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Home My WebLink AboutFalcon Ridge at Summit - I 15t HYDROLOGY STUDY FOR FALCON RIDGE TOWN CENTER SUMMIT AVENUE AT THE 1 -15 FREEWAY FONTANA, CALIFORNIA Prepared for REGENCY CENTERS 555 SOUTH FLOWER STREET SUITE 3500 LOS ANGELES, CA 90071 Prepared By. DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. Kaiser Blvd. Anaheim Hills, CA 92808 (714) 685 -6860 Project No. 01 -900 June 28, 2002 ` HYDROLOGY STUDY FALCON RIDGE TOWN CENTER — FONTANA, CALIFORNIA TABLE OF CONTENTS SECTION 1.0 NARRATIVE Introduction Project Description Hydrology Methodology Summary SUSMP Compliance SECTION 2.0 HYDROLOGIC INFORMATION SECTION 3.0 EXISTING ON -SITE HYDROLOGY CALCULATIONS EXISTING ON -SITE HYDROLOGY MAP SECTION 4.0 PROPOSED ON -SITE HYDROLOGY CALCULATIONS PROPOSED ON -SITE HYDROLOGY MAP SECTION 5.0 EXISTING OFF -SITE HYDROLOGY CALCULATIONS EXISTING OFF -SITE HYDROLOGY MAP SECTION 6.0 DETENTION BASIN MAP / DETAIL SECTION 7.0 DETENTION BASIN HYDROGRAPHS SECTION 8.0 DETENTION BASIN SIZING / OUTLET REPORTS SECTION 9.0 FLOW THROUGH DETENTION BASIN CALCS 01 -900 Hydrology Report.doc HYDROLOGY STUDY FALCON RIDGE TOWN CENTER — FONTANA, CALIFORNIA J Lam' I% 17 i� DRC 01 -900 Hydrology Report.doc SECTION 1.0 NARRATIVE Introduction Project Description Hydrology Methodology Summary J Lam' I% 17 i� DRC 01 -900 Hydrology Report.doc HYDROLOGY STUDY FALCON RIDGE TOWN CENTER — FONTANA, CALIFORNIA Introduction ' The Project Site is located on approximately 39.5 acres of land, at the northeast corner of the intersection of Summit Avenue and Interstate 15, in the City of Fontana, California. The proposed commercial/retail development (Project) will not change the overall drainage patterns for the Site, and will drain to a proposed concrete box culvert (see Proposed On -Site Hydrology Map, Section 4.0) that will replace an existing open trapezoidal concrete channel located along Summit Avenue, (see Existing On -Site Hydrology Map, Section 3.0). This box culvert is being installed to allow construction of parking areas and driveways over the channel. Project Description Existing Site Conditions. The Project Site consists of barren, agricultural land with few trees. The site topography is uniformly sloped from the north to south, with storm water runoff discharging overland into an existing concrete drainage channel, located along the northern right - of -way of Summit Avenue. The existing drainage channel serves a regional watershed that includes the Site property, and flows in a westerly direction. Proposed Site Development The proposed commercial development includes retail shops, E restaurants, asphalt parking lots, and landscaped areas. The entire Project Site drains to on -site catch basins and inlets that will collect runoff and convey the flows to a proposed 8 -foot w x 4- foot h, reinforced concrete box. The ultimate discharge point for the proposed reinforced concrete box will be an existing box culvert that conveys flows under the I -15 Freeway, (see Existing On -Site Hydrology Map, Section 3.0) The existing concrete drainage channel along Summit Avenue does not have the required capacity to handle the regional watershed in a developed condition. As part of the City of Fontana Master drainage Plan, the existing concrete drainage channel is going to be replaced with a concrete box culvert to be located under Summit Avenue. This box culvert is in addition to the 8 -foot w x 4 -foot h box culvert being constructed on the Regency parcel. The future master plan box culvert will be designed to service the regional watershed in the developed condition. In the interim period prior to construction of the Summit Avenue box culvert, developing sites upstream of the existing concrete drainage channel will be required to construct temporary detention basins to reduce developed storm water discharges to rates equal to 90% of existing conditions peak storm water discharge rates. Hydrology Methodology The proposed development storm water analysis will be performed in accordance with the San Bemadino County Hydrology Manual. A 2, 10, 25, and 100 year storm event analysis will be performed for the pre and post developed site conditions. ' Time of concentration and peak runoff values for the site were developed using Advanced Engineering Software's (AES) Rational Method Hydrology Computer Program Package for San Bemadino County. Detention Basin analysis was performed using a combination of Hydraflow for Hydrographs, version 5.0, by Intellisolve, and AES Small Area Unit Hydrograph and Flow Through Detention Basin Analysis software modules. D 01 -900 Hydrology Reporc.doc HYDROLOGY STUDY FALCON RIDGE TOWN CENTER - FONTANA, CALIFORNIA ' To reduce developed conditions storm water runoff to 90% of the existing condition rates, detention facilities will be utilized to temporarily detain the difference in pre versus post ' developed runoff rates. Detention facilities will be located off -site on the property to the north of the proposed Site. This area is being used under a license agreement with the upstream property owner for a maximum duration of 5 years. Storm water runoff from the adjacent property to the north will be detained in three separate basins, each receiving runoff from one -third of the 90 acre upstream property, and reduced prior to passing through the proposed commercial Site. The combined reduced detained flows from the adjacent property to the north, and the un- detained Site flows will discharge into the proposed 8 -foot w x 4 -foot h drainage channel at rates equal to or less than 90% of the existing conditions, for the retail site. 0 Adjacent P «nfr C;td' - RPfPr to SPetinn 5.0 for Calculations 1V G1L Stone Design an d analysis of proposed drainage and detention facilities will include the following: First, Total Site Peak the determination of the existing and proposed runoff generated from the 39.5 acre Site property. Allowable Pond The difference between 90% of the existing rate and proposed rates will determine the detention Concentration min requirements and reduction of runoff necessary for the "off- site" 90 acre property to the north. Each Basin cfs _ Second, runoff rates for the off -site property will be calculated to determine the inflow into off - 2 site detention basins. Third, detention facilities will be designed to reduce the off -site flow 86.82 discharge through the Site. Lastly, the on site and off site flows will be combined to determine 20.86 total off -site runoff. 16.67 Summary 51.69 The proposed Project Site is 39.5 acres. The following table summarizes the results of the Project 25 Site existing conditions analysis, proposed conditions analysis, and required detention. 186.63 Project Site - "On- Site" - Refer to Sections 3.0 and 4.0 for Calculations 46.15 Storm Ex. Conditions 90 0 /0 Ex. Conditions Prop. Conditions Total Required Individual Basin Peak Runoff cfs Peak Runoff cfs Peak Runoff cfs Storage cfs Storage cfs 15.93 Year 2 52.34 47.11 71.34 24.23 8.08 83.28 10 1 74.73 67.26 110.28 43.02 14.34 128.00 48.17 16.06 F_ 25 1 88.70 79.83 100 1 105.46 94.91 162.99 68.08 22.69 0 Adjacent P «nfr C;td' - RPfPr to SPetinn 5.0 for Calculations 1V G1L Stone - vu -vaw Time of Total Site Peak Peak Flow to Allowable Pond Year Concentration min Runoff cfs Each Basin cfs _ Outflow cfs 2 17.63 86.82 28.94 20.86 10 16.67 155.08 51.69 37.35 25 16.38 186.63 62.21 46.15 100 15.93 249.85 83.28 1 60.59 Each of the three detention basins (see Detention Basin Map, Section 6.0) are designed to reduce the peak inflow to levels equal to or less than the allowable outflow. All three basins have the same volume and outlet structure design. The proposed temporary detention basins have been designed in accordance with Appendix A of the San Bernadino Hydrology Manual. The total storage volume for each basin is approximately 58,500 cubic feet. The basins have a maximum depth of seven feet. Outlet structures for each basin have been designed so that under various storm year events at least one foot of freeboard is maintained. The outlet structure for each basin consists of a three foot diameter riser with a 24" diameter circular orifice located at the basin floor elevation and a 1.5' wide slotted weir located 1.5 feet from the top of the riser. The top of 01 -900 Hydrology Report.doc HYDROLOGY STUDY FALCON RIDGE TOWN CENTER - FONTANA, CALIFORNIA th riser shall remain open and serve as an emergency spillway for the basins. The top of riser has an elevation 1.5' feet lower than the top of the basin. The riser outlet consists of a 24" storm drain pipe. The following table is a summary of the inflow and outflow from one of the three basins. Values are equivalent for each of the three basins. n i Dete 1D_c r +^ eP,.r;nne 0; n 7 0_ R_0 and 9.0 for Illustrations and Calculatio IMULL L7GJU1 Storm - i�b ►va w uvv............. Basin Peak Inflow -, • . -, - -- Allowable Basin - -- - - - Basin Peak Depth of Water in Freeboard Year cfs Outflow cfs Outflow cfs Basin feet feet 2 28.94 20.86 17.17 3.17 3.83 10 51.69 37.35 26.33 4.63 2.37 25 62.21 46.15 35.54 5.11 1.89 100 83.28 1 60.59 1 51.21 1 5.81 1.19 Site unoff Runoff Storm Peak "On- Site" Peak "Off- Peak "Off- Site" Total "Off- Site" "On -Site" + Year Proposed Site" Existing Basin Discharge Discharge (cfs) "Off-Site" Runoff cfs Runoff cfs Runoff cfs cfs 47.11 Runoff 2 71.34 86.82 17.17 51.51 122.85 10 110.28 155.08 26.33 78.99 189.27 25 128.00 186.63 35.54 106.62 1 234.62 100 162.99 249.85 51.21 153.63 1 316.62 Runoff Corr 411JV11 Storm 90% Existing Existing Peak Allowable Total Total "On -Ste" + Year "On- Site" "Off - Site" Peak Runoff (cfs) "Off- Site" Runoff Runoff cfs Runoff cfs cfs 2 47.11 86.82 133.93 122.85 10 67.26 155.08 222.34 189.27 25 79.83 186.63 266.46 234.62 100 94.91 249.85 344.76 316.62 In conclusion, through the incorporation of three off -site detention basins utilized to reduce off - site runoff rates passing through th project site, the total storm water runoff rate meets the criteria of being equal to or less than the 90% of existing flows. In addition, on -site storm drain systems have been designed to accept drainage from the upstream 90 acres as a developed site using a residential scenario with 8 -10 dwellings per acre (2 cfs/acre). If the 90 acres is developed prior to the implementation of the master drainage plan box culvert in Summit Avenue, the 3 detention basins can be enlarged to mitigate the increased storm water flows. it � . M - 01 -900 Hydrology Report.doc HYDROLOGYSTUDY FAT !`nN nmrrF TnWN ('T.NTF.R _ FnNTANA_ CA1.1VnRNTA SECTION 2.0 HYDROLOGIC INFORMATION 01 -900 Hydrology Report.doc I r t . 4 -7� a R K 07 q A .. ... 7 - IV. .IovRc .4mOLpO7:MAP A D j . kkA� 1. Av r L I. - A 'p - 0. x 7 p _ 'rf r 1h 44- e. N V. 1. I v- , 5' 1� ti % j r" o a A .7r V U'. 1. u, U I % k I I r Y! Z A Te.. e .,,Y. • I 1?1:_ 'Y ffey >51 ; M_�Ul • WN t. 'D/ ll.r CZ7 GEOLOOV y rt, D 1 . o ?s 6�fo s RCE� 497t'. SCS- SURV t ,V 7 �Af f 1. ... . .. ..... 0 Z.4 _:r I v Y14": q _ 7 A C, A. 5 : - 7 4' Y; is 4. q A J" ii it k c l 7., L ------ - Z El % A �h.•i'• '�' / [ {, !' _ '^ - �•� crua -y t"':••" ___- `f.:.:� lL"'� - _ 'Si r I_ - „ 't ��'�� "' • t • h �,_—` _� y 4• t. :l ,! - A _ •'�� _ , • 'p,`f _ •.5, -.-L c, .. l i .ran - -- ,+- T�� --�., 9 -- ^�" _ _ • t t A r �4_ eA—F . . . . . . J 1 z7 J 11 a mislE m - MV; z N ve- tl . 0 in • 77 A SAN BERNARDINO COUNTY HYDROLOGY MANUAL -A F7 .7 1371 J A . ..... "T INDEX MAP 1 7- 7, A Ti —Zl T •r. L �= �- 1 4 V 8 ...... A .J I ZAP J_ - lo A- it 7- Zv A r 7 L[GE.0 SOIL GROUP 13OUNOARY A SOIL GROUP DESIGNATION SCALE 1-40P00 BOUNOARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 HY DROL OGIC r)r-%ie-% nit c GROUP KAAD C - 26 FOR SOUTHWEST—A AREA ci,iior r-i-A _`N NN C-2 SAN BERNARD NO COUNTY C-4 INDEX MAP 1 7- 7, A Ti —Zl T •r. L �= �- 1 4 V 8 ...... A .J I ZAP J_ - lo A- it 7- Zv A r 7 L[GE.0 SOIL GROUP 13OUNOARY A SOIL GROUP DESIGNATION SCALE 1-40P00 BOUNOARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 HY DROL OGIC r)r-%ie-% nit c GROUP KAAD C - 26 FOR SOUTHWEST—A AREA ci,iior r-i-A n �w D fl [,I Curve(1) Numbers of HYdroloeic Soil -Cover Complexes For Pervious Areas -AMC 11 Soil Group Cover Type (3) Cover (2) NATURAL COVERS - Barren 73 E6 91 93 (Rockland, eroded and graded land) Chaparral, Broadleaf Poor 33 70 80 E3 (Manzonita, ceanothus and scrub oak) Fair 40 63 73 91 Good 31 37 71 79 Chaparral, Narrowleaf Poor 71 E2 as 91 (Chamise and redshank) Fair 33 72 81 S6 Grass, Annual or Perennial Poor 67 79 86 E9 Fair 30 69 79 E4 Good 33 61 74 90 Meadows or Cienegas Poor 63 77 E3 33 (Areas with seasonally high water table, Fair 31 70 30 E4 principal vegetation is sod forming grass) Good 30 39 71 7E Open Brush Poor 62 76 24 U (Soft wood shrubs - buckwheat, sage, etc.) Fair 46 66 77 93 Good 41. 63 73 ai Woodland Poor 43 66 77 33 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 30 percent.) Good 23 33 70 77 Woodland, Grass Poor 37 73 E2 E6 (Coniferous or broadleaf trees with canopy Fair 44 63 77 32 density from 20 to 30 percent) Good 33 3E 72 79 URBAN COVERS - Residential or Commercial Landscaping Good 32 36 69 73 (Lawn, shrubs, etc.) Turf Poor 33 74 93 37 (Irrigated and mowed grass) Fair 44 63 77 32 Good 33 3E 72 79 AGRICULTURAL COVERS - Fallow 77 96 91 94 (Land plowed but not tilled or seeded) SAN BERNARDINO COUNTY CURVE NUMBERS FOR HYDROLOGY MANUAL PERVIOUS AREAS r- r, Figure C -3 (I of 2) 0 TABLE C.2. Fm (in /hr) VALUES FOR TYPICAL COVER TYPES SOIL GROUP COVER TYPE A p (1) A B C D NATURAL: Barren Row Crops (good) Grass (fair) Orchards (fair) Woodland (fair) URBAN: Residential (1 DU /AC) Residential (2 DU /AC) Residential (4 DU /AC) Residential (10 DU /AC) Condominium Mobile Home Park Apartments Commercial /Industrial 1.0 0.41 0.27 0.18 0.14 1.0 0.59 0.41 0.29 0.22 1.0 0.82 0.56 0.40 0.31 1.0 0.88 0.62 0.43 0.34 1.0 0.95 0.69 0.50 0.40 0.80 0.78 0.60 0.45 0.37 0.70 0.68 0.53 0.39 0.32 0.60 0.58 0.45 0.34 0.28 0.40 0.39 0.30 0.22 0.18 0.35 0.34 0.26 0.20 0.16 0.25 0.24 0.19 0.14 0.12 0.20 0.19 0.15 0.11 0.09 0.10 0.10 0.08 0.06 0.05 NOTES: (1) Recommended a values from Figure C -4 (2) AMC II assumed for all Fm values (3) CN values obtained from Figure C -3 (4) DU /AC =dwelling unit per acre C -16 • ■■■■■■.■■■■■■■■ :i :iC�::::::!1R Ea i►rl� ■■■► 11111::'! ■ ■ ■ ■ ■ ■ ■ ■ ■■ ■■■■■ N UNND■4=1 .. 11111C:::::� ■ 011"Momooft 1 MENNEN ------ - - - - -- ■■.■ p os l u 1010 s in ...m i■ ■ �■ :\ ■■■q.■ ■o■ 1■ ■W �■ ENO Mon i'iiililii! ill 11 :C::::: :::C:: `: :: 0111111111 C: .■■......■.■... =8111=:1111111 : ■1 = ■ ■ ■ 10 ■ ■ ■■■ ■■ Manz 4 � ,.. • r , R5 =ME • i, 1.; - .W I I .R W R6W I 1 } - + } 4• { . . -S, `i } — — - - - - -- •fit , r I • I I 4 — I — I N •1D ! z I _ . 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' : BASED ON Y qo - 1 00 YEARF'HOUR �I -- !- ° -. ..r. ♦'•i.i • __ 4 IWW1 ■ _ •, , " .,�� 130 - S AN BER COUNTY • 8 W •W HYDROLOGY MANUAL C S ISO (INCHES) DATE '`= ►. f� i M Y Iry fflr • OS pRECIPITATI ,sr°.. , ma . rut mg em N ( r•. 1992 f • sea •wi0-r s 4112 �wr •tire • 41 B FIGURF R -4 e t c c c i v c i 3.5 3.3 3 3 2.5 2.5 N W S V Z Z = 2 2 F— a W J 1.58 U. 1.5 (IHZJ 1.5 Z I.07 i (pA2 I 0.5 Q5 0 0 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE 1. FOR INTERMEDIATE RETURN PERIODS PLOT 10 —YEAR AND 100 -YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERKM FOR EXAMPLE GIVEN ID -YEAR ONE HOUR • 0.95" AND 100 -YEAR CNE HOUR 0 1.60", tS -YEAR ONE HOUR i 1.19 REFERENCE s N 0 A A ATLAS t. VOLUME =r- CAL.,19T3 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES D -7 FIGURE D -2 .I. 1 1 •l- -' - ' 1 i I _ I ! = I - : � . e ...Ae- = - ' `,: c r ' I _ -- r - • t -- 1 - r -- T / LUCERNE - i .. 6 •, I I I W I R • )D I I R5 , 4W 1 1. 0 ,� 1 - - p- r -- - RIW �i'+ Is RIE ° "�•• R2E 'SAr i I •y, I I i 1- r I 1ef h� I I T4N A"r,•io,lo ! • War. t I -- `1 I I I - I ' ' , ST I , . I D o =.•' I I I I I' I . "1 \' I i I a,u ..el�llw.r A it I I . I I I ;a _ - \�'¢ . J I or A Q�• o I f i I I 1 q �� S \ I -•- • -�I- r •„� r r - I - I I - .- - 7- _' :'� = •- y-,. I __ XX E i lC•..� It T I _/4 �1( I •� I , :1 l ' � I \' I I 1 16 �\ T - - - 11 7 C `• -� -I I • j _ °'° .. en., '� I---c .yr..• •••� r. r.a �� :��'Y •I- a /- .WTk_'I - ' L:L- .- I - __ I _- ' I i +' r�d 1 1 •l- -' - ' 1 i I _ I ! = I - : � . e ...Ae- = - ' `,: c r ' I _ -- r - • t -- 1 - r -- T / 4• I i I ,. ,. - � - - L Nr 'SAr i I •y, 1 4.'S I - I I ! 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R6W I HYDROLOGY MANUAL ().o ISOLINES Pf1 ECIPITATION (I NCMES) drE SCALE Mn wM. an 1982 r•ala wwo ! w I2 4 T4N 11 .;- R8W - - ,_ PN[LAN i R6 - T r -- ' +- - 4 {, _ - _ "� wAL R 7 I R 5 } W I, ` }- -} wLacr - r R IW R2E - -I— r -� — — ?- _ T —I +- r _ _� _ _ _ I 4 .o _ — T4 N ' I 1 I r CST MIT I I I v — -. --••' _ I ' _' f \ I I •Y ' . I M S.0 I I •I I I ' i '�. CnR' ' a r ---4 I ••* '-' _ I 5 3 ' — 01 OV I 5.0 1 I \ r I g I• I I I �F' j w,tar • P 4 + 6.0 -_ t, I I 'a - 1 ,R %� ' I — I J ! \ R•�•LESNIRc . I .) 4 .� r i - a �. .0 T 12 / 2.0 I a ,rE •s3" • I '� `' ' �, y I f OP. `' ".�, { e< [• - 1 •I�. /- J„TN. -� i +' 1 I I ' ' 2 � 18. t r - < � l'' _ .0 I � I • �: r ,,�'.�a I , � / i I _ 1 I — � I .� — . \ � • i A i s -f- :� I i — I- = i •�` I ;' '+ a I I ' I _ _ - "- �' -- — .T'�'i' �+ —, ' , -_ ;_ - \ ' " �,„i f I I � d9, D.o — 1 [' * <• a - �'r I d I �' — �•i — — ) - — I-- I ! 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I: , `C'� ..y- !. � f• !: (4° ./ , - , -_ / �. • ° L flATf — —� - "'t - •r •' -- )-- - 1 .:� _ ,:<, _ \ �� i ,� .)l'.,.°« J cvt,, aj i / -`' - - - - -r • -- r •� -'t� -' Y e7' _ r -- �- • ARTOM I ay ', I - 10.0 - - T I N I I 1 N D• -„ � ° -� — I ,: UP • 3v _ y �;r �` rl, SAN I' "� I ' 1 A 'E'I ,. 1.� I CLAREMONT ALT 0_ e• : ` i ' I e` <, • I I I _' - - ' b!� _ cucA NOA .:.;:�'• FONTANA -" Aa• • L ' 1 $ I 8.0 • r . RAs + O N TA R i O 1 s • ` - ( - -' r - •' t - -�',- '•�; y'' L Th \ , I — OLTON a[c - - ; _ - +•. ...- - _, _ _ 19.0 ` \' - _. REDLANDS a.c. .[ � _ 1 a� � I t TI$• / oN 10.0 ( i1NO� - / 3' ' ... T - 7 • "`! - I t 1 .. `I 1 '• _ - tea a•.o .., _ ' "'icy I _ I l � - -.4-•� - I -. -- - - `.\ rr7 / / / "` •.. 1 i 'D•. ...k '.yi •' ` CREST OR[ t�,_' _ ,ao _ __ _ e,n n[ •1 P �s.Oh " r ' K.0 L • {'�'. ;-j �4, J.0 T d• <[ � i s: .�`a. +uNy I yal•'a • TER •A•.o, I �.; / \� ... OAK [N �. . CHINO oRANI I1 a -• ,' •a , I •,r.,• , I ,,�,Qv: \ •_ - - r< 7.0 ��R =CT/ I T2$ - 1 \• / ♦ 4 e I - _f - - - BAN I B ERNA DIRO . ouNYr °• " ww, ). • \°° .. T �� RrviRaloc . couNr - - ' I I R I' / Y ,�. — — - - - ' - . _ T IIQG 3 % ' ki t ,.. .. ,..I,3 - - � -� -� .e<on ..a • -- �- — -- • — '� --! — °l 1 • / : / •-•�/ R4W i R s.o R2W \ • ° / RI - R 5 W a.o I I l i t {r:D00 COhiROL• '+- T3 _ ° °i_ / REDUCED DRAWING SCALE 1� 4 MILES fi C A SAN BERNARDINO COUNTY I i I R8 ; - - -- — -1 W ' R6W HYDROLOGY MANUAL L Ho c ISOLINES PRECIPITATION (INCHES) SAN SERNARDINO COUNTY F mQ CONTROu I TRI T - ..VALLEY AREA ISOHYETALS X. '= IOO.YEAR- 24" HOUR. USED ON U.SD.c, !}CAA. ATLAS .2,1973 APPFKNM !r l FL FER DATE SCALE ME w a ' oRWG.NO. 1982 1 "•L WR -1 6 of 12 e E t i 0 0 t c i e (10.5 t0 10 9 9 8 $ W U 2 2 7 H a W D J J u. (o 2 Q � Q: S r l S q 4 3 3 2 5 10 23 50 100 RETURN PERIOD IN YEARS NOTE 1. FOR INTERMEDIATE RETURN PERIODS PLOT 10 -YEAR ANO 100 - YEAR ONE NOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIM FOR EXAMPLE GIVEN 10 -YEAR ONE HOUR■ 0.95 AND 100 -YEAR CNE HOUR • 1.60 , 2 5 - YEAR ONE HOUR 91.16 REFEREN ATLAS E, VOLUME =- CAL.,1973 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES D -7 FIGURE 0-2 1 HYDROLOGY STUDY FALCON RIDGE TOWN CENTER — FONTANA, CALIFORNIA J SECTION 3.0 EXISTING ON -SITE HYDROLOGY CALCULAT IONS EXISTING ON -SITE HYDROLOGY MAP Ll� 1 1 01 -900 Hydrology Report.doc #ffff+ltffff #RRtfffff ffff ♦ +ftfflflf*ff tf +!!ffff +ff ffff lfffffff \lfffrlwlff lff 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 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P:(714)685 -6860 F:(714)685 -6801 f ♦• ♦1f Rf 1f rltf f........... DESCRIPTION OF STUDY *rrrrfwf wffwlf+rlrrlrrtrwr * Regency Commercial Property * Existing Conditions Analysis * 2 Year Storm ++ +frf \rfff rffffrt #+ +f♦1t♦ff11f/t1t•tt♦iftl :rRf rfftff ++f r + ++ +ffR• +tr!• + + ++ FILE NAME: 01900EX2.DAT TIME /DATE OF STUDY: 08:45 06/30/2002 ......___: .......................:_.......... ............................... USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ............................................. ............................... - -*TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) 2.00 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* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) . 1.070 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.580 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 2.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.7135 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLAW 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) (PT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLAW -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 fflRf +fl +f#ff#fffffff \f if lffffff\tf tf ffff ►fffffitfrfft +f +f !#ffff!!! !ffflff if FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE _ 21 ---------------------------------------------------------------------------- » >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA.. _______________________________ INITIAL SUBAREA PLOW - LENGTH (FEET) _ 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1592.00 DOWNSTREAM(FEET) = 1587.00 Tc = K *((LENGTH** 3.00) /(ELEVATION CHANGE)] **0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.141 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.207 SUBAREA Tc AND LASS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" A 1.29 0.42 1.00 78 9.14 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) . 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) _ 2.08 TOTAL AREA(ACRES) = 1.29 PEAK FLOW RATE(CPS) = 2.08 •ffflff \1k ♦tlffffffflf ltf tiff tf# tfffff• R1ffi+ f ♦lf +ffffffrtfffff #ffttRffffttf FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW - << ___________________________________________ ___ °_.... ...................._.. MAINLINE Tc(MIN) = 9.14 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.207 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 11.25 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap _ 1.00 SUBAREA AREA(ACRES) . 11.25 SUBAREA RUNOFF(CPS) = 18.13 EFFECTIVE AREA(ACRES) = 12.54 AREA - AVERAGED Fm(INCH /HR) _ 0.42 AREA - AVERAGED Fp(INCH /HR) = 0.42 AREA - AVERAGED Ap . 1.00 TOTAL AREA(ACRES) 12.54 PEAK FLOW RATE(CFS) = 20.21 frffffr\1ff 1f 1\ fflf•fff•t11r\Rfffttffllfffff•f •ffftltlf ffflff! +•f tf ffff !ffff FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 51 ---------------------------------------------------------------------------- s» >.COMPUTE TRAPEZOIDAL CHANNEL FLOW « «< »» >TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) « «< .................. ... ...... . ....................................... ..... :. :. ELEVATION DATA: UPSTREAM(FEET) = 1587.00 DONNSTREAM(FEET) = 1572.00 CHANNEL LENGTH THRU SUBAREA(FEET) . 