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HomeMy WebLinkAboutCatawba and Knox Storm Drains Conceptual Drainage Report.pdfF PREPARED BY: Madole & Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, CA 91730 (909) 948-1311 Fax 948-8464 TABLE OF CONTENTS SECTION I HYDROLOGY CALCULATIONS a. DISCUSSION I b. CATAWBA AVENUE WATERSHED BOUNDARY MAP 2 C. KNOX AVENUE WATERSHED BOUNDARY MAP 3 d. 100 YEAR - 1 HOUR ISOHYETAL MAP 4 e. HYDROLOGIC SOIL GROUP MAP 5 f. RATIONAL METHOD HYDROLOGY FOR CATAWBA AVENUE 6-14 g. RATIONAL METHOD HYDROLOGY FOR KNOX AVENUE 15-19 SECTION 2 HYDRAULIC CALCULATIONS a. WSPG CALCULATIONS FOR CATAWBA AVENUE (metric units) 20 b. WSPG CALCULATIONS FOR CATAWBA AVENUE (imperial units) 21 C. CALTRANS DRAINAGE AND CONTOUR GRADING PLAN/PROFILE FOR CATAWBA AVENUE 22-23 d. CALTRANS HIGHLAND DRAINAGE PROFILE 24-25 e. WSPG CALCULATIONS FOR KNOX AVENUE (metric units) 26 g. WSPG CALCULATIONS FOR KNOX AVENUE (imperial units) 27 h. CALTRANS DRAINAGE AND CONTOUR GRADING PLAN/PROFILE FOR KNOX AVENUE 28-29 SECTION 1 HYDROLOGY CALCULATIONS Project: City of Fontana, California Conceptual Drainage Report for Catawba Avenue and Knox Avenue Storm Drains Project No.: 826-1167 Discussion: The purpose of this conceptual drainage report is to make an appraisal of the storm drain sizes being shown on Caltrans drawings having reasonable capacity to convey runoff to the storm drains in Catawba Avenue and Knox Avenue. Enclosed are Caltrans' drawings. Description of Watershed: The watershed for Catawba Avenue storm drain is Curtis Avenue to the north, a proposed public parks as shown on Sierra Lakes Land Use Plan to the south, Catawba Avenue to the West, and west right -of -way of Citrus Avenue to the east. Watershed tributary to Catawba Avenue was estimated with a 100 scale topography map of the drainage area. Watershed tributary to Knox Avenue was estimated using the City of Fontana "Master Plan of Developed Hydrology" map of the drainage area shown therein. Methodology: The County of San Bernardino Hydrology Manual, Rational Method, August 1986. A 100 year frequency was used in this application. AES computer program ver 3.1 B was utilized to generate peak flow rates applying San Bernardino County Hydrology guidelines. Land Use: Single Family Residential, 5-7 dwellings per acre and Public Park. Results: Approximately 148 cfs and 506 cfs are being produced the in Catawba Avenue storm drain and Knox Avenue storm drain, respectively. The upstream invert elevation terminus and water surface elevation for Catawba Ave. are 1507 and 1511, and that for Knox Ave. are 1484 and 1492. The water surface elevations at both locations are below finish ground. Conclusions: The appraisal for the storm drains in Catawba Avenue and Knox Avenue transporting runoff into the Highland drain facility is that both storm drain have resonable capacity for the given areas and land uses. Stephen Ventura, P.E. Date aof ESS/pN qIIQ'��N `ll aco RCE 32437 c:lmicrosoftWcel.doc Exp. Date 0/*A°*/, �E Of CAC\F ti • ` ', } '. LO iD C :I co i s • r 't ! ', �i cu M ! to CT IX ­- _ sI� U) T!! c — __ !• 1. _ L........ ...•.,.---- '--------•�;'-- '—" r , •--_-----------•�'---.�^�,_......L_...: ...i j ' .• V - l 571 �'.'^'..i•-, ffi�• �� � . -�� "-•' 1 � I w ,t/ N I I j q-,20 a W Ila ' ! 4n .� ' :; , gip'' ..y j'� •' ': . \ iii `� ' i `Ii, { '•� O' CVSt!��D i' •t1 L 4/ I `�f : r Y ,i'h 1... i , �• r '' 'l - l'' +' I 1 ,! -. * . i '� I. f !h f i,.. �, �` ���,' , (/� � 11Gf�• � �i .r ( i ' , (t -t].®: •; !, !'i��•1 ` � •j r"+' 4 7: t .,.�._... ... ... •� r l`1. � ''+.., a.r"� 1, i �♦ �. 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R,.ry y_iilll. .. .:..�._`::.::' i _ ' `•.-.-.-..- '-� .I: J• ,_• �.• •� '±E {<': I-i�-ryGi 1• ,.47 ---------.,---- AN"- y+ t• •-L".1dz: t;� - _ _ /__ _ :-'" '; '1 .�• ;SauN Vin: • •Lw�r '' �. ` „y}..'"`... �_�F,_y.• t.. .L./ r .`r •fin .: _•• � - ti✓ir '.1- 11 ' � �) T.. C •? i�• ��.1 L I LEGEND e e I SOIL GROUP BOUNDARY SCALE -148,000 A SOLI. GROUP DESIGNATION d - '� • •- BOUNDARY OF INDICATED SOURCE 2 HYDROLOGIC R 0 LO G IC SOILS GROUP MAP / H -°- �C�I.E RE®ICED BY 1 . FOR AREA •:'i ' THWEST A �,,,...i7r: SOU FIGURE C-13 \/-26 •:. .a• ..,.t ..�. •.. tr•••:,: :..• �y �Y-... .., ...NA.. '1 ce � � '.�v+:-�'•-+�; •�•,�'y1r• iI. �1�°�:✓ +i;, •. rC-,.:. sR:•` r S.'+ ,/,i :•• ,►x..•.;:j• ti � •�tT .;1,ra. �•� Y• •�: ••1�, ..._ .�: lwiw 3.:.,.�''- 1 i,.. �r T+'ia�.L4..-;,j� '}% ..-: ��i;•7jr •>R .�• e♦ ++.'•,' w 'ti •h�•,�Z.F�:'rdR.•���,�>i'Y�•F�a:�i ��.tii'•...... .�'.1'. •C. ♦;y �.1- �� ',•G +1M• rs !i 'fir=.ib ��••�.rCp N 1'N��'JE ..ljl;.f' 4 -4 •�I♦';% _._ � .. **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 909-948-1311 ************************** DESCRIPTION OF STUDY ************************** * PRELIMINARY HYDROLOGY STUDY FOR CATAWBA STORM DRAIN CONNECTION TO * CALTRANS HIGHLAND CHANNEL AT 61+13.774 * * ************************************************************************** FILE NAME: CATAWBA.DAT TIME/DATE OF STUDY: 14:12 8/ 2/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* �r SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) _ .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5100 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 15.0 .020/ .820/ .020 .67 1.50 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 200.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 675.00 ELEVATION DATA: UPSTREAM(FEET) = 1573.00 DOWNSTREAM(FEET) = 1556.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.660 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.669 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc E_ LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PUBLIC PARK A 8.54 .80 .85 52 13.66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA RUNOFF(CFS) = 23.00 TOTAL AREA(ACRES) = 8.54 PEAK FLOW RATE(CFS) = 23.00 FLOW PROCESS FROM NODE 200.00 TO NODE 300.