NODE 2.50 TO NODE 1.50 IS CODE = 41 LONGEST ---------------------------------------------------------------------------- FROM NODE 3.10 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< 1.50 as »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ** MEMORY BANK # 1 CONFLUENCE ------------------------------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 1426.80 DOWNSTREAM(FEET) = - 1423.50 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 10.0 INCHES Q 40 PIPE -FLOW VELOCITY(FEET/SEC.) = 16.63 Fp(Fm) Ap GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 HEADWATER .*• PIPE-FLOW(CFS) = 26.67 (CFS) (MIN.) PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 10.83 (INCH/HR) irr LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.50 = 1116.00 FEET. MR **************************************************************************** at FLOW PROCESS FROM NODE 1.50 TO NODE 1.50 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< to it ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 26.03 9.18 3.777 0.98( 0.49) 0.50 8.5 4.10 40 2 26.67 10.83 3.420 0.98( 0.49) 0.50 9.8 5.10 3 26.00 12.59 3.125 0.97( 0.49) 0.50 10.6 2.10 4 23.25 15.52 2.756 0.98( 0.49) 0.50 11.1 3.10 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.50 = 1116.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER ew NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 11.78 10.89 3.409 0.98( 0.49) 0.50 4.1 1.10 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.50 = 1102.00 FEET. qft ** PEAK FLOW RATE TABLE ** IN STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 37.21 9.18 3.777 0.98( 0.49) 0.50 11.9 4.10 14 to it on 2 38.43 10.83 3.420 0.98( 0.49) 0.50 13.9 5.10 3 38.43 10.89 3.409 0.98( 0.49) 0.50 13.9 1.10 4 36.63 12.59 3.125 0.98( 0.49) 0.50 14.7 2.10 5 32.39 15.52 2.756 0.98( 0.49) 0.50 15.2 3.10 fir► TOTAL AREA(ACRES) = 15.2 nw COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.43 Tc(MIN.) = 10.833 EFFECTIVE AREA(ACRES) = 13.85 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 15.2 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.50 = 1116.00 FEET. FLOW PROCESS FROM NODE 1.50 TO NODE 1.60 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< w� »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1423.00 DOWNSTREAM(FEET) = 1422.80 FLOW LENGTH(FEET) = 66.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 5.44 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.43 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 11.03 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.60 = 1182.00 FEET. **************************************************************************** a� FLOW PROCESS FROM NODE 1.60 TO NODE 1.60 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< -------------------------- ------------------------------ TOTAL NUMBER OF STREAMS = 3 iw CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.03 RAINFALL INTENSITY(INCH/HR) = 3.38 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 13.85 TOTAL STREAM AREA(ACRES) = 15.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.43 FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< --------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 230.00 IrMI ELEVATION DATA: UPSTREAM(FEET) = 1435.60 DOWNSTREAM(FEET) = 1431.00 w� Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 a SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.489 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.268 N SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc iift 15 w ii LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.60 0.98 0.500 32 7.49 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 2.04 w TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 2.04 FLOW PROCESS FROM NODE 6.20 TO NODE 1.60 IS CODE = 41 �n ---------------------------------------------------------------------------- t1r »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1424.60 DOWNSTREAM(FEET) = 1423.60 FLOW LENGTH(FEET) = 38.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.12 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.04 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 7.59 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 1.60 = 268.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.60 TO NODE 1.60 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< w TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: on TIME OF CONCENTRATION(MIN.) = 7.59 RAINFALL INTENSITY(INCH/HR) = 4.23 on AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 rrr EFFECTIVE STREAM AREA(ACRES) = 0.60 TOTAL STREAM AREA(ACRES) = 0.60 A PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.04 pm FLOW PROCESS FROM NODE 7.10 TO NODE 7.20 IS CODE = 21 ---------------------------------------------------------------------------- 40 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 474.00 ELEVATION DATA: UPSTREAM(FEET) = 1441.00 DOWNSTREAM(FEET) = 1435.00 dk Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.959 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.396 aw SUBAREA Tc AND LOSS RATE DATA(AMC II): tib DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) gr RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.20 0.98 0.500 32 10.96 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 ft SUBAREA AVERAGE PERVIOUS -AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 3.14 w 16 ow on TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 3.14 No **************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.30 IS CODE = 62 ------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< wr »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1435.00 DOWNSTREAM ELEVATION(FEET) = 1431.00 STREET LENGTH(FEET) = 295.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 IN DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 V Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 .A Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 at **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.09 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 4m STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.52 IV AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.83 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01 as STREET FLOW TRAVEL TIME(MIN.) = 1.74 Tc(MIN.) = 12.70 No * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.109 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS ira LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.80 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.89 ow EFFECTIVE AREA(ACRES) = 2.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 6B, AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 4.72 00 END OF SUBAREA STREET FLOW HYDRAULICS: 40 DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.23 FLOW VELOCITY(FEET/SEC.) = 2.93 DEPTH*VELOCITY(FT*FT/SEC.) = 1.08 N' LONGEST FLOWPATH FROM NODE 7.10 TO NODE 7.30 = 769.00 FEET. FLOW PROCESS FROM NODE 7.30 TO NODE 1.60 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1424.60 DOWNSTREAM(FEET) = 1422.80 FLOW LENGTH(FEET) = 22.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.70 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.72 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 12.73 go 17 LONGEST FLOWPATH FROM NODE 7.10 TO NODE 1.60 = 791.00 FEET. **************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. FLOW PROCESS FROM NODE 1_60-TO- NODE ------160-IS- CODE -= 1 -------------- - ------ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< NUMBER (CFS) (MIN.) »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------- TOTAL NUMBER OF STREAMS = 3 6.10 2 43.28 9.39 3.726 0.98( 0.49) 0.50 14.0 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: 5.10 TIME OF CONCENTRATION(MIN.) = 12.73 1.10 5 42.85 12.73 3.104 0.98( 0.49) 0.50 17.3 RAINFALL INTENSITY(INCH/HR) = 3.10 6 42.74 12.80 3.094 0.98( 0.49) 0.50 17.3 2.10 AREA -AVERAGED Fm(INCH/HR) = 0.49 3.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AREA -AVERAGED Fp(INCH/HR) = 0.98 PEAK FLOW RATE(CFS) = 44.53 Tc(MIN.) = 11.03 AREA -AVERAGED Ap = 0.50 16.18 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.00 TOTAL AREA(ACRES) = 17.8 TOTAL STREAM AREA(ACRES) = 2.00 3.10 TO NODE 1.60 - 1182.00 FEET. **************************************************************************** PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.72 FLOW PROCESS FROM NODE 1.60 TO NODE 1.70 IS CODE = ** CONFLUENCE DATA ** ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 1418.00 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 37.21 9.39 3.726 0.98( 0.49) 0.50 11.9 4.10 1 38.43 11.03 3.382 0.98( 0.49) 0.50 13.9 5.10 1 38.43 11.09 3.372 0.98( 0.49) 0.50 13.9 1.10 1 36.63 12.80 3.094 0.98( 0.49) 0.50 14.7 2.10 1 32.39 15.73 2.735 0.98( 0.49) 0.50 15.2 3.10 2 2.04 7.59 4.233 0.98( 0.49) 0.50 0.6 6.10 3 4.72 12.73 3.104 0.98( 0.49) 0.50 2.0 7.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 40.86 7.59 4.233 0.98( 0.49) 0.50 11.4 6.10 2 43.28 9.39 3.726 0.98( 0.49) 0.50 14.0 4.10 3 44.53 11.03 3.382 0.98( 0.49) 0.50 16.2 5.10 4 44.53 11.09 3.372 0.98( 0.49) 0.50 16.2 1.10 5 42.85 12.73 3.104 0.98( 0.49) 0.50 17.3 7.10 6 42.74 12.80 3.094 0.98( 0.49) 0.50 17.3 2.10 7 37.67 15.73 2.735 0.98( 0.49) 0.50 17.8 3.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 44.53 Tc(MIN.) = 11.03 EFFECTIVE AREA(ACRES) = 16.18 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 17.8 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.60 - 1182.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.60 TO NODE 1.70 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1422.80 DOWNSTREAM(FEET) = 1418.00 FLOW LENGTH(FEET) = 332.00 MANNING'S N = 0.013 18 DEPTH OF FLOW IN 36.0 INCH PIPE IS 20.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.94 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44.53 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 11.54 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.70 = 1514.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.70 TO NODE 1.70 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 8.10 TO NODE 8.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 192.00 ELEVATION DATA: UPSTREAM(FEET) = 1435.00 DOWNSTREAM(FEET) = 1431.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.517 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.258 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.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.30 0.98 0.600 32 7.52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA RUNOFF(CFS) = 0.99 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 0.99 **************************************************************************** FLOW PROCESS FROM NODE 8.20 TO NODE 8.30 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1431.50 DOWNSTREAM ELEVATION(FEET) = 1426.20 STREET LENGTH(FEET) = 307.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.56 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.77 19 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.85 STREET FLOW TRAVEL TIME(MIN.) = 1.85 Tc(MIN.) = 9.36 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.732 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN ,.. RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.10 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 b. SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 3.12 rw EFFECTIVE AREA(ACRES) = 1.40 AREA -AVERAGED Fm(INCH/HR) = 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 so TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 3.97 I END OF SUBAREA STREET FLOW HYDRAULICS: ow DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.82 FLOW VELOCITY(FEET/SEC.) = 3.08 DEPTH*VELOCITY(FT*FT/SEC.) = 1.05 "s LONGEST FLOWPATH FROM NODE 8.10 TO NODE 8.30 = 499.00 FEET. FLOW PROCESS FROM NODE 8.30 TO NODE 8.30 IS CODE = 1 ---------------------------------------------------------------------------- ,a., »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< WA TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.36 RAINFALL INTENSITY(INCH/HR) = 3.73 AREA -AVERAGED Fm(INCH/HR) = 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 1.40 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.97 f' FLOW PROCESS FROM NODE 9.10 TO NODE 9.20 IS CODE = 21 im---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ww >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1431.00 DOWNSTREAM(FEET) = 1426.90 iw Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.464 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.277 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.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.30 0.98 0.600 32 7.46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.00 me I 20 FLOW PROCESS FROM NODE 9.20 TO NODE 8.30 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1426.90 DOWNSTREAM ELEVATION(FEET) = 1426.20 STREET LENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 �.. OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 as Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.65 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.59 STREET FLOW TRAVEL TIME(MIN.) = 1.51 Tc(MIN.) = 8.97 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.829 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.50 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.46 EFFECTIVE AREA(ACRES) = 1.00 AREA -AVERAGED Fm(INCH/HR) = 0.59 ILII AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 2.92 go END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.46 I 21 m No FLOW PROCESS FROM NODE 9.20 TO NODE 9.20 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 7.46 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.277 w SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 40 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL on "3-4 DWELLINGS/ACRE" A 0.20 0.98 0.600 32 i� SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 w SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.66 EFFECTIVE AREA(ACRES) = 0.50 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 1.66 FLOW PROCESS FROM NODE 9.20 TO NODE 8.30 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1426.90 DOWNSTREAM ELEVATION(FEET) = 1426.20 STREET LENGTH(FEET) = 150.