500.00 CHANNEL SLOPE = 0.0300 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR _ 33.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 CHANNEL FLAW THRU SUBAREA(CFS) = 20.21 FLAW VELOCITY(FEET /SEC) . 3.08 FLAW DEPTH(FEET) = 0.38 TRAVEL TIME(MIN.) . 2.71 Tc(MIN.) = 11.85 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 3.00 _ 700.00 FEET. ffff ►f•f+ffff !!ffff +!ffflff +f \lR +fi +!!ffff•! tf llfffffRfffffffflRf #ff ;Rfff efr FLAW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE _ 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK PLOW « «< ............................................. ............................... MAINLINE Tc(MIN) = 11.85 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 1.888 SUBAREA LASS RATE DATA(AMC II): M M M M M r M M M e M a M® r DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CH NATURAL POOR COVER •BARREN" A 26.96 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LASS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 26.96 SUBAREA RUNOFF(CFS) = 35.73 EFFECTIVE AREA(ACRES) 39.50 AREA - AVERAGED PM(INCH /HR) . 0.42 AREA - AVERAGED Fp(INCH /HR) = 0.42 AREA - AVERAGED Ap . 1.00 TOTAL AREA(ACRES) = 39.50 PEAK FLOW RATE(CFS) . 52.34 ffffff lfflffffffflfffff fff if /* 1111} ffff} ff fff f11ff /}ff1}fff11ff 11f}f 1f ♦11#f} FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 51 ---------------------------------------------------------------------------- » >> COMPUTE TRAPEZOIDAL CHANNEL FLOW« «< » »>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) « «< ____ .... ____ ........................................... _.................... ELEVATION DATA: UPSTREAM(FEET) = 1572.00 DOWNSTREAM(FEET) = 1560.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0240 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 33.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 __ »WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH). AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS. CHANNEL FLOW THRU SUBAREA(CFS) = 52.34 FLOW VELOCITY(FEET / SEC) = 4.87 FLOW DEPTH(FEET) = 0.50 TRAVEL TIME(MIN.) = 1.71 Tc(MIN.) = 13.56 = = >FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH LONGEST FLOWPATH FROM NODE END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) _ AREA - AVERAGED Fp(INCH /HR) PEAK FLOW RATE(CFS) _ END OF RATIONAL METHOD ANA 0.00 TO NODE 5.00 . 1200.00 FEET. . ............. ............................... 39.50 TC(MIN.) = 13.56 39.50 AREA - AVERAGED Fm(INCH /HR)= 0.42 0.42 AREA- AVERAGED Ap = 1.00 52.34 .YS I S ! ♦ #lfflif fff iffftffff iffillff ♦f ffff \f \4 #ftf#if tffff \1f4 }ffffff lff4kffffffff\ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (see) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P:(714)685 -6860 F:(714)685 -6801 ffff 1f 111}lfff♦ :ffffff if :♦ DESCRIPTION OF STUDY * * * f•!kf fff if if fff \ffffff# Regency Commercial Property Existing Conditions Analysis 10 Year Storm ffff fff /ff }f if if ffffff if ff •ffffiffffff#ffffflf if ♦ffffff lffffffl\tffl4f if if FILE NAME: 01900E10.DAT TIME/DATE OF STUDY: 09:09 06/30/2002 ............................................. ............................... USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ............................................. ............................... -- *TIME-OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) = 5.00 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* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.070 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 1.580 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 5.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.9398 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFIOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK - HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) ___ ----- ......... ................. ...... ..... ...... ..... ....... 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint - 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ffffffffff lfff\!1f \!ffffflf fff ♦fffff ffffff !ffff lff}fff \ffff ►ffffflf fff \fff!\ FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 21 ---------------------------------------------------------------------------- » >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1592.00 DOWNSTREAM(FEET) 1587.00 Tc = K *((LENGTH ** 3.00)/ (ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) . 9.141 * 5 YEAR RAINFALL INTENSITY(INCH /HR) . 2.906 SUBAREA TC AND LASS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" A 1.29 0.42 1.00 78 9.14 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) . 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) 2.89 TOTAL AREA(ACRES) = 1.29 PEAK FLAW RATE(CFS) = 2.89 flit \f if iff if ff \f tlltffff t fff \ff•f if tiff iffffff tff•tffffff tffffflifflf •tftf• FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- >>> >ADDITION OF SUBAREA TO MAINLINE PEAK FLAW « «< .::.= s ....................................... ............................... MAINLINE Tc(MIN) = 9.14 * 5 YEAR RAINFALL INTENSITY(INCH /HR) = 2.906 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 11.25 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 11.25 SUBAREA RUNOFF(CFS) = 25.21 EFFECTIVE AREA(ACRES) = 12.54 AREA - AVERAGED Fm(INCH /HR) = 0.42 AREA - AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap . 1.00 TOTAL AREA(ACRES) = 12.54 PEAK FLOW RATE(CFS) = 28.10 1f lffffif fftllf iff\fff lffif11t1tf if 111f lffftlff \f tllfkf •ffiftffff ♦ ♦fffRifltf FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 51 ---------------------------------------------------------------------------- » » >COMPUTE TRAPEZOIDAL CHANNEL FLOW « «< »» TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) < . ELEVATION DATA: UPSTREAM(FEET) = 1587.00 DOWNSTREAM(FEET) = 1572.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE . 0.0300 CHANNEL BASE(FEET) = 5.00 *Z" FACTOR = 33.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 CHANNEL FLOW THRU SUBAREA(CFS) = 28.10 FLOW VELOCITY(FEET /SEC) = 3.38 FLOW DEPTH(FEET) = 0.43 TRAVEL TIME(MIN.) = 2.47 Tc(MIN.) = 11.61 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 3.00 = 700.00 FEET. ♦ffftt ltffitRf iff ■1tf 1ffi11 ■\ fff ♦11ff\f llf ff iR••t \iff lffff if \if t1t 1f 1f \f \f if FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE . 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLAW <.<c< ............................................. ............................... MAINLINE Tc(MIN) = 11.61 * 5 YEAR RAINFALL INTENSITY(INCH /HR) = 2.518 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER -BARREN- A 26.96 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LASS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 26.96 SUBAREA RUNOFF(CFS) = 51.00 EFFECTIVE AREA(ACRES) 39.50 AREA - AVERAGED Fm(INCH /HR) = 0.42 AREA - AVERAGED Fp(INCH /HR) . 0.42 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 39.50 PEAK FLAW RATE(CFS) = 74.73 tf lffff\ffifffffffl lfff ♦ \Rfi\f lfflff lfffiff iff ifffff lfltf R\f ttltfff lff••f ♦!t FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 51 ---------------------------------------------------------------------------- » »>COMPUTE TRAPEZOIDAL CHANNEL FLAW <c «< » >>> TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) « «< ............................................. ............................... ELEVATION DATA: UPSTREAM(FEET) = 1572.00 DOWNSTREAM(FEET) = 1560.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE . 0.0240 CHANNEL BASE(FEET) . 5.00 "Z" FACTOR = 33.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 _. »WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH). AS AN APPROXIMATION, FLAWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS. CHANNEL FLOW THRU SUBAREA(CFS) . 74.73 FLAW VELOCITY(FEET /SEC) = 6.95 FLOW DEPTH(FEET) = 0.50 TRAVEL TIME(MIN.) . 1.20 Tc(MIN.) . 12.81 = = >FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH LONGEST FLOWPATH FROM NODE ........................... END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) _ AREA - AVERAGED Fp(INCH /HR) PEAK FLOW RATE(CFS) _ ........................... ........... . .............. , END OF RATIONAL METHOD ANA 0.00. TO NODE 5.00 . 1200.00 FEET. ............................................. 39.50 TC(MIN.) = 12.81 39.50 AREA - AVERAGED FM(INCH /HR)= 0.42 0.42 AREA - AVERAGED Ap = 1.00 74.73 ............................................. ............................................. fYSIS ffffif iff♦ flffffftfff •ffffff\f #fffllftffffflf ffffffffffff /fffffff •ffff •fffff 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 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P:(714)685 -6860 F:(714)685 -6801 ft ♦ifffff lffffffffflffff Rf DESCRIPTION OF STUDY ff#RtRlfffffff if if it•f 1f #t ' Regency Commercial Property ' * Existing Conditions Analysis ' * 25 Year Storm ffffffftf lftlrrffffft Rffff rfftffRff Rf if rf fffftfif RffR #f itfffiffffflfffffff FILE NAME: 01900E25.DAT TIME /DATE OF STUDY: 09:11 06/30/2002 .._:__....: ................:_.._........... ...._.......................... USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: .. ............................. =. ......................................... -- *TIME -OF- CONCENTRATION MODEL * -- USER SPECIFIED STORM EVENT(YEAR) 10.00 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- 10-YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 1.070 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.580 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT - 10.00 1 -HOUR INTENSITY(INCH /HOUR) - 1.0807 SLOPE OF INTENSITY DURATION CURVE _ 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETPLOW 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 70 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth - 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)* (Velocity) Constraint - 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED fffffff \ff ♦fftf fff #fllfrfflffff if tlRfff if ff iffff if iff \f ifff lffttlf rtffffffff FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE - 21 ---------------------------------------------------------------------------- .> ».RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< _______________________________________ INITIAL SUBAREA PLOW - LENGTH (FEET) 200.00 ELEVATION DATA: UPSTREAM(FEET) - 1592.00 DOWNSTREAM(FEET) - 1587.00 Tc _ K *[(LENGTH** 3.00) /(ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) - 9.141 * 10 YEAR RAINFALL INTENSITY(INCH /HR) - 3.342 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER •BARREN" A 1.29 0.42 1.00 78 9.14 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 1.00 SUBAREA RUNOFF(CFS) 3.40 TOTAL AREA(ACRES) - 1.29 PEAK FLOW RATE(CFS) - 3.40 if ffffffffffff#ftfffff if llif if kifff if iff ifffif fff \ff lff if tfffltf #f lfifffffff FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE - 81 ----------------------------------------------- ----------------------- - - - - -- » >>> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< _______________________:_:_:_:::__:__::______ ............................... MAINLINE Tc(MIN) - 9.14 * 10 YEAR RAINFALL INTENSITY(INCH /HR) - 3.342 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER -BARREN' A 11.25 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 1.00 SUBAREA AREA(ACRES) = 11.25 SUBAREA RUNOFF(CFS) - 29.63 EFFECTIVE AREA(ACRES) 12.54 AREA - AVERAGED Fm(INCH /HR) - 0.42 AREA - AVERAGED Fp(INCH /HR) - 0.42 AREA- AVERAGED Ap - 1.00 TOTAL AREA(ACRES) - 12.54 PEAK FLOW RATE(CFS) - 33.02 fffRf tffffffff ♦r ♦1rflfffff•f!••ifffffilflfflf •liffflfffffffffiff • lfff if! #f Rr FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE - 51 ---------------------------------------------------------------------------- » »>COMPUTE TRAPEZOIDAL CHANNEL FLOW« «< » » >TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) « «< ......................................=...... .................=............. ELEVATION DATA: UPSTREAM(FEET) - 1587.00 DOWNSTREAM(FEET) - 1572.00 CHANNEL LENGTH THRU SUBAREA(PEET) = 500.00 CHANNEL SLOPE - 0.0300 CHANNEL BASE(FEET) - 5.00 *Z* FACTOR - 33.000 MANNING'S FACTOR - 0.030 MAXIMUM DEPTH(FEET) - 0.50 CHANNEL FLOW THRU SUBAREA(CFS) - 33.02 FLOW VELOCITY(FEET /SEC) - 3.52 FLOW DEPTH(FEET) - 0.46 TRAVEL TIME(MIN.) - 2.37 Tc(MIN.) - 11.51 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 3.00 = 700.00 FEET. fffffffft #ffrffff \tfffffff if if riff if ff fffilf fffffff f if ifflrfflfffflffffflf rf FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE - 81 ---------------------------------------------------------------------------- . »> .ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< ............................................. ............................... MAINLINE Tc(MIN) - 11.51 * 10 YEAR RAINFALL INTENSITY(INCH /HR) - 2.911 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN• A 26.96 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Pp(INCH /HR) . 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 26.96 SUBAREA RUNOFF(CFS) = 60.54 EFFECTIVE AREA(ACRES) 39.50 AREA - AVERAGED Fm(INCH /HR) = 0.42 AREA - AVERAGED Fp(INCH /HR) . 0.42 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 39.50 PEAK FLOW RATE(CFS) = 88.70 ffffffrrrffrfftff#• f rrff # #f #rf #ffrrffff rf rf#ff#frf rff •##••f erfrrffrff ##rf rfr FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 51 ---------------------------------------------------------------------------- >> » COMPUTE TRAPEZOIDAL CHANNEL FLOW<c<< >> » TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)c <ccc ____________................................................................ ELEVATION DATA: UPSTREAM(FEET) = 1572.00 DOWNSTREAM(FEET) = 1560.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE . 0.0240 CHANNEL BASE(FEET) . 5.00 •Z" FACTOR . 33.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH). AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS. CHANNEL FLOW THRU SUBAREA(CPS) = 88.70 FLOW VELOCITY(FEET /SEC) = 8.25 FLOW DEPTH(PEET) = 0.50 TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) - 12.52 = = >FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH LONGEST FLOWPATH FROM NODE ..........................: END OF STUDY SUMMARY: TOTAL AREA(ACRES) _ EFFECTIVE AREA(ACRES) _ AREA - AVERAGED Fp(INCH /HR) PEAK FLOW RATE(CFS) _ END = OF = RATIONAL METHOD ANA 0.00 TO NODE 5.00 • 1200.00 FEET. ............................................. 39.50 TC(MIN.) = 12.52 39.50 AREA - AVERAGED FM(INCH /HR). 0.42 0.42 AREA- AVERAGED Ap = 1.00 88.70 LYSIS frf rrf•ff♦rrwfrrrrrrrr ►rttf tf tttffftfffrr•rr • rrrft ►ffRrr►►f ►tf rff effrrf rrttt 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 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P:(714)685 -6860 F:(714)685 -6801 fffflff lrff#4fffffffff ♦ff• DESCRIPTION OF STUDY fffrrwrrrrrfrrffffrf ►f •ff♦ Regency Commercial Property Existing Conditions Analysis 100 Year Storm ffffffrf #f ifffffff riff rfffifffflfff1f 11rifrffr •rf #ff #f trffiff tfflff tffffff FILE NAME: 01900E1H.DAT TIME /DATE OF STUDY: 09:11 06/30/2002 S;; .. ...................... :__::.......................... _... ...... . USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: .............................. .................. CONCENTRATION MODEL USER SPECIFIED STORM EVENT(YEAR) = 25.00 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- 10-YEAR STORM 60- MINUTE INTENSITY(INCH/HOUR) = 1.070 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.580 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT • 25.00 1 -HOUR INTENSITY(INCH /HOUR) . 1.2481 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GBOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK - HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) ... ..... ......... ................. ...... ..... ...... ..... ....... 1 30.0 20.0 0.018/0.018 /0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth • 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED •fr• #ffrff of rrru rfru ♦•f #•frr♦• ♦•r #f♦ffr♦ rrrrrrf rrufff•r rrf •♦• #r #f rr#rrfff FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE . 21 ---------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< __: ........................... : : :._ :............ _.......... INITIAL SUBAREA FLOW- LENGTH(FEET) - 200.00 ELEVATION DATA: UPSTREAM(FEET) - 1592.00 DOWNSTREAM(FEET) = 1587.00 TC = K *](LENGTH ** 3.00)/ (ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) - 9.141 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.860 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) , (DECIMAL) CN (MIN.) NATURAL POOR COVER 'BARREN' A 1.29 0.42 1.00 78 9.14 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 1.00 SUBAREA RUNOFF(CFS) 4.00 TOTAL AREA(ACRES) - 1.29 PEAK FLOW RATE(CFS) - 4.00 ffflfl fliff! }ft #f!f }tltiffitlfff lfittf ♦f tf fffff tf •ffffftttffff if ifft}lffffff FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE - 81 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOWc «« ............................................. ............................... MAINLINE Tc(MIN) = 9.14 * 25 YEAR RAINFALL INTENSITY(INCH /HR) - 3.860 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 11.25 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LASS RATE, Fp(INCH /HR) - 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap . 1.00 SUBAREA AREA(ACRES) - 11.25 SUBAREA RUNOFF(CFS) - 34.87 EFFECTIVE AREA(ACRES) = 12.54 AREA - AVERAGED Fm(INCH /HR) = 0.42 AREA - AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap . 1.00 TOTAL AREA(ACRES) = 12.54 PEAK FLAW RATE(CFS) - 38.86 f if ltf lffffffff # fff }f fffff }ffffffff#f}ffff ifti tfffffff tfi#f tf t• #fffffff }ffff FLAW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE - 51 ---------------------------------------------------------------------------- » » >COMPUTE TRAPEZOIDAL CHANNEL FLAW « < c< » > >TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1587.00 DOWNSTREAM(FEET) - 1572.00 CHANNEL LENGTH THRU SUBAREA(FEET) . 500.00 CHANNEL SLOPE - 0.0300 CHANNEL BASE(FEET) - 5.00 'Z" FACTOR . 33.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 CHANNEL FLAW THRU SUBAREA(CFS) 38.86 FLAW VEIOCITY(FEET /SEC) = 3.71 FLOW DEPTH(FEET) - 0.49 TRAVEL TIME(MIN.) - 2.25 Tc(MIN.) = 11.39 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 3.00 - 700.00 FEET. fff ■f }fffffftffff lfff }fffffffffffflkfffftf ff tf lfffffff ltffff }lfttff }ff•fitff FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE - 81 ---------------------------------------------------------------------------- > » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< ...................... ................................................. MAINLINE Tc(MIN) = 11.39 ■ 25 YEAR RAINFALL INTENSITY(INCH /HR) - 3.382 SUBAREA LASS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN. NATURAL POOR COVER "BARREN" A 26.96 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 1.00 SUBAREA AREA(ACRES) - 26.96 SUBAREA RUNOFF(CFS) - 71.98 EFFECTIVE AREA(ACRES) 39.50 AREA - AVERAGED Fm(INCH /HR) - 0.42 AREA - AVERAGED Fp(INCH /HR) - 0.42 AREA - AVERAGED Ap - 1.00 TOTAL AREA(ACRES) = 39.50 PEAK FLOW RATE(CFS) - 105.46 } fff if ttfff•if fffffit }fff if }tfif •ffff•fffffffffff # }t iffllfftf if iff #f •fff lfff FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE - 51 ---------------------------------------------------------------------------- >>> >COMPUTE TRAPEZOIDAL CHANNEL PLOW-.< » » >TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) << - ............................................. ............................... ELEVATION DATA: UPSTREAM(FEET) - 1572.00 DOWNSTREAM(FEET) - 1560.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE - 0.0240 CHANNEL BASE(FEET) - 5.00 "Z" FACTOR = 33.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) - 0.50 __ »WARNING: FLOW IN CHANNEL EXCEEDS CHANNEL CAPACITY( NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH). AS AN APPROXIMATION, FLOWDEPTH IS SET AT MAXIMUM ALLOWABLE DEPTH AND IS USED FOR TRAVELTIME CALCULATIONS. CHANNEL FLAW THRU SUBAREA(CFS) - 105.46 FLOW VELOCITY(FEET /SEC) - 9.81 FLAW DEPTH(FEET) - 0.50 TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) . 12.24 == >FLOWDEPTH EXCEEDS MAXIMUM ALLOWABLE DEPTH LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5.00 - 1200.00 FEET. ............................ ............................... END OF STUDY SUMMARY: TOTAL AREA(ACRES) 39.50 TC(MIN.) = 12.24 EFFECTIVE AREA(ACRES) = 39.50 AREA - AVERAGED FM(INCH /HR)= 0.42 AREA - AVERAGED Fp(INCH /HR) . 0.42 AREA- AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) 105.46 ............................................. ............................... END OF RATIONAL METHOD ANALYSIS 1 HYDROLOGY STUDY FALCON RIDGE TOWN CENTER — FONTANA, CALIFORNIA i L SECTION 4.0 PROPOSED ON -SITE HYDROLOGY CALCULATIONS PROPOSED ON -SITE HYDROLOGY MAP rt� nf- I r I r ' 01 -900 Hydrology Report.doc ...... rtt rtt►+ r+.+ r.r++ rt ttt ....... rtr tt..... ...* .... rttrrtsts + ............. 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saOJ SI 00'TT saON oL 00'OT saON woua SS3JOHd mma .. tttrtrtt► sr♦.... *..rrr .............r. r ...r..............rr.r......... t.r.r }--------------------------------------------------------------------- - - - - -+ ( r3. POAV +----------------------------------------------- ---- ----- -- -- --------- - - - --+ ............................................. ............................... » »> T # NNYH AHOYM O.LNO MMOJ AHOW314 NV3HSS- NIYW «c« ---------------------------------------------------------------------------- OT - aa0O SI 00'SOT 3GON 01 00'SOT 3aox NOMA SS3JOHd Mo'Id EFFECTIVE STREAM AREA(ACRES) . 5.97 TOTAL STREAM AREA(ACRES) = 5.97 PEAK FLOW RATE(CFS) AT CONFLUENCE . 11.96 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 8.76 8.22 2.352 0.98( 0.10) 0.10 4.2 10.00 2 11.96 8.43 2.316 0.98( 0.10) 0.10 6.0 12.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 20.61 8.22 2.352 0.98( 0.10) 0.10 10.0 10.00 2 20.58 8.43 2.316 0.98( 0.10) 0.10 10.2 12.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.61 Tc(MIN.) = 8.22 EFFECTIVE AREA(ACRES) 10.04 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap . 0.10 TOTAL AREA(ACRES) . 10.19 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 104.00 . 750.00 FEET r1rr11f :f # #rr111f :w1f wfflrf•: f1r111rr • :rwrw♦f♦1f111r1w♦♦ :rlffff •f :• : } : #w11fr FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 41 ---------------------------------------------------------------------------- »» .COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <c< REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) . 150.00 MANNING'S N = 0.013 DEPTH OF FLAW IN 24.0 INCH PIPE IS 14.2 INCHES PIPE -FLAW VELOCITY(PEET /SEC.) = 10.61 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 20.61 PIPE TRAVEL TIME(MIN.) = 0.24 TC(MIN.) = 8.45 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 105.00 = 900.00 FEET. fff lff #fflfffrf }f}11111r }ff lff if ►flffffffflf ffflfffff ► } /f 11111111wif11f rf•1f FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 11 ---------------------------------------------------------------------------- » »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORYc «« ............................................. ............................... ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 20.61 8.45 2.313 0.98( 0.10) 0.10 10.0 10.00 2 20.58 8.67 2.278 0.98( 0.10) 0.10 10.2 12.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 105.00 . 900.00 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 33.50 9.53 2.152 0.98( 0.10) 0.10 15.4 6.00 2 34.21 10.48 2.033 0.98( 0.10) 0.10 16.9 8.00 3 33.47 12.56 1.823 0.98( 0.10) 0.10 18.9 4.00 4 32.42 13.42 1.752 0.98( 0.10) 0.10 19.2 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 105.00 = 2220.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 52.65 8.45 2.313 0.98( 0.10) 0.10 23.7 10.00 2 52.92 8.67 2.278 0.98( 0.10) 0.10 24.2 12.00 3 52.90 9.53 2.152 0.98( 0.10) 0.10 25.6 6.00 4 52.48 10.48 2.033 0.98( 0.10) 0.10 27.1 8.00 5 49.75 12.56 1.823 0.98( 0.10) 0.10 29.0 4.00 6 48.04 13.42 1.752 0.98( 0.10) 0.10 29.4 1.00 TOTAL AREA(ACRES) . 29.38 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) . 52.92 Tc(MIN.) = 8.665 EFFECTIVE AREA(ACRES) = 24.16 AREA - AVERAGED Fm(INCH /HR) . 0.10 AREA - AVERAGED Fp(INCH /HR) . 0.98 AREA - AVERAGED Ap . 0.10 TOTAL AREA(ACRES) . 29.38 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 105.00 = 2220.00 FEET. •1f :11rr1fffil :rrfffflrlrrf re rr1r11f 11rr11ff1rrlrfffffr :ffferlf rwff lfrlrfff• FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE . 46 ---------------------------------------------------------------------------- >> » .COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREAc< << .>>>>USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) « «< ............................................. ............................... REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) . 50.00 MANNING'S N = 0.013 GIVEN BOX BASEWIDTH(FEET) . 8.00 GIVEN BOX HEIGHT(FEET) . 4.00 FLOWDEPTH IN BOX IS 0.77 FEET BOX -FLOW VELOCITY(FEET /SEC.) . 8.55 BOX- FLOW(CFS) = 52.92 BOX -FLOW TRAVEL TIME(MIN.) . 0.10 Tc(MIN.) . 8.76 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 106.00 = 2270.00 FEET. lffffflrflffllrfff lfffflfrRfff if rff 1f 11111 111111 ►f iff /1111 if if ►f ffflfffff ♦f1 FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE . 1 ---------------------------------------------------------------------------- > » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<c< ............................................. ............................... TOTAL NUMBER OF STREAMS . 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) . 8.76 RAINFALL INTENSITY(INCH /HR) . 2.26 AREA - AVERAGED Fm(INCH /HR) . 0.10 AREA - AVERAGED Fp(INCH /HR) . 0.97 AREA- AVERAGED Ap . 0.10 EFFECTIVE STREAM AREA(ACRES) . 24.16 TOTAL STREAM AREA(ACRES) . 29.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 52.92 + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + Area l G* ) +----------------------------------------------------- ----------- ----- ---- -+ �iffllf if it rf rf lffrffflf rfffllf ifffwfflf 41111 ! ►11ffflrfff 11111 if ff if if •11111 9Z'99 = ( J33d)W143HJSHMOa 68'9L = ( J33d)wY3HJSdn *Y.LYa NOILYAzia 00 = ( JA3d)HLON3'I -MO'Id VHUV flS 'IYIJ.INI ............................................. ............................... >>vasv s 'IYISIMI Hod HdvHJOWON NOI LVXLN3JNo3- ao-3NI.L 3Sn« — > >sISA'IYNY Y3HYSns 7YIJ.INI aOHmaw 'IYNOISYH ««< ---------------------------------------------------------------------------- TZ = SaoJ SI 00'LT 3aox OS 00 3aON WOHa SSROOHd Mo'Id +++.. r+++• ....... +.+► r++...rr+•+.....►.++.. r• +. +.+ +..r.. ..... . ♦ ....... . r.r++ + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + I H. 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WON (SHWV) (HH /HJMI) (HH /HJNI) ('KIN) (SdJ) asm4 IM 658'9 = (' MIW)ol wnWINIW assn SISA'IYNY Y3HYSIIS H3J.YMavHH OV dV (Wd) dd AlT8u87uI C).L 0 WY3H.LS OZ' O+r [ (3JMYHJ MOIJ.YA3'I3) / (00' E ..HSJN3'I) 1 +X = OS ws 3'I8Y.L 31YH MO'Id XY3d .+ 119'115 (J.338)wY3HJSNMOa 00'Z9 = (J.33d)WY3HSSdn :Y.LYa HOISYA3'I3 'SWY3HZS Z Hod a3Sn Y'Imoa 8Jx3n'IdNOJ 00'OSE _ (133d)HJMN3Z -MORB Y3HYSnS 'IYI.LINI OIJ.YH NOIZYHJMOKOJ dO 3WIJ. axY A.LISN3J,HI 'I'IYdNIYH =______________°____________________________ _______________________________ »Y3HYSnS 'IYISINI Hod HdVHDONOK NOISYHJ.M DNOJ- dO -3WIS 3Sn« 00' 11T 11' T 02' 0 (01' 0 ) 86' 0 11T9' Z 68 , 9 LO' E Z » » >SISA'IYxY Y3HYSns 'IYIZINI aOHI.3W •IYNOI.LYH « «< 00'T 11'62 02'0 (OT'0 )86'0 StU T TS'ET 110'811 T ---------------------------------------------------------------------------- 00'11 0'6Z OT'0 (02'0 )86'0 ST8'1 99'Zi SL'611 i TZ = 3aOJ SI 00'ST 3aox oS 00'11i WON WOHB SS3JOHd MO'Id iii W i m m r �► Tc - K *[(LENGTH ** 3.00) /(ELEVATION CHANGE) )* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) . 9.232 * 2 YEAR RAINFALL INTENSITY(INCH /HR) . 2.193 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.) COMMERCIAL A 6.97 0.98 0.10 32 9.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) . 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA RUNOFF(CFS) - 13.15 TOTAL AREA(ACRES) 6.97 PEAK FLAW RATE(CPS) - 13.15 ffff +ff #f!f ##f ##f\+fiif+ tit }ff rfrffft►flfffftfff#i+fiff ► ♦lf tfff #frriffff! FLAW PROCESS FROM NODE 17.00 TO NODE 107.00 IS CODE = 41 ---------------------------------------------------------------------------- » ».COMPUTE PIPE -FLAW TRAVEL TIME THRU SUBAREA« «< »»>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< REPRESENTATIVE SLOPE = - 0.0100 -- - - ---------------- ----------------- FLAW LENGTH(FEET) . 550.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 11.8 INCHES PIPE -FLAW VELOCITY(FEET /SEC.) - 7.30 GIVEN PIPE DIAMETER(INCH) - 30.00 NUMBER OF PIPES . 1 PIPE- FLAW(CFS) = 13.15 PIPE TRAVEL TIME(MIN.) - 1.26 Tc(MIN.) . 10.49 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 107.00 . 1200.00 FEET. + :t♦ +fff rfrrrrref# ►f►r#\\r +## +f+f+ :#\♦ + # + # # # :r * #f tsfffr\ +r +r #f ►f #ffleff + #\ #♦ FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE - 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< _ : ........... ...... . .. ..................... ............................ :.. TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) . 10.49 RAINFALL INTENSITY(INCH /HR) . 2.03 AREA - AVERAGED Pm(INCH /HR) - 0.10 AREA - AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap . 0.10 EFFECTIVE STREAM AREA(ACRES) - 6.97 TOTAL STREAM AREA(ACRES) - 6.97 PEAK FLOW RATE(CFS) AT CONFLUENCE - 13.15 + -------------------------------------------- -- --------------- - ------- -----t I Area "I" I --------------------------------------------- ----------------- -------- -- - - -+ ff+ifff•tfrt+ff ►r 11 ff!#ff\lffr#}f }if+fffffffirf tf •fffflff if if #fff \rf ► ►f l+ ►!♦ FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE . 21 ---------------------------------------------------------------------------- » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «c USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« .....::... . ------ .......................=.... =..._.......................... INITIAL SUBAREA FLOW- LENGTH(FEET) . 500.00 ELEVATION DATA: UPSTREAM(FEET) . 66.87 DOWNSTREAM(FEET) 60.75 Tc - K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) - 8.809 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.256 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.) COMMERCIAL A 1.81 0.98 0.10 32 8.81 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) . 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA RUNOFF(CFS) . 3.52 TOTAL AREA(ACRES) 1.81 PEAK FLOW RATE(CFS) = 3.52 firrrit•rlf :rf\ :r+rr }fr tf►lff+ ti e♦ +f rtrtr :►f ►f ►f if rr► ►fffr• +f ►f ►r #r i+►• FLOW PROCESS FROM NODE 19,00 TO NODE 107.00 IS CODE - 1 -------------------------------=-------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< ............................................. ............................... TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 8.81 RAINFALL INTENSITY(INCH /HR) - 2.26 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap - 0.10 EFFECTIVE STREAM AREA(ACRES) - 1.81 TOTAL STREAM AREA(ACRES) - 1.81 PEAK FLOW RATE(CFS) AT CONFLUENCE . 3.52 ** CONFLUENCE DATA ** STREAM 0 Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 13.15 10.49 2.032 0.98( 0.10) 0.10 7.0 16.00 2 3.52 8.81 2.256 0.98( 0.10) 0.10 1.8 18.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM 0 Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 15.84 8.81 2.256 0.98( 0.10) 0.10 7.7 18.00 2 16.30 10.49 2.032 0.98( 0.10) 0.10 8.8 16.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 16.30 Tc(MIN.) . 10.49 EFFECTIVE AREA(ACRES) - 8.78 AREA - AVERAGED Fm(INCH /HR) . 0.10 AREA - AVERAGED Fp(INCH /HR) . 0.98 AREA- AVERAGED Ap . 0.10 TOTAL AREA(ACRES) . 8.78 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 107.00 - 1200.00 FEET. • } }•t• }*fff } }} ► \fff tf \f ♦!f+lf+f ♦ffffff #f • fff }} \fff ll+ \ }fllf } \f \ }•ifff+lffiff FLAW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE - 41 ---------------------------------------------------------------------------- »> > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » >>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < c < ............................................. ............................... REPRESENTATIVE SLOPE . 0.0100 FLOW LENGTH(FEET) • 350.00 MANNING'S N . 0.013 r m m r m r m m m .e m m m m m m tir DEPTH OF FLOW IN 30.0 INCH PIPE IS 13.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.73 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 16.30 Q PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) . 11.24 Intensity LONGEST FLOWPATH FROM NODE 16.00 TO NODE 108.00 = 1550.00 FEET. fffff4fffffffffffffffffflfffff lffiffffffffffffflfftf fffffffff•ifffff if •fffff FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE . 11 ---------------------------------------------------------------------------- » »> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN - STREAM MEMORY-c< ...... = ......... . ....... = ......... =......................................... *• MAIN STREAM CONFLUENCE DATA ** (CPS) STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 15.84 9.57 2.147 0.98( 0.10) 0.10 7.7 18.00 2 16.30 11.24 1.949 0.98( 0.10) 0.10 8.8 16.00 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 108.00 = 1550.00 FEET. '* MEMORY BANK # 2 CONFLUENCE DATA ** 0.10) STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 51.63 7.28 2.530 0.98( 0.10) 0.10 20.4 14.00 2 55.33 8.92 2.240 0.98( 0.10) 0.10 25.0 10.00 3 55.56 9.12 2.209 0.98( 0.10).0.10 25.5 12.00 4 55.39 9.98 2.093 0.98( 0.10) 0.10 26.9 6.00 5 54.82 10.92 1.983 0.98( 0.10) 0.10 28.4 8.00 6 51.85 13.01 1.785 0.98( 0.10) 0.10 30.4 4.00 7 50.05 13.87 1.718 0.98( 0.10) 0.10 30.7 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 108.00 = 2470.00 FEET. ** PEAK FLOW RATE TABLE " 4 STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 65.93 7.28 2.530 0.98( 0.10) 0.10 26.3 14.00 2 70.76 8.92 2.240 0.98( 0.10) 0.10 32.2 10.00 3 71.12 9.12 2.209 0.98( 0.10) 0.10 32.8 12.00 4 71.31 9.57 2.147 0.98( 0.10) 0.10 33.9 18.00 5 71.34 9.98 2.093 0.98( 0.10) 0.10 34.8 6.00 6 71.03 10.92 1.983 0.98( 0.10) 0.10 37.0 8.00 7 70.67 11.24 1.949 0.98( 0.10) 0.10 37.5 16.00 8 66.71 13.01 1.785 0.98( 0.10) 0.10 39.2 4.00 9 64.32 13.87 1.718 0.98( 0.10) 0.10 39.5 1.00 TOTAL AREA(ACRES) = 39.51 0.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 8.00 PEAK FLOW RATE(CFS) = 71.34 Tc(MIN.) = 9.981 70.67 EFFECTIVE AREA(ACRES) = 34.84 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) . 0.98 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 39.51 0.10) LONGEST FLOWPATH FROM NODE 1.00 TO NODE 108.00 = 2470.00 FEET. :...:_:::_:.....:..:.: .....................=. ....... =....................... END OF STUDY SUMMARY: 8 TOTAL AREA(ACRES) 39.51 TC(MIN.) 9.98 13.01 EFFECTIVE AREA(ACRES) 34.84 AREA - AVERAGED Fm(INCH /HR). 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 71.34 0.10 *' PEAK FLOW RATE TABLE ff STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 65.93 7.28 2.530 0..98( 0.10) 0.10 26.3 14.00 2 70.76 8.92 2.240 0.98( 0.10) 0.10 32.2 10.00 3 71.12 9.12 2.209 0.98( 0.10) 0.10 32.8 12.00 4 71.31 9.57 2.147 0.98( 0.10) 0.10 33.9 18.00 5 71.34 9.98 2.093 0.98( 0.10) 0.10 34.8 6.00 6 71.03 10.92 1.983 0.98( 0.10) 0.10 37.0 8.00 7 70.67 11.24 1.949 0.98( 0.10) 0.10 37.5 16.00 8 66.71 13.01 1.785 0.98( 0.10) 0.10 39.2 4.00 9 64.32 13.87 1.718 0.98( 0.10) 0.10 39.5 1.00 END OF RATIONAL METHOD ANALYSIS 01'0 = (HH /HJNI)wd aH0VH3AV-VHVV WE _ (HH /HJNI)AJ.ISNalKI 'I'IVdNIVH 119'01 = ('NIW)NOIZVEMMONOO 910 BwIS :3HV T NV3HSS ZNaaDZ3d3aNI Hod a3Sn S3nZVA 8JN8n'IAMOO Z = SWV8HJS 80 RHMMM ZVJ.Ol ............................................. ............................... »»>3ON3n'IdNOJ HOd WV3HJ.S JMCMd3aNI SLVN'JIS3a ««< ---------------------------------------------------------------------------- T = 3aoJ SI 00'OOT MON OS 00'00T WON WOHA SS330ad Mo'Id • rrsrrtrsr. ►s.r ++♦rat►tr••tstttttrttstttt+ stir • +s+s.+sssssrrrrrttrtsrt►rtsrt L3ad 00'0501 00'00T 3QON oS 00 3aoN wosa HJ.VdMO'Id Ls3DN(yI 119'OT = ('NIW)01 11L'0 = ('NIW)3WI.L 'I3AVHS 8did 611'TT = (SHJ)MO'Id - 3dId T SHAId d0 H3SNM 00'OE _ (HJNI)HHJ.aWVIa 3dId MAID EO'6 = ('J2lS /J33a)AJ.IJO'I3A MO'IA - 3dId SMOKI Z SI 3dId HOW 0'OE NI MO'Id d0 HJd3a £TO' 0 = N S . 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'swvauis z HOd assn V7nWHOa 3DNanggNoo oI.LVH NOIJ.VHjmDNoD a0 3WIS ONV AtISNS.LNI 'I'IVdNIVH 00'4T 11 Ot (01 )86'0 096 68'9 IL 1 11 Z 00'T 11'6Z OT'0 (01 )86'0 SOL'Z 00'£T LO'SL T 00'11 i'6Z 01'0 (OT'0 )86'0 S08'Z 11Z'Zt 911'LL T 00'8 E'LZ 01 (01'0 )86'0 S60'f 6E'01 9T'T8 T 00 S'SZ 01'0 (0T'0 )86'0 OTE'E 6Z'6 68'18 t 00'ZT 9'1 OT'0 (01'0 )86'0 OE11'E SL'8 L8'T8 I 00'0T T'11Z Ot'0 (OT'0 )86'0 S811'E ZS'B 6E'T8 t aaox (SMOV) (tHi /HDNI) (HH /HDHI) ('NIW) (SAD) HSBwnN H3SVMQV3H aV dV (ma) da AlToua7uI 3S 0 WVHHJ.S .r VSVO HDN3n'IaNOD r. tL' 4 = 3ON3n'IdNOJ LV (SAO) 3M MO'Id XV3d SU T = (SSHDV)VHHV wV3HJS ZVSO,L SE't = (SHWV)V3HV NVSHIS SAIJ.03aas Ot'0 = dV (moVH3AV-VZNV 86 = (HH /HONI)dd 030VH3AV -VHHV 01'0 = (2Hi /HDNI)Wa 030VH3AV -V3HV WE - (HIi/HONI) JUISN3JJ I 'IgV3KIVH ® m m m s r m m m m m m m m m m m INITIAL SUBAREA FLOW- LENGTH(FEET) = 500.00 STREAM CONFLUENCE DATA ** ELEVATION DATA: UPSTREAM(FEET) = 66.87 DOWNSTREAM(FEET) = 60.75 Tc = K *((LENGTH ** 3.00)/ (ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 8.809 STREAM • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.417 Intensity SUBAREA Tc AND LOSS RATE DATA(AMC II): Ap DEVELOPMENT TYPE/ SCS SOIL AREA pp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.81 0.98 0.10 32 8.81 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap . 0.10 1 SUBAREA RUNOFF(CFS) = 5.41 3.267 TOTAL AREA(ACRES) = 1.81 PEAK FLOW RATE(CFS) = 5.41 r : :ff rlr :frrr \ \♦rflffrlf ruff rf lrrr :r►\\f \ffffrlr :rrrrr :f rff►\: rf if r\r ♦ :rr1f FLOW PROCESS FROM NODE 19.00 TO NODE 107.00 IS CODE = 1 ---------------------------------------------------------------------------- > > >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< >-AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «c ............... .............................. ............................... TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) . 8.81 RAINFALL INTENSITY(INCH /HR) = 3.42 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.81 TOTAL STREAM AREA(ACRES) = 1.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.41 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 20.23 10.35 3.101 0.98( 0.10) 0.10 7.0 16.00 2 5.41 8.81 3.417 0.98( 0.10) 0.10 1.8 18.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 24.43 8.81 3.417 0.98( 0.10) 0.10 7.7 18.00 2 25.12 10.35 3.101 0.98( 0.10) 0.10 8.8 16.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.12 TC(MIN.) = 10.35 EFFECTIVE AREA(ACRES) = 8.78 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.78 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 107.00 = 1200.00 FEET rflriflr• /f1f \f tfl! \ \1f1fff lff if if rf•1f\ff ♦t•rff \ ► \f111f\rf\frff if \f t\f if r \f FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< REPRESBNTATIVB SL0P8 0.0100 FLOW LENGTH(FEET) = 350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 17.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.60 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 25.12 PIPE TRAVEL TIME(MIN.) - 0.68 TC(MIN.) = 11.03 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 108.00 = 1550.00 FEET. •ff kfliif lltf \f 11f 1f 1fffrfffflf ifftf tfr•1f 11\tlt tffrrif lfff\fffffff 1f 1t1rtf! FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN - STREAM MEMORY « «< _______________________________________•__ ___ °_._.............___.. ° °_... ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 24.43 9.49 3.267 0.98( 0.10) 0.10 7.7 18.00 2 25.12 11.03 2.985 0.98( 0.10) 0.10 8.8 16.00 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 108.00 = 1550.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Pm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 79.71 7.22 3.850 0.98( 0.10) 0.10 20.8 14.00 2 85.52 8.84 3.410 0.98( 0.10) 0.10 25.4 10.00 3 85.94 9.06 3.359 0.98( 0.10) 0.10 26.0 12.00 4 85.81 9.60 3.246 0.98( 0.10) 0.10 26.9 6.00 5 84.81 10.69 3.042 0.98( 0.10) 0.10 28.7 8.00 6 80.77 12.54 2.765 0.98( 0.10) 0.10 30.4 4.00 7 78.24 13.30 2.668 0.98( 0.10) 0.10 30.7 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 108.00 = 2470.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 101.71 7.22 3.850 0.98( 0.10) 0.10 26.7 14.00 2 109.29 8.84 3.410 0.98( 0.10) 0.10 32.6 10.00 3 109.94 9.06 3.359 0.98( 0.10) 0.10 33.4 12.00 4 110.26 9.49 3.267 0.98( 0.10) 0.10 34.4 18.00 5 110.28 9.60 3.246 0.98( 0.10) 0.10 34.7 6.00 6 109.78 10.69 3.042 0.98( 0.10) 0.10 37.2 8.00 7 109.19 11.03 2.985 0.98( 0.10) 0.10 37.8 16.00 8 103.97 12.54 2.765 0.98( 0.10) 0.10 39.2 4.00 9 100.61 13.30 2.668 0.98( 0.10) 0.10 39.5 1.00 TOTAL AREA(ACRES) = 39.51 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) . 110.28 Tc(MIN.) = 9.598 EFFECTIVE AREA(ACRES) 34.70 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap . 0.10 TOTAL AREA(ACRES) = 39.51 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 108.00 = 2470.00 FEET. ............................................. END OF STUDY SUMMARY: ............................... TOTAL AREA(ACRES) 39.51 TC(MIN.) = 9.60 EFFECTIVE AREA(ACRES) 34.70 AREA - AVERAGED Fm(INCH /HR)= 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 110.28 ** PEAK FLAW RATE TABLE ff STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 101.71 7.22 3.850 0.98( 0.10) 0.10 26.7 14.00 2 109.29 8.84 3.410 0.98( 0.10) 0.10 32.6 10.00 3 109.94 9.06 3.359 0.98( 0.10) 0.10 33.4 12.00 4 110.26 9.49 3.267 0.98( 0.10) 0.10 34.4 18.00 5 110.28 9.60 3.246 0.98( 0.10) 0.10 34.7 6.00 6 109.78 10.69 3.042 0.98( 0.10) 0.10 37.2 8.00 7 109.19 11.03 2.985 0.98( 0.10) 0.10 37.8 16.00 8 103.97 12.54 2.765 0.98( 0.10) 0.10 39.2 4.00 9 100.61 13.30 2.668 0.98( 0.10) 0.10 39.5 1.00 END OF RATIONAL METHOD ANALYSIS •frrfrrfif iffffaflfflf•fi tff rffrf tf trfffftlif•kf rf if lkffff•fffrffff rffffffff RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (sea) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P:(714)685 -6860 F:(714)685 -6801 ffrrrf raarf •rrf r!lerrar••a DESCRIPTION OF STUDY • * ** *• rrff rf ♦rra►rrifff rfa * Regency Commercial Property r * Proposed Conditions Analysis * 25 Year Storm •farffarf rrf rrff rflf rrttara••ifirrtrarfrrrrif t•lraff•rf tf lafrr•i!►fftifrar FILE NAME: 01900P25.DAT TIME/DATE OF STUDY: 13:04 06/30/2002 __......::___::___:____....__:_____....:_: ... ............................... USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: _._: ...............................::__...... ..._....._..._............. :_.. -- *TIME-OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) . 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) . 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 1.070 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 1.580 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.2481 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER - DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFIAW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint - 6.0 (FT *FT /S) *SIZE PIPE WITH A FLAW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -+ 25 Year Conceptual Post - Developed Analysis +-------------------------------------------- -- ------------ -------- --- - - - - -+ ® r7l ,. 7 _. --------------------------------- ---- ----- ---------- ------- - - --- - --- ------+ AREA "A" +-------------------------------------------- --- ---------------------- --- - -+ !tfffff rfllt RffRrRf rfffffffkRffflflf ♦•f }fffrf lRfff lfktRlffrf lfff •fR• ■f tfffff FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE . 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ____________________________________ _______________________________ INITIAL SUBAREA FLOW- LENGTH(FEET) - 600.00 ELEVATION DATA: UPSTREAM(FEET) - 79.30 DOWNSTREAM(FEET) = 73.00 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)) **0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) - 9.770 * 25 YEAR RAINFALL INTENSITY(INCH /HR) . 3.708 SUBAREA Tc AND LASS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 4.10 0.98 0.10 32 9.77 SUBAREA AVERAGE PERVIOUS LASS RATE, Fp(INCH /HR) - 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) - 13.32 TOTAL AREA(ACRES) - 4.10 PEAK FLOW RATE(CFS) - 13.32 fff wff lfff►rf rr }fffrlf tffrlffref!► fr• fflrrrrffff }r }♦ rff• :r}ffffaf rrfffflff}f FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 41 ---------------------------------------------------------------------------- COMPUTE PIPE -FLAW TRAVEL TIME THRU SUBAREA « «< » > >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) «« < =__°......................................... ............................... REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) . 50.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 7.54 PIPE FLAW VELOCITY - (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 13.32 PIPE TRAVEL TIME(MIN.) - 0.11 Tc(MIN.) = 9.88 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 650.00 FEET. ffffiffr #f Rllfffff tf ►l►lftlflfflfff} ►flffffffff lfflffflf �fffffff tf lftlff!!f► FLOW PROCESS FROM NODE 3.00 TO NODE 100.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< > > >USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT)< « < ____=••________•____•_••______•___•_•___•_= .. ............................... REPRESENTATIVE SLOPE - 0.0200 FLAW LENGTH(FEET) = 400.00 MANNING'S N - 0.013 DEPTH OF FLAW IN 30.0 INCH PIPE IS 9.9 INCHES PIPE -FLOW VELACITY(FEET /SEC.) = 9.42 GIVEN PIPE DIAMETER(INCH) . 30.00 NUMBER OF PIPES - 1 PIPS- FLOW(CFS) - 13.32 PIPE TRAVEL TIME(MIN.) - 0.71 Tc(MIN.) - 10.59 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 100.00 = 1050.00 FEET. f•• fff ►f 1#ff 1f11ff 1f fffRtfffflf Rf ►fff\fffffff iffff• #tfff ■fffffffffllfft!l ltf FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE 1 ---------------------------------------------------------------------------- >> » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) . 