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1552.00 DOWNSTREAM(FEET) = 1530.50 FLOW LENGTH(FEET) = 800.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 13.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.19 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.00 PIPE TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 14.75 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 300.00 = 1475.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------- ---------------------------------------------------------------------- MAINLINE Tc(MIN) = 14.75 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.504 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.46 .80 .10 52 PUBLIC PARK A 10.56 .80 .85 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .76 SUBAREA AREA(ACRES) = 12.02 SUBAREA RUNOFF(CFS) = 31.37 EFFECTIVE AREA(ACRES) = 20.56 AREA -AVERAGED FM(INCH/HR) _ .63 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .80 TOTAL AREA(ACRES) = 20.56 PEAK FLOW RATE(CFS) = 53.10 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1530.50 DOWNSTREAM(FEET) = 1527.00 FLOW LENGTH(FEET) = 670.00 MANNING'S N = .013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.95 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 53.10 PIPE TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = 16.16 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 310.00 = 2145.00 FEET. FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 81 ---------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.16 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.318 SUBAREA LOSS RATE DATA(AMC III): ri DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.54 .80 .10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.54 SUBAREA RUNOFF(CFS) = 4.49 EFFECTIVE AREA(ACRES) = 22.10 AREA -AVERAGED Fm(INCH/HR) _ .60 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .75 TOTAL AREA(ACRES) = 22.10 PEAK FLOW RATE(CFS) = 54.14 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.16 RAINFALL INTENSITY(INCH/HR) = 3.32 AREA -AVERAGED Fm(INCH/HR) _ .60 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .75 EFFECTIVE STREAM AREA(ACRES) = 22.10 TOTAL STREAM AREA(ACRES) = 22.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 54.14 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 500.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< �. >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< .: INITIAL SUBAREA FLOW-LENGTH(FEET) = 710.00 ELEVATION DATA: UPSTREAM(FEET) = 1571.00 DOWNSTREAM(FEET) = 1549.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.820 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.220 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 9.18 .80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 31.58 TOTAL AREA(ACRES) = 9.18 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) .80 .50 52 10.82 31.58 **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 310.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1545.50 DOWNSTREAM(FEET) = 1527.00 FLOW LENGTH(FEET) = 750.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.49 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.58 PIPE TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 11.82 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 310.00 = 1460.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.82 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.002 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 10.03 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 10.03 SUBAREA RUNOFF(CFS) = 32.53 EFFECTIVE AREA(ACRES) = 19.21 AREA -AVERAGED Fm(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 19.21 PEAK FLOW RATE(CFS) = 62.31 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.82 RAINFALL INTENSITY(INCH/HR) = 4.00 AREA -AVERAGED Fm(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 19.21 TOTAL STREAM AREA(ACRES) = 19.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 62.31 **************************************************************************** FLOW PROCESS FROM NODE 321.00 TO NODE 322.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1573.50 DOWNSTREAM(FEET) = 1564.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.227 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.922 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.38 .80 .10 52 12.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 4.77 TOTAL AREA(ACRES) = 1.38 PEAK FLOW RATE(CFS) = 4.77 **************************************************************************** FLOW PROCESS FROM NODE 322.00 TO NODE 320.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1560.00 DOWNSTREAM(FEET) = 1557.50 FLOW LENGTH(FEET) = 290.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.31 9 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 ,. PIPE-FLOW(CFS) = 4.77 PIPE TRAVEL TIME(MIN.) _ .91 Tc(MIN.) = 13.14 LONGEST FLOWPATH FROM NODE 321.00 TO NODE 320.00 = 1290.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 13.14 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.756 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .41 .80 .10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .41 SUBAREA RUNOFF(CFS) = 1.36 EFFECTIVE AREA(ACRES) = 1.79 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 1.79 PEAK FLOW RATE(CFS) = 5.92 **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 330.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1557.50 DOWNSTREAM(FEET) = 1546.00 FLOW LENGTH(FEET) = 560.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.71 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.92 PIPE TRAVEL TIME(MIN.) = 1.21 Tc(MIN.) = 14.35 LONGEST FLOWPATH FROM NODE 321.00 TO NODE 330.00 = 1850.