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 �.. OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 as Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.65 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.59 STREET FLOW TRAVEL TIME(MIN.) = 1.51 Tc(MIN.) = 8.97 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.829 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.50 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.46 EFFECTIVE AREA(ACRES) = 1.00 AREA -AVERAGED Fm(INCH/HR) = 0.59 ILII AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 2.92 go END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.46 I 21 m No 0 FLOW VELOCITY(FEET/SEC.) = 1.75 DEPTH*VELOCITY(FT*FT/SEC.) = 0.66 69 LONGEST FLOWPATH FROM NODE 9.10 TO NODE 8.30 = 350.00 FEET. FLOW PROCESS FROM NODE 8.30 TO NODE 8.30 IS CODE = 1 ---------------------------------------------------------------------------- e� »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ------------------ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: rir TIME OF CONCENTRATION(MIN.) = 8.97 RAINFALL INTENSITY(INCH/HR) = 3.83 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 .. EFFECTIVE STREAM AREA(ACRES) = 1.00 TOTAL STREAM AREA(ACRES) = 1.00 it PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.92 "` ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER so NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE �.. 1 3.97 9.36 3.732 0.98( 0.58) 0.60 1.4 8.10 2 2.92 8.97 3.829 0.98( 0.59) 0.60 1.0 9.10 r�r RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. im ** PEAK FLOW RATE TABLE ** *� STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 6.84 8.97 3.829 0.98( 0.59) 0.60 2.3 9.10 2 6.80 9.36 3.732 0.97( 0.58) 0.60 2.4 8.10 irn COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.84 Tc(MIN.) = 8.97 EFFECTIVE AREA(ACRES) = 2.34 AREA -AVERAGED Fm(INCH/HR) = 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.4 LONGEST FLOWPATH FROM NODE 8.10 TO NODE 8.30 = 499.00 FEET. FLOW PROCESS FROM NODE 8.30 TO NODE 1.70 IS CODE = 31 ---------------------------------------------------------------------------- Y� »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1419.00 DOWNSTREAM(FEET) = 1418.00 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES i, PIPE -FLOW VELOCITY(FEET/SEC.) = 12.06 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.84 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 9.00 LONGEST FLOWPATH FROM NODE 8.10 TO NODE 1.70 = 514.00 FEET. WII 22 r FLOW PROCESS FROM NODE 1.70 TO NODE 1.70 IS CODE = 1 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 2 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 Mr 1 6.84 9.00 3.823 0.98( 0.59) 0.60 2.3 9.10 2 6.80 9.39 3.727 0.97( 0.58) 0.60 2.4 8.10 LONGEST FLOWPATH FROM NODE 8.10 TO NODE 1.70 = 514.00 FEET. rr ** MEMORY BANK # 2 CONFLUENCE DATA ** OWN STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 40.86 8.11 4.069 0.98( 0.49) 0.50 11.4 6.10 2 43.28 9.90 3.610 0.98( 0.49) 0.50 14.0 4.10 .w 3 44.53 11.54 3.293 0.98( 0.49) 0.50 16.2 5.10 m• 4 44.53 11.60 3.283 0.98( 0.49) 0.50 16.2 1.10 5 42.85 13.24 3.032 0.98( 0.49) 0.50 17.3 7.10 pm 6 42.74 13.32 3.022 0.98( 0.49) 0.50 17.3 2.10 7 37.67 16.25 2.681 0.98( 0.49) 0.50 17.8 3.10 No LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.70 = 1514.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 47.49 8.11 4.069 0.98( 0.50) 0.52 13.5 6.10 2 48.90 9.00 3.823 0.98( 0.50) 0.52 15.0 9.10 3 49.39 9.39 3.727 0.98( 0.50) 0.52 15.7 8.10 .. 4 49.83 9.90 3.610 0.98( 0.50) 0.51 16.4 4.10 5 50.39 11.54 3.293 0.98( 0.50) 0.51 18.6 5.10 6 50.37 11.60 3.283 0.98( 0.50) 0.51 18.6 1.10 7 48.14 13.24 3.032 0.98( 0.50) 0.51 19.7 7.10 8 48.02 13.32 3.022 0.98( 0.50) 0.51 19.7 2.10 +rr 9 42.20 16.25 2.681 0.98( 0.50) 0.51 20.2 3.10 TOTAL AREA(ACRES) = 20.2 w COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: irr PEAK FLOW RATE(CFS) = 50.39 Tc(MIN.) = 11.541 EFFECTIVE AREA(ACRES) = 18.58 AREA -AVERAGED Fm(INCH/HR) = 0.50 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA-AVER�.GED Ap = 0.51 TOTAL AREA(ACRES) = 20.2 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.70 = 1514.00 FEET. FLOW PROCESS FROM NODE 1.70 TO NODE 1.80 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1418.00 DOWNSTREAM(FEET) = 1412.00 im FLOW LENGTH(FEET) = 582.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.5 INCHES �w PIPE -FLOW VELOCITY(FEET/SEC.) = 9.83 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 50.39 PIPE TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) = 12.53 4m LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.80 = 2096.00 FEET. to 23 Ow FLOW PROCESS FROM NODE 1.80 TO NODE 1.80 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< FLOW PROCESS FROM NODE 10.10 TO NODE 10.20 IS CODE = 21 ---------------------------------------------------------------------------- '""" »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< �j >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 279.00 ELEVATION DATA: UPSTREAM(FEET) = 1434.00 DOWNSTREAM(FEET) = 1430.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 4m SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.407 a * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.722 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 00 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL No "3-4 DWELLINGS/ACRE" A 0.80 0.98 0.600 32 9.41 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 ig SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA RUNOFF(CFS) = 2.26 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 2.26 w. FLOW PROCESS FROM NODE 10.20 TO NODE 10.30 IS CODE = 62 ----------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1430.50 DOWNSTREAM ELEVATION(FEET) = 1426.30 STREET LENGTH(FEET) = 227.00 CURB HEIGHT(INCHES) = 6.0 w STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 I� SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 40 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.29 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.03 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.98 41 STREET FLOW TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 10.65 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.454 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS �w LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN on ii 24 40 RESIDENTIAL im "3-4 DWELLINGS/ACRE" A 0.80 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 in SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 ii SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.07 EFFECTIVE AREA(ACRES) = 1.60 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 Rm TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 4.13 to END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.82 FLOW VELOCITY(FEET/SEC.) = 3.21 DEPTH*VELOCITY(FT*FT/SEC.) = 1.10 LONGEST FLOWPATH FROM NODE 10.10 TO NODE 10.30 = 506.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.30 TO NODE 10.40 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< iW »»>(STREET TABLE SECTION # 1 USED) ««< am UPSTREAM ELEVATION(FEET) = 1426.30 DOWNSTREAM ELEVATION(FEET) = 1422.50 Nr STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 4m DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 no INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 am SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 ,�. Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 11fr **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.81 pm STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: iim STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.18 On AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.73 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.12 ow STREET FLOW TRAVEL TIME(MIN.) = 2.32 Tc(MIN.) = 12.97 ww * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.069 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 113-4 DWELLINGS/ACRE" A 1.50 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 3.35 EFFECTIVE AREA(ACRES) = 3.10 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 3.1 PEAK FLOW RATE(CFS) = 6.93 END OF SUBAREA STREET FLOW HYDRAULICS: Alli DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.20 FLOW VELOCITY(FEET/SEC.) = 2.86 DEPTH*VELOCITY(FT*FT/SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 10.10 TO NODE 10.40 = 886.00 FEET. it 25 4m FLOW PROCESS FROM NODE 10.40 TO NODE 10.50 IS CODE = 62 to---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1422.50 DOWNSTREAM ELEVATION(FEET) = 1419.70 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 ... INSIDE STREET CROSSFALL(DECIMAL) = 0.020 r�r OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 +� SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.99 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.31 STREET FLOW TRAVEL TIME(MIN.) = 1.45 Tc(MIN.) = 14.42 a/ * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.880 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL ww "3-4 DWELLINGS/ACRE" A 0.60 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.24 EFFECTIVE AREA(ACRES) = 3.70 AREA -AVERAGED Fm(INCH/HR) = 0.59 ar AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 3.7 PEAK FLOW RATE(CFS) = 7.64 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.59 FLOW VELOCITY(FEET/SEC.) = 3.00 DEPTH*VELOCITY(FT*FT/SEC.) = 1.31 LONGEST FLOWPATH FROM NODE 10.10 TO NODE 10.50 = 1146.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.50 TO NODE 10.50 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 14.42 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.880 SUBAREA LOSS RATE DATA(AMC II): 40 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS IW LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.40 0.98 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.00 EFFECTIVE AREA(ACRES) = 4.10 AREA -AVERAGED Fm(INCH/HR) = 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.55 ft W R H am ■w TOTAL AREA(ACRES) = 4.1 PEAK FLOW RATE(CFS) = 8.65 **************************************************************************** FLOW PROCESS FROM NODE 10.50 TO NODE 1.80 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1412.50 DOWNSTREAM(FEET) = 1412.00 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.29 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.65 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 14.45 LONGEST FLOWPATH FROM NODE 10.10 TO NODE 1.80 = 1164.00 FEET. FLOW PROCESS FROM NODE 1.80 TO NODE 1.80 IS CODE = 11 ,,. ---------------------------------- ----------------------------------------- »»>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN -STREAM MEMORY««< om ** MAIN STREAM CONFLUENCE Tc DATA ** Intensity Fp(Fm) Ap Ae HEADWATER STREAM NUMBER Q (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 8.65 14.45 2.877 0.97( 0.54) 0.55 4.1 10.10 j� LONGEST FLOWPATH FROM NODE 10.10 TO NODE 1.80 = 1164.00 FEET. OR ** MEMORY BANK # 3 CONFLUENCE DATA ** Ae HEADWATER STREAM Q Tc Intensity Fp(Fm) Ap as NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 47.49 9.13 3.789 0.98( 0.50) 0.52 13.5 6.10 2 48.90 10.02 3.585 0.98( 0.50) 0.52 15.0 9.10 3 49.39 10.41 3.503 0.98( 0.50) 0..52 15.7 8.10 r 4 49.83 10.89 3.409 0.98( 0.50) 0.51 16.4 4.10 .. 5 50.39 12.53 3.134 0.98( 0.50) 0.51 18.6 5.10 6 50.37 12.59 3.126 0.98( 0.50) 0.51 18.6 1.10 ow 7 48.14 14.26 2.900 0.98( 0.50) 0.51 19.7 7.10 8 48.02 14.34 2.891 0.98( 0.50) 0.51 19.7 2.10 �w 9 42.20 17.29 2.583 0.98( 0.50) 0.51 20.2 3.10 to LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.80 = 2096.00 FEET. on ** PEAK FLOW RATE TABLE ** Tc Intensity Fp(Fm) Ap Ae HEADWATER io STREAM NUMBER Q (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 55.08 9.13 3.789 0.98( 0.51) 0.52 16.1 6.10 2 56.70 10.02 3.585 0.98( 0.51) 0.52 17.9 9.10 3 57.28 10.41 3.503 0.97( 0.51) 0.52 18.6 8.10 4 57.82 10.89 3.409 0.98( 0.51) 0.52 19.5 4.10 5 58.71 12.53 3.134 0.97( 0.51) 0.52 22.1 5.10 6 58.70 12.59 3.126 0.98( 0.51) 0.52 22.2 1.10 7 56.76 14.26 2.900 0.98( 0.51) 0.52 23.7 7.10 8 56.64 14.34 2.891 0.97( 0.51) 0.52 23.8 2.10 9 56.43 14.45 2.877 0.98( 0.51) 0.52 23.8 10.10 10 49.77 17.29 2.583 0.98( 0.51) 0.52 24.3 3.10 TOTAL AREA(ACRES) = 24.3 on go 27 ®m COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 58.71 Tc(MIN.) = 12.527 EFFECTIVE AREA(ACRES) = 22.14 AREA -AVERAGED Fm(INCH/HR) = 0.51 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 24.3 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.80 = 2096.00 FEET. sm FLOW PROCESS FROM NODE 1.80 TO NODE 1.90 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< e.. ELEVATION DATA: UPSTREAM(FEET) = 1412.00 DOWNSTREAM(FEET) = 1407.90 FLOW LENGTH(FEET) = 195.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.0 INCHES on PIPE -FLOW VELOCITY(FEET/SEC.) = 13.31 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 to PIPE-FLOW(CFS) = 58.71 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 12.77 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.90 = 2291.00 FEET. r **************************************************************************** ,., FLOW PROCESS FROM NODE 1.90 TO NODE 1.90 IS CODE = 12 ---------------------------------------------------------------------------- ow »»>CLEAR MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- an ---------------------------------------------------------------------------- w **************************************************************************** FLOW PROCESS FROM NODE 1.90 TO NODE 1.90 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- rr FLOW PROCESS FROM NODE 11.10 TO NODE 11.20 IS CODE = 21 ---------------------------------------------------------------------------- �'"" »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ,� INITIAL SUBAREA FLOW-LENGTH(FEET) = 233.00 ELEVATION DATA: UPSTREAM(FEET) = 1434.70 DOWNSTREAM(FEET) = 1430.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.994 a * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.104 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc im LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.40 0.98 0.600 32 7.99 go SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 do SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA RUNOFF(CFS) = 1.27 �A TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.27 FLOW PROCESS FROM NODE 11.20 TO NODE 11.30 IS CODE = 62 ---------------------------------------------------------------------------- 28 71 m »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< in »»> (STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1430.10 DOWNSTREAM ELEVATION(FEET) = 1425.60 STREET LENGTH(FEET) = 202.