10.59 RAINFALL INTENSITY(INCH /HR) . 3.53 AREA - AVERAGED Fm(INCH /HR) . 0.10 AREA - AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) - 4.10 TOTAL STREAM AREA(ACRES) - 4.10 PEAK FLAW RATE(CFS) AT CONFLUENCE - 13.32 ♦f tfffff tfffff!! #1 ll ffrfffff #1f 1f1t}f 11ff • fff ■r }fffff #f tfffff \!fff #ffllf tiff FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE - 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <c «< >>USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ...............................•_•__....__... ..........._•_•___..._.._._._.. INITIAL SUBAREA PLOW- LENGTH(FEET) - 750.00 ELEVATION DATA: UPSTREAM(FEET) - 79.30 DOWNSTREAM(FEET) 67.00 Tc . K *((LENGTH ** 3.00)/(ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) - 9.771 * 25 YEAR RAINFALL INTENSITY(INCH /HR) - 3.708 SUBAREA Tc AND LASS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 5.99 0.98 0.10 32 9.77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA RUNOFF(CFS) = 19.47 TOTAL AREA(ACRES) = 5.99 PEAK FLOW RATE(CFS) - 19.47 11f1f rffrfff tff}f rfrlf tfffff }f lff#frtfff }fflffllf if tfffff \fffflffffffffffflf FLAW PROCESS FROM NODE 5.00 TO NODE 100.00 IS CODE - 41 ---------------------------------------------------------------------------- »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » >>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< •__• ......................................... ........... :_.._...._.......... REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 50.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 12.1 INCHES PIPE -FLAW VELOCITY(FEET /SEC.) = 10.45 GIVEN PIPE DIAMETER(INCH) - 30.00 NUMBER OF PIPES . 1 PIPE- FLOW(CFS) - 19.47 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) - 9.85 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 100.00 . 800.00 FEET. f Rf rffff ►fflfftifffffff ►►lfaf•tfffff if tfffff! tf tfffff if!►fffRfffftRfffff if ►f FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 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.) = 9.85 RAINFALL INTENSITY(INCH /HR) = 3.69 AREA - AVERAGED Pm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 5.99 TOTAL STREAM AREA(ACRES) = 5.99 PEAK FLOW RATE(CFS) AT CONFLUENCE . 19.47 ** CONFLUENCE DATA ** STREAM 0 Tc Intensity Pp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 13.32 10.59 3.534 0.98( 0.10) 0.10 4.1 1.00 2 19.47 9.85 3.690 0.98( 0.10) 0.10 6.0 4.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM 0 Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 32.43 9.85 3.690 0.98( 0.10) 0.10 9.8 4.00 2 31.94 10.59 3.534 0.98( 0.10) 0.10 10.1 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.43 Tc(MIN.) = 9.85 EFFECTIVE AREA(ACRES) = 9.80 AREA - AVERAGED Fm(INCH /HR) . 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 10.09 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 100.00 = 1050.00 FEET !f if ifffffff lfff•f•fflfflflflif ffff f iffffffffff fff fffflffflff llfffffffff if if FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 41 ---------------------------------------------------------------------------- »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » >>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< REPRESENTATIVE SLOPE 0.0200 FLOW LENGTH(FEET) . 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 16.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) . 11.91 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES . 1 PIPE- FLOW(CFS) . 32.43 PIPE TRAVEL TIME(MIN.) . 0.21 Tc(MIN.) = 10.06 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 101.00 = 1200.00 FEET. fffff #f ffff\ f\ ffffffffffffff} ffffffffffflffff ♦iffiffflfffffRlfff \fff \•ffff!• FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 46 ---------------------------------------------------------------------------- >>>>> COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA <<<c< »» >USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) « «< ............................................. .................... = =_........ REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 GIVEN BOX BASEWIDTH(PEET) = 8.00 GIVEN BOX HEIGHT(FEET) = 4.00 FLOWDEPTH IN BOX IS 0.57 FEET BOX -FLOW VELOCITY(FEET /SEC.) . 7.14 BOX- FLOW(CFS) = 32.43 BOX -FLOW TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 10.34 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 102.00 = 1320.00 FEET. fit••flfRflf ►* ►ffff fffff•!► \fffffff fffff 1f fff if• ► /fffffff ► ► ► ♦f fffff ► /fffffff FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-c<< _:__________ ... ___________________________ _______________________ ° °.___ °_ TOTAL NUMBER OP STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) . 10.34 RAINFALL INTENSITY(INCH /HR) . 3.58 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Pp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 9.80 TOTAL STREAM AREA(ACRES) = 10.09 PEAK FLOW RATE(CFS) AT CONFLUENCE . 32.43 ff #f• #fff fffff ffff l fffffff #ffff!••ffffff ♦fffffff lfflffff if if!lffiffflf ffff!• FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE 21 -- - --- --- -- --- ---- -- ---- ------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< >>USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - ........__°°°°_........._____________ ____________ ...... =______ ..° °____ INITIAL SUBAREA FLOW- LENGTH(FEET) = 450.00 ELEVATION DATA: UPSTREAM(FEET) = 76.87 DOWNSTREAM(FEET) 65.67 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.328 * 25 YEAR RAINFALL INTENSITY(INCH /HR) . 4.407 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.) COMMERCIAL A 3.24 0.98 0.10 32 7.33 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CPS) = 12.57 TOTAL AREA(ACRES) 3.24 PEAK FLOW RATE(CFS) = 12.57 1k1ff1! ►fff lfffff►f •ff #ffff #1f 1f ffff fffff #f llf if if ►fffffff #f }!fffffff FLOW PROCESS FROM NODE 7.00 TO NODE 102.00 IS CODE . 41 ---------------------------------------------------------------------------- if #}fff > >> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< .............. = .................................... _ : :__.._ :_ : :........... REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) . 15.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.22 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 12.57 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) . 7.35 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 102.00 = 465.00 FEET. 1f ►f 1ff11ff\f }ffff !fffffff •f lffffRffffffff��f ff ffff # /fffffff \ffRfff ► /fllfff! FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE 1 ---------------------------------------------------------------------------- .. »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-<c< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-<< . :. : ... ................................................. :. :.............. .. TOTAL NUMBER OF STREAMS . 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) . 7.35 RAINFALL INTENSITY(INCH /HR) = 4.40 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 3.24 TOTAL STREAM AREA(ACRES) . 3.24 PEAK FLOW RATE(CFS) AT CONFLUENCE . 12.57 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(FM) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 32.43 10.33 3.586 0.98( 0.10) 0.10 9.8 4.00 1 31.94 11.07 3.440 0.98( 0.10) 0.10 10.1 1.00 2 12.57 7.35 4.397 0.98( 0.10) 0.10 3.2 6.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** .STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 41.01 7.35 4.397 0.98( 0.10) 0.10 10.2 6.00 2 42.62 10.33 3.586 0.98( 0.10) 0.10 13.0 4.00 3 41.71 11.07 3.440 0.98( 0.10) 0.10 13.3 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 42.62 TC(MIN.) . 10.33 EFFECTIVE AREA(ACRES) = 13.04 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) . 13.33 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 102.00 = 1320.00 FEET fflt•fff if fffflf if lffifttffifff #fflfftlff!!rw if rlf •rff ►lfff •fff lf!•fff lf! ♦1f FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 46 --- ---------- - - -- -- ------------------------------------------------------- » »> COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA« «< » > >USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT)< «< ............................................. ............. :._...... : :....... REPRESENTATIVE SLOPE . 0.0100 FLOW LENGTH(FEET) = 400.00 MANNING'S N . 0.013 GIVEN BOX BASEWIDTH(FEET) = 8.00 GIVEN BOX HEIGHT(FEET) 4.00 FLOWDEPTH IN BOX IS 0.67 FEET BOX -FLAW VELOCITY(FEET /SEC.) . 7.90 BOX- FLOW(CFS) = 42.62 BOX -FLAW TRAVEL TIME(MIN.) . 0.84 Tc(MIN.) = 11.18 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 103.00 = 1720.00 FEET. fffffffffflfffifftflf • fflff!!1l1wff 11f 11t1fffflffff• ■ftlf ►ff lffffff lff lfff /! FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE . 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ............................................. ............................... TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.18 RAINFALL INTENSITY(INCH /HR) = 3.42 AREA - AVERAGED Pm(INCH /HR) . 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) . 13.04 TOTAL STREAM AREA(ACRES) = 13.33 PEAK FLOW RATE(CFS) AT CONFLUENCE . 42.62 1lffff lfflfff tf!!lffftfffff #flwfflf tff lff tffttffflti#llf lfff #wlffff tf i!lfiff FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE . 21 --------------------------- -------- --------- -- -- -------- -- ----------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<c ............................................. ............................... INITIAL SUBAREA FLOW- LENGTH(FEET) = 550.00 _ ELEVATION DATA: UPSTREAM(FEET) . 77.50 DOWNSTREAM(FEET) 71.44 Tc . K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.345 * 25 YEAR RAINFALL INTENSITY(INCH /HR) . 3.809 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Pp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 5.86 0.98 0.10 32 9.35 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) . 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CPS) 19.57 TOTAL AREA(ACRES) = 5.86 PEAK FLOW RATE(CFS) . 19.57 ! #f!!wflf if ref wrrf kf•!l rffl rl f rf r•!fe ##f :rrf ♦rf lfff #irwf refffff ♦f lfffff if !►f FLOW PROCESS FROM NODE 9.00 TO NODE 103.00 IS CODE = 41 --------------------- ---------- --- ---- ----- ---- ----- - ------- ------ -- - ----- »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< » »>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ...........:.....:.......::...:.:.:::.....:: . ............................... REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 11.08 GIVEN PIPE DIAMETER(INCH) . 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) . 19.57 PIPE TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 9.37 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 103.00 = 565.00 FEET. ft*tlf tfffff#•1flfflrff!!fflfftwfflwf tftiffwf #fft•lttktftlf lff if ifff if if if if FLAW PROCESS FROM NODE 103.00 TO NODE 103.00 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.) . 9.37 RAINFALL INTENSITY(INCH /HR) = 3.80 AREA - AVERAGED Fm(INCH /HR) . 0.10 AREA - AVERAGED Fp(INCH /HR) . 0.98 AREA- AVERAGED Ap . 0.10 EFFECTIVE STREAM AREA(ACRES) = 5.86 TOTAL STREAM AREA(ACRES) . 5.86 PEAK FLAW RATE(CFS) AT CONFLUENCE . 19.57 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM 0 Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 59.60 8.19 4.121 0.98( 0.10) 0.10 15.3 6.00 2 61.22 9.37 3.803 0.98( 0.10) 0.10 17.2 8.00 3 60.20 11.15 3.426 0.98( 0.10) 0.10 18.9 4.00 4 58.62 11.88 3.298 0.98( 0.10) 0.10 19.2 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 61.22 Tc(MIN.) = 9.37 EFFECTIVE AREA(ACRES) 17.20 AREA - AVERAGED Fm(INCH /HR) . 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 19.19 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 103.00 = 1720.00 FEET ff1f11f ♦f11f 1fffflflffffff 1f 11ff ►ffff lfftlffifffff lffitffffffff ♦!!f \ff # \if if FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE = 46 -- -- - - -- ---------------------------- --- -- ----------- -- ------ -- ----- -- -- -- >>>>>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) <<<<< ....... ........................... .. ................ = ................. :....: REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 500.00 MANNING'S N = 0.013 GIVEN BOX BASEWIDTH(FEET) = 8.00 GIVEN BOX HEIGHT(FEET) = 4.00 FIOWDEPTH IN BOX IS 0.85 FEET BOX -FLOW VELOCITY(FEET /SEC.) = 9.01 BOX- FLOW(CFS) = 61.22 BOX -FLOW TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 10.29 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 105.00 = 2220.00 FEET. iffiffff1111f 11fff1f lf!llf fff iffff1111ff1f\.1fif if if \lf11f 1fffiffffffiff llf• FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 10 ---------------------------------------------------------------------------- »» .MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «< ............................................. ............................... ♦f11f ►lffffifffffffffff\fllf fffifff f lfff lff lflf \f •ffffff \ \f lff #ff if iff if \ff• FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ............................................. ............................... INITIAL SUBAREA FLOW- LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) = 77.95 DOWNSTREAM(FEET) = 60.00 Tc = K *I(LENGTH ** 3.00) /(ELEVATION CHANGE)] **0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.924 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.205 Ap SCS Tc (DECIMAL) CN (MIN.) 0.10 32 7.92 0.98 15.60 1f• ♦11fl11f 1ff if► ffiff ♦1fff1111fffffllfff \lfffff1111f 1f11f 1f 1ffffflf ffltffff FLOW PROCESS FROM NODE 11.00 TO NODE 104.00 IS CODE = 41 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<. «< >>>>>USING USER - SPECIFIED PIPESIZE ( EXISTING ELEMENT) < -. ..__•_•_•_••___• ............................. ....=_......_.__...._........._ REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 ASSUME FULL - FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 8.83 PIPE FLOW VELOCITY . (TOTAL FL.OW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE- FLOW(CPS) = 15.60 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) . 8.21 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 104.00 . 750.00 FEET. f•f flf f#f flf fifffffflffifflflf ►1lfflflff!lf if ff if iff lfffffffffffffiffllf \f #f FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 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.) = 8.21 RAINFALL INTENSITY(INCH /HR) = 4.12 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap . 0.10 EFFECTIVE STREAM AREA(ACRES) = 4.22 TOTAL STREAM AREA(ACRES) = 4.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.60 •lff ifffffffffllflfllflf lff lffffffffffffff►!\ tf tlff lffff ifffffffflff lfff lffi FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 ---------------------------------------------------------------------------- >> » .RATIONAL METHOD INITIAL SUBAREA ANALYSIS« <.< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<. ............................................. ............................... INITIAL SUBAREA FLOW- LENGTH(FEET) = 700.00 ELEVATION DATA: UPSTREAM(FEET) . 77.50 DOWNSTREAM(FEET) 56.00 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.384 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.065 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.) COMMERCIAL A 5.97 0.98 0.10 32 8.38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA Tc AND LOSS RATE DATA(AMC I1): ** CONFLUENCE DATA ** DEVELOPMENT TYPE/ SCS SOIL AREA Fp STREAM 0 Tc Intensity Fp(Fm) Ap As HEADWATER LAND USE GROUP (ACRES) (INCH /HR) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE COMMERCIAL A 4.22 0.98 1 41.01 8.19 4.121 0.98( 0.10) 0.10 10.2 6.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ 1 42.62 11.15 3.426 0.98( 0.10) 0.10 13.0 4.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 1 41.71 11.88 3.298 0.98( 0.10) 0.10 13.3 1.00 SUBAREA RUNOFF(CFS) = 15.60 2 19.57 9.37 3.803 0.98( 0.10) 0.10 5.9 8.00 TOTAL AREA(ACRES) = 4.22 PEAK FLOW RATE(CFS) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM 0 Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 59.60 8.19 4.121 0.98( 0.10) 0.10 15.3 6.00 2 61.22 9.37 3.803 0.98( 0.10) 0.10 17.2 8.00 3 60.20 11.15 3.426 0.98( 0.10) 0.10 18.9 4.00 4 58.62 11.88 3.298 0.98( 0.10) 0.10 19.2 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 61.22 Tc(MIN.) = 9.37 EFFECTIVE AREA(ACRES) 17.20 AREA - AVERAGED Fm(INCH /HR) . 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 19.19 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 103.00 = 1720.00 FEET ff1f11f ♦f11f 1fffflflffffff 1f 11ff ►ffff lfftlffifffff lffitffffffff ♦!!f \ff # \if if FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE = 46 -- -- - - -- ---------------------------- --- -- ----------- -- ------ -- ----- -- -- -- >>>>>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) <<<<< ....... ........................... .. ................ = ................. :....: REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 500.00 MANNING'S N = 0.013 GIVEN BOX BASEWIDTH(FEET) = 8.00 GIVEN BOX HEIGHT(FEET) = 4.00 FIOWDEPTH IN BOX IS 0.85 FEET BOX -FLOW VELOCITY(FEET /SEC.) = 9.01 BOX- FLOW(CFS) = 61.22 BOX -FLOW TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 10.29 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 105.00 = 2220.00 FEET. iffiffff1111f 11fff1f lf!llf fff iffff1111ff1f\.1fif if if \lf11f 1fffiffffffiff llf• FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 10 ---------------------------------------------------------------------------- »» .MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «< ............................................. ............................... ♦f11f ►lffffifffffffffff\fllf fffifff f lfff lff lflf \f •ffffff \ \f lff #ff if iff if \ff• FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ............................................. ............................... INITIAL SUBAREA FLOW- LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) = 77.95 DOWNSTREAM(FEET) = 60.00 Tc = K *I(LENGTH ** 3.00) /(ELEVATION CHANGE)] **0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.924 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.205 Ap SCS Tc (DECIMAL) CN (MIN.) 0.10 32 7.92 0.98 15.60 1f• ♦11fl11f 1ff if► ffiff ♦1fff1111fffffllfff \lfffff1111f 1f11f 1f 1ffffflf ffltffff FLOW PROCESS FROM NODE 11.00 TO NODE 104.00 IS CODE = 41 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<. «< >>>>>USING USER - SPECIFIED PIPESIZE ( EXISTING ELEMENT) < -. ..__•_•_•_••___• ............................. ....=_......_.__...._........._ REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 ASSUME FULL - FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 8.83 PIPE FLOW VELOCITY . (TOTAL FL.OW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE- FLOW(CPS) = 15.60 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) . 8.21 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 104.00 . 750.00 FEET. f•f flf f#f flf fifffffflffifflflf ►1lfflflff!lf if ff if iff lfffffffffffffiffllf \f #f FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 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.) = 8.21 RAINFALL INTENSITY(INCH /HR) = 4.12 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap . 0.10 EFFECTIVE STREAM AREA(ACRES) = 4.22 TOTAL STREAM AREA(ACRES) = 4.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.60 •lff ifffffffffllflfllflf lff lffffffffffffff►!\ tf tlff lffff ifffffffflff lfff lffi FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 ---------------------------------------------------------------------------- >> » .RATIONAL METHOD INITIAL SUBAREA ANALYSIS« <.< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<. ............................................. ............................... INITIAL SUBAREA FLOW- LENGTH(FEET) = 700.00 ELEVATION DATA: UPSTREAM(FEET) . 77.50 DOWNSTREAM(FEET) 56.00 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.384 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.065 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.) COMMERCIAL A 5.97 0.98 0.10 32 8.38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) 21.32 TOTAL AREA(ACRES) = 5.97 PEAK FLOW RATE(CFS) = 21.32 t!t \•ffRlfflfffitiff if if ffflfflfff lfffff if \ifffffif tiff if iffff •f It /!ffff •fff FLOW PROCESS FROM NODE 13.00 TO NODE 104.00 IS CODE . 41 ---------------------------------------------------------------------------- > ».COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< .> ».USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) . 25.00 MANNING'S N . 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) - 12.06 GIVEN PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPE- FLOW(CFS) - 21.32 PIPE TRAVEL TIME(MIN.) . 0.03 Tc(MIN.) 8.42 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 104.00 - 725.00 FEET. •1}}ff lflfffr } } }ffflf iffifffflfff11ff 1ffffffl rf 1t11fff }f ifff }ff11ff 1f 11f 1f ff FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE . 1 ---------------------------------------------------------------------------- » ».DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE -« >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <<<<< ................................... . .............. :......................... TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) . 8.42 RAINFALL INTENSITY(INCH /HR) - 4.05 AREA - AVERAGED Fm(INCH /HR) - 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap - 0.10 EFFECTIVE STREAM AREA(ACRES) . 5.97 TOTAL STREAM AREA(ACRES) - 5.97 PEAK FLOW RATE(CFS) AT CONFLUENCE - 21.32 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 15.60 8.21 4.117 0.98( 0.10) 0.10 4.2 10.00 2 21.32 8.42 4.055 0.98( 0.10) 0.10 6.0 12.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. i! PEAL( FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 36.71 8.21 4.117 0.98( 0.10) 0.10 10.0 10.00 2 36.68 8.42 4.055 0.98( 0.10) 0.10 10.2 12.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) . 36.71 Tc(MIN.) - 8.21 EFFECTIVE AREA(ACRES) 10.04 AREA - AVERAGED Pm(INCH /HR) . 0.10 AREA - AVERAGED Fp(INCH /HR) . 0.98 AREA - AVERAGED Ap . 0.10 TOTAL AREA(ACRES) . 10.19 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 104.00 - 750.00 FEET **;:; iffflffffiff iff iffif ifff!! lffffffffffffff••f \ffff!! tiffllffff•t1f if tlf• PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 41 ---------------------------------------------------------------------------- »» .COMPUTE PIPE -PLOW TRAVEL TIME THRU SUBAREA « «< »» .USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< .................................................... ..........a.....sa.aaa.. REPRESENTATIVE SLOPE . 0.0200 FLOW LENGTH(FEET) . 150.00 MANNING'S N - 0.013 ASSUME FULL- PLOWING PIPELINE PIPE -FLAW VELOCITY(FEET /SEC.) = 11.69 PIPE FLAW VELOCITY - (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 36.71 PIPE TRAVEL TIME(MIN.) - 0.21 Tc(MIN.) - 8.42 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 105.00 = 900.00 FEET. •tftrtf rff : :rffffff }rRiffrlffrif if ff•f if t :fffrlffrffff ifff rf11ff1rf rf :►rlrrr FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE . 11 ---------------------------------------------------------------------------- CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY « «< ............................................. ............................... ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 36.71 8.42 4.054 0.98( 0.10) 0.10 10.0 10.00 2 36.68 8.63 3.994 0.98( 0.10) 0.10 10.2 12.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 105.00 - 900.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 59.60 9.11 3.867 0.98( 0.10) 0.10 15.3 6.00 2 61.22 10.26 3.601 0.98( 0.10) 0.10 17.2 8.00 3 60.20 12.03 3.273 0.98( 0.10) 0.10 18.9 4.00 4 58.62 12.76 3.160 0.98( 0.10) 0.10 19.2 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 105.00 - 2220.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 94.53 8.42 4.054 0.98( 0.10) 0.10 24.2 10.00 2 95.05 8.63 3.994 0.98( 0.10) 0.10 24.7 12.00 3 95.08 9.11 3.867 0.98( 0.10) 0.10 25.5 6.00 4 94.20 10.26 3.601 0.98( 0.10) 0.10 27.4 8.00 5 90.08 12.03 3.273 0.98( 0.10) 0.10 29.1 4.00 6 87.44 12.76 3.160 0.98( 0.10) 0.10 29.4 1.00 TOTAL AREA(ACRES) = 29.38 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) . 95.08 Tc(MIN.) . 9.113 EFFECTIVE AREA(ACRES) 25.53 AREA - AVERAGED Fm(INCH /HR) . 0.10 AREA - AVERAGED Fp(INCH /HR) . 0.98 AREA- AVERAGED Ap . 0.10 TOTAL AREA(ACRES) - 29.38 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 105.00 - 2220.00 FEET. fff tfffffffflffR•rf llf ffffffff iff \f Rf \ffff•1f •ffff lfriffff• \ff iff•ffffff•tff FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 46 ---------------------------------------------------------------------------- » »> COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA«« » ».USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) « «< m m m m m m rn REPRESENTATIVE SLOPS 0.0100 FLOW LENGTH(PEET) 50.00 MANNING'S N - 0.013 GIVEN BOX HASEWIDTH(FEET) - 8.00 GIVEN BOX HEIGHT(FEET) . 4.00 PLOWDEPTH IN BOX IS 1.13 FEET BOX -FLOW VELOCITY(FEET /SEC.) - 10.50 BOX- FLOW(CFS) - 95.08 BOX -FLOW TRAVEL TIME(MIN.) - 0.08 TC(MIN.) . 9.19 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 106.00 - 2270.00 FEET. fffffff\f #fffflf\1f \if \fflf if ll ffffff•• \ \ff\ fff ffffff ►fff •ff\f \•ff •f ♦f ffffff FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE a 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ......=..a..=.=..==a ...............a....=.... ..................._......_.._. TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) a 9.19 RAINFALL INTENSITY(INCH /HR) = 3.85 AREA - AVERAGED Fm(INCH /HR) - 0.10 AREA - AVERAGED Fp(INCH /HR) - 0.98 AREA - AVERAGED Ap - 0.10 EFFECTIVE STREAM AREA(ACRES) - 25.53 TOTAL STREAM AREA(ACRES) - 29.38 PEAK FLOW RATE(CFS) AT CONFLUENCE . 95.08 f \ \ffff \\fflf#lfff \ #f!llff fff \\i•lfif ♦f #f #fflf! #!lffffffllf \ff if \f \ ►ffffff \f PLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<.<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< :_:_:___::._.::===. a.:=.:.:..::::.:: ......... ............................... INITIAL SUBAREA FLOW- LENGTH(Pfi ET) = 350.00 ELEVATION DATA: UPSTREAM(FEET) - 62.00 DOWNSTREAM(FEET) = 54.64 Tc - K *((LENGTH ** 3.00)/ (ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) - 6.854 * 25 YEAR RAINFALL INTENSITY(INCH /HR) - 4.587 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.) COMMERCIAL A 1.35 0.98 0.10 32 6.85 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap . 0.10 SUBAREA RUNOFF(CFS) - 5.46 TOTAL AREA(ACRES) - 1.35 PEAK FLOW RATE(CFS) - 5.46 ffflffllf•!!lffflf lffi •ff \•f•f1#f #\ffffffffffffflf if !\f \•f lff\lff ifff if fff!\ FLOW PROCESS FROM NODE 15.00 TO NODE 106.00 IS CODE - 41 ---------------------------------------------------------------------------- >>> > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREPi« «< >>> >USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< s =a.= ass= ss. ss. a=== ss. a= a= a==..=.. s= s= s=.= a .. ...........................sa.= REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) 15.00 MANNING'S N - 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VEIOCITY(FEET /SEC.) - 6.95 GIVEN PIPE DIAMETER(INCH) - 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 5.46 PIPE TRAVEL TIME(MIN.) - 0.04 Tc(MIN.) - 6.89 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 106.00 - 365.00 FEET. ♦ffffff\1ff\ffffff lffll \ffffffffffff lfff if fffff •fffftfflfff if lffff \fffffffff FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE - 1 ---------------------------------------------------------------------------- »- DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< . a ... =•__________________a ........... _ ..... ....... ... ......... TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 6.89 RAINFALL INTENSITY(INCH /HR) . 4.57 AREA - AVERAGED PM(INCH /HR) - 0.10 AREA - AVERAGED Fp(INCH /HR) . 0.98 AREA- AVERAGED Ap - 0.10 EFFECTIVE STREAM AREA(ACRES) - 1.35 TOTAL STREAM AREA(ACRES) - 1.35 PEAK FLOW RATE(CFS) AT CONFLUENCE . 5.46 ** CONFLUENCE DATA ** STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 94.53 8.50 4.032 0.98( 0.10) 0.10 24.2 10.00 1 95.05 8.71 3.973 0.98( 0.10) 0.10 24.7 12.00 1 95.08 9.19 3.848 0.98( 0.10) 0.10 25.5 6.00 1 94.20 10.34 3.585 0.98( 0.10) 0.10 27.4 8.00 1 90.08 12.11 3.261 0.98( 0.10) 0.10 29.1 4.00 1 87.44 12.83 3.149 0.98( 0.10) 0.10 29.4 1.00 2 5.46 6.89 4.573 0.98( 0.10) 0.10 1.4 14.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 92.63 6.89 4.573 0.98( 0.10) 0.10 21.0 14.00 2 99.33 8.50 4.032 0.98( 0.10) 0.10 25.6 10.00 3 99.78 8.71 3.973 0.98( 0.10) 0.10 26.1 12.00 4 99.65 9.19 3.848 0.98( 0.10) 0.10 26.9 6.00 5 98.45 10.34 3.585 0.98( 0.10) 0.10 28.7 8.00 6 93.94 12.11 3.261 0.98( 0.10) 0.10 30.4 4.00 7 91.16 12.83 3.149 0.98( 0.10) 0.10 30.7 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 99.78 TC(MIN.) . 8.71 EFFECTIVE AREA(ACRES) a 26.07 AREA - AVERAGED Fm(INCH /HR) - 0.10 AREA - AVERAGED Fp(INCH /HR) - 0.98 AREA- AVERAGED Ap . 0.10 TOTAL AREA(ACRES) - 30.73 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 106.00 - 2270.00 FEET. fff lffffffffffff♦ ►fff #fff fff lfff lffflfffffff \ \!if \f 1#f ##ffffff #ffif ffffff ! #f FLOW PROCESS FROM NODE 106.00 TO NODE 108.00 IS CODE - 46 ---------------------------------------------------------------------------- » »> COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA <<<<< »> »USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) < <<< ............................................. ............................... REPRESENTATIVE SLOPE - 0.0100 FLOW LENGTH (FEET) - 200.00 MANNING'S N - 0.013 ® ® ® m ® ® _.. m m m m m __ GIVEN BOX BASEWIDTH(FEET) = 8.00 GIVEN BOX HEIGHT(FEET) = 4.00 FLOWDEPTH IN BOX IS 1.17 FEET BOX -FLOW VELOCITY(FEET /SEC.) = 10.67 BOX- FLOW(CFS) = 99.78 BOX -FLOW TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 9.02 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 108.00 = 2470.00 FEET. itf\iffffff lffffffftff # #f fflfffff ►!fffff •f \ fff } }ff ltlfffffff •ff •f 1ff1•fffff• FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK M 2 « «< ........................................ __.................................. if fffff \if if if tf l► fff \11!11! ♦#11f 11f \!ffff if ffff if if if11ff1 ff1t1tfffff Rf ffff FLAW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 21 ---------------------------------------------------------------------------- »- RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ....... ... . ........................................ _ ..................... ... INITIAL SUBAREA FLAW- LENGTH(FEET) = 650.00 ELEVATION DATA: UPSTREAM(PEET) = 76.89 DOWNSTREAM(FEET) . 66.26 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.232 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.837 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.) COMMERCIAL A 6.97 0.98 0.10 32 9.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CPS) 23.45 TOTAL AREA(ACRES) = 6.97 PEAK FLOW RATE(CFS) = 23.45 1f# #fffff 1ffffflf fff► fffff # #f fff if ffff ► ►•fffff! !fffff fffff! #f #!fffff }fff ffff FLOW PROCESS FROM NODE 17.00 TO NODE 107.00 IS CODE . 41 ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT). «< REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.013 DEPTH OF FLAW IN 30.0 INCH PIPE IS 16.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.47 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES . 1 PIPE- FLOW(CFS) . 23.45 PIPE TRAVEL TIME(MIN.) = 1.08 Tc(MIN.) = 10.31 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 107.00 . 1200.00 FEET. 1l !fffff \ \f \if fff \f \ff if !!fffff fffff!! fffff!! fffff ►ff •!fffff 1f 1f 1ffff1fff lf• FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ._.:_._....: ................................. ............................... TOTAL NUMBER OF STREAMS 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.31 RAINFALL INTENSITY(INCH /HR) = 3.59 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 6.97 TOTAL STREAM AREA(ACRES) = 6.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.45 fffifftlf fff\ ♦kf if if fffff!! #ff fffff!!•! ffff#! tffff1f 1f fflfffff ffff\! fffff #ff FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS< c . >>USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ....: ..............•______._._..._...._...... ......_.._..__.........._____._ INITIAL SUBAREA FLOW- LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 66.87 DOWNSTREAM(FEET) 60.75 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.809 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.946 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.) COMMERCIAL A 1.81 0.98 0.10 32 8.81 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH / HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) 6.27 TOTAL AREA(ACRES) = 1.81 PEAK FLAW RATE(CFS) = 6.27 ♦ffff lffflfllf if ►1f flit ♦1f# ♦ffff #lf fff► ffff #!! ffff #f #fftlff fffff! tfffffff lf\ FLAW PROCESS FROM NODE 19.00 TO NODE 107.00 IS CODE = 1 ------- ----- -------- ------------------------------------------------------- » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «< < >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< ...............:__..._...._..............___. _............ ................ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.81 RAINFALL INTENSITY(INCH /HR) = 3.95 AREA - AVERAGED Pm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) . 0.98 AREA- AVERAGED Ap . 0.10 EFFECTIVE STREAM AREA(ACRES) . 1.81 TOTAL STREAM AREA(ACRES) = 1.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.27 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 23.45 10.31 3.590 0.98( 0.10) 0.10 7.0 16.00 2 6.27 8.81 3.946 0.98( 0.10) 0.10 1.8 18.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLAW RATE TABLE ** STREAM Q Tc Intensity Pp(Pm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 28.34 8.81 3.946 0.98( 0.10) 0.10 7.8 18.00 2 29.14 10.31 3.590 0.98( 0.10) 0.10 8.8 16.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CPS) = 29.14 Tc(MIN.) = 10.31 EFFECTIVE AREA(ACRES) 8.78 AREA - AVERAGED Fm(INCH /HR) . 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.78 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 107.00 = 1200.00 FEET. Rtif•fff tf ifftffttfltRttf /fflfff rffiRlfffr ♦ffff lff ff lfffff iff if ♦fff Rfffffffi FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 41 ---------------------------------------------------------------------------- » .>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< >>>>>USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< __________________________________________•__ ______________________ =....a =.v REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.89 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 29.14 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) . 10.97 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 108.00 = 1550.00 FEET. tffltlffffkflfflfflfffflffff lRlfftlfflfflfffiffffftf lff ♦tffiffRllfff lffff tff FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 11 ---------------------------------------------------------------------------- »» > CONFLUENCE MEMORY BANK # 2 WITH THE MAIN - STREAM MEMORY «« < ..... __ ...... __ ------- _ .................................... _ .......... ______ ** MAIN STREAM CONFLUENCE DATA ** PEAK FLAW RATE(CFS) - 128.00 TC(MIN.) = 9.479 EFFECTIVE AREA(ACRES) STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) TO NODE 108.00 = 2470.00 (ACRES) NODE 1 28.34 9.47 3.779 0.98( 0.10) 0.10 7.8 18.00 2 29.14 10.97 3.459 0.98( 0.10) 0.10 8.8 16.00 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 108.00 = 1550.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 118.14 7.20 4.452 STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) 18.00 (ACRES) NODE 1 92.63 7.20 4.452 0.98( 0.10) 0.10 21.0 14.00 2 99.33 8.80 3.948 0.98( 0.10) 0.10 25.6 10.00 3 99.78 9.01 3.894 0.98( 0.10) 0.10 26.1 12.00 4 99.65 9.48 3.776 0.98( 0.10) 0.10 26.9 6.00 5 98.45 10.62 3.527 0.98( 0.10) 0.10 28.7 8.00 6 93.94 12.40 3.215 0.98( 0.10) 0.10 30.4 4.00 7 91.16 13.12 3.108 0.98( 0.10) 0.10 30.7 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 108.00 = 2470.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 118.14 7.20 4.452 0.98( 0.10) 0.10 26.9 14.00 2 126.89 8.80 3.948 0.97( 0.10) 0.10 32.8 10.00 3 127.58 9.01 3.894 0.97( 0.10) 0.10 33.5 12.00 4 128.00 9.47 3.779 0.98( 0.10) 0.10 34.6 18.00 5 128.00 9.48 3.776 0.98( 0.10) 0.10 34.7 6.00 6 127.41 10.62 3.527 0.98( 0.10) 0.10 37.3 8.00 7 126.71 10.97 3.459 0.98( 0.10) 0.10 37.9 16.00 8 120.97 12.40 3.215 0.98( 0.10) 0.10 39.2 4.00 9 117.25 13.12 3.108 0.98( 0.10) 0.10 39.5 1.00 TOTAL AREA(ACRES) = 39.51 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLAW RATE(CFS) - 128.00 TC(MIN.) = 9.479 EFFECTIVE AREA(ACRES) 34.65 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 39.51 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 108.00 = 2470.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 39.51 TC(MIN.) 9.48 EFFECTIVE AREA(ACRES) = 34.65 AREA - AVERAGED FM(INCH /HR)= 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.10 PEAK FLAW RATE(CFS) 128.00 rr PEAK FLAW RATE TABLE *• STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER. NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 118.14 7.20 4.452 0.98( 0.10) 0.10 26.9 14.00 2 126.89 8.80 3.948 0.97( 0.10) 0.10 32.8 10.00 3 127.58 9.01 3.894 0.97( 0.10) 0.10 33.5 12.00 4 128.00 9.47 3.779 0.98( 0.10) 0.10 34.6 18.00 5 128.00 9.48 3.776 0.98( 0.10) 0.10 34.7 6.00 6 127.41 10.62 3.527 0.98( 0.10) 0.10 37.3 8.00 7 126.71 10.97 3.459 0.98( 0.10) 0.10 37.9 16.00 8 120.97 12.40 3.215 0.98( 0.10) 0.10 39.2 4.00 9 117.25 13.12 3.108 0.98( 0.10) 0.10 39.5 1.00 END OF RATIONAL METHOD ANALYSIS lfffff #fltr ♦tffffffl+ +RflffffRf Rf+fffffffffffff 11f 1ffff ♦ff#rffffff +f if +lfff# 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 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P:(714)685 -6860 F:(714)685 -6801 Rrw + ++f ►rtt + + ++ + ++ + + + + + + ++ DESCRIPTION OF STUDY Regency Commercial Property Proposed Conditions Analysis 100 Year Analysis + : +1fff +#Rff +f rrRff+ lf# fRfR+++ + + + #f + ++ ++ : : +#f +ffff + +f ♦ +!lffff if #rlrr#rf : ++ FILE NAME: 01900P1H.DAT TIME /DATE OF STUDY: 13:05 06/30/2002 _•_• ............................................ ..... ............. ...... : :_: USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ..........._: .....................:_._:__:_.. ........_.__.._._......_.._.... -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE . 0.95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.070 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) • 1.580 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT . 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.5800 SLOPE OF INTENSITY DURATION CURVE . 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)* (Velocity) Constraint . 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED R+fff lfffffRf*fffff rflf #r1+Rffff ++fff llt ifflf tffif ff lffflfffffffffffff + + ♦Rff FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE . 21 ---------------------------------------------------------------------------- » >> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< >>USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< __ .......................................................... INITIAL SUBAREA FLOW- LENGTH(FEET) . 600.00 ELEVATION DATA: UPSTREAM(FEET) . 79.30 DOWNSTREAM(FEET) 73.00 Tc - K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)) -0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) . 9.770 * 100 YEAR RAINFALL INTENSITY(INCH /HR) - 4.695 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 4.10 0.98 0.10 32 9.77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH / HR) - 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA RUNOFF(CFS) 16.96 TOTAL AREA(ACRES) - 4.10 PEAK FLOW RATE(CFS) = 16.96 Rf ► +fff lflllifffiflf llff +1f 11+ffRf llfff#f lffflffRf lffff Rf if tftlklff ♦fffff ♦ff FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE . 41 ---------------------------------------------------------------------------- >> » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « <<< ............................................. ............................... REPRESENTATIVE SLOPE . 0.0100 FLOW LENGTH(FEET) - 50.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) - 9.60 PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) - 16.96 PIPE TRAVEL TIME(MIN.) - 0.09 Tc(MIN.) . 9.86 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 650.00 FEET. !fr• :f rftr +rrf +f #R +r +►+f rrrflfrf!lrff+ff + + : +rff RRf lffRfffrrf r + +rR :fffltlrk+t FLOW PROCESS FROM NODE 3.00 TO NODE 100.00 IS CODE - 41 ---------------------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< » » >USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ............................................. ............................... REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) . 400.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 11.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.07 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES - 1 PIPE- FLOW(CFS) - 16.96 PIPE TRAVEL TIME(MIN.) . 0.66 Tc(MIN.) . 10.52 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 100.00 - 1050.00 FEET. ff+ ♦fff# +1fffRfffffff 11111f1r1#flfflffllfr#f!#11f+f lfffff l#rff+ffff /ff lfffff FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE 1 ---------------------------------------------------------------------------- .i.>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) . 10.52 RAINFALL INTENSITY(INCH /HR) . 4.49 AREA - AVERAGED Fm(INCH /HR) . 0.10 AREA - AVERAGED Fp(INCH / HR) - 0.98 AREA - AVERAGED Ap . 0.10 r r m s EFFECTIVE STREAM AREA(ACRES) = 4.10 TOTAL STREAM AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.96 rfff llf ffffff tffif lfff #lfffliffff ♦ff 1!► ffffff •f ••f lff ffff if iff •f tff ►fflff •ff FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 21 ---------------------------------------------------------------------------- » > >RATIONAL METHOD INITIAL SUBAREA ANALYSIS..... USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ____======________:_:__::::::__:___ ____ °___________ °____ °_ =______• INITIAL SUBAREA FLOW - LENGTH (FEET) 750.00 ELEVATION DATA: UPSTREAM(FEET) 79.30 DOWNSTREAM(FEET) = 67.00 Tc = K *[(LENGTH ** 3.00)/ (ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.771 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.695 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.) COMMERCIAL A 5.99 0.98 0.10 32 9.77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 24.78 TOTAL AREA(ACRES) = 5.99 PEAK FLOW RATE(CFS) = 24.78 ffffff rffrlf♦f rffllrif lffrrf rrfffrrrrf• rrrlrf rff♦if fff#r►rf rf rlrfff rff rffffr FLOW PROCESS FROM NODE 5.00 TO NODE 100.00 IS CODE = 41 ---------------------------------------------------------------------------- - -COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA< «< >> » USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< :______________:__=°____________:_____•__ _____•__________•________ =_ °___ REPRESENTATIVE SLOPE = 0.0200 FLAW LENGTH(FEET) = 50.00 MANNING'S N 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 13.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.14 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 24.76 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.85 LONGEST FLOWPATH FROM NODE 4.00 TO NODE 100.00 = 800.00 FEET. flrffffffff lff lffffirtfrirffrlf lffffffifffflf ffff lffff•ffftlff!•rffff lffffrf FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <c< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES «cc< ______________:____•_________________:__ _________________ °_____ °_ ° °__ °_ TOTAL NUMBER OF STREAMS 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) : 9.85 RAINFALL INTENSITY(INCH /HR) = 4.67 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 5.99 TOTAL STREAM AREA(ACRES) = 5.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.78 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 16.96 10.52 4.491 0.98( 0.10) 0.10 4.1 1.00 2 24.78 9.85 4.673 0.98( 0.10) 0.10 6.0 4.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Pp(Pm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 41.32 9.85 4.673 0.98( 0.10) 0.10 9.8 4.00 2 40.76 10.52 4.491 0.98( 0.10) 0.10 10.1 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 41.32 Tc(MIN.) - 9.85 EFFECTIVE AREA(ACRES) = 9.83 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED FP(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 10.09 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 100.00 = 1050.00 FEET. #1lf rf rrfffrf rffr ►fffrf lfffrffrrf ►rf rffffirf riff lfff!!lrff iffflf rf r• #ffffff♦ FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 41 ---------------------------------------------------------------------------- » >> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<c > »>USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ______ = = = == ass = === =____ = = = == ass=====_________ _______________________________ REPRESENTATIVE SLOPE = 0.0200 FLAW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.57 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 41.32 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 10.04 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 101.00 = 1200.00 FEET. ♦! ►fffffffflff#ffffl!