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.35 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.563 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .77 .80 .10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .77 SUBAREA RUNOFF(CFS) = 2.41 EFFECTIVE AREA(ACRES) = 2.56 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 2.56 PEAK FLOW RATE(CFS) = 8.03 **************************************************************************** -FLOW PROCESS FROM NODE 330.00 TO NODE 310.00 IS CODE = 31 ---- -------- ----- ----- ---------- -------- ---------- -------- ---------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ----------------------------- -- ELEVATION DATA: UPSTREAM(FEET) = 1546.00 DOWNSTREAM(FEET) = 1527.00 FLOW LENGTH(FEET) = 710.00 MANNING'S N = .013 /0 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.24 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.03 PIPE TRAVEL TIME(MIN.) = 1.28 Tc(MIN.) = 15.63 LONGEST FLOWPATH FROM NODE 321.00 TO NODE 310.00 = 2560.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 15.63 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.385 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .99 .80 .10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .99 SUBAREA RUNOFF(CFS) = 2.94 EFFECTIVE AREA(ACRES) = 3.55 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 3.55 PEAK FLOW RATE(CFS) = 10.56 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 15.63 RAINFALL INTENSITY(INCH/HR) = 3.38 AREA -AVERAGED Fm(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 3.55 TOTAL STREAM AREA(ACRES) = 3.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.56 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 54.14 16.16 2 62.31 11.82 3 10.56 15.63 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 3.318 .80( .60) 4.002 .80( .40) 3.385 .80( .08) Ap Ae HEADWATER (ACRES) NODE .75 22.1 100.00 .50 19.2 400.00 .10 3.5 321.00 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 1 121.36 11.82 4.002 .80( .46) .58 38.1 400.00 2 114.96 16.16 3.318 .80( .47) .59 44.9 100.00 3 115.85 15.63 3.385 .80( .47) .59 44.1 321.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 121.36 Tc(MIN.) = 11.82 EFFECTIVE AREA(ACRES) = 38.06 AREA -AVERAGED Fm(INCH/HR) _ .46 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .58 TOTAL AREA(ACRES) = 44.86 LONGEST FLOWPATH FROM NODE 321.00 TO NODE 310.00 = 2560.00 FEET. FLOW PROCESS FROM NODE 310.00 TO NODE 620.00 IS CODE = 31 •--------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1527.00 DOWNSTREAM(FEET) = 1506.95 FLOW LENGTH(FEET) = 670.00 MANNING'S N = .013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.91 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 121.36 PIPE TRAVEL TIME(MIN.) _ .59 Tc(MIN.) = 12.41 LONGEST FLOWPATH FROM NODE 321.00 TO NODE 620.00 = 3230.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.41 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.887 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.17 .80 .10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.17 SUBAREA RUNOFF(CFS) = 4.01 EFFECTIVE AREA(ACRES) = 39.23 AREA -AVERAGED Fm(INCH/HR) _ .45 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .56 TOTAL AREA(ACRES) = 46.03 PEAK FLOW RATE(CFS) = 121.41 **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.41 RAINFALL INTENSITY(INCH/HR) = 3.89 AREA -AVERAGED Fm(INCH/HR) _ .45 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .56 EFFECTIVE STREAM AREA(ACRES) = 39.23 TOTAL STREAM AREA(ACRES) = 46.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 121.41 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 610.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1534.50 DOWNSTREAM(FEET) = 1522.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.389 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.070 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 12 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PUBLIC PARK A 7.22 .80 .85 52 18.39 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA RUNOFF(CFS) = 15.55 TOTAL AREA(ACRES) = 7.22 PEAK FLOW RATE(CFS) = 15.55 FLOW PROCESS FROM NODE 610.00 TO NODE 620.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< . »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1518.00 DOWNSTREAM(FEET) = 1506.95 FLOW LENGTH(FEET) = 585.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.71 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.55 PIPE TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 19.39 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 620.00 = 1585.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.39 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.974 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 7.02 .80 .85 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA AREA(ACRES) = 7.02 SUBAREA RUNOFF(CFS) = 14.51 EFFECTIVE AREA(ACRES) = 14.24 AREA -AVERAGED Fm(INCH/HR) _ .68 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .85 TOTAL AREA(ACRES) = 14.24 PEAK FLOW RATE(CFS) = 29.44 **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.39 RAINFALL INTENSITY(INCH/HR) = 2.97 AREA -AVERAGED Fm(INCH/HR) _ .68 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .85 EFFECTIVE STREAM AREA(ACRES) = 14.24 TOTAL STREAM AREA(ACRES) = 14.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.44 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 121.41 12.41 3.887 .80( .45) .56 39.2 400.00 1 115.42 16.75 3.246 .80( .46) .58 46.0 100.00 1 116.27 16.22 3.310 .80( .46) .58 45.3 321.00 2 29.44 19.39 2.974 .80( .66) .85 14.2 600.00 13 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 1 147.74 12.41 3.887 .80( .49) .62 48.3 400.00 2 144.50 16.22 3.310 .80( .50) .63 57.2 321.00 3 143.87 16.75 3.246 .80( .51) .64 58.3 100.00 4 133.56 19.39 2.974 .80( .51) .64 60.3 600.