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 er• 1111 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 w Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 am **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.13 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.95 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.83 STREET FLOW TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 9.13 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.788 SUBAREA LOSS RATE DATA(AMC II): W DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN w RESIDENTIAL W "3-4 DWELLINGS/ACRE" A 0.60 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 *■+ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 ow SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.73 EFFECTIVE AREA(ACRES) = 1.00 AREA -AVERAGED Fm(INCH/HR) = 0.59 go AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 2.88 W END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.90 aw FLOW VELOCITY(FEET/SEC.) = 3.16 DEPTH*VELOCITY(FT*FT/SEC.) = 0.96 LONGEST FLOWPATH FROM NODE 11.10 TO NODE 11.30 = 435.00 FEET. **************************************************************************** W FLOW PROCESS FROM NODE 11.30 TO NODE 11.30 IS CODE = 81 ---------------------------------------------------------------------------- 4m »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< io MAINLINE Tc(MIN.) = 9.13 m * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.788 SUBAREA LOSS RATE DATA(AMC II): iti DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN 40 RESIDENTIAL 0 "3-4 DWELLINGS/ACRE" A 0.90 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 ,ft SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.59 EFFECTIVE AREA(ACRES) = 1.90 AREA -AVERAGED Fm(INCH/HR) = 0.59 go AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 5.48 im no r7 W an **************************************************************************** FLOW PROCESS FROM NODE 11.30 TO NODE 11.40 IS CODE = 62 1� ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< w UPSTREAM ELEVATION(FEET) = 1425.60 DOWNSTREAM ELEVATION(FEET) = 1422.50 a STREET LENGTH(FEET) = 243.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 w im DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 an OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 aw SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 ... STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 rr Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 sm **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.99 NY STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 an HALFSTREET FLOOD WIDTH(FEET) = 10.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.55 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.85 STREET FLOW TRAVEL TIME(MIN.) = 1.59 Tc(MIN.) = 10.72 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.441 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.40 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 Yr SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.03 EFFECTIVE AREA(ACRES) = 2.30 AREA -AVERAGED Fm(INCH/HR) = 0.59 •'" AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 rrn TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 5.91 ON END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.20 rr FLOW VELOCITY(FEET/SEC.) = 2.55 DEPTH*VELOCITY(FT*FT/SEC.) = 0.84 LONGEST FLOWPATH FROM NODE 11.10 TO NODE 11.40 = 678.00 FEET. m FLOW PROCESS FROM NODE 11.40 TO NODE 11.40 IS CODE = 1 on----------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< do TOTAL NUMBER OF STREAMS = 2 IN CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: to TIME OF CONCENTRATION(MIN.) = 10.72 RAINFALL INTENSITY(INCH/HR) = 3.44 om AREA -AVERAGED Fm(INCH/HR) = 0.59 IN AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 4m EFFECTIVE STREAM AREA(ACRES) = 2.30 TOTAL STREAM AREA(ACRES) = 2.30 30 0 IN ow PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.91 FLOW PROCESS FROM NODE 12.10 TO NODE 12.20 IS CODE = 21 --------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -_>>USE-TIME-OF-CONCENTRATION- NOMOGRAPH _FOR -INITIAL -SUBAREA«--------------- of INITIAL SUBAREA FLOW-LENGTH(FEET) = 243.00 ELEVATION DATA: UPSTREAM(FEET) = 1432.20 DOWNSTREAM(FEET) = 1426.00 wu r Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.723 00 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.190 ow 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.) w RESIDENTIAL rr "3-4 DWELLINGS/ACRE" A 0.20 0.98 0.600 32 7.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 *� SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA RUNOFF(CFS) = 0.65 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.65 w ************************************************************************* of FLOW PROCESS FROM NODE 12.20 TO NODE 11.40 IS CODE = 62 ------------------------------------------------- ow »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< W »»>(STREET TABLE SECTION # 1 USED) ««< on UPSTREAM ELEVATION(FEET) = 1426.00 DOWNSTREAM ELEVATION(FEET) = 1422.50 STREET LENGTH(FEET) = 337.00 CURB HEIGHT(INCHES) = 6.0 vo STREET HALFWIDTH(FEET) = 20.00 FM DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 10 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 on SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 io STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 ow Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 irr **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.11 In STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.18 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.68 &A STREET FLOW TRAVEL TIME(MIN.) = 2.58 Tc(MIN.) = 10.30 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.525 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.10 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.91 31 on im OR EFFECTIVE AREA(ACRES) = 1.30 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 3.44 j� END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.37 FLOW VELOCITY(FEET/SEC.) = 2.44 DEPTH*VELOCITY(FT*FT/SEC.) = 0.86 ew LONGEST FLOWPATH FROM NODE 12.10 TO NODE 11.40 = 580.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.40 TO NODE 11.40 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< .■ »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< aw TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ON TIME OF CONCENTRATION(MIN.) = 10.30 tr RAINFALL INTENSITY(INCH/HR) = 3.52 AREA -AVERAGED Fm(INCH/HR) = 0.59 om AREA -AVERAGED Fp(INCH/HR) = 0.98 b, AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 1.30 .. TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.44 it ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER lw NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.91 10.72 3.441 0.98( 0.59) 0.60 2.3 11.10 4m 2 3.44 10.30 3.525 0.98( 0.59-) 0.60 1.3 12.10 io RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. !o ow ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER om NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 9.29 10.30 3.525 0.98( 0.59) 0.60 3.5 12.10 2 9.25 10.72 3.441 0.98( 0.59) 0.60 3.6 11.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.29 Tc(MIN.) = 10.30 EFFECTIVE AREA(ACRES) = 3.51 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 3.6 LONGEST FLOWPATH FROM NODE 11.10 TO NODE 11.40 = 678.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.40 TO NODE 11.50 IS CODE = 62 --------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< a »»>(STREET TABLE SECTION # 1 USED) ««< to UPSTREAM ELEVATION(FEET) = 1422.50 DOWNSTREAM ELEVATION(FEET) = 1420.60 10 STREET LENGTH(FEET) = 231.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 #0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 ire 32 No INSIDE STREET CROSSFALL(DECIMAL) = 0.020 4b OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 40 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 VA **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: "m STREET FLOW DEPTH(FEET) = 0.50 ,o, HALFSTREET FLOOD WIDTH(FEET) = 18.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.95 no PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.47 STREET FLOW TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 11.61 y` * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.281 SUBAREA LOSS RATE DATA(AMC II): an DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS to LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL om "3-4 DWELLINGS/ACRE" A 1.00 0.98 0.600 32 No SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 Pm SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.43 EFFECTIVE AREA(ACRES) = 4.51 AREA -AVERAGED Fm(INCH/HR) = 0.59 it AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 4.6 PEAK FLOW RATE(CFS) = 10.94 so am END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.05 am FLOW VELOCITY(FEET/SEC.) = 2.98 DEPTH*VELOCITY(FT*FT/SEC.) = 1.50 LONGEST FLOWPATH FROM NODE 11.10 TO NODE 11.50 = 909.00 FEET. 1I **************************************************************************** am FLOW PROCESS FROM NODE 11.50 TO NODE 11.60 IS CODE = 62 im---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< am »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1420.60 DOWNSTREAM ELEVATION(FEET) = 1419.50 STREET LENGTH(FEET) = 165.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 as r DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.51 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 21.31 FULL HALF -STREET VELOCITY(FEET/SEC.) = 2.76 SPLIT DEPTH(FEET) = 0.16 SPLIT FLOOD WIDTH(FEET) = 1.53 SPLIT FLOW(CFS) = 0.10 SPLIT VELOCITY(FEET/SEC.) = 0.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 33 as r STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.76 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.45 STREET FLOW TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 12.60 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.123 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.50 0.98 0.600 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.14 EFFECTIVE AREA(ACRES) = 5.01 AREA -AVERAGED Fm(INCH/HR) _ AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.1 PEAK FLOW RATE(CFS) = 32 0.59 11.44 r END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 on FLOW VELOCITY(FEET/SEC.) = 2.76 DEPTH*VELOCITY(FT*FT/SEC.) = 1.45 im LONGEST FLOWPATH FROM NODE 11.10 TO NODE 11.60 = 1074.00 FEET. **************************************************************************** Oft FLOW PROCESS FROM NODE 11.60 TO NODE 11.70 IS CODE = 62 aw---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< on »»>(STREET TABLE SECTION # 2 USED) ««< ow UPSTREAM ELEVATION(FEET) = 1419.50 DOWNSTREAM ELEVATION(FEET) = 1418.60 ox STREET LENGTH(FEET) = 102.00 CURB HEIGHT(INCHES) = 8.0 im STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 an INSIDE STREET CROSSFALL(DECIMAL) = 0.020 io OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 go SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 1r **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.58 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: so STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.07 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.08 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.57 STREET FLOW TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 13.16 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.044 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS go LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.98 0.100 32 ■A1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.27 EFFECTIVE AREA(ACRES) = 5.11 AREA -AVERAGED Fm(INCH/HR) = 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.59 am f, 34 s TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = 11.44 to NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 40 END OF SUBAREA STREET FLOW HYDRAULICS: ill DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 18.99 FLOW VELOCITY(FEET/SEC.) = 3.07 DEPTH*VELOCITY(FT*FT/SEC.) = 1.55 go LONGEST FLOWPATH FROM NODE 11.10 TO NODE 11.70 = 1176.00 FEET. FLOW PROCESS FROM NODE 11.70 TO NODE 1.90 IS CODE = 31 w ------------------------------------------------------------------- wr »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1408.50 DOWNSTREAM(FEET) = 1407.90 +r FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES ow PIPE-FLOW VELOCITY(FEET/SEC.) = 7.54 fAw ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.44 "" PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 13.26 Yr LONGEST FLOWPATH FROM NODE 11.10 TO NODE 1.90 = 1221.00 FEET. a. **************************************************************************** FLOW PROCESS FROM NODE 1.90 TO NODE 1.90 IS CODE = 11 r----------------------- ----------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< iM ** MAIN STREAM CONFLUENCE DATA ** �. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 11.44 13.26 3.030 0.98( 0.58) 0.59 5.1 12.10 2 11.37 13.68 2.973 0.97( 0.58) 0.59 5.2 11.10 w LONGEST FLOWPATH FROM NODE 11.10 TO NODE 1.90 = 1221.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** g STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER int NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 55.08 9.38 3.729 0.98( 0.51) 0.52 16.1 6.10 .A 2 56.70 10.26 3.533 0.98( 0.51) 0.52 17.9 9.10 3 57.28 10.65 3.455 0.97( 0.51) 0.52 18.6 8.10 kr 4 57.82 11.13 3.364 0.98( 0.51) 0.52 19.5 4.10 5 58.71 12.77 3.098 0.97( 0.51) 0.52 22.1 5.10 40 6 58.70 12.83 3.090 0.98( 0.51) 0.52 22.2 1.10 so 7 56.76 14.51 2.870 0.98( 0.51) 0.52 23.7 7.10 8 56.64 14.58 2.861 0.97( 0.51) 0.52 23.8 2.10 go 9 56.43 14.70 2.848 0.98( 0.51) 0.52 23.8 10.10 10 49.77 17.55 2.561 0.98( 0.51) 0.52 24.3 3.10 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.90 = 2291.00 FEET. ** PEAK FLOW RATE TABLE ** it STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 65.49 9.38 3.729 0.98( 0.52) 0.53 19.8 6.10 2 67.38 10.26 3.533 0.98( 0.52) 0.53 21.8 9.10 3 68.06 10.65 3.455 0.98( 0.52) 0.53 22.7 8.10 4 68.74 11.13 3.364 0.97( 0.52) 0.53 23.8 4.10 5 70.04 12.77 3.098 0.98( 0.52) 0.53 27.1 5.10 No ow im 35 6 70.04 12.83 3.090 0.98( 0.52) 0.53 27.2 1.10 7 69.65 13.26 3.030 0.98( 0.52) 0.53 27.7 12.10 8 69.08 13.68 2.973 0.98( 0.52) 0.53 28.2 11.10 9 67.64 14.51 2.870 0.98( 0.52) 0.53 28.9 7.10 10 67.48 14.58 2.861 0.98( 0.52) 0.53 29.0 2.10 11 67.20 14.70 2.848 0.98( 0.52) 0.53 29.0 10.10 12 59.18 17.55 2.561 0.98( 0.52) 0.53 29.5 3.10 TOTAL AREA(ACRES) = 29.5 iWt COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 70.04 Tc(MIN.) = 12.830 11r EFFECTIVE AREA(ACRES) = 27.16 AREA -AVERAGED Fm(INCH/HR) = 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.53 +� TOTAL AREA(ACRES) = 29.5 ur LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.90 = 2291.00 FEET. **************************************************************************** w. FLOW PROCESS FROM NODE 1.90 TO NODE 1.91 I,S CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< Yw ELEVATION DATA: UPSTREAM(FEET) = 1407.90 DOWNSTREAM(FEET) = 1404.70 dM FLOW LENGTH(FEET) = 380.