•ff tfffffffflff ffffff ►flf if tf#ifffiffllffffff #tiffrrfff FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 46 ---------------------------------------------------------------------------- » »> COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) « «< _____________________________________________ _______________________________ REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 GIVEN BOX BASEWIDTH(FEET) = 8.00 GIVEN BOX HEIGHT(FEET) = 4.00 FLOWDEPTH IN BOX IS 0.66 FEET BOX -FLOW VELOCITY(FEET /SEC.) = 7.81 BOX- FLOW(CFS) = 41.32 BOX -FLOW TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 10.30 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 102.00 = 1320.00 FEET. ff► 1f/ fffflffffflfffflfff ♦r #f•f1lf ►f ►f 1tr11f 1tf ifflf lfffffff if fffff ►f 1f 11ttf FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ______•_____________••__•_•_•_____••___ ___• =___ °_ ° °_ °_________________ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.30 RAINFALL INTENSITY(INCH /HR) = 4.55 AREA - AVERAGED Fm(INCH /HR) = 0.10 s m m m m m m m m m m m m m m m AREA - AVERAGED Fp(INCH /HR) = 0.98 ** CONFLUENCE DATA ** AREA- AVERAGED Ap = 0.10 STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER EFFECTIVE STREAM AREA(ACRES) = 9.83 NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE TOTAL STREAM AREA(ACRES) = 10.09 1 41.32 10.30 4.549 0.98( 0.10) 0.10 9.8 4.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.32 1 40.76 10.97 4.380 0.98( 0.10) 0.10 10.1 1.00 2 15.98 7.36 5.567 0.98( 0.10) 0.10 3.2 6.00 1111 1111 iffffflffif•fff llf #ff ♦ #ff if ffffffffffff!\f \11fr11f 1f11ffflf!\ \1111 rf FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE 21 ------------------------ >>>.>RATIONAL METHOD INITIAL SUBAREA ANALYSIS «« >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< S INITIAL = SUBAREA a FLOWsLENGTH(FEET) __ = 450600 = = = = =_______ : :______.... :_____ ELEVATION DATA: UPSTREAM(FEET) = 76.87 DOWNSTREAM(FEET) = 65.67 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) . 7.328 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.579 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) COMMERCIAL A 3.24 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) 15.98 TOTAL AREA(ACRES) = 3.24 PEAK FLOW RATE(CFS) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 52.24 7.36 5.567 0.98( 0.10) 0.10 10.3 6.00 2 54.33 10.30 4.549 0.98( 0.10) 0.10 13.1 4.00 3 53.28 10.97 4.380 0.98( 0.10) 0.10 13.3 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 54.33 Tc(MIN.) = 10.30 Ap SCS Tc EFFECTIVE AREA(ACRES) = 13.07 AREA - AVERAGED Fm(INCH /HR) = 0.10 (DECIMAL) CN (MIN.) AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.10 0.10 32 7.33 TOTAL AREA(ACRES) . 13.33 98 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 102.00 = 1320.00 FEET. 15.98 ff 1f 1111 111 1f ffffflfffff l/flffflf if1f11fff #ftf 1111111 1111111 11111 if \11111 \1f FLOW PROCESS FROM NODE 7.00 TO NODE 102.00 IS CODE = 41 ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA - << » »,USING USER - SPECIFIED PIPBSIZE (EXISTING ELEMENT) « «< = REPRESENTATIVE SLOPS = = =0 ............................................ FLOW LENGTH(FEET) 15.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 9.05 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 15.98 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.36 LONGEST FLOWPATH FROM NODE 6.00 TO NODE 102.00 = 465.00 FEET. \lfffll kff \11rf•ffifllfff#11ff1rfflff if #f•f•f irfffff f 1f 1f111ffff•1ff #1111 if! FLAW PROCESS FROM NODE 102.00 TO NODE 102.00 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 CONCSNTRATION(MIN.) = 7.36 RAINFALL INTENSITY(INCH /HR) = 5.57 AREA - AVERAGED FM(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 3.24 TOTAL STREAM AREA(ACRES) = 3.24 PEAK FLAW RATE(CFS) AT CONFLUENCE = 15.98 afff \ :f rfflf! \ :ffff►ff►f elf rf r•►f of rf #rr►ff lr♦ \rf if 1111 if •ffrfff # # #f riff ## #r FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE . 46 ---------------------------------------------------------------------------- >>>>> COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA « «< >>>>.USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) < <<< ........... _................................................................ REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 GIVEN BOX BASEWIDTH(FEET) = 8.00 GIVEN BOX HEIGHT(PEET) = 4.00 FLONDEPTH IN BOX IS 0.79 FEET BOX -FLOW VELOCITY(FBET /SEC.) = 8.62 BOX- FLOW(CFS) = 54.33 BOX -FLOW TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 11.07 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 103.00 = 1720.00 FEET. 111 #11111 1ff#fffff/f 1111!11 \f lff 1111 lff #ff ■f1f# #f lf1kf11ff #f 1111 if •# #1111111 FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE . 1 ---------------------------------------------------------------------------- >> ».DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ............................................. ............................... TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.07 RAINFALL INTENSITY(INCH /HR) . 4.36 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 13.07 TOTAL STREAM AREA(ACRES) = 13.33 PEAK FLAW RATE(CFS) AT CONFLUENCE = 54.33 f!lfffff rf 111111 #f lfffll tfffffffll111ffrff if 1111 flffflfflf #fffffff if ♦l1f 1111 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 21 ---------------------------------------------------------------------------- » ».RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREAc< _________: ------ ____ ....................... __ ....... _....................... INITIAL SUBAREA FLOW- LENGTH(FEET) = 550.00 1f 1f 1f ELEVATION DATA: UPSTREAM(FEET) = 77.50 DOWNSTREAM(FEET) 71.44 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) . 9.345 Q Tc * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.822 Fp(Fm) SUBAREA Tc AND LOSS RATE DATA(AMC II): Ae DEVELOPMENT TYPE/ SCS SOIL AREA Pp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 5.86 0.98 0.10 32 9.35 SUBAREA AVERAGE PERVIOUS LASS RATE, Fp(INCH /HR) = 0.98 1 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 5.245 SUBAREA RUNOFF(CFS) 24.91 0.10 TOTAL AREA(ACRES) = 5.86 PEAK FLAW RATE(CFS) = 24.91 6.00 fffaRf•\1fflf Rffffffif \fff lf• f ifflif iff rff•ff Rff \ffffffffffRf ♦f lffflffaf lfff FLOW PROCESS FROM NODE 9.00 TO NODE 103.00 IS CODE = 41 ---------------------------------------------------------------------------- »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< > > >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< :__:_•_:_•__...______ E:.: .................... ............................... REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 ASSUME FULL - FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 14.10 GIVEN PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES . 1 PIPE- FLOW(CFS) = 24.91 PIPE TRAVEL TIME(MIN.) . 0.02 Tc(MIN.) = 9.36 LONGEST FLOWPATH FROM NODE 8.00 TO NODE 103.00 . 565.00 FEET. fRllffff if \ffflRffff \fffllfffff ►fflfff affffRl \fff lRf flat if ! ♦ff lfff\ \!1f •ffff FLOW PROCESS FROM NODE 103.00 TO NODE 103'.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.) = 9.36 RAINFALL INTENSITY(INCH /HR) = 4.82 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) . 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 5.86 TOTAL STREAM AREA(ACRES) = 5.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.91 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) 1 75.82 8.12 5.245 0.98( 0.10) 0.10 2 78.04 9.36 4.816 0.98( 0.10) 0.10 3 76.85 11.04 4.362 0.98( 0.10) 0.10 4 75.00 11.71 4.212 0.98( 0.10) 0.10 As HEADWATER (ACRES) NODE 15.3 6.00 17.3 8.00 18.9 4.00 19.2 1.00 ** CONFLUENCE DATA ff 1f 1f 1f FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 52.24 8.12 5.245 0.98( 0.10) 0.10 10.3 6.00 1 54.33 11.04 4.362 0.98( 0.10) 0.10 13.1 4.00 1 53.28 11.71 4.212 0.98( 0.10) 0.10 13.3 1.00 2 24.91 9.36 4.816 0.98( 0.10) 0.10 5.9 8.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 78.04 Tc(MIN.) = 9.36 EFFECTIVE AREA(ACRES) = 17.31 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) . 19.19 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 103.00 = 1720.00 FEET. f ♦fffff lffl ffrlffffffffffffffffffrffllff rfffff if Rfffflfff \f iff \ffff \f \f #f ►fa FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE . 46 ---------------------------------------------------------------------------- >. »> COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA « «< >>>>>USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) < <<< ._: ...........................•_•__.....__. _..._....._..........._.- ...... REPRESENTATIVE SLOPE = 0.0100 FLOW LENGTH(FEET) . 500.00 MANNING'S N . 0.013 GIVEN BOX BASEWIDTH(FEET) = 8.00 GIVEN BOX HEIGHT(FEET) = 4.00 FLOWDEPTH IN BOX IS 0.99 FEET BOX -FLOW VELOCITY(FEET /SEC.) = 9.81 BOX- FLOW(CFS) = 78.04 BOX -FLOW TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 10.21 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 105.00 = 2220.00 FEET. 1f 1f * #1fff 1f lRf if if if #frrff iffrf ifffflafffffaff if /lf iff•kaff if rfffffrllrffff FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK k 1 « «< ............................................. ............................... f\ flfff \lfffffrfflffffffffff111ff1f 1fffffflf if ♦rfifffllff lffffff if 1f 1f 1f 1f 1f FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< >>USE TIME- OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< _::_:___._::_:__.:____..:_____________ :_..___..._____...__..._._..... INITIAL SUBAREA FLOW- LENGTH(FEET) 600.00 ELEVATION DATA: UPSTREAM(FEET) = 77.95 DOWNSTREAM(FEET) . 60.00 Tc . K *((LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) . 7.924 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.323 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Pp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 4.22 0.98 0.10 32 7.92 SUBAREA AVERAGE PERVIOUS LASS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 19.85 TOTAL AREA(ACRES) 4.22 PEAK FLAW RATE(CFS) = 19.85 ♦r♦•ffrrfffr••ff rf: f urf if rfffffrfffraffrr♦• ffff f :ff ►ff•♦•f lrr♦••rrffffff lff FLOW PROCESS FROM NODE 11.00 TO NODE 104.00 IS CODE = 41 ---------------------------------------------- ------- -------- ------ --- ------ » »> COMPUTE PIPE -FLAW TRAVEL TIME THRU SUBAREA « «< »» >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) «« < REPRESEWTATIVE SLOPE 0.0200 FLAW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLAW VELOCITY (FEET /SEC.) = 11.23 PIPE FLAW'VEL.00ITY . (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE -FLAW (CFS) = 19.85 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) . 8.15 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 104.00 = 750.00 FEET. ftf rfitffrfflfff 1f 1f 1frtfffrf kfffttfrfffrrflf fffiffff if /f tffffff rf tffflrf iff FLAW PROCESS FROM NODE 104.00 TO NODE 104.00 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.) = 8.15 RAINFALL INTENSITY(INCH /HR) = 5.24 AREA - AVERAGED FM(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) . 4.22 TOTAL STREAM AREA(ACRES) = 4.22 PEAK FLOW RATE(CFS) AT CONFLUENCE . 19.85 f lffffffffflffffffrfffiffffff fff if ifftif tfffffffff if •fff }!It }} }trt }ff lffiff► FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< >.USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ° ....................................................................... INITIAL SUBAREA FLOW- LENGTH(FEET) = 700.00 ELEVATION DATA: UPSTREAM(FEET) = 77.50 DOWNSTREAM(PEET) = 56.00 Tc = K *((LENGTH ** 3.00)/ (ELEVATION CHANGE))-0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 8.384 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.146 SUBAREA Tc AND LASS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 5.97 0.98 0.10 32 8.38 SUBAREA AVERAGE PERVIOUS LASS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 27.13 TOTAL AREA(ACRES) 5.97 PEAK FLAW RATE(CFS) = 27.13 fitf frffffffrfffrf /ftff lff ♦lfffrf ♦rf rfffffff•1l ftrtlffrffffff•lfftrffffffrfi [+LOW PROCESS FROM NODE 13.00 TO NODE 104.00 IS CODE = 41 ---------------------------- 7 ----------------------------------------------- »»> COMPUTE PIPE -FLAW TRAVEL TIME THRU SUBAREA « «< >>>>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) «« < ............................................. ............................... REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) . 25.00 MANNING'S N = 0.013 ASSUME FULL- FLAWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 15.35 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 27.13 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 8.41 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 104.00 = 725.00 FEET. f111f 111f ff• f lff if rfitf•ff tf lrlffrltrlf rfflff•ff•lf ffff if lrff•fff ► ►ffr•trf rf FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 ---------------------------------------------------------------------------- >. - DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.41 RAINFALL INTENSITY(INCH /HR) = 5.14 AREA - AVERAGED PM(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 5.97 TOTAL STREAM AREA(ACRES) = 5.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.13 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 19.85 8.15 5.236 0.98( 0.10) 0.10 4.2 10.00 2 27.13 8.41 5.136 0.98( 0.10) 0.10 6.0 12.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 46.64 8.15 5.236 0.98( 0.10) 0.10 10.0 10.00 2 46.59 8.41 5.136 0.98( 0.10) 0.10 10.2 12.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 46.64 Tc(MIN.) = 8.15 EFFECTIVE AREA(ACRES) = 10.00 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap . 0.10 TOTAL AREA(ACRES) = 10.19 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 104.00 = 750.00 FEET. ♦ffrf rffrffff rffrf :riff •fftf tirffrt :r•rff•f rrf rfrfr►f ♦r♦f•♦f tfftrf rrfffrtrt• FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 41 ---------------------------------------------------------------------------- » » >COMPUTPE PIPE -FLAW TRAVEL TIME THRU SUBAREA ««< »» >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ___ 6 ............................. _ ........................ _................. REPRESENTATIVE SLOPE = 0.0200 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLAW VELOCITY(FEET /SEC.) = 14.85 PIPE FLOW VELOCITY . (TOTAL FLAW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES . 1 PIPE -FL.OW (CFS) = 46.64 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 8.32 ® m e m m m m r_ "mm mm m mmm ® ® m LONGEST FLOWPATH FROM NODE 10.00 TO NODE 105.00 . 900.00 FEET. fff of if #1f # #ffflff •fffffff# tiff# # ♦ff if tff if fffffff ffff /f \f 1f \fff tf tff •f lfffi PLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE . 11 ---------------------------------------------------------------------------- »»> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY « «< •__• ...............:___.._.._......._........ ......................_...... ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 46.64 8.32 5.172 0.98( 0.10) 0.10 10.0 10.00 2 46.59 8.58 5.075 0.98( 0.10) 0.10 10.2 12.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 105.00 = 900.00 FEET ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 75.82 8.97 4.943 0.98( 0.10) 0.10 15.3 6.00 2 78.04 10.18 4.580 0.98( 0.10) 0.10 17.3 8.00 3 76.85 11.85 4.180 0.98( 0.10) 0.10 18.9 4.00 4 75.00 12.51 4.048 0.98( 0.10) 0.10 19.2 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 105.00 = 2220.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Pm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 120.28 8.32 5.172 0.98( 0.10) 0.10 24.2 10.00 2 121.13 8.58 5.075 0.98( 0.10) 0.10 24.9 12.00 3 121.17 8.97 4.943 0.98( 0.10) 0.10 25.5 6.00 4 120.00 10.18 4.580 0.97( 0.10) 0.10 27.5 8.00 5 115.06 11.85 4.180 0.98( 0.10) 0.10 29.1 4.00 6 111.97 12.51 4.048 0.98( 0.10) 0.10 29.4 1.00 TOTAL AREA(ACRES) = 29.38 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 121.17 Tc(MIN.) = 8.966 EFFECTIVE AREA(ACRES) 25.53 AREA - AVERAGED Pm(INCH /HR) . 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap . 0.10 TOTAL AREA(ACRES) = 29.38 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 105.00 . 2220.00 FEET. ff iffflfffffffffffflf lfffff ►ff kf ttfff /fff•lf tfff if lfff if if tRt#f of lrff lfwtfff PLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE . 46 ---------------------------------------------------------------------------- »»> COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA <<<<< »» >USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) «c« :_:.::..__•__...:..: ......................... ............................... REPRESENTATIVE SIAPE = 0.0100 FLOW LENGTH(FEET) . 50.00 MANNING'S N . 0.013 GIVEN BOX BASEWIDTH(FEET) = 8.00 GIVEN BOX HEIGHT(FEET) . 4.00 FLOWDEPTH IN BOX IS 1.33 FEET BOX -FLOW VELOCITY(FEET /SEC.) = 11.38 BOX- FLOW(CFS) = 121.17 BOX -FLOW TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) . 9.04 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 106.00 = 2270.00 FEET. /ffflffl4fff11f 1f fftlfffff if fill! ffffflfl llffflftffffff lff •f •iffflf fffff if 4f FLAW PROCESS FROM NODE 106.00 TO NODE 106.00 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.) . 9.04 RAINFALL INTENSITY(INCH /HR) . 4.92 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) . 0.98 AREA- AVERAGED Ap . 0.10 EFFECTIVE STREAM AREA(ACRES) = 25.53 TOTAL STREAM AREA(ACRES) . 29.38 PEAK FLAW RATE(CFS) AT CONFLUENCE = 121.17 faalrff ff# a►►•• 1flffffi# :ra #►r :fffrfft••\llfff :iffflrtf if wf \!ff #rwwwf rf ltlff FLAW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<< USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< .............................. INITIAL SUBAREA PLOW- LENGTH(PfifiT) 350.00 ELEVATION DATA: UPSTREAM(FEET) = 62.00 DOWNSTREAM(FEET) 54.64 Tc . K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) . 6.854 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.807 SUBAREA Tc AND LASS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.35 0.98 0.10 32 6.85 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) . 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) . 6.94 TOTAL AREA(ACRES) . 1.35 PEAK FLAW RATE(CFS) . 6.94 ff fff# f4Rrf /flftf#ffaf /fflff #lfffffftaf lfffr \f4t #fff lffff#wf tfffff tfffff tiff PLOW PROCESS FROM NODE 15.00 TO NODE 106.00 IS CODE . 41 ---------------------------------------------------------------------------- >> »> COMPUTE PIPE -FLAW TRAVEL TIME THRU SUBAREA« «c »» >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)c «<< ............................................. ............................... REPRESENTATIVE SLOPE . 0.0200 FLOW LENGTH(FEET) . 15.00 MANNING'S N . 0.013 ASSUME FULL - FLAWING PIPELINE PIPE -FLAW VEIOCITY(FEET /SEC.) = 8.83 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- PL.OW(CFS) = 6.94 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 6.88 LONGEST FLOWPATH FROM NODE 14.00 TO NODE 106.00 365.00 FEET. fff lfff94rff•llfff1ff41lfft #f RRfffifafatf ifffff •iff\ffffff ■!lf lffttRff lff •f♦ FLAW PROCESS FROM NODE 106.00 TO NODE 106.00 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.) . 6.88 RAINFALL INTENSITY(INCH /HR) . 5.79 ® O l AREA - AVERAGED Fm(INCH /HR) . 0.10 AREA - AVERAGED Fp(INCH /HR) . 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.35 TOTAL STREAM AREA(ACRES) = 1.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.94 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Pp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 120.28 8.39 5.145 0.98( 0.10) 0.10 24.2 10.00 1 121.13 8.65 5.050 0.98( 0.10) 0.10 24.9 12.00 1 121.17 9.04 4.920 0.98( 0.10) 0.10 25.5 6.00 1 120.00 10.25 4.562 0.97( 0.10) 0.10 27.5 8.00 1 115.06 11.92 4.166 0.98( 0.10) 0.10 29.1 4.00 1 111.97 12.58 4.034 0.98( 0.10) 0.10 29.4 1.00 2 6.94 6.88 5.793 0.98( 0.10) 0.10 1.4 14.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 118.31 6.88 5.793 0.98( 0.10) 0.10 21.2 14.00 2 126.42 8.39 5.145 0.98( 0.10) 0.10 25.6 10.00 3 127.16 8.65 5.050 0.98( 0.10) 0.10 26.2 12.00 4 127.05 9.04 4.920 0.98( 0.10) 0.10 26.9 6.00 5 125.44 10.25 4.562 0.97( 0.10) 0.10 28.9 8.00 6 120.02 11.92 4.166 0.98( 0.10) 0.10 30.5 4.00 7 116.77 12.58 4.034 0.98( 0.10) 0.10 30.7 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 127.16 Tc(MIN.) = 8.65 EFFECTIVE AREA(ACRES) 26.22 AREA - AVERAGED Fm(INCH /HR) . 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap . 0.10 TOTAL AREA(ACRES) = 30.73 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 106.00 . 2270.00 FEET. f ifff if lffff111*11f if1fffifffi\f111fffffltf ffff! ffff •lffffitf lfffffltffif fff FLOW PROCESS FROM NODE 106.00 TO NODE 108.00 IS CODE = 46 ---------------------------------------------------------------------------- » ».COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA<cccc »»> USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) « «< ............................................. ............................... REPRESENTATIVE SLOPE . 0.0100 FLAW LENGTH(FEET) = 200.00 MANNING'S N . 0.013 GIVEN BOX BASEWIDTH(FEET) = 8.00 GIVEN BOX HEIGHT(FEET) = 4.00 FLOWDEPTH IN BOX IS 1.37 FEET BOX -FLOW VELOCITY(FEET /SEC.) = 11.60 BOX- FLOW(CFS) = 127.16 BOX -FLOW TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) . 8.94 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 108.00 = 2470.00 FEET. •lffftlfffffffffl ffff•! ffffffffffflfflfflffffflllfffff ffff! \•f 1f if tff ffffllf FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE . 10 ---------------------------------------------------------------------------- » » >MAIN- STREAM ME240RY COPIED ONTO MEMORY BANK # 2 ««< .................................... . ............... - ................... ... fff ifffl!•f if if ffff•ff•f\fflfffffffff • fff•1f ffffff! llf ••if 1ff 11f if 11f \f if lff FLAW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 21 ------------------------------ ---------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< _______•_:______....._:.:...:..._: ........... .......................... : :___ INITIAL SUBAREA FLOW- LENGTH(FfifiT) = 650.00 ELEVATION DATA: UPSTREAM(FEET) . 76.89 DOWNSTREAM(FEET) = 66.26 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) . 9.232 * 100 YEAR RAINFALL INTENSITY(INCH /HR) . 4.857 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.) COMMERCIAL A 6.97 0.98 0.10 32 9.23 SUBAREA AVERAGE PERVIOUS LASS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap . 0.10 SUBAREA RUNOFF(CFS) . 29.86 TOTAL AREA(ACRES) . 6.97 PEAK FLAW RATE(CFS) = 29.86 fffff#fffff llffff�lffllff #if 111ffffffffff #f if ffff ffff ifff #fff #ffff #11 \ff• #tf FLOW PROCESS FROM NODE 17.00 TO NODE 107.00 IS CODE = 41 ---------------------------------------------------------------------------- >> »> COMPUTE PIPE -FLAW TRAVEL TIME THRU SUBAREA « «< >>>>.USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « c« ............................................. ............................... REPRESENTATIVE SLOPE . 0.0100 FLAW LENGTH(FEET) . 550.00 MANNING'S N = 0.013 DEPTH OF FLAW IN 30.0 INCH PIPE IS 19.3 INCHES PIPE -FLAW VELOCITY(FEET /SEC.) = 8.93 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES . 1 PIPE- FLOW(CFS) = 29.86 PIPE TRAVEL TIME(MIN.) . 1.03 Tc(MIN.) = 10.26 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 107.00 1200.00 FEET. ff ifffflff11ff 1f ifff ►ffff•fff1f11flf11f1l1tf 1ff if ifff ffff if ♦•f ifffffffffflff FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ............................................. ............................... TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) . 10.26 RAINFALL INTENSITY(INCH /HR) . 4.56 AREA - AVERAGED Fm(INCH /HR) . 0.10 AREA - AVERAGED Fp(INCH /Hit) = 0.98 AREA - AVERAGED Ap . 0.10 EFFECTIVE STREAM AREA(ACRES) . 6.97 TOTAL STREAM AREA(ACRES) = 6.97 PEAK FLOW RATE(CFS) AT CONFLUENCE . 