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 147.74 Tc(MIN.) = 12.41 EFFECTIVE AREA(ACRES) = 48.34 AREA -AVERAGED Fm(INCH/HR) _ .49 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .62 TOTAL AREA(ACRES) = 60.27 LONGEST FLOWPATH FROM NODE 321.00 TO NODE 620.00 = 3230.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 60.27 TC(MIN.) = 12.41 EFFECTIVE AREA(ACRES) = 48.34 AREA -AVERAGED Fm(INCH/HR)= .49 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .62 PEAK FLOW RATE(CFS) = 147.74 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 147.74 12.41 3.887 .80( .49) .62 48.3 400.00 2 144.50 16.22 3.310 .80( .50) .63 57.2 321.00 3 143.87 16.75 3.246 .80( .51) .64 58.3 100.00 4 133.56 19.39 2.974 .80( .51) .64 60.3 600.00 END OF RATIONAL METHOD ANALYSIS .SrrG 65. Z �87'T 14- **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOICATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 909-948-1311 ************************** DESCRIPTION OF STUDY ************************** * PRELIMINARY HYDROLOGY STUDY FOR KNOX AVE. STORM DRAIN CONNECTION TO * HIGHLAND STORM DRAIN * * ************************************************************************** FILE NAME: KNOX.DAT TIME/DATE OF STUDY: 14:43 8/ 3/1999 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) _ .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5700 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) --- ------------------------------- ------ ----- ------ ------------ --- ------------------------------- ------ ----- ------ ----- ------- 1 30.0 20.0 .020/ .802/ .020 .67 1.50 .03125 .1670 .01500 2 30.0 15.0 .020/ .820/ .020 .67 1.50 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 200.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1638.00 DOWNSTREAM(FEET) = 1605.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.257 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.072 SUBAREA Tc AND LOSS RATE DATA(AMC III): /5 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.79 .80 .50 52 12.26 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 12.53 TOTAL AREA(ACRES) = 3.79 PEAK FLOW RATE(CFS) = 12.53 FLOW PROCESS FROM NODE 200.00 TO NODE 300.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1601.80 DOWNSTREAM(FEET) = 1570.00 FLOW LENGTH(FEET) = 1648.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.26 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.53 PIPE TRAVEL TIME(MIN.) = 2.97 Tc(MIN.) = 15.22 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 300.00 = 2648.00 FEET. FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 15.22 .z * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.575 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 6.21 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 6.21 SUBAREA RUNOFF(CFS) = 17.76 EFFECTIVE AREA(ACRES) = 10.00 AREA -AVERAGED Fm(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 28.59 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 500.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1570.00 DOWNSTREAM(FEET) = 1567.00 FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 22.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.25 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.59 PIPE TRAVEL TIME(MIN.) = .67 Tc(MIN.) = 15.89 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 500.00 = 2978.00 FEET. '-FLOW-PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 81 --------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 15.89 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.484 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 10.00 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 27.78 EFFECTIVE AREA(ACRES) = 20.00 AREA -AVERAGED Fm(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 55.55 **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 600.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1567.00 DOWNSTREAM(FEET) = 1564.00 FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.92 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 55.55 PIPE TRAVEL TIME(MIN.) _ .55 Tc(MIN.) = 16.44 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 600.00 = 3308.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 600.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.44 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.413 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 20.00 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 54.28 EFFECTIVE AREA(ACRES) = 40.00 AREA -AVERAGED Fm(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 108.55 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 700.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1564.00 DOWNSTREAM(FEET) = 1559.00 FLOW LENGTH(FEET) = 660.00 MANNING'S N = .013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.96 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 108.55 PIPE TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 17.45 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 700.00 = 3968.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 700.00 IS CODE = 81 ---------------------------------------------------------------------------- !7 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.45 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.294 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 40.00 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 40.00 SUBAREA RUNOFF(CFS) = 104.26 EFFECTIVE AREA(ACRES) = 80.00 AREA -AVERAGED Fm(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 80.00 PEAK FLOW RATE(CFS) = 208.52 **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 710.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1559.00 DOWNSTREAM(FEET) = 1546.