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.0 INCHES it PIPE -FLOW VELOCITY(FEET/SEC.) = 9.88 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 no PIPE-FLOW(CFS) = 70.04 No PIPE TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 13.47 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.91 = 2671.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.91 TO NODE 1.91 IS CODE = 81 ---------------------------------------------------------------------------- 4 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< so MAINLINE Tc(MIN.) = 13.47 am * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.001 No SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS as LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL or "3-4 DWELLINGS/ACRE" A 6.80 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 o' SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 io SUBAREA AREA(ACRES) = 6.80 SUBAREA RUNOFF(CFS) = 14.78 EFFECTIVE AREA(ACRES) = 33.96 AREA -AVERAGED Fm(INCH/HR) = 0.53 AA AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 36.3 PEAK FLOW RATE(CFS) = 75.45 go ** PEAK FLOW RATE TABLE ** e0 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 0 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 72.70 10.04 3.580 0.98( 0.54) 0.55 26.6 6.10 2 73.92 10.92 3.403 0.98( 0.54) 0.55 28.6 9.10 3 74.32 11.31 3.332 0.98( 0.54) 0.55 29.5 8.10 4 74.75 11.79 3.250 0.97( 0.53) 0.55 30.6 4.10 5 75.47 13.41 3.009 0.98( 0.53) 0.55 33.9 5.10 6 75.45 13.47 3.001 0.98( 0.53) 0.55 34.0 1.10 to 36 .� 7 74.88 13.92 2.943 0.97( 0.53) 0.55 34.5 12.10 8 74.26 14.34 2.890 0.98( 0.53) 0.55 35.0 11.10 9 72.79 15.17 2.795 0.98( 0.53) 0.54 35.7 7.10 40 10 72.65 15.24 2.786 0.98( 0.53) 0.54 35.8 2.10 11 72.34 15.36 2.773 0.98( 0.53) 0.54 35.8 10.10 12 64.47 18.22 2.504 0.98( 0.53) 0.54 36.3 3.10 NEW PEAK FLOW DATA ARE: to PEAK FLOW RATE(CFS) = 75.47 Tc(MIN.) = 13.41 AREA -AVERAGED Fm(INCH/HR) = 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.98 oft AREA -AVERAGED Ap = 0.55 EFFECTIVE AREA(ACRES) = 33.86 FLOW PROCESS FROM NODE 1.91 TO NODE 1.91 IS CODE = 81 ---------------------------------------------------------------------------- +r »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 13.41 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.009 low SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS owk LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN ift COMMERCIAL A 1.00 0.98 0.100 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 am SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.62 EFFECTIVE AREA(ACRES) = 34.86 AREA -AVERAGED Fm(INCH/HR) = 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.53 ew TOTAL AREA(ACRES) = 37.3 PEAK FLOW RATE(CFS) = 78.09 w **************************************************************************** op FLOW PROCESS FROM NODE 1.91 TO NODE 1.92 IS CODE = 31 ---------------------------------------------------------------------------- io »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< ow »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1404.70 'DOWNSTREAM(FEET) = 1398.70 FLOW LENGTH(FEET) = 420.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.8 INCHES t, PIPE -FLOW VELOCITY(FEET/SEC.) = 12.33 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 ,,m PIPE-FLOW(CFS) = 78.09 PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 13.98 No LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.92 = 3091.00 FEET. FLOW PROCESS FROM NODE 1.92 TO NODE 1.92 IS CODE = 81 ----------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ----------------------------------- MAINLINE Tc(MIN.) = 13.98 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.935 uo SUBAREA LOSS RATE DATA(AMC II): i' DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN on, RESIDENTIAL to "5-7 DWELLINGS/ACRE" A 3.70 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 no SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 8.15 w 4m im 37 oft EFFECTIVE AREA(ACRES) = 38.56 AREA -AVERAGED Fm(INCH/HR) = 0.52 it AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 41.0 PEAK FLOW RATE(CFS) = 83.92 FLOW PROCESS FROM NODE 1.92 TO NODE 1.93 IS CODE = 31 -------------------------=--------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< .w ELEVATION DATA: UPSTREAM(FEET) = 1398.70 DOWNSTREAM(FEET) = 1388.70 aw FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.1 INCHES ,.. PIPE -FLOW VELOCITY(FEET/SEC.) = 15.31 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 rr PIPE-FLOW(CFS) = 83.92 w. PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 14.43 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.93 = 3501.00 FEET. it **************************************************************************** "^ FLOW PROCESS FROM NODE 1.93 TO NODE 1.93 IS CODE = 81 I�r------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN.) = 14.43 ow * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.880 SUBAREA LOSS RATE DATA(AMC II): 'w DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 4w LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL om "5-7 DWELLINGS/ACRE" A 4.10 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 st SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 8.83 EFFECTIVE AREA(ACRES) = 42.66 AREA -AVERAGED Fm(INCH/HR) = 0.51 ill AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 45.1 PEAK FLOW RATE(CFS) = 90.85 am go ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER .. NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 91.14 11.06 3.378 0.98( 0.51) 0.53 35.4 6.10 aw 2 91.41 11.94 3.226 0.98( 0.51) 0.53 37.4 9.10 3 91.43 12.33 3.165 0.98( 0.51) 0.53 38.3 8.10 +f 4 91.41 12.81 3.093 0.98( 0.51) 0.53 39.4 4.10 io 5 90.85 14.43 2.880 0.98( 0.51) 0.53 42.7 5.10 6 90.79 14.48 2.873 0.98( 0.51) 0.53 42.8 1.10 ,an 7 89.93 14.93 2.821 0.97( 0.51) 0.53 43.3 12.10 8 89.05 15.36 2.774 0.98( 0.51) 0.53 43.8 11.10 Iw 9 87.13 16.19 2.688 0.98( 0.51) 0.53 44.5 7.10 10 86.94 16.26 2.680 0.98( 0.51) 0.53 44.6 2.10 11 86.57 16.38 2.668 0.98( 0.51) 0.53 44.6 10.10 12 77.39 19.28 2.420 0.98( 0.51) 0.53 45.1 3.10 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 91.43 Tc(MIN.) = 12.33 AREA -AVERAGED Fm(INCH/HR) = 0.51 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.53 EFFECTIVE AREA(ACRES) = 38.32 40 w a* iw 38 40 FLOW PROCESS FROM NODE 1.93 TO NODE 1.94 IS CODE = 31 to---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< s► »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1388.70 DOWNSTREAM(FEET) = 1376.40 No FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.7 INCHES to PIPE-FLOW VELOCITY(FEET/SEC.) = 16.94 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 am PIPE-FLOW(CFS) = 91.43 ,No PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 12.73 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 1.94 = 3911.00 FEET. **************************************************************************** Orr FLOW PROCESS FROM NODE 1.94 TO NODE 1.94 IS CODE = 81 --------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< tv MAINLINE Tc(MIN.) = 12.73 +o * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.104 to SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS am LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL =� "5-7 DWELLINGS/ACRE" A 4.20 0.98 0.500 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 9.89 EFFECTIVE AREA(ACRES) = 42.52 AREA-AVERAGED Fm(INCH/HR) = 0.51 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 49.3 PEAK FLOW RATE(CFS) = 99.23 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER Aw NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 99.50 11.46 3.306 0.98( 0.51) 0.52 39.6 6.10 no 2 99.37 12.34 3.163 0.98( 0.51) 0.52 41.6 9.10 3 99.23 12.73 3.104 0.98( 0.51) 0.52 42.5 8.10 4 99.02 13.21 3.036 0.97( 0.51) 0.52 43.6 4.10 5 97.90 14.83 2.833 0.98( 0.51) 0.52 46.9 5.10 w. 6 97.82 14.89 2.826 0.98( 0.51) 0.52 47.0 1.10 it 7 96.84 15.33 2.776 0.97( 0.51) 0.52 47.5 12.10 8 95.84 15.76 2.731 0.98( 0.51) 0.52 48.0 11.10 9 93.70 16.59 2.648 0.98( 0.51) 0.52 48.7 7.10 10 93.50 16.67 2.641 0.98( 0.51) 0.52 48.8 2.10 11 93.10 16.79 2.629 0.98( 0.51) 0.52 48.8 10.10 12 83.30 19.70 2.389 0.98( 0.51) 0.52 49.3 3.10 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 99.50 Tc(MIN.) = 11.46 AREA-AVERAGED Fm(INCH/HR) = 0.51 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.52 EFFECTIVE AREA(ACRES) = 39.55 -------------------------------- END OF STUDY SUMMARY: 40 TOTAL AREA(ACRES) = 49.3 TC(MIN.) = 11.46 EFFECTIVE AREA(ACRES) = 39.55 AREA-AVERAGED Fm(INCH/HR)= 0.51 4w AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.524 PEAK FLOW RATE(CFS) = 99.50 am or a* 39 oft ** PEAK FLOW RATE TABLE ** IN STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 99.50 11.46 3.306 0.98( 0.51) 0.52 39.6 6.10 2 99.37 12.34 3.163 0.98( 0.51) 0.52 41.6 9.10 3 99.23 12.73 3.104 0.98( 0.51) 0.52 42.5 8.10 4 99.02 13.21 3.036 0.97( 0.51) 0.52 43.6 4.10 5 97.90 14.83 2.833 0.98( 0.51) 0.52 46.9 5.10 6 97.82 14.89 2.826 0.98( 0.51) 0.52 47.0 1.10 7 96.84 15.33 2.776 0.97( 0.51) 0.52 47.5 12.10 8 95.84 15.76 2.731 0.98( 0.51) 0.52 48.0 11.10 it 9 93.70 16.59 2.648 0.98( 0.51) 0.52 48.7 7.10 10 93.50 16.67 2.641 0.98( 0.51) 0.52 48.8 2.10 w. 11 93.10 16.79 2.629 0.98( 0.51) 0.52 48.8 10.10 12 83.30 19.70 2.389 0.98( 0.51) 0.52 49.3 3.10 om END OF RATIONAL METHOD ANALYSIS to m ift 40 an ON on to 00 to ON 4w Am to all w% aw mo ON a ON Street Capacity and Catch Basin Sizing Calculations 0 r 0- 0 8 b 40 fm ar r go ■r 40 ', 4w err am AN Olt aw ON *NOTE: 11.7 cfs PER NODE 10.5 OF THE HYDROLOGY STUDY FLOW RATES ARE FOR 100 YEAR EVENT STORM ALLARD Prepamd ENGINEERING TRACT No. 17389 CIA F_Wd 5�� ' FLOW CROWN -OVER 8253 %—Avmma Fmmaa, Fa1g—la 823'%5 (909) 35&1875 Fa (9091 35&1735 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE 41 (C) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1605 Analysis prepared by: �1 I" aw so TIME/DATE OF STUDY: 14:01 04/10/2011 to Problem Descriptions: Tract No. 17389 WEST SIDE OF SGT. BRYAN BREWSTER JUST NORTH OF CHASE yew 100 YEAR HALF STREET CAPACITY to Q100=15.2 ON >>>>STREETFLOW MODEL INPUT INFORMATION<<<< --------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.009000 CONSTANT STREET FLOW DEPTH(FEET) = 0.53 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 M CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE. STREET FLOW MODEL RESULTS: tw-------------------------------------------------- WARNING: STREET FLOW SPLITS OVER STREET -CROWN. ON NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.00 HAL-r- ���-r HALFSTREET FLOW(CFS) = 13.85 a i� AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.28 PRODUCT OF DEPTH&VELOCITY = 1.74 40 -0VItiL �r so i a SIR 100 yJL 410 IN Problem Descriptions: Tract No. 17389 CHASE RD. WEST OF SGT. BRYAN BREWSTER M" 100 YEAR FLOW DEPTH FOR SIZING CATCH BASIN Q100=13.8 CFS (15.2 CFS -1.4 CFS THAT EXCEEDS SGT BRYAN BREWSTER CAP.) »»STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- to CONSTANT STREET GRADE(FEET/FEET) = 0.012000 CONSTANT STREET FLOW(CFS) = 13.80 ON AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 22.00 w DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 r CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 lr FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS w.+ STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.12 wr AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.66 err PRODUCT OF DEPTH&VELOCITY = 1.86 ift no rr iw at is 40 IN Nr to 2 100 1YR- HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1605 Analysis prepared by: D S Hammer Engineering, Inc. 18385 Fairburn St. Hesperia, CA 92345 ---------------------------------------------------------------------------- ou TIME/DATE OF STUDY: 18:05 06/27/2011 Problem Descriptions: TRACT NO. 17389 EAST SIDE OF SGT. BRYAN BREWSTER 100 YEAR FLOW DEPTH Q100 ACTUAL = 11.8 CFS (10.4+1.4 CFS THAT EXCEEDS WEST SIDE CAPACITY) »»STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.009700 CONSTANT STREET FLOW(CFS) = 11.80 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 so INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 No CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 so CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 W FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.50 me HALFSTREET FLOOD WIDTH(FEET) = 18.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.31 PRODUCT OF DEPTH&VELOCITY = 1.65 40 to I 0" if. 25 '12 MR Problem Descriptions: TRACT No. 17389 WEST SIDE OF SGT. BRYAN BREWSTER 25 YEAR FLOW CAPACITY TO VERIFY IT CONTAINS ACTUAL Q25 ACTUAL=11.3 CFS »»STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.009000 CONSTANT STREET FLOW DEPTH(FEET) = 0.50 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 Il0 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE. STREET FLOW MODEL RESULTS: -----------------------------------------------------1----------------------- STREET FLOW DEPTH(FEET) = 0.50 L `A eI " -� 0 � &" HALFSTREET FLOOD WIDTH(FEET) = 18.69 HALFSTREET FLOW(CFS) = 11.38 as AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.15 PRODUCT OF DEPTH&VELOCITY = 1.58 - ---------------------------------------- � "� zS �l� �.1t..ST i��l.