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HomeMy WebLinkAboutRialto Channel Drainage Area/Design Data Vol. II 9 P ato t.r f $dvJ3rP SAN BERNARDINO COUNTY FLOOD CONTROL DISTRICT GpUNTY Fz0 \939 0.0 tr czzzzz2- C4 LIFORO COMPREHENSIVE STORM DRAIN PLAN PROJECT 3 -3 RIALTO CHANNEL DRAINAGE AREA VOLUME II HYDROLOGIC AND HYDRAULIC DESIGN DATA AM James M. Montgomery in association with Bill Mann & Associates Consulting Engineers Inc. r *► SAN BERNARDINO COUNTY FLOOD CONTROL DISTRICT COMPREHENSIVE STORM DRAIN PLAN PROJECT 3 -3 RIALTO CHANNEL DRAINAGE AREA VOLUME II oak HYDROLOGIC AND HYDRAULIC DESIGN DATA APRIL 1988 to James M. Montgomery, Consulting Engineers. Inc. in association with Bill Mann & Associates TABLE OF CONTENTS ot VOLUME II - HYDROLOGIC AND HYDRAULIC PAGE DESIGN DATA CHAPTER 11 - EXISTING HYDROLOGIC AND HYDRAULIC DATA se Hydrologic Information 11 -1 CHAPTER 12 - FEEDER DRAINS Basic Data 12 -1 Delineation of Hydrologic Units 12 -1 Feeder Line Analyses 12-2 CHAPTER 13 - MAJOR LATERAL DRAINS Basic Data 13 -1 f lo Special Modelling Considerations 13 -1 CHAPTER 14 - RIALTO CHANNEL Introduction 14 -1 �.. Basic Data 14-1 Special Study Considerations 14 -8 Depth -Area Reduction 14 -8 Lag Times 14 -8 Detention Systems 14 -8 1rrr Basin Outflow Rating Curves 14 -10 Hydraulics 14 -11 APPENDICES APPENDIX D - RATIONAL METHOD SUMMARY TABLES c • Table Of Contents i ADDITIONAL VOLUMES e� VOLUME I - STORM DRAIN SYSTEMS VOLUME III - EXISTING HYDROLOGY COMPUTER PRINTOUT DATA 40 VOLUME IV - MAJOR LATERAL DRAIN HYDROLOGY COMPUTER PRINTOUT DATA VOLUME V - RIALTO CHANNEL HYDROLOGY COMPUTER PRINTOUT DATA (NORTH OF RANDALL AVENUE) VOLUME VI - RIALTO CHANNEL HYDROLOGY COMPUTER PRINTOUT DATA (SOUTH OF RANDALL AVENUE) • r- r ^ AIM r ii ra h to Table of Contents LIST OF TABLES TABLE NO. TITLE PAGE ,,,.,. 11 -1 Basic Rainfall Data For its The Rialto Drainage 11 -3 11 -2 Land Use And Soil 44 Infiltration Characteristics 11-4 11 -3 Hydrologic Parameters Associated With The Various Land Uses 11-5 13 -1 Summary of Loss Rates - ,, Major Lateral Drains Hydrology Study 13 -2 13 -2 Determinations of Basin Roughness - Major Lateral Drains Hydrology Study 13 -8 *i„ 14 -1 Summary of Loss Rates 14 -2 14 -2 Determinations of Basin Roughness Values 14 -9 4•- 1110 iii f dik Table of Contents opi LIST OF FIGURES FIGURE NO. TITLE PAGE NO. PO 11 - 1 Rialto Basin Subbasins 11 -1 11 -2 Rialto Basin Rainfall And Soils 11 -1 11 -3 ' Basin Storage (AF) Vs. Depth (Ft) Upper Cactus Basin 11 -5 11-4 Basin Outflow (CFS) Vs. Depth (Ft) Upper Cactus Basin 11 -5 r 11 -5 Basin Storage (AF) Vs. Depth (Ft) Middle Cactus Basin 11 -5 11 -6 Basin Outflow (CFS) Vs. Depth (Ft) �r. Middle Cactus Basin 11 -5 11 -7 Basin Storage (AF) Vs. Depth (Ft) Lower Cactus Basin 11 -5 ... 11 -8 Basin Outflow (CFS) Vs. Depth (Ft) Lower Cactus Basin 11 -5 11 -9 Basin Storage (AF) Vs. Depth (Ft) Merrill Basin 11 -5 11 -10 Basin Outflow (CFS) Vs. Depth (Ft) Merrill Basin 11 -5 11 -11 Basin Storage (AF) Vs. Depth (Ft) Linden Basin 11 -5 e Full -page figures are on page following number shown on this list. �t �,, iv owk Table of Contents List of Figures (Continued) FIGURE NO. TITLE PAGE NO.a 11 -12 Basin Outflow (CFS) Vs. Depth (Ft) Linden Basin 11 -5 11 -13 Rialto Channel Hydrology Schematic Existing Conditions 11 -5 12 -1 Basin Topographic and Geometric Information (Shts. 1 to 3,incl.) 12 -1 12 -2 10 -Year Rainfall Isohyetal To Determine Point Rainfall Depths For Each Subbasin 12 -1 12 -3 100 -Year Rainfall Isohyetal To Determine Point Rainfall Depths For Each Subbasin 12 -1 12-4 Future Land Use Plan 12 -1 a Full -page figures are on page following number shown on this list. V 7 9 6 '0• CL CO zQ O 2 . W T o b b o O T ., N Z Z T S. , LL Z o P LL a) m W CO co C a 2 'A 00 . 7 . 2 " 1 © • 101 ' 1 1 1 1 1 , r■ c I o d' m NODE I p 100.01 ;¢ NODE 1350' 200.05 1360' ..— .— . —■� —■ 1414' 1 1380' 1330' 10 °0 ! a) 1' 1 j `T 10 ii NODE 1 i 103 ■ 100.0 ;o - -1 1 ▪ J 302 I 1(0 1 ; ■- -•.c 104 1 J 1 ; o� 1 i p ▪ . © I 1 � i o i� o ! i° cv 1241' • NODE ° 1 !— .—.—.—.—.—■ I I I TI 1248' 100.03 rn la 1 a j U. 1 0! J 1 1182' 1 ° ' I • —•—•—•— •—•—•—•—• —•—■ —•—■ N ' 1180' 1 „1 1 1 -' 1 1 j 1 306 1 •-• -. 1 a.1 o! 1 j 1217' 1 1 1 0 NODE 81 \ 4' J o j N 305 300.07 ml • 1 t o O 11 j N aI ODE I I n ▪ 11 O. 100.04 C � J 1.1 1 © I s 1 1 1 1 107 of 1 1 i 1 j Igr 1121' aI • . o 1 1 o- / o _11 a io 10 109 j N i° ! 408 Q I I ° II © j i ▪ a i LCA = 3.600' .—. .— •• NODE 1 ▪ 0 1095' 1090' 1046' 400.12 1.— .— .— .— .— .— .— .— .— .— .- .— .—. — • —• • —• ' NODE NODE 1061' 1 • NODE 100.06 300.08 300.09 N.N 110 a • I O.. NODE Ir� ^, 100.10 % ♦.`... 700• I ss I NODE ♦100.11 L 1 z:iI , a 'f - tD ., 4.. 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' < .. _ ■I a ■ uu -- - ' _ x e °� . • FD VTANA _� _st .... i ' .. . -- -- - - - p,....•1 ...... .....= r .. _ _ / i 4 ', ;.::::::, •., . _. . • - . -' • .: ... .... _ - / s -- I ' • 18 :t Y ^ >I ■ ... I' 3 • . ■ _ a � ' Jar ■ u "+uxx.m " xwn s r � u T �„� raa.••.•n — :I ■� r ° •,f -• • / mss J p'• ; ■' • - i _ B 23 1 P6Fwnv ' ' °` mr f ri7. • .I�mtii. Ilnl■liuneli l.l..f..lTtl � V ' s 9 • B ■ II a e YC! _ ■ : 1 I • I.w :. .♦'I ,,e (� a,' °I .. ... .. ..... .a u. °' - _ = - i uu .•• • .I • ".o - I-■ I I C. ■ 1'° : 1 i' I _t: .: yy ♦ i , { . 2 :, 5'a: ■ : 1 .T� ... :. A ■ ;''.•,': ' . /_.� , /\. i _ - 11 • ' + ? t 4 -- r - '.e6 - B i ::`• if) I - ■ - �i 1� • • 1 ± 0.85_ . i ♦a.D ' ��1 • . •. ' �� -``J� ,>> - X1I 1 t.. _ 1. ? / - .i!Y • . • 5 - -t, - sm. 1 _ - Existing Hydrologic and Hydraulic Data A 56 -step model was then constructed. Depth- outflow - storage data were not available for the Cactus Basins and had to be calculated. Weir flow was assumed for overflows from the Middle to the Lower Basins, while normal -depth calculations were used for overflow values from the Upper and the Lower Basins. Storage versus depth and outflow versus depth curves are presented in Figures 11 -3 to 11 -12 for each of the five existing basins. Since there is no design overflow point for the Upper Basin, it was assumed that all overflow crossed Base Line Road and entered the Middle Basin. Overflow from the Lower Basin would flow to Cactus Avenue and was assumed to quickly enter the Rialto Channel immediately downstream. A diagram of the modeling sequence is shown in Figure 11 -13. The first 96 cfs of street flow from subbasin eleven was assumed to be captured by the existing storm drain on Base Line Road (Verpet, 1973). The remainder was routed through subbasin 4. The lag times calculated by the Unit Hydrograph Method used in the Hydrology Manual may be unrealistically short for small, highly urbanized basins (Robert Corchero, personal communication). For nine of the subbasins, the lag times were 0.4 hours or more. However, subbasins nine and eleven had lag times of 0.23 and 0.17, respectively. At 500 -600 acres, these two subbasins are among the smallest and are both highly urbanized. Times of concentration (Td were calculated for these two subbasins and were used to recalculate the model input, n (Basin Roughness Value), by the formula: n= T /[24(L x L /So.$)o. where L and L� are the length of the longest water course and length to the subbasin centroid, respectively, in miles, time of concentration is in hours and S is the basin slop in ft /mi. The resulting lag times in both cases increased to about 0.4 hours. 11 -2 Existing Hydrologic And Hydraulic Data TABLE 11 -1 BASIC RAINFALL DATA FOR THE RIALTO DRAINAGE Period Return Interval (Years) Depth -Area Reduction Factor e (Hours) 2 10 25 100 0.08 0.35d 0.40d 0.50d 0.79 0.5 0.72d 0.84d 1.05d 0.79 1 0.95a 1.11b 1.38a 0.87 3 1.65c 1.96c 2.43c 0.94 6 1.70a 2.47b 2.93b 3.6 a 0.96 24 3.2 a 5.3b 6.5b 8.3 a 0.97 Footnotes: a) Derived directly from isohyetal Figures in Section B of the Hydrology Manual b) Derived from the general linear relationship: Rain Depth = a log (Return Interval in years) + b (From Figur D2 of the Hydrology Manual) Parameters a and b are calculated from known raindepths and return intervals as derived under Footnote a, above c) 3 -hout rainfall values derived from the relationship in the NOAA California Precipitation Atlas (NOAA, 1973): 3 -hr = 0.468 (6 -hr) + 0.532 (1 hr) d) 5- and 30- minute rainfall values were derived from Figure D3 of the Hydrology Manual using a slope of 0.60. The mathematical relationships used are: war 5 -min. = (10 exp(log(1 -hr) +0.643)) / 12 10 -min. = (10 exp(log(1-hr)+0.182)) / 2 e) Derived from Figure E3 of the Hydrology Manual using a total drainage area of 26 square miles. 11 -3 • geo Existing Hydrologic And Hydraulic Data TABLE 11 -2 god LAND USE AND SOIL INFILTRATION CHARACTERISTICS 1 Land Use Soil Subbasin No. Type 1 2 3 4 5 6 7 8 9 10 11 Natural -Open Brush A .45 .01 B Agricultural- Grapes A * .03 .09 .01 .13 B .03 Grassland A .10 B .15 .46 .23 Disturbed, Vacant A .36 .30 .31 .14 .23 .40 .11 .24 .10 .06 Land B .01 .01 .02 .04 .10 .06 .11 .21 .05 Parks, Playfields A * .01 .02 .03 .01 .04 B * * .15 .03 Low Density Homes A .06 .08 .09 .01 .03 .01 (1- 2 /ac.) B * * .03 .02 * Single Family Tracts A .03 .44 .61 .32 .51 .36 .25 .18 .14 ... B .03 .01 .15 .02 .11 .22 .03 .55 Apartments A .02 .03 .03 B .06 .07 Mobile Home Parks A .01 .02 .05 .04 B .04 Commercial, Office, A * .10 .01 .08 .07 .02 .01 .12 * .02 School, Medical B * .05 .04 .09 .07 Industrial A .05 .02 .10 .01 .05 .02 .12 .19 B .02 .04 .03 .15 .01 Subbasin F 0.43 0.38 0.42 0.30 0.39 0.39 0.33 0.32 0.30 0.25 0.28 Subbasin RI 70.4 73.7 70.7 78.8 72.5 74.5 75.1 78.2 80.5 82.4 79.1 Subbasin Y 0.34 0.30 0.33 0.24 0.31 0.29 0.29 0.25 0.23 0.20 0.24 1 As a fraction of total subbasin area * Less t .005 11 -4 Existing Hydrologic And Hydraulic Data TABLE 11 - HYDROLOGIC PARAMETERS ASSOCIATED WITH THE VARIOUS LAND USES Col. 1 Col. 2 Col. 3 Col. 4 ,„.0 Land Use Soil Pervious Assumed Cover Pervious Composite F F e Type Area Typeb Area RIb Land Use Fractionf Ric Natural -Open Brush A 1.00 Open Brush Poor 62 62 .46 .46 B 76 76 .29 .29 Agricultural- Grapes A 1.00 Row Crop -Poor 72 72 .35 .35 B 81 81 .24 .24 Grassland A 1.00 Dryland Pasture - 49 49 .59 .59 B Fair 69 69 .37 .37 Disturbed, Vacant A 1.00 Barren 78 78 .46 .46 Land B 86 86 .18 .18 Parks, Playfields A 1.00 Turf -Fair 44 44 .63 .63 B 65 65 .42 .42 .. Low Density Homes A 0.70 Pasture Poor 58 71 .49 .36 (1- 2 /ac.) B 74 82 .32 .23 Single Family Tracts A 0.50 Landscaping 32 66 .74 .41 B 56 78 .51 .28 Apartments A 0.20 Landscaping 32 82 .74 .21 B 56 91 .51 .14 Mobile Home Parks A ' 0.25 Landscaping 32 83 .74 .24 - B 56 89 .51 .17 Commercial, Office, A 0.10 Landscaping 32 93 .74 .14 School, Medical B 56 96 .51 .10 Industrial A 0.10a Barren 78 98 .27 .05 B 86 99 .18 .03 a) From Figure E6 -b of the Hydrology Manual b) The pervious area runoff index is obtained from Figure E5 of the Hydrology Manual c) Composite RI = (Col. 1 x Col. 2) + ((1 -Col. 1) x 100) d) From Figure E6 -a of the Hydrology Manual e) F (the adjusted loss rate) = Col. 4 (1 -(0.9 x (1 -Col. 1))) -- f) Unless noted otherwise from Aerial Photos 11 -5 T - h v • I m n r•••••• ••• ••••• • i W A W 0 • I r ■ . � 4 ce � Q w � CO a z ----- r - - - -! t - - - -i F - - - -� ' to wig • z : co w - N 9 CO CO mot' N <9 l.d ) Hld3a N I SbE FIGURE 11 -3 CS' CS) LC) 1- I m 1 N intodf 11 A 1 V ss —L f ... . f .... l •... Y .... f ...• 7 •... 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FIGURE 11 -7 1111 MIA NOM VW m CS' m OM. rr 1'I - 1- r LL m CO +w... �LL V IYrr V •_•_ Y•__ Y_.. 1 7__ » 0) Z M > CO 3 r ` CD 0 J L. .., V tr O W nJ IMO 3 J O J H m - 0 own • Z - H 0) .. Q rrr CU 6. CO w et N G) CO C4 get N m N CV .-4 ..1 .4 mom (i .d Hid3 NISdS 4111111 FIGURE 11 -8 • +rrr r - N Yrr ..,. 1- • I � " W + 1 f.._ ..... "V* 1 ^ W Yld c — > v W ' U J w 0 W • • T - .. ^ to CC a H sr O CO 0 � co VINE H Q Ca N C . m Its <9 ( ld ) Hid 3a N I SVS FIGURE 11 -9 M .. • NM i I 4) law I M s., h art W 1 V m • i 4 - !L7 sow _ c4i 1- i ._. 0. Wr W 03 A - m _ • -r • N L) yy i.r CO . i 3 „ m O O z • - - -- -- .... , ,. 