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.11 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 208.52 PIPE TRAVEL TIME(MIN.) = 1.56 Tc(MIN.) = 19.01 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 710.00 = 5288.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 710.00 TO NODE 710.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.01 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.129 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 80.00 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 80.00 SUBAREA RUNOFF(CFS) = 196.65 EFFECTIVE AREA(ACRES) = 160.00 AREA -AVERAGED Fm(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 160.00 PEAK FLOW RATE(CFS) = 393.30 **************************************************************************** FLOW PROCESS FROM NODE 710.00 TO NODE 720.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1546.00 DOWNSTREAM(FEET) = 1516.50 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 47.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 22.63 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 393.30 PIPE TRAVEL TIME(MIN.) = .97 Tc(MIN.) = 19.98 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 720.00 = 6608.00 FEET. 16 **************************************************************************** FLOW PROCESS FROM NODE 720.00 TO NODE 720.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.98 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.037 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 40.00 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 40.00 SUBAREA RUNOFF(CFS) = 95.00 EFFECTIVE AREA(ACRES) = 200.00 AREA -AVERAGED Fm(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 200.00 PEAK FLOW RATE(CFS) = 475.01 **************************************************************************** FLOW PROCESS FROM NODE 720.00 TO NODE 730.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1516.50 DOWNSTREAM(FEET) = 1487.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 52.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 23.47 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 475.01 PIPE TRAVEL TIME(MIN.) _ .94 Tc(MIN.) = 20.92 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 730.00 = 7928.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 730.00 TO NODE 730.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 20.92 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.955 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 20.00 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 46.02 EFFECTIVE AREA(ACRES) = 220.00 AREA -AVERAGED Fm(INCH/HR) _ .40 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 220.00 PEAK FLOW RATE(CFS) = 506.19 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 220.00 TC(MIN.) = 20.92 EFFECTIVE AREA(ACRES) = 220.00 AREA -AVERAGED Fm(INCH/HR)= .40 AREA -AVERAGED Fp(INCH/HR) _ .80 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 506.19 END OF RATIONAL METHOD ANALYSIS 3 3 SSG 3, 26/ r'7 N SECTION 2 HYDRAULIC CALCULATIONS FILE TAWBA.WSW W S P G W- CIVILDESIGT sion 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho , _amonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8- 2-1999 Time: 3:44:40 PRELIMINARY HYDRAULIC WSPG FOR CATAWBA AVE. - CALTRANS 1200mm DIA PIPE AT HIGHLAND CONNECTION. +rx+xx*xxxxxxxx*xx*�x*,rx*x*xx*xxx*xxxxxxxxxxxxxx�***x*xxxx*x*xxx*xxxxxxxxxx,.*xxx+xxx*xxxxxxxxxxxxxxxxxxxx*+�x�x,rx*xx*xxxx*x xxx.x*:rx 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 (M) I -I- Elev -I- I (M3/S) I (M/S) Head I Grd.E1.1 Elev I Depth I Width IDia.- Mlor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I -I- I -I- I -I- SF Ave[ -I- -I- HF ISE DpthlFroude -I- NINorm -I- Dp I "N" -I- -I- I X -Fall) -I ZR IType Ch *xxxxxxxxlxxx*xxxxxlxxxxxxxxlxxxxxxxxxlxxxxxxxxxlxxxxxxxi*xxxxxxlxxxxxxxxxlxxxxxxxlxxxxxxxxlxxxxx*xxlxxxxxxxlxxxxxxxlxxxxx I I I I I Ixxxxxxx 100.000 -I- 458.669 -I- 1.281 -I- 459.950 -I- 4.191 -I- 3.71 I .70 I 460.65 .00 I 1.09 I .00 I 1.200 I .000 I .00 I1 .0 9.500 .0083 I I I I -I- -I- .0116 -I- .11 -I- 1.28 -I- .00 -I- 1.20 .013 -I- -I- .00 .00 1- PIPE 109.500 -I- 458.748 -I- 1.312 -1- 460.060 -I- 4.191 -I- I 3.71 I .70 i 460.76 .00 I 1.09 I .00 I 1.200 I i .000 .00 I 1 .0 2.000 .0500 I I I -I- -I- .0116 -I- .02 -I- 1.31 -I- .00 -I- .59 .013 -I- -I- .00 .00 1- PIPE 111.500 -I- 458.848 -I- 1.235 -I- 460.083 -I- I 4.191 I 3.71 I .70 I 460.78 .00 I 1.09 I .00 I 1.200 I I .000 .00 I 1 .0 43.800 .0100 I I I -I- -I- -I- .0116 -I- .51 -I- 1.23 -I- .00 -I- 1.11 .013 -I- -I- .00 .00 1- PIPE 155.300 -I- 459.286 -I- 1.303 -I- 460.589 -I- I 4.191 -I- I 3.71 -I- I .70 -I- I 461.29 .00 I 1.09 I .00 1 1.200 I I .000 .00 I 1 .0 2.000 .0160 I I I I .0116 -I- .02 -I- 1.30 -I- .00 -I- .85 .013 -I- -I- .00 .00 1- PIPE 157.300 -I- 459.318 -I- 1.294 -I- 460.612 -I- 4.191 -I- I 3.71 I .70 I 461.31 .00 I 1.09 I .00 I 1.200 I I .000 .00 I 1 .0 2.400 .0092 I I I I -I- -I- .0116 -I- .03 -I- 1.29 -I- .00 -i- 1.20 .013 -I- -I- .00 .00 1- PIPE 159.700 -I- 459.340 -I- 1.300 -I- 460.640 -I- 4.191 -I- I 3.71 -I- I .70 -I- I 461.34 -I- .00 -I- I 1.09 -I- I .00 -I- I 1.200 I I .000 -I- -I- .00 I 1 .0 I- n� O FILE: CA' k.WSW W S P G W - CIVILDESIGN Ver, 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucai, a, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8- 2-1999 Time: 3:56:18 PRELIMINARY HYDRAULIC WSPG FOR CATAWBA AVE. - CALTRANS 48" RCP AT HIGHLAND CONNECTION. W 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 (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip L/Elem ICh Slope I 1 I -I- -I- I -I- SF Avel -I- HF -I- ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) -I ZR (Type Ch I I I I I I 328.084 -I- 1504.820 -I- 4.203 -I- 1509.022 -I- 148.00 -I- 12.16 -I- 2.30 1511.32 I .00 I 3.57 I .00 I 3.937 i .000 I .00 I1 .0 31.168 .0083 I I I I -I- .0116 -I- .36 -I- 4.20 -I- .00 -I- 3.94 -I- .013 -I- .00 .00 