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HomeMy WebLinkAboutThe Arboretum at Fontana North - September 3 2008do £ THE ARBORETUM AT FONTANA NORTH IN THE CITY OF FONTANA MASTER PLAN DRAINAGE STUDY July 30, 2008 PREPARED BY: Madole & Associates, Inc. THE ARBORETUM AT FONTANA NORTH IN THE CITY OF FONTANA MASTER PLAN DRAINAGE STUDY July 30, 2008 0 " V ' Tul .A(( MA DOLE : r PREPARED BY: Madole & Associates, Inc. 1455 Auto Center Drive, Suite 200 Ontario, CA 91761 (909) 937 -9151 Fax 937 -9152 Q"j 2 sit No 36637 Wendell L. Iwa suru tef' CN R.C.E. 36637 Engineering Communities for Life Reference: 126 -2050 The Arboretum at Fontana North Drainage Study CONTENTS SECTION TITLE ❑ S SUMMARY • Discussion • Vicinity Map • Land Use Exhibit • Summary Sheet • Existing Conditions Exhibit • Proposed Facilities Exhibit ❑ E MASTER PLANAND EXISTING DOWNSTREAM FACILITES HYDROLOGY EXCERPTS ❑ City of Fontana Land Use Exhibit ❑ Hawker - Crawford Channel (AEI -CASC) ❑ Summit Avenue Line B (Madole & Associates, Inc.) ❑ Q PROPOSED 100 -YEAR HYDROLOGY ❑ H STORMDRAIN HYDRAULICS ❑ R REFERENCES & MAPS • Soils Map (from San Bernardino County Hydrology Manual) • Isohyetal Map (from San Bernardino County Hydrology Manual) • Excerpts from MPSD for the City of Fontana • Hydrology Map Madole & Associates, Inc. S -1 5/14/2008 O H U A O� H W The Arboretum at Fontana North Drainage Study DISCUSSION The purpose of this drainage study is to determine the drainage facility requirements for The Arboretum at Fontana North master planned community in Fontana. Specifically, the subject project is located south of vacant land and Interstate 15, west of Sierra Avenue, north " of Casa Grande Avenue, and east of Citrus Avenue, in the City of Fontana, County of San Bernardino, California. The Arboretum site will consist of 3,526 residences with a school and numerous park uses, .�, with an approximate area of 453 acres. Proposed drainage is overland and by sheet flow generally in a south - southwesterly direction.. The site is subject to upstream off -site flows from vacant land to the north, including canyon flows that pass under Interstate 15. The *�• majority of off -site flows will be cutoff by a master plan facility to be constructed as part of this project. w Note that as this study is for planning purposes. Additional studies and calculations, based ow on this study, will be prepared and reviewed along with the final storm drain improvement plan approval process for the project. Proposed Master Plan Facilities t� Fl k Drainage for the project will be collected by two independent regional systems. The north half of the project is tributary to Master Plan Line A which will be constructed in Duncan Canyon Road. The site will be protected from upstream canyon flows by the installation of Master Plan Line A4 ( "I -15 Channel) to be built along the south side of Interstate 15 and connected to Line A west of the project. The south half of the project will drain to Master Plan Line B in Summit Avenue, which is installed to Citrus Avenue and under construction to Cypress Avenue. MPD Line A — Duncan Canyon Road Line A will connect to the Hawker - Crawford Channel, which is being completed by the Coyote Canyon planned community on the west side of Interstate 15. The City of Fontana with SANBAG and CALTRANS will be constructing a new interchange on Interstate 15 serving Duncan Canyon Road, and will build the most downstream section of Line A at Hawker - Crawford Channel. The subject site will extend Line A from the easterly terminus of the City project on the east side of Interstate 15, completion estimated not before 2009, to and across the project to Sierra Avenue. In addition to aforementioned Line A4, smaller master plan lines will extend up Citrus Avenue, Cypress Avenue and Sierra Avenue to collect project and future development runoff. As part of the Hawker - Crawford Channel project, the City and AEI -CASC Engineering (approved study dated 3/28/03) provided for approximately 3100 cfs from Line A, based on Madole & Associates, Inc. S -2 5/14/2008 K V! r (((MADOLE 1455 AUTO CENTER DRIVE SUITE 200 ONTARIO, CA 91761 909.937.9151 Engineering Communities for Life www.madoleinc.com VICINITY MAP THE ARBORETUM FO NTANA NORTH IN THE CITY OF FONTANA, CA. I ' O LO O N I N z The Arboretum at Fontana North Drainage Study an analysis provided by the San Bernardino County Flood Control District and Boyle Engineering. The calculations provided herein indicate runoff of less than 2800 cfs tributary to Line A at Hawker - Crawford Channel. Therefore, the subject project will not require 100 - year storm runoff mitigation as downstream facilities are sufficient to handle fully developed runoff. The calculations in this study are based on the 2007 General Plan and Land Uses for the City of Fontana and updated to reflect land uses proposed for the subject W development. MPD Line B — Summit Avenue Portions of Line B are completed with additional reaches under construction or to OR commence construction shortly. Currently, the extreme downstream end of Line B is at am Summit Avenue and San Sevaine Road, just east of Interstate 15. Completed Line B extends easterly in Summit Avenue to Citrus Avenue. The City is to construct an additional half -mile segment from Citrus Avenue to Cypress Avenue. The City and AEI -CASC Engineering are designing the final downstream reaches of Line B, to continue southwesterly in Summit Avenue along Interstate 15 to Cherry Avenue, then northerly in Cherry Avenue under Interstate 15, and finally west to San Sevaine Basin 5. The Line B connection to Basin 5 is completed. Furthermore, the County and City policy of ar no net increase in runoff above existing conditions is rescinded as a .requesite to construction. A master planned community by JW Mitchell Company is approved, comprising the half square mile bounded by Summit Avenue, Cypress Avenue, Casa Grande Avenue and Sierra Avenue, and will be required to extend Line A to Sierra Avenue, and then extend a master plan facility northerly in Sierra Avenue to Casa Grande Avenue. However, the subject project may install those reaches if needed prior to being completed by the JW Mitchell site. �+ A portion of this site is tributary to Sierra Avenue. The Shady Trails Planned Community has constructed the master plan facility in Citrus Avenue, which will serve the southwestern portion of the proposed Arboretum project. Additional master plan facilities will be extended northerly in Sierra Avenue and easterly in Casa Grande Avenue. As with Line A, the calculations in this study are based on the 2007 General Plan and Land Uses for the City of Fontana and updated to reflect land uses proposed for the subject development. Further modifications have been made to account for current and known proposed developments in the watershed. The half square mile bounded by Summit Avenue, Citrus Avenue, Casa Grande Avenue and Cypress Avenue will be built -out at the current zoning limit of one - quarter acre lots, or less than 4 residences per acre (a specific plan would be required to increase this density, and there is insufficient vacant acreage to allow for a specific plan). The design of MPD Line B, by Madole & Associates, Inc., (approved study dated May 2002, et al), provided for approximately 1820 cfs in Summit Avenue at Citrus Avenue. The Madole A Associates, Inc. S -3 7/30/2008 0 F 0 0 �w 71 74 W k� The Arboretum at Fontana North Drainage Study updated calculations in this study have established a rate of about 1670 cfs at the same location. The reduction in runoff is due to approximately 60 acres on the west side of Citrus Avenue now tributary to Summit Avenue further to the west as part of the Shady Trails Master Planned Community. However, even with the 60 acres still tributary to Summit Avenue at Citrus Avenue, the runoff rate per acre has not increased over the original design for Line B, and therefore no 100 -year mitigation measures are required for the portions of the project tributary to Line B. Due to existing regional waterline improvements, a large master plan drain is not feasible in Casa Grande Avenue. Instead, most of the runoff tributary. to Casa Grande Avenue will be directed, in a master plan line down Cypress Avenue, to Summit Avenue. These additional flows to the Summit Avenue system exceed the existing downstream capacity at Citrus Avenue, therefore it is proposed that the Cypress Avenue line will be directed toward the Sierra Lakes Infiltration System. Connection to this system can be made at the existing temporary risers located in the ditch on the north side of Summit Avenue. This system was originally designed to handle 547 cfs, and therefore will be sufficient to handle about 270 cfs proposed down Cypress Avenue. Minor improvements may be necessary to the. infiltration system in order to better handle developed area runoff laden with typical pollutants. In this capacity, the infiltration system will provide the water quality provision for that tributary area, and therefore additional BMPs will not be required upstream. Formal acceptance for the responsibility of these flows will be required (and is anticipated) by the Sierra Lakes Golf Course management company. Methodology The 100 -year storm event was modeled in the rational method hydrology and unit hydrograph calculations in this study. The hydrologic models, as defined by Flood Control for San Bernardino County, were followed in the determination of storm runoff. AES software was utilized for hydrology calculations. Preliminary pipe sizing was based on normal depth calculations and conservatively assumes effective pipe slope at 90% of existing topography. This study was prepared in collaboration with Encompass Associates, Inc. Madole & Associates, Inc. S -4 7/30/2008 --•■ E. - E - E- Q. til = E E E L) Ci .4.7., ...:—... -..---:. • .... r I LUZ (1) VI ' < ey U- CT) U-• ''' U.- 7 :E 0 I ani LL1 < lati t5 11 1.1J . 1 0 CL if. LI9 1 a I ll II 1 r 4ig 0.1 1 -.... . . r .,. . : . 1 i 7 i • r ...................,..._______ , ,... .. . .. .. , .. . • . .... _._...., ._ ...,.... _.... ... .. ...... ,..., r , :. : 0. z ..( , r I i ... . 1 ta, 1 r r .: I . . r „.„. ,..„. , :, ____i , ,., L., , ., :, v z ,.., .,... :,. . .,,, 1 1 .4 i .... r , .,...:.„. i i r „. , . _ ..........____ . c' : ,___. .,., :. , . a _ r s L .4. -- , _.., .:.„,_ .„... __ : , 7 .. ------- 1 - „ 4 .... ,..... r r......... . i I . , ,..._ ;-..!... .., ', .. . . t... „. . . i . -- . . , , ., — = . ' ' ' ' , ... _,,„,. ..., . .. - . . — . 1 • 3n N 3AV snaiD) i• ."-------- I i ,.. • ..... ',- :•:''.- - . . . City of Fontana, State of Califorrzia GENERAL PLAN LAND ZT S E MAP Adopted: October 21, 2003 Last Revised: April 10, 2007 GENERAL PLAN LAND USE LEGEND RESIDENTIAL DESIGNATIONS O R -E R.sidentil E.tat- (2 du /ac) O R - RWdantlal Pl d! Community (3.0 - 6.4 du /oc) O R - SF Singb Family R.Wdentlal (2.1 - 5 du /ac) O R -Y 14"u. Arty ReeldentIw (5.1 -7.6 M1I/ac for sirgW- farniy detached product type 7.7 -12 dR lo r¢ W* dew v "0 laei' PP" bps) R -YF Yu. Fomiy Residential (12.1 -24 du /ac) COMMERCIAL DESIGNATIONS O C-C Community Commemal (0.1 -1.0 FAR) „ m C-C G._1 Commercial (0.1 -1.0 FAR) D WIJ Re;;o 1 Yixn UM TH$ C (al -ID fAN b Iv- neYelW; 12 -24 dlfatla Ib nRYRltid) O IT INDUSTRIAL DESIGNATIONS }- 0 I -L Ught Induetd.l (0.1 -0.6) T • T O I-G General Industrial (0.1 -0.6 FAR) y h .em w avnm ,.rP,. tam PUBLIC DESIGNATIONS t--- - -- ------- ����•�� •- - � .tm [ P -PF PWA, FocORhs ' C== P -R Rwreati,hau FedRtim I / R -E O P -UC Public Utility Corridon i 4 OPEN SPACE DESIGNATIONS I = � SPECIFIC PLAN LEGEND Rw at Suuthrid « Vllloge - �- R- ' R -PC R•-PC %' p 02 Ranc Ilona P UC H tp .ties Y3 Walnut Nllage P 08 � R M Rescinded 05 South.eat Induethai Pork Y8 Nort ats I 1 R_PC In R.¢I �\ N Weet End � ) em ye Fontana Gowway - - - -- - - - 0-C \/ 0 Rescinded �� P -R I1-PC 0.0 011 South Park as n2 Hunter's Ridg. R - � Y1 3 Empin C.ntr std Rescinded I ` t. y 01 Califomla Landing" P- Y6 Sierra Lakss Yt7 W nigats P R - tine i R-na I Scat- -4�C at B� . C Coyote Canyon - Pr P YID Cltru. Heights South P -R R -PC s,m Y21 CA"* HNghts r I 042 Summit at Rp.- ana I P-R City Umlt " P - P R - PC I 0 2000 4000 feet . -"- so., . Of Infla.nc. �. P-R C C Parcel C . AVE w -- E- ..m.nt �tPT O I General Plan Amendments City Addims Block Adoption Dole r - -- Specific Plans RY11 Raadutbn Ne. 03-162 Ock le 21. 2003 avlC Up R-PC PUC P -PF P_R I Re.dulbn No. 0{-166 dept.ROer 21. 2004 mm City Hall RwMUtlan N0. 04-206 D.c.me.r 7, 2004 F P - R n Station / P-R R_­ No. 05-008 F.erumy 06 1. 2006 em fl -lubo, No. 06 -lea 6.nt .- 20. 20 HOSpRaI 'P-R R-PC R -f+: I 0 RSe01Wen No. DD lO bl y oe.r 2006 Pans. D.pt • nm $Ohool IIYU yl P � W I R�olutl°n No. me -I]e Jsy 11. 200{ RewlNOn No. M -261 Win- 12 2W�6 ,a 7�7� N dyNw W 1Ye y /yyyy� I Ya _ Boulevard 0v 1.y - .. - P-PC DorMDrn OMy - I . ® (0.1 -IA FAR fm nw rdlaia wi �•""• NLAI _ L 7.7 - 24 dA/arn fm raelyaYel w -- - R••IY � P -R Auto Canter Ov.nay (135 asp) SWU g- I it .>oe CITY OF i trPm R -Pa -m RANCHO CUCAMONGA e�sj P -ac P -PF P� P ­ "�' c e mm Pmt R_pC mm v,. P P -R rtm R CITY OF RIALTO R-DC q0. R-PC Rtil R P# BASELINE AVE / ;/,: c-L R " - PC .-art- P " C{ �45ELINE AVE , Lyk v -PS J m R-PC p -R o-0. 1 -L R._sr P - PP .mm P-R P -P P T R -v ""✓A' ,C:I MILLER AVE P -P P_K 1 1'' P Pr 4 -PC L i P# ' -L I _ L R -SF P-R P -R w ul c as >< `., �Y < FOOTHILL BLVD ~L I C+C FOOTHILL BLVD . am R-sr R� p.4w ( ,� Z 1-0 Q P-PF R­. P -PF ARROW BLVD M ARROW B_VC �I C P# U e 1_L We •-Y PA R .. ,. ,.......,.,,.......xwuwR O 8 06 X r ,...,_... 4 ..�... Z METR�INK _..,•. I - _ " -y R-Y c� R -;- Y. / wI*AERRKL AVE ^ It- C{ P._rT � R-Y P_R moo LL Q P-PF F# " -� P�j . me e - It P �. P -PF P - R -SF > It Ci R -0.F I .mo P -Pr ,_I __ SAN BERNARDINO AVE m.W 'GANBERNAROINOAVE � P - PP ', © ,/ P - a �-- �'.._.,_ �j FPF _ P -P, P_PF C-S °O b 11 ��I1 �L o-R VALLEY BLVD I K 1-10 FREEWAY UNION PACIFIC RR ' °ID l ,meo E S AVE ;I F•RA' �1 1 SLOVER AVE ,mm LL I; Q U I I I tia SANTA ANA AVE t ,SANTA AVE, -- gv I . - "'J P _.J� IU20PA AV - - -- so w JURUPAAVE R _PC 1 R K ___1 K 1-L ..._- _ __ p-PF � . ,.... 6i P_ P -uC P_. 1 I 1'"ey„y"" u I 1 P -UC P -UC P -R P -UC Pmt P - P P R -K P- " ': fl P -PF P -P} R -Y R-PC P -PF PPI R-pC ,t>m rL 0 -0 R -PC 1• ( O tAARLAYAVE P -PF 3� P P_R R-0C BLOOMINGTON - m I P -" mo 1--0 0.6 " -� 06 i �` - e P -PF " -PC i P -R R P_ PC J : term y � s a m t.tm t. t R ,mm m. ,,ae.,.m ,.m t.,m t, e , m.t m., me t� ,.� t� t.m., m .t.tm.tmm. tea tmm t m t a t.,m „m., e.,mm ,.tm tee ,� t m. t�.,.m ,.m. t t� „m ., m „®. t m n m t rm t ., „m „m .. ®,.tm ®, m ,mm ,.m + 63 City of Fontana Department of Engineering / GIS T:)Adobe Reader PD FHWGeneral Plan Land Use Map 11x17.pof City of Forztar State of Caliiforr�ia ZONING DISTRICT MAP ZONING DISTRICT MAP LEGENO Adopted: April 15, 2004 RESIDENTIAL DESIGNATIONS Last Revised: April 10, 2007 O R -E Rssldsntim Eahrtes (2 w /oc) O R -PC ReadonticW Plo, « Community (3.0 -5.4 dl/=) O R -1 Single Fom6y RoZentim (up to 3 du/=) O R -2 Mock n Deneq ReeMwlf{al (up b 7.6 Ou /aa for 51416 -fancy 6ladrrd podte type 71 - 12 61. 1w ly"YY . wdF b till' Rabat bW R -3 MuM Fomtly Residential (12.1 -24 du/ac) COMMERCIAL DESIGNATIONS O C -1 Camnmdy Commercal (0.1 -1.0 FAR) O C -2 Cerwd Cam cal (0.1 -1.0 FAR) O R -MU RsgMm Yised flee (0.1 -1D FNt tar Owfr3d6�f6t I2 -24 d / W IaliawMl) INDUSTRIAL DESIGNATIONS 0 Y -1 tight IMUSb1m 6) O Y - 2 Carrarol kMuserlol (0.1 - 0.6 rM) PURI.IC DFSIGNATIONS O P -PF Pa c FOCditae O P -t1C Putlic Utility Corridors OPEN SPACE DESIGNATIONS OS -N Open Space - Natwol O OS -R Opwn Space - Resource SPECIFI LEGEND 02 Rmcl» Fanlma A9 MaY1ul Npoge #4 Reeckloed F5 Southwest MdusMm Pik 46 Norttgate 47 R En d w ab est FiW 4a far11pn4 Culesey W O Resc110ed 411 South Park 11 Hyde', 413 R1oge Empiro Centel W 4 Resclldsd 415 G'� IMrArlgs 416 �1661� I/hFe 8 0, 416 Sl Sohn yot. .ny— 2 419 Cayds Carryon 121 Ciro Heights 41 n Suw J t at R NorW 4 22 Srlsnl at Ros4ro CRY tlmR -_- Sph— f Irdl -- PorcN Esewnent m City Address Block - - SPwAic Pons Clw. U. Cil City Ha6 F Re Station Y Mooif l Center P SO- Dept School NA. Center Overly (138 ocree) ® Activ y Centel FM aen y (01 -1.0 to npl- refeeMl user 7.7 -24 do/— to lea4m8d usw) Downtown O—W ' B.A—rd 0.rlay FAR for rorndlrtl i 7.7 -24 do/— 0. n1dd ft IN) _ 1 UtORy Conldor overlay CITY OF ' RANCHO CUCAMONGA U Z O Q U 0 U O U 9 O U O tY 1 Z O O U 'THE C � m � K1 i m Q i m a m lY m O .m .m 0 2000 40M fee[ m SUMUF AVE „ Zoning District Amendments „ Ord— No. Adoption Date 04 01 AP61 16, 2001 m 1473 FFA,a�6lrrr—qy 15, 2000 1482 1443 Ods4. 4, 20M 1144 0. -bbr 4, 2" 1500 Jux 13. 2006 • ^° 1501 Jr„r. 13.2006 1513 Smy M. 2006 m 1526 omo1. 10, zoos 1516 Oecwe. 12. 200E m CITY OF RIALTO n. B�SELNE AVE P_P „ � -PF -PF P Pr I • m P -1 MILLER AVE . m .m R -2 P-11 P FOOTHILL BLVD «. i 2 P � m r .a R -2 P rf ARROW BLVD m m t METROLW R a m '14VERRIIJ_ AVE m v -vr I 1R�NOAL�AVE o � m --I _ -._ -1 SAFIBERNARDNO AVE m I — RLI m C-2 Pff VALLEY BLVD I -10 FREEWAY �® � I UNION PACIFIC RR �® 1 - SLOVER AVE ,® € SANTA ANA AVE , ba s .,,we . L JURUPA AVE R -PC BLOOMINGTON -��� • ^'° R -PC P_ ,m ,m .m City of Fontana Department of Engineering If GIS THE ARBORETUM AT FONTANA NORTH Ia s SCALE 1' =1500' d v � l � DUNCAN C ! 1 111 •,,,�� �,, ����� 111 ♦ 06i..nu� ••�► �i111 son �11�::�NI11111.1.� ��•� �� i 0 111111lIIHiltll i � �� ! r 111fl1ti11 IIIIA ,�� �nuuumlq � Ut!!11!!! : a ���fff���lll EXISTING DRAINA GE .FA CILI TIES I / � P � I - �7 I LEGEND 1 ■ ■ ■ ■ ■ ■ EXISTING STORM FACILITIES i { ■ i ■ i i ■ DRAINAGE FACILITIES BY OTHERS �■■� PROPOSED DRAINAGE FACILITIES SEGMENT TERMINATORS I as.os SEGMENT REFERENCE 8xB R CS . FACILITY SIZE / TYPE j 970 LF APPROXIMATE SEGMENT LENGTH ::/i� f .111IIIIIP � i /lllllnni! _I� � !1111 i ►_•�::�:_ _ IiiliNlillll :IN - ;_ �111I1lIl nutulluuQ IIfUi111J11i11l11) ) ��ItU1f/ 11I /� 111111iilUIIIIIr/ N\I1111111111111 • !,/ p OIllNlil Q [�'1►� �lii_!�', ;: �ennnueuimin m allntarrjj_ _ = 1111ryfj_ • ' �- iiS mom- .... W�� I ! i L------ CAI i 7 V awsnv s ' i I I z �i Wlr - - -T T I I ! r i -- - - - - -- I !-- - - - - -- i I Yi� /I I I I 1 F - -- I / I 1 I iY✓ I i �- 1 - - -- ! I F r � I I I I III III II ! -�! I I I I I , -LL }-Lj u - f I �VeF RTFR - - - = MEW a In IE AVENUE m 10� ------ pa I I 0' I i I =L— i i L _ - - - -- "'� ! tHit1 ►� -e ,�. !I I1111fltltt �j �Ii �� p v L_ • ?, �. ,Z � .aurrn�m ��� �• ��t %anru�� ENCOMPASS ASSOCIATES, i CONSULTING CIVIL ENGINEERS 5699 COUSINS PLACE RANCHO CUCAMONGA, CA 91737 (909) 684.0093 __:�:.:__ ...,L:6:• d...n S /9 /9nn7 1n• AM 1.1 as KKK K K K.wa,wwww otaim- W m- I ThE ARBORETUM A i FONTANA NOR _L H � N - --� - s I O I i I i I / I' Zv/ I I I i I ,i�� �� I I I I I '`�� ( // i ------- -I-- - - - - -- 1 1 L + 7" — — — — — — — -- LINE AN 9X9 R 8 RCP loo �� I �/� SINE A pnn iF fijU A" DUNG + — — — Z / - — — — -- J-d z 41 > II I II I II r --------- + -------- II + t p--q � I I I I - LEGEND 12 ■ ■ ■ ■ I EXISTING S TORM FACILITIES DRAINAGE FACILITIES BY OTHERS PROPOSED DRAINAGE FACILITIES SEGMENT TERMINATORS A 5. 6 SEGMENT REFERENCE M RC8 — FACILITY SIZE / TYPE 970 LF :APPROXIMATE SEGMENT LENGTH Ali k ENCOMPASS ASSOCIATES, INC., CONSULTING CIVIL ENGINEERS 5699 COUSINS PLACE. RANCHO CUCAMONGA. CA 41737 '(909) 684i.009 3, M 92�,IQ2\fibibits\SD-Facififies-ExhI it, wp. m 0 , 7104��A ! Subtotal 819,300 Cypress Avenue - Line A2 21.4 A2.04 South of Citrus Avenue 750 42 RCP 2 2 1 180,500 21.50 The Arboretum at Fontana North Preliminary Storm Drain Facilities Sizing and Cost Estimate South of Citrus Avenue 800 54 RCP 2 Master Plan Line A 206,000 21.6 4/26/2007 South of Citrus Avenue 850 60 CBs/ 2 TSs/ 233,500 21.6 U/S Line Location Description Length Dia /Ht Width Type Lats MHs JSs Total Est. 2 1 Node Ref (feet) (in)/(ft) (ft) (ea) (ea) (ea) RCP 2 Subtotal 954,500 188,000 18 A.07 East of Cypress Avenue 970 Sierra Avenue - Line Al RCP 2 2 14 A1.03 North of Citrus Avenue 1060 66 RCP 2 2 2 305,000 s _ 15 A1.02 North of Citrus Avenue 320 72 RCP 0 1 1 94,400 765,147 16 A1.01 North of Citrus Avenue 1310 78 RCP 2 2 2 419,900 Subtotal 819,300 Cypress Avenue - Line A2 21.4 A2.04 South of Citrus Avenue 750 42 RCP 2 2 1 180,500 21.50 A2.03 South of Citrus Avenue 800 54 RCP 2 2 1 206,000 21.6 A2.02 South of Citrus Avenue 850 60 RCP 2 2 1 233,500 21.6 A2.01 South of Citrus Avenue 1090 66 RCP 4 2 1 334,500 A.08 At Sierra Avenue 390 108 RCP 2 Subtotal 954,500 am Citrus Avenue - Line A3 (off -site) 21 Subtotal - 1 -15 Channel - Line A4 (off -site) Grand Total 5,795,753 F�. STORM DRAINAGE FACILITIES FEE Fee per Net Acre $ 15,721 Fee $3,416,173 Estimated Net Acreage 217 P:\ 102 - 102 \Drainage \Hydraulics- Prelim.xls 5/9/2007 Subtotal - - Duncan Cany Road - Line A 17 A.08 At Sierra Avenue 390 108 RCP 2 1 1 188,000 18 A.07 East of Cypress Avenue 970 114 RCP 2 2 2 457,100 19 A.06 East of Cypress Avenue 960 8 8 RCB 4 1 4 765,147 20 A.05 East of Cypress Avenue 370 8 8 RCB 4 1 4 333,004 21 A.04 At Cypress Avenue 420 9 9 RCB 4 1 4 408,080 22 A.03 East of Citrus Avenue 680 8 8 RCB 4 1 4 560,062 23 A.02 East of Citrus Avenue 900 8 8 RCB 4 1 4 721,200 24 A.01 East of Citrus Avenue 640 9 9 RCB 4 1 4 589,360 Subtotal 4,021,953 Grand Total 5,795,753 F�. STORM DRAINAGE FACILITIES FEE Fee per Net Acre $ 15,721 Fee $3,416,173 Estimated Net Acreage 217 P:\ 102 - 102 \Drainage \Hydraulics- Prelim.xls 5/9/2007 r: Casa Grande - Line B4 159.1 B4.01 East of Citrus Avenue 1600 30 RCP 2 2 2 312,000 10 io M w w Subtotal 312,000 Cypress Avenue - Line B2 1002 B2.06 North of Casa Grande 675 30 RCP 2 2 2 154,750 1003 82.05 North of Casa Grande 740 48 RCP 2 2 2 188,000 1004 82.04 North of Casa Grande 600 60 RCP 2 1 2 172,000 Subtotal 514,750 Grand Total 1,344,300 >TORM DRAINAGE FACILITIES FEE Fee per Net Acre $ 15,721 Fee $2,829,780 Estimated Net Acreage 180 P:\ 102- 102 \Drainage \Hydraulics- Prelim.xis 5/9/2007 �' I The Arboretum at Fontana North Preliminary Storm Drain Facilities Sizing and Cost Estimate Master Plan Line B 4/26/2007 CBs/ TSs/ U/S Line Location Description Length Dia /Ht Width Type Lats MHs JSs Total Est. Node t Ref (feet) (in) /(ft) (ft) (ea) (ea) (ea) Sierra Avenue - Line B1 102 81.03 North of Casa Grande Avenue 715 30 RCP 4 2 2 185,550 103 B1.02 North of Casa Grande Avenue 650 48 RCP 2 2 2 170,000 104 B1.01 North of Casa Grande Avenue 610 48 RCP 2 2 2 162,000 Subtotal 517,550 r: Casa Grande - Line B4 159.1 B4.01 East of Citrus Avenue 1600 30 RCP 2 2 2 312,000 10 io M w w Subtotal 312,000 Cypress Avenue - Line B2 1002 B2.06 North of Casa Grande 675 30 RCP 2 2 2 154,750 1003 82.05 North of Casa Grande 740 48 RCP 2 2 2 188,000 1004 82.04 North of Casa Grande 600 60 RCP 2 1 2 172,000 Subtotal 514,750 Grand Total 1,344,300 >TORM DRAINAGE FACILITIES FEE Fee per Net Acre $ 15,721 Fee $2,829,780 Estimated Net Acreage 180 P:\ 102- 102 \Drainage \Hydraulics- Prelim.xis 5/9/2007 The Arboretum at Fontana North Preliminary Storm Drain Facilities Sizing and Cost Estimate STORM DRAINAGE FACILITIES FEE 4/26/2007 1 Fee per Net Acre $ 15,721 1 Storm Drain Improvements Estimated Estimated Net Acreage Fee 1 Line A Areas $ 5,795,753 217 $ 3,416,173 Line B Areas $ 1,344,300 180.0 $ 2,829,780 1 Total $ 7,140,053 397 $ 6,245,953 1 L • • - . • Net Improvements in'EXCESS ()flee $ 894,100 1 1 1 1 1 1 1 1 P: \ 102 \Drainage \Hydraulics- Prelim.xls 5/9/2007 di .w tw a M SECTION E MASTER PLAN AND EXISTING DOWNSTREAM FACILITIES HYDROLOGY EXCERPTS t1 ol 0 I ( II ,�•1 , , j , - f " � ,� .;I. - ` Wel' V4-. 1-/„:' -. 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Jnq • i1.b i c t.: 7t S. 1 L.S S M a rs MASTER DRAINAGE PLAN FOR THE COYOTE CANYON SPECIFIC ]PLAN FONTANA, CALIFORNIA Volume H PREPARED FOR: COYOTE CANYON, LLC 16027 Brookhurst Street, Suite G -251 ± Fountain Valley, CA 92708 PREPARED BY.• AEI -CASC ENGINEERING 937 SOUTH VIA LATA • SUITE 500 COLTON, CA 92324 (909) 783 -3636 • Fax (909) 783 -0108 REVISED MARCH 28, 2003 December 19, 2000 w� err i APPENDIX "C -2 ": REMODELING OF BOYLE ENGINEERING'S RATIONAL TABLING FOR THE DRAINAGE AREAS TRIBUTARY TO HAWSER CRAWFORD NORTH OF COYOTE CANYON ROAD f San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD /CIVILDESIGN Engineering Software, (c) 1993 Version 3.2 - - - - -- Rational Hydrology Study -- - Date 10/25/02 --------------- - - - - - - ----------------------------- 100-YEAR ULTIMATE CONDTIONS HYDROLOGY BOYLE HYDROLOGY (AES) RECREATION W/ UPDATED BOUNDARY, LAND USE, & LINE " A " ,d NODES 201 TO 212; LEVEE OPTION 1; 55 DEGREES FROM CL OF HAWKER- CRAWFORD FN:SSOlUL.RSB 3/25/02 A. TORREYSON .� •------------------------------------------------------------------------ CASC Engineering Group, Riverside, California - S 615 -------•----------------*------------------------------------------------- ********* Hydrology Study Control Information * * * * * * * * ** dw Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall p = 1.638 (In dd Slope_ used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 M rr +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 201.000 to Point /Station 202.000 * * ** INITIAL AREA EVALUATION * * ** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 70.00 Pervious ratio(Ap) = 1.0000 Max loss rate (Fm) 0.532(In /Hr) Initial subarea data: Initial area flow distance = 531.400(Ft.) Top (of initial area) elevation = 280.210(Ft.) Bottom (of initial area)'elevation = 0.000(Ft.) Difference in elevation. = 280.210 (Ft. ) W Slope = 0.52731 s( %)= 52.73 TC = k(0.730) *[(length /(elevation change)3 Initial area time of concentration = 10.217 min. Rainfall intensity = 4.738(In /Hr) for a 100.0 year storm Effective Runoff coefficient used for area (Q =KCIA) is C = 0.799 Subarea runoff = 10.939(CFS) Total initial stream area = 2.890(Ac.) Pervious area fraction = 1..000 Initial area Fm value = 0.532(In /Hr) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + ++ + + + + + + + + ++ Process from Point /Station 202.000 to Point /Station 203.000 * * ** IMPROVED CHANNEL TRAVEL TIME ** ** Upstream point elevation = 115.56(Ft.) Downstream point elevation = 0.00(Ft.) Channel length thru subarea = 577.80(Ft.) Channel base width = 20.000(Ft.) 1 �w SCS curve number for soil(AMC 2) = 32.00 Pervious ratio(Ap) = 0.6000 Max loss rate (Fm) 0.587(ln /Hr) The area added to the existing stream causes a wd a lower flow rate of Q = 1556.891(CFS) therefore the upstream flow rate of Q = 1595.081(CFS) is being used Time of concentration = 23.69 min.. Rainfall intensity = 2.861(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area, (total area with modified rational method)(Q =KCIA) is C = 0.726 Im Subarea runoff = 0.000(CFS) for 9.060(Ac.) Total.runoff = 1595.081(CFS) Total area = 743.70(Ac.) Area averaged Fm value = 0.535(In /Hr) �w ++++- F++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 212.000 to Point /Station 212.000 * * ** SUBAREA FLOW ADDITION * * ** wd Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC.2) = 66.90 Pervious ratio(Ap) = 0.9120 Max loss rate (Fm) 0.529(In /Hr) Time of concentration = 23.69 min. Rainfall intensity = 2.861(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area, (total area with modified rational method)(Q =KCIA) is C = 0.727 Subarea runoff = 162.463(CFS) for 95.600(Ac.) Total runoff = 1757.544(CFS) Total area = 839.30(Ac.) Area averaged Fm value = 0.534(In /Hr) d +++++++++++++++++++++++ ++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 21.2.000 to Point /Station 212.000 * * ** SUBAREA FLOW ADDITION * * ** Soil classification AP and SCS values input by user USER INPUT of soil data for subarea SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.6000 Max loss rate (Fm) 0.440(ln /Hr) Time of concentration = 23.69 min. Rainfall intensity= 2.861(In /Hr) for a 100.0 year storm Effective runoff coefficient used for area, (total area with modified rational method)(Q _ KCIA) is C = 0.728 . Subarea runoff = 62.305(CFS) for . 28.600(Ac.) Total runoff = 1619.849(CFS) Total area = 867.90(Ac.) Area averaged Fm value = 0.531(In /Hr) ++++++++++++++++++++++++++++++++++-+-++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 212.000 to Point /Station 212.000 * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 867.900(Ac.) Runoff from this stream = 1819.849(CFS) Time of concentration = 23.69 min. �1 46k W kf-lf - (AR41` 1 4 (5 NVA (k w opt 10 Rainfall intensity = 2.861(In /Hr) Area averaged loss rate (Fm) = 0.5311(In /Hr) 4 9 Area averaged Pervious ratio (Ap) = 0.9176 Program is now starting with Main Stream No. 2 ++++++++++.}.