2 1 J O 0 F T , - 6 m H CO I GO Mr lei 1 f Ctl m 10 (S) amml 1 (IA) Hld3a NISaB ow FIGURE 11 -10 IN iii • m m ■ N L A r I A • I T� �� -• t T • H CC 0 > z y cn � m A • • + a �.. ..� • W I.L. W 0 0 rn VJ 0) L Z . fy � co •- N B CO CD N m ( ld ) Hld3d NISVa FIGURE 11 -11 • • • m 1 r'. LL I • -r r r r N VJ t) - t 1 r 3 Q I W �LL rr,, i r V Z 11 D J • - - -- T • • T • O 3 O H J 1 F- m C4 ] • T • • T • O al z H CD • . cti 5 oD cgs 0.1 cg (IA) H1d3a N I S1 • FIGURE 11 -12 INDEX RESERVOIRS 101 ADD HYDROGRAPH 101 A UPPER CACTUS BASIN B MIDDLE CACTUS BASIN C LOWER CACTUS BASIN rw D MERRIL BASIN e RESERVOIR E LINDEN BASIN A I CONVEX CHANNEL ROUTING NODE 100.01 N QS.NEt U NODE COMPUTER NODE NUMBERING NODE 100.02 C NNNNN ac O 302 m on m > 103 r 3 • 100.03 IN 104 96cfs (STREAM 5) . 200.05 NODE 300.07 • 100.04 306 109 107 • 30 1 408 • • 100.06 300.08 300.09 • 400.12 10 sr 1 or • 100.11 RIALTO CHANNEL HYDROLOGY SCHEMATIC EXISTING CONDITIONS FIGURE 11-13 ar CHAPTER 12 FEEDER DRAINS This chapter includes information on the basic data used, methods used in delineating hydrolgic units, and specific techniques used in defining the feeder drains. The feeder drains are the initial pick -up drains typically flowing south and having drainage areas less than 500 acres. Background data, design criteria, descriptions, and plan and profile presentations are contained in Volume I, Storm DrainS stems of this comprehensive storm drain plan. Separate computer output, (summary tables) for each feeder drain is attached in Appendix D. BASIC DATA Basin topographic and geometric information (Figure 12-1) used in the definition of subbasins were taken from base U.S. Geological Survey quadrangles, field reconnaissance, and through coordination with public agencies. Subbasins directly draining to major laterals or beyond the study area were omitted from Figure 12 -1. Existing drainage facilities which do not influence the feeder lines of interest are not shown. Subbasins on Figure 12 -1 are numbered with four digits. The first digit identifies the unit, the second digit is the feeder number within the unit, and the last digit represents the sequential order along that feeder. In the case of more than nine subbasins along a feeder, it was necessary to vary from this notation. These few subbasins can be identified by reference to their nearest neighbors along the feeder. Rainfall isohyetal presented in the Hydrology Manual is used to determine point rainfall depths for each subbasin (Figures 12 -2 and 12 -3). Comprehensive plans of future development obtained from the Cities of Rialto, Colton, and Fontana, as well as the County of San Bernardino (see Figure 12 -4) are used in conjunction with soils information (Figure 12 -2) Hydrology Manual to determine average representative runoff coefficients. DELINEATION OF HYDROLOGIC UNITS To facilitate the organization of the computer modeling, the entire study area is divided into areas shown as hydrologic units on Figure 12 -1. Unit boundaries are based on drainage area limits of the major laterals, Rialto Channel, or areas excluded from study. 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I %I I< '1�1■ ■■ Ii�R<: ,. ��, ... •• � �. � - �-- -- � - - .. � -- ... ��t V � �. } _ �: �- =:'I � � W � 'J N J � J a .! i... � �' 26 i ,ce - �....,�- r.�.,�,.a �.:t:o..na...= <, - .• •• ` .i' � o x m � 3�n oc� �cn = � � � ' �, I� <, f � � � �,� B ` � tr y +' , . > /,',�. .. 1 � A. . Feeder Drains excluded from study. The area draining to the City of Rialto's designed drain along Pe. • Randall Avenue between Linden and Riverside Avenue (by Wildan Associates, 1985) was not analyzed. To define the feeder lines draining to these units, the units are further divided into small subbasins. The method of sizing and locating these subbasins included the following general guidelines. it 1) Maximum drainage area of each initial subbasin of an independent flow stream is less than 10 acres; initial flow length is less than 1,000 feet. 2) Each subbasin is characterized by only one representative average land use. 3) Each subbasin is characterized by only one representative average soil type. 4) A 1,320 foot by 1,320 foot street network is assumed in areas of limited existing development, compatible with the surrounding existing development. Pit 5) The initial feeder line alignments evaluated generally followed the previous Verpet Study. Subbasins concentration points are set at the lowest points along these alignments. 4 FEEDER LINE ANALYSES The AES computer program "RATSB" is used to run separate computer models for each feeder line, starting with an initial subbasin and concluding with the last subbasin to contribute flow upstream of the last segment of feeder prior to joining a major lateral. That is, only the subbasins which are involved in determining the feeder segment pipe sizes are included in each individual feeder -line sizing run. Subbasins draining directly to laterals or beyond the study boundaries do not influence the required feeder drain sizes. Computer output summaries in the tabular format required by the Hydrology Manual for these calculations are presented in Appendix D by separate sections, one per unit. These tables summarize the concentration point nodes and characteristics of each subbasin or node -to -node conveyance process (e.g., pipe flow or street flow). The node designation for each computation process is identified by a six digit number (XXXX.XX). For an upstream node of a subbasin addition of street- flow process, the first four digits contain the subbasin number as shown on Figure 12 -1. For downstream nodes, which constitute the concentration points shown in the summary output, the first digit identifies the hydrologic unit, and the second digit identifies the feeder within the unit. The last two decimal places are used to identify the node location within the unit (Figure 12 -1). For example, 3400.05 12 -2 Pa PIN 1 1 Feeder Drains identifies node 5 in unit 3, feeder 4. Similarly, 3404.00 represents subbasin 4 in fol unit 3. The initial subbasins (less than 10 acres) were treated as "dummy" areas to start the computations, and were omitted from the subbasin and node map (Figure 12 -1). However, they appear in Appendix D as concentration point nodes with ".99" in the last two decimal places. i 1 1 f err 1 1 6 Pim 6 Pi 1 A 6 12 -3 1 CHAPTER 13 MAJOR LATERAL DRAINS This chapter includes information on the basic data and special modelling considerations used in developing the hydrology and hydraulics for the major lateral lines. The major lateral drains are the trunk lines which connect the discharges of the feeder lines to the Rialto Channel proper. These drains typically follow alignments major transportation routes. Volume I, Storm Drain Systems, presents background information, design criteria, plans, profiles, ^ and descriptions of major lateral drains. Volume IV contains the individual computer output files for each concentration point used in the analysis of the major lateral drains. BASIC DATA Basic topographic and geometric information (Figure 13 -1) used in the definition of subbasins were taken from base U. S. Geological Survey quadrangles, field reconnaissance, and through coordination with public agencies. Rainfall isohyetal mapping presented in the Hydrology Manual is used to determine point rainfall depths for each subbasin (Figures 12 -2 and 12 -3). Comprehensive plans of future development obtained from the Cities of Rialto, Colton, and Fontana, as well as the County of San Bernardino (See Figure 12-4), are used in conjunction with soils information (Figure 12 -2) presented in the Hydrology Manual to determine loss rate parameters. Weighted averages for these values are determined for all subbasins based on multiple land uses and soil types within each subbasin. Table 13 -1 gives a summary of loss parameter determinations. SPECIAL MODELLING CONSIDERATIONS Depth -Area Reduction Depth -area reduction curves, presented in the Hydrology Manual, are used to refine the point rainfall intensities for the appropriate spatial extent of the storm. For each concentration point considered, a separate computer run was made and appropriate depth- area - reduction factors were inputted based on the cumulative drainage area for the concentration point. 13 -1 --■ , r , .."7 . . -‹ ' 40 as` la CO 3 ' ($) yr. CC ••••••1 CO CO 0 •- ow , Q A . (I) 0. . , LU M 4 1 ,. , I- 0 2 i 41%, _, . „.. ,, w 4 0 > 0 (CZ - 0 • "I. CC CC ajr", ). 0 0 i N i ' 4.45%.,... a,..„ ' , - z O 0 0 41'. 0 b (.) 111 Z I i Z 0 a■ 55 0 I II 111, '' ' LI CC 0 U. 0 LU Z 00 .0 ‘C ■I C.) 1.. 1 -1 !! b To,. -", , CO - 0 z > O 4 -I OCA ci 11 Z t CCI i . ' ift CC ILI i II 2 ii ' *4 4,, ,_ " ' - 'Y - ., ,_ -- - u. (7 1-- il ›- M I <3" "<* X ( u3 (6 1 zz 5 1= o 4 ix -J .7 f ii 7 ,_•".. : -1 4 \ " w' ... l'..`.• .' Zwg-c0 (2 1111.7 1....- i f*, , Z01/11/101.11-100 5 -I -I .II.- 0 U.1 . (0 CC 1 o i i ' 6 1- b i \1 : . ' CO M 1 v. . . . . j f*4 1., I f- ) U. _ Nr - 1 L i 1"' - • LA i • ' N .. . * c CD ! < ?) il f,..... -..-.. 1."" i to .-, to .„tt,„.. \I i -, s • _ • i c‘, . ,_ -J ,- 0: 4:' L=21,700' 4—LCA=9,600' '-' ' -... c\I i •■•••• ,..... ..... i : .tor, • - .... • . T o ; 1 ., N.:' No i 1 '" , i ) i i i 1, ! i . co . 'la • I , 0 • ! 0 . . i I • 1 i 1 i • ::-: : Li *-. - - N ;„ ,, ... .1 . a 1-- S . „„' Art 13 1 -..., ,.. '' 1 o 0 - . • , . 0 ! i 1 i - , : ,,, i co ,_,, i i CI ri 2 i , 1 ' ' " ! ,,,,, : 11 N - < LO e ,. ' 6 CO i CO I - 0 '4' 1 _t ■ ... 9 - - ' -41—LCA=3 900 ' ..-.. ........ • " . L=11,900 i . • - „,,,,. . , , 1 1,..... _ 1,1 1 unjwigj it i 11 ,I I I, I I I I I I I II r 1 1 ' ..i I "UMW -.. c b,--, ..... r ....,... , ..... ......., .i, • a ■••• ' - a 0 • • V V • ll ii 1 V . i N 0 0! I i 2 to 0 0 LO i -, _4/0 $ '-, 1 j 0 1 ......• 7 - -- ,••••- i ,-- • - r- pi 11 0 , --I MI I , , L=9000' .T - 1 i .) ! r) , .1 • 0 i •••■•••• \ I z 0 12, ' 4 1 ,.. t 1 • - . r cry: i • . i co i . i 0 a - a - CO ; a t t: l'i I • o _ a --. - ; i . . •- OD ! N• ll It j CO (7 OS j i 7... a ,_ • , eti i •• 6 al i ,- ii < LI Z.: ■ CO ..-10 , ■* '-'!.. Wk.. -i 1.6 -J • • I ' ''' •-• v.. : , c! i a -0 vifc,. 0..) ' 1 P 9., . ..1-., co s_____i i t. o! - .--. 0 - .. 1- it2 - ...:ii ( -0 - ,....._. I 0, . ,-. ,\.' i \> • Nzt i t ...4- - .1 . • C\ J i ' LCA=3,5 - 0 i • . .. 10 „.., I . a o 59! ..: - . " ';'..1 I... „ i l 0 'W/ imumumi ime. i ▪ *co Ou 2 - t..1 in .... ,- . ,. • , i . ''' ....I . ' ' .'. i : 1=10 k ."... ,300' N i tz.,,. e I ; ....,,.....„ „ L 1.1.1 11•1 - ....viz • e i 0 ._. ,, i .0* 11 1- • LO 1- ! •-• 1 • . ” tt i" i _ _!°' I • 11 i " i P i - A t . in : i 0 • o i 01 i • y. a 1.0 - tf) ■ 0 -_,.., ' e- 1 • 1 o • i it ,,..., a - kr) 0, 1 r ..... 2 .0.,... 1 - Illomestril /0 i Lt) g i liso o i lib N 'i 110 Cil a i E . - • i() c s 4 i . ' a) i <o =" ".: 0 i 0. ,..,-- I (N o 0 0_ _no ..._. • ,.. • - i 7 . - IlustateY truarronalamma I -J iri ....., , i . ...•1.1 - 1...I.■ ,. .1., 1 . MIIIIIIIIIIIIIIINIMIIIIII•1•11 1 I It, i ''' I. NI' 0 I 0) L=8,810' cNi ii el i , 0 • " T , • - 0 • • II) .. 0 • _ 1- w , i .04- - - 0 . .--co ! CO te ' (..0 Ilualjaimeal,,° •- 0 Oa 1 g!!. -.1. 11 0 ,, ..... -4 • .,- • ,,.... < ei •-: : LCA= ,--ji < 0 0 r.- • (..) 11 U 1 L 9,000 1 .0- 2,6O0' tri ..1 ...1 A= • I I' ! . . • 1 ... I 1/1 /1.1111/1/1 MI MI • ■•111111111111/ 1-• 1 , .0.....m.. "'SI' ull la s o) CO ...-. •-• a - r.- 0 i 0 co .-. T 1 0 , 7,ii• • T .. ,_ , 1 i 2 0 : - i ....... • l'* r : i • ,.:: CC) .0 i • i .. N i - ye . 1 o - o i, II CD ! L=11,500' 1.4*--.- LC A = 4,400' v- s -, imm.1121" 1 „,...,*,..... 1 nlikk 4 torr 1 , .., ... Si -* 1 0 • !. .. 1 • i ,-- \ 1 0 .cc 03 0 : 4, . 6 -I ei i i • ,- lit.4 •- 1 .! • - 4 4 , II pee i 0 a _1 . a , (1) ",• , _ ^ --:4, E I, i • q, ..■ i 1 ..._ 0 i r VI 1 = 1 j II , l . ' 7 • i < t■ ..- • • I ° , I.PA : , i , , . a . 4-- -.--, „" +,.. , , . kw .; ! -I L� 20 400 -.- ,.. . . .._. i (") -, ,. ......- "......---...,...-_,_ ' • ! - *- -- , ec , 0 , • - 1-- , L iil . 1 „ i - - .,,, / = 1 3.060 ' ' ° .0 ! ,, ‘ - it mist 1 • ' • g•-• 1 - : , : 1 , I 1 . 4 • I i ...