� o� �Ca�i '�RR�J �3(���✓st'� 40 No 0 4 40 ft go �1r Problem Descriptions: TRACT No. 17389 NORTH SIDE OF CHASE ROAD AT WESTERLY TRACT BOUNDARY 25 YEAR HALF STREET FLOW DEPTH (8" CURB) Q25 ACTUAL=11.3 CFS »»STREETFLOW MODEL INPUT INFORMATION«« sA+ -------------------- ------ ----------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.012000 CONSTANT STREET FLOW(CFS) = 11.30 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 22.00 so DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 "" OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 err CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 we CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: __________________________ --------------------- STREET --- - STREET FLOW DEPTH(FEET) = 0.48 L -r, P a L. HAL',ETFLOOD WIDTH(FEET) = 17.84 wr AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.42 to PRODUCT OF DEPTH&VELOCITY = 1.65 �. iN 1A�'�T\A 1A A L-�C- NfOT F1xCE5-=b aw IN .m io 46 5 M to .w Problem Descriptions: TRACT No. 17389 EAST SIDE OF SGT. BRYAN BREWSTER AT CHASE 25 YEAR HALF STREET CAPACITY Q25 ACTUAL=7.7 CFS g' »»STREETFLOW MODEL INPUT INFORMATION«« --------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.009700 CONSTANT STREET FLOW DEPTH(FEET) = 0.50 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 +� INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 '* CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 w. FLOW ASSUMED TO FILL STREET ON ONE SIDE. STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.69 _HALFSTREET FLOW(CFS) = 11.42 >- _ % C-F� AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.16 w PRODUCT OF DEPTH&VELOCITY = 1.58 1AAt-P 5(T SfLjAt l Low ,�� -cam _ C� �xE Eas ,s. pp all w 09 .1w trw �w w wAll IN 40 to m to SUPPORT BOLT AND FACE PLATE (4 1/2" TOP SLAB) ,11 1 �� = 0.10 3 #4 BARS x (W+61 CURB UNE 7" IN ADDITION TO REINFORCING 1/4" RADIUS STEEL- PER APPLICABLE CATCH PLAN 5/16" x 10" BASIN STANDARD FACE PLATE Lu a � wj- •^ .4.'. 65'30' 11/16" o ° 4 RADIUS U) ^3 m 6` z .w 1 1/4 =5 V �. r; C N HEX NUTS HOLE IN PLATE v 1/4"R �i 3/8" DIAMETER COUNTERSINK -1" C.C. ON SUPPORT BOLT FOR SET SCREW, NONE REQUIRED FOR CURB FACE LESS THAN 7". THREE REQUIRED FOR 7" CURB FACE. ADD ONE COUNTERSINK FOR EACH 1" OF CURB FACE GREATER THAN 7" " 1 SUPPORT BOLT LENGTH=C.F. PLUS 6" 4A=18* FOR CURB BATTER LESS THAN 2:12 THRU 4:12 • 4A=9" FOR CURB BATTER 2:12 • 4A=AS SHOWN ON PLANS FOR ALL OTHER CURB BATTER -�� T 1 r SECTION OPENING FOR CONC. LOCATE WELDS IN PLACEMENT (TYP.) INTERIOR FACE OF CATCH FACE x LAT LONGER SPAN BASIN END WALL FACE PLATE SEGMENT 5/16"x10" FACE PLATE N HOLE DIA. _ ` \ 2" 11714-�V2) N� 3" 3/4" DIA. 5/8"xl 1/2" � _ SQUARE CARRIAGE iV 12 HOLE BOLTS AND M 2" M HEX NUTS M 00 M M • ANCHOR 2" 2" END ANCHOR (11P-) 6"x3/8"x8" 2" 4" 4" 2" ANCHOR SPUCE PLATE END DETAIL SPLICE DETAIL NOT TO SCALE o 17,0fESSIp,�q� A ROVED Y: CITY OF FONTANA `���`°��Qp4 SANao`9Fycy /o'/ CATCH BASIN No. 51152 CITY ENGINE R DATE FACE PLATE ASSEMBLY RICARDO SANDOVAL AND PROTECTION BAR EXP.9l30107 * REVIEWED BY:11 omaoe CMI. �l9lE pF MlFO�a\a DATE OF LAST REVISION: STD. PLAN NO. 3007 SHT 11:13F 6 A I* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * HYDRAULIC ELEMENTS - I PROGRAM PACKAGE e� (C) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1605 rn ow ow so Analysis prepared by: TIME/DATE OF STUDY: 16:27 04/10/2011 Problem Descriptions: r TRACT NO. 17389 SUMP CATCH BASIN +� NORTH SIDE OF CASCADE DRIVE Q100=9.1 CFS An **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« -------- ------------------------------------------ 00 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. A. BASIN INFLOW(CFS) = 9.10 BASIN OPENING(FEET) = 0.57 DEPTH OF WATER (FEET) = 0.70 <— »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) -------------------------- ----------- -------- ------------ - a d o hfo0-va%_ -,jIZ: q:E_q\j ►Rez ._ —,I vis 16 c.�. IN SON\? HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1605 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 18:49 06/27/2011 ---------------------------------------------------------------------------- Problem Descriptions: IrW TRACT NO. 17389 SUMP CATCH BASIN EAST SIDE OF SGT BRYAN BREWSTER sou Q100=13.1 CFS (11.7 CFS + 1.4 CFS FROM WEST SIDE OF STREET) »»SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- a" to Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. no BASIN INFLOW(CFS) = 13.10 in BASIN OPENING(FEET) = 0.57 DEPTH OF WATER(FEET) = 0.42 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 15.59 WA AV IV Arl, M 40 bw 9 �iTL_ s A PV GIN. O \moi v we ew. Ar MI= iMr e�+ ow iw ow w ■rr, w.. it w.. w+ go sw Ili 9 R e No WN Problem Descriptions: TRACT NO. 17389 FLOW -BY CATCH BASIN NORTH SIDE OF CHASE ROAD Q100=13.8 CFS (15.2 CFS - 1.4 CFS THAT EXCEEDS SGT BRYAN BREWSTER CAP) »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 13.80 GUTTER FLOWDEPTH(FEET) = 0.51 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 2.79 2.19 3.00 2.34 3.50 2.71 4.00 3.07 4.50 3.43 5.00 3.78 5.50 4.14 6.00 4.49 6.50 4.84 7.00 5.19 7.50 5.54 8.00 5.88 8.50 6.21 9.00 6.50 9.50 6.79 10.00 7.07 10.50 7.34 11.00 7.62 11.50 7.88 12.00 8.15 12.50 8.41 13.00 8.68 13.50 8.94 14.00 9.19 14.50 9.44 15.00 9.68 15.50 9.91 16.00 10.14 16.50 10.35 17.00 10.56 17.50 10.76 18.00 10.96 18.50 11.15 19.00 11.33 19.50 11.51 20.00 11.68 20.50 11.84 21.00 12.01 21.50 12.16 22.00 12.31 22.50 12.46 23.00 12.60 23.50 12.74 24.00 12.88 24.50 13.01 25.00 13.13 25.50 13.26 26.00 13.38 26.50 13.49 27.00 13.60 27. 13.71 13.80 ------------------------------------------------------------=------------ r V no io am a Storm Drain Hydraulics — WSPG R on aw 0 010 6w MR r MR do 0 an ku l! 11+00 12+00 13+00 14+00 15+001 PLAN 16+00 1 [ 1 C 1 11 t 1 [' TRACT No. 17388 0 40 80 120 , 0 10' '62a1 b'i 4 10+0 00 LINE B" 8 12 9+88.4 T POINT WA C/L IN. NOTE: ALL THE LATERALS PROFILES ARE ON SHEET NO. 4 Q bt 3 10+54. • INE B" 0+00 11+00 12+00 13+00 14+00 15+001 PLAN 16+00 SCALE IN FEET TRACT No. 17388 0 40 80 120 , 0 10' '62a1 b'i 4 10+0 00 LINE B" 8 12 9+88.4 T POINT WA C/L IN. NOTE: ALL THE LATERALS PROFILES ARE ON SHEET NO. 4 Q bt 3 10+54. • INE B" 3 =1 +00. LAT B-1, B-2 _ {� 12' 20' 1 9 LA B-2 13 AL --A33'0621. Z' ., r'z t 4 A= 0'00100" B= .r B= 18" C= 3.83' 8 C= 1 D1= D2=36" A� 36'19'J8' c�i V "^1• C12 - D 1= D2=36" C L CB 5 J 44 C L CB 4 =ST. TA=1 +65.50 a; =10x V=6. 3' x 9- - 3.90 7 6 x o x at 5 D IN 4 x Deas ^� 3+ oZ4{� h =ST. $ V 4�7' 00 =ST. $M = W=21, V=6.43'--= 10+ 5.50 1— U U OE4I --- 10+84.54 x 1+ N�LINf -8-/6 R� 1424.44 0 2e41 -- — — U� 1 ,o x LAT BC x Ee =1 +00.00 LAT - - x L - t 4 s'eeat a iEn x H 3 PROP. 8" WATER - 4 V - x LAT B— SYEai - x - L,LIS®N WA �YYER INE W W 9'SEbt N S' aI S — � x I s•e t I PROP. R/W N h� s'sea Ea PROP. R I x ao - 61 o � CL C8 32 CIL CB 3 3 I +W x 0 16+20.98 U + U =ST STA = E + fq s'9B S;A=15 33J 3 s'sea I DLI x s'eeal I m a W W= 0 �� zea SAN BRUNO COURT TAHOE WAY SCALE IN FEET LINE �,B „ D 4o BD , 0 ,6D � S --o (L YV\ R A to Pj". p►0 L11T `l low 6 00. 315415-3 9 1 a I f i ff I a l ff i 11 I i E i [ 1 I 1 I 1 I i[ 1 ( -1 [ i t I [ I [ I t"'tte,= 0.0'1 1 ANDDeD •irle , 'fAIESS ELGNAr I of'aS To t o Rlell" T To -r"c-T No. rl s9 � -T-9-AC-7 Z.�- ►�A-TvW.. S'ro2wm Qi2Aj,4 cl-T-1 C)%vJla hyo. 394y -3 m ar Mll FLOW INCREASE AT LATERALS LAT A-1: 92.8-79.0=13.8 cfs LAT A-2: 79.0-66.5=12.5 cfs Prepared By: ALLARD ENGINEERING Chil E'gmeenng -land Sunerleg - Iend Plawlny 8253 Siena Avemc F.", Wil—la 92535 CTI 1909) 356-1815 Fu (909) 396-1795 VN NOTE: * INDICATES FLOW RATE DIRECTLY FROM HYDROLOGY STUDY' **1.4 CFS IS DUE TO FLOW CROWN—OVER TRACT No. 17389 LINE "A" FLOW INCREASE AT LATs A-1 AND A-2 Aw Ar !1 40 M W—JU.V' 1,10 FLOW INCREASE AT LATERAL LAT A-3: 66.5-58.6=7.9 cfs Prepared By: ALLARD ENGINEERING cma Engmmrl+l - Lend Sunery+9 - [and Planning 8253 Si— Avenm Fmtem, Nufarme 92335 (909) 359-1915 Fax 1999) 359-1795 CASCADE DRIVE W V W NOTE: * NDIdATeS FLOW RATE DIRECTLY FROO HYDROLOGY STUDY **1.4 CFS IS DUE TO FLOW CROWN—OVER TRACT No. 17389 LINE "A" FLOW INCREASE AT LAT A-3 LE: 17389HGL.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 4- 9-2011 Time: 9:57:56 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 kRD 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) DDE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP D 1 4 1 3.500 D 2 4 1 3.000 D 3 4 1 2.000 D 4 4 1 1.500 D 5 4 1 2.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING kDING LINE NO 1 IS - Tract No. 17389 100 Year Storm HGL - LINE "A" 4DING LINE NO 2 IS - File Name: 17389HGL ,1DING LINE NO 3 IS - W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING LEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1014.140 1377.110 1 1385.200 LEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1017.610 1377.240 1 .013 .000 .000 .000 0 LEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1035.270 1377.900 1 .013 22.500 -44.971 .000 0 LEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1050.000 1378.450 1 .013 .000 .000 .000 0 LEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1054.670 1378.650 1 3 0 .013 10.700 .000 1379.200 .000 45.000 .000 RADIUS ANGLE .000 .000 LEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1460.000 1388.700 1 .013 .000 .000 .000 0 LEMENT NO 7 IS A JUNCTION * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1464.670 1388.900 1 3 0 .013 10.100 .000 1389.550 .000 45.000 .000 RADIUS ANGLE .000 .000 LEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1870.000 1397.500 1 .013 .000 .000 .000 0 LEMENT NO 9 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1874.670 1397.700 1 3 0 .013 8.100 .000 1398.350 .000 45.000 .000 RADIUS ANGLE .000 .000 W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2226.270 1403.530 1 .013 .000 .000 .000 0 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2296.920 1404.701 1 .013 45.000 89.954 .000 0 ELEMENT NO 12 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 2301.590 1404.800 1 3 0 .014 12.100 .000 1405.500 .000 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2674.000 1408.370 1 .013 .000 .000 .000 0 ELEMENT NO 14 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 2679.990 1408.500 1 3 0 .013 13.800 .000 1409.170 .000 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2765.520 1409.270 1 .013 .000 .000 .000 0 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2800.870 1409.580 1 .013 45.009 -45.000 .000 0 ELEMENT NO 17 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2819.870 1409.750 1 .013 .000 .000 .000 0 ELEMENT NO 18 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2855.210 1410.070 1 .013 44.996 -45.000 .000 0 ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2869.450 1410.200 1 .013 .000 .000 .000 0 W S P G W PAGE NO 4 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 20 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 2875.060 1410.740 2 3 0 .013 12.500 .000 1411.210 .000 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 21 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2985.780 1411.490 2 .013 .000 .000 .000 0 ELEMENT NO 22 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3056.460 1411.970 2 .013 44.996 90.000 .000 0 ELEMENT NO 23 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3117.960 1412.390 2 .013 .000 .000 .000 1 ELEMENT NO 24 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3188.650 1412.870 2 .013 45.003 -90.000 .000 0 ELEMENT NO 25 IS A REACH I* U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3382.040 1414.180 2 .013 .000 .000 .000 1 ELEMENT NO 26 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3417.380 1414.410 2 .013 44.996 -45.000 .000 0 ELEMENT NO 27 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3435.210 1414.540 2 .013 .000 .000 .000 0 ELEMENT NO 28 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3444.940 1414.610 2 .013 44.999 -12.389 .000 0 ELEMENT NO 29 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 3446.940 1414.620 2 3 0 .014 7.900 .000 1415.110 .000 58.700 .000 RADIUS ANGLE 45.008 -2.546 1 [ 1 [ 1 1 1 1 1 r 1 t i t 1 r 1 9 r a r W S P G W PAGE NO 5 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 30 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3470.560 1414.770 2 .013 44.529 -30.392 .000 0 ELEMENT NO 31 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3552.810 1415.330 2 .013 .000 .000 .000 0 ELEMENT NO 32 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3557.480 1415.450 2 .013 .000 .000 .000 1 ELEMENT NO 33 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3628.170 1418.630 2 .013 45.003 90.000 .000 0 ELEMENT NO 34 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3715.870 1422.580 2 .013 .000 .000 .000 1 ELEMENT NO 35 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3770.090 1422.800 2 .013 .000 .000 .000 0 ELEMENT NO 36 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 3776.750 1422.830 5 4 4 .013 2.400 5.600 1423.630 1423.710 50.000 33.100 _ RADIUS ANGLE .000 .000 ELEMENT NO 37 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3800.410 1422.920 5 .013 .000 .000 .000 0 ELEMENT NO 38 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3835.360 1423.060 5 .013 45.000 -44.500 .000 0 ELEMENT NO 39 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 3843.260 1423.090 5 2 0 .013 35.100 .000 1423.600 .000 36.300 .000 RADIUS ANGLE 45.002 -10.058 W S P G W PAGE NO 6 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 40 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3871.100 1423.200 5 .013 45.000 -35.447 .000 0 ELEMENT NO 41 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4288.240 1424.870 5 .013 .000 .000 .000 1 ELEMENT NO 42 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 4288.240 1424.870 5 1428.700 a I a I a I a I I I a I I I ! I t I f 1 I I i t I l ;t I [ i C I a i t 1 i' 1 FILE: 17389HGL.