++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 331.000 to Point /Station 331.000 l * * ** USER DEFINED FLOW INFORMATION AT A POINT * * ** bioe � 1 1 tf Soil classification AP and SCS values input by user USER INPUT of soil data for subarea pi!4m SCS curve number for soil(AMC 2) = 72.46 Q40 Pervious ratio(Ap) = 0.4860 Max loss rate-(Fm)= 0.240(In /Hr) S' Rainfall intensity = 2.795 (In /Hr) for a 100.0 year storm User specified values are as follows: W y " TC = 24.63 min. Rain in ten se 2.79(In Hr Total area = 1289.07(A- fl Total runoff = 3095.57(CFS) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 331.000 to Point /Station 212.00.0 * * ** IMPROVED CHANNEL TRAVEL TIME * * ** +++++++++++++++ ++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 331.000 to Point /Station 212.000 • * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1289.070(Ac.) Runoff from this stream = 3095.570(CFS) Time of concentration = 25.23 min. Rainfall intensity = 2.755(In/Hr) Area averaged loss rate (Fm) = 0.2400(In /Hr) Area averaged Pervious ratio (Ap) = 0.4860 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) ,Y 11 Upstream point elevation = 100.00(Ft.) Downstream point elevation = 60.22(Ft.) Channel length thru subarea = 1326.00(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Manning's 'N' = 0.015 - Maximum depth of channel 30.000(Ft.) Flow(q) thru subarea = 3095.570(CFS) Depth of flow = 8.419(Ft.), Average velocity = 36.770(Ft/s) Channel flow top width = 10.000(Ft.) Flow Velocity = 36.77(Ft/s) Travel time = 0.60 min. Time of concentration = 25.23 min. Critical depth = 14.375(Ft.) +++++++++++++++ ++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 331.000 to Point /Station 212.000 • * * ** CONFLUENCE OF MAIN STREAMS * * ** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1289.070(Ac.) Runoff from this stream = 3095.570(CFS) Time of concentration = 25.23 min. Rainfall intensity = 2.755(In/Hr) Area averaged loss rate (Fm) = 0.2400(In /Hr) Area averaged Pervious ratio (Ap) = 0.4860 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) ,Y 11 5 e a E I 12 1 1819.849 23.69 2.861 2 3095.570 25.23 2.755 Effective stream area after confluence = Qmax (1) = Study area average Pervious fraction(Ap) = 0.660 WR 1.000 * 1.000 * 1819.849) + 1.042 * 0.939 * 3095.570) + = 4848.900 The following figures may Qmax (2 ) = Ii be used for a unit hydrograph study of the same area. 0.954 * 1.000 * 1819.849) + �s 1.000 * 1.000 * 3095.570) + = 4832.311 Area averaged SCS curve number = 69.5 Total of 2 main streams to confluence: �* Flow rates before confluence point: 1819.849 3095.570 Maximum flow rates at confluence using above data: 4848.900 4832.311 Area of streams before confluence: r1W 867.900 1289.070 Effective area values after confluence: wn 2078.064 2156.970 a E I 12 Results of confluence: Total flow rate = 4848.900(CFS) WA Time of concentration = 23.687 min. Effective stream area after confluence = 2078.064(Ac.) Study area average Pervious fraction(Ap) = 0.660 Study area average soil loss rate(Fm) = 0.357(In /Hr) Study area total = 2156.97(Ac.) End of computations, total study area = 2156.97 (Ac.) ,wA The following figures may Ii be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.660 Area averaged SCS curve number = 69.5 a E I 12 L� 9.r .ORKS 7 1EPART OF P BLI 1+'t COUNTY OF SAN BERNARDINO ! ECONOMIC DEVELOPMENT - OODCONTROL • GIMS • REGIONAL PARKS • SURVEYOR • TRANSPORTATION • WASTE SYSTEM !""` AND PUBLIC SERVICES GROUP ,st Third Street San Bernardino, CA 92415 -0835 (909) 387 - 8104 KEN A. MILLER Fax (909) 387 -8130 Director of Public Works �" ' L October 16, 2002 Aw .r di AEI -CASC ENGINEERING 937 S. Via Lata, Suite 500 Colton, CA 92324 File: '108.0108 1- 807/1.00 3 a Attn: Ceazar V. Aguilar, P.E., Principal RE: ZONE 1 - COYOTE CANYON HYDROLOGY - FOYLE'S SUBAREAS 3 & 4 REVISION Dear Ceazar, Reference is made to your letter of transmittal dated August 29, 2002, with the City of Fontana (Alternative 4) Land Use Map dated May 1999, requesting recalculation of Boyle Engineering's hydrology for Sub -areas 3 & 4 to reflect the City's Land Use Map. Attached, please find Boyle Engineering's revised hydrology calculations for Sub -areas 3 & 4. Please note, San Sevaine Channel has already been designed and in many areas constructed based on the previously approved study by Boyle Engineering. Therefore, the revision has to be accommodated within Rich Basin. In other words, the outflow from Rich Basin should not exceed 3,994 cfs. If you hav y questions, please call Hany Peters or me at (909) 387 -8213. Sincer y, J. FOX, E., Chief Water Resources Division MJF:HP:RTS:bf ID18538 Attachments: as noted above. di RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1224 Analysis prepared by: SAN BERNARDINO COUNTY TRANSPORTATION / FLOOD CONTROL DEPARTMENT WATER RESOURCES DIVISION * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * San Sevaine Channel Hydrology- Ultimate Conditions * 100 yr Return..Frequency Revised Elevations and Land Use per City's Alternative 4 Land Use FILE NAME: A: \SS03R.DAT -TIME /DATE OF STUDY: 09:01 10/i5/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE (LOG (I; IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5600 �1 4 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* UNIT - HYDROGRAPH MODEL SELECTIONS /PARAMETERS: WATERSHED LAG = 0.80 * Tc FOOTHILL S -GRAPH USED. PRECIPITATION DATA ENTERED ON SUBAREA BASIS. SIERRA MADRE DEPTH -AREA FACTORS USED. *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR UNIT.HYDROGRAPH METHOD* FLOW PROCESS FROM NODE 310.00 TO NODE 311.00 IS CODE = 21 ------------------------------------------------------------------------ - - - -.. - '>> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< - - >>USE - TIME -OF- CONCENTRATION - NOMOGRAPH _ FOR - INITIAL - SUBAREA « � _------ - - � - -- INITIAL SUBAREA FLOW- LENGTH(FEET) - 844.40 ELEVATION DATA: UPSTREAM(FEET) = 2000.00 DOWNSTREAM (FEET) = 1611.58 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.214 ' * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.054 SUBAREA Tc AND LOSS RATE DATA (AMC I I) : ML'17VT nT)MV`WP T'VT:)V / C('C cnTT 7T D'07, T1 r- �1 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER - "MEADOWS" B 10.98 0.55 1.00 70 12.21 , UBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) 0.55 40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 34.64 TOTAL AREA(ACRES) = 10.98 PEAK FLOW RATE(CFS) = 34.64 SUBAREA AREA - AVERAGED RAINFALL DEPTH(INCH): mi 5M = 0.61; 30M = 1.25; 1HR = 1.65; 3HR = 3.45; 6HR = 5.50; 24HR =13.49 FLOW PROCESS FROM NODE 311.00 TO NODE 312.00 IS CODE = 51 ---------------------------------------------------------------------------- wA >> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >> >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT).<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1611.58 DOWNSTREAM (FEET) = 1454.32 CHANNEL LENGTH THRU SUBAREA(FEET) = 851.90 CHANNEL SLOPE = 0.1846 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 34.64 �j FLOW VELOCITY(FEET /SEC) = 15.21 FLOW DEPTH(FEET) 0.46 TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 13.15 �+ LONGEST FLOWPATH FROM NODE 310.00 TO NODE 312.00 = 1696.30 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 312.00 TO NODE 312.00 IS CODE = 81 -------------------------------------------------------------------------- >>> >>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< MAINLINE Tc(MIN) = 13-15 Ai * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.879 SUBAREA LOSS RATE DATA(AMC II): *� DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" B 10.62 0.55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 10.62 SUBAREA RUNOFF(CFS) = 31. EFFECTIVE AREA(ACRES) = 21.61 AREA- AVERAGED Fm(INCH /HR) = 0.55 AREA- AVERAGED Fp(INCH /HR) = 0.55 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 21.61 PEAK FLOW RATE(CFS) = 64.73 SUBAREA AREA - AVERAGED RAINFALL DEPTH(INCH): 5M = 0.61; 30M = 1.25; 1HR = 1.65; 3HR = 3.45; 6HR = 5.50; 24HR = 13.00- ��F�ictc�c�Ficicic�c�c* k** F�cic* ic* ic�c�cic* kFica* lc* �c�c** l�cic�c�c�* dc* �Firk�c *�cJ *�ckfcic*�c * *i�ct.k *ic.. - FLOW PROCESS FROM NODE 312.00 TO NODE 313.00 IS CODE 51 ---------------------------------------------------------------------------- >> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >> >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<< .LEVATION DATA: UPSTREAM(FEET) = 1454.32 DOWNSTREAM(FEET) = 1305.68 CHANNEL LENGTH THRU SUBAREA(FEET) = 650.20 CHANNEL SLOPE = 0.2286 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 2.000 VIANNING`S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 64.73 FT,nw VF.T.( TTV (FF.F.T /CPf 1 = I Q Q1) L`T.nT1 T��nmvl cr.rm� TRAVEL TI ME ( MIN. ) = 0.55 Tc(MIN.) = 13.70 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 313.00 = 2346.50 FEET. FLOW PROCESS FROM NODE 313.00 TO NODE 313.00 IS CODE = 81 ---- --- --------- ----- ---------- ----------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< r MAINLINE Tc (MIN) = 13-70 ii1 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.785 SUBAREA LOSS RATE DATA(AMC II) : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS r LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER ,," "MEADOWS" B 22.76 0.55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA.FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 22.76 SUBAREA RUNOFF(CFS) = 66.27 EFFECTIVE AREA(ACRES) = 44.37 AREA- AVERAGED Fm(INCH /HR) = 0.55 AREA- AVERAGED Fp(INCH /HR) = 0.55 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 44.37 PEAK FLOW RATE(CFS) = 129.18 SUBAREA AREA - AVERAGED RAINFALL DEPTH(INCH): 5M = 0.61; 30M = 1.25; 1HR = 1.65; 3HR = 3.45; 6HR = 5.50; 24HR =13.00 m * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 313.00 TO NODE 314.00 IS CODE = 51 ----------------------------7-------- » >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >>>TR.AVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1305.68 DOWNSTREAM ( FEET) = 1240.04 CHANNEL LENGTH THRU SUBAREA(FEET) = 547.00 CHANNEL SLOPE = 0.1200 CHANNEL BASE(FEET) = 7.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 129.18 FLOW VELOCITY(FEET /SEC) = 16.34 FLOW DEPTH(FEET) = 0.78 TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 14.25 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 314.00 =. 2893.50 FEET. -- FLOW - PROCESS FROM NODE 314.00 TO NODE 314.00 IS CODE = 81 ------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE - Tc(MIN) = = = =14 25__________________ _______________ ________________ * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.695 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" B 36.22 0.55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.55 )UBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 36.22 SUBAREA RUNOFF(CFS) = 102.53 - EFFECTIVE AREA(ACRES) = 80.59 AREA- AVERAGED Fm(INCH /HR) = 0.55 AREA- AVERAGED Fp(INCH /HR) = 0.55 AREA- AVERAGED Ap = 1.00 TOTAL AREA ( ACRES ) = 80.59 PEAK. FLOW RATE (CFS ) = 228.14 SUBAREA AREA- AVERAGED RAINFALL DEPTt1 (TNrT4) . SM = 0. 60; 30M = 1.23; JHR = 1.63; 3HR = 3.43; GHR = 5.50; 24HR =13.00 FLOW PROCESS FROM NODE 314.00 TO NODE 315-00 IS CODE = 51 ----------------------------------------------------- - -------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1240.04 DOWNSTREAM (FEET) = 1063.51 CHANNEL LENGTH THRU SUBAREA(FEET) = 1S62.20 CHANNEL SLOPE = 0.1130 CHANNEL BASE(FEET) = 9.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.022 MAXIMUM DEPTH (FEET) = 30. 00 CHANNEL FLOW THRU SUBAREA (CFS) = 228.14 FLOW VELOCITY (FEET/SEC) = 17.83 FLOW DEPTH(FEET) = 0.94 TRAVEL TIME (MIN.) = 1.46 Tc(MIN.) = 15.71 LONGEST FLOWPATH FROM NODE 310.00 TO NODE 315.00 = 4455.70 FEET. FLOW PROCESS FROM NODE 315.00 TO NODE 315-00 IS CODE = 81 ad ----------- - - - - -- - 7 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< di MAINLINE Tc(MIN) = 15.71 1.00 YEAR RAINFALL INTENSITY(INCH/HR) = 3.485 am SUBAREA LOSS RATE DATA(AMC II): to DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" B 37.85 0.55 1.00 70 dw SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 37.85 SUBAREA RUNOFF(CFS) = 100.00 do EFFECTIVE AREA(ACRES) = 118.44 AREA-AVERAGED Fm(INCH/HR) = 0.55 AREA-AVERAGED Fp(INCH/HR) = 0.55 AREA-AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 118.44 PEAK FLOW RATE(CFS) = 312.89 SUBAREA AREA-AVERAGED RAINFALL DEPTH(INCH): 5M = 0.57; 30M = 1.18; IHR = 1.55; 3HR = 3.25; GHR = 5.18; 24HR =13.00 do FLOW PROCESS FROM NODE 315.00 TO NODE 309.00 IS CODE = 51 ----------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >> >> >TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1063 51 DOWNSTREAM(FEET) 801.54 CHANNEL LENGTH THRU SUBAREA(FEET) 2318-30 CHANNEL SLOPE = 0.1130* CHANNEL BASE(FEET) = 9.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.'00 'CHANNEL FLOW THRU SUBAREA(CFS) = 312.89 FLOW VELOCITY(FEET/SEC) = 19.39 FLOW DEPTH(FEET) TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 17.71 LONGEST•FLOWPATH FROM NODE 310.00 TO NODE 309.00 = 6774.00 FEET. W4 FLOW PROCESS FROM NODE 309.00 TO NODE 309•:00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< Irr)'T'7\T. 1,TMIAUV nV 0rr)T.7T71A0 FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 -------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< +•� >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 601.00 ELEVATION DATA: UPSTREAM(FEET) = 2000.00 DOWNSTREAM (FEET) = 1759.60 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.963 �* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.326 irk SUBAREA Tc AND LOSS RATE DATA (AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc +*� LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "MEADOWS" B 4.45 0.55 1.00 70 10.96 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00' SUBAREA RUNOFF(CFS) = 15.13 TOTAL AREA(ACRES) = 4.45 PEAK FLOW RATE(CFS) = 15.13 SUBAREA AREA - AVERAGED RAINFALL DEPTH (IYTCH): 5M = 0.61; 30M = .1.25; 1HR = 1.65; 3HR = 3.45; 6HR = 5.50; 24HR =13.00 di FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 51 ---------------------------------------------------------------------------- >> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >> >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1759.60 DOWNSTRE.A14(FEET) = 1604.03 CHANNEL LENGTH THRU SUBAREA(FEET) = 583.30 _ CHANNEL SLOPE = 0.2667 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 15.13 FLOW VELOCITY(FEET /SEC) = 11.45 FLOW DEPTH(FEET) = 0.22 TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 11.81 LONGEST FL.OWPATH FROM NODE 301.00 TO NODE 303.00 = 1184.30 FEET. FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 81 » >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 11.81 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.136 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCs T T1,TT\ Tlt+T" nTirnr7TI) /T,/iTl-- i-r,,T I -,- % i,-..-.­ ___ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.71 RAINFALL INTENSITY(INCH /HR) = 3.24 ?AREA- AVERAGED Fm(INCH /HR) = 0.55 AREA- AVERAGED Fp ( INCH /HR) = 0.55 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 118.44 TOTAL STREAM AREA(ACRES) = 118.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 312.89 FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 -------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< +•� >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 601.00 ELEVATION DATA: UPSTREAM(FEET) = 2000.00 DOWNSTREAM (FEET) = 1759.60 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.963 �* 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.326 irk SUBAREA Tc AND LOSS RATE DATA (AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc +*� LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "MEADOWS" B 4.45 0.55 1.00 70 10.96 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00' SUBAREA RUNOFF(CFS) = 15.13 TOTAL AREA(ACRES) = 4.45 PEAK FLOW RATE(CFS) = 15.13 SUBAREA AREA - AVERAGED RAINFALL DEPTH (IYTCH): 5M = 0.61; 30M = .1.25; 1HR = 1.65; 3HR = 3.45; 6HR = 5.50; 24HR =13.00 di FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 51 ---------------------------------------------------------------------------- >> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >> >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1759.60 DOWNSTRE.A14(FEET) = 1604.03 CHANNEL LENGTH THRU SUBAREA(FEET) = 583.30 _ CHANNEL SLOPE = 0.2667 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 15.13 FLOW VELOCITY(FEET /SEC) = 11.45 FLOW DEPTH(FEET) = 0.22 TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 11.81 LONGEST FL.OWPATH FROM NODE 301.00 TO NODE 303.00 = 1184.30 FEET. FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 81 » >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 11.81 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.136 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCs T T1,TT\ Tlt+T" nTirnr7TI) /T,/iTl-- i-r,,T I -,- % i,-..-.­ ___ ti NATURAL FAIR COVER "MEADOWS" B 6.46 0.55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.5 5 >UBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 6.46 SUBAREA RUNOFF(CFS) = 20.85 EFFECTIVE AREA(ACRES) = 10.91 AREA- AVERAGED Fm(INCH /HR) = 0.55 AREA- AVERAGED Fp(INCH /HR) = 0.55 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 10.91 PEAK FLOW RATE(CFS) = 35.23 o SUBAREA AREA - AVERAGED RAINFALL DEPTH(INCH): 5M = 0.61; 30M = 1.25; 1HR = 1.65; 3HR = 3.45; 6HR = 5.50; 24HR =13.00 FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE = 51 ---------------------------------------------------------------------- >> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >> >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<< ELEVATION DATA: UPSTREAM(FEET) 1604.03 DOWNSTREAM (FEET) = 1438.30 - CHANNEL LENGTH THRU SUBAREA(FEET) = 621.40 CHANNEL SLOPE = 0.2667 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 4.000 ... MANNING' S FACTOR = 0.022 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 35.23 FLOW VELOCITY(FEET /SEC) = 15.42 FLOW DEPTH(FEET) = 0.36 TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 12.48 LONGEST FLOWPATH .FROM NODE 301.00 TO NODE 304.00 = 1805.70 FEET. on +******************************************** * * * * * * * * * * ** * * * * * * * * * * * * * * * * * ** 'LOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE = 81 -------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 3 � == MAINLINE Tc(MIN) =_ = =12 48__________________ _______________________________ 1 � * 100 YEAR RAINFALL INTENSITY(INCH /HR)-= 4.001 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN �e NATURAL FAIR COVER "MEADOWS" B 10.41 0.55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION,' -Ap = 1.00 SUBAREA AREA(ACRES) = 10.41 SUBAREA RUNOFF(CFS) = 32.33 EFFECTIVE AREA(ACRES) = 21.32 .AREA- AVERAGED Fm(INCH /HR) = 0.55 AREA- AVERAGED Fp(INCH /HR) = 0.55 AREA- AVERAGED Ap = 1.00 3 TOTAL AREA(ACRES) = 21.32 PEAK FLOW RATE(CFS) = 66.23 SUBAREA AREA - AVERAGED RAINFALL DEPTH(INCH): 5M = 0.61; 30M = 1.25; 1HR = 1.65; 3HR = 3.45; 6HR = 5.50; 24HR =13.00 3 FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE = 51 ------------------------------------------------------------- >> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< » »TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1438.30 DOWNSTREAM(FEET) = 1283.52 CHANNEL LENGTH THRU SUBAREA(FEET) = 1062.30 CMNNEL SLOPE = 0.1457 :7 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.022 MAXIMUPIJ DEPTH(FEET) = 30.00 fl 7 71 1.TT= T T�r/lT.l MTTT1TT nTTt•i, 11 t,T / --- \ I- - F FLOW VELOCITY(FEET /SEC) = 14.98 FLOW DEPTH (FEET) = 0.60 1 �I TRAVEL TIME (MIN. ) = 1 .18 • Tc(MIN.) = 13.67 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 305.00 = 2868.00 FEET. FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 81 ----------------------------------------------------------------------- - - - - -- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 13.67 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.790 SUBAREA LOSS RATE DATA (AMC II): .r DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap. SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" B 60.62 0.55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.55 •. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 60.62 SUBAREA RUNOFF(CFS) = 176.77 rr EFFECTIVE AREA(ACRES) = 81.94 AREA- AVERAGED Fm(INCH /HR) = 0.55 AREA- AVERAGED Fp(INCH /HR) = 0.55 AREA- AVERAGED Ap = 1.00 . AREA(ACRES) = 81.94 PEAK FLOW RATE(CFS) = 238.94 dw SUBAREA AREA - AVERAGED RAINFALL DEPTH(INCH): " 5M = 0.58; 30M = 1.18; 1HR = 1.56; 3HR = 3.38; 6HR = 5.50; 24HR =13.00 .r +� FLOW PROCESS FROM NODE 305.00 TO NODE 306.00 IS CODE = 51 -------------------------------------------------------------------- - - - - -- ■r >> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >> >>>TRAVELTIME THRU SUBAREA (EXISTING.ELEMENT)<< <<< 'J ELEVATION DATA: UPSTREAM(FEET) = 1283.52 DOWNSTREAM(FEET) = 1183.40 CHANNEL LENGTH THRU SUBAREA(FEET) 1356.70 CHANNEL SLOPE = 0.0738 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR 5.000 ,i MANNING'S FACTOR = 0.021 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 238.94 *�+ FLOW VELOCITY(FEET /SEC) = 15.84 FLOW DEPTH(FEET) = 1.00 TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 15.09 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 306.00 = 4224.70 FEET. FLOW PROCESS FROM NODE. 306.00 TO NODE 306.00 IS CODE = 81 -----------------------------7---------------------------------------------- ' >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 15.09 * 100 YEAR.RAINFALL INTENSITY(INCH /HR) = 3.571 SUBAREA LOSS RATE DATA(AMC II): - 'DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL.,) CN NATURAL FAIR COVER "MEADOWS" A 2.78 0.81 1.00 51 TATURAL FAIR COVER "MEADOWS" B 16.21 0.55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR)•-= 0.59 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 19.00 SUBAREA RUNOFF(CFS) = 51.00 EFFECTIVE AREA(ACRES) = 100.94 AREA-AVERAGED Fm(1NCH /HR) = 0.56 .TOTAL AREA(ACRES) = 100.94 PEAK FLOW RATE(CFS) = 273.76 SUBAREA AREA - AVERAGED RAINFALL DEPTH(INCH): ;M = 0.57; 30M = 1.17; 1HR = 1.55; 3HR = 3.15; 6HR = 4.94; 24HR =13.00 FLOW PROCESS FROM NODE 306.00 TO NODE 307.00 IS CODE = 51 ---------------------------------------------------------------------------- >> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >> >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<< ELEVATION DATA` UPSTREAM(FEET) = 1183.40 DOWNSTREAM (FEET) = 1135.31 CHANNEL LENGTH THRU SUBAREA(FEET) = 1748.80 CHANNEL SLOPE 0.0275. CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 5.000 . MANNING'S FACTOR = 0.021 MAXIMUM DEPTH(FEET) = 30..00 CHANNEL FLOW THRU.SUBAREA(CFS) = 273.76 FLOW VELOCITY(FEET /SEC) = 11.58 FLOW DEPTH(FEET) 1.39 TRAVEL TIME(MIN.) = 2.52 Tc(MIN.) = 17.61 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 307.00 = 5973.50 FEET. rr .-FLOW PROCESS FROM NODE 307.00 TO NODE 307.00 IS CODE = 81 im -- -------------------------------------------------------------------- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 17.61 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.255 SUBAREA LOSS RATE DATA(AMC, II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "MEADOWS" A 9.30 0.81 1.00 51 1 NATURAL FAIR COVER "MEADOWS" B 66.59 0.55 1.00 70 .� SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.58 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 75.89 SUBAREA RUNOFF(CFS) = 182.61 EFFECTIVE AREA(ACRES) = 176.83 AREA- AVERAGED Fm(INCH /HR) = 0.57 AREA- AVERAGED Fp(INCH /HR) = 0.57 AREA- AVERAGED Ap = 1.00 do TOTAL AREA(ACRES) = 176.83 PEAK FLOW RATE(CFS) = 427.70 SUBAREA AREA - AVERAGED RAINFALL DEPTH(INCH): i 5M = 0.57; 30M = 1.17; 1HR = 1.55; 3HR = 3.13; 6HR = 4.87; 24HR =13.00 FLOW PROCESS FROM NODE 307.00 TO NODE 308.00 IS CODE = 51 ---------------------------------------------------------------------------- >> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >> >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1135.31 DOWNSTREAM(FEET) = 1089.76 CHANNEL LENGTH THRU SUBAREA(FEET) = 1836.60 CHANNEL SLOPE = 0.0248 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500 1ANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 30.00 -HANNEL FLOW THRU SUBAREA(CFS) = 427.70 FLOW VELOCITY(FEET /SEC) = 20.40 FLOW DEPTH(FEET) = 2.24 TRAVEL TIME(MIN.) = 1.50 Tc(MIN.) = 19.11 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 308.00 = 7810.10 FEET. -FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 IS CODE = 81 >> >>> ADDITION - OF - SUBAREA - TO - MAINLINE_ PEAK - FLOW<< «<----------------------- MAINLINE Tc(MIN) = 19.11 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.099 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 4w COMMERCIAL A 28.73 0.98 0.10 32 RESIDENTIAL 4" "2 DWELLINGS /ACRE" A 11.07 0.98 0.70 32 im RESIDENTIAL 11 2 DWELLINGS /ACRE" B 2.92 0.75 0.70 56 40 NATURAL FAIR COVER "MEADOWS" A 0.54 0.81 1.00 51 NATURAL FAIR COVER "MEADOWS" B 20.46 0.55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.70 im SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.53 SUBAREA AREA(ACRES) = 63.72 SUBAREA RUNOFF(CFS) = 156.52 .-EFFECTIVE AREA(ACRES) = 240.55 AREA- AVERAGED Fm (INCH /HR) = 0.52 AREA- AVERAGED Fp(INCH /HR) = 0.59 AREA- AVERAGED Ap = 0.88 TOTAL AREA(ACRES) = 240.55 PEAK FLOW RATE(CFS) = 559.41 SUBAREA AREA - AVERAGED RAINF DEPTH(INCH): 5M =-0.57; 30M = 1.17; 1HR = 1.55; 3HR = 3.08; 6HR = 4.75; 24HR =12.84 FLOW PROCESS FROM NODE 308.00 TO NODE 309.00 IS CODE = 51 ---------------------------------------------------- ------------------------ """ >> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >> >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<< +� ELEVATION DATA: UPSTREAM(FEET) = 1089.76 -DOWNSTREAM(FEET) = 1008.06 CHANNEL LENGTH THRU SUBAREA(FEET) = 3294.20 CHANNEL SLOPE = 0.0248 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500 MANNING`S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 559.41 FLOW VELOCITY(FEET /SEC) = 2.1.93 FLOW DEPTH(FEET) = 2.58 TRAVEL TIME(MIN.) = 2.50 Tc(MIN.) = 21.61 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 309.00 = 11104.30 FEET.. - FLOW PROCESS FROM NODE 309.00 ------------------------------------------------------------------------ TO NODE 309.00 IS CODE = 81 ' >> >>> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 3 == = = = =_________ MAINLINE Tc(MIN) 21 61 - .* 100 YEAR-RAINFALL INTENSITY ( INCH /HR) = 2.879 SUBAREA LOSS RATE DATA(AMC II): 3 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 31.73 0.98 0.10 32 �ZESIDENTIAL "2 DWELLINGS /ACRE" A 59.60 0:98 0.70 32 RESIDENTIAL 112 DWELLINGS /ACRE B 5.96 0.75 0.70 56 ?NATURAL FAIR COVER ItrwFAnnw. .qit n ao n o, NATURAL FAIR COVER "MEADOWS" B 63.62 0.55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.73 SUBAREA- AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 161.90 SUBAREA RUNOFF (CFS) = 345.01 EFFECTIVE AREA(ACRES) = 402.45 AREA- AVERAGED Fm(INCH /HR) = 0.51 AREA- AVERAGED Fp(INCH /HR) = 0.64 AREA- AVERAGED Ap = 0.81 TOTAL AREA(ACRES) = 402.45 PEAK FLOW RATE(CFS) = 856.64 di SUBAREA AREA - AVERAGED RAINFALL DEPTH(INCH): 5M = 0.57; 30M = 1.17; 1HR = 1.55; 3HR.= 3.09; 6HR = 4.79; 24HR =12.15 FLOW PROCESS FROM NODE 309.00 TO NODE 309.00.IS CODE = 1" �. ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM'FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< << < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 21.61 °'""", ..-RAINFALL INTENSITY ( INCH /HR) = 2.88 Ali AREA- AVERAGED Fm(INCH /HR) = 0.51 AREA- AVERAGED Fp(INCH /HR) = 0.64 .. AREA- AVERAGED Ap = 0.81 EFFECTIVE STREAM AREA(ACRES) = 402.45 TOTAL STREAM AREA(ACRES) = 402.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 856.64 ** CONFLUENCE DATA ** FLOW PROCESS FROM NODE 309.00 TO NODE 316.00 IS CODE = 51 -------------------------------------------------------------------------- > >> >> COMPUTE TP.APEZOIDAL CHANNEL FLOW<< << < >> >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<< ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- " ELEVATION DATA: UPSTREAM(FEET) = 1008.06 DOWNSTREAM (FEET) = 969.03 CHANNEL LENGTH THRU SUBAREA(FEET) = 1267.20 CHAI\TNEL SLOPE = 0.030 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER ' NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE w� 1 312.89 17.71 3.245 0.55( 0.55) 1.00 118.4 310.00 2 856.64 21.61 2.879 0.64( 0.51) 0.81 402.5 301.00 RAINFALL AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR' 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER N UMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE ' 1 1123.21 17.71 3.245 0.61( 0.52) 0.86 448.1 310.00 2 1127.04 21.61 2.879 0.61( 0.52) 0.85 520.9 301.