1- PIPE 359.252 -I- 1505.079 -I- 4.304 -I- 1509.382 -I- 148.00 -I- I 12.16 -I- I 2.30 -I- 1511.68 I .00 I 3.57 I .00 I 3.937 I I .000 .00 I 1 .0 6.562 .0500 I I I I I .0116 -I- .08 -I- 4.30 -I- .00 -I- 1.92 -I- .013 -I- .00 .00 1- PIPE 365.814 -I- 1505.407 -I- 4.052 -I- 1509.458 -I- 148.00 -I- 12.16 -I- I 2.30 -I- 1511.75 I .00 I 3.57 I .00 I 3.937 I I .000 .00 I 1 .0 143.701 .0100 I I I I .0116 -l- 1.66 -I- 4.05 -I- .00 -I- 3.65 -I- .013 -I- .00 .00 1- PIPE 509.514 -I- 1506.844 -I- 4.275 -I- 1511.119 -I- 148.00 -I- I 12.16 I 2.30 1513.42 I .00 I 3.57 I .00 I 3.937 I I .000 .00 I 1 .0 6.562 .0160 I I I I -I- -I- .0116 -I- .08 -I- 4.27 -I- .00 -I- 2.79 -I- .013 -I- .00 .00 1- PIPE 516.076 -I- 1506.949 -I- 4.246 -I- 1511.195 -I- 148.00 -I- I 12.16 I 2.30 1513.49 i .00 I 3.57 I .00 I 3.937 I I .000 .00 I 1 .0 7.874 .0092 I I I -I- -I- .0116 -I- .09 -I- 4.25 -I- .00 -I- 3.94 -I- .013 -i- .00 .00 1- PIPE 523.950 -I- 1507.021 -I- 4.265 -I- I 1511.286 -I- 148.00 -I- I 12.16 -I- I 2.30 -I- 1513.58 -I- I .00 -I- I 3.57 -I- I .00 -I- I 3.937 -I- I I .000 -I- .00 I 1 .0 I- W DIST COUNTY I ROUTE KILOMETER POST SHEET TOTAL PROJECT No SHEETS STORM DRAIN CURVE DATA 08T SBd 1 30 R21. 1 /R24.3 Q T L 463. r i j C, % I -` 5 4'Y I -`� J �i PaFESS/O R g• 9' 35' 48.003 94.223 f \ 462.7 2 - 463.28 - G 1 RED C I V I L EN ER /�1� ^ ` '� .�, o00 2rIc RE @f GI dot "+! 15' 03,34' 26.436 52.567 - j ' I I r�. } . _ `"p �� 1 , = SAY -y0, 000 &/4162 .73 - 462.67 -- 463.36 PLANS APPROVAL DATEi �81e`Ttls stats o1 Callfornlo or Its otllorsCIVI 4f,2. 6T--.. _-- or agents sfnlI rot bs rspolrlbls tarv7v 463.19ifls oomraoy or oa>Dlstrw+ of slsofronlo Or, GLI,461.41%_ GIRT_ 462.6F,__ -------- ------- \ " 462.81 _ \ E t- SAN BEANARDINO ASSOCIATED GOVERNMENTS �--- 1 h 463.67 _ EAD AYENUE 42T NORTH ARRIM - - 0 Q 6 46 SAN BERHAROI N0. CA. 92401 \ V - \`-�Y 61 .641 EC J HC 462. 92 = - _ _ - ' � p1AJy d 462.x28 _ .. 22 275 W. HOSPITALITY LN. SUITE 314 f \ 1 'J ' _ - ,, -l9 0� -r. x SAN BERNARDINO, CA 92408 461.28 I �I �\ R/W 401. n l2 Q - _ - - o X 1 909-889-3466 FAX'909-888-4302 l I -+ I a 1 _ _ - •- -�-- - f ' �' 1 _ _ - - r _ _ _ - x x o (` t900','rrM p 4 1. 7---I..+ t0 RISER I I X - ij%f:. asp. 96 -62tit=O0+99.80 GE�4604 , '16n LV !'1 9C HC c / 4602 ENTRANCE ! i Sj8Q�1N l� 46 1.27 ` w bt• a W. z. �"--,,\ In h III ul f 4. z \ 1 459.25 ` 460. 2F 458.27 ! a5�• DRAINAGE AND 457.77 GRADING PLAN ��' � �----, ---' t x500 SCALE I CONTOUR D-3 / `I l�aFa+-- 459.69 '\ 460.6320 .\ 460.74 r61). ---� .� 459. OF "1 \ WEST6OUND i -, / 4F). �-/"-\�458•'$2 �. P0. 1 1 460.23459. I 45c3. IS ` - 458. _. �`v' 453. - 460.24 tsu \ _ - P RQ �k i` 1 T --� , "'1 I i . / 41'0. 1 + W 1 Z (a I -�. / Ik 45,1W71 ' - v 4.I6 6F i45.77 UND �4 459.71 �-5TO r - \ 459.208 14 ff b a 22 459.27 : ti 26., 459.65 C ' d- _.\ j ` \ 459.59 / �/ I 457.31 453. J9 456. 16 % 6 7 - f - 59.27 _ _ ''�x- X56.79X -� x x X X --lE-=X �y} _ x� - 7 K X S f - X x _ x x - _x45 X x 458.14' k 3 4 54c8 X = �- �Y - - - - o 45G. 76-. R/W�`- - - _ - +'----------�'_-----------= A`F•H=d_I_GHLA�ID VE AVE- i 5 - - - ��-__/_-_45 21-------- -- -- -- 459.74- - -_ --- L - WO _z+ In AO -` ASF•F • --- -- -- -6T= - - - in .. ` 457. 18 -. i 5A� 45?. 20 - 458.79 l W " -- 457.31 44F4.-. 70 - - I .. .i6..., .. �v~i v=i 45c. 6 i i 456'.711 x 457.77 458.27 ! a5�• DRAINAGE AND 457.77 GRADING PLAN ��' � �----, ---' t x500 SCALE I CONTOUR D-3 ...-.� ....� ^r.y. i�G'rlos . _ _.._ .... _ _ �_ �. . -.. r......�� ...•.....r.-1.wr..w_ �..t- .with. �tliZ.�:S.YNL�I:ir.Y.t4Y�.. fJ�f� •"iyi DRAINAGE SYSTEM NO 6 u i b i GiveN ROUTE ��^c � cn - I �,HtoE i TOTAt TOTAL PROJECT No SHEET .caltraijOB �iBd 30 R21. I/R24, 3 19 jsJ J F- MH N0. 4 etric REGI ERED CIVIL ENG I ER pRaFE55 ah+` aD J •. �I d b O O RIM 461.980 1�1a1;lRl2AY " � O lD V) PLANS APPROVAL DATE c Q. Y " f 40+42.022 7.121 LT The State of Calltamla or Its offlo.n d$ M A=40*(LEFT) i j 1 Q c*1i F- 0 or CON Nall rot be r.ayalwlbl• far In T Z FG O W m tris aoouroay or aoepletwo" of =Iwfran ooploo of this Olan Meet. m - O z I - Q z ; N J AP INLET W/TYPE 2 APRON B=750 mm 0 < <0 E 464 0 9-- o Q In m a466 466 J J -..----. I_ J 3: 3w1 -M - C=1270 rTm (RIGHT) j + 0O \1-JJN i Q Ey N 461. 148 TC d L3 c3 D1=1200 mm 462 - _ _ 462 464 m Oe 1200 m 2.4 m AP - -`' - -- FG - _ OG ' -- - D2=1200 rrm S-1.00%G4� 1200 ►m, X - -�- 4S9, qbo 460 01 43.8 AP /->✓6L = 460 °C E=2870 mm 468 a m 462 N BULK HELD PIPE END S= I. 0% N L=3400 mm m w 458 59 3 459. 286 458.848 FL z - 458 460 _ j - ELEV A -ELEV -B 458.748 FL - a - _0-- - 459.511- TG 460.200 In 1n J oz o_j G 46 343 o- tri J E EV S 1200 run x 9. 5.m RCP 1- i + I CATAWBA Ave 5=0.83% _��EC'1 458 { O co = GI INLET SGA NEOT O ± 45T. 144-FL--- w N 458:669 z o Q AP INLET W/TYPE 2 APRON PIPE-_TO PIP % o' o' mn H=1.150 m m C) CONNECTION TG 460. 381 0 m H=2.080 TG=461.800 IDENTICAL 5� 2 rca! I 1 w 0 cD c ,- DRAINAGE SYSTEM NO 6 u i b i GiveN ROUTE ��^c � cn - I �,HtoE i TOTAt TOTAL PROJECT No SHEET .caltraijOB �iBd 30 R21. I/R24, 3 19 jsJ J F- MH N0. 4 etric REGI ERED CIVIL ENG I ER pRaFE55 ah+` aD J O O RIM 461.980 1�1a1;lRl2AY " � O lD PLANS APPROVAL DATE W m C1781fi � � Q. O f 40+42.022 7.121 LT The State of Calltamla or Its offlo.n d$ is ,6/- 30/01 >♦ A=40*(LEFT) or CON Nall rot be r.ayalwlbl• far r, CIVI T Z FG O W tris aoouroay or aoepletwo" of =Iwfran ooploo of this Olan Meet. to )Z. ull - O z lA J r- ll1 + - Q) NI + OG cD v w o TG 462220 tt --- -� - _ - GO NUT H=I. ---- - - - - -- _ _- Sa2.91% i a 600 mm X 37.0 m RCP 459.327 L 460.043 FL OO PIPE TO PIPE CONNECTION 63+05.180 T HIGHLAND FACILITY DRAINAGE SYSTEM NO 62 SAN BERNARDINO ASSOCIATED COvERNENTS 427 NORTH ARROWHEAD AVENUE SAN BERNARDINO, CA. 92401 umim 275 W. HOSPITALITY LN. SUITE 314 SAN BERNARDINO. CA 92408 909-889-3466 FAX1909-888-4302 462 460 458 MH N0. 