- - i • i_ h .. cl • , ,.1,' i ! . , ., I , . , , ' Ipi./.4:1 ■ , ;I• ,K, % , i 1 1 1 1 i 1 1 6 2 ,,, • L..,. x \, A ''. f, I • •0••■•;;„ -4 , • ., • •-• 1 , N.. ■ il • / ,14 ' , '4'..''''''' •e ; • , • , .• ,1,, - :,•r- „--: .= ••• 1: •, 4k• ,,, 4" : , Pm 6 at TABLE 13 -1 P" SUMMARY OF LOSS RATES ill Runoff Indices :Y 6 Runoff Indices presented by land use. Numbers are based on Fig. E -5 Runoff Index Numbers for Pervious Areas of the San Bernardino County Hydrology Manual. P* 6 Pervious Soil Type Land Use Land Covers Portion A B C D Am 6 All Land Uses Landscaping 1.0 32 56 69 75 PR P Subbasin Component Parameters N Fractions Impervious, A(i), are based on Fig. E -6b Actual Impervious Cover for L Developed Areas of the San Bernardino County Hydrology Manual. P. L Area Soil Pervious Fraction Basin Land Use Fraction Type Runoff Index Imperv., A(i) n iimi 1101 Commercial .14 A 32 .90 p ,,, Residential .65 A 32 .5 ire Industrial .21 A 32 .90 r•+ 1102 Industrial .26 A 32 .90 ill Residential .68 A 32 .50 I1. Industrial .06 A . 32 .80 M 1201 Commercial 1.00 A 32 .90 um 1202 Industrial .67 A 32 .90 ii Lt. Industrial .09 A 32 .80 Residential .24 A 32 .50 6 13 -2 6 lal Rio ilit Major Lateral Drains taw TABLE 13 -1 (Continued) - SUMMARY OF LOSS RATES al vim Area Soil Pervious Fraction iii Basin Land Use Fraction Type Runoff Index Imperv., A(i) to la 1203 Residential .78 A 32 .50 Residential .10 B 56 .50 Park .12 A 32 .10 OM a ill 3301 Lt. Industrial .63 A 32 .80 Residential .37 A 32 .50 moo 3302 Lt. Industrial 1.0 A 32 .80 r iiii 3303 Lt. Industrial .92 A 32 .80 Park .03 B 56 .10 •.a Park .02 A 32 .10 Ili Residential .03 A 32 .50 ro iii 4401 Residential .95 A 32 .50 Residential(6 -14) .05 A 32 .65 mil II 4402 Residential 1.0 A 32 .50 on ill 4403 Commercial .06 A 32 .90 Residential .92 A 32 .50 Park .02 A 32 .10 1 5501 Commercial .26 A 32 .90 Apartment .11 A 32 .80 ax Residential .50 A 32 .50 lat Residential(6 -14) .06 A 32 .65 Park .04 A 32 .10 r Public .03 A 32 .70 ili P 1610 Pm 13 -3 1 ar it ill illi iiii Major Lateral Drains TABLE 13 -1 (Continued) ii so SUMMARY OF LOSS RATES if r• Area Soil Pervious Fraction iiir Eisin Land Use Fraction Type Runoff Index Imperv., A(i) ilk 5502 Commercial .16 A 32 .90 Public .04 A 32 .70 Mobile Home .07 A 32 .75 Aim Residential(6 -21) .14 A 32 IIIII Residential .59 A 32 .50 oft 5503 Commercial .64 A 32 .90 iuA Residential(6 -21) .10 A 32 .65 Residential .26 A 32 .50 r lit . 6101 Commercial .20 A 32 .90 Residential .65 A 32 .50 f'"'' Park .04 A 32 .10 iris Apartment .11 A 32 .80 IP- iiii 6102 Residential .95 A 32 .50 Mobile Home .07 A 32 .75 r iii ilit Pio 1 • ,ei. ime rs 1 13 -4 iiri r- i err P it 01 is Major Lateral Drains TABLE 13 -1 (Continued) 0 SUMMARY OF LOSS RATES illi it Final Loss Rate Parameters o. pervious Area Infiltration Rate [F(p)] from Fig. E -6a Infiltration Rate for Pervious Areas versus lit Runoff Index Numbers from the San Bernardino County Hydrology Manual. Runoff indices for each component of a subbasin were calculated and the weighted average was '^ determined based on area fractions. go. RI = 100[A(i)] + Pervious Runoff Index X [1.0 - A(i)] lit F = F(p)[1.0 - 0.9 X A(i)] r Y = 1.0 - P /(P 1000 /RI -10.0) II f"" Adjusted 24 -Hour Low Loss jnt Loss Rate Rainfall Percentage Subbasin RI Frequency F P Y r. I ns 1101 75 25 .32 8.1 .29 r 100 10.5 .24 1102 74 25 .33 7.4 .32 r 100 9.7 .27 it 1201 93 100 .14 9.7 .07 r „ 1202 86 100 .21 9.3 .15 it 1203 80 100 .27 9.0 .22 se 3301 79 25 .28 7.0 .28 EV 100 9.2 .22 3302 86 25 .21 6.8 .19 Pa 100 9.1 .15 3303 84 25 .23 6.8 .22 100 9.1 .17 W 13 -5 ill P" he PM r lit Major Lateral Drains "°a TABLE 13 -1 (Continued) illi on SUMMARY OF LOSS RATES iiii pi if Adjusted 24 -Hour Low Loss Loss Rate Rainfall Percentage Subbasin RI Frequency F P Y 0. iiiii' 4401 67 25 .40 6.7 .42 . 100 8.8 .36 Bit 4402 66 25 .41 6.6 .44 100 8.6 .37 ow ill 4403 67 25 .40 6.4 .43 100 8.4 .37 rs ill 5501 75 100 .32 8.6 .28 5502 73 100 .34 8.4 .31 ist 5503 84 100 .23 8.1 .19 6101 73 25 .34 6.5 .36 """ 100 8.5 .30 ir 6102 67 25 .40 6.3 .44 r • 100 8.2 .38 ille 6103 67 25 .41 5.9 .47 100 7.6 .40 pm 1 air r • r■ lir P ill 13 -6 ill it lio Major Lateral Drains Lag Times "di The methodology for determining lag times in the Unit Hydrograph Method presented in the Hydrology Manual may give unreasonable values for small, highly urbanized subbasins. In conversations with Robert Corchero, Assistant Chief of the Water Resources Division, San Bernardino County, a method of adjusting the basin roughness value (n) to define an appropriate lag time was developed. Time of concentration values [T(c)j generated in the Rational Method analyses were transferred to the appropriate Unit Hydrograph Method subbasins. From the empirical relation for lag time, roughness values were determined which would equate the lag time to eight- tenths of the time of concentration. Table 13 -2 presents a summary of this analysis. fan hi Mm IOW n•- r ~ Tr. 13 -7 Imo w im OW tit '0 Major Lateral Drains Illl !** TABLE 13 -2 a OM DETERMINATIONS OF BASIN ROUGHNESS VALUES ,w Sub -Basin L L(ca) Delta H T(c) - (feet) (feet) (feet) (min.) n is "" 1101 12,000 5,400 309 20.77 .0213 1102 21,700 9,600 . 415 31.26 .0914 A ,, 1201 6,900 3,900 141 30.08 .0412 1202 11,900 3,900 176 33.32 .0349 * 1203 6,900 2,400 115 - .025* 3301 9,000 5,200 121 36.69 .0376 3302 7,750 3,900 120 29.29 .0364 3303 10,500 5,800 140 34.54 .0320 0 "' 4401 6,500 3,850 81 32.38 .0415 4402 7,500 4,550 96 28.48 .0326 4403 10,300 3,400 119 31.99 .0356 5501 8,900 5,300 103 43.02 .0428 5502 9,500 6,300 88 31.34 .0273 5503 8,700 5,950 85 29.45 .0274 A l 6101 9,000 2,600 63 38.90 .0459 6102 8,800 5,700 71 39.34 .0357 6103 11,500 4,800 75 34.14 .0287 *Value directly estimated. L = Length of longest watercourse within sub - basin. L(ca) = Length along longest watercourse to point perpendicular to the centroid of sub - basin. Delta H = Change in elevation from top and bottom of longest watercourse. T(c) = Time of Concentration. Values based on rational analysis used in Feeder Drains, Future Hydrology Report, April 1986. it n = Basin Roughness Value. l 13 -8 L L IMP Pft CHAPTER 14 RIALTO CHANNEL INTRODUCTION it This chapter presents information on the basic data and special study considerations used in developing the hydrology and hydraulics for the Rialto Channel. The Rialto Channel is the single major regional drainage outlet for the study area and the full watershed eventually contributes to it. The Rialto Channel system (Line A series) begins with the five planned Cactus Basins which drain to an open channel from Etiwanda Avenue downstream to the outlet at the Santa Ana River. Volume I, Storm Drain Systems, presents background information, design criteria, plans, profiles, and a description of the drainage system. Computer printouts of the hydrologic models at each concentration point along the Rialto Channel are presented in Volumes V and VI. it BASIC DATA Basic topographic and geometric information (Figure 13 -1) used in the definition of subbasins were taken from base U.S. Geological Survey quadrangles, field reconnaissance, and through coordination with public agencies. t Rainfall isohyetal mapping presented in the Hydrology Manual was used to determine point rainfall depths for each subbasin (Figures 12 -2 and 12 -3). lsr, Comprehensive plans of future development obtained from the Cities of Rialto, Colton, and Fontana, as well as the County of San Bernardino, (see Figure 12-4) are used in conjunction with soils information (Figure 12 -2) presented in the Hydrology Manual to determine loss rate parameters. Weighted averages for these iir values are determined for all subbasins based on multiple land uses and soil types within each subbasin. Table 14 -1 gives a summary of loss rate parameter determinations. rr r.. 14 -1 1`r ill. r. iii r— ito TABLE 14 -1 00 SUMMARY OF LOSS RATES law Runoff Indices lilit Runoff Indices presented by land use. Numbers are based on Fig. E -5 Runoff Index Numbers for `" Pervious Areas of the San. Bernardino County Hydrology Manual. km Pervious Soil Type "'� Land Use Land Covers Portion A B C D Ire — All Land Uses Landscaping 1.0 32 56 69 75 rr Subbasin Component Parameters r" Fractions Impervious, A(i), are based on Fig. E -6b Actual Impervious Cover for lr Developed Areas of the San Bernardino County Hydrology Manual. '� Area Soil Pervious Fraction lit Basi Land Use Fraction Type Runoff Index Imperv., A(i) p" 1101 Commercial .14 A 32 .90 Residential .65 A 32 .50 Industrial .21 A 32 .90 e fail 1102 Industrial .26 A 32 .90 Residential .68 A 32 .50 Ir. Industrial .06 A 32 .80 it w•+ 1201 Commercial 1.00 A 32 .90 hi 1202 Industrial .67 A 32 .90 Lt. Industrial .09 A 32 .80 o Residential .24 A 32 .50 taro be pft l rr *• 14 -2 rt SP* • I.wt llrr oft to Table 14 -1 (Continued) r... ill SUMMARY OF LOSS RATES so Or Area Soil Pervious Fraction Basin Land Use Fraction Type Runoff Index Imperv., A(i) piim it "' 1203 Residential .78 A 32 .50 Residential .10 B 56 .50 0 * Park .12 A 32 .10 ar 3301 Lt. Industrial .63 A 32 .80 Residential .37 A 32 .50 0- 3302 Lt. Industrial 1.0 A 32 .80 In• 3303 Lt. Industrial .92 A 32 .80 r" Park .03 B 56 .10 i Park .02 A 32 .10 Residential .03 A 32 .50 0. tar 4401 Residential .95 A 32 .50 Residential(6 -14) .05 A 32 .65 4402 Residential 1.0 A 32 .50 r- iy 4403 Commercial .06 A 32 .90 Residential .92 A 32 .50 r ., Park .02 A 32 .10 5501 Commercial .26 A 32 .90 *" Apartment .11 A 32 .80 lig Residential .50 A 32 .50 Residential(6 -14) .06 A 32 .65 Park .04 A 32 .10 ?"' Public .03 A 32 .70 60 e^ iiii Pon 1110 P.* lirr ita Table 14 -1 (Continued) lot SUMMARY OF LOSS RATES Pon le Area Soil Pervious Fraction Basin Land Use Fraction Type Runoff Index Imperv., A(i) it 5502 Commercial .16 A 32 .90 Public .04 A 32 .70 '"- Mobile Home .07 A 32 .75 j Residential(6 -21) .14 A 32 .65 Residential .59 A 32 .50 tit 5503 Commercial .64 A 32 .90 Residential(6 -21) .10 A 32 .65 .. Residential .26 A 32 .50 it 5604 Park .30 A 32 .10 r" Residential .19 A 32 .50 lio Residential(6 -21) .45 A 32 .65 Industrial .06 A 32 .90 in( 6101 Commercial .20 A 32 .90 Residential .65 A 32 .50 Y' Park .04 A 32 .10 ilio Apartment .11 A 32 .80 I" 6102 Residential .95 A 32 .50 ir.r Mobile Home .07 A 32 .75 r + 6201 Commercial .14 A 32 .90 Residential .46 A 32 .50 Residential(15 -24) .14 A 32 .70 ^ Industrial .07 A 32 .90 b1 Mobile Home .09 A 32 .75 Mobile Home .01 B 56 .75 lit imp r bil "' 14 -4 lig r imo PR iiiii Pat iii Table 14 -1 (Continued) SUMMARY OF LOSS RATES . it* Area Soil Pervious Fraction Basin Land Use Fraction Type Runoff Index Imperv., A(i) lilt 6202 Residential(15 -24) .02 A 32 .70 '" Mobile Home .02 A 32. .75 iiii Industrial .08 A 32 .90 Commercial .25 A 32 .90 r- , Commercial .05 B 56 .90 Residential .56 A 32 .50 6i Residential .04 B 56 .50 iss 6401 Residential .72 A 32 .50 Residential .12 B 56 .50 Industrial .16 A 32 .90 7101 Commercial .37 A 32 .90 ,. Commercial .04 B 56 .90 Park .04 A 32 .10 ibe Residential(6 -21) .19 A 32 .65 Residential .27 A 32 .50 t"" Residential .05 B 56 .50 iri Mobile Home .04 A 32 .75 r 8101 Commercial .06 A 32 .90 list Commercial .31 B 56 .90 Park .01 A 32 .10 p .. Park .05 B 32 .10 ito Residential(6 -21) .03 A 32 .65 Residential(6 -21) .13 B 32 .65 Residential .21 A 32 .50 s"' Residential .15 B 56 .50 ill Mobile Home .02 A 32 .75 Mobile Home .03 B 32 .75 it 9101 Industrial .38 A 32 .90 Industrial .62 B 56 .90 g ito P ill P. 14 -5 lisi r- big OM be Table 14 -1 (Continued) aap WO SUMMARY OF LOSS RATES app aut Final Loss Rate Parameters pervious Area Infiltration Rate [F(p)] from Fig. E -6a Infiltration Rate for Pervious Areas versus •- Runoff Index Numbers from the San Bernardino County Hydrology Manual. iv Runoff indices for each component of a subbasin were calculated and the weighted average was p. determined based on area fractions. aw RI = 100[A(i)] + Pervious Runoff Index X [1.0 - A(i)] F = F(p)[1.0 - 0.9 X A(i)] 1r Y = 1.0 - P / (P + - 10.0) p. tar Adjusted 24 -Hour Low Loss a. Loss Rate Rainfall Percentage kw Subbasin RI Frequency F P Y 1101 75 25 .32 8.1 .29 IOW 100 10.5 .24 a^ 1102 74 25 .33 7.4 .32 kw 100 9.7 .27 a- 1201 93 100 .14 9.7 .07 it 1202 86 100 .21 9.3 .15 40'4 • 1203 80 100 .27 9.0 .22 Ws - 3301 79 25 .28 7.0 .28 100 9.2 .22 paa tai 3302 86 25 .21 6.8 .19 100 9.1 .15 api 3303 84 25 .23 6.8 .22 Ow 100 9.1 .17 . 