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 7007 WATER SURFACE PROFILE LISTING Date: 4- 9-2011 Time: 9:58: 7 Tract No. 17389 100 Year Storm HGL - LINE "A" File Name: 17389HGL I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- -I- I -I- I I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm Dp -I- -I- I "N" -I- I X -Fall) -I ZR IType Ch 1014.140 I I 1377.110 8.090 I 1385.200 I I 133.80 13.91 I 3.00 I 1388.20 .00 I 3.33 I .00 I 3.500 I I .000 .00 I 1 .0 -I- 3.470 -I- .0375 -I- -I- -I- -I- -I- .0177 -I- .06 -I- 8.09 -I- .00 2.13 -I- -I- .013 -I- .00 .00 1- PIPE 1017.610 I I 1377.240 8.021 -I- I 1385.261 I I 133.80 13.91 I 3.00 I 1388.26 .00 I 3.33 I .00 I 3.500 I I .000 .00 I 1 .0 -I- 17.660 -I- .0374 -I- -I- -I- -I- .0177 -I- .31 -I- .00 -I- .00 2.13 -I- -I- .013 -I- .00 .00 1- PIPE 1035.270 I I 1377.900 8.098 I 1385.998 I I 133.80 13.91 I 3.00 I 1389.00 .00 I 3.33 I .00 I 3.500 I I .000 .00 I 1 .0 -I- 14.730 -I- .0373 -I- -I- -I- -I- -I- .0177 -I- .26 -I- 8.10 -I- .00 2.13 -I- -I- .013 -I- .00 .00 1- PIPE 1050.000 I I 1378.450 7.809 I 1386.259 I I 133.80 13.91 i 3.00 I 1389.26 .00 I 3.33 i .00 I 3.500 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0428 -I- -I- -I- -I- -I- .0163 -I- .08 -I- 7.81 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 1054.670 I I 1378.650 8.524 I 1387.174 I I 123.10 12.79 I 2.54 I 1389.72 .00 I 3.27 I .00 I 3.500 I I .000 .00 I 1 .0 -I- 405.330 -I- .0248 -I- -I- -I- -I- -I- .0150 -I- 6.07 -I- 8.52 -I- .00 2.32 -I- -I- .013 -I- .00 .00 1- PIPE 1460.000 -I- I I 1388.700 -I- 4.542 -I- I 1393.242 I I 123.10 -I- 12.79 I 2.54 I 1395.78 .00 I 3.27 I .00 I 3.500 i I .000 .00 I 1 .0 JUNCT STR .0428 -I- -I- -I- .0138 -I- .06 -I- 4.54 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 1464.670 I I 1388.900 5.132 I 1394.032 I I 113.00 11.74 I 2.14 I 1396.17 .00 I 3.20 I .00 I 3.500 I I .000 .00 I 1 .0 -I- 105.156 -I- .0212 -I- -I- -I- -I- -I- .0126 -I- 1.33 -I- 5.13 -I- .00 2.31 -I- -I- .013 -I- .00 .00 1- PIPE 1569.827 I I 1391.131 4.227 I 1395.358 I I 113.00 11.74 I 2.14 I 1397.50 .00 I 3.20 I .00 I 3.500 I I .000 .00 I 1 .0 HYDRAULIC JUMP 1569.827 I I 1391.131 -I- 2.338 -I- I 1393.469 I I 113.00 16.55 I 4.25 I 1397.72 .00 I 3.20 I 3.30 I 3.500 I I .000 .00 I 1 .0 -I- 156.286 .0212 -I- -I- -I- -I- .0195 -I- 3.05 -i- 2.34 -I- 2.03 2.31 -I- -I- .013 -I- .00 .00 1- PIPE II I a I [ I a i a 1 f I [ I I I t i t 1 [ I [ I f I I i If I I I a I I i a FILE: 17389HGL.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 7007 WATER SURFACE PROFILE LISTING Date: 4- 9-2011 Time: 9:58: 7 Tract No. 17389 100 Year Storm HGL - LINE "A" File Name: 17389HGL I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- L/Elem -I- ICh Slope -I- I -I- I I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm Dp -I- -I- I "N" -I- I X -Fall) -I ZR (Type Ch I I 1726.112 I 1394.447 I 2.421 I 1396.868 113.00 15.92 I 3.93 i 1400.80 .00 I 3.20 I 3.23 I 3.500 I I .000 .00 I 1 .0 -I- 68.445 -I- .0212 -I- -I- -I- -I- -I- .0176 -I- 1.20 -I- 2.42 -i- 1.89 2.31 -I- -I- .013 -I- .00 .00 1- PIPE 1794.557 I 1395.899 I 2.529 I I 1398.429 I 113.00 15.18 I 3.58 I 1402.01 .00 I 3.20 I 3.13 I 3.500 I I .000 .00 I 1 .0 -I- 37.670 -I- .0212 -I- -I- -I- -I- -I- .0157 -I- .59 -i- 2.53 -I- 1.74 2.31 -I- -I- .013 -I- .00 .00 1- PIPE 1832.227 I 1396.699 I 2.648 I I 1399.346 I 113.00 14.47 I 3.25 I 1402.60 .00 I 3.20 I 3.00 I 3.500 I I .000 .00 I 1 .0 -I- 23.325 -I- .0212 -I- -I- -I- -I- -I- .0141 -I- .33 -I- 2.65 -I- 1.58 2.31 -I- -I- .013 -I- .00 .00 1- PIPE 1855.552 1397.193 2.778 -I- 1399.972 113.00 -I- 13.80 2.96 1402.93 .00 3.20 2.83 3.500 .000 .00 1 .0 -I- 14.448 -I- .0212 -I- -I- -I- .0128 -i- .18 -I- 2.78 -I- 1.43 2.31 -I- -I- .013 -I- .00 .00 1- PIPE 1870.000 I 1397.500 I 2.925 I I 1400.425 I 113.00 13.15 I 2.69 I 1403.11 .00 I 3.20 I 2.59 I 3.500 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0428 -I- -I- -I- -I- -I- .0144 -I- .07 -I- 2.93 -I- 1.27 -I- -I- .013 -I- .00 .00 I- PIPE 1874.670 -I- I 1397.700 -I- I 2.389 -I- I I 1400.089 -I- I 104.90 -I- 14.99 I 3.49 I 1403.58 .00 I 3.12 I 3.26 I 3.500 I I .000 .00 I 1 .0 36.649 .0166 -I- -I- .0166 -I- .61 -I- 2.39 -I- 1.80 2.39 -I- -I- .013 -I- .00 .00 1- PIPE 1911.319 I 1398.308 I 2.389 I I 1400.697 I 104.90 14.99 I 3.49 I 1404.19 .00 I 3.12 I 3.26 I 3.500 I I .000 .00 I 1 .0 -I- 236.569 -I- .0166 -I- -I- -I- -I- -I- .0158 -I- 3.75 -I- 2.39 -I- 1.80 2.39 -I- -I- .013 -I- .00 .00 1- PIPE 2147.889 -I- I 1402.230 -I- I 2.476 -I- I I 1404.707 -I- I 104.90 -I- 14.41 -I- I 3.23 I 1407.93 .00 I 3.12 I 3.18 I 3.500 I I .000 .00 I 1 .0 78.381 .0166 -I- .0143 -I- 1.12 -I- 2.48 -I- 1.68 2.39 -I- -I- .013 -I- .00 .00 1- PIPE 2226.270 I 1403.530 I 2.590 -I- I 1406.120 -I- I I 104.90 -I- 13.74 I 2.93 I 1409.05 .40 I 3.12 I 3.07 I 3.500 I I .000 .00 I 1 C -I- 25.191 -I- .0166 -I- -I- .0131 -I- .33 -I- 2.99 -i- 1.54 2.39 -i- -I- .013 -I- .00 .00 1- PIPE r 1 a I a I a i a I a I i 1 f 1 [ 1 t i t 1 [ 1 t 1 a I i! a 1 a! a I ! I FILE: 17389HGL.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 7007 WATER SURFACE PROFILE LISTING Date: 4- 9-2011 Time: 9:58: 7 Tract No. 17389 100 Year Storm HGL - LINE "A" File Name: 17389HGL I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station -I- I Elev I -I- (FT) -I- I Elev -I- I (CFS) I -I- (FPS) -I- Head I -I- Grd.E1.1 -I- Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE -I- DpthlFroude -I- NINorm Dp -I- -I- I "N" -I- I X -Fall) ZR -I (Type Ch 2251.461 I 1 1403.948 2.661 I 1406.609 I I 104.90 13.36 I 2.77 I 1409.38 .37 I 3.12 I 2.99 I 3.500 I I .000 .00 I 1 .0 -I- 26.557 -I- .0166 -I- -I- -I- -I- -I- .0121 -I- .32 -I- 3.03 -I- 1.45 2.39 -I- -I- .013 -I- .00 .00 1- PIPE 2278.018 I I 1404.388 2.793 I 1407.181 I I 104.90 12.74 I 2.52 I 1409.70 .31 I 3.12 I 2.81 I 3.500 I I .000 .00 I 1 .0 -I- 14.121 -I- .0166 -I- -I- -I- -I- -I- .0109 -I- .15 -I- 3.11 -I- 1.31 2.39 -I- -I- .013 -I- .00 .00 1- PIPE 2292.139 I I 1404.622 2.943 -I- I 1407.564 I I 104.90 -I- 12.15 I 2.29 I 1409.86 .26 I 3.12 I 2.56 I 3.500 I I .000 .00 I 1 .0 -I- 4.781 -I- .0166 -I- -I- -I- .0100 -I- .05 -I- 3.20 -I- 1.17 2.39 -I- -I- .013 -I- .00 .00 1- PIPE 2296.920 I I 1404.701 3.121 -I- I 1407.822 I I 104.90 11.58 I 2.08 I 1409.90 .00 I 3.12 I 2.18 I 3.500 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0212 -I- -I- -I- -I- .0105 -I- .05 -I- 3.12 -I- 1.00 -I- -I- .014 -I- .00 .00 I- PIPE 2301.590 I I 1404.800 4.025 I 1408.825 I I 92.80 9.65 I 1.44 I 1410.27 .00 I 2.98 1 .00 I 3.500 I I .000 .00 I 1 .0 -I- 372.410 -I- .0096 -I- -I- -I- -I- -I- .0085 -I- 3.17 -I- 4.02 -I- .00 2.70 -I- -I- .013 -I- .00 .00 1- PIPE 2674.000 I I 1408.370 3.623 I 1411.993 I I 92.80 9.65 I 1.44 I 1413.44 .00 I 2.98 I .00 I 3.500 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0217 -I- -I- -I- -I- -I- .0073 -I- .04 -I- .3.62 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 2679.990 I I 1408.500 4.194 I 1412.694 I I 79.00 -I- 8.21 I 1.05 I 1413.74 .00 I 2.78 I .00 I 3.500 I I .000 .00 I 1 .0 -I- 85.530 -I- .0090 -I- -I- -I- -I- .0062 -I- .53 -I- 4.19 -I- .00 2.43 -I- -I- .013 -I- .00 .00 1- PIPE 2765.520 I I 1409.270 3.951 I 1413.221 I I 79.00 8.21 I 1.05 I 1414.27 .00 I 2.78 I .00 I 3.500 I I .000 .00 I 1 .0 -I- 35.350 -I- .0088 -I- -I- -I- -I- -I- .0062 -I- .22 -I- .00 -I- .00 2.45 -I- -I- .013 -I- .00 .00 1- PIPE 2800.870 -I- I I 1409.580 -I- 4.007 -I- I 1413.587 -I- I I 79.00 -I- 8.21 -I- I 1.05 -I- I 1414.63 .00 i 2.78 I .00 I 3.500 I I .000 .00 I 1 .0 19.000 .0089 .0062 -I- .12 -I- 4.01 -I- .00 2.43 -I- -I- .013 -I- .00 .00 1- PIPE t I ! I a I a I a t t i f I I I t I [ l t I 11 t I f f [ I t 1 a I a 'I i 1 FILE: 17389HGL.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 7007 WATER SURFACE PROFILE LISTING Date: 4- 9-2011 Time: 9:58: 7 Tract No. 17389 100 Year Storm HGL - LINE "A" File Name: 17389HGL I Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I -I- ZL -I IPrs/Pip -I- L/Elem -I- ICh Slope I -I- I -i- I -I- I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" I X-Fall1 ZR (Type Ch I I I 2819.870 I I 1409.750 I 3.955 I 1413.705 I 79.00 8.21 I 1.05 I 1414.75 I .00 2.78 I .00 -I- I 3.500 -I- .000 -I- .00 1 1- .0 -I- 35.340 -I- .0091 -I- -I- -I- -I- -I- .0062 -I- .22 -I- .00 -I- .00 2.42 .013 .00 I .00 PIPE I 2855.210 I I 1410.070 I 4.001 I 1414.071 I 79.00 8.21 I 1.05 I 1415.12 I .00 2.78 I .00 -I- I 3.500 -I- I .000 -I- .00 1 1- .0 -I- 14.240 -I- .0091 -I- -I- -i- -i- -I- .0062 -I- .09 -I- 4.00 -I- .00 2.42 .013 .00 I .00 PIPE i 2869.450 I 1410.200 I I 3.958 I 1414.158 I 79.00 8.21 I 1.05 I 1415.21 I .00 2.78 -I- I .00 -I- I 3.500 -I- I .000 -I- .00 1 I- .0 -I- JUNCT STR -I- .0963 -I- -I- -I- -I- -1- .0081 -I- .05 -I- 3.96 .00 .013 .00 I .00 PIPE I 2875.060 I 1410.740 I I 3.418 I 1414.158 I 66.50 9.41 I 1.37 I 1415.53 I .00 2.61 -I- I .00 -I- I 3.000 -I- I .000 -I- .00 1 1- .0 -I- 110.720 -I- .0068 -I- -I- -I- -I- -I- .0099 -I- 1.10 -I- 3.42 .00 3.00 .013 .00 I .00 I PIPE I 2985.780 I 1411.490 I I 3.769 I 1415.259 I 66.50 9.41 I 1.37 I 1416.63 I .00 2.61 -I- I .00 -I- I 3.000 -I- .000 -I- .00 1 1- .0 -I- 70.680 -I- .0068 -I- -I- -I- -I- -I- .0099 -I- .70 -I- .00 .00 3.00 .013 .00 I .00 I PIPE I 3056.460 I 1411.970 I I 4.267 I 1416.236 I 66.50 9.41 I 1.37 I 1417.61 I .00 2.61 -I- I .00 -I- I 3.000 -I- .000 -I- .00 1 1- .0 -I- 61.500 -I- .0068 -I- -I- -I- -I- -I- .0099 -I- .61 -I- 4.27 .00 3.00 .013 .00 .00 I PIPE I 3117.960 I 1412.390 I I 4.526 I 1416.917 I 66.50 9.41 I 1.37 I 1418.29 I .00 2.61 -I- i .00 -I- I 3.000 -I- I .000 -I- .00 1 1- .0 -I- 70.690 -I- .0068 -I- -I- -I- -I- -I- .0099 -I- .70 -I- .00 .00 3.00 .013 .00 .00 I PIPE I 3188.650 I 1412.870 I I 5.024 I 1417.894 I 66.50 9.41 I 1.37 I 1419.27 i .00 -I- 2.61 -I- I .00 -I- I 3.000 -I- I .000 -I- .00 1 1- .0 -I- 193.390 -I- .0068 -I- -I- -I- -I- -I- .0099 -I- 1.92 5.02 .00 3.00 .013 .00 .00 PIPE I 3382.040 I 1414.180 I I 5.705 1419.885 I I 66.50 9.41 I 1.37 I 1421.26 -I- I GO -I- 2.61 -I- i .00 -I- I 3.000 -I- I .000 -I- I .00 1 1- .0 -I- 35.340 -I- .0065 -I- -I- -I- -I- -I- .0099 .35 .00 .00 3.00 .013 .00 .00 PIPE a I I1 a ti a a I I t l 11 [ 1 t I t i I i I I t 1 I I a !I !i FILE: 17389HGL.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 5 Program Package Serial Number: 7007 WATER SURFACE PROFILE LISTING Date: 4- 9-2011 Time: 9:58: 7 Tract No. 17389 100 Year Storm HGL - LINE "A" File Name: 17389HGL I Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.I -I- ZL IPrs/Pip -I -I- L/Elem ICh -I- Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -i- NINorm Dp -I- -I- I "N" I X-Fa111 ZR (Type Ch I I I I 3417.380 I 1414.410 I 6.021 I 1420.431 I 66.50 9.41 I 1.37 I 1421.81 .00 I 2.61 .00 I I 3.000 -I- .000 -I- .00 1 .0 -I- 17.830 -I- .0073 -I- -I- -I- -I- -I- .0099 -I- .18 -I- 6.02 -I- .00 3.00 -I- .013 .00 .00 1- PIPE I 3435.210 I 1414.540 I 6.068 1420.608 I I 66.50 9.41 I 1.37 I 1421.98 .00 I 2.61 I .00 I I 3.000 I .000 .00 I 1 .0 -I- 9.730 -I- .0072 -I- -I- -I- -I- -I- .0099 -I- .10 -I- .00 -I- .00 3.00 -I- -I- .013 -I- .00 .00 1- PIPE I 3444.940 I 1414.610 I 6.197 1420.807 I I 66.50 9.41 I 1.37 I 1422.18 .00 I 2.61 I .00 I I 3.000 -I- I .000 -I- .00 I 1 .0 -I- JUNCT STR -I- .0050 -I- -I- -I- -I- -I- .0102 -I- .02 -I- .00 -I- .00 -I- .014 .00 .00 I- PIPE I 3446.940 I 1414.620 I 6.776 1421.396 I I 58.60 8.29 I 1.07 I 1422.46 .00 I 2.48 I .00 I I 3.000 I .000 .00 I 1 .0 -I- 23.620 -I- .0064 -I- -I- -I- -I- -I- .0077 -I- .18 -I- .00 -I- .00 3.00 -I- -I- .013 -I- .00 .00 1- PIPE I 3470.560 I 1414.770 I 6.932 1421.703 I I 58.60 8.29 I 1.07 I 1422.77 .00 I 2.48 I .00 I I 3.000 -I- I .000 -i- .00 I 1 .0 -I- 82.250 -I- .0068 -I- -I- -I- -I- -I- .0077 -I- .63 -I- 6.93 -I- .00 2.69 -I- .013 .00 .00 1- PIPE I 3552.810 I 1415.330 I 7.007 1422.337 I I 58.60 8.29 I 1.07 I 1423.40 .00 i 2.48 I .00 I I 3.000 I .000 -I- .00 I 1 .0 -I- 4.670 -I- .0257 -I- -I- -I- -I- -I- .0077 -I- .04 -I- 7.01 -I- .00 1.58 -I- -I- .013 .00 .00 1- PIPE I 3557.480 I 1415.450 I 6.977 1422.427 I I 58.60 8.29 I 1.07 I 1423.49 .00 I 2.48 I .00 I I 3.000 I .000 .00 I 1 .0 -I- 70.690 -I- .0450 -I- -I- -I- -I- -I- .0077 -i- .55 -I- .00 -i- .00 1.35 -I- -I- .013 -I- .00 .00 1- PIPE I 3628.170 I 1418.630 I 4.556 1423.186 I I 58.60 8.29 I 1.07 I 1424.25 .00 I 2.48 I .00 I I 3.000 I .000 -I- .00 I 1 .0 -I- 19.655 -I- .0450 -I- -I- -I- -I- -I- .0077 -I- .15 -I- 4.56 -I- .00 1.35 -I- -I- .013 .00 .00 1- PIPE I 3647.825 I 1419.515 3.834 I 1423.349 I I 58.60 8.29 I 1.07 I 1424.42 .00 I 2.48 I .00 I I 3.000 I .000 .00 I 1 .0 HYDRAULIC JUMP a 1 I i a I t I a 1 9 11 [ t r i It t i 1 f i I i t 1 f i t i a I a i a a I FILE: 17389HGL.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 6 Program Package Serial Number: 7007 WATER SURFACE PROFILE LISTING Date: 4- 9-2011 Time: 9:58: 7 Tract No. 17389 100 Year Storm HGL - LINE "A" File Name: 17389HGL I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I -I- Elev I -I- (FT) I -I- Elev I -I- (CFS) 1 -I- (FPS) -I- Head I -I- Grd.El.l -I- Elev -I- I Depth -I- I Width -I- IDia.-FTlor -I- I.D.I -I- ZL IPrs/Pip -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I 3647.825 I 1419.515 I 1.536 I 1421.051 I 58.60 16.09 I 4.02 I 1425.07 .00 I 2.48 I 3.00 I 3.000 I I .000 .00 I 1 .0 -I- 4.702 -I- .0450 -I- -I- -I- -I- -I- .0280 -I- .13 -I- 1.54 -I- 2.57 -I- 1.35 -I- .013 -I- .00 .00 1- PIPE I 3652.527 I 1419.727 I 1.553 I 1421.280 I 58.60 15.87 I 3.91 i 1425.19 .00 I 2.48 I 3.00 I 3.000 I I .000 .00 I 1 .0 -I- 15.385 -I- .0450 -i- -I- -I- -I- -I- .0258 -I- .40 -I- 1.55 -i- 2.52 -I- 1.35 -I- .013 -I- .00 .00 1- PIPE I 3667.912 I 1420.420 i 1.613 1422.033 I I 58.60 15.13 I 3.55 I 1425.59 .00 I 2.48 I 2.99 I 3.000 i I .000 .00 I 1 .0 11.684 .0450 .0228 .27 1.61 2.34 1.35 .013 .00 .00 PIPE I 3679.596 1420.946 I 1.676 I 1422.622 I I 58.60 14.43 I 3.23 I 1425.85 .00 I 2.48 I 2.98 I 3.000 I I .000 .00 I 1 .0 -I- 9.113 -I- .0450 -I- -I- -I- -I- -I- .0201 -I- .18 -I- 1.68 -I- 2.18 -I- 1.35 -I- .013 -I- .00 .00 1- PIPE I 3688.708 1421.357 I 1.743 I 1423.100 I I 58.60 13.75 I 2.94 I 1426.04 .00 I 2.48 I 2.96 I 3.000 I I .000 .00 I 1 .0 -I- 7.216 -I- .0450 -I- -I- -I- -I- -I- .0178 -I- .13 -I- 1.74 -I- 2.02 -I- 1.35 -I- .013 -I- .00 .00 1- PIPE I 3695.924 1421.682 I 1.814 I 1423.495 I I 58.60 13.11 I 2.67 I 1426.17 .00 I 2.48 I 2.93 I 3.000 I I .000 .00 I 1 .0 -I- 5.737 -I- .0450 -I- -I- -I- -I- -I- .0158 -I- .09 -I- 1.81 -I- 1.87 -I- 1.35 -I- .013 -I- .00 .00 1- PIPE I 3701.660 1421.940 I 1.888 I 1423.828 I I 58.60 12.50 I 2.43 I 1426.26 .00 I 2.48 I 2.90 I 3.000 I I .000 .00 I 1 .0 -I- 4.542 -I- .0450 -I- -I- -I- -I- -i- .0140 -I- .06 -I- 1.89 -I- 1.73 -I- 1.35 -i- .013 -I- .00 .00 1- PIPE I 3706.203 1422.145 I 1.968 I 1424.113 -I- I I 58.60 11.92 I 2.21 I 1426.32 .00 I 2.48 I 2.85 I 3.000 I I .000 .00 I 1 .0 -I- 3.542 -I- .0450 -I- -I- -I- -I- .0124 -I- .04 -I- 1.97 -I- 1.60 -I- 1.35 -I- .013 -I- .00 .00 1- PIPE I 3709.744 1422.304 I 2.053 I 1424.357 -I- I I 58.60 -I- 11.37 -I- I 2.01 -I- I 1426.36 .00 I 2.48 I 2.79 I 3.000 I I .000 .00 I 1 .0 -I- 2.675 -I- .0450 -I- .0111 -I- .03 -I- 2.05 -I- 1.47 -I- 1.35 -I- .013 -I- .00 .00 1- PIPE 11 f i a I a t f i a 1 f 1 t 1 9 1 t i t t E i [ 1 ! I i i t 1 t I ! I a 1 FILE: 17389HGL.