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1127.04 Tc(MIN.) = 21.61 EFFECTIVE AREA(ACRES) = 520.89 AREA- AVERAGED Fm(INCH /HR) = 0.52 AREA- AVERAGED Fp(INCH /HR) = 0.61 AREA- AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 520.89 - LONGEST FLOWPATH FROM NODE 301.00 TO NODE 309.00 = 11104.30 FEET. FLOW PROCESS FROM NODE 309.00 TO NODE 316.00 IS CODE = 51 -------------------------------------------------------------------------- > >> >> COMPUTE TP.APEZOIDAL CHANNEL FLOW<< << < >> >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<< <<< ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- " ELEVATION DATA: UPSTREAM(FEET) = 1008.06 DOWNSTREAM (FEET) = 969.03 CHANNEL LENGTH THRU SUBAREA(FEET) = 1267.20 CHAI\TNEL SLOPE = 0.030 .MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1127.04 FLOW VELOCITY(FEET /SEC) = 28.63 FLOW DEPTH(FEET) = 3.50 GRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 22.35 „% LONGEST FLOWPATH FROM NODE 301.00 TO NODE 316.00 = 12371.50 FEET. FLOW PROCESS FROM NODE 316.00 TO NODE 316.00 IS CODE = 81 =---------------------------------------------- ----------------------------- +6i >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) 22.35 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.821 SUBAREA LOSS .RATE DATA (AMC II) : *�+ DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND U SE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 2 DWELLINGS /ACRE" A 23.92 0.98 0.70 32 RESIDENTIAL "2 DWELLINGS /ACRE" B 2.59 0.75 0.70 56 COMMERCIAL B 6.77 0.75 0.10 56 -- FAIR COVER "MEADOWS" B 16.60 0.55 1.00 70 COMMERCIAL A 6.21 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.77 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.65. SUBAREA AREA(ACRES) = 56_.09 SUBAREA RUNOFF(CFS) = 117.28 EFFECTIVE AREA(ACRES) = 576.98 AREA- AVERAGED Fm(INCH /HR) = 0.52 AREA- AVERAGED Fp(INCH /HR) =' 0.63 AREA- AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 576.98 PEAK FLOW RATE(CFS) = 1195.23 SUBAREA AREA - AVERAGED RAINFALL DEPTH(INCH): 5M = 0.57; 30M = 1.17; 1HR = 1.55; 3HR = 3.09; 6HR = 4.78; 24HR =11.88 PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE �., 1 1200.56 18.44 3.166 0.62( 0.52) 0.83 504.2 310.00 2 1195.23 22.35 2.821 0.63( 0.52) 0.83 577.0 301.00 do NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 1200.56 Tc(MIN.) = 18.44 AREA- AVERAGED Fin(INCH /HR) = 0.52 AREA- AVERAGED Fp(INCH /HR) = 0.62 AREA- AVERAGED Ap = 0.83 EFFECTIVE AREA(ACRES) = 504.20 FLOW PROCESS FROM NODE 316.00 TO NODE 331.00 IS CODE = 51 ------------------------------------------------------------------------'---- >> >>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<< <<< >> >>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) < <<< ELEVATION DATA: UPSTREAM(FEET) = 969.03 DOWNSTREAM(FEET) = 838.41 CHANNEL LENGTH THRU SUBAREA(FEET) = 4043.90 CHANNEL SLOPE = 0.0323 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 1.500 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1200.56 FLOW VELOCITY(FEET /SEC) = 29.64 FLOW DEPTH(FEET) = 3.57 TRAVEL TIME(MIN.) = 2.27 Tc(MIN.) = 20.72 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 331.00 = 16415.40 FEET. .......................... . ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER. (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 1200.56 20.72 2.953 0.62( 0.52) 2 1195.23 24.63 2.662 0.63( 0.52) LONGEST FLOWPATH FROM NODE 301.00 TO NODE Ap Ae HEADWATER •(ACRES) NODE 0.83 504.2 310.00 0.83 577.0 301.00 331.00 = 16415.40 FEET. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: UNIT- HYDROGRAPH'DATA: RAINFALL (INCH)-: 5M= 0.57;30M= 1.17;1H= 1.55;3H= 3.12;6H= 4.87;24H= 11.74 S- GRAPH: VALLEY(DEV.)= 24.Oo; VALLEY (UNDEV..) /DESERT= 0.0% MOUNTAIN= 0.Oo;FOOTHILL= 76.0 %; DESERT (UNDEV.) = O.Oo Tc (HR) = 0.41 ' ; LAG (HR) = .0.33; Fm ( INCH /HR) = 0.24; Ybar = 0.17 USED SIERRA DRE DEPTH -AREA CURVES WITH AMC III CONDITION. DEPTH -AREA FACTORS: 5M = 0.94; 30M = 0.94; 1HR = 0.94; 3HR = 0.99; 6HR 1.00; 24HR= 1.00 UNIT- INTERVAL(MIN) = 2.50 TOTAL AREA(ACRES) = 1289.07 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 331.00 = 16415.40 FEET. EQUIVALENT BASIN FACTOR APPROXIMATIONS: Lca /L= 0.3,n= .0310; Lca /L= 0.4,n= .0278; Lca /L= 0.5,n= .0256;Lca /L =0.6,n =.0238 -TIME OF PEAK FLOW(HR) = 16.42 RUNOFF VOLUME(AF) = 1085.58 PEAK FLOW RATE(CFS) = 3095.57 FLOW PROCESS FROM NODE 331.00 TO NODE 331.00 IS CODE = 152' --------------------------------------- ----------------- ---------------- ---- >> » >STORE PEAK FLOWRATE TABLE TO A FILE<< <<< ?EAK FLOWRATE TABLE FILE NAME: A: \0331.pft ------------------------ - - - - -- ------------------------------------- END OF STUDY SUMMARY: --- TOTAL AREA (ACRES) = 12 0 . TC(MIN.) = 24.63 AREA- AVERAGED Fm(INCH /HR)- 0 Yba.r = 0.17 PEAK FLOW RATE(CFS) = 3095.57 ---- - - - - -- ---------- - --- -- ------------------- END OF INTEGRATED RATIONAL /UNIT - HYDROGRAPH METHOD ANALYSIS 1 a- 7 . , . .,. a. , ..:zr . LI . . , . . 0 '%O Z al CI, . 0 ....„ ........ 0 a CC _ F-- U Ce - a .. D— co 1 . . . • ._.. .. 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'....‘.. ...1" 1 1 •0" N "\.\ s 1 tt\ I . / \, Ln I 'NI 11; , .... -...* ..... 0 ‘ i j / / \ \ ........,.......,,, -,,,. \ r I 4 0 I I .6" re / ,.." k \ -, F : e•S' a cu / c'.. go A. , .•• a / / • •1 '2 Mi to... 00. ..... ./.1. 0) (..) r2 ND 0 tr) 01 1 W.* , MI. 0..... "". ..... ...Wm I.. ..... / O ....".. \ i . i / 0.° • i \ 1 / ...... .0.0 ...NIP... • ... ..° I P 1 \ N l • 0... ...I , \ , ■I'',.. \ ' 0 ill I / I 1 r- \'' I \• M . C•1 e I / N I CD i I . .... 0 ...=:.\.._ 1 \ ro" .00 .•• CU .0.0 , le #e / / / i 0 N I 4 di ,..„ ■, • 1 ,1 • ,/ 0 4 ■ at kill 4 ILI M� 1 4 exce 0Tf SUMMIT AVENUE STORM DRAIN MPSD LINE B PHASE 11 (Segment 3) DRAINAGE STUDY CITY OF FONTANA Revised August 22, 2003 Reference 652-1452 PREPARED BY: Madole & Associates, Inc. 10601 Church-Street, Suite 107 Rancho Cucamonga, CA 91730 (909) 948 -1311 Fax 948-8464 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACY�AGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX- 948.8464 madole @madolerc.com * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * * SUMMIT AVENUE STORM DRAIN * * Q110 FINAL HYDROLOGY * * FILE NAME: P: \652 - 1452 \Drainage \SMTAVE.D TIME/DATE OF STUDY: 10:06 05/07/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME-OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100. SPECIFIED MINIMUM PIPE SIZE(INCH) = 24. ' SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE (LOG (I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5600 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY - (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.013 0.0150 2 44.0 22.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint= 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE - *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED UNIT- HYDROGRAPH MODEL SELECTIONS /PARAMETE WATERSHED LAG = 0.80 * Tc USED "VALLEY UNDEVELOPED" S -GRAPH FOR DEVELOPMENTS OF 1 UNITS /ACRE AND LESS; AND "VALLEY D EVELOPED" S -GRAPH FOR DEVELOPMENTS OF 2 UNITS /ACRE AND MOR SIERRA MADRE DEPTH -AREA FACTORS USED. AREA- AVERAGED DURATION RAINFALL(INCH) 5- MINUTES 0.58 30- MINUTES 1.18 1 -HOUR 1.56 05/07/02 Q-2 x ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity SUBAREA LOSS RATE DATA(AMC III): Ap Ae DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS NUMBER (CFS) LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (INCH /HR) (INCH /HR) COMMERCIAL A 3.00 0.80 0.10 52 NODE 1 RESIDENTIAL 24.70 2.657 "5 -7 DWELLINGS /ACRE" A 15.10 0.80 0.50 52 0.40 441.1 COMMERCIAL A 9.10 0.80 0.10 52 2 971.73 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 2.565 0.76( 0.30) SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.32 464.6 S SUBAREA AREA(ACRES) = 27.20 SUBAREA RUNOFF(CFS) = 70.78 960.90 26.78 EFFECTIVE AREA(ACRES) = 372.81 AREA - AVERAGED Fm(INCH /HR) = 0.40 0.76( 0.30) 0.39 AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.52 401.00 4 TOTAL AREA(ACRES) = 398.60 PEAK FLOW RATE(CFS) = 922.20 44.48 1.867 NODE 417.10 TO NODE 417.10 IS CODE = 11 ---- S�tWI/A.if T� 481.9 FLOW PROCESS FROM - - - - -- » »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY« «< FLOWPATH ** MAIN STREAM CONFLUENCE DATA ** Intensity Fp(F1u) Ap Ae HEADWATER 417.10 = 11762.00 FEET. ** PEAK STREAM Q Tc TABLE ** NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 922.20 18.62 3.148 0.76( 0.40) 0.52 372.8 422.10 Q Tc 2 915.45 20.74 2.951 0.77( 0.40) 0.52 398.6 412.00 LONGEST FLOWPATH FROM NODE 412.00 TO NODE 417.10 = 8574.00 FEET. Fp(Fm) x ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 960.99 24.70 2.657 0.76( 0.30) 0.40 441.1 415.10 2 971.73 26.20 2.565 0.76( 0.30) 0.39 464.6 400.00 3 960.90 26.78 2.531 0.76( 0.30) 0.39 466.6 401.00 4 686.21 44.48 1.867 0.75( 0.31) 0.41 481.9 406.20 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 417.10 = 11762.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 1797.63 18.62 3.148 0.76( 0.35) 0.46 705.3 422.10 2 1622.94 20.74 2.951 0.76( 0.35) 0.46 768.9 412.00 3 1770.98 24.70 2.657 0.76( 0.35) 0.46 839.7 415.10 4 1748.64 26.20' 2.565 0.76( 0.35) 0.45 863.2 400.00 5 1725.71 26.78 2.531 0.76( 0.35) 0.45 865.2 401.00 6 1212.77 44.48 1.867 0.76( 0.35) 0.46 880.5 406.20 TOTAL AREA(ACRES) = 880.50 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:- - - - _ •. PEAK FLOW RATE(CFS) = 1822.94 Tc(MIN.) = 20.737 EFFECTIVE AREA(ACRES) = 768.92 AREA - AVERAGED Fm(INCH /HR) = 0.35 AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 880.50 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 417.10 = 11762.00 FEET. FLOW PROCESS FROM NODE 417.10 TO NODE 417.10 IS CODE = 71 ------------------------------------------------------- »» >PEAK FLOW RATE ESTIMATOR CHANGED TO UNIT- HYDROGRAPH METHOD« «< »»>USING TIME-OF- CONCENTRATION OF LONGEST FLOWPATH««< UNIT - HYDROGRAPH DATA: RAINFALL(INCH): 5M= 0.58;30M= 1.18;1H= 1.56;3H= 3.07;6H= 4.70;24H =10.50 S- GRAPH: VALLEY(DEV.)= 90.1 %;VALLEY(UNDEV.) /DESERT= 9.9% MOUNTAIN= 0.0 %;FOOTHILL= 0.0%;DESERT(UNDEV.)= 0.0% 05/07/02 Q -34 Tc(HR) = 0.45; LAG(HR) = 0.36; Fm(INCH /HR) = 0.35; Ybar = 0.27 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. DEPTH -AREA FACTORS: 5M = 0.96; 30M = 0.96; 1HR = 0.96; 3HR = 0.99; 6HR = 1.00; 24HR= 1.00 UNIT- INTERVAL(MIN) = 2.50 TOTAL AREA(ACRES) = 880.50 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 417.10 = 11762.00 FEET. EQUIVALENT BASIN FACTOR APPROXIMATIONS: Lca /L= 0.3,n= .0298; Lca /L= 0.4,n= .0267; Lca /L= 0.5,n= .0245;Lca /L =0.6,n =.0229 TIME OF PEAK FLOW(HR) = 16.42 RUNOFF VOLUME(AF) = 607.35 UNIT - HYDROGRAPH METHOD PEAK FLOW RATE(CFS) = 1813.20 RATIONAL METHOD PEAK FLOW RATE(CFS) = 1822.94 (UPSTREAM NODE PEAK FLOW RATE(CFS) = 1822.94) PEAK FLOW RATE(CFS) USED = 1822.94 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 417.10 TO NODE 417.10 IS CODE = 12 ---------------------------------------------------------------------------- - - » »> CLEAR MEMORY 1 - ««< ___________ _______________________________ FLOW PROCESS FROM NODE - -- 417.10 TO NODE 426.10 IS CODE = 36 ------------------------------------------------- »» >COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED BOX SIZE (PRESSURE FLOW) ««< ELEVATION DATA: = 1626.00 DOWNSTREAM(FEET) = 1609.50 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = 0.013 *GIVEN BOX BASEWIDTH(FEET) = 10.00 ESTIMATED BOX HEIGHT(FEET) = 8.43 BOX -FLOW VELOCITY(FEET /SEC.) = 21.63 BOX- FLOW(CFS) = 1822.94 BOX -FLOW TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 27.80 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 426.10 = 13082.00 FEET. FLOW PROCESS FROM NODE 426.10 TO NODE 426.10 IS CODE = 81 y » » >ADDITION - OF - SUBAREA - TO - MAINLINE - PEAK - FLOW <<< < < --------------- - - - -- MAINLINE Tc(MIN) = 27.80 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.475 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 5 -7 DWELLINGS /ACRE" A 26.60 0.80 0.50 52 COMMERCIAL A 10.40 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.39 . SUBAREA AREA(ACRES) = 37.00 UNIT - HYDROGRAPH DATA: RAINFALL(INCH): 5M= 0.58;30M= 1.18;1H= 1.56;3H= 3.07;6H= 4.70;24H =10.50 S- GRAPH: VALLEY(DEV.)= 90.5%;VALLEY(UNDEV.) /DESERT= 9.5% MOUNTAIN= 0.0%;FOOTHILL= 0.0 %; DESERT (UNDEV.)= 0.0% Tc(HR) = 0.46; LAG(HR) = 0.37; Fm(INCH /HR) = 0.35; Ybar = 0.28 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. DEPTH -AREA FACTORS: 5M = 0.96; 30M = 0.96; 1HR = 0.96; 3HR = 0.99; 6HR = 1.00; 24HR= 1.00 - UNIT- INTERVAL(MIN) 2.50 TOTAL AREA(ACRES) = 917.50 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 426.10 = 13082.00 FEET. EQUIVALENT BASIN FACTOR APPROXIMATIONS: Lca /L= 0.3,n= .0284; Lca /L= 0.4,n= .0254; Lca /L= 0.5,n= .0234;Lca /L =0.6,n =.0218 TIME OF PEAK FLOW(HR) = 16.42 RUNOFF VOLUME(AF) = 637.24 UNIT - HYDROGRAPH PEAK FLOW RATE(CFS) = 1839.99 Q -35 05/07/02 9EPARTMENT OF Pi BLIC WORKS COUNTY OF SAN BERNARDINO PUBLIC WORKS ECONOMIC DEVELOPMENT - OD CONTROL - GIMS - REGIONAL PARKS • SURVEYOR • TRANSPORTATION • WASTE SYSTEM AND PUBLIC SERVICES GROUP !st Third Street - San Bernardino, CA 92415 -0835 - (909) 387 -8104 Fax (909) 387 -8130 X KEN A. MILLER Director of Public Works October 16, 2002 AEI -CASC ENGINEERING 937 S. Via Lata, Suite 500 Colton, CA 92324 Atba: Ceazar V. Aguilar, P.E., Principal File: •108.0108 1- 807/1.00 RE: ZONE 1 - COYOTE CANYON UROLOGY - BOYLE'S SUBAREAS 3 & 4 REVISION Dear Ceazar, Reference is made to your letter of transmittal dated August 29, 2002, with the City of Fontana (Alternative 4) Land Use Map dated May 1999, requesting recalculation of Boyle Engineering's hydrology for Sub -areas 3 & 4 to reflect the City's Land Use Map. Attached, please find Boyle Engineering's revised hydrology calculations for Sub -areas 3 & 4. Please note, San Sevaine Channel has already been designed and in many areas constructed based on the previously approved study by Boyle Engineering. Therefore, the revision has to be accommodated within Rich Basin. In other words, the outflow from Rich Basin should not exceed 3,994 cfs. If you hav9_zV1y questions, please call Hany Peters or me at (909) 387 -8213. Sincer ly, J. FOX, E., Chief Water Resources Division R - MJF:HP:RTS:bf ID18538 Attachments: as noted above. !V N 19 2002 LA &Wd LAA KA t"I"A t-I tA UA UA I-A U'A Ul V1.1 Sal LL-A O o Encompass Associates, Inc. Job North Fontana MPSO aaafigifieers Sheet No. � 569 Cousins Place Calculated by: Doba 9/16/05 ,xr �""���"""�.m 91 Checked . Date VmM6o^'mn: Fox 4o3-omx Scale nm ~~— Slope of Intensity/Duration curve slope 0.55 0.58 0.59 0.60 0.61 IL =values taken from |oohyebda. County Hydrology Manual All other values "inbarpoobd^ using logarithmic equations anfollows: —»Exp(+/- Slope xLn(T des) +Ln(ref|)-/+ Slope xLn(refT)) |10O- |1O/ Ln(100/10)x Ln(dea Period / 1U)+ 110 ]��� 1 LO CD N aill <- --- 0 �-� O O O r� U .t• 7t v v- 7r mot ' c 1 u_ N. N. N In ti N- ' (6 — C1 0 0 0 0 0 0 0 0 a- ) u_ (a) _ --' -- — - - -c In 0) O CO CD � 9 a.O 9. co m �- � O O 0 a :0 0. o. O: 0. ;,9 . o 0 `! 'd;, d" Vii" :?3'•, ` - ,d', �d'" '.d , .. O co o L °. e ' N ' 'y Y3'>: �/� W , 6 6 ' rte;,iC) 10 : 'ttli.•L , d' O ' LO c0 .00 `d 'OC), O ,CO. W O _ ti o 0i' CSYY 'C) ( O))`P)), ;O O u) 0 4 N- 0 O N N c1 0) r- :.' YQ'. I _ o O O O O •- O O O (0 0 0 0 0 0 0 0 0 -'T "' O it N O Ln V ,- CO : 'C7; L Q O O O O 0 0 0 — N N CO N N N :. - . N N CO Z Ln In LCD Ln CO 1.0 In LO ' 0) > I U c CO . CO • o N N N N CO N N N - 0 Z c0 (n CO") CO V' (0 CO ('r) 0 0 _C C o Ch 'O' 9:O' r,' 'r" O •'.:.5 C E _f -(> CC Q N N r- N (0 .-- " .' ", cr O 0 E 9- II N d iti 'O C C _ E E t N O O O N (D:OO,�tN o o 0) (7 O C? r- (71 'r (7 o 0 69 90,6 O .C)':.0 O 11 11 4 = E `_ X X O CO C "N� O O pj '- (CO Cp r L1 N O — I I (d Q N N N- N CO .. (D d O (6 (a °� U U 1 U Q 1 _- w o T III 0 a. c Q Q ; Q 7 Q 0 � i� a 0 = co 0 c E co 75 N W 'W'.W � I� l n .J �j (a co to i 4 1114 L°L_ 0 > _ a) c .J DID O I W I - - U H a u Project: Engineer: Notes: North Fontana MPSD 1 Aaron Skeers Line A (Duncan) Set #1 Date: 9/16/2005 1 st -24hr 102 -102 2nd -24hr 1 Design Storm yr 100 2 Catchment Lag time hrs 0 3 Catchment Area acres 655.4 4 Base flow cfs /sq mi 0 5 S -graph 6 Maximum loss rate, Fm in /hr 0.23 7 Low loss fraction, Y -bar 0.19 8 Watershed area - averaged 5 - minute point rainfall inches 0.48 0.17 Watershed area - averaged 30 - minute point rainfall inches 1.10 0.40 Watershed area - averaged 1 -hour point rainfall inches 1.53 0.55 Watershed area - averaged 3 -hour point rainfall inches 3.00 1.08 Watershed area - averaged 6 -hour point rainfall inches 4.60 1.66 Watershed area - averaged 24 -hour point rainfall inches 11.00 3.96 9 24 -hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min (Fig E -4) 30 -min 1 -hr " 3 -hr 6 -hr 24 -hr Drainage- UHinput- Prelim.xis 10/5/2005 1t N 0 . '.. CD CD N -0.. ' 0 0''0 O, 01 in Q i�x�+i fi �• , N Y' y CD : > 1, 'd . ti'- P1 11 6' Lo E .--., . : , a . LC .0.:(D E ° 0 O co r N. ti ti ti ti C _ E �� r r —O 0 0 0 0 0 0 0 . .� fl- U � LL , . co Q) d co L LO CO ( "i,? c=: _CO' VK ;Lt) r: N N ," .t'4 co N '4 - — O O 0- O C7 CJ' O O" 0 co i Co O N C I - N O O O (0 }: ~d' ; eM. �t.'.. 'd" d': 'CP..., t) ou } o r ;k, W 0 cv 14) 'I.D, 'ID. 0 ,'C t0,'14) 1C) ' itf •d• O it CO .OD cO 00 0, :00 co W, ' O U 77-.4-::-.77.: :T= 7,^" r" 't-, 0 CO N is 'r a U) �'. - 0i .:t . "!-t : Y 16; 6.. ' 0 0 . J - N . 1 . 0) CO . N . CO . CO -L" ". 1 -4-5 o O O �- 0 0 0 0 0 . , 0 0 0 0 0 0 0 0 ? {• -O 0_ N CO to r- co CO `"' O: N N N N CO N N N OO Z to to in to (o tO tO 10 ;0) a I ...... ..... E U E N (c,\)1 N c,->-,' CO N (c>)' N N ' , p 0 1111 co :.,. N- (0 0::c- 60: I:.1- O). ": ice: O CO N CO 1--- L.0 : T E j (0(0 L .. ... , L.- _ III 0 Q Q Q Q Q Q Q W Q C C fY ( n E E _c .. ._ _ N -_____ .- = O O O N Imo-. CO O is C O u) ;h (0) , 0 - 00C'D (V 0.--00 o O 0:- 0: 0 '0 0. 0 O 0 .;'. — 111 c ii X E (6 CO N d () N CO (n ` ( . O I I 11 E 'X (O � ,- 06 N to in N 0 = II 17) I (q Q N (0 N to N ('O . (7 IZ `- I .) J J __ — LL_ IIII 0 Q U U Q - D O Q II _ ,,,15,-_, (n O >, t1 O W 5 5 o f Z,Z,zi- =r-Y Q a D tcs C @ -'11J J'� C . Q d (1) -.5, -(0 iii cu W l l w w W I�I�'� J � cn li o � ipIZ; m cts 3 v:r a L._ (D o ' o r to c o ' U, �i�l� ' iQ « ZJ J U J 1- Project: North Fontana MPSD 2 Date: 9/16/2005 102 -102 Engineer: Aaron Skeers Notes: Line B (Summit) Set #2 1 st -24hr 2nd -24hr 1 Design Storm yr 100 13 2 Catchment Lag time hrs 0 3 Catchment Area acres 381.3 4 Base flow cfs /sq mi 0 3 5 S -graph 6 Maximum loss rate, Fm in /hr 0.33 3 7 Low loss fraction, Y -bar 0.27 8 Watershed area - averaged 5 - minute point rainfall inches 0.48 0.17 3 Watershed area - averaged 30 - minute point rainfall inches 1.10 0.40 Watershed area - averaged 1 -hour point rainfall inches 1.53 0.55 Watershed area - averaged 3 -hour point rainfall inches 3.00 1.08 Watershed area - averaged 6 -hour point rainfall inches 4.60 1.66 Watershed area - averaged 24 -hour point rainfall inches 11.00 3.96 9 24 -hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min (Fig E -4) 30 -min 1 -hr 3 -hr 6 -hr 24 -hr Drainage- UHinput- Prelim.xls 10/5/2005 L"A L t_1 I t­1 JLIJ t­1 ILA t-A U.-I UA I-I t7' 0 d� �o �r o� � " " & L L�j " L I [ I t_ , I t I &_ .. I t I l I t I L. I t A L +-+----------------------------------------------------------------------------------------------------- - - - + -+ I I DESCRIPTION OF STUDY: I I I I NORTH FONTANA SP- MASTER PLAN OF DRAINAGE I I I I 100 -YEAR STUDY FOR LINE A (DUNCAN CANYON ROAD) I I 1 I JN 126 -2050 wli lna.dat I I I I--------------------------------- - - - - -- -[SAN BERNARDINO COUNTY] ------------------------------------ - - - - - I I I FILE NAME:LNA.DAT *ENGLISH UNITS* 1 CALCULATED BY: ( I I I TIME /DATE OF STUDY: 11:12 5/14/2008 1 CHECKED BY: I I I 1 100.0 -YEAR STORM RATIONAL METHOD STUDY (AMC III LOSSES) I PAGE NUMBER 1 OF I I 1--------------------------- - -[(c) 1983 -2003 ADVANCED ENGINEERING SOFTWARE) ------------------------- - - - - - I I I ICONCENTRATIONI AREA (ACRES) ISOILIDEV.1 Tt I Tc I I I Fm I Fm IQ IPATHISLOPEI V I HYDRAULICS I I I I POINT NUMBERISUBAREAI SUM iTYPE1TYPEIMIN.1 MIN.1 (in /hr) I(Avg)](cfs) I(ft)1ft /ftIFPS.I AND NOTES I I II ------------- I ------- I ------ I--- I----- I---- I----- I---- i---- I----- I ------ 1---- I----- I---- I --------------- I I II ------------- I ------- I ------ I --- I----- I---- I----- I---- I---- I----- i------ i ---- i----- I---- I---------- - - - - - I I I I I I I I I •- I I I 1 1 110001.02001 .. (INITIAL SUBAREA1 I I I 11.001 9.01 9.01 A l Com I - - --1 10.514.3410.0810.0801 34. 51 ---- I ----- I ---- I --------------- I I I I ------------- I---- --- I ------ I --- I-- - -I I----- I---- I---- I--- -- I - - - -- I 4501.0133110.OIQpipe= 34.551 1 I I I I I I I I I 1 1 I 1 In =.0130 D= 1.831 1 1 1 12.001 1 1 1 0.81 I i I 1 I I 1 1 27.0" -PIPE I I I I 12.001 10.01 19.001 A l Com I - - - -1 11.314.1710.0810.0801 69.91 ---- 1 ----- I ---- I ADD SUBAREA I I I I------------- I ---- --- I------ I--- I - - - - -I I-- --- I---- I- --- I----- I- - - ---I 4701.0255115.61Qpipe= 69.931 1 11 1 I I I I I I 1 1 1 1 In =.0130 D= 1.951 1 1 1 13.001 1 1 1 0.51 1 1 1 1 1 1 1 1 33.0° -PIPE I I 1 1 1 14.21 1 A I Com I I 1 10.081 1 1 1 1 1 1 1 I I 13.001 17.51 50.701 A l Com I - - - - 1 11.814.0610.0810.0801 181.71 ---- I ----- I --- 1 ADD SUBAREA I I i I------------- I ------- I------ I--- I - - - - -i I----- I---- I---- I----- I ------ ]10701.0411123.41Qpipe= 181.691 1 I I 1 I I I I I I 1 1 1 1 In =.0130 D= 2.631 1 1 1 14.001 1 1 1 0.81 1 1 1 1 1 1 1 1 42.0" -PIPE I I 11 1 16.91 1 A 1 Com I 1 1 10.081 1 1 1 1 1 1 1 1 1 1 28.11 1 A 111 +Du1 1 1 10.161 1 1 1 1 1 1 1 1 1 14.001 10.81106.501 A 10pen Brush] 12.613.9110.6110.1551 360.11 ---- I ----- I --- I ADD SUBAREA I I I I ------------- I ---- -- - I ------ I --- I - - - - - I I ----- I ---- I ---- I ----- I ------ 110201.0294124.81Qpipe= 360.111 1 1 1 1 1 1 1 1 1 1 1 1 1 1 In =.0130 D= 3.471 1 1 1 15.001 1 1 1 0.71 1 1 1 1 1 1 1 1 60.0" -PIPE 11 I I 1 13.31 1 A 111 +Du1 1 1 10.161 1 1 1 1 1 1 1 11 15.001 17.21137.001 A l Sch I - - - -1 13.213.7910.4810.1961 443.01 ---- I ----- I ---- I ADD SUBAREA i I I I------------- I--- ---- I--- --- 1--- I -- - --I I ----- I ---- I ---- I -- --- I - - - - -- I 3001.0367128.11Qpipe= 443.041 1 I I I 1 1 1 1 1 1 1 1 1 1 In =.0130 D= 3.751 1 I I 16.001 1 1 1 0.21 1 1 1 1 1 1 1 1 60.0 " -PIPE I I i t 1 12.51 1 A 19D /ACI 1 1 10.321 1 1 1 1 1 1 1 I I 1 8.51 1 A 1Condol 1 1 10.281 1 1 1 1 1 1 1 I I 1 14.41 1 A 111 +Dui 1 1 10.161 1 1 1 1 1 1 1 11 16.001 0.91173.301 A I Park1 ---- 1 13.413.7610.6810.2081 553.81 ---- I ----- I ---- I ADD SUBAREA i I I I ------------- I ---- --- I ------ I --- I - - - - - I I ----- I ---- I ---- I ----- I ----- 113101.0313127.71Qpipe= 553.771 1 11 1 1 1 1 1 1 1 1 1 1 1 In =.0130 D= 4.311 1 1 1 17.001 1 1 1 0.81 1 1 1 1 1 1 1 1 66.0" -PIPE I I I I I I I I I I I I I I I I I i 11 I I I I I I I 1 I I I I I I I I I I II--------------------------------------------------------------------------------------------------- - - - - -I I I I I I +-+----------------------------------------------------------------------------------------------------- - - - + -+ +-+----------------------------------------------------------------------------------------------------- - - - + -+ I I DESCRIPTION OF STUDY: I I 1 I NORTH FONTANA SP- MASTER PLAN OF DRAINAGE I I I I 100 -YEAR STUDY FOR LINE A (DUNCAN CANYON ROAD) I I I I JN 126 -2050 wli lna.dat I I I i-------------------------------------- - - [SAN BERNARDINO COUNTY]----- ---------- - - - - -1 I I I FILE NAME:LNA.DAT *ENGLISH UNITS* I CALCULATED BY: I I i 1 TIME /DATE OF STUDY: 11:12 5/14/2008 1 CHECKED BY: I I I 1 100.0 -YEAR STORM RATIONAL METHOD STUDY (AMC III LOSSES) I PAGE NUMBER 2 OF I I I I- --------- --- --- ---- ---- --- [(c) 1983 -2003 ADVANCED ENGINEERING SOFTWARE] ------------------------- - - - - - I I I ICONCENTRATIONI AREA (ACRES) IS0IL]DEV.1 Tt I Tc I I I Fm I Fm IQ-SUM IPATHISLOPEI V I HYDRAULICS I I I I POINT NUMBERISUBAREAI SUM ITYPEITYPEIMIN.1 MIN.[ (in /hr) I(Avg)I(cfs) I(ft)Ift /ftIFPS.I AND NOTES I I I I ------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I---- I ---------- - - - - - I I 11 1 19.91 1 A (Open Brushl 1 10.611 1 1 1 I 1 1 1 1 1 1 20.51 1 A lil +Dul 1 1 10.161 1 1 1 I 1 1 1 1 1 1 4.31 1 A I Parkl 1 1 10.681 1 1 1 1 1 1 1 1 1 17.001 6.51224.501 A I Com 1 - - - -1 14.213.6310.0810.2451 684.41 ---- I ----- I ---- I ADD SUBAREA I I I I ------------- I ---- --- I ------ I --- I - - - - -I i----- I ---- I ---- I ----- I - - - - -- I 3901.0051115.OIQpipe= 684.421 1 1 1 1 1 1 I 1 1 1 1 1 1 1 In =.0130 D= 6.391 1 1 1 18.001 1 1 1 0.41 1 1 1 1 1 1 1 1 102.0^ -PIPE I I I I 18.001 11.41235.901 A I Com I - - - -1 14.613.5710.0810.2371 707.01 ---- I ----- I ---- I ADD SUBAREA 11 I I- I- - -- -- - I -- I --- I - - - - - I ----- I ---- I ---- I ----- I - - --- - I 9501.0032111.1IQpipe= 707.041 1 I I I I 1 I 1 1 I *velocity= (total flow) /(pipeln =.0130 D= 9.001 1 1 1 19.001 1 1 1 1.41 I 1 1 cross section area)] 108.0" -PIPE I I 1 1 1 4.41 1 A 1 Parkl 1 1 10.681 1 1 1 1 1 1 1 11 19.001 0.91241.201 A I Park1 ---- 1 16.113.3710.6810.2471 707.01 ---- I ----- I ---- I ADD SUBAREA I I 1 1 1 10.41 1 A ICondol 1 1 10.281 1 1 1 1 [ 1 1 1 1 1 6.91 1 A ICondol 1 1 10.281 1 1 1 1 1 1 1 1 1 1 7.01 1 A ICondol 1 1 10.281 1 I 1 1 1 1 1 1 1 1 7.91 1 A ICondol 1 1 10.281 1 1 1 1 1 1 1 1 1 19.001 8.11281.501 A 16D /ACI ---- 1 16.113.37]0.4010.2551 790.2] ---- I ----- I ---- I ADD SUBAREA I I I I ------------- I ----- -- I - ---- - I --- I - -- -- I I - ---- I ---- I ---- I -- -- - I - - - - - - I 9601.0042111.OIQbox= 790.25 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 In =.0150 D= 8.001 1 11 20.001 1 1 1 1.51 1 1 1 1 1 *Existing Box: 9.00x 8.00 1 1 1 I 20.001 14.91296.401 A I Sch I - - - -1 17.513.2010.4810.2661 790.21 ---- I ----- I ---- I ADD SUBAREA I I I I ------------- I ---- --- I ------ I --- I - - - - - I I - --- - I ---- I ---- I ----- I - - - - - - I 3701.0054113.91Qbox= 790.25 1 1 1 1 1 1 1 1 1 1 1 [ 1 1 1 In =.0150 D= 6.331 1 1 1 21.001 1 1 1 0.41 I I I 1 1 *Existing Box: 9.00x 8.00 1 1 1 1------------- I------- I------ I--- I----- I----]----- I---- I---- I----- I------ I---- I----- I---- I---------- - - - - -I I 1 1 21.001 MAIN- STREAM COPIED ONTO MEMORY BANK # 1 I 1 1 1 1------------- I------- I------ I--- I----- I---- 1----- I---- I---- I----- I------ I---- I----- I---- I---------- - - - - -I I I I------------- I------- I------ I--- I----- I---- I----- I---- I---- I----- I------ I---- I----- I---- I---------- - - - - - I I I I I I I I I -• 1 I I i ( 1 7801.03461 .. [INITIAL SUBAREA] I 11 21.201 7.71 7.71 A I Com i - - - -1 8.514.9310.0810.0801 33. 61 ---- I ----- I ---- I --------------- I I I I------------- i---- I I--- I - - - - -I I-- -- -I--- -I---- I---- -I- -- - - - I 370I.0351114.7IQpipe= 33.581 1 i t I I I I I I I 1 1 1 1 In =.0130 D= 1.371 1 1 1 21.301 1 1 1 0.41 1 1 1 1 1 1 1 1 24.0" -PIPE I I I I I I I I I I I I I I I I I I I I II--------------------------------------------------------------------------------------------------- - - - - -I I I * I I I +-+----------------------------------------------------------------------------------------------------- - - - + -+ +-+----------------------------------------------------------------------------------------------------- - - - + -+ I I DESCRIPTION OF STUDY: I I 1 I NORTH FONTANA SP- MASTER PLAN OF DRAINAGE I I I I 100 -YEAR STUDY FOR LINE A (DUNCAN CANYON ROAD) I I I I JN 126 -2050 wli lna.dat I I I I--------------------------------- - - - - -- - (SAN BERNARDINO COUNTY] ------------------------------------ - - - - - I I I I FILE NAME:LNA.DAT *ENGLISH UNITS* I CALCULATED BY: I I I I TIME /DATE OF STUDY: 11:12 5/14/2008 1 CHECKED BY: I I I 1 100.0 -YEAR STORM RATIONAL METHOD STUDY (AMC III LOSSES) I PAGE NUMBER 3 OF I I I I------- ------- --- --- ------- - - ((c) 1983 -2003 ADVANCED ENGINEERING SOFTWARE] ------------------------- - - - - - I I I ICONCENTRATIONI AREA (ACRES) ISOILIDEV.1 Tt I Tc I I I Fm I Fm IQ-SUM IPATHISLOPEI V I HYDRAULICS I I I I POINT NUMBERISUBAREAI SUM ITYPEITYPEIMIN.1 MINI (in /hr) I(Avg)i(cfs) l(ft)lft /ftlFPS.1 AND NOTES I I I I------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I ---------- - - - - - I I 1 1 1 6.21 1 A I Com I I 1 10.081 1 1 1 1 1 1 1 1 1 21.301 2.91 16.801 A (Open Brushl 9.014.7910.6110.1721 69.81 ---- I ----- I ---- I ADD SUBAREA I I I I ------------- I ------- I ------ I - -- I - - - - - I I- I I - - - I ----- I - - - - - I 4301.0372117.81Qpipe= 69.761 1 1 1 1 1 1 I I I I 1 1 1 In =.0130 D= 1.861 1 1 1 21.401 1 1 1 0.41 1 1 1 1 1 1 1 1 30.0" -PIPE I I 11 1 8. 