4401 67 25 .40 6.7 .42 100 8.8 .36 kw aa two a. 14 -6 1r kw pop itti Ile Table 14 -1 (Continued) i nt SUMMARY OF LOSS RATES tr Adjusted 24 -Hour Low Loss Loss Rate Rainfall Percentage Subbasin RI Frequency F P Y ire 4402 66 25 .41 6.6 .44 '"'" 100 8.6 .37 IN 4403 67 25 .40 6.4 .43 100 8.4 .37 • 5501 75 100 .32 8.6 .28 pao 5502 73 100 .34 8.4 .31 5503 84 100 .23 8.1 .19 pa" 5604 64 100 .43 8.1 .41 ire 6101 73 25 .34 6.5 .36 100 8.5 .30 he 6102 67 25 .40 6.3 .44 100 8.2 .38 poa kw 6103 67 25 .41 5.9 .47 100 7.6 .40 a- 6201 69 100 .28 8.5 .35 irr 6202 79 100 .30 7.5 .26 r 6401 72 100 .35 7.7 .34 it 7101 79 100 .28 7.5 .26 Pao III 8101 82 100 .24 6.7 .25 Pa 9101 95 100 .12 6.0 .08 liil OP iii t^ i . No " 14 -7 ill 6r art tio Rialto Channel Pio SPECIAL STUDY CONSIDERATIONS .• Depth -Area Reduction Depth -area- reduction curves, presented in the Hydrology Manual, are used to refine the point rainfall intensities for the appropriate spatial extent of the storm. For each concentration point considered, a separate computer run was made and appropriate depth- area - reduction factors were inputted based on the cumulative oft drainage area for the concentration point. Lag Times The methodology for determining lag times in the Unit Hydrograph Method ,.. presented in the Hydrology Manual may give unreasonable values for small, highly urbanized subbasins. In conversations with Robert Corchero, Assistant Chief of the Water Resources Division, San Bernardino County, a method of adjusting the basin roughness vale (n) to define an appropriate lag time was developed. Time of concentration values (T(c)) generated in the Rational Method analyses were transferred to the appropriate Unit Hydrograph Method subbasin. From the empirical relation for lag time, basin roughness values were determined which would equate the lag time to eight tenths of the time of concentration. Table 14 -2 presents a summary of this analysis. Detention Systems The definition of the detention system was an iterative process involving design constraints, hydraulic calculations, and multiple hydrologic computer runs. The 1r detention systems presented represent detention facility systems tuned to operate efficiently. �rr ItlP tio iro 14 -8 it it POI err oft ow TABLE 14 -2 1 ,.,, DETERMINATION OF BASIN ROUGHNESS VALUES Ili Sub -Basin L L(ca) Delta H T(c) - .. (feet) (feet) (feet) (min.) n rr 1101 12.000 5,400 309 20.77 .0213 """ 1102 21,700 9,600 415 31.26 .0194 am 1201 6,900 3,900 141 30.08 .0412 1202 11,900 3,900 176 33.32 .0349 1203 6,900 2,400 115 - .025* err 3301 9,000 5,200 121 36.69 .0376 3302 7,750 3,900 120 29.29 .0364 w 3303 10,500 5,800 140 34.54 .0320 4401 6,500 3,850 81 32.38 .0415 `" 4402 7,500 4,550 96 28.48 .0326 L• 4403 10,300 3,400 119 31.99 .0356 5501 8,900 5,300 103 43.02 .0428 5502 9,500 6,300 88 31.34 .0273 it 5503 8,700 5,950 85 29.45 .0274 •., 5604 3,300 1,950 34 - .025 1 " ' 6101 9,000 2,600 63 38.90 .0459 6102 8,800 5,700 71 39.34 .0357 6103 11,500 4,800 75 34.14 .0287 it 6201 11,500 7,000 93 33.10 .0250 ,," 6202 20,400 • 8,000 140 46.70 .0260 is 6401 9,100 3,000 85 33.10 .0330 •., 7101 11,900 6,500 147 35.10 .0290 8101 13,300 6,100 135 44.10 .0350 lig 9101 13,000 6,500 195 36.70 .0310 ol" *Value directly estimated. ew L = Length of longest watercourse within sub - basin. ow L(ca) = Length along longest watercourse to point perpendicular to the iv centroid of sub - basin. it no 14 -9 ii Mom fir. tar Table 14 -2 (Continued) DETERMINATION OF BASIN ROUGHNESS VALUES Delta H = Change in elevation from top and bottom of longest watercourse. T(c) = Time of Concentration. Values based on rational analysis used in Feeder Drains, Future Hydrology Report, April 1986. IPOO Irr n = Basin Roughness Value. i.. be it r-- it r le .0 14 -10 A �o Rialto Channel BASIN OUTFLOW RATING CURVES For Cactus Basins A and B, with steep slope pipe culverts, the head - discharge relationship is generated by: ""n 1) Conditions when the inlet is not submerged or the inlet has been sir submerged but with head - diameter ratio (H /D) less than 1.2; the outflow will be controlled by critical depth at the inlet and is calculated by using Figure 2 -16 in Open Channel Flow by F. M. Henderson. H is the water head measured from the water surface to the bottom of the culvert opening. D is the diameter of the culvert. 2) Conditions when the inlet is submerged with H/D value larger than 1.2; the outflow is calculated by using the orifice equation: Q= C * A *[ 2g *(H -D /2)] v where C is the discharge coefficient and a value of 0.62 is used; A is the culvert cross- section area; and H is the upstream water surface depth above the orifice. ,., For Cactus Basins C, D. and E with box culverts on steep slopes, the outflow rating curve is generated by: law 1) Conditions when the inlet is not submerged or the submerged inlet but with H/D value less than 1.2, the critical flows will occur in the region of the inlet. The discharge is calculated by using the following equation: (adapted from Design of Small Dams by the U.S. Bureau of Reclamation) Q = W * g 1/2 * (H/1 ii. where W is the width of the box culvert. • 2) For conditions when the inlet is submerged and the H/D value is larger than 1.2, the following orifice equation is used to calculate the outflow: Q= C * W * D* (2g * H)"2 where C is the discharge coefficient and is obtained from Figure 296 in Desi n of Small Dams by the Bureau of Reclamations and D is the height of to ox. 1 1r 14 -11 } S err Rialto Channel For each of the Cactus Basins, plots of depth vs. outfall and depth vs. storage are presented in Figures 14 -1 through 14 -10. The hydraulic operation of the Merrill ... and Linden Basins have no planned modifications. Refer to Chapter 11, "Existing Hydrologic and Hydraulic Data" for information on the Merrill and Linden Basins. • all Y.r r Yr. r ■- 14 -12 imp 1 io ili Irm IS) iir rm 1n T J • i J L J.. J L CM ism • 1- ill 0. 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I 0 CO Q (0 e IX A 3 lit W z ' CCI m.4 LLB 1i 3 CO No D iii J IL c...) !PR . f -7 illit � H m so F - - - -1 F 1 F -- -I - m {r iir Z to 14 H ..L 0) . ki - iir • Pa 1 1 1 0 oa CD . 1 - cW a oo t4 d- cJ m 04 iii • ( 1333) H1d3a NI3VS WO iii FIGURE 14 -8 Pi. i lit Iluit Ile i P. CO ilIrt A. it I 1 1- v. 1 W T - - -- --- T---- T - - - -• 1 1 1 I (� ' �yy W S ILO I P. W CO Ct Y P. 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'o 1 1 40 1 a s ow. 0 •.+ to \ I 1 1 In I co 1 I CO 1 • 0 C4 -- I-1 0 1 I I • I • 1 I • I x o .3 illIF ; 1 O A U •.1 I 1 I N I .•1 1 I .-1 1 Z a m.+4 o 0 o m> -w aaz4ww In In o H 01•• W W M a s N CO Cl. z Z w a d 4 4 0 WI II II 5 w a Q N a U a 4 • W I I I I 1 1 1 14 - - 0 •- > a 1 1 1 •1 1 ••1 1 1 1 0 U On 0 0 0 10 >4 1 1 1 1 1 1 1 0 A 1 0 >4 1 1 1 1 1 1 I E • 11 1 iiii 4 w a w 1 1 1 1 1 1 1 wz 1-1 01 1 1 1 .-I I i I I 1 ••1 n yN a 0 a 0>I 1 1 1 1 1 I I w- 0 m E 1 1 1 1 1 1 1 Of I MI •• E ••. of N Za O, E *O 01 E 11 4 4 W 0 co a CO • N N CO lit 1 a N CO w H E- • z '4 4 � E ao • c U >I C4 0 U1 00 0 H w + c sr n. t AA .i 0 0 Z E .V ._, O • W Z w 3 a alle E 0 U N • 0 0 • 67 W a z 0 O .•1 >J 0 o a a w W 11 O 0 r + s ,e + 400 I I + + tat 1 [ 1 t 1 t ( 1 [ 1 t 1 r I I 1 1-.l i t - [. 1 E E l 11 r [ I r 1 1 STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDROLICS STUDY 1 CALCULATED BY: DMH UNIT 5, FEEDER 1 1 DATE: 12 -23 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.97;INTENSITY SLOPE _ .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E ) CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - - -- ---- -- -- - - -- - - -- ---- - - -- - - -- - - -- .0050 1000 18.0 INITIAL SUBAREA 5200.99 1 5 5.0 2.00 .693 6.9 - - -- - - -- - - -- 18.0 - - -- - - -- - - -- - - -- 6.9 .0148 street 6.1 3250 10.8 *Qavg= 48.0cfs 40.ft STREET Dn =0.59 W= 20.0 flow to PT.# X- fall = 0.02000 5200.04 1 5 83.0 1.51 .641 80.3 - - -- - - -- - - -- 28.7 - - -- - - -- - - -- - - -- 87.2 .0200 D= 36." 14.8 1500 1.7 n =.0130 Dn= 2.3 5200.05 1 5 14.0 1.46 .634 12.9 - - -- - - -- - - -- 30.4 - - -- - - -- - - -- - - -- 100.1 .0156 D= 39." 13.8 1350 1.6 n =.0130 Dn= 2.7 - - -- -- -- - - -- - - -- - - -- - - -- - - -- 5200.06 102.0 1.46 100.1 32.1 Stream Summary *DEVE .E.1T TYPES:1= COM,2= APT, 3= MH, 4= COND0,5 =SF(1 /4- AC),6 =SF(1 /2 -AC) SOIL TYPES:1= A,2 =B,3 =C,4 =D,* *7 =SF,L .C),8= SF(2.5 - AC),9 =UNDEV(POOR COV),10 =UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* • F. STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY 1 CALCULATED BY: ARD UNIT 5, FEEDER 4 1 DATE: 04 -04 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.97;INTENSITY SLOPE = .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E ) CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - --- - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- .0060 1000 15.8 INITIAL SUBAREA 5400.99 1 4 5.0 2.16 .748 8.1 - - -- - - -- - - -- 15.8 - - -- - - -- - - -- - - -- 8.1 .0139 street 6.4 3100 10.1 *Qavg= 56.6cfs 40.ft STREET Dn =0.63 W= 20.0 flow to PT.# X- fall =0.02000 5400.10 1 4 82.0 1.60 .713 93.6 - - -- - - -- - - -- 26.0 - - -- - - -- - - -- - - -- 101.7 .0167 D= 39." 14.3 1500 1.8 n =.0130 Dn= 2.6 5400.11 1 1 45.0 1.54 .809 56.1 - - -- - - -- - - -- 27.7 - - -- - - -- - - -- - - -- 157.8 .0164 D= 48." 16.1 1400 1.4 n =.0130 Dn= 2.9 - - -- ---- - - -- - - -- -- -- - - -- - - -- 5400.12 132.0 1.54 157.8 29.2 Stream Summary • - - -- - --- - - -- - - -- - - -- - --- - - -- *DEVEL)PMENT TYPES:1= COM,2= APT, 3= MH, 4= COND0,5= SF(1 /4- AC),6= SF(1 /2 -AC) SOIL TYPES:1 =A,2= B,3= C,4 =D,* *7 =SF(1- AC),8= SF(2.5- AC),9= UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* + -+ + -+ ( 1 t 1 i . ) ( l r l C 1 [ ! 1 [ ) € ! L I Ili 11 f! ( 1 1 1 f3 STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY 1 CALCULATED BY: ARD UNIT 5, FEEDER 5 DATE: 04 -04 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.97;INTENSITY SLOPE = .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E) CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - --- - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- - --- - --- - - -- ---- - - -- - - -- - - -- .0280 1000 9.8 INITIAL SUBAREA 5500.99 1 1 5.0 2.87 .828 11.9 - - -- - - -- - - -- 9.8 - - -- - - -- 11.9 .0034 street 4.2 2350 11.7 *Qavg= 55.7cfs 40.ft STREET Dn =0.76 W= 20.0 flow to PT.# X -fall= 0.02000 5500.13 1 1 57.0 1.80 .815 83.4 - - -- - - -- - - -- 21.5 - - -- - - -- - - -- - - -- 95.3 .0160 D= 39." 13.9 1500 1.8 n =.0130 Dn= 2.5 5500.14 1 5 46.5 1.71 .666 53.0 - - -- - - -- - - -- 23.3 - - -- - - -- - - -- - - -- 148.3 .0154 D= 48." 15.5 1300 1.4 n =.0130 Dn= 2.8 - - -- - --- - - -- - - -- - - -- - - -- - - -- 5500.15 108.5 1.71 148.3 24.7 Stream Summary • - - -- - - -- - - -- - - -- - - -- -- -- - - -- *DEVELOPPIENT TYPES:1= COM,2= APT, 3= MH, 4= COND0,5= SF(1 /4- AC),6= SF(1 /2 -AC) SOIL TYPES:1 =A,2= B,3= C,4 =D,* *7 =SF(1- AC),8= SF(2.5- AC),9= UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* + -+ + -+ F4 STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY 1 CALCULATED BY: ARD UNIT 5, FEEDER 6 DATE: 04 -04 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.97;INTENSITY SLOPE = .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E I CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - - -- - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- .0060 1000 17.3 INITIAL SUBAREA 5600.99 1 5 5.0 2.04 .696 7.1 - - -- - - -- - - -- 17.3 - - -- - - -- - - -- - - -- 7.1 .0130 street 6.2 3700 12.5 *Qavg= 54.9cfs 40.ft STREET Dn =0.63 W= 20.0 flow to PT.# X -fall= 0.02000 5600.16 1 5 97.3 1.48 .637 91.5 - - -- - - -- - - -- 29.8 - - -- - - -- - - -- - - -- 98.6 .0162 D= 39." 