29.86 •ffff! 11f 1f 1ff if if ♦1f if if ffffff! ff ffllf \ ffffff! ♦•ffffff ►f •f •f 1f •fif lff /f ffff FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE . 21 ---------------------------------------------------------------------------- >> » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ............................................. ............................... INITIAL SUBAREA FLAW- LENGTH(FEET) = 500.00 ELEVATION DATA. UPSTREAM(FEET) . 66.87 DOWNSTREAM(PEET) - 60.75 Tc . K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) . 8.809 * 100 YEAR RAINFALL INTENSITY(INCH /HR) . 4.996 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.) COMMERCIAL A 1.81 0.98 0.10 32 8.81 SUBAREA AVERAGE PERVIOUS LASS RATE, Fp(INCH /HR) . 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap . 0.10 SUBAREA RUNOFF(CFS) - 7.98 TOTAL AREA(ACRES) - 1.81 PEAK FLOW RATE(CFS) - 7.98 +++ af# r+++ fff ►fwawf\ \fffr+tf #• :+• + :+ :if•ff if rr ##if #rwr!•\ffr♦ +f +f ►w ♦ffr +tai: FLOW PROCESS FROM NODE 19.00 TO NODE 107.00 IS CODE - 1 ------------------------- > > > >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- -e < > > >.AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< :.....:........:.::....: .................... ............................... TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) . 8.81 RAINFALL INTENSITY(INCH /HR) . 5.00 AREA - AVERAGED Fm(1NCH /HR) . 0.10 AREA - AVERAGED Fp(INCH /HR) . 0.98 AREA - AVERAGED Ap . 0.10 EFFECTIVE STREAM AREA(ACRES) - 1.81 TOTAL STREAM AREA(ACRES) - 1.81 PEAK FLOW RATE(CFS) AT CONFLUENCE - 7.98 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 29.86 10.26 4.559 0.98( 0.10) 0.10 7.0 16.00 2 7.98 8.81 4.996 0.98( 0.10) 0.10 1.8 18.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLAW RATE TABLE ** STREAM Q Tc Intensity Pp(Pm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 36.12 8.81 4.996 0.98( 0.10) 0.10 7.8 18.00 2 37.12 10.26 4.559 0.98( 0.10) 0.10 8.8 16.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLAW RATE(CFS) - 37.12 Tc(MIN.) - 10.26 EFFECTIVE AREA(ACRES) . 8.78 AREA - AVERAGED Fm(INCH /HR) . 0.10 AREA - AVERAGED Fp(INCH /HR) . 0.98 AREA- AVERAGED Ap - 0.10 TOTAL AREA(ACRES) . 8.78 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 107.00 . 1200.00 FEET lff of rffffaff Rfwff \ft }+af•Rf of lffflflrffffff }t•iff +af *Riff lfff+wfff \ff if \fff PLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE . 41 ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<« »» .USING USER - SPECIFIED PIPESIZE (EXISTING ELBMENT)< «« ............................................. ............................... REPRESENTATIVE SLOPE . 0.0100 FLOW LENGTH(FEET) . 350.00 MANNING'S N = 0.013 DEPTH OF FLAW IN 30.0 INCH PIPE IS 22.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) . 9.25 GIVEN PIPE DIAMETER(INCH) . 30.00 NUMBER OF PIPES . 1 PIPE- FLOW(CFS) . 37.12 PIPE TRAVEL TIME(MIN.) - 0.63 Tc(MIN.) . 10.89 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 108.00 . 1550.00 FEET. / frf+} laff ♦•frlfft#f #rf•+f #aff \fifffRf if ffff +f +f \•fflffi#f ■1t•fffffftRtiff ►t FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE . 11 ---------------------------------------------------------------------------- . >> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN - STREAM MEMORYc< <<< ............................................. ............................... ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 36.12 9.44 4.792 0.98( 0.10) 0.10 7.8 18.00 2 37.12 10.89 4.399 0.98( 0.10) 0.10 8.8 16.00 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 108.00 . 1550.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 118.31 7.17 5.652 0.98( 0.10) 0.10 21.2 14.00 2 126.42 8.67 5.045 0.98( 0.10) 0.10 25.6 10.00 3 127.16 8.92 4.957 0.98( 0.10) 0.10 26.2 12.00 4 127.05 9.30 4.834 0.98( 0.10) 0.10 26.9 6.00 5 125.44 10.51 4.492 0.97( 0.10) 0.10 28.9 8.00 6 120.02 12.19 4.111 0.98( 0.10) 0.10 30.5 4.00 7 116.77 12.84 3.985 0.98( 0.10) 0.10 30.7 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 108.00 . 2470.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 150.77 7.17 5.652 0.98( 0.10) 0.10 27.2 14.00 2 161.37 8.67 5.045 0.98( 0.10) 0.10 32.7 10.00 3 162.50 8.92 4.957 0.98( 0.10) 0.10 33.6 12.00 4 162.97 9.30 4.834 0.98( 0.10) 0.10 34.6 6.00 5 162.99 9.44 4.792 0.98( 0.10) 0.10 34.9 18.00 6 162.30 10.51 4.492 0.97( 0.10) 0.10 37.4 8.00 7 161.35 10.89 4.399 0.97( 0.10) 0.10 38.0 16.00 8 154.66 12.19 4.111 0.98( 0.10) 0.10 39.2 4.00 9 150.32 12.84 3.985 0.98( 0.10) 0.10 39.5 1.00 TOTAL AREA(ACRES) - 39.51 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 162.99 Tc(MIN.) . 9.441 EFFECTIVE AREA(ACRES) . 34.90 AREA - AVERAGED Fm(INCH /HR) • 0.10 AREA - AVERAGED Fp(INCH /HR) . 0.98 AREA - AVERAGED Ap . 0.10 TOTAL AREA(ACRES) . 39.51 LONGEST FLOWPATH FROM NODE 1.00 .......................................... TO NODE 108.00 - 2470.00 FEET. END OF STUDY SUMMARY: ............................... TOTAL AREA(ACRES) - 39.51 TC(MIN.) . 9.44 EFFECTIVE AREA(ACRES) - 34.90 AREA - AVERAGED Fm(INCH /HR). 0.10 AREA - AVERAGED Fp(INCH /HR) • 0.98 AREA- AVERAGED Ap . 0.10 i r_pl m r2l m WIN m PEAK FLOW RATE(CFS) - 162.99 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity FP(FM) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 150.77 7.17 5.652 0.98( 0.10) 0.10 27.2 14.00 2 161.37 8.67 5.045 0.98( 0.10) 0.10 32.7 10.00 3 162.50 8.92 4.957 0.98( 0.10) 0.10 33.6 12.00 4 162.97 9.30 4.834 0.98( 0.10) 0.10 34.6 6.00 5 162.99 9.44 4.792 0.98( 0.10) 0.10 34.9 18.00 6 162.30 10.51 4.492 0.97( 0.10) 0.10 37.4 8.00 7 161.35 10.89 4.399 0.97( 0.10) 0.10 38.0 16.00 8 154.66 12.19 4.111 0.98( 0.10) 0.10 39.2 4.00 9 150.32 12.84 3.985 0.98( 0.10) 0.10 39.5 1.00 END OF RATIONAL METHOD ANALYSIS HYDROLOGY STUDY FALCON RIDGE TOWN CENTER — FONTANA, CALIFORNIA SECTION 5.0 EXISTING OFF -SITE HYDROLOGY CALCULAT IONS EXISTING OFF-SITE HYDROLOGY MAP i� DRC &- 01 -900 Hydrology Report.doc ■ 0 N M M M N M = = = = = = = = M. = M r ffffffffff : ►wfltf :t♦lfff rf► fffaffrr!!! f# ffeffraawffffaawa #w♦rr ► ► ► ►► ► ► :a #r!f RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (References 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P:(714)685 -6860 F:(714)685 -6801 raaaf : ►w ►lr # # #f :f� ► #♦ #1111 DESCRIPTION OF STUDY fr►arffffffff rf rrff of raf r♦ * Off -Site Property * Existing Conditions Analysis * 2 Year Storm #frflf affff lffffffwlf 1111! #f ►fkflffffffllfwfffff wrff of ►f aaf if #f affff #!1f #f FILE NAME:_ 01900R2.DAT TIME /DATE OF STUDY: 14:52 06/30/2002 ............................................. ............................... USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ............ == ....................................... = ........ .............. -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 2.00 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* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 1.070 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 1.580 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 2.00 1 -HOUR INTENSITY(INCH /HOUR) - 0.7135 SLOPE OF INTENSITY DURATION CURVE - 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK - HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth - 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)* (Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED 1111! lfffffflf 1111! aff 1111 ►ffarfff #1111 lfffffffr f if of ►ffwlfffafffffrffffflrf PLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE . 21 ---------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< .== .......................................... ............................... INITIAL SUBAREA FLOW- LENGTH(FEET) - 300.00 ELEVATION DATA: UPSTREAM(FEET) . 1665.00 DOWNSTREAM(FEET) . 1656.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))• *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) - 10.365 * 2 YEAR RAINFALL INTENSITY(INCH /HR) = 2.046 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL . AREA Pp Ap SCS Tc LAND USE . GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" A 2.00 0.42 1.00 78 10.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) 2.93 TOTAL AREA(ACRES) 2.00 PEAK FLOW RATE(CFS) - 2.93 aaral llw•► alf ►rf :lflfr #►ef #rrrlfrrrfffref tr fffffrfffffff lfr ttrf► ►a :af of arffr FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 52 --- --- - --=-- » » >COMPUTE NATURAL VALLEY CHANNEL FLOW « «< » » >TRAVELTIME THRU SUBAREA « «< ......................•____•_••_____...__•___ •__•_•____•____..__........._.. ELEVATION DATA: UPSTREAM(FEET) = 1656.00 DOWNSTREAM(FEET) = 1641.00 CHANNEL LENGTH THRU SUBAREA(FEET) - 500.00 CHANNEL SLOPE - 0.0300 CHANNEL FLOW THRU SUBAREA(CFS) = 2.93 FLOW VEI.00ITY(FEET /SEC) - 3.24 (PER LACFCD /RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) - 2.57 TC(MIN.) . 12.94 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 - 800.00 FEET. fff/ f♦w faa# afflaffaflfffllffflff rf!l1f11#ffff if 1111 #fa if of of of #f lff #lf affff• FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE - 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«c ......................... MAINLINE Tc(MIN) = 12.94 * 2 YEAR RAINFALL INTENSITY(INCH /HR) - 1.791 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER .BARREN. A 28.00 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 1.00 SUBAREA AREA(ACRES) - 28.00 SUBAREA RUNOFF(CFS) - 34.65 EFFECTIVE AREA(ACRES) 30.00 AREA - AVERAGED Fm(INCH /HR) = 0.42 AREA - AVERAGED Fp(INCH /HR)•= 0.42 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) 30.00 PEAK FLOW RATE(CFS) - 37.13 ♦aaf aff##► ffffffitlaffrffff# ff ►•fffffffffffffffffffffflfffff if 1111 #lkf rff afa FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE - 52 ---------------------------------------------------------------------------- » » >COMPUTE NATURAL VALLEY CHANNEL PLOW « «< » ..TRAVELTIME THRU SUBAREA « «< ......== ..................................... ............................... ELEVATION DATA: UPSTREAM(FEET) = 1641.00 DOWNSTREAM(FEET) = 1612.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL SLOPE = 0.0290 CHANNEL FLOW THRU SUBAREA(CPS) = 37.13 FLOW VELOCITY(FEET /SEC) = 6.05 (PER L.ACFCD /RCFC4WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) - 2.75 TC(MIN.) = 15.60 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 1800.00 FEET. a F es F ff•1f if if iffffffffflff fitfff /fff lffif iff 1111• /f f/f \fff111t 1f ffi # #flttfffffff FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 81 ---------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< MAINLINE TC(MIN) = 14.82 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.888 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER ° BARREN " A 30.00 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap . 1.00 SUBAREA AREA(ACRES) = 30.00 SUBAREA RUNOFF(CFS) = 66.73 EFFECTIVE AREA(ACRES) 60.00 AREA - AVERAGED Fm(INCH /HR) = 0.42 AREA - AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 60.00 PEAK FLOW RATE(CFS) = 133.47 •fff \fff lffffff ifff#ff tffff lf\ f!\f 1f 11ff /f ltltf tttif itffffflffflfffffff /f fff FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 52 ---------------------------------------------------------------------------- » COMPUTE NATURAL VALLEY CHANNEL FLOW« « < >>>>>TRAVELTIME THRU SUBAREA « «< ___: .... ____ ........................... :_:.:.................... _........... ELEVATION DATA: UPSTREAM(FEET) = 1612.00 DOWNSTREAM(FEET) = 1590.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 800.00 CHANNEL SLOPE = 0.0275 CHANNEL FLOW THRU SUBAREA(CFS) = 133.47 FLOW VELOCITY(FEET /SEC) = 8.59 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.55 Tc(MIN.) = 16.38 LONGEST PLOWPATH FROM NODE 1.00 TO NODE 10.00 = 2600.00 FEET. fflfflff// ffr#/ fffffffllfffflfff##lfffilfflfff lffffffffif if if ff /f lfffff #•fff FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- > > >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<c ______________•____:__:__:__________________ _. :_____ : : : ° : :_ :____._......... MAINLINE TC(MIN) - 16.38 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.720 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Pp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 30.00 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 30.00 SUBAREA RUNOFF(CFS) = 62.21 EFFECTIVE AREA(ACRES) 90.00 AREA - AVERAGED Fm(INCH /HR) = 0.42 AREA - AVERAGED Fp(INCH /HR) = 0.42 AREA - AVERAGED Ap . 1.00 TOTAL AREA(ACRES) = 90.00 PEAK FLOW RATE(CFS) = 186.63 ___•_______• ...................... ...:_ ............. _.......... 8ND OF STUDY SUMMARY: TOTAL AREA(ACRES) 90.00 TC(MIN.) 16.38 EFFECTIVE AREA(ACRES) = 90.00 AREA - AVERAGED FM(INCH /HR)= 0.42 AREA - AVERAGED Fp(INCH /HR) = 0.42 AREA - AVERAGED Ap . 1.00 PEAK FLOW RATE(CFS) = 186.63 ............... °. : : °_. :__. :___.. : °. °. °..: SND OF RATIONAL METHOD ANALYSIS fffffff#t #fffff lffffffiff ♦f if tfffffffffffflfffffflf lfff fff ifff1111ff #ff if tff RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2001 Advanced Engineering Software (sea) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P:(714)685 -6860 F:(714)685 -6801 ff /1f /f rf rf lffffffllffff\ DESCRIPTION OF STUDY •fff of trf if♦ tf /t ►f lfflf + Off -Site Property + * Existing Conditions Analysis + • 100 -Year Storm + lffffflfffffff lfffffflfff lfffff lfffffffflff ♦11ff1f ifflffffffff11f 1f 11f #fi FILE NAME: 01900R1H.DAT TIME /DATE OF STUDY: 14:54 06/30/2002 ....................................... __ ........... ____.................... 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* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 1.070 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) 1.580 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.5800 SLOPE OF INTENSITY DURATION CURVE = 0.6000 -ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* * USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK - HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 70 70 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLAW -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 f if lfffffff llff lffffff! fffl• /ffffffffff ♦ ►ff�fff if lffffff ►f lffffff ♦lfffffff if FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA.< ............................................. ............................... INITIAL SUBAREA FLAW- LENGTH(FEET) = 300.00 ELEVATION DATA: UPSTREAM(PEET) . 1665.00 DOWNSTREAM(FEET) = 1656.00 Tc = K *[(LENGTH ■* 3.00)/ (ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.365 * 100 YEAR RAINFALL INTENSITY(INCH /HR) . 4.531 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "BARREN" A 2.00 0.42 1.00 78 10.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 7.41 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 7.41 Rffff if if tf #\ff if# tfflRff rfffiffffllffffftRr• \111ffff \lffiffif fffRffffffiffi FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 52 ---------------------------------------------------------------------------- »» COMPUTE NATURAL VALLEY CHANNEL FLOW .<<<< » >>>TRAVELTIME THRU SUBAREA - «< saaa. aa.= a. aa... s=.=... s.. a..a as.. s. a=:...... sa..= ...............=...s. =.... ELEVATION DATA: UPSTREAM(FEET) = 1656.00 DOWNSTREAM(FEET) 1641.00 CHANNEL LENGTH THRU SUBAREA(FEET) . 500.00 CHANNEL SLOPE = 0.0300 CHANNEL FLAW THRU SUBAREA(CFS) = 7.41 FLOW VELOCITY(PEET /SEC) a 4.02 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.07 Tc(MIN.) . 12.44 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 800.00 FEET. ffffRR♦:\fffrii #:riiif lf♦tr#erir :♦wff ♦iirff if rRRfflf ♦rirllfiR•iRRrffii ► f #r1t FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 81 ------------------------------------------------ -------- --------- --- - - - - -- » > >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< ..................................................... p ...................... MAINLINE Tc(MIN) = 12.44 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.061 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER "BARREN" A 28.00 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap . 1.00 SUBAREA AREAIACRES) = 28.00 SUBAREA RUNOFF(CFS) = 91.86 EFFECTIVE AREA(ACRES) = 30.00 AREA - AVERAGED FM(INCH /HR) = 0.42 AREA - AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 30.00 PEAK FLOW RATE(CFS) = 98.42 i \fffRlRff lfRRf #f 11f \fflflf f# ♦fff••f ifff rf•1\ ♦1f ►f iffif lrfR \f#/f if iff ifff \ff FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 52 ---------------------------------------------------------------------------- » » >COMPUTE NATURAL VALLEY CHANNEL FLOW «<c< > » >TRAVELTIME THRU SUBAREA « «< BLEVATION DATA: UPSTREAMIFEET) 1641.00 DOWNSTREAM(PEST) 1612.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL SLOPE . 0.0290 CHANNEL FLOW THRU SUBAREA(CFS) = 98.42 FLOW VELOCITY(PEET /SEC) . 8.04 (PER L.ACFCD /RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.07 Tc(MIN.) . 14.51 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 1800.00 FEET. tf1}fffffffRfffftf • fffffffffi \ffffffffffiffiffff lffff ifffffr \f if•tfffff•ff lr FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<c«< ................_.........._.........._....._ ........._......_.............. MAINLINE Tc(MIN) = 14.51 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.703 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER -BARREN- A 30.00 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 30.00 SUBAREA RUNOFF(CFS) . 88.74 EFFECTIVE AREA(ACRES) 60.00 AREA - AVERAGED Fm(INCH /HR) = 0.42 AREA - AVERAGED Fp(INCH /HR) = 0.42 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) . 60.00 PEAK FLOW RATE(CPS) . 177.48 tR ftiR♦ tlffif♦ 1\ f /1f•fffkf ♦ff#RiRfttffRRffifR ##R lffffRRif lRtf if tf iii #f if ifff FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 52 ---------------------------------------------------------------------------- »» >COMPUTE NATURAL VALLEY CHANNEL FLOW « «< » » >TRAVELTIME THRU SUBAREA <<<<< .::::::: ................==a=.==..=a. a.. ......... ......_.............. ELEVATION DATA: UPSTREAM(FEET) 1612.00 DOWNSTREAM(FEET) = 1590.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 800.00 CHANNEL SLOPE = 0.0275 CHANNEL FLOW THRU SUBAREA(CFS) = 177.48 FLOW VELOCITY(FEET /SEC) = 9.37 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) . 1.42 Tc(MIN.) . 15.93 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 . 2600.00 FEET. lftfff Rf if lffffiR•fflfflf rfffffffff if tfft► ff ffff • \ffffllf Riffflf ff ♦f rf if rrtf FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 81 ------------------------------------------------------ ------------ ---- - - - - -- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< ::.:.._..:.: ................................. ............................... MAINLINE TC(MIN) = 15.93 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.501 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL POOR COVER 'BARREN' A 30.00 0.42 1.00 78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.42 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 30.00 SUBAREA RUNOFF(CFS) . 83.28 EFFECTIVE AREA(ACRES) 90.00 AREA - AVERAGED Fm(INCH /HR) . 0.42 AREA- AVERAGED Fp(INCH /HR) . 0.42 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) . 90.00 PEAK FLOW RATE(CFS) = 249.85 ............................................. ............................... END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 90.00 TC(MIN.) = 15.93 EFFECTIVE AREA(ACRES) = 90.00 AREA - AVERAGED FM(INCH /HR)= 0.42 AREA - AVERAGED Fp(INCH /HR) . 0.42 AREA - AVERAGED Ap = 1.00 PEAK FLAW RATE(CFS) = 249.85 END OF RATIONAL METHOD ANALYSIS HYDROLOGY STUDY FALCON RIDGE TOWN CENTER — FONTANA, CALIFORNIA SECTION 6.0 DETENTION BASIN MAP / DETAILS L !Iati III 01 -900 Hydrology Report.doc 00'9591 = (L333)WY3ELLSNMOa 00'5991 = (S33d)WV3NSSdn :YSVQ NOISYA3I3 'Mad 00'0081 = 00'9 SOON OS 00'T SOON woad HZYdMOZd SSaoNOZ 00'00E _ (S33d)HIDN3Z -MO'Il YadYBnS 'IYIIdNI Z8'4T = ('NIW)D.L SZ'Z = ('NIW)3WIS Z3AYK.L (IYf1NYW ADO'IONaAH aDmsoa3N /aDa0v1 N3d) t4'L = (33S /Iaaa)ASI0O'IaA MO'Id »Y3t1Y8nS ZYIZINI NOd HdYaOOWON NOISYtLLNWJN0O-a0-3WIZ 3Sn« Z8'4L = (SdD)v3HY8nS ntIH.L MOZd ZaNNYHO » » >SISAIYNV Y3NY8nS ZYIZINI WHIM ZYNOLLYM ««< 06E0'0 = aaOZS 13NNYID 00'000T = (S33d)YadY8nS ntIH.L HSON3I Z3NNYK 00'Z19t = (.1.3ad)WY3t!.LSNMOa 00't1 = (Iaaa)WVaLLSdn :Y.LYQ NOISYA3Z3 TZ = 3QO3 SI 00'2 SOON 01 00'T SOON NOtId SS3JOtId MOIL » >Y3tIY8nS ntIH.L 3WIJ.Z3AYM.L « «< » » >MOZd Z3NNYHJ A3ZZYA ZYHn.LYN 3d1104OO « «< Q35J3ISS SON SIID'ISSn2QY 3dOZS DIHdYM° dO.L WnNINIW a3I8IZ 2dS- ti3Sn. ■'adId ANVSn8IN5 WY3NSSd0 3HS OS ZVf1O3 NO ZS = 5000 SI 00'9 SOON OS 00'5 SOON WON4 SSSOONd MOM NYHS NSLV3NID ASIDYdYD MO'IA V HSIM 3dId 3ZIS. 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W1o3S 1e9A -00t ■ Lb'EE1 = (Sd3)3SY3 MOZd )IY3d 00'09 = (8330Y)V51Y ZVSOS • stsATeuY suot3TpuoD 6ut3stx3 ■ 00'T = dV u3DVif3AY -Y3)1Y Zb'0 - (IUH /HDNI)da OSDV)ISAV -V3IY • A31adosd alts -330 • Zb'0 = (IH /HDNI)wd OSDY13AV -VSNY 00'09 = (S3)1DV)YSNV 3AISD3dd3 AUDIS dO NOIJ4I)DSSO EL'99 - (Sd3)ddON(1N VW/VMS 00'0E _ (SSNDV)Y3HY YSNYHOS 00'T = dV 'NOIJJV)Id V3HY SOOIA)13d SDYN3AV Y3IYSOS t089-S89(4tL) :d 0989- 589(btL) :d 24'0 = (1111 /HONI)dd '3.LV11 SSO2 SOOIANSd 3DY13AY Y3)1YSns 80826 VD 'SZUIH WI3HYNY 8k 00't Zb'0 00'0E V .NMIMYS. 'UAW 13SIYI '3 SLt8 IMAOD 1004 'IYNn.LYN 'DNI 'SJ.N%LIOSNOO 33)1(108311 ZNSWdO23ASO ND (ZYWIOSO) (as /HONI) (sauov) a(10)1D 380 aNY2 SOS dy dd YSNY ZIOS SOS /3dA.L JJLdwdOZaA3a :Aq paiede.zd stsdIeuY :(II DWY)YSYa 3SYS SSO2 YSNYSOS 888'Z - (1111 /3331)ASISNSLNI ZZYANIYI )1V5A SL . OTST 0I asua3t2 T00Z/t0/t0 :83eQ aseataN 0'8 '39A Z8'bt = (NIW)3.1. SNIINIYW (see) a15M3 ;os SuTiaaut6u3 peouenpy t00Z -E86t 346t2AdoD (3) (NOI)13ZI)3 ADOZO)10AH 'OD ONIQ)YN)38 NYS 986T :93u818;011) » » >MO'Td )IY3d 3NIZNIYW O.1. YSNYSO8 d0 NOISIOOY« « < 3DY)IDYd WYNDO1d 113Sn4WO3 ADO'IONaAH WHIM ZVNOIIVE 18 - 3003 SI 00'8 SOON OZ 00'L SOON 140114 SS30ON4 NOW I, I t 11 t .I t Al t Al I I t I ,; t .;i t Al t _.J [. 1 11 4 .I t 11 I I-11 t I t -AI SISX'IYNY aoHISW 'IYNOLLYtI dO ON3 'I33d 00'008t ■ 00'9 SOON OI 00'T SOON WOaa H.LYdMOId ISSDNO'I 15'41 - ('NIW) LO'Z - ('NIW)SNII 'ISAYHS S8'6tE - (SdO)a.LYH MO'Id )IYSd ('IYRNYW ADO'IOSQAH OJM9J1Ja /a3d3Y'I NSd) b0'8 = (J3S /I3aa)AIIDOISA MO'Id 00'T ■ oft OSDYNSAY-YSNY Zb'0 ■ (NH /HJNI)dd 0 3DYa3AY-YSNY Zb'86 = (Sd3)YSNYSRS maim NOW 'ISNNYID Zb'0 =(NH /HJNI)Wa a3DYHSAY-YSNY 00'06 = (S3U3Y)YSNY aAIJJSda3 0620'0 - SdO'IS 'ISNNYHJ 00'0001 - (SSS.)YsiYSns RNHI HIDNS'I 'ISNNYHJ E6'St - ('NIW)JI 00'06 - (S3N3Y)YSNY 1Y.LOI 00'Zt9t - (J.3Sd)WY3N.LSNMOa 00'11 - (JI3d)WYSNISdf :VIVO NOIIYARIS :xNYwWQS AafLS dO aNS »»>Y€NYSRS RNHI SWIIT3AYNI « << S8'62 = (S.3)SLYN NOW )IYSd 00'06 - (SSHJY)YSNY TdIOI » » >MO'II 'ISNNYHO ASTWA 'IYNR.LYN SJJ1dWOJ « «< 00'1 - dY QSDYNSAY-Y3ay Zb'0 = (NH /HJNI)dd a 3DYNsAY -Yaav Zb'0 - (NH /HJNI)Wa OSDYNSAY -Y3NY 00'06 - (SSNOY)YSNY 3AIJOSdd3 ZS - saw SI 00'9 SOON OI 00'S SOON NOaa SSSJONd MO'Id 8Z'E8 - (SdD)daONII YSNYBRS 00'0E _ (SSNJY)YSNY YSNYSRS 00'i - (IV 'NOIJJYHa WHY SROIAN3d SDYNSAY YSNYSRS Zb'0 - (NH /SONI)dd 'SIYH SSOZ SROIANSd SDYHaAY YNNYSRS Zb'86 - (SdO)SIYN MO'Id )IYSd 00'0E _ (SSNOY)YSNY 'IY.LO.L 8L 00'T Zb'0 00 V uNSNNYB. 