1 A I Com I 1 1 10.081 1 1 1 1 1 1 1 1 1 21.401 2.91 28.401 A 10pen Brushl 9.414.6610.6110.1891 114.31 ---- I ----- 1 ---- I ADD SUBAREA I I I I------------- I -- ---- - I - ----- I --- I - - - - -I I- I-- - - I I --- -- i - ---- 7501.0387120.41Qpipe= 114.321 1 I I 1 1 1 I I I [ I 1 1 1 In =.0130 D= 2.211 1 1 1 21.501 1 1 1 0.61 1 1 1 1 1 1 1 1 36.0" -PIPE I I 11 1 17.51 1 A I Com I I 1 10.081 1 1 1 1 1 1 1 I I 1 6.61 1 A (Open Brushl 1 10.611 1 1 1 1 1 1 1 I I 21.501 17.41 69.901 A I Com I - - - -1 10.014.4910.0810.1741 271.41 ---- I ----- I ---- I ADD SUBAREA I I I I ------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I ---------- - - - - - I I I I 21.501 1 69.91 1 1 ---- 1 10.014.491 1 1 271.41 ---- I ----- I ---- IFOR CONFLUENCE I I II------------- I------- I------ I--- I----- I---- I----- 1---- I---- I----- I------ I---- I----- I---- I---------- - - - - -I I I I I 1 1 i I •• 1 I I 1 1 1 9501.02741 .. [INITIAL SUBAREA[ I 11 21.111 9.81 9.81 A I Com I - - - -1 9.714.5710.0810.0801 39. 61 ---- I ----- I ---- I --------------- I I I I------------- I---- -- -I------ I--- I - -- - -1 I----- I ---- I ---- I ----- I ------ 112501.03441 7.71Qest.= 64.2 1 1 1 1 36.ft- STREETI I I I I i I I I I I ID= 0.54;D *V= 4.11 1 1 1 FLOW TO PT. #I I 1 1 2 .91 1 1 1 1 1 1 1 IFLOODWIDTH =19.81 I 1 1 21.121 14.31 24.101 A I Com I-- --1 12.613.9010.0810.0801 82. 81 ---- I ----- I ---- I --------------- I I I I ------------- I ------- I ------ I --- I - - - -- I I ----- I ---- I ---- I ----- I ------ 113001.0100111.4]Qpipe= 82.781 1 I I 1 1 1 1 1 1 1 1 1 1 1 In =.0130 D= 2.471 1 1 1 21.501 1 1 1 1.91 1 1 1 1 1 1 I 1 42.0" -PIPE I I I I------------- I------- I------ I--- I----- I---- I----- I---- I---- I----- I------ 1---- I----- I---- I---------- - - - - -I I I I CONFLUENCE I PEAK FLOW RATE = 342.9 (cfs) I I I I I ANALYSIS I TIME OF CONCENTRATION(MIN.) = 10.0 I LARGEST I [ I I FOR POINT# I MEAN VALUES: Fp = 0.682 (in /hr); Ap = 0.229; Fm = 0.156 (in /hr) I CONFLUENCE I I i I 21.501 EFFECTIVE AREA = 86.46 (Acres); TOTAL AREA = 94.00 (Acres)[ Q= 342.91 1 I I 1 Q(cfs) Tc(min) Fp(avg) Ap(avg) Fm(avg) I(in /hr) Ae(Acres) NODE I I I I I 1 342.92 9.98 0.682 0.23 0.156 4.49 86.457 21.11 1 I I I 1 297.20 14.53 0.686 0.22 0.150 3.58 94.000 21.11 1 I I I------------- I------- I------ I--- I----- I---- I----- 1---- I---- I----- I------ I- i----- I-- I--------------- I I I I I I I I I I 1 I I I I I I I I I II--------------------------------------------------------------------------------------------------- - - - - -i I I I I I +-+----------------------------------------------------------------------------------------------------- - - - + -+ a'i L l E... l L_ i L.-J L_., I L. J L._ 1 L_.., J L_ J it .. / +-+----------------------------------------------------------------------------------------------------- - - - + -+ 1 1 DESCRIPTION OF STUDY: I I I I NORTH FONTANA SP- MASTER PLAN OF DRAINAGE I I 1 1 100 -YEAR STUDY FOR LINE A (DUNCAN CANYON.ROAD) I I I I JN 126 -2050 wli lna.dat I I I i-------------------------------------- - - (SAN BERNARDINO COUNTY] ------------------------------------ - - - - - i I I I FILE NAME:LNA.DAT *ENGLISH UNITS* I CALCULATED BY: 11 1 i TIME /DATE OF STUDY: 11:12 5/14/2008 I CHECKED BY: I I I 1 100.0 -YEAR STORM RATIONAL METHOD STUDY (AMC III LOSSES) I PAGE NUMBER 4 OF I I I I -- ---- ---- --- --- -------- - - - [(c) 1983 -2003 ADVANCED ENGINEERING SOFTWARE] ------------------------- - - - - - I I I ICONCENTRATIONI AREA (ACRES) ISOILIDEV.1 Tt I Tc I I I Fm I Fm 14 - SUM IPATHISLOPEI V I HYDRAULICS I I I I POINT NUMBERISUBAREAI SUM ITYPEITYPEIMIN.1 MIN.1 (in /hr) I(Avg)i(cfs) l(ft)lft /ftlFPS.I AND NOTES I I II ------------- I ------- I ------ I --- I----- I---- I----- I---- I---- I----- I------ I ---- I ----- I ---- I ---------- - - - - - I I I I ---------- --- I --- -- -- I ------ I --- I - - - - -i I----- I-- -- I---- I ----- I - - - - - - I 8001.0250121.614pipe= 342.921 1 1 1 1 I 1 I I 1 I *velocity = (total flow) /(pipeln =.0130 D= 4.501 1 1 1 21.551 1 1 1 0.61 1 1 1 cross section area)I 54.0" -PIPE I I I I 1 7.21 1 A 19D /ACI 1 1 10.321 1 I 1 1 1 1 1 I I 1 0.61 I A I Parkl 1 1 10.681 1 1 1 1 1 1 1 I I 21.551 10.01104.261 A ICondoi ---- 1 10.614.3310.2810.1821 389.11 ---- I----- I - -- - I ADD SUBAREA I I I I-- ---- I------- I-- I 1 - - - - -I I- ---- I---- I---- I----- I- - - - - -I 7701.0390128.214pipe= 389.091 1 1 1 1 1 1 I I I I 1 1 1 1 In =.0130 D= 3.311 1 1 1 21.601 1 1 1 0.51 1 1 1 1 1 1 1 1 60.0" -PIPE I I 11 1 5.81 1 A 19D /ACI 1 1 10.321 1 1 1 1 1 1 1 1 1 1 2.21 1 A I Parkl 1 1 10.681 1 1 1 1 1 1 1 1 1 1 8.71 1 A ICondoi 1 1 10.281 I I 1 1 1 1 1 1 1 1 1.11 I A I Parkl 1 1 10.681 1 1 1 I 1 1 1 1 1 21.601 9.81131.861 A lCondol ---- 1 11.114.2210.2810.2141 475.51 ---- I ----- I ---- I ADD SUBAREA I I I I 1 10.11 1 A ICondol 1 1 10.281 I 1 1 1 1 1 1 1 1 21.601 8.51150.461 A 16D /ACI ---- 1 11.114.2210.4010.2291 540.61 ---- I ----- I ---- I ADD SUBAREA I I I I -------- ----- I --- -- -- I - ----- I --- I - - - - - I I ----- I ---- I ---- I ----- I ------ 111751.0357I29.414pipe= 540.591 1 1 1 1 1 1 1 1 1 1 1 1 1 1 In =.0130 D= 3.981 1 1 1 21.001 1 1 1 0.71 1 I 1 1 1 1 1 1 66.0" -PIPE I I I I ------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- i'--- I----- I ------ I---- I----- I---- I---------- - - - - - I I 11 21.001 MEMORY BANK # 1 CONFLUENCED WITH MAIN- STREAM I 11 I I I 4(cfs) Tc(min) Fp(avg) Ap(avg) Fm(avg) I(in /hr) Ae(Acres) NODE I I I I I 1 1220.68 11.72 0.745 0.34 0.250 4.08 343.898 21.11 I I I 1 1 1220.53 16.30 0.745 0.33 0.249 3.34 426.978 21.11 I I I I 1 1219.01 17.96 0.745 0.34 0.250 3.15 454.400 10.01 I 1 I I I TOTAL AREA= 454.400 1 1 1 I 1------------- I------- I------ I--- I----- I---- I----- I---- I---- I----- I------ I---- I----- I---- I---------- - - - - -I I I I I-- - -- I-- I- -- I - - - - -I I----- I---- I---- I----- I- - - - - -I 4701.0106117.014box= 1220.68 1 1 I I I I I I I I I I 1 1 1 In =.0150 D= 8.001 1 11 22.001 1 1 1 0.51 1 1 1 1 1 *Existing Box: 9.00x 8.00 1 1 1 1 1 6.21 I A ICondol 1 1 10.281 1 1 1 1 1 11 I I 22.001 7.71357.801 A I Parkl ---- 1 12.213.9810.6810.2591 1221.1 ---- I ----- I ---- I ADD SUBAREA I I I I ------------- I ------- I ------ I --- I - - - - -I I--- -- I- --- I---- I - ---- I - - - -- - I 6201.0081I17.014box= 1220.68 1 1 11 1 1 1 I I I 1 1 1 1 1 In =.0150 D= 8.001 1 11 23.001 1 1 1 0.61 1 1 1 I 1 *Existing Box: 9.00x 8.00 1 1 II --------------------------------------------------------------------------------------------------- - - - - - I I I * I I I +-+----------------------------------------------------------------------------------------------------- - - - + -+ +-+----------------------------------------------------------------------------------------------------- - - - + -+ 1 I DESCRIPTION OF STUDY: I I I I NORTH FONTANA SP- MASTER PLAN OF DRAINAGE I I I I 100 -YEAR STUDY FOR LINE A (DUNCAN CANYON ROAD) I I I I JN 126 -2050 wli lna.dat I I I I--------------------------------- - - - - - - [ SAN BERNARDINO COUNTY] ------------------------------------ - - - - - I I I I FILE NAME:LNA.DAT *ENGLISH UNITS* I CALCULATED BY: 11 I I TIME /DATE OF STUDY: 11:12 5/14/2008 1 CHECKED BY: I I I 1 100.0 -YEAR STORM RATIONAL METHOD STUDY (AMC III LOSSES) I PAGE NUMBER 5 OF I I I I-- -------------- --- --- ---- - - -[(c) 1983 -2003 ADVANCED ENGINEERING SOFTWARE] ------------------------- - - - - - I I I ICONCENTRATIONI AREA (ACRES) ISOILIDEV.1 Tt I Tc I I I Fm I Fm IQ - SUM IPATHISLOPEI V I HYDRAULICS I I I I POINT NUMBERISUBAREAI SUM ]TYPEITYPEIMIN.1 MIN.1 (in /hr) I(Avg)I(cfs) I(ft)Ift /ftIFPS.I AND NOTES I I I I ------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I----- I---- I---------- - - - - - I I I I I 6.31 I A I Parkl I I 10.681 1 1 I I I 11 1 1 1 7.71 1 A ICondol 1 1 10.281 1 I I 1 I I I I I 23.001 9.61381.401 A ICondol ---- 1 12.813.8710.2810.2671 1236.1 ---- I ----- I ---- I ADD SUBAREA I I I I -------- ----- I ------- I ------ I --- I - - - - -I I----- I- --- I---- I----- I- - - - - -I 9001.0089117.21Qbox= 1235.66 I I 1 1 1 1 1 i I I 1 1 1 1 1 In =.0150 D= 8.001 1 1 1 24.001 1 1 1 0.91 I I I I 1 *Existing Box: 9.00x 8.00 1 1 I I ------------- I ------- I ------ I --- I----- I---- I----- I---- I---- I----- I------ I ---- I ----- I ---- I ---------- - - - - - I I I I 24.001 I 381.1 1 1 - - - -1 13.713.721 1 1 1236.1 ---- I ----- I ---- IFOR CONFLUENCE I I I I------------- I------- I------ I--- 1----- I---- I----- I---- I---- I----- I------ I---- I----- I---- I---------- - - - - -I I I I I I I I I •• I I I I 1 1 6401.03911 .. (INITIAL SUBAREA( I 1 I 24.201 5.01 5.OI A (Open Brushl 17.913.1610.6110.6141 11. 51 ---- I ----- I ---- I --------------- I I I I----------- -- I --- --- - I -- ---- I --- I -- - - -I I----- i- I ---- I ----- 1 113501.02961 4.51VALLEY CHANNEL I I I I I I I I I I I I I I I I I I VELOCITY PER I I I I 24.301 1 I I 1 5.11 1 I 1 1 1 So = .02961 1 LACFCD MANUAL I I I 1 24.301 9.21 14.201 A 1Open Brushl 23.012.7210.6110.6141 27.01 ---- I ----- I ---- I ADD SUBAREA I I I I I -- -- --- I ---- -- I - --I-----I I----- I---- I---- I - ---1 114001.03071 5.7IVALLEY CHANNEL I I I I I I I I I I I I I I I I I I VELOCITY PER I I I I 24.001 1 1 1 1 4.11 I 1 1 I 1 So = .03071 1 LACFCD MANUAL 11 I I 24.001 11.21 25.401 A (Open Brushl 27.012.4710.6110.6141 42.41 ---- 1 ----- I ---- I ADD SUBAREA I I I I------------- I------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I ------ I---- i----- I---- I---------- - - - - - I I I I CONFLUENCE I PEAK FLOW RATE = 1273.9 (cfs) 11 ANALYSIS I TIME OF CONCENTRATION(MIN.) = 18.2 I LARGEST I I I I FOR POINT# I MEAN VALUES: Fp = 0.738 (in /hr); Ap = 0.374; Fm = 0.276 (in /hr) I CONFLUENCE I I I 1 24.001 EFFECTIVE AREA = 481.61 (Acres); TOTAL AREA = 517.30 (Acres)( Q= 1273.91 I I I I Q(cfs) Tc(min) Fp(avg) Ap(avg) Fm(avg) I(in /hr) Ae(Acres) NODE I I I I I 1 1271.50 13.67 0.740 0.38 0.278 3.72 394.233 21.11 1 I I 1 1 1273.88 18.25 0.738 0.37 0.276 3.13 481.612 21.11 I 1 I I 1 1271.54 19.91 0.737 0.38 0.277 2.97 510.599 10.01 I I I 1 1 1047.31 27.05 0.733 0.38 0.281 2.47 517.300 24.11 I I I 1 ------------- I------- I------ I--- i----- I---- I----- I---- I ---- I ----- I ------ I ---- I ----- I ---- I --------------- I I I I I - -- I I--- I - - - -I I----- i---- I ---- I ----- I - - - - -- I 6401.0094116.81Qbox= 1273.88 11 I I I I I I I 1 I I 1 1 I In =.0150 D= 8.001 I I I 25.001 1 I 1 0.61 I I 1 1 1 *Existing Box: 9.50x 8.00 1 1 I1------------- I------- I------ I--- I----- I---- I----- I---- I---- I----- I------ I---- I----- I---- I---------- - - - - -I I I I 25.001 I 482.1 I I- ---1 18.913.061 1 1 1274.1 ---- 1 ----- I ---- ]FOR CONFLUENCE I I II --------------------------------------------------------------------------------------------------- - - - - - I I i * i +-+----------------------------------------------------------------------------------------------------- - - - + -+ t.. I ILA NLA A A !. I t t t. I 1.- J L J t.. J U. l t I t. I t i L-4 LA L -1 +-+----------------------------------------------------------------------------------------------------- - - - + -+ I I DESCRIPTION OF STUDY: I i I I NORTH FONTANA SP- MASTER PLAN OF DRAINAGE I I I 1 100 -YEAR STUDY FOR LINE A (DUNCAN CANYON ROAD) I I I I JN 126 -2050 wli lna.dat I I I I-------------------------------------- - - [SAN BERNARDINO COUNTY] ------------------------------------ - - - - - I I 1 1 FILE NAME:LNA.DAT *ENGLISH UNITS* I CALCULATED BY: I I 1 I TIME /DATE OF STUDY: 11:12 5/14/2008 I CHECKED BY: I I I 1 100.0 -YEAR STORM RATIONAL METHOD STUDY (AMC III LOSSES) I PAGE NUMBER 6 OF I I I I ---- ----- -- ---------------- - - [(c) 1983 -2003 ADVANCED ENGINEERING SOFTWARE] ------------------------- - - - - - I I I ICONCENTRATIONI AREA (ACRES) ISOILIDEV.1 Tt I Tc I I I Fm I Fm IQ -SUM IPATHISLOPEI V 1 HYDRAULICS I I I I POINT NUMBERISUBAREAI SUM ITYPEITYPEIMIN.I MIN.1 (in /hr) 1(Avg)1(cfs) I(ft)Ift /ftIFPS.I AND NOTES I I I I------------- I------- I------ I--- i----- I---- I----- 1---- I---- I----- 1------ I---- I----- I---- I-------- I i I I------------- I------- i------ I--- I----- I---- I----- I---- t---- I----- I------ I---- i----- I- I ---------- - - - - - I I I I I I I I I •• I I I I I 1 7201.03751 .. (INITIAL SUBAREA( I 1 1 25.201 6.81 6.81 A l Com I - - - -1 8.115.0710.0810.0801 30. 51 ---- I ----- I ---- I --------------- I I I I ------------- I ----- I ------ I - -- I - - - - -I I----- I-- I- I - - --- I - - - - - 1 6301.03171 7.41Qest.= 56.6 1 1 1 1 36.ft- STREETI I I i I I I I I I I ID= 0.52;D *V= 3.91 1 1 1 FLOW TO PT. #I I 1 1 1.61 1 1 1 1 1 1 1 IFLOODWIDTH =19.11 I 1 1 25.301 12.91 19.701 A I Com I--- -1 9.714.5610.0810.0801 79. 41 ---- I ----- I ---- I --------------- I I I I-- ---- I ------- I - ----- I -- I- - - -i I----- I---- I---- I----- I- - -- 9951.0080110.31Qpipe= 79.381 1 I I 1 1 1 I I I I I 1 1 1 In =.0130 D= 2.601 1 1 1 25.401 1 1 1 1.61 1 1 1 1 1 1 1 1 42.0" -PIPE I I 1 1 25.401 26.81 46.501 A l Com I - - - - 1 11.314.1610.0810.0801 170.71 ---- 1 ----- I ---- I ADD SUBAREA I I I I-- I --- I - ----- I --- I - -- - -I I----- I-- i- I I - - - - - I 6001.0333121.21Qpipe= 170.701 1 I I I 1 1 I I I I I 1 1 1 In =.0130 D= 2.731 1 1 1 25.501 1 1 1 0.51 1 1 1 1 1 1 1 1 42.0" -PIPE I I 1 1 25.501 14.31 60.801 A l Com I - - - - 1 11.814.0610.0810.0801 217.71 ---- I ----- I ---- I ADD SUBAREA I I I I------------- I ------- I ------ I - I- -- - - i I----- I---- i---- I-- --- I- - - - -- I 7001.0286121.41Qpipe= 217.691 1 I I 1 1 1 I I I I I 1 1 1 In =.0130 D= 3.021 1 1 1 25.601 1 1 1 0.51 1 1 1 1 1 1 1 1 48.0" -PIPE I I 1 1 25.601 26.21 87.001 A l Com I - ---1 12.413.9510.0810.0801 303.01 ---- I ----- I ---- I ADD SUBAREA I I I I------------- I ------- I ------ I- 1 - - - -i I----- I- --- I-- -- I--- -- I- - - --- 9601.0302123.71Qpipe= 302.991 1 I I 1 1 1 I I I I I 1 1 1 In =.0130 D= 3.371 1 I I 25.001 1 1 1 0.71 1 1 1 1 1 1 1 1 54.0" -PIPE I I I I------------- I------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I ------ I---- I----- I---- I---------- - - - - - I I I I CONFLUENCE i PEAK FLOW RATE = 1557.6 (cfs) I I I I I ANALYSIS 1 TIME OF CONCENTRATION(MIN.) = 14.3 1 LARGEST I I I I FOR POINT# I MEAN VALUES: Fp = 0.743 (in /hr); Ap = 0.326; Fm = 0.242 (in /hr) I CONFLUENCE I I 1 1 25.001 EFFECTIVE AREA = 481.23 (Acres); TOTAL AREA = 604.30 (Acres)( Q= 1557.61 1 1 1 1 Q(cfs) Tc(min) Fp(avg) Ap(avg) Fm(avg) I(in /hr) Ae(Acres) NODE I I I I I 1 1533.31 13.03 0.744 0.32 0.240 3.83 445.984 25.11 1 1 I I 1 1557.58 14.31 0.743 0.33 0.242 3.62 481.233 21.11 1 1 I I 1 1515.08 18.88 0.741 0.33 0.246 3.06 568.612 21.11 1 1 I I 1 1500.49 20.55 0.740 0.34 0.248 2.91 597.599 10.01 1 I I I 1 1237.95 27.63 0.736 0.34 0.252 2.44 604.300 24.11 1 I 1 1 ------------- I------- I------ I--- I----- I---- I----- I---- I---- I----- I------ I---- I----- I---- i--------------- I I I I I I i I I I I I I I i I I I I I II--------------------------------------------------------------------------------------------------- - - - - -I I I I I * I +-+----------------------------------------------------------------------------------------------------- - - - + -+ +-+----------------------------------------------------------------------------------------------------- - - - + -+ I I DESCRIPTION OF STUDY: I I I I NORTH FONTANA SP- MASTER PLAN OF DRAINAGE I I I I 100 -YEAR STUDY FOR LINE A (DUNCAN CANYON ROAD) I I I I JN 126 -2050 wli lna.dat I I I I-------------------------------------- -- [SAN BERNARDINO COUNTY) ------------------------------------ - - - - - I I 1 1 FILE NAME:LNA.DAT *ENGLISH UNITS* I CALCULATED BY: I I I I TIME /DATE OF STUDY: 11:12 5/14/2008 I CHECKED BY: I I I 1 100.0 -YEAR STORM RATIONAL METHOD STUDY (AMC III LOSSES) I PAGE NUMBER 7 OF I I I I------ ------ ------- -------- - - I(c) 1983 -2003 ADVANCED ENGINEERING SOFTWARE) ------------------------- - - - - - i I I ICONCENTRATIONI AREA (ACRES) ISOILIDEV.1 Tt I Tc I I I Fm I Fm IQ -SUM IPATHISLOPEI V I HYDRAULICS 1 I I I POINT NUMBERISUBAREAI SUM ITYPEITYPEIMIN.I MIN.I (in /hr) I(Avg)1(cfs) I(ft)Ift /ftIFPS.I AND NOTES I I II------------- I ------- I ------ I --- I----- I---- I----- I---- I---- I----- i------ I ---- i----- I---- I---------- - - - - - I I II------------- I ------- I ------ I --- I----- I---- I----- i---- I---- I----- I------ I ---- I----- I---- I---------- - - - - - I I I I 25.001 I 481.1 1 I - - - -1 14.31 1 1 1 1558.1 ---- I ----- I ---- ISTREAM SUMMARY I I II------------- I ------- I ------ I --- I ----- I---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I ---------- - - - - - I I I I EFFECTIVE AREA = 481.23 Acres TOTAL AREA = 604.30 Acres PEAK FLOW RATE = 1557.58 cfs I I I I TIME OF CONCENTRATION(MIN.)= 14.31 MEAN VALUES: Fp = 0.743 (in /hr); Ap = 0.326; Fm = 0.242 (in /hr)I I I I------------- I------- I ------ I --- I ----- I ---- I ----- I ---- I---- I ----- I ------ I---- I----- I---- I---------- - - - - - I I I I I PEAK FLOW RATE TABLE I I I I I I Q(cfs) Tc(min) Fp(avg) Ap(avg) Fm(avg) I(in /hr) Ae(Acres) NODE I I I I 1 1533.31 13.03 0.744 0.32 0.240 3.83 445.984 25.11 1 1 I I 1 1557.58 14.31 0.743 0.33 0.242 3.62 481.233 21.11 1 1 I I 1 1515.08 18.88 0.741 0.33 0.246 3.06 568.612 21.11 I I I I 1 1500.49 20.55 0.740 0.34 0.248 2.91 597.599 10.01 I I I I 1 1237.95 27.63 0.736 0.34 0.252 2.44 604.300 24.11 1 1 II------------- I------- I------ 1--- I----- I---- I----- I---- I---- I----- 1------ I---- 1----- I---- I---------- - - - - -I I I I I I I I I I I I I I I I I I I I i t I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I i t I I I I I I I I I I I I i I I I I I I I I I I i I I i I I I I I I I I I I I I I I I I I I I I I I I I I i t I I I I I I I I I I I I i I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I i t I i I I I I I I I I I I I I I i I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i t I I I I I I I I I i I I I I I I I i II--------------------------------------------------------------------------------------------------- - - - - -I I i * I I * * 1 +-+----------------------------------------------------------------------------------------------------- - - - + -+ id 40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1251 0" Analysis prepared by: MADOLE & ASSOCIATES, INC. * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** IW * NORTH FONTANA SP- MASTER PLAN OF DRAINAGE * 100 -YEAR STUDY FOR LINE A (DUNCAN CANYON ROAD) * JN 126 -2050 wli lna.dat ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: LNA.DAT TIME /DATE OF STUDY: 11:12 05/19/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5300 a m *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* to *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 4R 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED UNIT - HYDROGRAPH MODEL SELECTIONS /PARAMETERS: WATERSHED LAG = 0.80 * Tc VALLEY(DEVELOPED) S -GRAPH USED. AREA - AVERAGED USER SPECIFIED DEPTH -AREA DURATION RAINFALL(INCH) REDUCTION FACTOR F 0.98 0.98 0.98 1.00 1.00 1.00 III ASSUMED FOR UNIT HYDROGRAPH METHOD* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< �w >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000-00 ELEVATION DATA: UPSTREAM(FEET) = 1975.00 DOWNSTREAM(FEET) = 1955.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.536 +� * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.345 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 9.00 0.80 0.100 52 10.54 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 e SUBAREA RUNOFF(CFS) = 34.55 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = 34.55 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 dd--------------------- ------------------------------------------------------ >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1948.00 DOWNSTREAM(FEET) = 1942.00 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 am DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.99 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 34.55 PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 11.29 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1450.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 11.29 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.169 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 10.00 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 5- MINUTES 0.48 30- MINUTES 1.10 1 -HOUR 1.53 3 -HOUR 3.00 6 -HOUR 4.60 24 -HOUR 11.00 4 " *ANTECEDENT MOISTURE CONDITION (AMC) 0.98 0.98 0.98 1.00 1.00 1.00 III ASSUMED FOR UNIT HYDROGRAPH METHOD* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< �w >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000-00 ELEVATION DATA: UPSTREAM(FEET) = 1975.00 DOWNSTREAM(FEET) = 1955.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.536 +� * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.345 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 9.00 0.80 0.100 52 10.54 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 e SUBAREA RUNOFF(CFS) = 34.55 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = 34.55 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 dd--------------------- ------------------------------------------------------ >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1948.00 DOWNSTREAM(FEET) = 1942.00 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 am DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.99 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 34.55 PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 11.29 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1450.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 11.29 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.169 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 10.00 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 4 R SUBAREA AVERAGE PERVIOUS AREA FRA SUBAREA AREA(ACRES) = 10.00 EFFECTIVE AREA(ACRES) = 19.00 y AREA - AVERAGED Fp(INCH /HR) = 0.80 4d TOTAL AREA(ACRES) = 19.00 =ON, Ap = 0.100 SUBAREA RUNOFF(CFS) = 36.81 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 69.93 lag FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «« < dd ELEVATION DATA: UPSTREAM(FEET) = 1942.00 DOWNSTREAM(FEET) = 1930.00 FLOW LENGTH(FEET) = 470.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.56 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 69.93 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 11.79 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 1920.00 FEET. FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< MAINLINE Tc(MIN) = 11.79 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.061 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 14.20 0.80 0.100 52 dd COMMERCIAL A 17.50 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 31.70 SUBAREA RUNOFF(CFS) = 113.60 Ad EFFECTIVE AREA(ACRES) = 50.70 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.10 " TOTAL AREA(ACRES) = 50.70 PEAK FLOW RATE(CFS) = 181.69 ad FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA «« < >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1930.00 DOWNSTREAM(FEET) = 1886.00 FLOW LENGTH(FEET) = 1070.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 23.43 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 181.69 PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 12.55 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 2990.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 41 8 ------------------------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< == MAINLINE Tc(MIN) = 12. 55__________________ _______________________________ * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.912 SUBAREA LOSS RATE DATA(AMC III): �1 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 16.90 0.80 0.100 52 RESIDENTIAL >; "11+ DWELLINGS /ACRE" A 28.10 0.80 0.200 52 NATURAL FAIR COVER "OPEN BRUSH" A 10.80 0.61 1.000 66 !� SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.69 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.325 SUBAREA AREA(ACRES) = 55.80 SUBAREA RUNOFF(CFS) = 185.25 EFFECTIVE AREA(ACRES) = 106.50 AREA - AVERAGED Fm(INCH /HR) = 0.15 AREA- AVERAGED Fp(INCH /HR) = 0.71 AREA - AVERAGED Ap = 0.22 illy TOTAL AREA(ACRES) = 106.50 PEAK FLOW RATE(CFS) = 360.11 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 41 r ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) «« < ELEVATION DATA: UPSTREAM(FEET) = 1886.00 DOWNSTREAM(FEET) = 1856.00 FLOW LENGTH(FEET) = 1020.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 41.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 24.78 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 360.11 PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 13.24 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 4010.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 6d FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 -------- -------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.24 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.789 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 13.30 0.80 0.200 52 SCHOOL A 17.20 0.80 0.600 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.426 SUBAREA AREA(ACRES) = 30.50 SUBAREA RUNOFF(CFS) = 94.71 EFFECTIVE AREA(ACRES) = 137.00 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.26 TOTAL AREA(ACRES) = 137.00 PEAK FLOW RATE(CFS) = 443.04 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 41 i 0 4m »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< 40 >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) «« < ELEVATION DATA: UPSTREAM(FEET) = 1856.00 DOWNSTREAM(FEET) = 1845.00 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 28.06 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 443.04 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 13.41 dd LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 4310.00 FEET. FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< W MAINLINE Tc(MIN) = 13.41 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.759 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS im LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL w "8 -10 DWELLINGS /ACRE" A 12.50 0.80 0.400 52 CONDOMINIUMS A 8.50 0.80 0.350 52 RESIDENTIAL w� "11+ DWELLINGS /ACRE" A 14.40 0.80 0.200 52 "+ PUBLIC PARK A 0.90 0.80 0.850 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.320 SUBAREA AREA(ACRES) = 36.30 SUBAREA RUNOFF(CFS) = 114.47 �y EFFECTIVE AREA(ACRES) = 173.30 AREA - AVERAGED Fm(INCH /HR) = 0.21 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA - AVERAGED Ap = 0.28 TOTAL AREA(ACRES) = 173.30 PEAK FLOW RATE(CFS) = 553.77 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 41 ---------------------------------------------------------------------- - - - - -- I »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < »» >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1845.00 DOWNSTREAM(FEET) = 1804.00 FLOW LENGTH(FEET) = 1310.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 51.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 27.75 GIVEN PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 553.77 PIPE TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 14.20 I LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 5620.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ------------------------------------------- MAINLINE Tc(MIN) = 14.20 8 P * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.632 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 19.90 0.61 1.000 66 *� RESIDENTIAL "11+ DWELLINGS /ACRE" A 20.50 0.80 0.200 52 PUBLIC PARK A 4.30 0.80 0.850 52 COMMERCIAL A 6.50 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.67 rri SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.553 SUBAREA AREA(ACRES) = 51.20 SUBAREA RUNOFF(CFS) = 150.36 EFFECTIVE AREA(ACRES) = 224.50 AREA - AVERAGED Fm(INCH /HR) = 0.24 AREA- AVERAGED Fp(INCH /HR) = 0.72 AREA - AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 224.50 PEAK FLOW RATE(CFS) = 684.42 FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 41 ---------------------------------------------------------------------------- ,.,, »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< dd ELEVATION DATA: UPSTREAM(FEET) = 1803.00 DOWNSTREAM(FEET) = 1801.00 FLOW LENGTH(FEET) = 390.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 102.0 INCH PIPE IS 76.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.95 GIVEN PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 684.42 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 14.64 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 6010.00 FEET. FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.64 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.567 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 11.40 0.80 0.100 52 +d SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 11.40 SUBAREA RUNOFF(CFS) = 35.78 EFFECTIVE AREA(ACRES) = 235.90 AREA - AVERAGED Fm(INCH /HR) = 0.24 AREA - AVERAGED Fp(INCH /HR) = 0.72 AREA - AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 235.90 PEAK FLOW RATE(CFS) = 707.04 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1801.00 DOWNSTREAM(FEET) = 1798.00 FLOW LENGTH(FEET) = 950.00 MANNING'S N = 0.013 ASSUME FULL - FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 108.