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 7 Program Package Serial Number: 7007 WATER SURFACE PROFILE LISTING Date: 4- 9-2011 Time: 9:58: 7 Tract No. 17389 100 Year Storm HGL - LINE "A" File Name: 17389HGL I Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I -I- ZL -I IPrs/Pip -I- L/Elem ICh -I- Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" I X -Fall) ZR (Type Ch I I I I 3712.420 I I 1422.425 I 2.145 I 1424.569 I 58.60 10.84 I 1.82 I 1426.39 .00 -I- I 2.48 -I- I 2.71 3.000 -I- -I- .000 -I- .00 1 1- .0 -I- 1.895 -I- .0450 -I- -I- -I- -I- -I- .0099 -I- .02 2.14 1.35 1.35 .013 .00 I .00 PIPE I 3714.315 I I 1422.510 I 2.244 I 1424.754 I 58.60 10.33 I 1.66 I 1426.41 .00 I 2.48 -I- I 2.61 I 3.000 -I- -I- I .000 -I- .00 1 1- .0 -I- 1.154 -I- .0450 -I- -I- -I- -I- -I- .0089 -I- .01 -I- 2.24 1.23 1.35 .013 .00 I .00 PIPE I 3715.469 I I 1422.562 I 2.353 I 1424.915 I 58.60 9.85 I 1.51 I 1426.42 .00 I 2.48 I 2.47 I 3.000 I .000 .00 1 .0 .401 .0450 .0080 .00 2.35 1.12 1.35 .013 .00 I .00 PIPE I 3715.870 I 1422.580 I I 2.476 I 1425.056 I 58.60 9.39 I 1.37 I 1426.43 .00 -I- I 2.48 I 2.28 I 3.000 -I- -I- I .000 -I- .00 1 1- .0 -I- 5.340 -I- .0041 -I- -I- -I- -I- -I- .0073 -I- .04 2.48 -I- 1.00 3.00 .013 .00 .00 PIPE I 3721.210 I 1422.602 I I 2.618 1425.220 I I 58.60 8.95 I 1.24 I 1426.46 .00 -I- I 2.48 -I- I 2.00 I 3.000 -I- -I- I I .000 -I- .00 1 1- .0 -I- 24.216 -I- .0041 -I- -I- -I- -I- -I- .0068 -I- .17 2.62 .87 3.00 .013 .00 I .00 PIPE I 3745.426 I 1422.700 I I 2.799 1425.498 I I 58.60 8.54 i 1.13 I 1426.63 .00 I 2.48 -I- I 1.50 I 3.000 -I- -I- I .000 -i- .00 1 1- .0 -I- 24.664 -I- .0041 -I- -I- -I- -I- -I- .0067 -I- .17 -I- 2.80 .70 3.00 .013 .00 .00 PIPE 3770.090 I 1422.800 I I 2.910 1425.710 I I 58.60 8.36 I 1.09 I 1426.80 .00 I 2.48 I 1.02 I 3.000 -I- -I- I I .000 -I- .00 I 1 C -I- JUNCT STR -I- .0045 -I- -I- -I- -I- -I- .0110 -I- .07 -I- 2.91 -I- .56 .013 .00 .00 I- PIPE I 3776.750 I 1422.830 I I 2.701 1425.531 I I 50.60 10.31 1.65 I I 1427.18 .00 I 2.31 I .00 I 2.500 -I- I i .000 .00 1 C -I- 23.660 -I- .0038 -I- -I- -I- -I- -I- .0152 -I- .36 -I- 2.70 -I- .00 2.50 -I- .013 -i- .00 .00 1- PIPE I 3800.410 I 1422.920 I I 2.971 1425.891 I I 50.60 10.31 1.65 I I 1427.54 .00 I 2.31 I .00 I 2.500 -i- -I- I I .000 -I- .00 1 1- C -I- 34.950 -I- .0040 -I- -I- -I- -I- -I- .0152 -I- .53 -I- .00 -I- .00 2.50 .013 .00 .00 PIPE E! E t a I a I a t a I 11 [ 1 1 1 [ 1 1 1 1 1 1 1 ( 1 ( 1 t 1 a I a i a I FILE: 17389HGL.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 8 Program Package Serial Number: 7007 WATER SURFACE PROFILE LISTING Date: 4- 9-2011 Time: 9:58: 7 Tract No. 17389 100 Year Storm HGL - LINE "A" File Name: 17389HGL Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I -I- ZL IPrs/Pip -I -I- L/Elem -I- ICh Slope I -I- -I- I -I- -I- I I -I- -I- SF Avel HF ISE -I- DpthlFroude -i- NINorm -I- Dp -I- I "N" I X -Fall) ZR (Type Ch I I I I 3835.360 I I 1423.060 I 3.595 1426.655 I I 50.60 10.31 I I 1.65 1428.31 .00 I I 2.31 -I- .00 2.500 -I- -I- .000 -I- .00 1 .0 I- -I- JUNCT STR -I- .0038 -I- -I- -I- -I- -I- -I- .0083 .07 -I- .00 .00 .013 .00 I .00 PIPE I 3843.260 I I 1423.090 I 5.732 1428.822 I I 15.50 3.16 I I .15 1428.98 .00 -I- I I 1.33 -I- .00 I 2.500 -I- -I- I .000 -I- .00 1 .0 1- -I- 27.840 -I- .0040 -I- -I- -I- -I- -I- -I- .0014 .04 .00 .00 1.40 .013 .00 I .00 PIPE i 3871.100 I I 1423.200 I 5.682 1428.882 I I 15.50 3.16 I I .15 1429.04 .00 I I 1.33 -I- .00 I 2.500 -I- -I- I .000 -I- .00 1 .0 1- -I- 417.140 -I- .0040 -I- -I- -I- -I- -I- -t- .0014 .60 -I- 5.68 .00 1.39 .013 .00 I .00 PIPE I 4288.240 -I- I I 1424.870 -I- I 4.615 1429.485 -I- -I- I I 15.50 3.16 -I- -I- I I .15 1429.64 -I- -I- .00 -I- i i 1.33 -i- .00 I 2.500 -I- -I- I .000 -I- .00 1 .0 I- I l a I a i t I a I a f E 1 9 1 ! 1 1 1 t 1 1 1 1 1 i 1 f i [ 1 It 1 11 f I FILE: 17389A-1.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 4- 9-2011 Time: 9: 0: 6 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 1 4 1 2.000 CD 2 2 0 .000 7.000 28.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT NO. 17389 100 YEAR STORM EVENT HGL FOR LATERAL A-1 HEADING LINE NO 2 IS - Q = 13.8 CFS (15.2 CFS WEST SIDE OF SGT. BRYAN BREWSTER (ST.) HEADING LINE NO 3 IS - - 1.4 CFS CROWN -OVER TO EAST) W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1002.470 1409.220 1 1412.690 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1051.030 1410.520 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1051.030 1410.520 2 .200 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1051.030 1410.520 2 1410.520 a I a t a i I I a 1 0 1 11 11 t 1 11 t 1 ` 1 I l t 1 C l t 1 t I I I t I FILE: 17389A-1.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 7007 WATER SURFACE PROFILE LISTING Date: 4- 9-2011 Time: 9: 0:16 TRACT NO. 17389 100 YEAR STORM EVENT HGL FOR LATERAL A-1 Q = 13.8 CFS (15.2 CFS WEST SIDE OF SGT. BRYAN BREWSTER (ST.) - 1.4 CFS CROWN -OVER TO EAST) I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- L/Elem -I- ICh Slope -I- I -I- I I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- -I- NINorm Dp -I- I "N" -I- I X-Fa111 ZR -I IType Ch 1002.470 I 1409.220 I 3.470 I I 1412.690 I 13.80 I 4.39 .30 I 1412.99 .00 I I 1.34 .00 I 2.000 I I .000 .00 I 1 .0 -I- 48.560 -I- .0268 -I- -I- -I- -I- -I- .0037 -I- .18 -I- 3.47 -I- -I- .00 .85 -I- .013 -I- .00 .00 1- PIPE 1051.030 I 1410.520 I 2.351 I I 1412.871 I 13.80 I 4.39 .30 I 1413.17 .00 I I 1.34 .00 I 2.000 I I .000 .00 I 1 .0 WALL ENTRANCE 1051.030 -I- I 1410.520 -I- I 2.710 -I- I I 1413.230 -I- I 13.80 -I- I .18 .00 -I- -I- I 1413.23 -I- .00 -I- I I .20 28.00 -I- -I- I 7.000 -I- I I 28.000 -I- .00 I 0 .0 I- t I a a! a I a it a I I 'i 11 t t I I i t t t R i f 1 [ I t 1 t I I I t I FILE: 17389A-2.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 6-28-2011 Time: 8: 9:14 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 1 4 1 2.000 CD 2 2 0 .000 7.000 21.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT N0. 17389 100 YEAR STORM HGL HEADING LINE NO 2 IS - HGL FOR LATERAL A-2 HEADING LINE NO 3 IS - Q = 13.1 CFS (11.7 from east side + 1.4 crown -over from west side) W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1002.290 1411.320 1 1414.280 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1019.920 1412.210 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1019.920 1412.210 2 .200 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1019.920 1412.210 2 1412.210 I I ! I f I a I a I E I f 1 I I f l I i t i i I I t a I r t 1 1 i 1 9 .1 r I 17389A-2.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 7007 WATER SURFACE PROFILE LISTING Date: 6-28-2011 Time: 8: 9:31 TRACT NO. 17389 100 YEAR STORM HGL HGL FOR LATERAL A-2 Q = 13.1 CFS .7 from east side + 1.4 crown -over from west side) I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/1Base Wtl INo Wth tion I Elev -I- -I- I (FT) -I- I Elev I (CFS) -I- -I- I (FPS) Head I -I- -I- Grd.El.l Elev -I- I Depth I Width IDia.-FTlor I.D.1 -I- ZL 1Prs/Pip lem ICh Slope I I I I SF Avel -I- HF ISE DpthlFroude -I- NINorm Dp -I- -I- I "N" I X -Fall) ZR -I (Type Ch I I 2.290 1411.320 I 2.960 I 1414.280 13.10 I I 4.17 .27 I 1414.55 .00 I I 1.30 .00 I I I 2.000 .000 .00 I 1 .0 -I- -I- 7.630 .0505 -I- -I- -I- -I- -I- .0034 -I- .06 -I- 2.96 -I- .00 .69 -I- -I- -I- .013 .00 .00 1- PIPE I 9.920 1412.210 I 2.129 -I- I I 1414.339 13.10 -I- I I 4.17 .27 I 1414.61 .00 I I 1.30 .00 I I I 2.000 .000 .00 I 1 .0 -I- -I- L ENTRANCE -I- -I- -I- -I- -I- -I- -I- -I- -I- I- I 9.920 1412.210 -I- -I- I 2.453 -I- I I 1414.663 13.10 -I- -I- I I .25 .00 -I- -I- I 1414.66 -I- .00 -I- I I .23 -I- 21.00 I I I 7.000 21.000 -I- -I- -I- .00 I 0 .0 I- I# a! a t a i a i a i [ 1 11 1 i i l t 1 t l[! t i [ i 11 I i a I a i FILE: 17389A-3.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 4- 9-2011 Time: 9:42:26 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 1 4 1 2.000 CD 2 2 0 .000 6.700 10.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT NO. 17389 100 YEAR STORM HGL HEADING LINE NO 2 IS - HGL FOR LATERAL A-3 HEADING LINE NO 3 IS - Q = 9.1 CFS W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1001.750 1415.410 1 1421.330 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1020.650 1418.450 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1020.650 1418.450 2 .200 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1020.650 1418.450 2 1418.450 FILE: 17389A-3.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 7007 WATER SURFACE PROFILE LISTING Date: 4- 9-2011 Time: 9:42:40 TRACT NO. 17389 100 YEAR STORM HGL HGL FOR LATERAL A-3 Q = 9.1 CFS I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I I I I I I i I I I 1001.750 1415.410 5.920 1421.330 9.10 2.90 .13 1421.46 .00 1.08 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 18.900 .1608 .0016 .03 5.92 .00 .43 .013 .00 .00 PIPE I I I I I I I I I I I I I 1020.650 1418.450 2.911 1421.361 9.10 2.90 .13 1421.49 .00 1.08 .00 2.000 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I i I I 1020.650 1418.450 3.066 1421.516 9.10 .30 .00 1421.52 .00 .30 10.00 6.700 10.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 0 0 sm 1r m w w• aw Water Quality Filters wo am fto me OR r. M 0 r err E3 E Discussion Purpose The purpose of this section is to explain the methodology of sizing water quality filters and explain how the filters are configured in each of the three project catch basins to maximize their benefit while minimizing their impact to the catch basins primary function of accepting storm water in storms up to a 100 year return event. �- Overview A Water Quality Management Plan (WQMP) for the project, dated November 1, 2007 and R.. approved by the Fontana Public Works Department, requires installation of Abtech Ultra -Urban Filters® with Smart Sponge Plus® within the project catch basins. The primary purpose of the filters is to reduce bacteria concentration in the stormwater. Secondarily, the filters will reduce hydrocarbons and sediment. The WQMP specifies the methodology of sizing the filters. The i.. methodology will be used here to determine the final size and configuration of the filters. Methodoloay The filters are a flow based BMP. As explained in the WQMP, the goal of any flow based water PM quality device is to treat runoff from a rain event with runoff equal to a rate determined by the formula stipulated in Attachment D of the WQMP Guidelines.. It is necessary to determine the design runoff in flow rates of cubic feet per second (cfs) for each specific filter. Then, using AES hydraulic software, the length of catch basin to fully intercept the design flows is determined. �+ The Abtech filter is attached to the inside face of the catch basin so that it intercepts the storm water just as it flows into the catch basin opening. Using standardized lengths, the number of s Abtech filters necessary to catch only the design flows is determined. The filters will only be attached at the edge of the catch basins where the design flows enter the catch basins. The ,.. remaining portion of the opening shall not have the filter so as to reduce maintenance costs and decrease the chance of debris clogging the opening of the catch basins, filters will not. The attached calculations use the variables outlined in the WQMP Guidelines to establish the following design flow rate: Q= 0.062"/Acre x A Figure 3 shows the drainage areas of the project and the filter design flow rates using 0.062 cfs/acre. Note that the sump catch basins have storm water entering from both sides and the flow -by basin has flow entering from one side. d PX im 1 cru Conservatively, the slope of the gutter adjacent to the sump catch basins was assumed to be 0.5%. Doing so made it possible to easily estimate flow depths and velocities for the runoff as it w• approaches the catch basin, avoiding the need for involved unsteady state hydraulic calculations. The actual gutter slope is less than 0.5% and the actual velocities would be less than velocities of a 0.5% slope. Since higher velocities will tend to extend across the catch basin openings more io than lower velocities at the same flow rate, slightly longer filter lengths are calculated. The acreage of each drainage area within the tract has been determined and the following design flow rates calculated. r. an iw Pw i.. ism OM im CATCH BASIN FLOW MINIMUM FILTER REQUIRED # OF ACTUAL AND FLOW RATE LENGTH CO1414N LENGTH DIRECTION FILTERS Cascade Drive flow 0..06 cfs 0.93 feet 1 1.10 feet from west Cascade Drive flow 0..09 cfs 0.93 feet 1 1.10 feet from east Sgt Bryan Brewster 0.23 cfs 1.80 feet 2 2.21 feet flow from north Sgt Bryan Brewster 0.0-3c fs 0.93 feet 1 1.10 feet flow from south Chase Road flow 0.32 cfs 2.20 feet 2 2.21 feet from east 1VItiu. 1 �- Abtech Ultra -Urban Filters® are manufactured in widths of 13.25 inches. Multiple filters are placed side-by-side to obtain the required length. The storm drain plans will have details for installing the filters. 10 IN 2 0 M 60 A E 2 3 4 5 u li =0.09 cfs 37 36 35 I I 3 I Z I I � I 5.