14.0 1300 1.5 n =.0130 Dn= 2.6 5600.17 102.3 1.48 98.6 31.3 Stream Summary • - - -- - - -- - - - -- -- -- - - -- - - -- - - -- *DEVEL,PMENT TIPES:1= COM,2= APT, 3= MH, 4= CONDO,5= SF(1 /4- AC),6= SF(1 /2 -AC) SOIL TYPES:1= A,2= 8,3= C,4 =D,* *7= SFIL- AC),8= SF(2.5- AC),9= UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* r i t l[ i r [ 1 t) t i t [ l t 1 E) t' 1 r 1 t t)[ T F5 STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY 1 CALCULATED BY: ARD UNIT 5, FEEDER 7 1 DATE: 04 -04 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.97;INTENSITY SLOPE = .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E J CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES -- -- - - -- - - -- - - -- - --- - - -- - - -- ---- - - -- - - -- - - -- - --- - - -- - - -- ---- - - -- - - -- - - -- .0080 1000 12.6 INITIAL SUBAREA 5700.99 1 1 5.0 2.47 .825 10.2 - - -- - - -- - - -- 12.6 - - -- - - -- - - -- - - -- 10.2 .0136 street 6.9 3600 11.1 *Qavg= 68.7cfs 40.ft STREET Dn =0.67 W= 20.0 flow to PT.# X -fall= 0.02000 5700.18 1 5 97.3 1.69 .664 109.4 - - -- - - -- - - -- 23.7 - - -- - - -- - - -- - - -- 119.6 .0146 D= 45." 14.5 1300 1.5 n =.0130 Dn= 2.6 - - -- - - -- - - -- -- -- - - -- - - -- - - -- 5700.19 102.3 1.69 119.6 25.2 Stream Summary - - -- - - -- - - -- -- -- - - -- -- -- - - -- *DEVELOPMENT TYPES:1= COM,2= APT, 3= MH, 4= CONDO,5= SF(1 /4- AC),6= SF(1 /2 -AC) SOIL TYPES:1= A,2 =B,3= C,4 =D,* * 7= SF1 1- AC1,8 =SF(2.5- AC ),9 =UNDEV(POOR COV),10= UNDEV(FAIR COV),11 =UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* 1 - . 1 11 11 C 1 ti t' 1 t' 1 [) 1 .. 1 1 t) 11 1 t1 (` .l 11 1 1 [ 1 /- STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS I CALCULATED BY: ARD UNIT 5, FEEDER 8 1 DATE: 04 -04 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.97;INTENSITY SLOPE = .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- -- -- - - -- - - -- - - -- - - -- -- -- ---- - - -- - --- - - -- - - -- - - -- - --- ---- - - -- - - -- - - -- .0070 1000 13.0 INITIAL SUBAREA 5800.99 1 1 5.0 2.43 .824 10.0 - - -- - - -- - - -- 13.0 10.0 .0135 street 7.2 3550 10.4 *Qavg= 72.3cfs 40.ft STREET Dn =0.67 W= 20.0 flow to PT.# X -fall= 0.02000 5800.20 1 3 92.6 1.71 .758 119.9 - - -- - - -- - - -- 23.3 - - -- - - -- - - -- - - -- 130.0 .0144 D= 45." 14.5 1250 1.4 n =.0130 Dn= 2.8 - - -- - - -- -- -- - - -- -- -- - - -- - - -- 5800.21 97.6 1.71 130.0 24.8 Stream Summary - - -- - - -- - - -- - - -- - --- - - -- - --- *DEVEL TYPES:1= COM,2= APT, 3= MH, 4= CONDO,5= SF(1 /4- AC),6= SF(1 /2 -AC) SOIL TYPES:1= A,2= B,3= C,4 =D,* * 7= SF( 1- AC),8= SF(2.5- AC),9= UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* + -+ + -+ ti r. l r' l 1 I I I , r i 11'1 U1 ri ti .. r 1 Iri ri r 1 _....1 F7 STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY 1 CALCULATED BY: ARD UNIT 5, FEEDER 9 1 DATE: 04 -04 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.97;INTENSITY SLOPE = .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E ] CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - --- - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- .0060 1000 13.4 INITIAL SUBAREA 5900.99 1 1 5.0 2.39 .824 9.8 - - -- - - -- - - -- 13.4 - - -- - - -- - - -- - - -- 9.8 .0127 street 6.5 3300 10.6 *Qavg= 61.5cfs 40.ft STREET Dn =0.65 W= 20.0 flow to PT.# X -fall= 0.02000 5900.22 1 5 88.0 1.68 .663 98.0 - - -- - - -- - - -- 24.0 - - -- - - -- - - -- - - -- 107.8 .0155 D= 42." 14.3 1100 1.3 n =.0130 Dn= 2.6 - - -- - --- - - -- - - -- - - -- - - -- - - -- 5900.23 93.0 1.68 107.8 25.3 Stream Summary - - -- - - -- - - -- - - -- - - -- - - -- - - -- *DEVELJPUENT T7PES:1= COM,2= APT, 3= MH, 4= COND0,5 =SF(1 /4- AC),6 =SF(1 /2 -AC) SOIL TYPES:1 =A,2= B,3 =C,4 =D,* *7 =SFi1 -.C),3 s F(2.5- AC),9 =UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* + -+ + -+ r1 ti r 1 [ 1 1 1 1 1 1 1'1 [ ) fl 11 f 1 [ 1 ti 11 1 1 1 1 1) E ,.. 1 STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY 1 CALCULATED BY: ARD UNIT 5, FEEDER 10 1 DATE: 04 -04 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.97;INTENSITY SLOPE = .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E J CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - --- - - -- - - -- - - -- - --- - - -- - - -- - - -- - - -- - - -- .0100 1000 15.6 INITIAL SUBAREA 5010.99 1 5 5.0 2.17 .705 7.7 - - -- - - -- - - -- 15.6 - -- 7.7 .0130 street 6.2 3300 11.2 *Qavg= 54.4cfs 40.ft STREET Dn =0.63 W= 20.0 flow to PT.# X- fall = 0.02000 5010.24 1 5 88'.0 1.57 .650 89.8 - - -- - - -- - - -- 26.9 - - -- - - -- - - -- - - -- 97.5 .0155 D= 39." 13.7 1100 1.3 n =.0130 Dn= 2.6 - - -- - - -- -- -- - - -- - - -- - - -- - - -- 5010.25 93.0 1.57 97.5 28.2 Stream Summary - - -- - - -- - --- - - -- - - -- - - -- - - -- *DEVEL TIPES:1= COM,2= APT, 3= MH, 4= COND0,5= SF(1 /4- AC),6= SF(1 /2 -AC) SOIL TYPES:1= A,2= B,3= C,4 =D,* *7= SF(L- .;C),8= SF(2.5- AC),9= UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* + -+ + -+ [ 1 l 1 [ l I I U l [ l ti t ° n l [ I E l r i t i fl r l ri [" D STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY I CALCULATED BY: ARD UNIT 5, FEEDER 11 1 DATE: 04 -04 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.97;INTENSITY SLOPE = .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E I CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - - -- - - -- - - -- - - -- - - -- ---- - - -- - - -- -- -- - - -- - - -- - - -- ---- - - -- - - -- - - -- .0100 1000 15.6 INITIAL SUBAREA 5020.99 1 5 5.0 2.17 .705 7.7 - - -- - - -- - - -- 15.6 - - -- - - -- - - -- - - -- 7.7 .0121 street 6.2 3300 11.2 *Qavg= 54.4cfs 40.ft STREET Dn =0.63 W= 20.0 flow to PT.# X -fall= 0.02000 5020.26 1 5 88.0 1.57 .650 89.8 - - -- - - -- - - -- 26.9 - - -- - - -- - - -- - - -- 97.5 .0182 D= 39." 14.8 1100 1.2 n =.0130 Dn= 2.4 -- -- -- -- - - -- - - -- - - -- - - -- - - -- 5020.27 93.0 1.57 97.5 28.1 Stream Summary *DEVELOPMENT TYPES:1= COM,2= APT, 3= MH, 4= CONDO,5= SF(1 /4- AC),6= SF(1 /2 -AC) SOIL TYPES:1= A,2 =B,3= C,4 =D, *7 =SF(L- AC),8= SF(2.5- AC),9= UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* r l [ l r] it l f l ti ti [ l [ 1 f) 1 1 i l r) G/ STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY I CALCULATED BY: KKM UNIT 6, FEEDER 1 DATE: 04 -02 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.97;INTENSITY SLOPE = .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E] CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - --- - - -- -- -- -- -- - - -- - - -- -- -- ---- - - -- - --- - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- .0070 1000 13.8 INITIAL SUBAREA 6100.99 1 2 5.2 2.34 .796 9.7 - - -- - - -- - - -- 13.8 - - -- - - -- - - -- - - -- 9.7 .0124 street 6.0 2580 9.0 *Qavg= 53.3cfs 40.ft STREET Dn =0.63 W= 20.0 flow to PT.# X -fall= 0.02000 6100.01 1 2 62.8 1.73 .777 84.7 - - -- - - -- - - -- 22.8 - - -- - - -- - - -- - - -- 94.4 .0136 D= 42." 13.3 1400 1.8 n =.0130 Dn= 2.4 - - -- - - -- - --- - - -- - --- - - -- - - -- 6100.02 68.0 1.73 94.4 24.5 Stream Summary - - -- - - -- - - -- - - -- - - -- - --- - - -- *DEVEL :PtLENT TTPES:1= COM,2= APT, 3= MH, 4= COND0,5= SF(1 /4- AC),6= SF(1 /2 -AC) SOIL TYPES:1= A,2= B,3= C,4 =D,* * 7= SF( L- Ac),3 =SF(2.5- AC),9 =UNDEV(GOOR COV),10 =UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* r i r .l 1 u E l f l t l r i C l ri C i r i r 1 u l r m r , i r i �.. i 11 G.2 STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY I CALCULATED BY: KKM UNIT 6, FEEDER 2 DATE: 04 -02 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.97;INTENSITY SLOPE = .600 � [ A D V A N C E D E N G I N E E R I N G S O F T W A R E I CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - --- - --- - - -- - - -- -- -- - - -- - - -- ---- - - -- - - -- - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- .0090 1000 13.1 INITIAL SUBAREA 6200.99 1 2 5.2 2.41 .798 10.0 - - -- - - -- - - -- 13.1 - - -- - - -- - - -- -- 10.0 .0127 street 6.0 2600 9.1 *Qavg= 49.5cfs 40.ft STREET Dn =0.61 W= 20.0 flow to PT.# X -fall= 0.02000 6200.03 1 5 63.6 1.76 .672 75.2 - - -- - - -- - - -- 22.2 - - -- - - -- - - -- - - -- 85.3 .0143 D= 39." 13.1 1400 1.8 n =.0130 Dn= 2.4 - - -- - - -- - --- - - -- - - -- - - -- - - -- 6200.04 68.8 1.76 85.3 24.0 Stream Summary - - -- - - -- - - -- - --- - - -- - - -- - - -- *DEVEL; .LENT T7PES:1= COM,2= APT, 3= MH, 4= COND0,5= SF(1 /4- AC),6= SF(1 /2 -AC) SOIL TYPES:1= A,2= B,3= C,4 =D, * 7= SF( 1- :.C),8= SF(2.5- AC),9= UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* + -+ + -+ C i f i 11 fl r 1 t i I 1 f 1 t .. 1 r ,. i 11 t... 1 11 11 11 [ 1 fl G3 STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY 1 CALCULATED BY: KKM UNIT 6, FEEDER 3 1 DATE: 04 -02 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.97;INTENSITY SLOPE = .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E ] CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - - -- - - -- - - -- - - -- - - -- ---- -- -- - - -- - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- .0060 1000 14.2 INITIAL SUBAREA 6300.99 1 2 5.2 2.30 .795 9.5 - - -- - - -- - - -- 14.2 - - -- - - -- - - -- - - -- 9.5 .0120 street 5.8 2660 9.5 *Qavg= 48.lcfs 40.ft STREET Dn =0.61 W= 20.0 flow to PT.# X -fall= 0.02000 6300.05 1 5 65.6 1.69 .664 ,73.7 - - -- - - -- - - -- 23.7 - - -- - - -- - - -- - - -- 83.2 .0150 D= 39." 13.3 1400 1.8 n =.0130 Dn= 2.3 - - -- - - -- - - -- - - -- - - -- - - -- - - -- 6300.06 70.8 1.69 83.2 25.5 Stream Summary - - -- - - -- - - -- - - -- - - -- - - -- - - -- *DEVELJPMENT ' TYPES:1 =COM,2= APT, 3 =MH,4= CONDO S= SF(1 /4- AC),6= SF(1 /2 -AC) SOIL TYPES:1=A,2= B,3= C,4 =D,* *7= SF(L- .C),8= SF(2.5- AC),9= UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* + -+ + -+ r , l r`i r 1 r t i r 1 r 1 r1 1'1 1 .... 1 r_i ra [ i r l ri i III 1 1 1 1 G4 • STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY I CALCULATED BY: KKM UNIT 6, FEEDER 4 1 DATE: 04 -02 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.97;INTENSITY SLOPE = .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E ] CONCENTRATION SOIL DEV. AREA i C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - - -- - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- -- -- - - -- - - -- ---- - - -- - - -- - - -- .0050 1000 18.0 INITIAL SUBAREA 6400.99 1 5 5.2 2.00 .693 7.2 - - -- - - -- - - -- 18.0 - - -- - - -- 7.2 .0134 street 5.8 2680 9.6 *Qavg= 40.9cfs 40.ft STREET Dn =0.57 W= 20.0 flow to PT.# X -fall= 0.02000 6400.07 1 5 65.7 1.55 .647 65.7 - - -- - - -- - - -- 27.5 - - -- - - -- - - -- - - -- 72.9 .0143 D= 36." 12.5 1400 1.9 n =.0130 Dn= 2.3 - - -- - - -- - - -- - - -- - - -- - - -- - - -- 6400.08 70.9 1.55 72.9 29.4 Stream Summary - - -- - - -- - --- - - -- - - -- - - -- - --- *DEVELD!'f[EYT TYPES:1= COM,2= APT, 3= MH, 4= COND0,5= SF(1 /4- AC),6= SF(1 /2 -AC) SOIL TYPES:1= A,2= B,3= C,4 =D,* * 7= SF( 1- AC),8= SF(2.5- AC),9= UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* + -+ + -+ U-1 .1 r 1 rl r 1 r U-1 r ;, i 1 r° i r. ,. r° z C .� _. r _ r _ Gs STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY CALCULATED BY: KKM UNIT 6, FEEDER 5 ( DATE: 04 -02 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.97;INTENSITY SLOPE = .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E I CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- - - -- .0040 1000 18.8 INITIAL SUBAREA 6500.99 1 5 5.2 1.95 .688 7.0 - - -- - - -- - - -- 18.8 - - -- - - -- - - -- - - -- 7.0 .0136 street 5.7 2730 9.9 *Qavg= 40.3cfs 40.ft STREET Dn =0.57 W= 20.0 flow to PT.4 X -fall= 0.02000 6500.09 1 5 67.2 1.51 .642 65.1 - - -- - - -- - - -- 28.7 - - -- - - -- - - -- - - -- 72.1 .0150 D= 36." 12.8 1400 1.8 n =.0130 Dn= 2.2 - - -- - - -- - - -- - - -- - - -- - - -- - - -- 6500.10 72.4 1.51 72.1 30.5 Stream Summary - - -- - - -- - - -- - - -- - - -- - - -- - - -- * DEVEL :PMENT ' PiPES:1= COM,2= APT, 3= MH, 4= COND0,5= SF(1 /4- AC),6= SF(1 /2 -AC) SOIL TYPES:1= A,2= B,3= C,4 =D,* * 7= SF( 1- yC),8= SF(2.5- AC),9= UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* + -+ + -+ r r '1 I i - ° i 1 11 1 _1 r i r 7 r 1 r" r r 1 r l Cc STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY ( CALCULATED BY: KKM UNIT 6, FEEDER 6 1 DATE: 04 -02 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.97;INTENSITY SLOPE = .