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 707.04 PIPE TRAVEL TIME(MIN.) = 1.42 Tc(MIN.) = 16.06 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 19.00 = 6960.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 16.06 C * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.374 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS j LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PUBLIC PARK A 4.40 0.80 0.850 52 PUBLIC PARK A 0.90 0.80 0.850 52 1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850 SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 12.87 EFFECTIVE AREA(ACRES) = 241.20 AREA - AVERAGED Fm(INCH /HR) = 0.25 AREA- AVERAGED Fp(INCH /HR) = 0.73 AREA - AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 241.20 PEAK FLOW RATE(CFS) = 707.04 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 81 04 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< MAINLINE Tc(MIN) = 16.06 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.374 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN CONDOMINIUMS A 10.40 0.80 0.350 52 CONDOMINIUMS A 6.90 0.80 0.350 52 CONDOMINIUMS A 7.00 0.80 0.350 52 CONDOMINIUMS A 7.90 0.80 0.350 52 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 8.10 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.380 SUBAREA AREA(ACRES) = 40.30 SUBAREA RUNOFF(CFS) = 111.39 EFFECTIVE AREA(ACRES) = 281.50 AREA - AVERAGED Fm(INCH /HR) = 0.25 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 281.50 PEAK FLOW RATE(CFS) = 790.25 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 46 >>>>>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) <<<<< C E ELEVATION DATA: UPSTREAM(FEET) = 1798.00 DOWNSTREAM(FEET) = 1794.00 FLOW LENGTH(FEET) = 960.00 MANNING'S N = 0.015 GIVEN BOX BASEWIDTH(FEET) = 9.00 GIVEN BOX HEIGHT(FEET) = 8.00 ASSUME FULL - FLOWING BOX BOX -FLOW VELOCITY(FEET /SEC.) = 10.98 BOX- FLOW(CFS) = 790.25 BOX -FLOW TRAVEL TIME(MIN.) = 1.46 Tc(MIN.) = 17.52 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 20.00 = 7920.00 FEET. FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< MAINLINE Tc(MIN) = 17.52 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.202 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS r LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN SCHOOL A 14.90 0.80 0.600 52 .w� SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 14.90 SUBAREA RUNOFF(CFS) = 36.54 EFFECTIVE AREA(ACRES) = 296.40 AREA - AVERAGED Fm(INCH /HR) = 0.27 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 296.40 PEAK FLOW RATE(CFS) = 790.25 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 46 ---------------------------------------------------------------------------- "�! >>>>>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1794.00 DOWNSTREAM(FEET) = 1792.00 FLOW LENGTH(FEET) = 370.00 MANNING'S N = 0.015 dd GIVEN BOX BASEWIDTH(FEET) = 9.00 GIVEN BOX HEIGHT(FEET) = 8.00 FLOWDEPTH IN BOX IS 6.33 FEET BOX -FLOW VELOCITY(FEET /SEC.) = 13.88 BOX- FLOW(CFS) = 790.25 BOX -FLOW TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 17.96 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 21.00 = 8290.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 10 ---------------------------------------------------------------------------- - ->>>>> MAIN - STREAM - MEMORY- COPIED - ONTO - MEMORY- BANK- #_1 -<<< << -------- - - - - -- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.10 TO NODE 21.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« < >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 780.00 ELEVATION DATA: UPSTREAM(FEET) = 1975.00 DOWNSTREAM(FEET) = 1948.00 0 y F Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.548 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.926 'R SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 7.70 0.80 0.100 52 8.55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 do SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 33.58 TOTAL AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) = 33.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ,.w FLOW PROCESS FROM NODE 21.20 TO NODE 21.30 IS CODE = 31 ---------------------------------------------------------- ------------------ » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1942.00 DOWNSTREAM(FEET) = 1929.00 FLOW LENGTH(FEET) = 370.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.65 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 33.58 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 8.97 �j LONGEST FLOWPATH FROM NODE 21.10 TO NODE 21.30 = 1150.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.30 TO NODE 21.30 IS CODE = 81 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< wr MAINLINE Tc(MIN) = 8.97 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.786 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS +o LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 6.20 0.80 0.100 52 am NATURAL FAIR COVER +o "OPEN BRUSH" A 2.90 0.61 1.000 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.65 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.387 SUBAREA AREA(ACRES) = 9.10 SUBAREA RUNOFF(CFS) = 37.15 EFFECTIVE AREA(ACRES) = 16.80 AREA - AVERAGED Fm(INCH /HR) = 0.17 AREA - AVERAGED Fp(INCH /HR) = 0.67 AREA - AVERAGED Ap = 0.26 TOTAL AREA(ACRES) = 16.80 PEAK FLOW RATE(CFS) = 69.76 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.30 TO NODE 21.40 IS CODE = 31 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1929.00 DOWNSTREAM(FEET) = 1913.00 FLOW LENGTH(FEET) = 430.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.3 INCHES qR PIPE -FLOW VELOCITY(FEET /SEC.) = 17.79 P -1 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 69.76 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 9.37 4 9 LONGEST FLOWPATH FROM NODE 21.10 TO NODE 21.40 = 1580.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.40 TO NODE 21.40 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < ------------------------------------- MAINLINE Tc(MIN) = 9.37 9y * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.661 SUBAREA LOSS RATE DATA(AMC III): ow DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 8.70 0.80 0.100 52 NATURAL FAIR COVER "OPEN BRUSH" A 2.90 0.61 1.000 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.66 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.325 SUBAREA AREA(ACRES) = 11.60 SUBAREA RUNOFF(CFS) = 46.44 EFFECTIVE AREA(ACRES) = 28.40 AREA - AVERAGED Fm(INCH /HR) = 0.19 AREA - AVERAGED Fp(INCH /HR) = 0.67 AREA - AVERAGED Ap = 0.28 TOTAL AREA(ACRES) = 28.40 PEAK FLOW RATE(CFS) = 114.32 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.40 TO NODE 21.50 IS CODE = 31 an -------------------------------------------- -------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1913.00 DOWNSTREAM(FEET) = 1884.00 FLOW LENGTH(FEET) = 750.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 20.45 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 114.32 PIPE TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 9.98 LONGEST FLOWPATH FROM NODE 21.10 TO NODE 21.50 = 2330.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.50 TO NODE 21.50 IS CODE = 81 --- ------- ---- -------- ----- ---------- PEAK FLOW««< ----------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE MAINLINE Tc(MIN) = 9.98 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.488 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 17.50 0.80 0.100 52 NATURAL FAIR COVER "OPEN BRUSH" A 6.60 0.61 1.000 66 COMMERCIAL A 17.40 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.68 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.243 SUBAREA AREA(ACRES) = 41.50 SUBAREA RUNOFF(CFS) = 161.47 B EFFECTIVE AREA(ACRES) = 69.90 AREA - AVERAGED Fm(INCH /HR) = 0.17 AREA - AVERAGED Fp(INCH /HR) = 0.67 AREA - AVERAGED Ap = 0.26 TOTAL AREA(ACRES) = 69.90 PEAK FLOW RATE(CFS) = 271.35 FLOW PROCESS FROM NODE 21.50 TO NODE 21.50 IS CODE = 1 aA-------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «« < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.98 RAINFALL INTENSITY(INCH /HR) = 4.49 AREA - AVERAGED Fm(INCH /HR) = 0.17 AREA - AVERAGED Fp(INCH /HR) = 0.67 rd AREA- AVERAGED Ap = 0.26 EFFECTIVE STREAM AREA(ACRES) = 69.90 " TOTAL STREAM AREA(ACRES) = 69.90 ,., PEAK FLOW RATE(CFS) AT CONFLUENCE = 271.35 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.09 TO NODE 21.11 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 950.00 ELEVATION DATA: UPSTREAM(FEET) = 1974.00 DOWNSTREAM(FEET) = 1948.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.694 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.567 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 9.80 0.80 0.100 52 9.69 im SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 39.58 TOTAL AREA(ACRES) = 9.80 PEAK FLOW RATE(CFS) = 39.58 di ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 21.11 TO NODE 21.12 IS CODE = 62 ---------------------------------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>>( STREET TABLE SECTION # 1 USED) «« < -- UPSTREAM ELEVATION(FEET) = 1948.00 DOWNSTREAM ELEVATION(FEET) = 1905.00 STREET LENGTH(FEET) = 1250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 E Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 64.22 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 19.77 AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.09 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 3.79 w STREET FLOW TRAVEL TIME(MIN.) = 2.94 Tc(MIN.) = 12.63 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.896 SUBAREA LOSS RATE DATA(AMC III): +w� DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 14.30 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 ' SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 to SUBAREA AREA(ACRES) = 14.30 SUBAREA RUNOFF(CFS) = 49.12 EFFECTIVE AREA(ACRES) = 24.10 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 24.10 PEAK FLOW RATE(CFS) = 82.78 r END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 21.78 di FLOW VELOCITY(FEET /SEC.) = 7.71 DEPTH *VELOCITY(FT *FT /SEC.) = 4.44 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1250.0 FT WITH ELEVATION -DROP = 43.0 FT, IS 55.5 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 21.12 LONGEST FLOWPATH FROM NODE 21.09 TO NODE 21.12 = 2200.00 FEET. FLOW PROCESS FROM NODE 21.12 TO NODE 21.50 IS CODE = 31 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1897.00 DOWNSTREAM(FEET) = 1884.00 FLOW LENGTH(FEET) = 1300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.43 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 82.78 PIPE TRAVEL TIME(MIN.) = 1.90 Tc(MIN.) = 14.53 LONGEST FLOWPATH FROM NODE 21.09 TO NODE 21.50 = 3500.00 FEET. FLOW PROCESS FROM NODE 21.50 TO NODE 21.50 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.53 RAINFALL INTENSITY(INCH /HR) = 3.58 AREA - AVERAGED Fm(INCH /HR) = 0.08 tl_ 0 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 24.10 TOTAL STREAM AREA(ACRES) = 24.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 82.78 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 342.92 Tc(MIN.) = 9.98 EFFECTIVE AREA(ACRES) = 86.46 AREA - AVERAGED Fm(INCH /HR) = 0.16 AREA - AVERAGED Fp(INCH /HR) = 0.68 AREA - AVERAGED Ap = 0.23 TOTAL AREA(ACRES) = 94.00 LONGEST FLOWPATH FROM NODE 21.09 TO NODE 21.50 = 3500.00 FEET. do FLOW PROCESS FROM NODE 21.50 TO NODE 21.55 IS CODE = 41 ------------------------------------------------ ---------------------------- ""� »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< »»>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) «« < ELEVATION DATA: UPSTREAM(FEET) = 1884.00 DOWNSTREAM(FEET) = 1864.00 FLOW LENGTH(FEET) = 800.00 MANNING'S N = 0.013 ASSUME FULL - FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 21.56 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) di i GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 342.92 PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 10.60 LONGEST FLOWPATH FROM NODE 21.09 TO NODE 21.55 = 4300.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS NODE - - - -- 2155 - TO - NODE - - ** CONFLUENCE DATA ** CODE = 81 ---- - - - - -- - FROM - -- - »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) DEVELOPMENT TYPE/ SCS SOIL AREA (ACRES) NODE SCS 1 271.35 9.98 4.488 0.67( 0.17) 0.26 69.9 21.10 2 82.78 14.53 3.583 0.80( 0.08) 0.10 24.1 21.09 iW RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER w NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 342.92 9.98 4.488 0.68( 0.16) 0.23 86.5 21.10 2 297.20 14.53 3.583 0.69( 0.15) 0.22 94.0 21.09 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 342.92 Tc(MIN.) = 9.98 EFFECTIVE AREA(ACRES) = 86.46 AREA - AVERAGED Fm(INCH /HR) = 0.16 AREA - AVERAGED Fp(INCH /HR) = 0.68 AREA - AVERAGED Ap = 0.23 TOTAL AREA(ACRES) = 94.00 LONGEST FLOWPATH FROM NODE 21.09 TO NODE 21.50 = 3500.00 FEET. do FLOW PROCESS FROM NODE 21.50 TO NODE 21.55 IS CODE = 41 ------------------------------------------------ ---------------------------- ""� »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< »»>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) «« < ELEVATION DATA: UPSTREAM(FEET) = 1884.00 DOWNSTREAM(FEET) = 1864.00 FLOW LENGTH(FEET) = 800.00 MANNING'S N = 0.013 ASSUME FULL - FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 21.56 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) di i GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 342.92 PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 10.60 LONGEST FLOWPATH FROM NODE 21.09 TO NODE 21.55 = 4300.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS NODE - - - -- 2155 - TO - NODE - - - -- 215 - IS - CODE = 81 ---- - - - - -- - FROM - -- - »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 10.60 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.329 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 7.20 0.80 0.400 52 PUBLIC PARK A 0.60 0.80 0.850 52 t CONDOMINIUMS A 10.00 0.80 0.350 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.387 SUBAREA AREA(ACRES) = 17.80 SUBAREA RUNOFF(CFS) = 64.41 EFFECTIVE AREA(ACRES) = 104.26 AREA - AVERAGED Fm(INCH /HR) = 0.18 AREA - AVERAGED Fp(INCH /HR) = 0.71 AREA - AVERAGED Ap = 0.26 TOTAL AREA(ACRES) = 111.80 PEAK FLOW RATE(CFS) = 389.09 �. FLOW PROCESS FROM NODE 21.55 TO NODE 21.60 IS CODE = 41 -------------------------------------- -------------------------------------- �y »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1864.00 DOWNSTREAM(FEET) = 1834.00 FLOW LENGTH(FEET) = 770.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 39.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 28.19 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 389.09 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 11.06 LONGEST FLOWPATH FROM NODE 21.09 TO NODE 21.60 = 5070.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.60 TO NODE 21.60 IS CODE = 81 ------------------------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< MAINLINE Tc(MIN) = 11.06 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.221 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 5.80 0.80 0.400 52 PUBLIC PARK A 2.20 0.80 0.850 52 CONDOMINIUMS A 8.70 0.80 0.350 52 PUBLIC PARK A 1.10 0.80 0.850 52 CONDOMINIUMS A 9.80 0.80 0.350 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.420 SUBAREA AREA(ACRES) = 27.60 SUBAREA RUNOFF(CFS) = 96.54 EFFECTIVE AREA(ACRES) = 131.86 AREA - AVERAGED Fm(INCH /HR) = 0.21 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.29 TOTAL AREA(ACRES) = 139.40 PEAK FLOW RATE(CFS) = 475.51 FLOW PROCESS FROM NODE 21.60 TO NODE 21.60 IS CODE = 81 ---------------------------------------------------------------------------- >ADDITION SUBAREA MAINLINE- PEAK - FLOW«« <----------------------- --»» -OF- -TO- MAINLINE Tc(MIN) = 11.06 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = SUBAREA LOSS RATE DATA(AMC III): 4.221 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN CONDOMINIUMS A 10.10 0.80 0.350 52 N RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 8.50 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.419 SUBAREA AREA(ACRES) = 18.60 SUBAREA RUNOFF(CFS) = 65.08 EFFECTIVE AREA(ACRES) = 150.46 AREA - AVERAGED Fm(INCH /HR) = 0.23 * AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA - AVERAGED Ap = 0.31 TOTAL AREA(ACRES) = 158.00 PEAK FLOW RATE(CFS) = 540.59 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** w FLOW PROCESS FROM NODE 21.60 TO NODE 21.00 IS CODE = 41 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< �w >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) «« < -------------------------------- ---- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 1834.00 DOWNSTREAM(FEET) = 1792.00 FLOW LENGTH(FEET) = 1175.00 MANNING'S N = 0.013 .� DEPTH OF FLOW IN 66.0 INCH PIPE IS 47.8 INCHES rail PIPE -FLOW VELOCITY(FEET /SEC.) = 29.36 GIVEN PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 a PIPE- FLOW(CFS) = 540.59 PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 11.72 lai LONGEST FLOWPATH FROM NODE 21.09 TO NODE 21.00 = 6245.00 FEET. go FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 11 ---------------------------------------------------------------------------- .,� » »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY ««< lei ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 99 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 540.59 11.72 4.075 0.75( 0.23) 0.31 150.5 21.10 on 2 456.43 16.30 3.344 0.75( 0.22) 0.30 158.0 21.09 LONGEST FLOWPATH FROM NODE 21.09 TO NODE 21.00 = 6245.00 FEET. W 0 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 790.25 17.96 3.155 0.74( 0.27) 0.36 296.4 10.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 21.00 = 8290.00 FEET. ** PEAK FLOW RATE TABL] STREAM Q Tc NUMBER (CFS) (MIN.) 1 1220.68 11.72 2 1220.53 16.30 3 1219.01 17.96 TOTAL AREA(ACRES) = ** Intensity (INCH /HR) 4.075 3.344 3.155 454.40 Fp (Fm) (INCH /HR) 0.74( 0.25) 0.74( 0.25) 0.74( 0.25) Ap Ae HEADWATER (ACRES) NODE 0.34 343.9 21.10 0.33 427.0 21.09 0.34 454.4 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1220.68 Tc(MIN.) = 11.723 EFFECTIVE AREA(ACRES) = 343.90 AREA - AVERAGED Fm(INCH /HR) = 0.25 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 454.40 fi LONGEST FLOWPATH FROM NODE 10.00 TO NODE 21.00 = 8290.00 FEET. F ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 46 -------- ------- ----- ----- ------------- ----------------------- >>>>>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA«« < >>>>>USING USER- SPECIFIED BOX SIZE (EXISTING ELEMENT) «« < to ELEVATION DATA: UPSTREAM(FEET) = 1789.00 DOWNSTREAM(FEET) = 1784.00 FLOW LENGTH(FEET) = 470.00 MANNING'S N = 0.015 GIVEN BOX BASEWIDTH(FEET) = 9.00 GIVEN BOX HEIGHT(FEET) = 8.00 ASSUME FULL - FLOWING BOX BOX -FLOW VELOCITY(FEET /SEC.) = 16.95 11Y1 BOX- FLOW(CFS) = 1220.68 BOX -FLOW TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 12.19 go LONGEST FLOWPATH FROM NODE 10.00 TO NODE 22.00 = 8760.00 FEET. FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 81 ---------------------------------------------------------------------------- » »> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< e.e MAINLINE Tc(MIN) = 12.19 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.982 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS '° LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN �W CONDOMINIUMS A 6.20 0.80 0.350 52 PUBLIC PARK A 7.70 0.80 0.850 52 go SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.627 SUBAREA AREA(ACRES) = 13.90 SUBAREA RUNOFF(CFS) = 43.57 EFFECTIVE AREA(ACRES) = 357.80 AREA - AVERAGED Fm(INCH /HR) = 0.26 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA - AVERAGED Ap = 0.35 do TOTAL AREA(ACRES) = 468.30 PEAK FLOW RATE(CFS) = 1220.68 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE III FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 46 ---------------------------------------------------------------------------- » »>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA ««< >>>>>USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1784.00 DOWNSTREAM(FEET) = 1779.00 FLOW LENGTH(FEET) = 620.00 MANNING'S N = 0.015 GIVEN BOX BASEWIDTH(FEET) = 9.00 GIVEN BOX HEIGHT(FEET) = 8.00 ASSUME FULL - FLOWING BOX BOX -FLOW VELOCITY(FEET /SEC.) = 16.95 BOX- FLOW(CFS) = 1220.68 BOX -FLOW TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 12.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 23.00 = 9380.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 81 ---------------------------------------------------------------------------- - ->>>>> ADDITION -OF- SUBAREA -TO- MAINLINE - PEAK -FLOW<< «<----------------------- MAINLINE Tc(MIN) = 12.80 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.867 SUBAREA LOSS RATE DATA(AMC III): C 0 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PUBLIC PARK A 6.30 0.80 0.850 52 CONDOMINIUMS A 7.70 0.80 0.350 52 CONDOMINIUMS A 9.60 0.80 0.350 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.483 SUBAREA AREA(ACRES) = 23.60 SUBAREA RUNOFF(CFS) = 73.96 EFFECTIVE AREA(ACRES) = 381.40 AREA - AVERAGED Fm(INCH /HR) = 0.27 w AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA - AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 491.90 PEAK FLOW RATE(CFS) = 1235.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ww FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 46 ---------------------------------------------------------------------------- » »>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA «« < » »>USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) ««< „y ELEVATION DATA: UPSTREAM(FEET) = 1779.00 DOWNSTREAM(FEET) = 1771.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.015 ■.s GIVEN BOX BASEWIDTH(FEET) = 9.00 GIVEN BOX HEIGHT(FEET) = 8.00 ASSUME FULL - FLOWING BOX BOX -FLOW VELOCITY(FEET /SEC.) = 17.16 BOX- FLOW(CFS) = 1235.66 BOX -FLOW TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = 13.67 �w LONGEST FLOWPATH FROM NODE 10.00 TO NODE 24.00 = 10280.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** „w FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 1 ----------------- ----------------------------------------------------------- dd >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.67 RAINFALL INTENSITY(INCH /HR) = 3.72 AREA - AVERAGED Fm(INCH /HR) = 0.27 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA - AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 381.40 TOTAL STREAM AREA(ACRES) = 491.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1235.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 24.10 TO NODE 24.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 640.00 ELEVATION DATA: UPSTREAM(FEET) = 1895.00 DOWNSTREAM(FEET) = 1870.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANG SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH /HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) E)]* *0.20 17.903 3.161 Fp Ap SCS Tc (INCH /HR) (DECIMAL) CN (MIN.) A ° NATURAL FAIR COVER "OPEN BRUSH" A 5.00 0.61 1.000 66 17.90 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA RUNOFF(CFS) = 11.46 TOTAL AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) = 11.46 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �If FLOW PROCESS FROM NODE 24.20 TO NODE 24.30 IS CODE = 52 ---------------------------------------------------------------------------- »» >COMPUTE NATURAL VALLEY CHANNEL FLOW««< »» >TRAVELTIME THRU SUBAREA« «< '" ELEVATION DATA: UPSTREAM(FEET) = 1870.00 DOWNSTREAM(FEET) = 1830.00 CHANNEL LENGTH THRU SUBAREA(FEET) 1350.00 CHANNEL SLOPE = 0.0296 CHANNEL FLOW THRU SUBAREA(CFS) = 11.46 a� FLOW VELOCITY(FEET /SEC) = 4.45 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.05 Tc(MIN.) = 22.95 di LONGEST FLOWPATH FROM NODE 24.10 TO NODE 24.30 = 1990.00 FEET. FLOW PROCESS FROM NODE 24.30 TO NODE 24.30 IS CODE = 81 ---------------------------------------------------------------------------- w »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< - --------------------------- rri MAINLINE Tc(MIN) = 22.95 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.723 ••e SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS ur LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 9.20 0.61 1.000 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 aA SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 17.46 EFFECTIVE AREA(ACRES) = 14.20 AREA - AVERAGED Fm(INCH /HR) = 0.61 AREA - AVERAGED Fp(INCH /HR) = 0.61 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 14.20 PEAK FLOW RATE(CFS) = 26.95 FLOW PROCESS FROM NODE 24.30 TO NODE 24.00 IS CODE = 52 »» >COMPUTE NATURAL VALLEY CHANNEL FLOW«« < >>>>>TRAVELTIME THRU SUBAREA«« < ELEVATION DATA: UPSTREAM(FEET) = 1830.00 DOWNSTREAM(FEET) = 1787.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1400.00 CHANNEL SLOPE = 0.0307 CHANNEL FLOW THRU SUBAREA(CFS) = 26.95 4% FLOW VELOCITY(FEET /SEC) = 5.70 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.10 Tc(MIN.) = 27.05 LONGEST FLOWPATH FROM NODE 24.10 TO NODE 24.00 = 3390.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< I MAINLINE Tc(MIN) = 27.05 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.468 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 11.20 0.61 1.000 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 Aw SUBAREA AREA(ACRES) = 11.20 SUBAREA RUNOFF(CFS) = 18.68 EFFECTIVE AREA(ACRES) = 25.40 AREA - AVERAGED Fm(INCH /HR) = 0.61 Wi AREA - AVERAGED Fp(INCH /HR) = 0.61 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 25.40 PEAK FLOW RATE(CFS) = 42.37 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< to » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< on TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: tf TIME OF CONCENTRATION(MIN.) = 27.05 RAINFALL INTENSITY(INCH /HR) = 2.47 AREA - AVERAGED Fm(INCH /HR) = 0.61 AREA- AVERAGED Fp(INCH /HR) = 0.61 AREA - AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 25.40 TOTAL STREAM AREA(ACRES) = 25.40 sw PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.37 v 0 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 1235.66 13.67 1 1235.15 18.25 1 1231.97 19.91 2 42.37 27.05 Intensity Fp(Fm) (INCH /HR) (INCH /HR) 3.717 0.75( 0.27) 3.125 0.75( 0.26) 2.966 0.75( 0.26) 2.468 0.61( 0.61) Ap Ae HEADWATER (ACRES) NODE 0.35 381.4 21.10 0.35 464.5 21.09 0.35 491.9 10.00 1.00 25.4 24.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RA' STREAM Q NUMBER (CFS) 1 1271.50 2 1273.88 3 1271.54 4 1047.31 PE TABLI Tc (MIN.) 13.67 18.25 19.91 27.05 Intensity (INCH /HR) 3.717 3.125 2.966 2.468 Fp (Fm) (INCH /HR) 0.74( 0.28) 0.74( 0.28) 0.74( 0.28) 0.73( 0.28) Ap Ae HEADWATER (ACRES) NODE 0.38 394.2 21.10 0.37 481.6 21.09 0.38 510.6 10.00 0.38 517.3 24.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1273.88 Tc(MIN.) = 18.25 EFFECTIVE AREA(ACRES) = 481.61 AREA - AVERAGED Fm(INCH /HR) = 0.28 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 517.30 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 24.00 = 10280.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 46 >>>>>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1771.00 DOWNSTREAM(FEET) = 1765.00 FLOW LENGTH(FEET) = 640.00 MANNING'S N = 0.015 GIVEN BOX BASEWIDTH(FEET) = 9.50 GIVEN BOX HEIGHT(FEET) = 8.00 ASSUME FULL - FLOWING BOX BOX -FLOW VELOCITY(FEET /SEC.) = 16.76 BOX- FLOW(CFS) = 1273.88 BOX -FLOW TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 18.88 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 25.00 = 10920.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.88 RAINFALL INTENSITY(INCH /HR) AREA - AVERAGED Fm(INCH /HR) = AREA - AVERAGED Fp(INCH /HR) = AREA - AVERAGED Ap = 0.37 EFFECTIVE STREAM AREA(ACRES) TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFI 3.06 0.28 0.74 = 481.61 517.30 UENCE = 1273.88 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.10 TO NODE 25.20 IS CODE = 21 ----------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS «« < >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 720.00 ELEVATION DATA: UPSTREAM(FEET) = 1895.00 DOWNSTREAM(FEET) = 1868.00 Tc = K *[(LENGTH * 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.147 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.070 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 6.80 0.80 0.100 52 8.15 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 30.54 TOTAL AREA(ACRES) = 6.80 PEAK FLOW RATE(CFS) = 30.54 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE -- 2520 - TO - NODE - - - -- 25_30 - IS - CODE - 62 ---- - - - - -- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>( STREET TABLE SECTION # 1 USED)<<<<< _____________________________________________ _______________________________ F 9 e I" A UPSTREAM ELEVATION(FEET) = 1868.00 DOWNSTREAM ELEVATION(FEET) = 1848.00 STREET LENGTH(FEET) = 630.