4 RIM 461.980 f 40+42.022 7.121 LT A=40*(LEFT) g b d f V. CATAWBA Ave A=75a(RIGHT) AP INLET W/TYPE 2 APRON B=750 mm H=2.030 TG=461. 800 6 d C=2 i 70 mn (LEFT) J J J C=1270 rTm (RIGHT) m r- D1=1200 mm co m 468 D2=1200 rrm Ih 01 °C E=2870 mm 468 N N - N L=3400 mm m w o w O z - 466 m m - TG 460.200 In 1n J oz o_j G 46 343 o- tri J ow 0 900 1- co Q + I CATAWBA Ave 466 mn AP INLET TYPE 2 APRON m + _ O co = GI INLET SGA NEOT O ± = w N z o Q AP INLET W/TYPE 2 APRON H-1.157 m o' o' mn H=1.150 m m C) : + TG 460. 381 0 m H=2.080 TG=461.800 w 0 cD ,- GI INLET 464 a M a S-1. 0% TG 460. 120 t0 v SGD D=30 mn Q + 464 462 GDO INLET H-1.150 m 462 v~i vo upG OG SGD D=30 mm FG IN SAG H=1.350 m 462 - - - - I_ --- I -- - - - -- - - - -- _ 462 460 _j ---- ---- - .-- -- � 460 M 458.733 S= I. 00%S-1. 10% _ S=2.04% FG 750 mm X 4.7 m AP 460 S=3 .50%Oh M 458.633 FL 459.179 FL 459.122 FL 460 458 Oo 450 mm x 458 z o hh 450 mn x 13.6 AP 23.6 m AP 450 mn x 19.Im AP (TYPE B) Oe o a In (TYPE B) 459.770 FL o (TYPE B) 458.733 FL (cl)750 X8.0 59. 0 456 Q °' 459.04 FL 458.7 3 F 458.633 FL 456 mn m AP 5=2.55% 459. 556 N 0 450 mm x 21 . 2 CSP 458. 993 FL 459 566 (RIGHT) 5=24.05% ELEV R 459.511 10 e IDENTICAL (LEFT) ELEV 5 DRAINAGE SYSTEM NOS DRAINAGE SYSTEM 454.099 FL O 61 62 NO O ELEV R DRAINAGE PROFILE 453.696 FL ELEV S SCALE: HORIZ 400:1 "$ VERT 80:1 D-36 ®,a M�W • 43�/ � a x - e +� W } W to 7 W - Z _ i J 456 454 nx� I 462 F- 2 U cr 460 w 0 m a w w LI) t I w z 458 U H 1 456 I i I . i ..n . �OPp0iE5S ��N 4! 4e DAVE) J. rC ~ SAY w m � Ci7818 a e)' CIVI \� 110 acs to IF NTS 44 464 M In IL 462 w w W w z J 2 U H 460 458 456 )FILE 24- VERT 4VERT 40e I D-33 --- ..—... . .. 1...- n — en Fn % .... .11.11-1— — —, I "to n0•f7C 1 r -r 6tST' COUNTY nOUTE 1 TOTAL PROJECT No -ls-, 08 SBd 30 R21.1/R24.3 1 15T 353 PpFESSIO 1}-U etrlc REGI •RED CIVIL ENGI ER J �aC H�! z zJz .`,PLAY hyo Q Q O Q O Q u m cTT615 I- LL. O i Jam. 'OWN —Z O Z _ w NO O ZOZ 0 NOz zOQ lL I C°Q j E 04 ttoo —ZW O = OQ to = Q Q =ox QOJ F-OCS� 1 n 0 4 to -.1 S co ' M+cr t+ + S QI 2 + x W+S O t— '''��� OG ztoS vJ 456 1 Q1 V, � , Q a Cil to Cil D] Cil W In tjl TOP OF CHANNEL_ wIn& m=� Z Vl Ol —— — — l`6 fF- Q zcoQ +x in ------ 2.438 m X m TRAP CHANNEL Q ,� J _ in 55+20.000 TO 56+49.789 W In1Z + r 0+S J f f _ — — — — — If'NY OG u) lL m 454 EXIST 2.743 X 2.590 12.743 X 2.590 TRA CHANNE 54+62.100 TO 55+I 00 — — — — gpp mTl X 2.3 m b m w w 154 TRAP CHANNEL_ _ _ _ _ r ` ' AP RISER 2 z Q to _ ` 456.000 — — — - J z I f TOP HW i M S — / b I f JFL h 33 452 452.860 900 mm X 1.8 m w f RISER S•0 3 452 f� J VPI 74�1�4F 51.988 A_F� 451 _ 539 FL INV 455.356 56+40. 000 450 458 456 x c� cr- w 454 0 m a w w V) w z_ J 452 u a REMOVE EXISTING TAPPER PLANS APPROVAL DATE a eiaoio1 TIs Stats• of California a: Its offlomrs CIVI or apw*ts dnll rot be rMpaalbl• for '�4�, tM aootraoY or oonpl*tw" of Gloom Cl ck' cul oaplr of tfil• Plan ~- SAN BERNAROINO ASSOCIATED GOVERNMENTS 42T NORTH ARRMEAO AVENNE SAN BERNARDINO. CA. 92401 �275" N. F}OSPITALITY LN. SUITE 314 BERNARDINO.CA 92408 9-889-3466 FAX1909-888-4302 572 FL I 450 f- z 1- DRAINAGE SYSTEM NO O J w0a- _l me -a TRANSITION STR NO. 3 CONC COLLAR 141 =3. 500 m H2=3.917 m H -(USE TOP HW ELEV) L-20.00 m 8=2.438 m � Z=11 1.5 5 0. 32% 2.083 K.,V AvE o u r� —7. .EV B J J lL O Q O Q 1 n w vJ c r 0 x ai o V) Z Vl Ol z I.- > Z Q zcoQ +x in —Q Q Q J Qr•J in M v In1Z + r 0+S O+S _ — — — — — If'NY OG u) lL r- W W Cil — — — — gpp mTl X 2.3 m b m Cil 900 G ` ' AP RISER 2 z Q r- D=600mm ` 456.000 — — — - J TYPE 2 APRON _ — TOP HW i M S — b I w 456 TRANSITION STR NO. 3 CONC COLLAR 141 =3. 500 m H2=3.917 m H -(USE TOP HW ELEV) L-20.00 m 8=2.438 m � Z=11 1.5 5 0. 32% 2.083 K.,V AvE o u r� —7. .EV B ro ` v 452 1810erl.��13 S ¢ O O �- DRAINAGE PROFILE 25 BS --FL SCALEI HORIZ 40011 .Opo DRAINAGE SYSTEM NO O ERT 4011 D-32 ~J3.-? 45Z. Z� AAll^as. LL C7 m N lL a0 O=,ww In z +10 II CL O in z rnQ rn00>- Q= InM vJ r 0 x ai o m- o - +x in m to F- in v 458 QtD _ — — — — — lL r- TG 455.8(0 a — — — — gpp mTl X 2.3 m b o I+ 900 G ` ' AP RISER 2 z Q r- D=600mm ` N J TYPE 2 APRON _ — M S — I w 456 900 mm X 1.8 m w AP RISER J X862.7mAP 2250 INV 455.356 5 b a 454 1.140% 454.679 FL ro ` v 452 1810erl.��13 S ¢ O O �- DRAINAGE PROFILE 25 BS --FL SCALEI HORIZ 40011 .Opo DRAINAGE SYSTEM NO O ERT 4011 D-32 ~J3.-? 45Z. Z� AAll^as. FILE: KNOX.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 8- 3-1999 Time: 3:10: 0 PRELIMINARY HYDRAULIC STUDY FOR KNOX AVE. STORM DRAIN CONNECTION TO HIGHLAND STORM DRAIN. METRIC UNITS N 5N I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow Top[Height/[Base Wtl [No Wth Station -I- I Elev I -I- (M) I -I- Elev I -I- (M3/S) -I- I (M/S) Head I Grd.E1.1 Elev I Depth I Width IDia.- Mlor I.D.I ZL iPrs/Pip L/Elem ICh Slope I I I -I- I -I- SF Avel -I- HF ISE -I- DpthIFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) -I ZR [Type Ch I I I i I 10568.100 -I- 452.083 -I- 2.250 -I- 454.333 -I- 14.328 -I- 5.63 -I- I 1.62 I 455.95 .00 I 1.72 I .00 I 1.800 I I .000 .00 I1 .0 21.101 .0077 I I I I -I- .0155 -I- .33 -I- 2.25 -I- .00 -I- 1.80 -I- .013 -I- .00 .00 1- PIPE 10589.200 -I- 452.245 -I- 2.416 -i- 454.661 -I- 14.328 -I- I 5.63 I 1.62 I 456.28 .00 I 1.72 I .00 I 1.800 I I .000 .00 I 1 .0 4.000 .0105 I I I I -I- -I- .0155 -I- .06 -I- 2.42 -I- .00 -I- 1.80 -I- .013 -I- .00 .00 1- PIPE 10593.200 -I- 452.287 -I- 2.436 -I- 454.723 -I- 14.328 -I- I 5.63 -I- I 1.62 I 456.34 .00 I 1.72 I .00 I 1.800 I I .000 .00 I 1 .0 2.399 .0100 I I I I I -I- .0155 -I- .04 -I- 2.44 -I- .00 -I- 1.80 -I- .013 -I- .00 .00 1- PIPE 10595.600 -I- 452.311 -I- 2.449 -I- 454.760 -I- 14.328 -I- 5.63 -I- I 1.62 -1- I 456.38 -I- .00 -I- I 1.72 -I- I .00 -I- I 1.800 -I- I I .000 -I- .00 1 1 .0 I- N 5N FILE: KNOX.