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E I CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - - -- - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- -- -- - - -- - - -- ---- - - -- - - -- - - -- .0050 1000 18.0 INITIAL SUBAREA 6600.99 1 5 5.2 2.00 .693 7.2 - - -- - - -- - - -- 18.0 - - -- - - -- - - -- - - -- 7.2 .0127 street 5.4 2760 10.7 *Qavg= 40.9cfs 40.ft STREET Dn =0.59 W= 20.0 flow to PT.# X- fall =0.02000 6600.11 1 5 67.2 1.51 .642 65.1 - - -- - - -- - - -- 28.7 - - -- - - -- - - -- - - -- 72.3 .0143 D= 36." 12.5 1400 1.9 n =.0130 Dn= 2.3 - - -- - - -- - - -- - - -- - - -- - - -- - - -- 6600.12 72.4 1.51 72.3 30.6 Stream Summary *DEVEL Pt1ENT TYPES:1= COM,2= APT, 3= MH, 4= COND0,5= SF(1 /4- AC),6 =SF(1 /2 -AC) SOIL TYPES:1= A,2= B,3= C,4 =D,* * 7= SF( 1- AC),8 =SF(2.5- AC),9 =UNDEV(POOR COV),10= UNDEV(FAIR COV),11 =UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* + -+ + -+ r .._ i r.. i ► i r- i t i r r i f !' _, r . i l `. .. I � . . _ l t "... ,.. 1 1 G 7 STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY I CALCULATED BY: KKM UNIT 6, FEEDER 7 1 DATE: 04 -02 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.97;INTENSITY SLOPE = .600 1 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E J CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - - -- - - -- - - -- - --- - - -- ---- - - -- - - -- - - -- - - -- - - -- -- -- ---- - - -- - - -- - - -- .0070 1000 16.8 INITIAL SUBAREA 6700.99 1 5 5.2 2.08 .699 7.6 - - -- - - -- - - -- 16.8 - - -- - - -- - - -- - - -- 7.6 .0118 street 5.5 2800 10.2 *Qavg= 43.5cfs 40.ft STREET Dn =0.59 W= 20.0 flow to PT.# X -fall= 0.02000 6700.13 1 5 69.4 1.56 .649 70.5 - - -- - - -- - - -- 27.0 - - -- - - -- - - -- - - -- 78.0 .0157 D= 36." 13.1 1400 1.8 n =.0130 Dn= 2.4 - - -- - - -- - - -- - - -- - --- - - -- - - -- 6700.14 74.6 1.56 78.0 28.8 Stream Summary • - - -- - - -- - - -- - - -- - - -- - --- - - -- *DEVEL TYPES:1= COM,2= APT, 3= MH, 4= COND0,5 =SF(1 /4- AC),6= SF(1 /2 -AC) SOIL TYPES:1= A,2= B,3= C,4 =D, *7 =SF(1- c ),8 =SF(2.5- AC),9= UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5 =SPECIFIED COEFFICIENT* ul r i v i r . ._ ti r ti 1 [.. I [ 1 [1 1 t r t. r i h/ STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY CALCULATED BY: KKM UNIT 7, FEEDER 1 DATE: 04 -03 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.95;INTENSITY SLOPE = .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E I CONCENTRATION SOIL DEV. AREA I C Q Q ISLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTALIft /ft fps. ft. min. min. AND NOTES ---- - - -- - - -- - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- .0070 1000 13.0 INITIAL SUBAREA 7100.99 1 1 5.2 2.38 .824 10.2 - - -- - - -- - - -- 13.0 - - -- - - -- - - -- - - -- 10.2 .0124 street 6.2 2830 9.6 *Qavg= 58.3cfs 40.ft STREET Dn =0.65 W= 20.0 flow to PT.# X-fall=0.02000 7100.01 1 2 69.4 1.71 .776 91.9 - - -- - - -- - - -- 22.6 - - -- - - -- - - -- - - -- 102.1 .0016 D= 63." 6.0 1270 3.5 n =.0130 Dn= 3.9 7100.02 1 5 74.6 1.56 .649 75.7 - - -- - - -- - - -- 26.1 - - -- - - -- - - -- - - -- 177.8 .0117 D= 51." 14.3 2560 3.0 n =.0130 Dn= 3.5 7100.03 1 3 81.0 1.47 .743 88.2 - - -- - - -- - - -- 29.1 - - -- - - -- - - -- - - -- 266.0 .0124 D= 60." 16.4 1050 1.1 n =.0130 Dn= 3.9 -- -- - - -- - - -- - - -- - - -- - - -- - - -- 7100.04 230.2 1.47 266.0 30.2 Stream Summary - - -- - - -- - - -- - - -- - - - -- - - -- - - -- *DEVEL 'TZPES:1= COM,2= APT, 3= MH, 4= COND0,5 =SF(1 /4- AC),6 =SF(1 /2 -AC) SOIL TYPES:1= A,2 =B,3= C,4 =D,* *7 =SFti -.c ),8= SF(2.5- AC),9= UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* I' l 1 1 1 1 1--1 .. 1 1 1 r .. i 4 . 1 f , 1 r? ( I F 1 1 .. 1 1 .. , 1.._ l it '.. , 1 1 1 1 • /12 STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY I CALCULATED BY: KKM UNIT 7, FEEDER 2 1 DATE: 04 -03 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.95;INTENSITY SLOPE = .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E I CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - - -- - --- -- -- - --- - - -- ---- - - -- - - -- - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- .0050 1000 18.0 INITIAL SUBAREA 7200.99 1 5 5.2 1.96 .689 7.0 - - -- - - -- - - -- 18.0 - -- 7.0 .0115 street 5.5 2880 11.0 *Qavg= 41.5cfs - - -- - - -- - - -- - W= 40.ft STREET Dn =0.59 W= 20.0 flow to PT.# X -fall= 0.02000 7200.05 1 5 72.2 1.47 .636 67.4 - - -- - - -- - - -- 29.0 - - -- - - -- - - -- - - -- 74.4 .0141 D= 36." 12.4 2560 3.4 n =.0130 Dn= 2.4 7200.06 1 3 76.0 1.37 .735 76.8 - - -- - - -- - - -- 32.4 - - -- - - -- - - -- - - -- 151.2 .0127 D= 48." 14.3 1025 1.2 n =.0130 Dn= 3.1 - - -- - - -- - - -- -- -- - - -- - - -- - - -- 7200.07 153.4 1.37 151.2 33.6 Stream Summary - - -- - - -- - - -- - - -- - - -- - - -- - - -- *DEVEL.:?:IENT TYPES:1= COM,2= APT, 3= MH, 4= COND0,5= SF(1 /4- AC),6= SF(1 /2 -AC) SOIL TYPES:1= A,2= 8,3= C,4 =D,* *7= SF(L- AC),8= SF(2.5- AC),9= UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* + -+ + -+ F i 1'1 t' 1 u °'1 ti t"" l i 1 r i[ _ t " 1 t ri t` ... i t h�3 STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY I CALCULATED BY: KKM UNIT 7, FEEDER 3 1 DATE: 04 -03 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.95;INTENSITY SLOPE = .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E I CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES ---- -- -- - - -- - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- .0070 1000 16.8 INITIAL SUBAREA 7300.99 1 5 5.2 2.04 .696 7.4 - - -- - - -- - - -- 16.8 - - -- - - -- - - -- - - -- 7.4 .0120 street 5.6 2830 10.6 *Qavg= 42.7cfs 40.ft STREET Dn =0.59 W= 20.0 flow to PT.# X -fall= 0.02000 7300.08 1 5 69.4 1.52 .643 67.9 - - -- - - -- - - -- 27.3 - - -- - - -- - - -- - - -- 75.3 .0133 D= 39." 12.5 2560 3.4 n =.0130 Dn= 2.2 7300.09 1 4 74.6 1.42 .695 73.4 - - -- - - -- - - -- 30.8 - - -- - - -- - - -- - - -- 148.7 .0140 D= 48." 14.9 1000 1.1 n =.0130 Dn= 3.0 - - -- - - -- - - -- - - -- - - -- - - -- - - -- 7300.10 149.2 1.42 148.7 31.9 Stream Summary - - -- ---- -- -- - - -- - - -- - - -- - - -- *DEVEL;MErT TYPES:1= COM,2= APT, 3= MH, 4= COND0,5= SF(1 /4- AC),6= SF(1 /2 -AC) SOIL TYPES:1= A,2= B,3= C,4 =D,* * 7= SF± L- AC),8= SF(2.5- AC),9= UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* /Y4 STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY CALCULATED BY: KKM UNIT 7, FEEDER 4 1 DATE: 04 -03 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.95;INTENSITY SLOPE = .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E) CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - - -- - - -- .0070 1000 16.8 INITIAL SUBAREA 7400.99 1 5 5.2 2.04 .696 7.4 - - -- - - -- - - -- 16.8 - -- 7.4 .0128 street 5.1 2580 10.8 *Qavg= 35.1cfs 40.ft STREET Dn =0.57 W= 20.0 flow to PT.# X -fall= 0.02000 7400.11 1 5 55.0 1.51 .642 53.5 - - -- - - -- - - -- 27.5 - - -- - - -- - - -- - - -- 60.9 .0137 D= 36." 12.0 2560 3.6 n =.0130 Dn= 2.0 7400.12 1 4 61.5 1.41 .694 60.1 - - -- - - -- - - -- 31.1 - - -- - - -- - - -- - - -- 121.0 .0123 D= 45." 13.4 975 1.2 n =.0130 Dn= 2.8 7400.13 121.7 1.41 121.0 32.3 Stream Summary *DEVEL :Pi4EPIT TZPES:1= COM,2= APT, 3 =MH,4= CONDO5= SF(1 /4- AC),6= SF(1 /2 -AC) SOIL TYPES:1= A,2= B,3= C,4 =D,* *7= SFtL -Ac ),B= SF(2.5- AC),9= UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* i t i f i l . ... i I I I l ! ' ,.... ( 1 u l t i t i iC . I F? f l t i [` i t i [ .. i #5 STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY I CALCULATED BY: KKM UNIT 7, FEEDER 5 1 DATE: 04 -03 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.95;INTENSITY SLOPE = .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E ) CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - - -- - --- -- -- - - -- - - -- ---- - - -- - - -- - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- .0050 1000 18.0 INITIAL SUBAREA 7500.99 1 5 5.2 1.96 .689 7.0 - - -- - - -- - - -- 18.0 7.0 .0145 street 6.4 2340 7.7 *Qavg= 52.4cfs 40.ft STREET Dn =0.61 W= 20.0 flow to PT.# X -fall= 0.02000 7500.14 1 5 86.6 1.58 .651 89.2 - - -- - - -- - - -- 25.6 - - -- - - -- - - -- - - -- 96.2 .0026 D= 54." 7.0 760 1.8 n =.0130 Dn= 3.6 7500.15 1 5 41.6 1.52 .643 40.6 - - -- - - -- - - -- 27.4 - - -- - - -- - - -- - - -- 136.8 .0137 D= 45." 14.2 2560 3.0 n =.0130 Dn= 3.0 7500.16 1 4 91.8 1.43 .696 91.1 - - -- - - -- - - -- 30.4 7500.16 1 5 77.4 1.43 .630 69.5 - - -- - - -- - - -- 30.4 - - -- - - -- - - -- - - -- 297.4 .0141 D= 60." 17.5 925 0.9 n =.0130 Dn= 4.0 - - -- - - -- ---- - - -- - --- - - -- - - -- 7500.17 302.6 1.43 297.4 31.3 Stream Summary - - -- - - -- -- -- - - -- - - -- - - -- - - -- *DEVEL)Ph1ENT ' TYPES:1= COM,2= APT, 3= MH, 4= COND0,5= SF(1 /4- AC),6 =SF(1 /2 -AC) SOIL TYPES:1= A,2= 8,3= C,4 =D,* * 7= SF(1- .C),8= SF(2.5- AC),9= UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* fl [ i f 1 3 f Ir i r ' r.n 1'1 ri t�M l t _ ! 1 1 V I ( 1 t .1 t 1 ti 11 1 G8 STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY I CALCULATED BY: HRH UNIT 7, FEEDER 6 1 DATE: 04 -03 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.95;INTENSITY SLOPE = .600 1 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E I CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES -- -- - - -- - - -- - - -- - - -- - - -- - - -- ---- - - -- - - -- -- -- - - -- - - -- - - -- ---- - - -- - - -- - - -- .0100 1000 15.6 INITIAL SUBAREA 7600.99 1 5 5.2 2.13 .702 7.8 - - -- - - -- - - -- 15.6 - - -- 7.8 .0134 street 5.1 2540 10.4 *Qavg= 35.8cfs 40.ft STREET Dn =0.57 W= 20.0 flow to PT.# X -fall= 0.02000 7600.18 1 5 52.2 1.57 .649 53.2 - - -- - - -- - - -- 26.0 - - -- - - -- - - -- - - -- 60.9 .0053 D= 42." 8.3 950 1.9 n =.0130 Dn= 2.5 - - -- - - -- - - -- - - -- - - -- - - -- - - -- 7600.19 57.4 1.57 60.9 27.9 Stream Summary - - -- - --- - - -- - - -- - - -- - - -- - - -- *DEVCL,2'1ENT T7PES:1= COM,2= APT, 3= MH, 4= CONDO S =SF(1 /4- AC),6 =SF(1 /2 -AC) SOIL TYPES:1 =A,2 =B,3 =C,4 =D,* *7 =SF(L- yC),8= SF(2.5- AC),9= UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* + -+ + -+ i E l ti fl 1 . 1 ti El r i • f ~ i f ,_ . 1 F 1 i i El El E l [ l 11 fl 1 1 1 1 f 1/6 STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY I CALCULATED BY: KKM UNIT 7, FEEDER 7 1 DATE: 04 -03 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.95;INTENSITY SLOPE = .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E I CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - - -- - - -- -- -- - - -- - - -- ____ .0100 1000 15.6 INITIAL SUBAREA 7700.99 1 5 5.2 2.13 .702 7.8 - - -- - - -- - - -- 15.6 - -- 7.8 .0106 street 5.4 2830 11.2 *Qavg= 43.5cfs 40.ft STREET Dn =0.61 W= 20.0 flow to PT.# X -fall= 0.02000 7700.20 1 5 69.4 1.54 .646 68.9 - - -- - - -- - - -- 26.8 76.7 .0137 D= 39." 12.7 730 1.0 n =.0130 Dn= 2.2 - - -- - - -- - - -- - - -- - - -- - - -- -- -- 7700.21 74.6 1.54 76.7 27.8 Stream Summary *DEVEL=Pt4ENT TYPES:1= COM,2= APT, 3= MH, 4= COND0,5= SF(1 /4- AC),6= SF(1 / - AC) SOIL TYPES:1= A,2= B,3= C,4 =D, *7= SFtL- AC),8= SF(2.5- AC),9= UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* + -+ + -+ f 1 fl f l t1 t 1 11 E .� 1 1 t 3 ti 11 ti 1 C 1 r i t 1 1` i 1 1 /17 STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY 1 CALCULATED BY: ARD UNIT 0, FEEDER 1 DATE: 04 -03 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.91;INTENSITY SLOPE _ .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E J CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - --- -- -- - --- - - -- - - -- - --- -- -- ---- - - -- -- -- - - -- - --- -- -- - --- ---- - - -- - - -- - - -- .0070 1000 16.8 INITIAL SUBAREA 100.99 1 5 5.0 1.95 .689 6.7 - - -- - - -- - - -- 16.8 - - -- - - -- - - -- - - -- 6.7 .0117 street 5.4 2900 10.7 *Qavg= 43.lcfs 40.ft STREET Dn =0.59 W= 20.0 flow to PT.# X -fall= 0.02000 100.01 1 5 77.0 1.45 .633 70.8 - - -- - - -- - - -- 27.5 100.01 1 5 80.6 1.45 .633 74.1 - - -- - - -- - - -- 27.5 - - -- - - -- - - -- - - -- 151.6 .0050 D= 57." 10.1 1200 2.0 n =.0130 Dn= 3.8 100.02 1 5 16.6 1.39 .624 14.4 - - -- - - -- - - -- 29.5 - - -- - - -- - - -- - - -- 166.0 .0171 D= 48." 