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 am * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 56.58 ** *STREET FLOWING FULL * ** do STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 no HALFSTREET FLOOD WIDTH(FEET) = 19.10 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.62 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 3.46 .•� STREET FLOW TRAVEL TIME(MIN.) = 1.59 Tc(MIN.) = 9.73 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.557 r SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN arl COMMERCIAL A 12.90 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 aw SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 12.90 SUBAREA RUNOFF(CFS) = 51.98 EFFECTIVE AREA(ACRES) = 19.70 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.10 w TOTAL AREA(ACRES) = 19.70 PEAK FLOW RATE(CFS) = 79.38 END OF SUBAREA STREET FLOW HYDRAULICS: .w DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 21.72 FLOW VELOCITY(FEET /SEC.) = 7.43 DEPTH *VELOCITY(FT *FT /SEC.) = 4.27 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 630.0 FT WITH ELEVATION -DROP = 20.0 FT, IS 58.6 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 25.30 do LONGEST FLOWPATH FROM NODE 25.10 TO NODE 25.30 = 1350.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 25.30 TO NODE 25.40 IS CODE = 31 ---------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< - - >>>>> USING_ COMPUTER-ESTIMATED - PIPESIZE - (NON- PRESSURE - FLOW) <<<<< - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 1842.00 DOWNSTREAM(FEET) = 1834.00 FLOW LENGTH(FEET) = 995.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.35 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 79.38 PIPE TRAVEL TIME(MIN.) = 1.60 Tc(MIN.) = 11.34 LONGEST FLOWPATH FROM NODE 25.10 TO NODE 25.40 = 2345.00 FEET. +R FLOW PROCESS FROM NODE 25.40 TO NODE 25.40 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW «« < MAINLINE Tc(MIN) = 11.34 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.158 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 26.80 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 26.80 SUBAREA RUNOFF(CFS) = 98.38 EFFECTIVE AREA(ACRES) = 46.50 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 46.50 PEAK FLOW RATE(CFS) = 170.70 FLOW PROCESS FROM NODE 25.40 TO NODE 25.50 IS CODE = 31 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< - - » »> USING - COMPUTER-ESTIMATED - PIPESIZE - (NON- PRESSURE FLOW)<<< << -- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 1834.00 DOWNSTREAM(FEET) = 1814.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013 �j DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 21.18 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 170.70 iw PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 11.81 LONGEST FLOWPATH FROM NODE 25.10 TO NODE 25.50 = 2945.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.50 TO NODE 25.50 IS CODE = 81 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.81 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.058 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 14.30 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 14.30 SUBAREA RUNOFF(CFS) = 51.20 EFFECTIVE AREA(ACRES) = 60.80 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 60.80 PEAK FLOW RATE(CFS) = 217.69 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.50 TO NODE 25.60 IS CODE = 31 ---------------------------------------------------------------------- - - - - -- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA «« < >>>>> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ----------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1814.00 DOWNSTREAM(FEET) = 1794.00 FLOW LENGTH(FEET) = 700.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 21.37 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 217.69 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 12.35 +�! LONGEST FLOWPATH FROM NODE 25.10 TO NODE 25.60 = 3645.00 FEET. FLOW PROCESS FROM NODE 25.60 TO NODE 25.60 IS CODE = 81 ---------------------------------------------------------------------------- lill » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< MAINLINE Tc(MIN) = 12.35 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.949 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN �► COMMERCIAL A 26.20 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 �w SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 26.20 SUBAREA RUNOFF(CFS) = 91.25 EFFECTIVE AREA(ACRES) = 87.00 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 87.00 PEAK FLOW RATE(CFS) = 302.99 FLOW PROCESS FROM NODE 25.60 TO NODE 25.00 IS CODE = 31 --------- ------- ----- ----- ------------- ---------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1794.00 DOWNSTREAM(FEET) = 1765.00 FLOW LENGTH(FEET) = 960.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 23.73 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 302.99 PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 13.03 LONGEST FLOWPATH FROM NODE 25.10 TO NODE 25.00 = 4605.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM - VALUES<< «<------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.03 RAINFALL INTENSITY(INCH /HR) = 3.83 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 87.00 TOTAL STREAM AREA(ACRES) = 87.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 302.99 9 E P 0 0 d ** CONFLUENCE DATA ** Q Tc Intensity Fp(Fm) Ap Ae STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 0.74( 0.24) (ACRES) NODE 1 1271.50 14.31 3.616 0.74( 0.28) 0.38 394.2 21.10 1 1273.88 18.88 3.061 0.74( 0.28) 0.37 481.6 21.09 1 1271.54 20.55 2.910 0.74( 0.28) 0.38 510.6 10.00 1 1047.31 27.63 2.436 0.73( 0.28) 0.38 517.3 24.10 2 302.99 13.03 3.825 0.80( 0.08) 0.10 87.0 25.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) TOTAL AREA(ACRES) = (ACRES) NODE 1 1533.31 13.03 3.825 0.74( 0.24) 0.32 446.0 25.10 2 1557.58 14.31 3.616 0.74( 0.24) 0.33 481.2 21.10 3 1515.08 18.88 3.061 0.74( 0.25) 0.33 568.6 21.09 4 1500.49 20.55 2.910 0.74( 0.25) 0.34 597.6 10.00 5 1237.95 27.63 2.436 0.74( 0.25) 0.34 604.3 24.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1557.58 Tc(MIN.) = 14.31 EFFECTIVE AREA(ACRES) = 481.23 AREA - AVERAGED Fm(INCH /HR) = 0.24 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 604.30 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 25.00 = 10920.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 604.30 TC(MIN.) = 14.31 EFFECTIVE AREA(ACRES) = 481.23 AREA - AVERAGED Fm(INCH /HR)= 0.24 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.326 PEAK FLOW RATE(CFS) = 1557.58 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 1533.31 13.03 3.825 0.74( 0.24) 0.32 446.0 25.10 2 1557.58 14.31 3.616 0.74( 0.24) 0.33 481.2 21.10 3 1515.08 18.88 3.061 0.74( 0.25) 0.33 568.6 21.09 4 1500.49 20.55 2.910 0.74( 0.25) 0.34 597.6 10.00 5 1237.95 27.63 2.436 0.74( 0.25) 0.34 604.3 24.10 END OF RATIONAL METHOD ANALYSIS z 0 H V W Mme' A N O W O W 0 0 W W E� A4 W� W +-+----------------------------------------------------------------------------------------------------- - - - + -+ I I DESCRIPTION OF STUDY: I 1 I I NORTH FONTANA SP- MASTER PLAN OF DRAINAGE I I I I 100 -YEAR STUDY FOR LINE B (SUMMIT AVENUE) 11 I I JN 126 -2050 wli lnb.dat I I I I--------------------------------- - - - - - - [SAN BERNARDINO COUNTY] ------------------------------------ - - - - - I I I I FILE NAME:LNB.DAT *ENGLISH UNITS* I CALCULATED BY: I I I I TIME /DATE OF STUDY: 13:39 5/14/2008 I CHECKED BY: I I I 1 100.0 -YEAR STORM RATIONAL METHOD STUDY (AMC III LOSSES) I PAGE NUMBER 1 OF I I I I--- ----- ------------ --- ---- --[(c) 1983 -2003 ADVANCED ENGINEERING SOFTWARE] ------------------------- - - - - - I I I ICONCENTRATIONI AREA (ACRES) ISOILIDEV.1 Tt 1 Tc I I I Fm I Fm IQ-SUM IPATHISLOPEI V I HYDRAULICS I I I I POINT NUMBERISUBAREAI SUM ITYPEITYPEIMIN.1 MIN.1 (in /hr) I(Avg)I(cfs) I(ft)Ift /ftIFPS.1 AND NOTES I I I I ------------- I ------- I ------ I --- I----- I---- I----- I---- I---- I----- I------ I ---- i----- I---- I---------- - - - - - I I II ------------- I ------- I ------ I --- I----- I---- I----- I---- I---- I----- I------ I ---- I----- I---- I---------- - - - - - I I I I I I I I I I .. I I I I 1 1 9601.00211 .. IINITIAL SUBAREA] I 11 101.001 7.91 7.91 A I Com I - - - -1 16.313.3410.0810.0801 23.21 ---- I ----- I ---- I --------------- I I I I ------------- I ------ - I ------ I --- I - - - - - I I----- I---- I---- I----- I- - - - - -1 3401.02941 5.81Qest.= 23.2 1 1 1 1 80.ft- STREETI I I I I I I I I I I ID= 0.55;D *v= 3.21 1 1 1 FLOW TO PT. #I I I 1 1. 1 1 1 1 1 1 1 IFLOODWIDTH =19.51 I 1 1 102.001 0.01 7.901 A I Com 1 - - - -1 17.313.2310.0810.0801 23. 21 ---- I ----- I ---- I --------------- I I 1 1 102.001 7.81 15.701 A I Com I - - - -1 17.313.2310.0810.0801 44.51 ---- I ----- I ---- I ADD SUBAREA I I I I I ------ I-- - --- --- I - - - - -I I--- - - I- - -- I- - -- I - - --- I - - --- 7151.0280114.31Qpipe= 44.511 1 I I 1 I 1 I I I I I 1 1 1 In =.0130 D= 1.641 1 1 1 103.001 1 1 1 0.81 1 1 1 1 1 1 1 1 27.0" -PIPE I I 1 1 103.001 15.21 30.901 A I Com I - - - -1 18.113.1410.0810.0801 85.11 ---- I ----- I ---- I ADD SUBAREA I I 11 1 11.31 1 A 16D /ACI 1 1 10.401 1 1 1 1 1 1 1 1 1 1 12.61 1 A 19D /ACI 1 1 10.321 1 1 1 1 1 1 1 1 1 1 1.01 1 A I Parkl 1 1 10.681 1 1 1 1 1 1 1 1 1 103.001 9.91 65.701 A 16D /ACI ---- 1 18.113.1410.4010.2371 171.61 ---- I ----- I ---- I ADD SUBAREA I I I I ------------- I - ------ I ------ I --- I - - - - -I I--- I---- I---- I - I - - - - - - I 6501.0338121.31Qpipe= 171.631 1 1 1 1 1 1 I I I I I 1 1 1 In =.0130 D= 2.731 1 1 1 104.001 1 1 1 0.51 1 1 1 1 1 1 1 1 42.0" -PIPE I I 11 104.001 12.61 78.301 A I Com I - - - -1 18.613.0910.0810.2121 202.71 ---- I ----- I ---- I ADD SUBAREA I I I I------------- I ------- I -- ---- I --- I - - -- -I I- ---- i---- I---- I----- I- - - - - -I 6101.0295121.51Qpipe= 202.701 1 I i 1 1 1 I I I I I 1 1 1 In =.0130 D= 2.811 1 1 1 105.001 1 1 1 0.51 1 1 1 1 1 1 1 1 48.0" -PIPE I I 11 1 13.71 1 A I Com I 1 1 10.081 1 1 1 1 1 1 1 I 1 105.001 19.21111.201 A (Open Brushl 19.113.0410.6110.2651 277.91 ---- I ----- I ---- I ADD SUBAREA I I I I 1 8.81 1 A Ill +DUI 1 1 10.161 1 1 1 1 1 1 1 1 1 1 9.41 1 A 14D /ACI 1 1 10.481 1 1 1 1 1 1 1 I I 1 1.11 1 A I Parkl 1 1 10.681 1 1 I I 1 1 1 11 1 8.11 1 A 14D /ACI 1 1 10.481 1 1 I I 1 1 1 1 1 105.001 7.41146.001 A 19D /ACI ---- 1 19.113.0410.3210.2901 361.61 ---- I ----- I ---- I ADD SUBAREA I I I I ------------- I --- ---- I ------ I --- I - - - - - I I ----- I ---- I ---- I ----- I ------ 110501.0252123.21Qpipe= 361.621 1 1 1 1 1 1 1 1 1 1 1 1 1 1 In =.0130 D= 3.701 1 1 1 406.111 1 1 1 0.81 1 1 1 1 1 1 1 1 60.0" -PIPE I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i iI--------------------------------------------------------------------------------------------------- - - - - -I I I I I I +-+----------------------------------------------------------------------------------------------------- - - -+ -+ +-+----------------------------------------------------------------------------------------------------- - - - + -+ 1 I DESCRIPTION OF STUDY: I I I I NORTH FONTANA SP- MASTER PLAN OF DRAINAGE I I I I 100 -YEAR STUDY FOR LINE B (SUMMIT AVENUE) I I I JN 126 -2050 wli lnb.dat I I I I--------------------------------- - - - - -- -[SAN BERNARDINO COUNTY] ------------------------------------ - - - - - I I ( I FILE NAME:LNB.DAT *ENGLISH UNITS* I CALCULATED BY: I I 1 I TIME /DATE OF STUDY: 13:39 5/14/2008 I CHECKED BY: I I I 1 100.0 -YEAR STORM RATIONAL METHOD STUDY (AMC III LOSSES) 1 PAGE NUMBER 2 OF I I 1 1--------------------------- - -[(c) 1983 -2003 ADVANCED ENGINEERING SOFTWARE]------------------------- - - - - -1 I I ICONCENTRATIONI AREA (ACRES) ISOILIDEV.I Tt I Tc I I 1 Fm I Fm IQ - SUM IPATHISLOPE( V I HYDRAULICS I I I I POINT NUMBERISUBAREAI SUM 1TYPEITYPEIMIN.1 MIN.1 (in /hr) 1(Avg)l(cfs) 1(ft)Ift /ftIFPS.I AND NOTES I I I I------------- I------- I------ I--- I----- I---- I----- I---- I---- I----- I----- 1---- I----- I---- I -- -- --- - -- - - - - - I I 11 1 15.01 1 A 1 Com I 1 1 10.081 1 1 I I I 1 1 1 1 1 10.91 1 A 16D /ACI 1 1 10.401 1 1 I I I 1 1 1 1 406.111 21.81193.701 A 19D /ACI ---- 1 19.812.9710.3210.2831 468.81 ---- I ----- I ---- I ADD SUBAREA I I I I ----------- -- I -- -- --- I --- --- I - -- I - -- - -I I- ---- I---- I ---- I - ---- I - - - - -- I 3501.0300126.31Qpipe= 468.811 1 1 1 1 1 1 I I I I 1 1 1 1 In =.0130 D= 4.031 1 1 1 406.101 1 1 1 0.21 I I I 1 1 1 1 1 63.0" -PIPE I I I 1 406.101 13.71207.401 A 1Open Brushl 20.112.9510.6110.3051 494.21 ---- I ----- I ---- I ADD SUBAREA I I I I------------- I------- I------ I--- i - - - - -I I----- I---- I---- I- I ------ 113201.0306126.61Qpipe= 494.201 1 I I I I I I I i I 1 1 1 1 In =.0130 D= 4.201 1 11 408.101 1 1 1 0.81 I I I I I I I I 63.0" -PIPE I I I I 1 54.71 1 A 1 Com 1 I 1 10.081 I I I I I 1 1 1 1 408.101 1.71263.801 A l Com I - -- -1 20.912.8810.0810.2571 623.31 ---- 1 ----- I ---- I ADD SUBAREA I I I i------------- I------- I------ I--- I - - -- -I I-- --- I---- I---- I- --- I - - - - -I 7601.0047114.31Qpipe= 623.251 1 I I I I I I I I I 1 1 1 1 In =.0130 D= 6.111 1 11 409.111 1 1 1 0.91 I I I 1 1 1 1 1 102.0" -PIPE I I I I 1 9.91 1 A I Parkl 1 1 10.681 1 1 1 1 1 I I 1 1 1 15.51 1 A 16D /ACI 1 1 10.401 1 1 1 1 1 I I 1 1 1 7.81 1 A 1 Com I I 1 10.081 1 1 1 1 1 1 1 1 1 409.111 1.01298.001 A 1 Com I - - - 1 21.812.8110.0610.2731 680.71 ---- I ----- I ---- I ADD SUBAREA I I I I I- - --- I ------ I --- i - - -- - i I----- I- I- I- - -- - I - - - - - I 9501.0051114.81Qpipe= 680.681 1 I I I 1 I I I I I 1 1 1 1 In =.0130 D= 6.401 1 1 1 410.101 1 I 1 1.11 I i I 1 1 1 1 1 102.0" -PIPE I I I I 1 21.21 1 A I6D /ACI 1 1 10.401 1 1 1 1 1 I I 1 1 1 7.61 1 A 111 +Du1 1 1 10.161 1 1 1 1 1 I I 1 1 410.101 1.21328.001 A l Com 1 - - - -1 22.812.7310.0810.2771 724.31 ---- I ----- I ---- I ADD SUBAREA I I I I------------- I - --- -- - I ------ I - i - - - - -I I- ---- I---- I---- I----- I- - - - - -I 9401.0046112.81Qbox= 724.33 1 1 I I 1 1 1 I I I I 1 1 1 1 In =.0150 D= 5.131 1 1 1 411.101 1 1 1 1.21 1 1 1 1 1 *Existing Box: 11.00x 8.50 I I 1 1 1 17.61 1 A 111 +Du1 1 1 10.161 1 1 1 1 1 I I 1 1 1 10.91 1 A 16D /ACI 1 1 10.401 1 1 1 1 1 I I 1 1 1 21.81 1 A 19D /ACI 1 1 10.321 1 1 1 1 1 I I 1 1 411.101 10.01388.301 A l Parki ---- 1 24.112.6510.6810.2881 824.1 ---- I ----- I ---- I ADD SUBAREA I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I i I I I I I I I I 1 1--------------------------------------------------------------------------------------------------- - - - - -I I I * I I I +-+----------------------------------------------------------------------------------------------------- - - - + -+ +-+----------------------------------------------------------------------------------------------------- - - - + -+ I I DESCRIPTION OF STUDY: I I I I NORTH FONTANA SP- MASTER PLAN OF DRAINAGE I I I I 100 -YEAR STUDY FOR LINE B (SUMMIT AVENUE) 1 1 I I JN 126 -2050 wli lnb.dat I I I I-------------------------------------- - - (SAN BERNARDINO COUNTY] ------------------------------------ - - - - - I I I I FILE NAME:LNB.DAT *ENGLISH UNITS* I CALCULATED BY: I I I 1 TIME /DATE OF STUDY: 13:39 5/14/2008 1 CHECKED BY: 1 1 1 1 100.0 -YEAR STORM RATIONAL METHOD STUDY (AMC III LOSSES) i PAGE NUMBER 3 OF I I I I- -- ---- --- ------- ------- - - I(c) 1983 -2003 ADVANCED ENGINEERING SOFTWARE] ------------------------- - - - - - I I I ICONCENTRATIONI AREA (ACRES) ISOILIDEV.1 Tt I Tc I I I Fm I Fm 14 - SUM IPATHISLOPEI V I HYDRAULICS I I I I POINT NUMBERISUBAREAI SUM ITYPEITYPEIMIN.1 MIN.] (in /hr) I(Avg)l(cfs) l(ft)lft /ftlFPS.1 AND NOTES I I II ------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I ---------- - - - - - I I I I 1 1.81 1 A I Parkl 1 1 10.681 1 1 1 1 1 1 1 I I 1 2.01 1 A I Parkl 1 1 10.681 1 1 1 1 1 1 1 I I 1 5.41 1 A 16D /ACI 1 1 10.401 1 1 1 1 1 1 1 I I 1 14.31 1 A I Sch I 1 1 10.481 I ] 1 1 1 1 1 1 1 1 5.21 1 A 111 +Du1 1 1 10.161 1 1 1 1 1 1 1 1 I 411.101 1.21418.151 A I Com I - - - -1 24.112.6510.0810.2971 884.1 ---- I ----- I ---- I ADD SUBAREA I I I I ------------- I --- -- -- I ------ I --- I - - - - -I I----- I ---- I ---- I ----- I ------ I1000I.0047113.614box= 884.36 1 I 1 1 1 1 1 I 1 1 1 I 1 1 1 In =.0150 D= 5.891 1 1 1 416.111 1 1 1 1.21 1 1 1 1 1 *Existing Box: 11.00x 8.50 1 1 1 1 1 32.71 I A 14D /ACI 1 ] 10.481 1 1 1 1 1 ] 1 1 1 1 10.01 I A (Open Brushl 1 10.611 1 1 1 1 1 1 1 1 1 1 40.11 1 A 14D /ACI 1 1 10.481 ] 1 1 1 1 1 1 1 1 416.111 1.61502.551 A I Com I - - - - ] 25.312.5710.0810.3291 1013.1 ---- I ----- I ---- I ADD SUBAREA I I I I --------- ---- I ------- I -- -- -- I --- I - - - - -I I- - - -- I ---- I ---- I ----- I - - - - - - I 8001.0049I14.314box= 1013.44 1 1 1 1 1 1 1 I I 1 1 1 1 1 I In =.0150 D= 6.451 1 1 1 416.121 1 1 1 0.91 I 1 1 1 1 *Existing Box: 11.00x 8.50 1 1 1 1 1 12.61 1 A I6D /ACI 1 1 10.401 1 1 1 1 1 1 1 1 1 416.121 0.81515.951 A I Com I - - - -1 26.212.5110.0810.3301 1014.1 ---- I ----- I ---- I ADD SUBAREA I I I I ------------- I -- --- -- I -- ---- I --- I - - - - - I I ----- I --- - I ---- I ----- I - - - - - - I 8501.0062115.614box= 1014.19 1 1 I] 1 1 1 1 1 I 1 1 1 1 1 In =.0150 D= 6.491 ] 1 417.001 1 1 1 0.91 1 1 1 ] I *Existing Box: 10.00x 9.00 1 l 1 1 417.001 1.11517.051 A I Com I - - - -1 27.112.4610.0810.3301 1014.1 ---- I ----- I ---- I ADD SUBAREA I I I I ------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I----- I---- i---------- - - - - - I I 1 ] 417.101 MAIN- STREAM COPIED ONTO MEMORY BANK # 1 I 1 1 1 1 ------------- i --- - --- I ----- - I---]----- I---- I----- 1---- I---- I----- I------ I I- I- I- 1 I II------------- I------- 1------ I--- I----- I---- I----- I---- I---- I----- I------ I---- I----- I---- I---------- - - - - -I I I I I I I I I •• I I I I 1 110001.01501 .. IINITIAL SUBAREAI I I 1 159.301 11.11 11.11 A 16D /ACI ---- 1 14.313.6210.4010.3981 32.21 ---- I ----- I ---- I --------------- I I I I ------------- I ------- I ------ I --- I - - - - -I 1----- I---- I---- i----- I- - - - - -1 5001.03201 6.614est.= 45.4 1 1 1 1 36.ft- STREETI I I I I I I I I I I ID= 0.49;D *V= 3.31 1 1 1 FLOW TO PT. #I I 1 ] 1.41 1 1 I 1 ] 1 1 IFLOODWIDTH =18.01 I I I 159.401 9.71 20.801 A I6D /ACI ---- 1 15.613.4310.4010.3981 56. 71 ---- I ----- I ---- I --------------- I I I I------------- I ------- I ------ I --- I - - - - -I I----- I---- i---- I----- I- - - - - -I 9001.0144111.814pipe= 56.701 1 I I 1 1 1 I I I I I 1 1 1 In =.0130 D= 2.071 1 1 159.501 1 1 1 1.31 1 1 1 I I I 1 1 33.0 -PIPE I I II --------------------------------------------------------------------------------------------------- - - - - - I I i * * +-+----------------------------------------------------------------------------------------------------- - - - + -+ ILA II)-A LA L_,. I L i L.:.A Imo.' L-1 1 k:_.. l Imo:A t_j ..j IL- i +-+----------------------------------------------------------------------------------------------------- - - - + -+ I I DESCRIPTION OF STUDY: I I I I NORTH FONTANA SP- MASTER PLAN OF DRAINAGE I I I I 100 -YEAR STUDY FOR LINE B (SUMMIT AVENUE) I I I I JN 126 -2050 wli lnb.dat I I I I-------------------------------------- - - (SAN BERNARDINO COUNTY] ------------------------------------ - - - - - I I I I FILE NAME:LNB.DAT *ENGLISH UNITS* I CALCULATED BY: I I 1 I TIME /DATE OF STUDY: 13:39 5/14/2008 I CHECKED BY: I I I 1 100.0 -YEAR STORM RATIONAL METHOD STUDY (AMC III LOSSES) I PAGE NUMBER 4 OF I I I I--- ----- ----- -------- ---- --- - [(c) 1983 -2003 ADVANCED ENGINEERING SOFTWARE] ------------------------- - - - - - I I 1 ICONCENTRATIONI AREA (ACRES) ISOILIDEV.1 Tt i Tc I I I Fm I Fm IQ - SUM 1PATHISLOPEI V I HYDRAULICS I I I I POINT NUMBERISUBAREAI SUM ITYPEITYPEIMIN.I MIN.1 (in /hr) l(Avg)l(cfs) l(ft)lft /ftlFPS.1 AND NOTES I I I I------------- I------- I------ 1--- I----- I---- I----- I---- I---- I----- I------ I---- I----- I---- I- - - - - - I I I I 1 7.71 1 A I9D /ACI 1 1 10.321 1 1 1 1 1 1 1 1 1 1 4.81 I A I Parkl 1 1 10.681 1 1 1 1 1 1 1 1 1 1 19.91 1 A I6D /ACI 1 1 10.401 1 1 1 1 1 1 1 1 1 1 0.71 1 A I6D /ACI 1 1 10.401 1 1 1 1 1 1 1 1 1 159.501 5.51 59.401 A (Open Brushl 16.913.2710.6110.4301 151.81 ---- I ----- I ---- I ADD SUBAREA I I 1 I 159.501 1.51 60.901 A l Com I - - - -1 16.913.2710.0810.4221 156.11 ---- I ----- I ---- I ADD SUBAREA I I I I ------------- I --- --- - I ------ I --- I - - - - -I I----- I---- i---- I- I ------ 115001.0293I19.81Qpipe= 156.141 1 1 1 1 1 1 I I I I 1 1 1 1 In =.0130 D= 2.671 1 1 1 159.001 1 1 1 1.31 1 1 1 1 1 1 1 1 42.0" -PIPE I I 11 1 9.31 1 A 14D /ACI 1 1 10.481 1 1 1 1 1 1 1 11 159.001 37.31107.501 A I Sch I - - - -1 18.213.1310.4810.4461 259.91 ---- I ----- I ---- I ADD SUBAREA I I 1 1 159.001 1.91109.401 A I Com I - - - -1 18.213.1310.0810.4391 265.11 ---- I ----- I ---- I ADD SUBAREA I I I I ------------- I ------- I ------ I --- I ---- - I I -- I --- I I ----- I - - - - - I 900I.0233120.81Qpipe= 265.121 I 1 1 1 I 1 I I I I 1, I 1 I In =.0130 D= 3.351 1 1 1 425.111 1 1 1 0.71 I I I 1 1 1 1 1 54.0" -PIPE I I 11 1 22.81 1 A I4D /ACI 1 1 10.481 1 1 1 1 1 1 1 11 425.111 9.51141.701 A I Com 1 - - - -1 18.913.0610.0810.4211 336.51 ---- I ----- I ---- I ADD SUBAREA I I 1 1 425.111 1.01142.701 A I Com I - - - -1 18.913.0610.0810.4191 339.21 ---- I ----- I ---- I ADD SUBAREA I I I I ------------- I ----- -- I ------ I --- I - - -- - I I- I I I ----- I ------ 117501.0291124.1IQpipe= 339.181 1 1 1 1 1 1 I I I I 1 1 1 1 In =.0130 D= 3.511 1 I I 417.101 1 1 1 1.21 1 1 1 1 1 1 1 1 57.0" -PIPE I I I I 1 9.81 1 A (open Brushl I 10.611 1 1 1 1 I 1 1 i t 1 19.71 I A 14D /ACI 1 1 10.481 1 1 1 1 1 1 1 1 1 417.101 8.21180.401 A l Com I - - - -1 20.112.9510.0810.4211 410.41 ---- I ----- I ---- I ADD SUBAREA I I 1 1 417.101 1.81182.201 A I Com I - - - -1 20.112.9510.0810.4171 415.01 ---- I ----- I ---- I ADD SUBAREA I I I I ------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I----- I---- I---------- - - - - - I I 11 417.101 MEMORY BANK # 1 CONFLUENCED WITH MAIN- STREAM I 1 1 I I I Q(cfs) Tc(min) Fp(avg) Ap(avg) Fm(avg) I(in /hr) Ae(Acres) NODE I I I I I 1 1337.64 20.11 0.764 0.47 0.358 2.95 565.492 159.21 I I I I 1 1349.75 27.12 0.763 0.46 0.353 2.46 699.250 100.01 ( I I I I TOTAL AREA= 699.250 1 I I II------------- I------- I------ I--- 1----- I---- I----- I---- I---- I----- I------ I---- I----- I---- I---------- - - - - -I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I 1 I I I I II--------------------------------------------------------------------------------------------------- - - - - -I I I I I * I +-+----------------------------------------------------------------------------------------------------- - - - + -+ +-+----------------------------------------------------------------------------------------------------- - - - + -+ I I DESCRIPTION OF STUDY: I I I I NORTH FONTANA SP- MASTER PLAN OF DRAINAGE I I I I 100 -YEAR STUDY FOR LINE B (SUMMIT AVENUE) I I I I JN 126 -2050 wli lnb.dat I I I I-------------------------------------- - -( SAN BERNARDINO COUNTY] ------------------------------------ - - - - - I I 1 1 FILE NAME:LNB.DAT *ENGLISH UNITS* I CALCULATED BY: I I I I TIME /DATE OF STUDY: 13:39 5/14/2008 I CHECKED BY: I I 1 1 100.0 -YEAR STORM RATIONAL METHOD STUDY (AMC III LOSSES) I PAGE NUMBER 5 OF 1 I I I-- ---- -- - - --- ---- -- -- ----- --[( 1983 -2003 ADVANCED ENGINEERING SOFTWARE] ------------------------- - - - - - I I I ICONCENTRATIONI AREA (ACRES) ISOILIDEV.1 Tt I Tc I I I Fm I Fm 14 - SUM IPATHISLOPEI V I HYDRAULICS I I I I POINT NUMBERISUBAREAI SUM ITYPEITYPEIMIN.I MIN.I (in /hr) I(Avg)I(cfs) 1(ft)ift /ft1FPS.1 AND NOTES I I II------------- I------- I------ I--- I----- I---- I----- I---- I---- I----- I------ 1---- I----- 1---- I---------- - - - - -I I II ------------- I ------- I ------ I --- I----- I---- I----- I---- i---- I----- I------ I ---- i----- I---- I---------- - - - - - I I 1 1 417.101 1 699.1 1 1 - - - - 1 27.11 1 1 1 1350.1 ---- I ----- I ---- ISTREAM SUMMARY I I II------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I ---------- - - - - - I I 1 I EFFECTIVE AREA = 699.25 Acres TOTAL AREA = 699.25 Acres PEAK FLOW RATE = 1349.75 cfs I I I I TIME OF CONCENTRATION(MIN.)= 27.12 MEAN VALUES: Fp = 0.763 (in /hr); Ap = 0.462; Fm = 0.353 (in /hr)I I I I------------- I------- I ------ I --- I ----- I ---- I ----- I ---- I---- I ----- I ------ I---- I----- I---- I---------- - - - - - I i I I I PEAK FLOW RATE TABLE I I I I I I 4(cfs) Tc(min) Fp(avg) Ap(avg) Fm(avg) I(in /hr) Ae(Acres) NODE I I I I I 1 1337.64 20.11 0.764 0.47 0.358 2.95 565.492 159.21 1 1 I I 1 1349.75 27.12 0.763 0.46 0.353 2.46 699.250 100.01 1 1 I I------------- I------- I------ I--- I----- I---- I----- I---- I---- I----- I------ I---- I----- I---- I---------- - - - - - I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I i I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I 1 I I I I I i I I I I I I I I I I I I I I I I I I i t I I I I I I i I I I i I I I I I I I t l I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I i I I I I I I I 1 I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i t I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I i I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I II--------------------------------------------------------------------------------------------------- - - - - -I i I * I I I +-+----------------------------------------------------------------------------------------------------- - - - + -+ r� ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * NORTH FONTANA SP- MASTER PLAN OF DRAINAGE * 100 -YEAR STUDY FOR LINE B (SUMMIT AVENUE) s * JN 126 -2050 wli lnb.dat 47 FILE NAME: LNB.DAT TIME /DATE OF STUDY: 13:38 05/14/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: di -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 3 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED UNIT - HYDROGRAPH MODEL SELECTIONS /PARAMETERS: WATERSHED LAG = 0.80 * Tc VALLEY(DEVELOPED) S -GRAPH USED. AREA - AVERAGED USER SPECIFIED DEPTH -AREA DURATION RAINFALL(INCH) REDUCTION FACTOR d SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5300 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* di *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED UNIT - HYDROGRAPH MODEL SELECTIONS /PARAMETERS: WATERSHED LAG = 0.80 * Tc VALLEY(DEVELOPED) S -GRAPH USED. AREA - AVERAGED USER SPECIFIED DEPTH -AREA DURATION RAINFALL(INCH) REDUCTION FACTOR d 5- MINUTES 0.48 0.98 30- MINUTES 1.10 0.98 1 -HOUR 1.53 0.98 3 -HOUR 3.00 1.00 6 -HOUR 4.60 1.00 24 -HOUR 11.00 1.00 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR UNIT HYDROGRAPH METHOD* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** *e FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 Aw------------------------------------ ---------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< *� >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 960.00 ELEVATION DATA: UPSTREAM(FEET) = 1811.00 DOWNSTREAM(FEET) = 1809.00 dd Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.294 *�e * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.345 SUBAREA Tc AND LOSS RATE DATA(AMC III): do DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 7.90 0.80 0.100 52 16.29 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 w SUBAREA RUNOFF(CFS) = 23.22 TOTAL AREA(ACRES) = 7.90 PEAK FLOW RATE(CFS) = 23.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** w FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 61 ------------------------------------------------- --------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< » »> (STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1808.00 DOWNSTREAM ELEVATION(FEET) = 1798.00 STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 23.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 19.54 - AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.79 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) - 3.18 STREET FLOW TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 17.27 qq * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.230 9 F SUBAREA AREA(ACRES) = 0.00 EFFECTIVE AREA(ACRES) = 7.90 AREA - AVERAGED Fp(INCH /HR) = 0.80 TOTAL AREA(ACRES) = 7.90 NOTE: PEAK FLOW RATE DEFAULTED TO SUBAREA RUNOFF(CFS) = 0.00 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 23.22 UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: - DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 19.54 FLOW VELOCITY(FEET /SEC.) = 5.79 DEPTH *VELOCITY(FT *FT /SEC.) - 3.18 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 1300.