� 22 23 24 I I I I K 20 Z U ce CN OO N I 18 19 C5 I 6 7 1.4 CRES 8 1 9 34 33 32 31 30 ACRES 25 26 17 28 29 PIC PARIS MONTANEZ —PROPOSED STO ZM DRAIN 17 16 15 14 13 3.7 CRES 12 10 \�LOT 7 k --LOT T O I -,-LOT 7 A -}-LOT V I O ii.p.W %: ALLARD ENGINEERWG C.._ E.._.uz.. - .i:-i� - LC F-% I Q Fu ." Gy..ii am II Iz � I for ow I V I � I J LOT r ,I LOT V LOVW 11 I I LOTM� V� -- -- -- 0 =0.32 cfs 03ci s CHASE ROAD 0.4 ACRES LEGEND DRAINAGE AREA BOUNDARY FIGURE 3 TRACT No. 17389 WATER QUALITY FILTER FLOWS ii.p.W %: ALLARD ENGINEERWG C.._ E.._.uz.. - .i:-i� - LC F-% A 8:555 E��:.. n.ii Fu ." Gy..ii am (9181 5ES-1815 Fu (9181 SE&M LEGEND DRAINAGE AREA BOUNDARY FIGURE 3 TRACT No. 17389 WATER QUALITY FILTER FLOWS N HYDRAULIC ELEMENTS - I PROGRAM PACKAGE �1* (C) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1605 Analysis prepared by: David S. Hammer Irr ow---------------------------- --------------------------------------------------- y TIME/DATE OF STUDY: 13:25 07/26/2011 '. Problem Descriptions: Tract No. 17389 Flow Depth Calcs for Water Quality Filters 6r West side of Cascade Drive CB 7/26/2011 »» STREETFLOW MODEL INPUT INFORMATION«« ` ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.005000 s• CONSTANT STREET FLOW(CFS) = 0.06 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 PM INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS PM STREET FLOW MODEL RESULTS: jr--------------------------- ------------------------------------------------ STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.33 PRODUCT OF DEPTH&VELOCITY = 0.21 Fn Problem Descriptions: 60 Tract No. 17389 Flow Depth Calcs for Water Quality Filters East side of Cascade Drive CB 0" 7/26/2011 »»STREETFLOW MODEL INPUT INFORMATION«« ------------------------------------------------ CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 0.09 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS E 1 W Iw STREET FLOW MODEL RESULTS: PM STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.33 PRODUCT OF DEPTH&VELOCITY = 0.21 ko Problem Descriptions: Tract No. 17389 Flow Depth Calcs for Water Quality Filters ■* North side of Sgt Bryan Brewster CB 7/26/2011 »» STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.005000 bw CONSTANT STREET FLOW(CFS) = 0.23 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 PW CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 br CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: �. ---------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.19 HALFSTREET FLOOD WIDTH(FEET) = 2.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.12 PRODUCT OF DEPTH&VELOCITY = 0.21 Problem Descriptions: Tract No. 17389 Flow Depth Calcs for Water Quality Filters South side of Sgt Bryan Brewster CB 7/26/2011 **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« -------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 0.03 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ----------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 on im on im FA a AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.33 PRODUCT OF DEPTH&VELOCITY = 0.21 ----------- ------------------------- ---------------------------------------- Problem Descriptions: ib Tract No. 17389 Flow Depth Calcs for Water Quality Filters East side of Chase Road CB 7/26/2011 »» STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- I�li CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 0.32 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 I iv CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---- --------------------------------------------------------------- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- A STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.10 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.12 PRODUCT OF DEPTH&VELOCITY = 0.23 ---------------------------------------------------------------------------- �1 ON im on to on iW �R i� 3 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE 11#1 (C) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1605 Analysis prepared by: David S. Hammer, PE ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 17:24 07/26/2011 Problem Descriptions: Tract No. 17389 Water Quality Filter Sizing Both sides of Cascade Drive and the south side of Sgt Bryan Brewster 7/26/2011 **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. !IA STREETFLOW(CFS) = 0.10 GUTTER FLOWDEPTH(FEET) = 0.16 BASIN LOCAL DEPRESSION(FEET) = 0.17 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 0.09 0.01 0.50 0.07 0.93 0.10 ---------------- ho IAIII ""'" 4 00 im Problem Descriptions: Tract No. 17389 Water Quality Filter Sizing North side of Sgt Bryan Brewster 7/26/2011 »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ---------------------------------------------------------------------------- as Curb Inlet Capacities are approximated based on the Bureau of on Public Roads nomograph plots for flowby basins and sump basins. im STREETFLOW(CFS) = 0.23 GUTTER FLOWDEPTH(FEET) = 0.19 60 BASIN LOCAL DEPRESSION(FEET) = 0.17 on ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: iso BASIN WIDTH FLOW INTERCEPTION BASIN WIDTH FLOW INTERCEPTION ON 0.18 0.03 0.50 0.09 im 1.00 0.16 1.50 0.21 1.80 0.23 lo ------------------------------------------------------------- Problem Descriptions: 4" Tract No. 17389 Water Quality Filter Sizing iu East side of Chase Road 7/26/2011 **************************************************************************** 00 »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« No---------------------------------------------------------------------------- Aw Curb Inlet Capacities are approximated based on the Bureau of it Public Roads nomograph plots for flowby basins and sump basins. ON STREETFLOW(CFS) = 0.32 im GUTTER FLOWDEPTH(FEET) = 0.21 BASIN LOCAL DEPRESSION(FEET) = 0.17 ON im 0 5 ----- --------- ---------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 0.22 0.05 0.50 0.10 1.00 0.19 1.50 0.25 2.00 0.30 2.20 0.32 ON im 0 5 1 'RACI-T i-'1-aw EA6 S t Zl r+L-A LC -s �Ls�16.o kyv\ S r4 AT 1 o t A 1= t;Q 1 W�ir�� GvlDEI.IN S TABLE ©" 1. (D. 3'L°) F 'RLaW Sq )S b%(� 4SIZt t -4L -A CALC,.s f -�4 MPJ -T I PM w V\'c Lam. = ATc tJ tY` P i-; (41i1L -4 tA�-:55 "10t``� IL 0. w�wti�? Lav► ��:t_Kt��..S , T�►3LE D~�,. �• 4 i p i Ir pita r re y ervg- s !"" 1 '.. t 1". .I f I V I r-1 I"" I t 1 r, I f".._. i NOAA Atlas 14, Volume 6, Version 2 Location name: Fontana, California, US* (i) Coordinates: 34.1237, 417.4558 Elevation: 1411 fr ° " source: Google Maps POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, Li -Chuan Chen, Tye Parzybok, John Yarchoan NOAH, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)• FDuratio]nAverage recurrence interval(years) ��� 10 25 50 100 200 500 1000 1.09 11 1.44 11 1.90 11 2.27 11 2.80 11 3.20 11 3.62 11 4.06 11 4.66 11 5.14 10 -min (0.906-1.32) (1.19-1.75) 1 (1.57-2.31) 1 (1.87-2.80) 1 (2.22-3.55) 1 (2.49-4.16) 1 (2.74-4.82) 1 (2.99-5.56) (3.29-6.67 (3.50-7.63) 15 -min 0.880 1.16 1.53 1.84 2.25 2.58 2.92 3.27 3.76 4.15 (0.732-1.06) (0.964-1.41) 1 (1.27-1.86) 1 (1.51-2.26) 1 (1.79-2.86) 1 (2.00-3.35) 1 (2.21-3.88) 1 (2.41-4.48) (2.65-5.38) 1 (2.82-6.15) 0.658 0.868 1.15 1.37 1.69 1.93 2.18 2.45 2.81 3.11 F30in-mj(0.548-0.79j 0.722-1.06 ().950-1.40) (1.13-1.69) (1.34-2.15) (1.50-2.51) (1.66-2.91) 11 (1.80-3.36) (1.99-4.03) 11 (2.12-4.61) 60 -min 1.52 2.00 2.65 3.18 3.90 4.46 5.05 5.65 6.50 7.18 5-mIn (1.261.85)(1.67-2.44) (0.545-0.796) (2.20-3.23) (2.62-3.90) (3.10-4.96) (3.47-5.81) (3.83-6.72) (4.16-7.76) (4.58-9.31) (4.88-10.6) 1.09 11 1.44 11 1.90 11 2.27 11 2.80 11 3.20 11 3.62 11 4.06 11 4.66 11 5.14 10 -min (0.906-1.32) (1.19-1.75) 1 (1.57-2.31) 1 (1.87-2.80) 1 (2.22-3.55) 1 (2.49-4.16) 1 (2.74-4.82) 1 (2.99-5.56) (3.29-6.67 (3.50-7.63) 15 -min 0.880 1.16 1.53 1.84 2.25 2.58 2.92 3.27 3.76 4.15 (0.732-1.06) (0.964-1.41) 1 (1.27-1.86) 1 (1.51-2.26) 1 (1.79-2.86) 1 (2.00-3.35) 1 (2.21-3.88) 1 (2.41-4.48) (2.65-5.38) 1 (2.82-6.15) 0.658 0.868 1.15 1.37 1.69 1.93 2.18 2.45 2.81 3.11 F30in-mj(0.548-0.79j 0.722-1.06 ().950-1.40) (1.13-1.69) (1.34-2.15) (1.50-2.51) (1.66-2.91) 11 (1.80-3.36) (1.99-4.03) 11 (2.12-4.61) 60 -min 0.496 0.655 0.8641.27 1 .04 1.46 1.65 1.85 2.12 2.34 (0.413-0.60 (0.545-0.796) 0.717-1.05)1 (0.852-1.27) j (1.13-1.89) (1.25-2.19)(1.36-2.53) 2 -hr I 0.380 fl(0.40.496 (0.5 0.647 0.769 0.934 1.06 1.19 1.32 1.50 1.64 (0.316-0.461) 12-0.603) 36-0.788) (0.632-0.945) (0.742-1.19) (0.824-1.38) (0.900-1.58) (0.972-1.81) 1 (1.06-2.15) 1 (1.12-2.44) 3 -hr 0.325 0.423 0.549 0.650 0.785 0.887 0.991 1.10 1.24 1.35 (0.271-0.395) (0.352-0.514) (0.455-0.668) (0.534-0.798)( 0.623-0.998) (0.690-1.15) (0.751-1.32) (0.808-1.50) (0.875-1.78) (0.920-2.00) 6 -hr 0.241 0.313 0.404 0.476 0.571 0.643 0.714 0.787 0.883 0.956 (0.201-0.292) (0.260-0.380) (0.335-0.492) (0.391-0.585) (0.454-0.727) (0.500-0.836) (0.542-0.952) (0.579-1.08) (0.623-1.26) (0.651-1.42) 0.163 0.212 0.274 0.323 0.386 0.433 0.478 0.524 0.585 0.630 12 -hr (0.136-0.198) (0.176-0.258) (0.227-0.334) (0.265-0.396) (0.307-0.491) (0.336-0.562) (0.363-0.638) (0.386-0.719) (0.413-0.837) (0.429-0.935) 24 -hr 0.112 0.147 0.191 0.226 0.271 0.303 0.336 0.367 0.409 IF ( 0.440 1(0.099-0.129)1(0.130-0.170)1(0.169-0.221)1(0.198-0.263)1(0.229--0.326)1(0.252-0.373)1(0.272-0.423)1(0.290-0.476)1(0.309-0.551)0.322-0.614) 2 day 0.068 0.092 0.122 0.146 0.177 0.201 0.225 0.249 0.280 0.304 (0.060 0.079) (0.081-0.106) (0.108-0.141) (0.128-0.170) (0.150-0.214) (0.167-0.247) (0.182-0.283) (0.196-0.322) (0.212-0.378) (0.223-0.425) t Aage ',',16 ' 1 http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=34.1237&Ion=117.4558&data=intensity&units=english&seri... 7/26/2011 I V I F I V I t I f I t I t I U� I F I F I f _.jf6 IF" I IVII IWA f Large scale map Large scale aerial http://hdsc.nws.noaa.gov/hdscJpfdslpfds—Printpage.html?lat=34.1237&lon=117.4558&data=intensity&units=english&series=pds 7/26/2011 Ae SUM"* Cammis wax RWP i*ww*Rd RwKtw Rialto Municipal West End Airport foo"I ONd FCC" ONd 12 kms Ur) o ok -7 4011 , - 'u'3 4 I zM13. Google -Terms of Use Large scale aerial http://hdsc.nws.noaa.gov/hdscJpfdslpfds—Printpage.html?lat=34.1237&lon=117.4558&data=intensity&units=english&series=pds 7/26/2011 1 1 t 1 at 1 I 11 I 11 f 1 f 1 a 1 t I I i 11 11 t l 11 I! i 1 11 I I 22soo 17 C01414 r- 13.000 13,250 KY. I w• I mm I M=It+ N o • s T s 1 ■ Sol Mi Avsa om �pyp' 00506701 SMI ISDALE ARIZONA � u.n X ,e to 6/t9/oi on to RDII NOR ■r 40% RON on RON N. Nor fm 1110 am DDD 4114 40 410 go !�!_ C01414 Ultra Urban Filter Installation Instructions 1. Installation of the Mounting Bracket The location and number of Ultra Urban Filter (UUF) box(es)in each catch basin should be determined by the end user, based on actual flow rates and characteristics of the drain. Measure width of the drain opening and the depth of the drain inlet. • Determine the number of UUF boxes to be installed. • Determine the length of the bracket, number and location of the holes. Table 1 is meant to provide suggestions. • Users should follow their own safety protocols and confined space entry procedures. • Setup the appropriate barriers and traffic control equipment. Remove the drain inlet cover. Make sure the drain is dean and dear of debris. SLAC EDL9GIHCFM =1GB rA1`4D p4T10 CFH3Z NnbadB3= 1b2 365 6-7 8blo WITH INLET RADIUS R3 353 4 3/9-16 POVER LEAD ANOM KfftM OF TALL FLmf MOM LoOdBada Nlnbadb3m ImS127T Nnberdbm 6=13O' kortadbave *101131W Nnnbadbm *M13127 Da- LISMac SELF SCREV. 4 ATTACH WFOME DID OF XVERTER TO CATCH DASD! VALL WING 5/16-I8 Nnberd/Ydt BdD: 2 3 4 5 lncatirndAi t Bots 3 5=fte%w 6 ianlheedjs *oneiIDDDlliidfe 6'wdVkm fteus 1T"Viand G*N+10*" Table 1. • Use gloves when handling or installing mounting bracket, sharp edges can cause injuries. Figure 1. Procedure EP -03, Rev. l of 01/11/02 • Cross-sectional view shown in Figure 2 gives the suggested elevation of anchor bolts and the interference between the brackets flange and the inlet radius. DIVERTER N I—GW4 UT Figure 2. • UUF Box(es) should be installed so that there is approx. 2"-3" clearance between the bottom of the catch basin and the bottom of the box. • Use 3/8-16 wedge anchor bolts, 2.25" long, to attach Mounting Bracket to etch basin wall. 2. Installation of the UUF Boxes • UUF boxes should be installed so that the flow through inlet-outlet pipes is not affected. • Prior installation, remove necessary Over -Flow Cut -Outs to provide openings for lateral overflow between boxes. I-RJUI C .3. Page 1 of 2 MISTING ROM OF INLET TRANSTMN IKIf7lFERQSE OF BRACKET 4 WITH INLET RADIUS R3 353 4 3/9-16 POVER LEAD ANOM KfftM OF TALL FLmf MOM WWR FLAT VASWR AND RUL TAPPING4 Da- LISMac SELF SCREV. 4 ATTACH WFOME DID OF XVERTER TO CATCH DASD! VALL WING 5/16-I8 ANCHM A 0 D DIVERTER N I—GW4 UT Figure 2. • UUF Box(es) should be installed so that there is approx. 2"-3" clearance between the bottom of the catch basin and the bottom of the box. • Use 3/8-16 wedge anchor bolts, 2.25" long, to attach Mounting Bracket to etch basin wall. 2. Installation of the UUF Boxes • UUF boxes should be installed so that the flow through inlet-outlet pipes is not affected. • Prior installation, remove necessary Over -Flow Cut -Outs to provide openings for lateral overflow between boxes. I-RJUI C .3. Page 1 of 2 an 40 •w 61n N e PM No am 6111 AbTech C01414 Ultra Urban Filter Installation Instructions • Install U-shaped dips over the Over -Flow Cut - Outs as shown in figure 3. 3. Installation of the Flow Diverter (FD) • When determining the length of the Flow Diverter, an additional 2" must be added to the length to allow over -flow the UUF box. • Table 2 is intended to provide suggested number and location for the anchor bolts. • Users are encouraged to develop and follow their own procedures and safety protocols. • At approximately 1.5" from the overhanging edge, vertically cut the- higher side of the Flow Diverter to approximately 3/16" below the first bend. • Use gloves when handling and installing the Flow Diverter, sharp edges can cause injuries. e�. mo SUGGESTED LOCATION OF THE HOLES FOR FLOW DIVERTERS (FD) IM 01 �w 111. • Bend down the cut portion of the flange, as shown in figure 4. • The bent down flange of the Flow Diverter should engage the bracket and sit on top of the hook of the UUF box as shown in figures 2 and 5. • Use 1/4-20 Wedge Anchor bolts, 2.25" long to secure the Flow Diverter to the catch basin wall. • Secure Flow Diverter to C01414 Hook using one #8 Self -Tapping screw as shown in figure 5; drilling 3116" clearance hole may be required. • Clean up the area and make sure that tools and debris have been removed from the catch basin. Replace the cover to the drain and secure as needed. FD Length Less than T T to 6 S to T T to 11' Number of Anch. Bolts 1 2 2-3 3-4 Location of Anch. Botts At 3" from the free hanging edge (FH) At 3" from the (FH) edge and one in the midge I At 3" from the 0" edge and approx. every I At 3" from the (FH) edge and approx every Y Table 2. LEGEND �i EUvanoN so— DIRECTION OF SURFACE FLOW DENSITY: DU/AC 200 0,5 ACREAGE (AC) X254.4 NODE NUMBER INV INVERT ELEVATION Q app =0.6 cf —S URFACE FLOW LENGTH (Fr) � FLOW RATE CRAPFIC SCALE 100 0 50 100 200 400 (NFffT). 1 Ndi a 100 FT. -�r.nn♦ _t... _ ♦ rl._ _ t T- —1-._\ 1 11 1\ 1 IVTr]r91 rlt-V CVLITUTT -J.., Ali n iani i i i Ini211l AM P nT LA \1'mujr.C. I J \ 1 MHL, 1 IVCD L/ )O7 \urvu \r Ir ILS. 1 \1 n t \t t t Lt.u._ua� �..• .��., • .....� -.-• ---- --