16.5 700 0.7 n =.0130 Dn= 3.0 - --- - - -- - - -- - - -- -- -- - - -- - - -- 100.03 179.2 1.39 166.0 30.2 Stream Summary - - -- - - -- - - -- - - -- - - -- - - -- - - -- *DEVELOPMENT TYPES:1= COM,2= APT, 3= MH, 4= COND0,5 =SF(1 /4- AC),6 =SF(1 /2 -AC) SOIL TYPES:1= A,2= B,3= C,4 =D,* * 7= SF( 1- AC),8 =SF(2.5- AC),9 =UNDEV(POOR COV),10= UNDEV(FAIR COV),11 =UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* + -+ + -+ [ [ l [ " t 1 1 1 - 1 1 . 1 [ l 1 . l fl 11 fl [ l [ l r 1 I! • Hg STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY CALCULATED BY: ARD UNIT 0, FEEDER 2 1 DATE: 04 -03 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.91;INTENSITY SLOPE = .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E ] CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - --- -- -- - - -- -- -- - - -- - - -- ____ -_ -- -_ -- .0136 660 12.4 INITIAL SUBAREA 200.99 1 5 5.0 2.34 .715 8.4 - - -- - - -- - - -- 12.4 8.4 .0135 street 5.8 2000 7.1 *Qavg= 41.Ocfs 40.ft STREET Dn =0.57 W. 20.0 flow to PT.# %- fall =0.02000 200.04 1 5 54.0 1.78 .673 64.7 - - -- - - -- - - -- 19.6 - - -- - - -- - - -- - - -- 73.1 .0106 D= 39." 11.3 850 1.3 n =.0130 Dn= 2.4 - - -- - - -- - - -- - - -- - - -- - - -- - - -- 200.05 59.0 1.78 73.1 20.8 Stream Summary - - -- - - -- - - -- - - -- - - -- - --- - --- *DEVELOPMENT TYPES: 1= COM,2= APT, 3= MH, 4= COND0,5 =SF(1 /4- AC),6= SF(1 /2 -AC) SOIL TYPES:1 =A,2 =B,3 =C,4 =D,* * 7= SF( 1- AC),8 =SF(2.5- AC),9=UNDEV(POOR COV),10 =UNDEV(FAIR COV),11 =UNDEV(GOOD COV) 0,5 =SPECIFIED COEFFICIENT* + -+ + -+ 1 t i t i 11 C i t. i t 1 t" _ -, l t .. i r .,. i f ) t i t i t i o 1 t i t i C'. l N9 STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY 1 CALCULATED BY ARD UNIT 0, FEEDER 3 1 DATE: 04 -03 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.91;INTENSITY SLOPE = .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E I CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - - -- - - -- - - -- - - -- - --- ---- - - -- - - -- - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- .0090 1000 16.0 INITIAL SUBAREA 300.99 1 5 5.0 2.01 .694 7.0 - - -- - - -- - - -- 16.0 - - -- - - -- - - -- - - -- 7.0 .0100 street 5.2 2900 11.4 *Qavg= 43.9cfs 40.ft STREET Dn =0.61 W= 20.0 flow to PT.# X -fall= 0.02000 300.06 1 5 77.0 1.46 .634 71.2 - - -- - - -- - - -- 27.3 - - -- - - -- - - -- - - -- 78.1 .0213 D= 36." 15.0 750 0.8 n =.0130 Dn= 2.1 - - -- - - -- - - -- - - -- - - -- -- -- - - -- 300.07 82.0 1.46 78.1 28.2 Stream Summary • • - - -- - - -- - - -- - - -- -- -- - - -- - - -- *DEVELOPMENT TYPES:1= COM,2= APT, 3= MH, 4= CONDO,5 =SF(1 /4- AC),6= SF(1 /2 -AC) SOIL TYPES:1= A,2= B,3 =C,4 =D,* * 7= SF( 1- AC),8 =SF(2.5- AC),9 =UNDEV(POOR COV),10 =UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* 11 i 1 r [" 1 "1 1r I `l 1 fl Ir 1 It 1 f 1 11 E 1 t l [` l [ 1 [ 1 If if A STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY 1 CALCULATED BY: KMR UNIT 0, FEEDER 4 1 DATE: 08 -19 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.91;INTENSITY SLOPE = .600 ( A D V A N C E D E N G I N E E R I N G S O F T W A R E I CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - - -- - - -- - --- - --- - - -- ---- - - -- - - -- - - -- .0090 1000 16.0 INITIAL SUBAREA 400.99 1 5 5.0 2.01 .694 7.0 - - -- - - -- - - -- 16.0 - - -- - - -- - - -- - - -- 7.0 .0103 street 5.3 2900 11.7 *Qavg= 42.7cfs 40.ft STREET Dn =0.61 W= 20.0 flow to PT.* X- fall =0.02000 400.08 1 5 75.0 1.45 .633 68.6 - - -- - - -- - - -- 27.7 - - -- - - -- - - -- - - -- 75.6 .0147 D= 36." 12.7 750 1.0 n =.0130 Dn= 2.4 - - -- - - -- - - -- - - -- - - -- - - -- -- -- 400.09 80.0 1.45 75.6 28.6 Stream Summary • *DEVELOPMENT TYPES:1 =COM,2= APT, 3= MH, 4= COND0,5 =SF(1 /4- AC),6 =SF(1 /2 -AC) SOIL TYPES:1= A,2= B,3 =C,4 =D,* * 7= SF( 1- AC),8 =SF(2.5- AC),9 =UNDEV(POOR COV),10 =UNDEV(FAIR COV),11 =UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* + -+ + -+ F. 1 t 1 III IF 1 () 11 t 1 [ 1 I) 1 1[ 1 11 [ 1 t i t i 1 1 [ 1 11 11 1/1/ STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY I CALCULATED BY: ARD UNIT 0, FEEDER 5 1 DATE: 04 -03 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.91;INTENSITY SLOPE = .600 1 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E I CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - - -- - - -- .0160 1000 11.0 INITIAL SUBAREA 500.99 1 1 5.0 2.52 .825 10.4 - - -- - - -- - - -- 11.0 10.4 .0103 street 5.4 2900 11.4 *Qavg= 47.2cfs 40.ft STREET Dn =0.63 W= 20.0 flow to PT.# X -fall= 0.02000 500.10 1 1 53.0 1.64 .812 70.7 - - -- - - -- - - -- 22.4 - - -- - - -- - - -- - - -- 81.1 .0053 D= 45." 8.9 750 1.4 n =.0130 Dn= 2.9 - - -- - - -- - - -- - - -- - - -- - - -- - - -- 500.11 58.0 1.64 81.1 .23.8 Stream Summary • *DEVELOPMENT TYPES:1= COM,2= APT, 3= MH, 4= COND0,5 =SF(1 /4- AC),6 =SF(1 /2 - AC) SOIL TYPES:1= A,2 =B,3 =C,4 =D,* * 7= SF( 1- AC),8 =SF(2.5- AC),9 =UNDEV(POOR COV),10= UNDEV(FAIR COV),11 =UNDEV(GOOD COV) 0,5 =SPECIFIED COEFFICIENT* + -+ + -+ 1 1 1 1 1 1 111 t i t 1 L 1 I i i 1 t i ti 1 F l t l t l [ 1 C l r l i l + -+ + -+ ff STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY I CALCULATED BY: KKM UNIT 8, FEEDER 1 DATE: 04 -05 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.93;INTENSITY SLOPE = .600 1 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E ] CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - - -- - - -- - - -- - - -- - - -- ---- - - -- - --- - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- .0100 1000 15.6 INITIAL SUBAREA 8100.99 1 5 5•.2 2.08 .699 7.6 - - -- - - -- - - -- 15.6 - - -- - - -- - - -- - - -- 7.6 .0110 street 5.4 1540 6.2 *Qavg= 43.1cfs 40.ft STREET Dn =0.61 W= 20.0 flow to PT.# X -fall= 0.02000 8100.01 1 5 61.0 1.71 .666 69.3 - - -- - - -- - - -- 21.8 - - -- - - -- - - -- - - -- 76.9 .0161 D= 36." 13.3 3600 4.5 n =.0130 Dn= 2.3 8100.02 1 3 121.6 1.52 .747 138.4 - - -- - - -- - - -- 26.3 - - -- - - -- - - -- - - -- 215.2 .0162 D= 54." 17.3 2220 2.1 n =.0130 Dn= 3.3 8100.03 1 3 77.5 1.45 .742 83.6 - - -- - - -- - - -- 28.5 - - -- - - -- - - -- - - -- 298.8 .0026 D= 84." 9.3 780 1.4 n =.0130 Dn= 5.4 - - -- - --- - --- - - -- - - -- - - -- - - -- 8100.04 265.3 1.45 298.8 29.8 Stream Summary *DEVEL:PnENT T7PES:1= COM,2= APT, 3= MH, 4= CONDO,5= SF(1 /4- AC),6= SF(1 /2 -AC) SOIL TYPES:1= A,2= B,3= C,4 =D,* *7= SFIL- AC),8= SF(2.5- AC),9= UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(POOD COV) 0,5= SPECIFIED COEFFICIENT* 1 1 1 1 1 f 1 1 1 11 1 r 1 I C 1 [ i t 1 1 1 1 1 1 1 t " 1 f 1 f 1 [ 1 [ f2 STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY I CALCULATED BY: KKM UNIT 8, FEEDER 2 DATE: 04 -05 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.93;INTENSITY SLOPE = .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E ] CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - - -- - - -- .0110 1000 15.3 INITIAL SUBAREA 8200.99 2 5 5.2 2.11 .747 8.2 - - -- - - -- - - -- 15.3 - - -- - - -- - - -- - - -- 8.2 .0152 street 4.5 2300 10.3 *Qavg= 22.8cfs 40.ft STREET Dn =0.50 W= 16.9 flow to PT.# X- fall = 0.02000 8200.05 1 4 26.2 1.55 .708 28.7 - - -- - - -- - - -- 25.6 - - -- - - -- - - -- - - -- 36.9 .0161 D= 36." 11.3 560 0.8 n =.0130 Dn= 1.4 8200.06 1 8 44.2 1.52 .478 32.1 - - -- - - -- - - -- 26.4 - - -- - - -- - - -- - - -- 69.0 .0169 D= 36." 13.3 1660 2.1 n =.0130 Dn= 2.1 8200.07 1 2 33.4 1.45 .763 37.0 - - -- - - -- - - -- 28.5 - - -- - - -- - - -- - - -- 106.0 .0153 D= 42." 14.2 2220 2.6 n =.0130 Dn= 2.5 8200.08 1 2 41.0 1.38 .759 42.9 - - -- - - -- - - -- 31.1 - - -- - - -- - - -- - - -- 148.9 .0151 D= 48." 15.4 730 0.8 n =.0130 Dn= 2.9 8200.09 150.0 1.38 148.9 31.9 Stream Summary *DEVELPMENT 'TiPES:1= COM,2= APT, 3= MH, 4= CONDO,5=SF(1 /4- AC),6=SF(1 /2 -AC) SOIL TYPES:1 =A,2 =B,3= C,4 =D,* *7 =SF!1- Ac),8= SF(2.5- AC),9= UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* 1 r 1 17 i Ir - 1 r i r i t 1 r. 1 [` ° 1 1r : 1 r 1 E i 1 1 r i 1 r 1 1r F 1 3 1 14,T5 STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY 1 CALCULATED BY: KMR UNIT 8, FEEDER 3 1 DATE: 08 -19 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.93;INTENSITY SLOPE = .600 1 PAGE NUMBER 1 OF 2 ( A D V A N C E D E N G I N E E R I N G S O E T W A R E I CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - - -- - - -- -- -- - - -- - - -- ---- - - -- - - -- - - -- .0070 1000 16.8 INITIAL SUBAREA 8300.99 1 5 5.2 2.00 .692 7.2 - - -- - - -- - - -- 16.8 - - -- - - -- - - -- - - -- 7.2 .0055 street 4.3 2000 9.5 *Qavq= 41.9cfs 40.ft STREET Dn =0.65 W= 20.0 flow to PT.# X -fall= 0.02000 8300.10 2 5 63.2 1.53 .708 68.3 - - -- - - -- - - -- 26.2 - - -- - - -- - - -- - - -- 75.5 .0116 D= 39." 11.8 1900 2.7 n =.0130 Dn= 2.3 8300.11 2 5 56.4 1.44 .699 56.8 - - -- - - -- - - -- 28.9 - - -- - - -- - - -- - - -- 132.3 .0127 D= 45." 13.7 1260 1.5 n =.0130 Dn= 3.1 - - -- - - -- - - -- - - -- - - -- - - -- - - -- 8300.13 124.8 1.40 132.3 30.5 Stream Summary - - -- - - -- - - -- - - -- .0010 1000 24.8 INITIAL SUBAREA 8300.99 1 5 5.2 1.58 .651 5.3 - - -- - - -- - - -- 24.8 - - -- - - -- - - -- - - -- 5.3 .0167 street 4.7 1260 5.2 *Qavq= 23.2cfs 40.ft STREET Dn =0.49 W= 16.3 flow to PT.# X -fall= 0.02000 8300.12 2 5 36.5 1.41 .696 35.8 - - -- - - -- - - -- 29.9 - - -- - - -- - - -- - - -- 41.2 .0129 D= 36." 10.7 2630 4.1 n =.0130 Dn= 1.6 8300.13 1 5 90.8 1.31 .609 72.2 - - -- - - -- - - -- 34.0 - - -- - - -- - - -- - - -- - - -- - - -- - - -- CONFLUENCE TC #1= 30.5 TC #2= 34.0 TC #3= 0.0 TC #4= 0.0 TC #5= 0.0 LARGEST ANALYSIS Q #1= 132.3 Q #2= 113.4 Q #3= 0.0 Q #4= 0.0 Q #5= 0.0 CONFLUENCE FOR POINT# I #1= 1.40 I #2= 1.31 I #3= 0.00 I #4= 0.00 I #5= 0.00 Q= 237.2 8300.13 Q1 = 233.8 Q2 = 237.2 Q3 = 0.0 Q4 = 0.0 Q5 = 0.0 - - -- - - -- ---- - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- 237.2 .0029 D= 75." 9.2 1390 2.5 n =.0130 Dn= 4.9 - - -- - - -- - - -- - - -- - - -- - - -- - - -- 8300.15 257.3 1.25 237.2 36.6 Stream Summary - - -- - - -- - - - -- - - -- - - -- - - -- - - -- ---- - - -- - - - -- - - -- .0040 1000 14.5 INITIAL SUBAREA 8300.99 2 1 5.2 2.18 .830 9.4 - - -- - - -- - - -- 14.5 *DEVELOPMENT TYPES:L= COM,2= APT, 3= MH, 4= COND0,5= SF(1 /4- AC),6 =SF(1 /2 -AC) SOIL TYPES:1= A,2= B,3= C,4 =D,* * 7= SF( 1- AC),8= SF(2.5- AC),9= UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* [ 1 1 1 lir 1 1__ 1 1r 1 r t r : i 11 1 r . r.F. i 1 [" 1 t 1 E 1 1 1 t 1 11 i 1 1 1 + -+ + -+ 13 , 14 , 1 5 STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY I CALCULATED BY: KMR UNIT 8, FEEDER 3 1 DATE: 08 -19 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.93;INTENSITY SLOPE = .600 I PAGE NUMBER 2 OF 2 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E I CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - - -- - - -- - - -- - - -- - - -- --- 9.4 .0152 street 6.6 2900 9.5 *Qavg= 52.8cfs 40.ft STREET Dn =0.61 W= 20.0 flow to PT.# X -fall= 0.02000 8300.14 1 1 64.7 1.61 .811 84.6 - - -- - - -- - - -- 23.9 - - -- - - -- - - -- - - -- 94.0 .0175 D= 39." 14.5 1200 1.4 n =.0130 Dn= 2.4 - - -- - - -- - - -- - - -- - --- - - -- - --- CONFLUENCE TC #1= 36.6 TC #2= 25.3 TC #3= 0.0 TC #4= 0.0 TC #5= 0.0 LARGEST ANALYSIS Q #1= 237.2 Q #2= 94.0 Q #3= 0.0 Q #4= 0.0 Q #5= 0.0 CONFLUENCE FOR POINT# I #1= 1.25 I #2= 1.56 I #3= 0.00 I #4= 0.00 I #5= 0.00 Q= 312.6 8300.15 Q1 = 312.6 Q2 = 258.3 Q3 = 0.0 Q4 = 0.0 Q5 = 0.0 - - -- - - -- ---- - - -- - - -- - - -- 312.6 .0106 D= 66." 16.1 2540 2.6 n =.0130 Dn= 4.2 8300.16 1 4 115.5 1.20 .667 92.4 - - -- - - -- - - -- 39.2 - - -- - - -- - - -- - - -- 405.0 .0040 D= 87." 11.9 1260 1.8 n =.0130 Dn= 5.6 8300.17 1 5 95.1 1.17 .581 64.5 - - -- - - -- - - -- 41.0 - - -- - - -- - - -- - - -- 469.5 .0148 D= 72." 20.2 1220 1.0 n =.0130 Dn= 4.6 - - -- - - -- - - -- - - -- - - -- - - -- - - -- 8300.18 537.8 1.17 469.5 42.0 Stream Summary - - -- -- -- - - -- - - -- - - -- - - -- - - -- *DEVELOPMENT TYPES:1= COM,2= APT, 3= MH, 4= CONDO,5 =SF(1 /4- AC),6 =SF(1 /2 -AC) SOIL TYPES:1= A,2= B,3= C,4 =D,* * 7= SF( 1- AC),8 =SF(2.5- AC),9 =UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* + -+ + -+ a f 1 f 1 IF 1 L.,_ 1 F" i it i E i I' i 1 1 1 i ' 'I r 1 I 1 t i r i I" i t 1 1 1 1 + -+ + -+ 16 STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY CALCULATED BY: KKM UNIT 8, FEEDER 4 DATE: 04 -05 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.93;INTENSITY SLOPE = .