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1790.00 DOWNSTREAM(FEET) = 1770.00 FLOW LENGTH(FEET) = 715.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.33 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 44.51 PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 18.10 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 2015.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW «« < -- 10300 - IS ilrl - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 17.27 ------------------------------------------- MAINLINE Tc(MIN) = 18.10 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.230 �1 SUBAREA LOSS RATE DATA(AMC III): 3.140 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN DEVELOPMENT TYPE/ SCS SOIL AREA COMMERCIAL A 7.80 0.80 0.100 52 im SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 (INCH /HR) (DECIMAL) CN SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 COMMERCIAL A 15.20 0.80 SUBAREA AREA(ACRES) = 7.80 SUBAREA RUNOFF(CFS) = 22.11 j EFFECTIVE AREA(ACRES) = 15.70 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.10 = 0.100 ® TOTAL AREA(ACRES) = 15.70 PEAK FLOW RATE(CFS) = 44.51 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1790.00 DOWNSTREAM(FEET) = 1770.00 FLOW LENGTH(FEET) = 715.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.33 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 44.51 PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 18.10 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 2015.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** G FLOW PROCESS FROM NODE - - -- 10300 - TO - NODE - - -- 10300 - IS CODE = 81 - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ------------------------------------------- MAINLINE Tc(MIN) = 18.10 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.140 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 15.20 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 G M SUBAREA AREA(ACRES) = 15.20 SUBAREA RUNOFF(CFS) = 41.86 EFFECTIVE AREA(ACRES) = 30.90 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 30.90 PEAK FLOW RATE(CFS) = 85.11 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1770.00 DOWNSTREAM(FEET) = 1748.00 FLOW LENGTH(FEET) = 650.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 21.34 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 171.63 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 18.61 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 2665.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81 »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < -------------------------------------------------------------------- MAINLINE Tc(MIN) = 18.61 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.088 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 12.60 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81 E -- -------------------------------------------------------------------------- »>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ----- - MAINLINE Tc(MIN) = 18.10 - - - -- 1w * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.140 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 11.30 0.80 0.500 52 RESIDENTIAL di "8 -10 DWELLINGS /ACRE" A 12.60 0.80 0.400 52 PUBLIC PARK A 1.00 0.80 0.850 52 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 9.90 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.474 SUBAREA AREA(ACRES) = 34.80 SUBAREA RUNOFF(CFS) = 86.53 EFFECTIVE AREA(ACRES) = 65.70 AREA - AVERAGED Fm(INCH /HR) = 0.24 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.30 TOTAL AREA(ACRES) = 65.70 PEAK FLOW RATE(CFS) = 171.63 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1770.00 DOWNSTREAM(FEET) = 1748.00 FLOW LENGTH(FEET) = 650.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 21.34 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 171.63 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 18.61 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 2665.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81 »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < -------------------------------------------------------------------- MAINLINE Tc(MIN) = 18.61 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.088 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 12.60 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 12.60 SUBAREA RUNOFF(CFS) = 34.12 EFFECTIVE AREA(ACRES) = 78.30 AREA - AVERAGED Fm(INCH /HR) = 0.21 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.27 TOTAL AREA(ACRES) = 78.30 PEAK FLOW RATE(CFS) = 202.70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- FLOW - PROCESS - FROM - NODE - - -- 104.00 -TO- NODE - - -- 10500 -IS- CODE = 31 - -- ---- - - - - -- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1748.00 DOWNSTREAM(FEET) = 1730.00 FLOW LENGTH(FEET) = 610.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 33.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 21.45 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 202.70 ww PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 19.09 dd LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 3275.00 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 dw --------------------------------- ------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------------------------------------ MAINLINE Tc(MIN) = 19.09 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.042 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS ' LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 13.70 0.80 0.100 52 NATURAL FAIR COVER "OPEN BRUSH" A 19.20 0.61 1.000 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.63 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.625 SUBAREA AREA(ACRES) = 32.90 SUBAREA RUNOFF(CFS) = 78.48 EFFECTIVE AREA(ACRES) = 111.20 AREA - AVERAGED Fm(INCH /HR) = 0.26 AREA - AVERAGED Fp(INCH /HR) = 0.71 AREA - AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 111.20 PEAK FLOW RATE(CFS) = 277.92 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ------------------------------------------------------------ »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < MAINLINE Tc(MIN) = 19.09 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.042 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 8.80 0.80 0.200 52 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 9.40 0.80 0.600 52 PUBLIC PARK A 1.10 0.80 0.850 52 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 8.10 0.80 0.600 52 b RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 7.40 0.80 0.400 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.464 SUBAREA AREA(ACRES) = 34.80 SUBAREA RUNOFF(CFS) = 83.70 EFFECTIVE AREA(ACRES) = 146.00 AREA - AVERAGED Fm(INCH /HR) = 0.29 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 146.00 PEAK FLOW RATE(CFS) = 361.62 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 105.00 TO NODE 406.11 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1730.00 DOWNSTREAM(FEET) = 1703.50 FLOW LENGTH(FEET) = 1050.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 23.23 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 361.62 PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 19.84 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 406.11 = 4325.00 FEET. on g FLOW PROCESS FROM NODE 406.11 TO NODE 406.11 IS CODE = 81 ---------------------------------------------------------------------- - - - - -- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< MAINLINE Tc(MIN) = 19.84 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.972 SUBAREA LOSS RATE DATA(AMC III): dw DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 15.00 0.80 0.100 52 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 10.90 0.80 0.500 52 RESIDENTIAL "! "8 -10 DWELLINGS /ACRE" A 21.80 0.80 0.400 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.329 SUBAREA AREA(ACRES) = 47.70 SUBAREA RUNOFF(CFS) = 116.37 EFFECTIVE AREA(ACRES) = 193.70 AREA - AVERAGED Fm(INCH /HR) = 0.28 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA - AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 193.70 PEAK FLOW RATE(CFS) = 468.81 FLOW PROCESS FROM NODE 406.11 TO NODE 406.10 IS CODE = 31 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «« < ------------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 1703.50 DOWNSTREAM(FEET) = 1693.00 FLOW LENGTH(FEET) = 350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 48.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 26.29 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 468.81 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 20.06 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 406.10 = 4675.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 406.10 TO NODE 406.10 IS CODE = 81 - - »»> ADDITION - OF - SUBAREA - TO - MAINLINE - PEAK _FLOW<<< < < --------------- - - - -- MAINLINE Tc(MIN) = 20.06 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.952 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 13.70 0.61 1.000 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000 SUBAREA AREA(ACRES) = 13.70 SUBAREA RUNOFF(CFS) = 28.83 EFFECTIVE AREA(ACRES) = 207.40 AREA - AVERAGED Fm(INCH /HR) = 0.30 AREA - AVERAGED Fp(INCH /HR) = 0.73 AREA - AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 207.40 PEAK FLOW RATE(CFS) = 494.20 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 406.10 TO NODE 408.10 IS CODE = 31 ------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < on >>>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1693.00 DOWNSTREAM(FEET) = 1652.60 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = 0.013 �! DEPTH OF FLOW IN 63.0 INCH PIPE IS 50.4 INCHES J PIPE -FLOW VELOCITY(FEET /SEC.) = 26.63 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 494.20 PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 20.89 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 408.10 = 5995.00 FEET. FLOW PROCESS FROM NODE 408.10 TO NODE 408.10 IS CODE = 81 ---------------------------------------------------------------------------- »» > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.882 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 54.70 0.80 0.100 52 COMMERCIAL A 1.70 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 56.40 SUBAREA RUNOFF(CFS) = 142.24 EFFECTIVE AREA(ACRES) = 263.80 AREA - AVERAGED Fm(INCH /HR) = 0.26 AREA - AVERAGED Fp(INCH /HR) = 0.73 AREA - AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 263.80 PEAK FLOW RATE(CFS) = 623.25 E F ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 408.10 TO NODE 409.11 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) «« < ELEVATION DATA: UPSTREAM(FEET) = 1652.60 DOWNSTREAM(FEET) = 1649.00 FLOW LENGTH(FEET) = 760.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 102.0 INCH PIPE IS 73.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.27 GIVEN PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 623.25 PIPE TRAVEL TIME(MIN.) = 0.89 Tc(MIN.) = 21.77 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 409.11 = 6755.00 FEET. FLOW PROCESS FROM NODE 409.11 TO NODE 409.11 IS CODE = 81 ---------------------------------------------------------------------------- too »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 21.77 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.811 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PUBLIC PARK A 9.90 0.80 0.850 52 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 15.50 0.80 0.500 52 COMMERCIAL A 7.80 0.80 0.100 52 +d COMMERCIAL A 1.00 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 0 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.498 4 SUBAREA AREA(ACRES) = 34.20 SUBAREA RUNOFF(CFS) = 74.30 EFFECTIVE AREA(ACRES) = 298.00 AREA - AVERAGED Fm(INCH /HR) = 0.27 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA - AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 298.00 PEAK FLOW RATE(CFS) = 680.68 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 409.11 TO NODE 410.10 IS CODE = 41 ----------------- ----------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »» >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1649.00 DOWNSTREAM(FEET) = 1644.20 FLOW LENGTH(FEET) = 950.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 102.0 INCH PIPE IS 76.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.84 GIVEN PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 680.68 PIPE TRAVEL TIME(MIN.) = 1.07 TO MIN.) = 22.84 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 410.10 = 7705.00 FEET. - - FLOW PROCESS FROM NODE 410.10 TO NODE 410.10 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< C F MAINLINE Tc(MIN) = 22.84 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.731 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 21.20 0.80 0.500 52 RESIDENTIAL "11+ DWELLINGS /ACRE" A 7.60 0.80 0.200 52 COMMERCIAL A 1.20 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.408 SUBAREA AREA(ACRES) = 30.00 SUBAREA RUNOFF(CFS) = 64.97 EFFECTIVE AREA(ACRES) = 328.00 AREA - AVERAGED Fm(INCH /HR) = 0.28 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA - AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 328.00 PEAK FLOW RATE(CFS) = 724.33 FLOW PROCESS FROM NODE 410.10 TO NODE 411.10 IS CODE = 46 ---------------------------------------------------------------------------- >>>>>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) «« < ELEVATION DATA: UPSTREAM(FEET) = 1644.20 DOWNSTREAM(FEET) = 1639.90 " FLOW LENGTH(FEET) = 940.00 MANNING'S N = 0.015 GIVEN BOX BASEWIDTH(FEET) = 11.00 GIVEN BOX HEIGHT(FEET) = 8.50 FLOWDEPTH IN BOX IS 5.13 FEET BOX -FLOW VELOCITY(FEET /SEC.) = 12.84 BOX- FLOW(CFS) = 724.33 BOX -FLOW TRAVEL TIME(MIN.) = 1.22 Tc(MIN.) = 24.06 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 411.10 = 8645.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 411.10 TO NODE 411.10 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINETc( MIN) 24. 06__________________ _______________________________ * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.647 �A SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 17.60 0.80 0.200 52 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 10.90 0.80 0.500 52 RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 21.80 0.80 0.400 52 PUBLIC PARK A 10.00 0.80 0.850 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.434 SUBAREA AREA(ACRES) = 60.30 SUBAREA RUNOFF(CFS) = 124.90 EFFECTIVE AREA(ACRES) = 388.30 AREA - AVERAGED Fm(INCH /HR) = 0.29 AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA - AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 388.30 PEAK FLOW RATE(CFS) = 824.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 411.10 TO NODE 411.10 IS CODE = 81 ti'l ------------------------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< -------------------------------- MAINLINE Tc(MIN) = 24.06 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.647 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PUBLIC PARK A 1.75 0.80 0.850 52 PUBLIC PARK A 2.00 0.80 0.850 52 RESIDENTIAL 1� "5 -7 DWELLINGS /ACRE" A 5.40 0.80 0.500 52 SCHOOL A 14.30 0.80 0.600 52 !w RESIDENTIAL "11+ DWELLINGS /ACRE" A 5.20 0.80 0.200 52 COMMERCIAL A 1.20 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.524 SUBAREA AREA(ACRES) = 29.85 SUBAREA RUNOFF(CFS) = 59.92 EFFECTIVE AREA(ACRES) = 418.15 AREA - AVERAGED Fm(INCH /HR) = 0.30 wear AREA- AVERAGED Fp(INCH /HR) = 0.76 AREA - AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 418.15 PEAK FLOW RATE(CFS) = 884.36 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 411.10 TO NODE 416.11 IS CODE = 46 ---------------------------------------------------------------------------- »» >COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA ««< - - » »> USING - USER-SPECIFIED - BOX - SIZE - (EXISTING - ELEMENT)<< < << ------- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 1639.90 DOWNSTREAM(FEET) = 1635.20 FLOW LENGTH(FEET) = 1000.00 MANNING'S N = 0.015 ' GIVEN BOX BASEWIDTH(FEET) = 11.00 GIVEN BOX HEIGHT(FEET) = 8.50 FLOWDEPTH IN BOX IS 5.89 FEET BOX -FLOW VELOCITY(FEET /SEC.) = 13.64 BOX- FLOW(CFS) = 884.36 BOX -FLOW TRAVEL TIME(MIN.) = 1.22 Tc(MIN.) = 25.28 .4 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 416.11 = 9645.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 416.11 TO NODE 416.11 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 25.28 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.570 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 32.70 0.80 0.600 52 NATURAL FAIR COVER "OPEN BRUSH" A 10.00 0.61 1.000 66 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 40.10 0.80 0.600 52 COMMERCIAL A 1.60 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.76 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.638 SUBAREA AREA(ACRES) = 84.40 SUBAREA RUNOFF(CFS) = 158.26 EFFECTIVE AREA(ACRES) = 502.55 AREA - AVERAGED Fm(INCH /HR) = 0.33 AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA - AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 502.55 PEAK FLOW RATE(CFS) = 1013.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 416.11 TO NODE 416.12 IS CODE = 46 >>>>>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< »» > USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) «« < ELEVATION DATA: UPSTREAM(FEET) = 1635.20 DOWNSTREAM(FEET) = 1631.30 FLOW LENGTH(FEET) = 800.00 MANNING'S N = 0.015 GIVEN BOX BASEWIDTH(FEET) = 11.00 GIVEN BOX HEIGHT(FEET) = 8.50 FLOWDEPTH IN BOX IS 6.45 FEET BOX -FLOW VELOCITY(FEET /SEC.) = 14.28 BOX- FLOW(CFS) = 1013.44 BOX -FLOW TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 26.22 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 416.12 = 10445.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 416.12 TO NODE 416.12 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 26.22 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.514 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 12.60 0.80 0.500 52 COMMERCIAL A 0.80 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.476 SUBAREA AREA(ACRES) = 13.40 SUBAREA RUNOFF(CFS) = 25.75 EFFECTIVE AREA(ACRES) = 515.95 AREA - AVERAGED Fm(INCH /HR) = 0.33 AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA - AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 515.95 PEAK FLOW RATE(CFS) = 1014.19 FLOW PROCESS FROM NODE 416.12 TO NODE 417.00 IS CODE = 46 ---------------------------------------------------------------------------- » »>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA«« < - - >>>>> USING - USER-SPECIFIED - BOX - SIZE - (EXISTING - ELEMENT)<< < << ------- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 1631.30 DOWNSTREAM(FEET) = 1626.00 FLOW LENGTH(FEET) = 850.00 MANNING'S N = 0.015 GIVEN BOX BASEWIDTH(FEET) = 10.00 GIVEN BOX HEIGHT(FEET) = 9.00 FLOWDEPTH IN BOX IS 6.49 FEET BOX -FLOW VELOCITY(FEET /SEC.) = 15.63 BOX- FLOW(CFS) = 1014.19 BOX -FLOW TRAVEL TIME(MIN.) = 0.91 Tc(MIN.) = 27.12 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 417.00 = 11295.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW - PROCESS - FROM - NODE 417.00 TO NODE 417.00 IS CODE = 81 »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 417.10 TO NODE 417.10 IS CODE = 10 ---------------------------------------------------------------------------- » » >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 159.20 TO NODE 159.30 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< " >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< dw INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1793.00 DOWNSTREAM(FEET) = 1778.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.280 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.620 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 11.10 0.80 0.500 52 14.28 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 32.19 TOTAL AREA(ACRES) = 11.10 PEAK FLOW RATE(CFS) = 32.19 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 159.30 TO NODE 159.40 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< >>>>>( STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 1778.00 DOWNSTREAM ELEVATION(FEET) = 1762.00 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 MAINLINE Tc(MIN) = 27.12 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.464 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.10 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.36 EFFECTIVE AREA(ACRES) = 517.05 AREA - AVERAGED Fm(INCH /HR) = 0.33 AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA - AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 517.05 PEAK FLOW RATE(CFS) = 1014.19 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 417.10 TO NODE 417.10 IS CODE = 10 ---------------------------------------------------------------------------- » » >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 159.20 TO NODE 159.30 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< " >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< dw INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1793.00 DOWNSTREAM(FEET) = 1778.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.280 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.620 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 11.10 0.80 0.500 52 14.28 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 32.19 TOTAL AREA(ACRES) = 11.10 PEAK FLOW RATE(CFS) = 32.19 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 159.30 TO NODE 159.40 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< >>>>>( STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 1778.00 DOWNSTREAM ELEVATION(FEET) = 1762.00 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 '4 aj ■! STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 t� * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 45.42 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.09 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 3.00 STREET FLOW TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) = 15.65 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.427 ..e SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 9.70 0.80 0.500 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA AREA(ACRES) = 9.70 SUBAREA RUNOFF(CFS) = 26.44 EFFECTIVE AREA(ACRES) = 20.80 AREA - AVERAGED Fm(INCH /HR) = 0.40 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) = 56.70 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 19.10 FLOW VELOCITY(FEET /SEC.) = 6.64 DEPTH *VELOCITY(FT *FT /SEC.) = 3.46 LONGEST FLOWPATH FROM NODE 159.20 TO NODE 159.40 = 1500.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 159.40 TO NODE 159.50 IS CODE = 31 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< , >>>>> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1755.00 DOWNSTREAM(FEET) = 1742.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.83 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 56.70 PIPE TRAVEL TIME(MIN.) = 1.27 Tc(MIN.) = 16.92 LONGEST FLOWPATH FROM NODE 159.20 TO NODE 159.50 = 2400.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 159.50 TO NODE 159.50 IS CODE = 81 ------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.270 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 8 -10 DWELLINGS /ACRE" A 7.70 0.80 0.400 52 P ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 159.50 TO NODE 159.50 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.92 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.270 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.50 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 4.31 EFFECTIVE AREA(ACRES) = 60.90 AREA - AVERAGED Fm(INCH /HR) = 0.42 AREA - AVERAGED Fp(INCH /HR) = 0.77 AREA - AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 60.90 PEAK FLOW RATE(CFS) = 156.14 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 159.50 TO NODE 159.00 IS CODE = 31 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< iw »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1742.00 DOWNSTREAM(FEET) = 1698.00 FLOW LENGTH(FEET) = 1500.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 19.83 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 156.14 PIPE TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 18.18 LONGEST FLOWPATH FROM NODE 159.20 TO NODE 159.00 = 3900.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 159.00 TO NODE 159.00 IS CODE = 81 ------------------------------------------------------------ »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 3 MAINLINE Tc(MIN) = 18.18 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.132 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 3 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 1! r PUBLIC PARK A 4.80 0.80 0.850 52 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 19.90 0.80 0.500 52 } RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 0.70 0.80 0.500 52 NATURAL FAIR COVER "OPEN BRUSH" A 5.50 0.61 1.000 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.595 SUBAREA AREA(ACRES) = 38.60 SUBAREA RUNOFF(CFS) = 98.06 EFFECTIVE AREA(ACRES) = 59.40 AREA - AVERAGED Fm (INCH /HR) = 0.43 AREA - AVERAGED Fp(INCH /HR) = 0.77 AREA - AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 59.40 PEAK FLOW RATE(CFS) = 151.83 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 159.50 TO NODE 159.50 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.92 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.270 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.50 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 4.31 EFFECTIVE AREA(ACRES) = 60.90 AREA - AVERAGED Fm(INCH /HR) = 0.42 AREA - AVERAGED Fp(INCH /HR) = 0.77 AREA - AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 60.90 PEAK FLOW RATE(CFS) = 156.14 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 159.50 TO NODE 159.00 IS CODE = 31 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< iw »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1742.00 DOWNSTREAM(FEET) = 1698.00 FLOW LENGTH(FEET) = 1500.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 19.83 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 156.14 PIPE TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 18.18 LONGEST FLOWPATH FROM NODE 159.20 TO NODE 159.00 = 3900.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 159.00 TO NODE 159.00 IS CODE = 81 ------------------------------------------------------------ »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 3 MAINLINE Tc(MIN) = 18.18 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.132 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 3 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 1! r �o RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 9.30 0.80 0.600 52 SCHOOL A 37.30 0.80 0.600 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 46.60 SUBAREA RUNOFF(CFS) = 111.33 EFFECTIVE AREA(ACRES) = 107.50 AREA - AVERAGED Fm(INCH /HR) = 0.45 AREA - AVERAGED Fp(INCH /HR) = 0.78 AREA - AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 107.50 PEAK FLOW RATE(CFS) = 259.90 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 159.00 TO NODE 159.00 IS CODE = 81 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ' == MAINLINE Tc( MIN)=°== 18. 18__________________ _______________________________ * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.132 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.90 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 5.22 $j EFFECTIVE AREA(ACRES) = 109.40 AREA - AVERAGED Fm(INCH /HR) = 0.44 �Y AREA - AVERAGED Fp(INCH /HR) = 0.78 AREA - AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 109.40 PEAK FLOW RATE(CFS) = 265.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 159.00 TO NODE 425.11 IS CODE = 31 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1698.00 DOWNSTREAM(FEET) = 1677.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 20.85 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 265.12 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 18.90 LONGEST FLOWPATH FROM NODE 159.20 TO NODE 425.11 = 4800.