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 8- 3-1999 Time: 3:13: 0 PRELIMINARY HYDRAULIC STUDY FOR KNOX AVE. STORM DRAIN CONNECTION TO HIGHLAND STORM DRAIN. ENGLISH UNITS J I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station -I- I Elev I -I- (FT) I -I- Elev -I- I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I -I- I I -I- -I- SF Ave] -I- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X-Fa111 -I ZR IType Ch I I I I I 34672.240 1483.212 7.382 1490.594 505.99 18.47 I 5.30 I 1495.90 .00 I 5.64 I .00 I 5.906 I .000 I .00 I1 .0 69.228 .0077 I I I I .0155 1.08 7.38 .00 5.91 .013 .00 .00 PIPE 34741.470 -I- 1483.743 -i- 7.926 -I- 1491.669 -I- I 505.99 -I- 18.47 -I- I 5.30 I 1496.97 .00 I 5.64 I .00 I 5.906 I I .000 .00 I 1 .0 13.123 .0105 I I I -I- .0155 -I- .20 -I- 7.93 -I- .00 -I- 5.91 -I- .013 -I- .00 .00 1- PIPE 34754.590 -I- 1483.881 -I- 7.992 -I- 1491.873 -I- I I 505.99 -I- 18.47 -I- I 5.30 I 1497.17 .00 I 5.64 I .00 I 5.906 I I .000 .00 I 1 .0 7.872 .0100 I I I I -I- .0155 -I- .12 -I- 7.99 -I- .00 -I- 5.91 -I- .013 -I- .00 .00 1- PIPE 34762.460 -I- 1483.960 -I- 8.036 -I- 1491.996 -I- I 505.99 -I- 18.47 -I- I 5.30 -I- I 1497.30 -I- .00 -I- I 5.64 -I- I .00 -I- I 5.906 -I- I I .000 -I- .00 I 1 .0 I- J I lCMETER POST SHEET TOTAL DIST COUNTY ROUTE T!T0 AL PROJECT o SHEETS 08 1 SBd R21. 1 /R24.3 STORM DRAIN CURVE DATA DIRT K T L imu RwisftRED CIVIL ENG tER 73*43,441 14.997 17" 25.736 20-00 DAVID I KILEMY 5, 57 RT 106+86.676 '--y PLANS APPROVAL DATE A' L --FNQ-AC DIKE TYPE B cc 5.57 RT C KNOX AVE MEET EXIST ThosAci arcallfamlacr its Wlaws _ �- -� : J_ i� Ible C V1 ar owi& &=I I rot be ema "w o3army cr awletwi"a of slooftmlo Cr CALM oWl" of thle plaM MATCH INE STA 106+20.00 5T I SAN BEIWRDINO ASSOCIATED GOVER)AIIENTS 011 0.427 NOM AFUWWHEAD AVENUE f R/W 4S3. 47 SM BERWDIND, CA. 92401 6.7 k DMJM 45T. i 459.14 46or 65 275 W. HOSPITALITY LN. SUITE 314 T 105-74.261 KNOX AVE, SAN BERNARDINO, CA 92408 909-889-3466 FAX1909-888-4302 458 - Ts• pi TY 456. R/W R/W R/W - 59.85--. 4 -\,DIRT -1-:-524 m RT 105+�130.185-k-NOX AVE EC SD, 4.98. 69 I& LL 14-6 -- 105+59. 177 POT It KNOX AVE- 45' ASPH 45 756+95.�498 POT T H I GHLANELEAC 59+62.714 Pl D -T -- i) 900 1 M R I 5F -K I/ b 456. C2 MATCH LINE STA I(.6+Zu.uu r= DRAII1AGE EASEMENT a ( \` :)!3 J7 456- 8' "1 58+97.495 PI (V. 4 )o S Hl 1M D FAW .71- 1 TY C-4- -�4 - 7+34.674 PI 4. 14 2 -I- :ww=------------- - - - S 89'03'37' E : 41 r)r 'cu -77- 1 - - - - 6. b r6"116'Zo 1 - - - - - - s a -E -458 - - - - - - - - - - - - 459.41 454.90 �X- lo a aL .17 1-G A E --'TO DRAIN _4 0, 458 458 �04 15V 460 op A Q 4 �4. c- I WES T V9 I. i:9 - DOUND-EN + %4.•;6 35 15 .1�4456. 73 45 tol 9saw. 000 t KNOX AVE5t 05 1 WESTBOUND 458. 14 fl 110 54-1178 R V) t.57. 69 90 ROUTE 4.156.34 4 5 w Z -r\A 456. 29 454..35 4 filljIll r�', b ROLf E 30 4#7 :'FI A� L A J v T\ I \. Fg. =;�� I = I I. I . . L) 299 4,) t. IU 454.3745.. AS 7 457.28 4.56.2 57.71 J 4�3. 71 455.79 455.35 EA!S-,T5BQyND 457.29 a �) 4.. 493..63 45 1 ; / - 1\ - 4.971101 A 45T. 77 4 A 462 462 IJ,460 46 -111506 458- 458 !! := ! 456 457. 10 TIT - k 1 5A- 53X6 454.al / - - % %// 456. 62 456.85 `v' 1� 45 4. 41 455.75 -1 454.36 4E5. 32 5- Ir I , - x -x. x -X x x X -X -X -x 456. 43 4r,5. 77- --45r. 4r'(;� 71 -.454. vt LHLAND jA WE. ----_-_- ILIGHLAtID AVE 62ASPH -.24 54. 74 45C 454.74----- -�96. 24 x---- - -- - _-_ 454. 82' 455.30 a 451 :� n `� I Y 1 ( - ,' 455. -1 455.81 456. T,;tric 454.35 li 2,1 454. 80 2 452 -4 m . 454.76 GRADING PLAN 454. 12 DRAINAGE AND CONTOUR 455.a5 455. 31 - SCALEe le 500 D-2 4.9 3 :8 1_s•. - ;; ''+�'` -- _ -7. 454. 29 a E W_ 0cv til a) M � � a 1D O I J � m 10c U v J Z N 0 IU— E = z uJ a D-� 0 a _a =� x aural 0 - a °i 456 458 _ O _ � RIM 456.356 — _ — D-200 mn OG CUL-DE-SAC 454 456 S-4-62. . a MH NO. LT & RT LATERALS 1 FL v 452 454 . 11.7 m c Z I O a _ v~i m > _ __—_. 452.860 FL _ _ . _ . __ . _ 452 TYPE 2 JS 450 451.502 FL N a v N ;IAINAGE SYSTEM NO O 106+02.785 9.88 LT 9 AVE TG 456.200 W_ CE KNOX H-3.341 m GCP INLET a 1D W/ APRON (TYPE 4) 10c D-200 Mn - N 106+ 10.000 9. 86 LT M N uJ a D-� e KNOX AVE TG 456.250 _ x H�3.228 m GCP I NLET °i z Y u W/ APRON (TYPE 4) O _ � RIM 456.356 — _ — D-200 mn Z �, - C CUL-DE-SAC U- u_ ®900 mmx6.3mAP r ric 0 m ut r- I NLr_ I ON (TYPE 4) mn TIRLI'VmCG�CP� +10.000 9.880 T I INLET 458 W/ APRON TYP4 _0_200 mn — — OG L-nk 456 900 mit x 9. 4 m AP 453.02f 452.915 FL 452.815 FL 452.9452. 900 rmt x 8.9 m APOIELEV R 900mn x ELEV A DRAINAGE SYSTEM NO O 454 452 KILO ETEFb POST SHEET TOTAL TOTAL ROUTE 3HEFTS ST COUNTY TO TA PR No SHEETS J i 8 SBd 30 R21. 1 /F 4.3 il$ 353 55 f iPpiESSIpA, REGI RED CIVIL ENGI ER c 4( • DAYD d `��, sc I q.lAlr�AY = m o m m Z a � PLANS APPROVAL DATE * 6 30 0 Tt01 Stats C01lf0mlo ar Its 011104014 or aprtt4 4haof 11 rot bs rs4ppnslbls CIVI Ir '. tb4 oo Wwy or cam1'two" � sisah'0nlo � Or CAL IFS oaplM or this PI- 410101. . SAN BERNARDINO ASSOCIATED GOVERNMENTS 427 NORTH ARRORHEAD AVENIIE SAN BERNARDINO. CA. 92401 DMJM 275 W. HOSPITALITY LN. SUITE 314 SAN BERNARDINO, CA 92408 909-889-3466 FAX1909-888-4302 460 458 456 454 DRAINAGE PROFILE SCALEI HOR I Z 40011 D-35 VERT 8011 cls Q I- a e /2 COOPER AVE u RIM 456.356 i Z �, - C CUL-DE-SAC U- u_ a MH NO. LT & RT LATERALS 1 0 - v 460 — CB 121 V=2.396 m c Z A=45' B=900 mn a _ v~i m > _ __—_. o I _ _ . _ . __ . _ TC 458.740 L=6.400 m a ' o - C-2580 mn- - -- N a v N a J In = OG D I = 1800 mn D2=1800 mm - X Z + Z a = z 458 460 FG E-3825 mm - _ - L-4220.mn- = 0 m - � a0 = FGaV 456 458OG _ _, — — —. MH No. 4TS N0. 3--� 454 456 j © S05MORTAR CONSTRUCT BRICK AND BULKHEAD 1800 mrl x 2.4 m AP S=I.0% 5-.42/. 452 - 454454.747 2 FLELEV A 452.287 FL B� -- -- - -- PIPE TO P IPE: CONNECTION _ — ------ ELEV S ELEV 452.245 FL h 1 452.700 FL 451.810 FL DRAINAGE SYSTEM NO 5 38.5 3P O 1800 mm m 452.083 FL o; rv: w O; DRAINAGE SYSTEM NO o OO O 460 458 456 454 DRAINAGE PROFILE SCALEI HOR I Z 40011 D-35 VERT 8011