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E ] CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - - -- - - -- - --- - - -- - - -- ---- - - -- - - -- - - -- .0110 1000 14.0 INITIAL SUBAREA 8400.99 1 4 5.2 2.22 .751 8.7 - - -- - - -- - - -- 14.0 - - -- - - -- - - -- - - -- 8.7 .0050 street 4.9 2200 9.6 *Qavg= 57.6cfs 40.ft STREET Dn =0.72 W= 20.0 flow to PT.# X- fall =0.02000 8400.19 1 3 77.8 1.63 .753 95.4 - - -- - - -- - - -- 23.6 - - -- - - -- - - -- - - -- 104.0 .0247 D= 39." 17.0 730 0.7 n =.0130 Dn= 2.2 - - -- - - -- - - -- -- -- - - -- - - -- - - -- 8400.20 83.0 1.63 104.0 24.3 Stream Summary - - -- - - -- - - -- - --- - - -- - - -- - - -- *DEVELOPMENT TYPES:1= COM,2= APT, 3= MH, 4= CONDO,5= SF(1 /4- AC),6=SF(1 /2 -AC) SOIL TYPES:1 =A,2 =8,3 =C,4 =D,* *7 =SF(L- AC),8= SF(2.5- AC),9= UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* ri ri t 1 ri t 1 r 1 [ i E' 1 If 1 r l r 1 1 ft! t 1 ' . 1 1 t 1 t 1 ` 1 I1 STUDY NAME: RIALTO CHANNE HYDROLOGY /HYDRAULICS STUDY I CALCULATED BY: KMR UNIT 8, FEEDER 5 1 DATE: 08 -19 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.93;INTENSITY SLOPE = .600 ( A D V A N C E D E N G I N E E R I N G S O F T W A R E ] CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - - -- -- -- - - -- - - -- - --- ---- - - -- - - -- -- -- - - -- - - -- - - -- ---- - - -- - - -- - - -- .0030 1000 19.9 INITIAL SUBAREA 8500.99 2 5 5.2 1.80 .730 6.8 - - -- - - -- - - -- 19.9 - - -- - - -- - - -- - - -- 6.8 .0095 street 4.9 2200 9.1 *Qavg= 38.6cfs 40.ft STREET Dn =0.59 W= 20.0 flow to PT.# X -fall= 0.02000 8500.21 2 3 56.4 1.44 .775 62.9 - - -- - - -- - - -- 29.0 - - -- - - -- - - -- - - -- 69.7 .0228 D= 36." 15.1 2540 2.8 n =.0130 Dn= 1.9 8500.22 2 8 76.7 1.36 .563 58.8 - - -- - - -- - - -- 31.8 - - -- - - -- - - -- - - -- 128.5 .0083 D= 51." 11.9 1320 1.8 n =.0130 Dn= 3.0 - - -- - - -- - - -- - - -- - - -- - - -- - - -- 3500.23 138.3 1.36 128.5 33.6 Stream Summary - - -- - - -- - - -- - - -- - - -- - - -- - - -- i *DEVE_ 3:IT TfPES:1= COM,2= APT, 3= MH, 4= COND0,5= SF(1 /4- AC),6 =SF(1 /2 -AC) SOIL TYPES:1 =A,2= B,3= C,4 =D,* * 7= SFii- AC),8 =SF(2.5- AC),9 =UNDEV(POOR COV),10= UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* + -+ + -+ 1 1 1 1 E i r 1 ti r i Ili E" i t i [ " i 1 1 1 1 1 1 1 t l ( 1 t 1 1 1 1, 1 JI STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDROLICS STUDY I CALCULATED BY: KMR UNIT 9, FEEDER 1 1 DATE: 08 -19 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.88;INTENSITY SLOPE = .600 ( A D V A N C E D E N G I N E E R I N G S O F T W A R E I CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - - -- - - -- - - -- - --- - - -- ---- - --- - --- -- -- - - -- - - -- - --- ---- - - -- - - -- - - -- .0091 1000 13.1 INITIAL SUBAREA 9100.01 2 2 5.0 2.19 .810 8.9 - - -- - - -- - - -- 13.1 - - -- - - -- - - -- - - -- 8.9 .0133 street 3.9 1500 7.3 *Qavg= 19.7cfs 40.ft STREET Dn =0.49 W= 16.3 flow to PT.# X -fall =0.02000 9100.01 2 2 16.0 1.68 .798 21.5 - - -- - - -- - - -- 20.4 - - -- - - -- - - -- - - -- 30.3 .0075 D= 36." 8.1 400 0.8 n =.0130 Dn= 1.6 9100.02 2 2 17.6 1.64 .797 23.0 - - -- - - -- - - -- 21.2 - - -- - - -- - - -- - - -- 53.4 .0235 D= 36." 14.3 425 0.5 n =.0130 Dn= 1.6 9100.03 2 2 19.4 1.62 .796 25.0 - - -- - - -- - - -- 21.7 - - -- - - -- - - -- - - -- 78.4 .0110 D= 39." 11.6 600 0.9 n =.0130 Dn= 2.5 9100.04 1 2 27.6 1.58 .770 33.6 - - -- - - -- - - -- 22.5 - - -- - - -- - - -- - - -- 112.0 .0110 D= 45." 12.7 725 1.0 n =.0130 Dn= 2.8 9100.05 1 2 32.0 1.54 .768 37.9 - - -- - - -- - - -- 23.5 9100.05 1 2 7.5 1.54 .768 8.9 - - -- - - -- - - -- 23.5 - - -- - - -- - - - -- - - -- 158.8 .0100 D= 51." 13.2 650 0.8 n =.0130 Dn= 3.4 - - -- - - -- - - -- - - -- - - -- - - -- - - -- 9100.06 125.1 1.54 158.8 24.3 Stream Summary • *DEVEL:?f[ENT TYPES:1= COM,2= APT, 3= MH, 4= COND0,5 =SF(1 /4- AC),6=SF(1 /2 -AC) SOIL TYPES:1 =A,2= B,3 =C,4 =D,* * 7= SF( 1- AC),8=SF(2.5- AC),9 =UNDEV(GOOR COV),10= UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5 =SPECIFIED COEFFICIENT* + -+ + -+ E l r l r i U 1 Irl fi r " l I l l f " 1 11'1 C i ti ari 11 ti ri ti 11 ti ti 1 J2 STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS CHANNEL 1 CALCULATED BY: KMR UNIT 9, FEEDER 2 1 DATE: 12 -22 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.88;INTENSITY SLOPE = .600 1 [ A D V A N C .E D E N G I N E E R I N G S O F T W A R E J CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- ---- - - -- - - -- ---- - - -- - - -- ---- - - -- - - -- - - -- ---- - --- ---- ---- - - -- - - -- - - -- .0071 700 11.9 INITIAL SUBAREA 9300.99 2 2 5.0 2.32 .813 9.4 - - -- - - -- - - -- 11.9 - - -- - - -- - - -- - - -- 9.4 .0014 street 1.8 700 7.4 *Qavg= 16.2cfs 40.ft STREET Dn =0.61 W= 20.0 flow to PT.# X- fall =0.02000 9300.20 2 2 9.7 1.73 .800 13.5 - - -- - - -- - - -- 19.3 9300.20 2 2 19.6 1.73 .800 27.2 - - -- - - -- - - -- 19.3 - - -- - - -- - - -- - - -- 50.0 .0022 D= 45." 5.7 900 2.6 n =.0130 Dn= 2.8 9300.21 2 2 27.6 1.61 .796 35.3 - - -- - - -- - - -- 22.0 9300.21 2 2 43.1 1.61 .796 55.1 - - -- - - -- - - -- 22.0 - - -- - - -- - - -- - - -- 140.4 .0171 D= 45." 15.8 700 0.7 n =.0130 Dn= 2.8 9300.22 2 2 36.3 1.57 .795 45.4 - - -- - - -- - - -- 22.7 9300.22 2 2 15.2 1.57 .795 19.0 - - -- - - -- - - -- 22.7 - - -- - - -- - - -- - - -- 204.8 .0358 D= 45." 22.9 2375 1.7 n =.0130 Dn= 2.8 9300.23 156.5 1.57 204.8 24.4 Stream Summary - - -- - - -- - - -- - - -- - --- - - -- - - -- *DEVELOPMENT TYPES: 1= COM,2= APT, 3= MH, 4= COND0,5 =SF(1 /4- AC),6 =SF(1 /2 -AC) SOIL TYPES:1 =A,2 =B,3 =C,4 =D,* * 7= SF( 1 - AC),8 =SF(2.5 AC),9 =UNDEV(POOR COV),10 =UNDEV(FAIR COV),11 =UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* f 1 C 1 I 1 1r . 1 i i li 1 1 1 1 1 1 1 t` 1 1r 1 1 1 1 1 1 1 1 1 E 1 E 1 1 1 1 1 J3 STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY I CALCULATED BY: KMR UNIT 9, FEEDER 3 1 DATE: 08 -21 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.88;INTENSITY SLOPE = .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E J CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - --- - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- .0168 950 11.3 INITIAL SUBAREA 9500.99 2 2 5.0 2.39 .814 9.7 - - -- - - -- - - -- 11.3 - - -- - - -- - - - -- - - -- 9.7 .0105 street 3.9 1050 5.5 *Qavg= 22.1cfs 40.ft STREET Dn =0.52 W= 18.0 flow to PT.# X -fall= 0.02000 9500.06 2 2 16.2 1.89 .804 24.6 - - -- - - -- - - -- 16.8 - - -- - - -- - - -- - - -- 34.3 .0167 D= 36." 11.3 600 0.9 n =.0130 Dn= 1.3 9500.07 2 2 19.3 1.83 .803 28.3 - - -- - - -- - - -- 17.7 - - -- - - -- - - -- - - -- 62.6 .0047 D= 42." 7.9 1075 2.3 n =.0130 Dn= 2.7 9500.08 2 2 42.6 1.70 .799 57.9 - - -- - - -- - - -- 20.0 - - -- - - -- - - -- - - -- 120.5 .0208 D= 42." 16.5 650 0.7 n =.0130 Dn= 2.5 9500.09 1 2 34.4 1.67 .775 44.5 - - -- - - -- - - -- 20.6 - - -- - - -- - - -- - - -- 165.0 .0145 D= 48." 15.3 275 0.3 n =.0130 Dn= 3.2 9500.10 1 2 9.8 1.65 .774 12.5 - - -- - - -- - - -- 20.9 - - -- - - -- - - -- - - -- 177.5 .0137 D= 51." 15.4 400 0.4 n =.0130 Dn= 3.2 9500.11 1 2 20.8 1.63 .773 26.3 - - -- - - -- - - -- 21.3 - - -- - - -- - - -- - - -- 203.8 .0143 D= 54." 16.3 350 0.4 n =.0130 Dn= 3.3 9500.12 1 2 13.8 1.62 .772 17.2 - - -- - - -- - - -- 21.7 - - -- - - -- - - -- - - -- 221.0 .0138 D= 54." 16.1 725 0.7 n =.0130 Dn= 3.6 9500.13 1 2 17.8 1.59 .771 21.7 - - -- - - -- - - -- 22.4 - - -- - - -- - - -- - - -- 242.8 .0124 D= 57." 15.8 1050 1.1 n =.0130 Dn= 3.8 9500.14 179.7 1.59 242.8 23.6 Stream Summary - - -- - - -- - - -- -- -- - - -- - - -- - - -- *DEVELOPMENT TYPES:1= COM,2= APT, 3= MH, 4= CONDO,5 =SF(1 /4- AC),6 =SF(1 /2 - AC) SOIL TYPES:1 =A,2= B,3= C,4 =D,* * 7= SF( 1- AC),8 =SF(2.5- AC),9 =UNDEV(POOR COV),10= UNDEV(FAIR COV),11 =UNDEV(GOOD COV) 0,5 =SPECIFIED COEFFICIENT* II 1 [ 1 C i I" f or 1 C 1 1r I 1" 1 1r 1 1r 1 ir ; 1 1 I I I I' I F 1 I I E 1 t 1 F 1 .14,_]5 STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY 1 CALCULATED BY: ARD UNIT 9, FEEDER 4 1 CHECKED BY: 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.88;INTENSITY SLOPE = .600 1 PAGE NUMBER OF [ A D V A N C E D E N G I N E E R I N G S O F T W A R E ) CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- - - -- - - -- - --- - - -- - - -- ____ .0150 1000 11.8 INITIAL SUBAREA 9100.99 2 2 5.0 2.33 .813 9.5 - - -- - - -- - - -- 11.8 - - -- - - -- - - -- - - -- - - -- -- -- - - -- ____ .0276 1500 12.3 INITIAL SUBAREA 9200.15 2 2 33.3 2.27 .812 61.4 - - -- - - -- - - -- 12.3 9100.15 2 2 19.2 2.27 .812 35.4 - - -- - - -- - - -- 12.3 - - -- - - -- - - -- - - -- 96.8 .0106 D= 42." 12.0 725 1.0 n =.0130 Dn= 2.7 9100.16 2 2 21.7 2.17 .810 38.1 - - -- - - -- - - -- 13.3 - - -- - - -- - - -- - - -- 134.8 .0222 D= 42." 17.2 625 0.6 n =.0130 Dn= 2.7 - - -- - - -- - - -- -- -- -- -- - - -- - - -- 9100.17 74.2 2.11 134.8 13.9 Stream Summary - - -- - - -- - - -- - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- .0020 1000 17.7 INITIAL SUBAREA 9100.99 2 2 5.0 1.83 .803 7.3 - - -- - - -- - - -- 17.7 - - -- - - -- - - -- - - -- 7.3 .0106 street 4.3 2400 11.4 *Qavg= 28.5cfs 40.ft STREET Dn =0.55 W= 19.7 flow to PT.# X -fall= 0.02000 9200.18 2 2 38.4 1.35 .786 40.9 - - -- - - -- - - -- 29.2 - - -- - - -- - - -- - - -- 48.2 .0183 D= 36." 12.7 575 0.8 n =.0130 Dn= 1.6 ' 9100.19 2 2 35.3 1.33 .785 37.0 - - -- - - -- - - -- 29 - - -- - - -- - - -- - - -- 85.2 .0276 D= 36." 16.9 725 0.7 n =.0130 Dn= 2.0 CONFLUENCE TC #1= 13.9 TC #2= 30 6 TC #3= 0.0 TC #4= 0.0 TC #5= 0.0 LARGEST ANALYSIS Q 01= 134.8 Q #2= 85.2 Q #3= 0.0 Q #4= 0.0 Q #5= 0.0 CONFLUENCE FOR POINT# I #1= 2.11 I #2= 1.32 I #3= 0.00 I #4= 0.00 I #5= 0.00 Q= 173.6 169.3 Q3 0.0 Q4 = 0.0 Q5 = 0.0 - - -- - - -- 9100.17 Q1 = 173.6 Q2 = = - - -- - - -- - - -- - - -- 173.6 .0275 D= 45." 20.0 800 0.7 n =.0130 Dn= 2.8 - - -- - --- - - -- - - -- - --- - - -- - - -- 9100.14 152.9 1.32 173.6 14.6 Stream Summary - - -- - - -- - - -- - --- - - -- - - -- - --- *DEVELOPMENT TYPES:1= COM,2= APT, 3= MH, 4= COND0,5 =SF(1 /4- AC),6 =SF(1 / - AC) SOIL TYPES:1= A,2 =B,3 =C,4 =D,* * 7= SF( 1- AC),8 =SF(2.5- AC),9 =UNDEV(POOR COV),10= UNDEV(FAIR COV),11 =UNDEV(GOOD COV) 0,5= SPECIFIED COEFFICIENT* t l 1 I l r ' l r 1 1! Ir l r 1 .. l I 1 l 1 1 E 1 I l 11 f l 11 t l t 1 + - + -+ 36 STUDY NAME: RIALTO CHANNEL HYDROLOGY /HYDRAULICS STUDY ( CALCULATED BY: ARD UNIT 9, FEEDER 5 DATE: 04 -04 -86 10.0 YEAR STORM 1 -HOUR RAINFALL(inch)= 0.88;INTENSITY SLOPE = .600 [ A D V A N C E D E N G I N E E R I N G S O F T W A R E I CONCENTRATION SOIL DEV. AREA I C Q Q SLOPE SECTION V PATH T Tc HYDRAULICS POINT NUMBER TYPE TYPE (ACRES) in /h (SUB) TOTAL ft /ft fps. ft. min. min. AND NOTES - - -- - - -- -- -- - - -- -- -- - - -- - --- ---- -- -- - - -- - - -- - - -- - - -- - - -- ---- - - -- - - -- - - -- .0274 800 9.6 INITIAL SUBAREA 9100.99 2 2 5.0 2.64 .817 10.8 - - -- - - -- - - -- 9.6 - - -- - - -- 10.8 .0444 street 7.0 900 2.5 *Qavg= 32.5cfs 40.ft STREET Dn =0.47 W= 15.8 flow to PT.# X -fall= 0.02000 9400.24 2 2 23.2 2.30 .812 43.3 - - -- - - -- - - -- 12.1 9100.24 1 2 21.4 2.30 .795 39.1 - - -- - - -- - - -- 12.1 9100.24 2 2 16.6 2.30 .812 31.0 - - -- - - -- - - -- 12.1 - - -- - - -- - - -- - - -- 124.2 .0421 D= 36." 21.4 725 0.6 n =.0130 Dn= 2.3 9100.25 1 2 22.5 2.24 .794 39.9 - - -- - - -- - - -- 12.6 - - -- - - -- - - -- - - -- 164.2 .0115 D= 51." 14.1 750 0.9 n =.0130 Dn= 3.2 9100.26 1 2 25.4 2.15 .791 43.2 - - -- - - -- - - -- 13.5 9100.26 1 2 20.9 2.15 .791 35.5 - - -- - - -- - - -- 13.5 - - -- - - -- - - -- - - -- 242.9 .0143 D= 57." 17.0 600 0.6 n =.0130 Dn= 3.6 9100.27 1 2 23.0 2.09 .790 38.0 - - -- - - -- - - -- 14.1 - - -- - - -- - - -- - - -- 280.9 .0144 D= 60." 17.6 1200 1.1 n =.0130 Dn= 3.8 - - -- - - -- - - -- - - -- - - -- - - -- - - -- 9100.28 158.0 2..09 280.9 15.3 Stream Summary - - -- - - -- - - -- - - -- - - -- - --- -- -- *DEVELOPMENT TYPES:1= COM,2= APT, 3= MH, 4= COND0,5= SF(1 /4- AC),6= SF(1 /2 -AC) SOIL TYPES:1 =A,2 =8,3 =C,4 =D,* * 7= SF( 1- AC),8=SF(2.5- AC),9 =UNDEV(GOOR COV),10 =UNDEV(FAIR COV),11= UNDEV(GOOD COV) 0,5 =SPECIFIED COEFFICIENT*