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 425.11 TO NODE 425.11 IS CODE = 81 ------------------------------------- » >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.90 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.060 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 22.80 0.80 0.600 52 COMMERCIAL A 9.50 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 C SUBAREA AVERAGE PERVIOUS AREA FRAi SUBAREA AREA(ACRES) = 32.30 EFFECTIVE AREA(ACRES) = 141.70 AREA - AVERAGED Fp(INCH /HR) = 0.78 TOTAL AREA(ACRES) = 141.70 =ON, Ap = 0.453 SUBAREA RUNOFF(CFS) = 78.48 AREA - AVERAGED Fm(INCH /HR) = 0.42 AREA - AVERAGED Ap = 0.54 PEAK FLOW RATE(CFS) = 336.50 FLOW PROCESS FROM NODE 425.11 TO NODE 425.11 IS CODE = 81 ---------------------------------------------------------------------------- » »> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < MAINLINE Tc(MIN) = 18.90 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.060 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.00 0.80 0.100 52 i SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 di SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.68 EFFECTIVE AREA(ACRES) = 142.70 AREA - AVERAGED Fm(INCH /HR) = 0.42 AREA - AVERAGED Fp(INCH /HR) = 0.78 AREA - AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 142.70 PEAK FLOW RATE(CFS) = 339.18 M1� FLOW PROCESS FROM NODE 425.11 TO NODE 417.10 IS CODE = 31 ---------------------------------------------------------------------------- ,� >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< -- »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1677.00 DOWNSTREAM(FEET) = 1626.00 FLOW LENGTH(FEET) = 1750.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 42.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 24.13 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 339.18 PIPE TRAVEL TIME(MIN.) = 1.21 Tc(MIN.) = 20.11 LONGEST FLOWPATH FROM NODE 159.20 TO NODE 417.10 = 6550.00 FEET. FLOW PROCESS FROM NODE 417.10 TO NODE 417.10 IS CODE = 81 ---------------------------------------------------------------------------- --»» > ADDITION- OF- SUBAREA_TO- MAINLINE- PEAK - FLOW < < < < < --------------- - - - -- MAINLINE Tc(MIN) = 20.11 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.948 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 9.80 0.61 1.000 66 RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 19.70 0.80 0.600 52 COMMERCIAL A 8.20 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.595 SUBAREA AREA(ACRES) = 37.70 SUBAREA RUNOFF(CFS) = 85.57 d FLOW PROCESS FROM NODE 417.10 TO NODE 417.10 IS CODE = 11 ------------------------------------------------------------ di » »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY« «< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 415.04 20.11 2.948 0.77( 0.42) 0.54 182.2 159.20 LONGEST FLOWPATH FROM NODE 159.20 TO NODE 417.10 = 6550.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 1014.19 27.12 2.464 0.76( 0.33) 0.43 517.0 100.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 417.10 = 11295.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 1337.64 20.11 2.948 0.76( 0.36) 0.47 565.5 159.20 2 1349.75 27.12 2.464 0.76( 0.35) 0.46 699.2 100.00 TOTAL AREA(ACRES) = 699.25 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1349.75 Tc(MIN.) = 27.124 EFFECTIVE AREA(ACRES) = 699.25 AREA - AVERAGED Fm(INCH /HR) = 0.35 AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA - AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 699.25 -- LONGEST FLOWPATH FROM - NODE 10000 - TO - NODE 41 - = 1129500 FEET - -- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 699.25 TC(MIN.) = 27.12 EFFECTIVE AREA(ACRES) = 699.25 AREA - AVERAGED Fm(INCH /HR)= 0.35 d EFFECTIVE AREA(ACRES) = 180.40 AREA - AVERAGED Fm(INCH /HR) = 0.42 AREA - AVERAGED Fp(INCH /HR) = 0.77 AREA - AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 180.40 PEAK FLOW RATE(CFS) = 410.39 * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 417.10 TO NODE 417.10 IS CODE = 81 ------------------------------------------------------------ »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 20.11 w * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.948 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS +�w LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.80 0.80 0.100 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 4.65 rri EFFECTIVE AREA(ACRES) = 182.20 AREA - AVERAGED Fm(INCH /HR) = 0.42 AREA - AVERAGED Fp(INCH /HR) = 0.77 AREA - AVERAGED Ap = 0.54 +� TOTAL AREA(ACRES) = 182.20 PEAK FLOW RATE(CFS) = 415.04 FLOW PROCESS FROM NODE 417.10 TO NODE 417.10 IS CODE = 11 ------------------------------------------------------------ di » »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY« «< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 415.04 20.11 2.948 0.77( 0.42) 0.54 182.2 159.20 LONGEST FLOWPATH FROM NODE 159.20 TO NODE 417.10 = 6550.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 1014.19 27.12 2.464 0.76( 0.33) 0.43 517.0 100.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 417.10 = 11295.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 1337.64 20.11 2.948 0.76( 0.36) 0.47 565.5 159.20 2 1349.75 27.12 2.464 0.76( 0.35) 0.46 699.2 100.00 TOTAL AREA(ACRES) = 699.25 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1349.75 Tc(MIN.) = 27.124 EFFECTIVE AREA(ACRES) = 699.25 AREA - AVERAGED Fm(INCH /HR) = 0.35 AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA - AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 699.25 -- LONGEST FLOWPATH FROM - NODE 10000 - TO - NODE 41 - = 1129500 FEET - -- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 699.25 TC(MIN.) = 27.12 EFFECTIVE AREA(ACRES) = 699.25 AREA - AVERAGED Fm(INCH /HR)= 0.35 d v AREA-AVERAGED Fp(INCH/HR) = 0.76 AREA-AVERAGED Ap = 0.462 PEAK FLOW RATE(CFS) = 1349.75 IN IN 10 ri ri t ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1337.64 20.11 2.948 0.76( 0.36) 0.47 565.5 159.20 2 1349.75 27.12 2.464 0.76( 0.35) 0.46 699.2 100.00 END OF RATIONAL METHOD ANALYSIS dw IN IN 10 ri ri t H- - 1 M- ild SECTION Q 100 -YEAR HYDROLOGY STUDY LINE B2- CYPRESS AVENUE fl +-+----------------------------------------------------------------------------------------------------- - - - + -+ I I DESCRIPTION OF STUDY: I 1 I I NORTH FONTANA SP- MASTER PLAN OF DRAINAGE I I 1 1 100 -YEAR STUDY FOR 112 ACRES FLOW INTO SIERRA LAKES I I I I JN 126 -2050 wli 112ac I I I I--------------------------------- - - - - - - [SAN BERNARDINO COUNTY] ------------------------------------ - - - - - I I 1 1 FILE NAME:112AC.DAT *ENGLISH UNITS* I CALCULATED BY: I I 1 I TIME /DATE OF STUDY: 14:20 5/14/2008 I CHECKED BY: I I 1 1 100.0 -YEAR STORM RATIONAL METHOD STUDY (AMC III LOSSES) I PAGE NUMBER 1 OF I I I I-- ---- ---- --- ---- ---------- - -[(c) 1983 -2003 ADVANCED ENGINEERING SOFTWARE] ------------------------- - - - - - I I I ICONCENTRATIONI AREA (ACRES) ISOILIDEV.1 Tt i Tc I I 1 Fm I Fm IQ-SUM IPATHISLOPEI V 1 HYDRAULICS I I I I POINT NUMBERISUBAREAI SUM ITYPEITYPEIMIN.1 MIN.1 (in /hr) 1(Avg)I(cfs) l(ft)lft /ftlFPS.1 AND NOTES I I I I ------------- I ------- I ------ I --- I----- I---- I----- I---- I---- I----- I ------ I ---- i----- I---- I---------- - - - - - I I II ------------- I ------- I ------ I--- I----- I---- i----- I---- I---- I----- I ------ I---- I----- I---- 1 --------------- I I I I I I 1 I I -• I I I I 1 110001.01301 •- IINITIAL SUBAREAI I I 1 1001.001 10.11 10.11 A 16D /ACI ---- 1 14.713.5610.4010.3981 28. 71 ---- I ----- I ---- I --------------- I I I I ------------- I ------- I ------ I --- I - - - - -I I----- I---- I---- I----- I- - - - - -1 7001.00861 7 .OIQpipe= 27.941 1 1 1 1 1 1 I I I I 1 1 1 1 In =.0130 D= 2.251 1 1 1 1002.001 1 1 1 1.71 1 1 1 1 1 1 1 1 27.0" -PIPE I I I ICOUPLED PIPE /I I I I I I I I I I 13.21Qstreet= 24.6 1 1 1 1 36.ft- STREETI I I I I I I I I I I ID= 0.50;D *V= 1.61 1 1 1 FLOW TO PT. #I 9.31 1 A 16D /ACI 1 1 10.401 1 1 I 1 IFLOODWIDTH =18.01 I 1 1 1002.001 0.51 19.901 A I Park1 ---- 1 16.413.3410.6810.4051 52.5(SUBAREA FLOW EXCEEDS STR. CAP.)] I I I ------------- I -- --- -- I ------ I --- I - - - -- I I -- --- I -- -- I ---- I -- --- I - - --- - I 6751.0326115.61Qpipe= 52.511 1 1 1 1 1 1 1 1 1 1 1 1 1 1 In =.0130 D= 1.771 1 1 1 1003.001 1 1 1 0.71 1 1 1 ] 1 1 1 1 27.0" -PIPE I I 11 1 10.71 1 A 14D /ACI 1 1 10.481 1 1 1 1 1 1 1 1 1 1 4.11 1 A I Park1 1 1 10.681 1 1 1 1 1 1 1 1 1 1003.001 9.91 44.601 A 111 +Du1 ---- 1 17.113.2510.1610.3931 114.81 ---- 1 ----- I ---- I ADD SUBAREA I I 11 1 10.21 1 A 111 +DUI 1 1 10.161 1 1 1 1 1 1 I 1 1 1 6.81 1 A Ill +Du1 1 1 10.161 1 1 1 1 1 1 1 1 1 1 1.91 1 A] Park] 1 1 10.681 1 1 1 1 1 1 1 1 1 1003.001 8.41 71.901 A Ill +Du1 ---- 1 17.113.2510.1610.3181 189.91 ---- I ----- I ---- I ADD SUBAREA I I I I ------------- I ------ - I --- --- I --- I - - - - - I I - ---- I ---- I ---- I - ---- I - - -- - - I 7401.0351122.51Qpipe= 189.871 1 11 1 1 1 1 1 1 1 1 1 1 1 In =.0130 D= 2.681 1 1 1 1004.001 1 1 1 0.51 1 1 1 1 1 1 1 1 45.0" -PIPE I I 11 1 8.71 1 A 1Condol 1 1 10.281 1 1 1 1 1 1 1 1 1 1 1.01 1 A I Parki 1 1 10.681 1 1 1 1 1 1 1 1 1 1004.001 11.91 93.501 A 1Condol ---- 1 17.613.1910.2810.3131 242.21 ---- I ----- I ---- I ADD SUBAREA I I 11 1 7.91 1 A Ill +Du1 1 1 10.161 1 1 1 1 1 1 1 1 1 1 0.81 1 A I Parkl 1 1 10.681 1 1 1 1 1 1 1 1 1 1004.001 9.41111.601 A 14D /ACI ---- 1 17.613.1910.4810.3191 288.51 ---- I ----- I ---- I ADD SUBAREA I I I I ------------- I - ---- -- I ------ I --- I - - - - -I I--- - - I---- I ---- I ---- - I - - -- -- I 6001.0167118.81Qpipe= 288.491 1 1 1 1 1 1 I I I I 1 1 1 1 In =.0130 D= 3.641 1 1 1 1005.001 1 1 1 0.51 I I I 1 1 1 1 1 60.0" -PIPE I I I I------------- I------- I------ I--- I - - - - -I I-- I- I---- I----- I--- - -- 126401.0326123.91Qpipe= 288.491 1 I I I I I I I I I I 1 1 1 In =.0130 D= 3.381 1 I I 1006.001 I 1 1 1.81 1 1 1 1 1 1 1 1 51.0" -PIPE i t iI--------------------------------------------------------------------------------------------------- - - - - -I I I I I I +-+----------------------------------------------------------------------------------------------------- - - - + -+ +-+---------------------------------------------------------------------------------------------- I I DESCRIPTION OF STUDY: I I NORTH FONTANA SP- MASTER PLAN OF DRAINAGE I I 100 -YEAR STUDY FOR 112 ACRES FLOW INTO SIERRA LAKES I I JN 126 -2050 wli 112ac I I--------------------------------- - - - - - - ( SAN BERNARDINO COUNTY] ------------------------------- I I FILE NAME:112AC.DAT *ENGLISH UNITS* I CALCULATED BY: I I TIME /DATE OF STUDY: 14:20 5/14/2008 I CHECKED BY: I 1 100.0 -YEAR STORM RATIONAL METHOD STUDY (AMC III LOSSES) I PAGE NUMBER 2 OF I 1--------------------------- - -[( c) 1983 -2003 ADVANCED ENGINEERING SOFTWARE]-------------- - - - - -- I ICONCENTRATIONI AREA (ACRES) ISOILIDEV.1 Tt I Tc I I I Fm I Fm IQ -SUM IPATHISLOPEI V I H Y I I POINT NUMBERISUBAREAI SUM 1TYPEITYPEIMIN.1 MIN.1 (in /hr) 1(Avg)1(cfs) I(ft)1ft /ftIFPS.I II ------------- I ------- I ------ 1---1-----I----I-----1----I----I-----i ------ I----I-----I----I---- I I ------------- I ------- I ------ I ---I-----I----I-----I----I----I-----I------ I - ---I-----I----I---- I 1 1006.001 1 111.61 1 1 --- - 1 20.01 1 1 1 288.51 ---- I ----- I ---- ISTRE II ------------- I ------- I ------ I --- I ----- I ---- I ----- I ---- I ---- I ----- I ------ I ---- I ----- I ---- I ---- I I EFFECTIVE AREA = 111.60 Acres TOTAL AREA = 111.60 Acres PEAK FLOW RATE = 288.49 I I TIME OF CONCENTRATION(MIN.)= 20.00 MEAN VALUES: Fp = 0.796 (in /hr); Ap = 0.400; Fm = 0.3 I I-------------I-------I------I---i-----I----I-----I----I----I-----I------ I----I-----i----I----- I I i I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I i I I I I I I I I i I I I I I I I I i I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I i I I I I i I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I i I I I 1 I i i I I I I I I I I I i t I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I i I I I I I I I 1 I I I I I I I I I I I I i I I i I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I i I I I f I i I I I I I I I I i I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I II---------------------------------------------------------------------------------------------- I I +-+---------------------------------------------------------------------------------------- - - - - -- ------- - - - + -+ DRAULICS I I AND NOTES I I ------ - - - - -I I ------ - - - - -i I AM SUMMARY I 1 ------ - - - - -I I cfs I I 19 (in /hr)I I ----- - - - - -I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I i i I I I I I I I i I I I I I I I I I I I I I I I I I ----- - - - - -I I * I * 1 ------- - - - + -+ 1h ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • NORTH FONTANA SP- MASTER PLAN OF DRAINAGE • 100 -YEAR STUDY FOR 112 ACRES FLOW INTO SIERRA LAKES • JN 126 -2050 wli 112ac ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 112AC.DAT TIME /DATE OF STUDY: 14:20 05/14/2008 � USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: li -- *TIME -OF- CONCENTRATION MODEL*- - we USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5300 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEF HALF - WIDTH NO. (FT) 1 18.0 INED STREE' CROWN TO CROSSFALL (FT) 9.0 P- SECTIONS FOR COUP STREET- CROSSFALL: IN- / OUT- /PARK- SIDE / SIDE/ WAY 0.020/0.020/0.020 "ED PIPEFLOW AND STREETFLOW MODEL* CURB GUTTER - GEOMETRIES: MANNING HEIGHT WIDTH LIP HIKE FACTOR (FT) (FT) (FT) (FT) (n) 0.50 1.50 0.0313 0.110 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED 3 UNIT - HYDROGRAPH MODEL SELECTIONS /PARAMETERS: WATERSHED LAG = 0.80 * Tc VALLEY(DEVELOPED) S -GRAPH USED. AREA - AVERAGED USER SPECIFIED DEPTH -AREA 3 DURATION RAINFALL(INCH) REDUCTION FACTOR 8 v 5- MINUTES 0.48 0.98 30- MINUTES 1.10 0.98 1 -HOUR 1.53 0.98 3 -HOUR 3.00 1.00 6 -HOUR 4.60 1.00 24 -HOUR 11.00 1.00 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR UNIT HYDROGRAPH METHOD* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 3 FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< 4 " >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1810.00 DOWNSTREAM(FEET) = 1797.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.695 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.559 SUBAREA Tc AND LOSS RATE DATA(AMC III): dd DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL o w "5 -7 DWELLINGS /ACRE" A 10.10 0.80 0.500 52 14.69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500 SUBAREA RUNOFF(CFS) = 28.73 TOTAL AREA(ACRES) = 10.10 PEAK FLOW RATE(CFS) = 28.73 FLOW PROCESS FROM NODE 1001.00 TO NODE 1002.00 IS CODE = 63 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) «« < UPSTREAM ELEVATION(FEET) = 1797.00 DOWNSTREAM ELEVATION(FEET) = 1791.00 STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 +1� Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.50 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 40.95 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 21.66 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.85 N PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) STREET FLOW TRAVEL TIME(MIN.) = 3.03 * 100 YEAR RAINFALL INTENSITY(INCH /HR) _ SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL = 2.21 Tc(MIN.) = 17.72 3.180 Fp Ap SCS (INCH /HR) (DECIMAL) CN "5 -7 DWELLINGS /ACRE" A 9.30 0.80 0.500 PUBLIC PARK A 0.50 0.80 0.850 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.518 SUBAREA AREA(ACRES) = 9.80 SUBAREA RUNOFF(CFS) = 24.41 EFFECTIVE AREA(ACRES) = 19.90 AREA - AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 19.90 PEAK FLOW RATE(CFS) = 52 52 0.40 49.70 END OF SUBAREA STREET FLOW HYDRAULICS: on DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 23.37 FLOW VELOCITY(FEET /SEC.) = 4.08 DEPTH *VELOCITY(FT *FT /SEC.) = 2.48 *NOTE: ESTIMATED STREET FLOW DEPTH IS GREATER THAN THE MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.50 SIZE PIPE(S) TO SATISFY THE STREET CONSTRAINT AS FOLLOWS: ** PIPE SIZED TO MAXIMIZE STREETFLOW AT DOWNSTREAM NODE ** ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 ASSUME FULL - FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 7.02 PIPE- FLOW(CFS) = 27.94 PIPEFLOW TRAVEL TIME(MIN.) = 1.66 Tc(MIN.) = 16.36 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.337 SUBAREA AREA(ACRES) = 9.80 SUBAREA RUNOFF(CFS) = 25.80 TOTAL AREA(ACRES) = 19.90 PEAK FLOW RATE(CFS) = 52.51 STREETFLOW HYDRAULICS BASED ON MAINLINE Tc STREET HYDRAULICS COMPUTED USING ESTIMATED FLOW(CFS) = 24.57 ** *STREET FLOWING FULL * ** t STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.20 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.60 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 700.0 FT WITH ELEVATION -DROP = 6.0 FT, IS 28.9 CFS, WHICH EXCEEDS THE SPECIFIED STREET CAPACITY AT NODE 1002.00 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1002.00 = 1700.00 FEET. FLOW PROCESS FROM NODE 1002.00 TO NODE 1003.00 IS CODE = 31 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < -- >>>>>USING_ COMPUTER-ESTIMATED - PIPESIZE - (NON- PRESSURE FLOW)< < < << -- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 1783.00 DOWNSTREAM(FEET) = 1761.00 FLOW LENGTH(FEET) = 675.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.61 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 52.51 E PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 17.08 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1003.00 = 2375.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1003.00 TO NODE 1003.00 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc( MIN)=°== 17. 08__________________ _______________________________ * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.252 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN ww RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 10.70 0.80 0.600 52 PUBLIC PARK A 4.10 0.80 0.850 52 RESIDENTIAL 1 "11+ DWELLINGS /ACRE" A 9.90 0.80 0.200 52 ild SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.481 +ew SUBAREA AREA(ACRES) = 24.70 SUBAREA RUNOFF(CFS) = 63.78 EFFECTIVE AREA(ACRES) = 44.60 AREA - AVERAGED Fm(INCH /HR) = 0.39 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 44.60 PEAK FLOW RATE(CFS) = 114.76 do ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1003.00 TO NODE 1003.00 IS CODE = 81 ww-------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.08 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.252 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 10.20 0.80 0.200 52 RESIDENTIAL "11+ DWELLINGS /ACRE" A 6.80 0.80 0.200 52 dd PUBLIC PARK A 1.90 0.80 0.850 52 RESIDENTIAL "11+ DWELLINGS /ACRE" A 8.40 0.80 0.200 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.245 SUBAREA AREA(ACRES) = 27.30 SUBAREA RUNOFF(CFS) = 75.10 EFFECTIVE AREA(ACRES) = 71.90 AREA - AVERAGED Fm(INCH /HR) = 0.32 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 71.90 PEAK FLOW RATE(CFS) = 189.87 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1003.00 TO NODE 1004.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAM(FEET) = 1761.00 DOWNSTREAM(FEET) = 1735.00 FLOW LENGTH(FEET) = 740.00 MANNING'S N = 0.013 a DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 22.49 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 189.87 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 17.63 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1004.00 = 3115.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1004.00 TO NODE 1004.00 IS CODE = 81 -------- -------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.63 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.191 SUBAREA LOSS RATE DATA(AMC III): ' DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN CONDOMINIUMS A 8.70 0.80 0.350 52 PUBLIC PARK A 1.00 0.80 0.850 52 CONDOMINIUMS A 11.90 0.80 0.350 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.373 SUBAREA AREA(ACRES) = 21.60 SUBAREA RUNOFF(CFS) = 56.26 EFFECTIVE AREA(ACRES) = 93.50 AREA - AVERAGED Fm(INCH /HR) = 0.31 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 93.50 PEAK FLOW RATE(CFS) = 242.17 FLOW PROCESS FROM NODE 1004.00 TO NODE 1004.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< +� MAINLINE Tc(MIN) = 17.63 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.191 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 'Ad LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS /ACRE" A 7.90 0.80 0.200 52 PUBLIC PARK A 0.80 0.80 0.850 52 di RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 9.40 0.80 0.600 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.436 SUBAREA AREA(ACRES) = 18.10 SUBAREA RUNOFF(CFS) = 46.32 EFFECTIVE AREA(ACRES) = 111.60 AREA - AVERAGED Fm(INCH /HR) = 0.32 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 111.60 PEAK FLOW RATE(CFS) = 288.49 FLOW PROCESS FROM NODE 1004.00 TO NODE 1005.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< - - >>>>> USING - COMPUTER-ESTIMATED - PIPESIZE - (NON- PRESSURE FLOW)< << << -- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 1735.00 DOWNSTREAM(FEET) = 1725.00 3 FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013 r "R i DEPTH OF FLOW IN 60.0 INCH PIPE IS 43.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 18.83 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 288.49 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 18.16 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1005.00 = 3715.00 FEET. FLOW PROCESS FROM NODE 1005.00 TO NODE 1006.00 IS CODE = 31 ---------------------------------------------------------------------------- I I >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< id »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< +� ELEVATION DATA: UPSTREAM(FEET) = 1725.00 DOWNSTREAM(FEET) = 1639.00 FLOW LENGTH(FEET) = 2640.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 23.86 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 288.49 PIPE TRAVEL TIME(MIN.) = 1.84 Tc(MIN.) = 20.00 w� LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1006.00 = 6355.00 FEET. to END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 111.60 TC(MIN.) = 20.00 .m EFFECTIVE AREA(ACRES) = 111.60 AREA - AVERAGED Fm(INCH /HR)= 0.32 40 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA - AVERAGED Ap = 0.400 PEAK FLOW RATE(CFS) = 288.49 END OF RATIONAL METHOD ANALYSIS d0 am ww e The Arboretum at Fontana North Drainage Study REFERENCES & MAPS Madole & Associates, Inc. R -1 05/14/08 N F M No do +" 09 0 E 10 d ACTUAL IMPERVIOUS COVER Land Use (1) Natural or Agriculture Public Park School Single Family Residential: (3) 2.5 acre lots 1 acre lots 2 dwellings /acre 3 -4 dwellings /acre 5 -7 dwellings /acre 8 -10 dwellings /acre More than 10 dwellings /acre Multiple Family Residential: Condominiums Apartments Mobile Home Park Commercial, Downtown Business or Industrial Range- Percent 0 - 0 10 - 25 30 - 50 Recommended Value For Average Conditions - Percent (2) 0 15 40 5 - 15 10 10 - 25 20 20 - 40 30 30 - 50 -4 0 35 - 55 50 50 - 70 60 65 - 90 80 45 - 70 65 65 - 90 80 60 - 85 75 80 - 100 90 Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental gravels underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area shall always be made, and a review of aerial photos, where available, may assist in estimating the percentage of impervious cover in developed areas. 3. For typical equestrian subdivisions increase impervious area 5 percent over the values recommended in the table above. SAN BERNARDINO COUNTY HYDROLOGY MANUAL ACTUAL IMPERVIOUS COVER FOR DEVELOPED AREAS Z riyurc %.-•+ B-9 FIGURE B -1 4 w— T3 I i -1 N 4- V4 TIN w"I _J ARE" plurl awl 4-- � �� = ���� - - , � TIS mimm - FORM W-- go � PC ME& M m w 9 /L����w a te. +�,..- _._��A�1l��i_�.+. C � - ''�- ._`� `� �� fir- MAO offfflwlfmm...l q W IN FAA a WE am i MF REDUCED DRAWING VALLEY AREA SCALE C=4 M14ES WHYETAL3 2 YEAR 24 HOUR BAUM ON UJL09, VAAO.WLM R.Ml 74N I I . — 'r — I -IIII L 4-- 1 + — A T3N J i L I� , ra1; T ' t ti, 1 i`.. I I A T i I I I ft ew • it, -4 k4 4- .2 T2N '14J T -i '41 .IF i 134 N LO 9 -1.4 - 7 N- 4 Y OPM" I I% J, 7 F I 1� � '$1— �• 4 TTW Lo-4 �L­ f ZVI ' f T . ' s 7 PL 4 1 0 4 vON TAN TIS 4 Is *J 0 ' j C�LTP� N -is -NZ GiZ. • 111611A r III TERT %t 2 RIE ��R E f34 TZS RSIDE 4,. 4/ ; 4 R W 0� 1 t — SAN BERNARDINO COUNTY FLOOQ CONTROL DISTRICT m R5W- VALLEY AREA T3S REDUCED DRAWING ym _ IQ YEAR SCALE I"= 4 MILS YEAR I HOUR t " A SAN BERNARDINO COUNTY 11AKO ON U.&Or, NAM 111 1, W3 1 30 [ w R7W owt V HYDROLOGY MANUAL ' 11 ISOLINES FRKCIPITATION (INCHES) DATE SCALK 1 1 FN 014]Offft NO • ....................... l".1mi. WRO.1 3 of It FIGtJPF R-at IR R6 W 1 . yf I R �w 4 -- 4 ? T_ — F , T 1 R RIE R2E j 4 1 L L Ile f 'IT T " IXT 20- 4 3 F I . — 'r — I -IIII L 4-- 1 + — A T3N J i L I� , ra1; T ' t ti, 1 i`.. I I A T i I I I ft ew • it, -4 k4 4- .2 T2N '14J T -i '41 .IF i 134 N LO 9 -1.4 - 7 N- 4 Y OPM" I I% J, 7 F I 1� � '$1— �• 4 TTW Lo-4 �L­ f ZVI ' f T . ' s 7 PL 4 1 0 4 vON TAN TIS 4 Is *J 0 ' j C�LTP� N -is -NZ GiZ. • 111611A r III TERT %t 2 RIE ��R E f34 TZS RSIDE 4,. 4/ ; 4 R W 0� 1 t — SAN BERNARDINO COUNTY FLOOQ CONTROL DISTRICT m R5W- VALLEY AREA T3S REDUCED DRAWING ym _ IQ YEAR SCALE I"= 4 MILS YEAR I HOUR t " A SAN BERNARDINO COUNTY 11AKO ON U.&Or, NAM 111 1, W3 1 30 [ w R7W owt V HYDROLOGY MANUAL ' 11 ISOLINES FRKCIPITATION (INCHES) DATE SCALK 1 1 FN 014]Offft NO • ....................... l".1mi. WRO.1 3 of It FIGtJPF R-at F r t ► Nr IBM Now . � s _ ! fir' �► a ►..ice .�..��,� %��.y:�►��� MAW . ►► ii iA -ss I a Now S DE `,�� � �• i ,� tea._ R4W `. REDUCED DRAWNG VALLEY AREA SCALE I"= 4 MILES OMYETALI • �� o. pp- � ' , = �� ' � iii �� �� � -,� . Wa 9 NO B-13 FIGURE 9- R7W 2 �zm R 4 - i's w I j 1 P - L_ _L - - 11 * - J_ 2E R2E -4 4— RZE T2S - I - r T r t I 1 1 3b 34-W -4 — , -4 t Ic * "" I I I I I A 17, It 7 L, I . To '4 WE 10 �Q — I I I i —1 4- + I u „ ° - I Ir ! ` ` I R4W R?W + — I , ! _' ! �= r — — I _4.0�. — 4.5. t� _5 T_ T ti 6 I t r _r 1 VAN 4 — J& O W COM T B-13 FIGURE 9- I 2 �zm `ry -4 4— RZE T2S L 34-W ER I DIE -k I t F_ rig R4W R?W t r _r VAN J& O W COM T -R5W IL NINE VALLEY AREA • T3S - T 7. F - F r _S SCALE I"= 4 MILE WHYETALS X3 - 100 YEAR 6 HOUR t r� 4- - TY SAN BERNARDINO COUN '""° ON U.&Qr, WAA.ArLM 1, W3 4 — . _j 41 - �_. _1 - - - 117 30 c 4A I - --- L .6LUAL Apmom Wf 41� Rew I I i R 4.0 wpm HYDROLOGY MANUAL C4.0 ISMINES P RECIPITATION (IWMDI IC"I 0 a l 5 "1 low r.1a It Tm- Qa. mpffiam F mmalmm% ilk= 0 — WA Pilo ffwj�Mwl B-13 FIGURE 9- I I CHIN d `ry -4 4— RZE T2S L 34-W ER I DIE -k I t F_ R4W R?W t r _r J& O W COM T -R5W DRAWING REDUCED DRAWI� VALLEY AREA • T3S - T 7. F - F r _S SCALE I"= 4 MILE WHYETALS X3 - 100 YEAR 6 HOUR t r� 4- - TY SAN BERNARDINO COUN '""° ON U.&Qr, WAA.ArLM 1, W3 4 — . _j 41 - �_. _1 - - - 117 30 c 4A I - --- L .6LUAL Apmom Wf 41� Rew I I i R 4.0 I 1 R6WI HYDROLOGY MANUAL C4.0 ISMINES P RECIPITATION (IWMDI IC"I 0 a l 5 "1 low r.1a It B-13 FIGURE 9- 1 1 - r . - -•� +- _.- I +- •.I 4W 1� -:- . 1!,: _. I - - I R so I I I R / I I �IT lay ,.\ ' . a { - -E Row R t - RIW t 35 RI I I . R2E ±,s 4N - - - - -�'� _ - _ E T4N — T_ _r I- ' �, - I - - -� I I — — — — I — -� — — I- T — — I T ,.e ` _ _ F- _ ao : �- -4 — ! _ I_ _ —Il- I I• I - I ao r 'I• I I �_ ,I M rLESN E i � T It2.o I f -Wrx_ ,0" � . —� — 1- — �� 1 _ » � ��,,. I I I.�' �, � i _ �+� /r-' '�� — — ,,• I I—. 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' . . - -'-',.. . ----- \ c„,. - ,I 1 . __.-,--_., _ _._ ) 1 ‘) , ) \ , '''') ) '',‘y"if ///` I .- - . \ - ' ' c' c ' '`---) 1 c - ' ' ' • ' '" ' ' .) 1. co //' / / - r'i /q ,7 � , ' ,•\\ C � l� cv . j X . �'1 S - ,(lam \ . • WE DATA If'TU I RADUl5 TANGENT ' / '\'= 77 A 'J"f 36 +41.18 LINE "A" =10 +00.00 LAT "A -4 36 +61.17 END OF PROP, RC8 - — - . ww ! ! .•. -9-1 /\ a A a A .... «.+rr» r! CITRUS AVENUE .jl llv -j /% V Z OL IJ 00 +ZO \ t�6'0' ' +OG ' YIS� 00 +90 00 +5c 00 + *f 00 +0f ■ IBM m go 4" dw q" M F ON di E i 4W PIPE & BOX PIPE EQUIVALENT BOX Page G -3 Los Angeles County Flood Control District K w FACTORS FOR CLOSED CONDUITS FLOWING FULL in s . ft. 1. 486 j. Where: Q = discharge in cfs Manning's Formula ; Q = A R sZ. s = friction slope z a A = area of . conduit Q __ _ ' K 1.486 AR for pipe K= 35.6259 d; R = hydraulic radius of conduit si 0.013 for box K= 114.3077 n = 0.013 Q = K s1 p3 d = diameter of pipe 158.4 " = height of equivalent box w = width of equivalent box S K p = wetted perimeter PIPE & BOX PIPE EQUIVALENT BOX A K w A K ft in s . ft. ft. -in. ft. sa. ft. 1.25 15 1.227 64.6 .50 18 1.767 105.0 .75 21 2.405 158.4 2.00 24 3.142 226.2 .25 27 3.976 309.7 .50 30 4.909 410.1 .75 33 5.939 528.7 .00 36 7.068 666.9 .25 39 8.295 825.8 .50 42 9.621 1,006 .75 45 11.044 1,209 .00 48 12.566 1,436 .25 51 14.186 1,688 .50 54 15.gO4 1.967 .75 57 17.721 2,272 5.00 60 19.635 2,6o7, .25 63 21.648 2,966 .50 66 23.758 3 .75 69 25-96 3,780 6.00 72 28.274 4,236 .25 75 30.680 4,720 .50 78 33.183 5,2 .75 81 35.785 5,796 7.00 8 38.485 6,388_ 5' -10" 5.83 40.3 6 1 357 _ ... __ .25 87 41.283 7,015 .50 90 44.179 7 6' -4" 6.33 47.0 7,780 .75 93 47.173 8,379 8.00 96 50.266 9,120 6 - 9 " 6.75 53.5 9,256 .50 102 56.745 10,720 7' -1" 7.08 59.7 10,685 9.00 .50 108 114 63.617 70.882 1-2-94- 14,41 7' -6 8 -0" 7.50 8.00 6 7.0 75.4 12,452 14,598 10.00 120 78.540 16 538 8' - 5 " 8.4 83.6 16 .50 126 86.590 18 835 8 -10" 8.83 .92.1 19 026 11.00 132 95.033 21,322 9' -2" 9.17 100.3 21 303 .50 12.00 138 144 103.879 113.098 24.005 26,890 9' - 7 " 10 -0 9.58 10.00 109.5 119,4 23,954 20,8/,;9 F -01