00'1 = dY a3DYNSAY -YSNY Zb'0 - (NH /HJNI)dd a3DYHSAY-YNNY NSAOO HOW 'IYNRZYN Zb'0 = (NH /HONI)Wd 03DYNSAY - Y3NY 00'0E _ (SSNOY)YSNY SAIIOSad3 NO ('IYWIJao) (NH /HONI) (SsNJY) dmOND ssn aNYZ 98'16 - (saD)ddONRN YSNYSRS 00 = (SSNJY)YSNY Y3NYSRS SOS dy da Y3NY IIOS SOS /SMAI INHNdO'IaAaa 00'T = dY 'NOISJYNd YSNY SROIAN3d soYHaAY Yswwsns :(II OWY)YIYa MN SSO'I vas st.o = (NH /HONI)dd 'sIYN SSO'I SROIANad SOYNSAY 'amens I05'E _ (NH /HJNI)AIISNSINI TIYdNIYN NVSA 001 s 8L 00'T Zb'0 00'8Z Y uNSNNYHa E6'ST = (NIW)3I SNI'INIYW NSAOO NOOd TiNRJYN = NO ('IYWIJso) (NH /HJNI) (S3NOY) damp ssn QNY'I » » >MO'I. XV3d SNIINIYW OS YSNYSRS d0 NOIIIQOY « «< SOS dy dd YSNY 'IIOS SOS /SdAI INHWdO'ISASQ '(II JwY)YSYa RAYS sSOZ YSNYBRS 18 = 3000 SI 00'ZT SOON 01. 00'11 SOON WONA SSSOONd MOW 190'' = (NH /HJNI)AIISNSINI TIYdNIYN NYSA 001 • bb'ZT = (NIW)'I SNI'INIYW 'I33d 00'009Z = 00'0T SOON OI 00'T SOON WONd H.LYdMO'Id .LSSONOR » »>MO'Id EY3d SNI'INIVW OI YSNYSOS dO NOIIIQQY « «< E6'S1 = ('NIW)DI Zb't = ('NIW)S141.L 'ISAYHI (ZYRNYW ADO'IONOAH 0OM4OdON /aOBJY'I Had) L£'6 - (JsS /Saad)ASIJO'ISA NOW 18 = saw SI 00'1, SOON OI 00 SOON WONd SSSOONd MO'Id 8b'LL1 - (Sdo)YSNYsns RNHI MO'Ia 'ISNNYHO SLZO'0 - SdO'IS 'ISNNYHJ 00'008 = (Za3a)YSNYSRS RNHI HIONS'I 'ISNNYIIJ 00'065t = (SSSd)WYSN.SNMOQ 00'Z19t - (IaSa)WYSNISdn :YIYQ NOI.LVAS'IS 'ISM 00'008 = 00'E SOON OI 00'1 SOON WONA HIYdMO'Id ISSONO'I bb'ZT = ('NIW)OI LO'Z = ('NIW)3WII 'ISAYNI » »>YSNYHRS REH.L SWIIZSAYHI « «< ('IYIINYW ADO'IONOAH ooM'9OdON /aodOYZ Had) ZO'b = (OSS /I3ad)AIIJO'ISA MOW » » >MO'I. 'ISNNYHJ ASTIYA 'IYNRJ.YN SIRdWOO « «< Lb'L = (S.3)YSNYSRS RNHJ. MO'Id 'ISNNYHJ 00E0'0 = SdO'IS 'ISNNYIt) 00' 005 = (.LSad)YSNYHRS RNH.L H.LDNMI 'ISNNYHO ZS = S000 SI 00'01 SOON OI 00'6 SOON WON. SSSOONd MO'Id 00'Tb9i - (SaSd)WYHN.SNMOQ 00'9591 = (.LaSd)WYSNSSdn =YIYQ NOIIYAS'IS » » >YSNY9fls RNHI SWII'ISAYNI « «< 81,'1.1.1 = (SdO)SIYN mow )IYSd 00'09 = (SSNJY)YSNY WW1 ›""MO'Id 'ISNNYHO ASTIYA 'IYNRIYN SIRdWOJ« « 00'1 = dY OSDYNSAY -YSNY Zb'0 - (NH /HON1)dd O SDYNSAY -Y3NY Zb'0 - (NH /HONI)Wd OSDYNSAY - YSNY 00'09 = (SSNOY)YSNY SAIJ.OSddS ZS - 3000 SI 00'E SOON OI 00'2 SOON mud SSSJONd MO'Id 1L'88 = (S.0)ddONRN YSNYHRS 00.0E _ (SSNJY)YSNY YSNYHRS 00'1 = dY 'NOIJ.OYNd YSNY SROIAN3d SDYNSAY Y3NYSRS Zb'0 = (NH /HONI)dd 'SIYN SSO'l SROIANSd 3DYNSAY YSNYHls tb'L = (S.J)3IYH MO'Id NYSd 00'2 - (SSNOY)YSNY 'IYIOI 8L 00'1 Zb'0 00 Y uNSNNYHu Tb'L - (SdO)3dONRN YSNYHRS N2A00 NOOd TdNILLYN 00'1 = dY 'NOILOYNd YSNY SROIANSd 3OYNSAY YSNYBls NO (TdwIJSO) (NH /HJNI) (SSNOY) dfOND aSR QNY'I Zb'0 = (NH /HONI)dd '3IYN SSO'I SROIAN3d SDYNSAY YSNYSIls SOS dY dd YSNY 'IIOS SOS /SdAI INSWUO'ISASO LE'0t 81. 00'1 Zb'0 00'! Y uNSNNYHu :(II OWY)YIYO SIYH SSO'I YSNYSRS NSAOO NOOd 'IYNRIYN EOL'E _ (NH /HJNI)ALISNSINI 'ITddNIYN NY3A 001 • ('NIW) NJ (TdWIOSO) (NH /HJNI) (SSNOY) dfOND ssn QNY'I TS'bT = (NIW)0I SNI'INIYW OI SOS dy dd YSNY 'IIOS SOS /SdAI INswaORSASO :(IT JWY) YIYa 3IYN sso'I aNY OI YSNYSIls » »>MO'Id )IYSd SNI'INIYW OI YSNYSRS d0 NOIIIa0Y « « < TES'b = (NH /HJNI)AIISNSINI 'ITdaNIYH NYSA 00T • 59£'01 = ('NIW) °J. WRWINIW OSSR SISATdNY YSNYSRS T8 = 3000 SI 00'8 SOON OI 00'1. SOON WOad SSSOONd MO'Ia 0Z'0sa[(SDNYHO NOIIYAa'I3) /(OO'E suHLDNS'I))s)I - oI [ i t' t 1 t i I II f 11 i 1 t 1 t _Il t II t I I II 1 :I 1 :11 t :11 1 AI t I t o 1 11 HYDROLO STUDY FALCON RIDGE TOWN CENTER — FONTANA, CALIFORNIA C �i SECTION 7.0 DETENTION BASIN HYDROGRAPHS n u I 01 -900 Hydrology Report.doc ® ® ® 1".1 rTml s fif if\i ## #ffff if ffffffff #fff \\#f\fffff iffff ltffffff \f \ititfffffffff #lfffff NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2001 Advanced Engineering Software (sea) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P: (714)685 -6860 F: (714)685 -6801 *•\ NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II. t TOTAL 24 -HOUR DURATION RAINFALL DEPTH 3.90 (inches) Z YEAR SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Pp(in. /hr.) YIELD 1 30.00 100.00 84. 0.308 0.585 TOTAL AREA (Acres) = 30.00 AREA - AVERAGED LASS RATE, Fm (in. /hr.) 0.308 AREA - AVERAGED LAW LASS FRACTION, Y = 0.415 f\f1 \f if #fffiif \\ #ffffffk# iff \4if ifflf \iff iff \ \•ififfff \fff if Yf if iff #lfffff\ SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2001 Advanced Engineering Software (see) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P: (714)685 -6860 F: (714)685 -6801 RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 30.00 SOIL -LASS RATE, Fm,(INCH /HR) = 0.308 LOW LASS FRACTION = 0.415 TIME OF CONCENTRATION(MIN.) = 17.63 RATIONAL METHOD PEAK FLAW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q ORANGE COUNTY "VALLEY' RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.19 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.40 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.53 3 -HOUR POINT RAINFALL VALUE(INCHES) = 0.89 6 -HOUR POINT RAINFALL VALUE(INCHES) = 1.22 24 -HOUR POINT RAINFALL VALUE(INCHES) = 2.05 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 2.96 TOTAL CATCHMENT SOIL -LASS VOLUME(ACRE -FEET) = 2.17 #fffffffffff #fff lffifit#ifffYff \kfff iff Yfffff ifff iff if \Yff#f \ff #iif tffifffff TIME VOLUME Q 0. 7.5 15.0 22.5 30.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.13 0.0000 0.00 Q 0.43 0.0000 0.51 Q 0.72 0.0124 0.51 Q 1.01 0.0250 0.52 Q 1.31 0.0377 0.53 Q 1.60 0.0506 0.54 Q 1.90 0.0637 0.54 Q 2.19 0.0769 0.55 Q 2.48 0.0903 0.55 Q 2.78 0.1038 0.56 Q 3.07 0.1176 0.57 Q 3.37 0.1315 0.58 Q 3.66 0.1457 0.59 Q 3.95 0.1601 0.60 Q 4.25 0.1746 0.60 Q 4.54 0.1894 0.62 Q 4.83 0.2045 0.62 Q 5.13 0.2197 0.64 Q 5.42 0.2353 0.64 Q 5.72 0.2511 0.66 Q 6.01 0.2672 0.67 Q 6.30 0.2835 0.68 Q 6.60 0.3002 0.69 Q 6.89 0.3172 0.71 Q 7.18 0.3345 0.72 Q 7.48 0.3522 0.74 Q 7.77 0.3703 0.75 Q 8.07 0.3888 0.77 Q 8.36 0.4076 0.78 Q 8.65 0.4270 0.81 Q 8.95 0.4468 0.82 Q 9.24 0.4671 0.85 Q 9.54 0.4879 0.87 Q 9.83 0.5093 0.90 Q 10.12 0.5314 0.92 Q 10.42 0.5541 0.96 Q 10.71 0.5776 0.98 Q 11.00 0.6018 1.02 Q 11.30 0.6269 1.05 Q 11.59 0.6530 1.10 Q 11.89 0.6801 1.13 Q 12.18 0.7097 1.31 .Q 12.47 0.7438 1.50 Q 12.77 0.7813 1.59 Q 13.06 0.8206 1.64 Q _. _ 13.36 0.8619 1.76 Q 13.65 0.9055 1.83 Q 13.94 0.9520 2.00 Q 14.24 1.0020 2.12 Q 14.53 1.0573 2.44 Q 14.82 1.1185 2.60 Q 15.12 1.1873 3.07 Q 15.41 1.2660 3.41 Q 15.71 1.3574 4.11 Q 16.00 1.4767 5.72 Q 16.29 1.8975 28.94 Q . 16.59 2.2936 3.68 Q 16.88 2.3723 2.81 Q 17.18 2.4343 2.30 Q 17.47 2.4854 1.91 Q 17.76 2.5292 1.70 Q 18.06 2.5686 1.54 Q 18.35 2.6014 1.16 Q 18.64 2.6286 1.07 Q 18.94 2.6538 1.00 Q 19.23 2.6772 0.94 Q 19.53 2.6993 0.88 Q 19.82 2.7202 0.84 Q 20.11 2.7400 0.80 .Q 20.41 2.7589 0.76 Q 20.70 2.7769 0.73 Q 21.00 2.7943 0.70 Q 21.29 2.8110 0.67 Q 21.58 2.8270 0.65 Q 21.88 2.8426 0.63 Q 22.17 2.8576 0.61 Q 22.46 2.8722 0.59 Q 22.76 2.8864 0.57 Q 23.05 2.9001 0.56 Q 23.35 2.9135 0.54 Q 23.64 2.9266 0.53 Q 23.93 2.9393 0.52 Q 24.23 2.9517 0.51 Q 24.52 2.9579 0.00 Q 1 1f 1f 1Rf /ffif•f•Rffiff /1Rfff #Rf ♦tfR# /lf ff\ f Rff \ff•Rf tff /•i•tfff if Rf tf Rffitif# NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LASS RATE (Fm) AND LAW LASS FRACTION ESTIMATIONS (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P: (714)685 -6860 F: (714)685 -6801 * *• NON- HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LASS FRACTION ESTIMATIONS FOR AMC II: TOTAL 24 -HOUR DURATION RAINFALL DEPTH 6.60 (inches) '*V40 • ) SqR SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in. /hr.) YIELD 1 30.00 100.00 84. 0.308 0.721 TOTAL AREA (Acres) - 30.00 AREA - AVERAGED LOSS RATE, Fm (in. /hr.) 0.308 AREA - AVERAGED LOW LOSS FRACTION, Y = 0.279 fflf /f lff /ff Rf tf i##/ f/ Rf\ ift f #tffff /ffflRtRtf \Rf # /ffR #itf i #f1 /t1f #f /1f #ttff# SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P: (714)685 -6860 F: (714)685 -6801 RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 30.00 SOIL -LASS RATE, FM,(INCH /HR) = 0.308 LOW LASS FRACTION = 0.279 TIME OF CONCENTRATION(MIN.) = 16.67 RATIONAL METHOD PEAR FLOW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q ORANGE COUNTY "VALLEY* RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.34 30- MINUTE POINT RAINFALL VALUE(INCHES) = 0.72 1 -HOUR POINT RAINFALL VALUE(INCHES) . 0.95 3 -HOUR POINT RAINFALL VALUE(INCHES) - 1.59 6 -HOUR POINT RAINFALL VALUE(INCHES) . 2.20 24 -HOUR POINT RAINFALL VALUE(INCHES) = 3.68 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) . 6.21 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) . 2.99 1f 111ff1f Yf if if if lfffffi # #fff tff iffffif11f 11ffY ►fif if #f YfYYf /f iff lffff ♦iffff TIME VOLUME Q 0. 15.0 30.0 45.0 60.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.16 0.0075 1.11 Q 0.44 0.0330 1.11 Q 0.72 0.0588 1.13 Q 1.00 0.0849 1.14 Q 1.27 0.1113 1.16 Q 1.55 0.1380 1.17 Q 1.83 0.1650 1.19 Q 2.11 0.1923 1.20 Q 2.39 0.2200 1.22 Q 2.66 0.2481 1.23 Q 2.94 0.2765 1.25 Q 3.22 0.3052 1.26 Q 3.50 0.3344 1.28 Q 3.78 0.3640 1.29 Q 4.05 0.3940 1.32 Q 4.33 0.4244 1.33 Q 4.61 0.4552 1.36 Q 4.89 0.4866 1.37 Q 5.16 0.5184 1.40 Q 5.44 0.5507 1.42 Q 5.72 0.5836 1.45 Q 6.00 0.6170 1.46 Q 6.28 0.6510 1.50 Q 6.55 0.6856 1.52 Q 6.83 0.7208 1.55 Q 7.11 0.7567 1.57 Q 7.39 0.7932 1.61 Q 7.66 0.8305 1.64 Q 7.94 0.8686 1.68 Q 8.22 0.9075 1.71 Q 8.50 0.9472 1.76 Q 8.78 0.9879 1.78 .Q 9.05 1.0295 1.84 Q 9.33 1.0721 1.87 .Q 9.61 1.1159 1.94 Q 9.89 1.1608 1.97 Q 10.17 1.2069 2.05 Q 10.44 1.2544 2.09 Q 10.72 1.3034 2.18 Q 11.00 1.3540 2.22 Q 11.28 1.4063 2.33 Q 11.55 1.4604 2.39 Q 11.83 1.5166 2.51 Q 12.11 1.5751 2.58 Q 12.39 1.6442 3.44 Q Owl m 12.67 1.7242 3.53 Q 12.94 1.8077 3.74 Q 13.22 1.8949 3.86 Q 13.50 1.9867 4.13 Q 13.78 2.0834 4.29 Q 14.06 2.1864 4.68 Q 14.33 2.2964 4.91 Q 14.61 2.4159 5.49 Q 14.89 2.5464 5.87 Q 15.17 2.6934 6.93 Q 15.44 2.8615 7.71 Q 15.72 3.0564 9.26 Q 16.00 3.3141 13.18 Q . 16.28 4.0588 51.69 Q 16.56 4.7447 8.05 Q 16.83 4.9099 6.34 Q 17.11 5.0422 5.18 Q 17.39 5.1530 4.47 Q 17.67 5.2501 3.99 Q 17.94 5.3376 3.63 Q 18.22 5.4146 3.07 Q 18.50 5.4779 2.45 Q 18.78 5.5321 2.28 Q 19.06 5.5827 2.13 Q 19.33 5.6303 2.01 Q 19.61 5.6752 1.90 Q 19.89 5.7179 1.81 Q 20.17 5.7586 1.73 Q 20.45 5.7975 1.66 Q 20.72 5.8348 1.59 Q 21.00 5.8707 1.53 Q 21.28 5.9053 1.48 Q 21.56 5.9387 1.43 Q 21.83 5.9710 1.39 Q 22.11 6.0024 1.34 Q 22.39 6.0328 1.31 Q 22.67 6.0624 1.27 Q 22.95 6.0911 1.24 Q 23.22 6.1192 1.21 Q 23.50 6.1465 1.18 Q 23.78 6.1732 1.15 Q 24.06 6.1993 1.12 Q 24.34 6.2122 0.00 Q ---------------------------------------------------------------------------- 1 f if lf•llfflfffrtftif tffiff lfffltf if lffftft /lf itf lffffffftfiffflffffffitfff NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P: (714)685 -6860 F: (714)685 -6801 # *# NON- HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (FM) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II: f TOTAL 24 -HOUR DURATION RAINFALL DEPTH 8.00 (inches) ZT •"�"�I�� jg SOIL -COVER AREA PERCENT OF SCS CURVE LASS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in. /hr.) YIELD 1 30.00 100.00 84. 0.308 0.762 TOTAL AREA (Acres) - 30.00 AREA - AVERAGED LOSS RATE, Fm (in. /hr.) 0.308 AREA - AVERAGED LOW LOSS FRACTION, Y - 0.238 ff #ff #tfflff iffff ##titffff lf• f ifff #1f1f#f#t #ffff # #tfftff tf if # # ♦f tfftf #•#ffff SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P: (714)685 -6860 F: (714)685 -6801 RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) - 30.00 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.308 LOW LASS FRACTION - 0.238 TIME OF CONCENTRATION(MIN.) - 16.38 RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FRBOUENCY(YEARS) = 25 5- MINUTE POINT RAINFALL VALUE(INCHES) - 0.40 30- MINUTE POINT RAINFALL VALUE(INCHES) - 0.87 1 -HOUR POINT RAINFALL VALUE(INCHES) - 1.15 3 -HOUR POINT RAINFALL VALUE(INCHES) - 1.94 6 -HOUR POINT RAINFALL VALUE(INCHES) - 2.71 24 -HOUR POINT RAINFALL VALUE(INCHES) - 4.49 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) = 7.89 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE -FEET) = 3.34 ff trf # #rf tftt## rf► r r rtff••1r ####rlrf#fr # #r1r # # # # #f #rrfflrfrtff # # #rrfrf #ff••# TIME VOLUME Q 0. 17.5 35.0 52.5 70.0 (HOURS) (AF) (CPS) ---------------------------------------------------------------------------- 0.17 0.0000 0.00 Q 0.44 0.0000 1.42 Q 0.71 0.0321 1.43 Q 0.99 0.0645 1.45 Q 1.26 0.0973 1.46 Q 1.53 0.1305 1.48 Q 1.80 0.1641 1.49 Q 2.08 0.1981 1.52 Q 2.35 0.2325 1.53 Q 2.62 0.2673 1.56 Q 2.90 0.3026 1.57 Q 3.17 0.3384 1.60 Q 3.44 0.3746 1.61 Q 3.72 0.4114 1.64 Q 3.99 0.4486 1.66 Q 4.26 0.4864 1.69 Q 4.53 0.5247 1.71 Q 4.81 0.5636 1.74 Q 5.08 0.6031 1.76 Q 5.35 0.6432 1.80 Q 5.63 0.6840 1.82 Q 5.90 0.7254 1.86 Q 6.17 0.7675 1.88 Q 6.45 0.8104 1.92 Q 6.72 0.8540 1.95 Q 6.99 0.8985 1.99 Q 7.26 0.9438 2.02 Q 7.54 0.9900 2.07 Q 7.81 1.0371 2.10 Q 8.08 1.0851 2.16 Q 8.36 1.1343 2.19 Q 8.63 1.1845 2.26 Q 8.90 1.2359 2.29 Q 9.18 1.2885 2.37 Q 9.45 1.3424 2.41 Q 9.72 1.3977 2.50 Q 9.99 1.4545 2.54 Q 10.27 1.5130 2.64 Q 10.54 1.5731 2.69 Q 10.81 1.6352 2.81 Q 11.09 1.6992 2.87 Q 11.36 1.7655 3.01 Q 11.63 1.8341 3.08 Q 11.90 1.9054 3.24 Q 12.18 1.9796 3.33 Q 12.45 2.0697 4.65 . Q 12.12 2.1759 4.77 Q 13.00 2.2865 5.04 Q 13.27 2.4021 5.20 Q 13.54 2.5234 5.56 Q 13.82 2.6512 5.77 Q 14.09 2.7870 6.27 Q 14.36 2.9309 6.49 Q 14.63 3.0859 7.25 Q 14.91 3.2550 7.74 Q 15.18 3.4451 9.11 Q 15.45 3.6621 10.13 Q 15.73 3.9122 12.04 Q 16.00 4.2455 17.50 Q. 16.27 5.1447 62.21 Q 16.55 5.9638 10.40 Q 16.82 6.1753 8.35 Q 17.09 6.3466 6.84 Q 17.36 6.4914 6.00 Q 17.64 6.6197 5.37 Q 17.91 6.7356 4.90 Q 18.18 6.8417 4.51 Q 18.46 6.9282 3.16 Q 18.73 6.9970 2.94 Q 19.00 7.0611 2.75 Q 19.28 7.1213 2.59 .Q 19.55 7.1781 2.45 .Q 19.82 7.2321 2.33 Q 20.09 7.2835 2.23 .Q 20.37 7.3326 2.13 .Q 20.64 7.3798 2.05 Q 20.91 7.4251 1.97 Q 21.19 7.4687 1.90 Q 21.46 7.5109 1.84 Q 21.73 7.5516 1.78 Q 22.01 7.5911 1.72 Q 22.28 7.6295 1.67 Q 22.55 7.6667 1.63 Q 22.83 7.7030 1.58 Q 23.10 7.7383 1.54 Q 23.37 7.7727 1.51 Q 23.64 7.8063 1.47 Q 23.92 7.8391 1.44 Q 24.19 7.8712 1.41 Q 24.46 7.8870 0.00 Q 1 f•fffiif•RfffffffffflfffiflRf RRRffflii if Rffffiff ♦if iflRf iffRRRf iR #f 1 #fffffli NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2001 Advanced Engineering Software (sea) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P: (714)685 -6860 F: (714)685 -6801 i.: NON- HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II: A�y.�� TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 10.50 (inches) /W = SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Pp(in. /hr.) YIELD 1 30.00 100.00 84. 0.308 0.811 TOTAL AREA (Acres) = 30.00 AREA - AVERAGED LASS RATE, Fm (in. /hr.) 0.308 AREA - AVERAGED LOW LOSS FRACTION, Y = 0.189 #ffiRf if iffiflf Rifflf Rff #fff iffRkffffifRlf ffffff !•RffffffiRlRffff if #Rff ifiti SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 -2001 Advanced Engineering Software (see) Ver. 8.0 Release Date. 01/01/2001 License ID 1510 Analysis prepared by: DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P: (714)685 -6860 F: (714)685 -6801 RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 30.00 SOIL -LOSS RATE, Fm,(INCH /HR) = 0.308 LAW LASS FRACTION = 0.189 TIME OF CONCBNTRATION(MIN.) = 15.93 RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5- MINUTE POINT RAINFALL VALUE(INCHES) = 0.52 30- MINUTE POINT RAINFALL VALUE(INCHES) = 1.09 MEN . : . : 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.45 3 -HOUR POINT RAINFALL VALUE(INCHES) 2.43 6 -HOUR POINT RAINFALL VALUE (INCHES) = 3.36 24 -HOUR POINT RAINFALL VALUE(INCHES) 5.63 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE -FEET) 10.50 TOTAL CATCHMENT SOIL -LOSS VOLUME (ACRE -FEET) = 3.57 ttftt #i#ititf #ttitifffttttf if# f# i# ititff ftf ifitfffi #•f #i#f tiif•i ►i#ffffftiii TIME VOLUME Q 0, 22.5 45.0 67.5 90.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.07 0.0000 0.00 Q 0.34 0.0000 1.92 Q 0.60 0.0424 1.94 Q 0.87 0.0852 1.97 Q 1.13 0.1285 1.98 Q 1.40 0.1723 2.01 Q 1.66 0.2166 2.03 Q 1.93 0.2614 2.06 Q 2.19 0.3067 2.07 Q 2.46 0.3525 2.11 Q 2.73 0.3989 2.12 Q 2.99 0.4459 2.16 Q 3.26 0.4935 2.18 Q 3.52 0.5417 2.22 Q 3.79 0.5906 2.24 Q 4.05 0.6401 2.28 Q 4.32 0.6902 2.30 Q 4.58 0.7411 2.34 .Q 4.85 0.7928 2.36 .Q 5.11 0.8451 2.41 .Q 5.38 0.8983 2.44 Q 5.65 0.9523 2.49 Q 5.91 1.0072 2.51 Q 6.18 1.0629 2.57 Q 6.44 1.1196 2.60 Q 6.71 1.1773 2.66 Q 6.97 1.2359 2.69 .Q 7.24 1.2957 2.76 Q 7.50 1.3566 2.79 Q 7.77 1.4186 2.86 Q 8.03 1.4819 2.90 Q 8.30 1.5465 2.98 Q 8.57 1.6124 3.03 Q 8.83 1.6798 3.12 Q 9.10 1.7488 3.17 Q 9.36 1.8194 3.27 Q 9.63 1.8917 3.32 Q 9.89 1.9658 3.44 .Q 10.16 2.0420 3.50 Q 10.42 2.1203 3.63 .Q 10.69 2.2008 3.71 .Q 10.96 2.2839 3.86 .Q 11.22 2.3695 3.95 .Q 11.49 2.4582 4.13 Q 11.75 2.5499 4.23 Q 12.02 2.6453 4.46 Q 12.28 2.7521 5.28 Q 12.55 2.8762 6.04 Q 12.81 3.0105 6.20 Q 13.08 3.1506 6.57 Q 13.35 3.2971 6.78 Q 13.61 3.4511 7.26 Q 13.88 3.6136 7.54 Q 14.14 3.7866 8.23 Q 14.41 3.9720 8.67 Q 14.67 4.1735 9.70 Q 14.94 4.3936 10.36 Q 15.20 4.6414 12.22 Q 15.47 4.9248 13.60 Q 15.73 5.2517 16.74 Q 16.00 5.6930 22.94 Q 16.27 6.8583 83.28 Q 16.53 7.9269 14.12 Q 16.80 8.2046 11.18 Q 17.06 8.4276 9.14 Q 17.33 8.6141 7.86 Q 17.59 8.7772 7.01 Q 17.86 8.9241 6.38 Q 18.12 9.0586 5.89 Q 18.39 9.1709 4.34 Q 18.66 9.2628 4.04 Q 18.92 9.3485 3.78 .Q 19.19 9.4292 3.57 .Q 19.45 9.5054 3.38 Q 19.72 9.5777 3.22 Q 19.98 9.6467 3.07 .Q 20.25 9.7127 2.94 Q 20.51 9.7760 2.83 Q 20.78 9.8369 2.72 Q 21.04 9.8956 2.63 Q 21.31 9.9523 2.54 Q 21.58 10.0072 2.46 Q 21.84 10.0603 2.39 Q 22.11 10.1120 2.32 Q 22.37 10.1622 2.26 Q 22.64 10.2110 2.20 Q 22.90 10.2586 2.14 Q 23.17 10.3050 2.09 Q 23.43 10.3503 2.04 Q 23.70 10.3946 2.00 Q 23.97 10.4379 1.95 Q 24.23 10.4804 1.92 Q 24.50 ---------------------------------------------------------------------------- 10.5014 0.00 Q 1 ' HYDROLOGY STUDY FALCON RIDGE TOWN CENTER — FONTANA, CALIFORNIA it SECTION &0 DETENTION BASIN SIZING / OUTLET REPORTS it f! 1� Ll 01 -900 Hydrology Report.doc Stage / Storage / Discharge Table Stage Storage Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Discharge (ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) Reservoir Report 00 72.00 0.00 - - 0.00 Page 1 1 0.1 291 72.10 2.05 - - 0.00 0.00 - Reservoir No. 1 0.2 581 72.20 4.78 - - 0.00 Pond A 4.78 0.3 872 72.30 5.86 - Culvert / Orifice Structures 0.00 - Weir Structures 0.4 0.5 1,162 1,453 72.40 72.50 6.76 - 7.56 - - 0.00 - 0.00 0.00 - 0.00 - 6.76 7.56 0.6 1,743 [A►] [B] [C] - 0.00 [A►] [B] [C] 0.7 Rise (in) = 24.0 0.0 0.0 Crest Len (ft) = 1.5 6.3 0.0 Span (in) = 24.0 0.0 0.0 Crest El. (ft) = 75.00 76.50 0.00 9.57 No. Barrels = 1 0 0 Weir Coeff. = 3.00 3.00 3.00 0.00 - Invert El. (ft) = 72.00 0.00 0.00 Eqn. Exp. = 1.50 1.50 1.50 - 0.00 Length (ft) = 1.0 0.0 0.0 Multi -Stage = No No No 11.22 - Slope ( %) = 1.00 0.00 0.00 11.22 1.2 4,172 73.20 N -Value = .013 .013 .013 0.00 11.72 1.3 4,806 Orif. Coeff. = 0.60 0.60 0.60 - 0.00 - 0.00 12.20 1.4 Multi -Stage = - No No Tailwater Elevation = 70.00 ft 0.00 - 12.66 Note: All oultlows have been analyzed under inlet and outlet control. 6,073 73.50 13.10 - 0.00 0.00 Stage / Storage / Discharge Table Stage Storage Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Discharge (ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) Continues on next page... 0.0 00 72.00 0.00 - - 0.00 0.00 - 0.00 0.1 291 72.10 2.05 - - 0.00 0.00 - 2.05 0.2 581 72.20 4.78 - - 0.00 0.00 - 4.78 0.3 872 72.30 5.86 - - 0.00 0.00 - 5.86 0.4 0.5 1,162 1,453 72.40 72.50 6.76 - 7.56 - - 0.00 - 0.00 0.00 - 0.00 - 6.76 7.56 0.6 1,743 72.60 8.29 - - 0.00 0.00 - 8.29 0.7 2,034 72.70 8.95 - - 0.00 0.00 - 8'.95 0.8 2,324 72.80 9.57 - - 0.00 0.00 - 9.57 0.9 2,615 72.90 10.15 - - 0.00 0.00 - 10.15 1.0 2,905 73.00 10.70 - - 0.00 0.00 - 10.70 1.1 3,539 73.10 11.22 - - 0.00 0.00 - 11.22 1.2 4,172 73.20 11.72 0.00 0.00 11.72 1.3 4,806 73.30 _- 12.20 - 0.00 - 0.00 12.20 1.4 5,439 73.40 12.66 - - 0.00 0.00 - 12.66 1.5 6,073 73.50 13.10 - 0.00 0.00 13.10 1.6 6,707 73.60 13.53 - 0.00 _- 0.00 13.53 1.7 7,340 73.70 13.95 - - 0.00 0.00 - 13.95 1.8 7,974 73.80 14.35 - - 0.00 0.00 - 14.35 1.9 8,607 73.90 14.74 0.00 0.00 14.74 1 2.0 9,241 74.00 - 15.12 - 0.00 - 0.00 15.12 2.1 9,984 74.10 15.86 - - 0.00 0.00 - 15.86 ' 2.2 2.3 10,727 11,469 74.20 74.30 16.57 - 17.24 - 0.00 0.00 0.00 - 0.00 16.57 17.24 2.4 12,212 74.40 17.90 0.00 0.00 17.90 2.5 12,955 74.50 18.52 - - 0.00 0.00 - 18.52 Continues on next page... j F' 11 d i i 0 H n I I u Pond A Page 2 Stage / Storage / Discharge Table Stage Storage Elevation Culy. A Culv. B Culy. C Weir A Weir B Weir C Discharge (ft) (cult) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 2.6 13,698 74.60 19.13 - - 0.00 0.00 - 19.13 2.7 14,441 74.70 19.72 - - 0.00 0.00 - 19.72 2.8 15,183 74.80 20.29 - - 0.00 0.00 - 20.29 2.9 15,926 74.90 20.85 - - 0.00 0.00 - 20.85 3.0 16,669 75.00 21.39 - - 0.00 0.00 - 21.39 3.1 17,527 75.10 21.60 - - 0.14 0.00 - 21.74 3.2 18,384 75.20 22.43 - - 0.40 0.00 - 22.84 3.3 19,242 75.30 22.94 - - 0.74 0.00 - 23.68 3.4 20,099 75.40 23.43 - - 1.14 0.00 - 24.57 3.5 20,957 75.50 23.91 - - 1.59 0.00 - 25.51 3.6 21,815 75.60 24.39 - - 2.09 0.00 - 26.48 3.7 22,672 75.70 24.85 - - 2.64 0.00 - 27.49 3.8 23,530 75.80 25.31 - - 3.22 0.00 - 28.53 3.9 24,387 75.90 25.76 - - 3.84 0.00 - 29.60 4.0 25,245 76.00 26.20 - - 4.50 0.00 - 30.70 4.1 26,223 76.10 26.63 - - 5.19 0.00 - 31.82 4.2 27,201 76.20 27.06 - - 5.92 0.00 - 32.97 4.3 28,180 76.30 27.48 - - 6.67 0.00 - 34.15 4.4 29,158 76.40 27.89 - - 7.45 0.00 - 35.34 4.5 30,136 76.50 28.30 - - 8.27 0.00 - 36.56 4.6 31,114 76.60 28.70 - - 9.11 0.60 - 38.40 4.7 32,092 76.70 29.09 - - 9.97 1.68 - 40.75 4.8 33,071 76.80 29.48 - - 10.87 3.10 - 43.45 4.9 34,049 76.90 29.87 - - 11.79 4.77 - 46.42 5.0 35,027 77.00 30.25 - - 12.73 6.66 - 49.64 5.1 36,131 77.10 30.63 - - 13.69 8.76 - 53.08 5.2 37,236 77.20 31.00 - - 14.68 11.03 - 56.71 5.3 38,340 77.30 31.36 - - 15.70 13.48 - 60.54 5.4 39,444 77.40 31.73 - - 16.73 16.09 - 64.54 5.5 40,549 77.50 32.08 - - 17.79 18.84 - 68.71 5.6 41,653 77.60 32.44 - - 18.87 21.74 - 73.04 5.7 42,757 77.70 32.79 - - 19.96 24.77 - 77.52 5.8 43,861 77.80 33.14 - - 21.08 27.92 - 82.15 5.9 44,966 77.90 33.48 - - 22.22 31.21 - 86.91 6.0 46,070 78.00 33.82 - - 23.38 34.61 - 91.81 6.1 47,306 78.10 34.16 - - 24.56 38.13 - 96.85 6.2 48,542 78.20 34.49 - - 25.76 41.76 - 102.01 6.3 49,778 78.30 34.82 - - 26.98 45.50 - 107.29 6.4 51,014 78.40 35.15 - - 28.21 49.34 - 112.70 6.5 52,250 78.50 35.47 - - 29.47 53.29 - 118.22 6.6 53,486 78.60 35.79 - - 30.74 57.33 - 123.86 6.7 54,722 78.70 36.11 - - 32.03 61.48 - 129.61 6.8 55,958 78.80 36.43 - - 33.33 65.72 - 135.47 6.9 57,194 78.90 36.74 - - 34.66 70.05 - 141.44 7.0 58,430 79.00 37.05 - - 36.00 74.47 - 147.52 Stage / Discharge s 6 Stage (ft) 4 oe 2 0 0 50 100 150 Discharge (cfs) Stage / Storage s 6 Stage (ft) 4 2 0 0 10000 20000 30000 40000 50000 60000 Storage (cult) Continues on next page... Reservoir Report Page 1 Reservor No. 2 l ' Pond B Culvert / Orifice Structures Weir Structures [A] [B] [C] [A] [B] [C] Rise (in) = 24.0 0.0 0.0 Crest Len (ft) = 1.5 6.3 0.0 Span (in) = 24.0 0.0 0.0 Crest El. (ft) = 87.00 88.50 0.00 No. Barrels = 1 0 0 Weir Coeff. = 3.00 3.00 3.00 Invert El. (ft) = 84.00 0.00 0.00 Eqn. Exp. = 1.50 1.50 1.50 Length (ft) = 1.0 0.0 0.0 Multi -Stage = No No No Slope ( %) = 1.00 0.00 0.00 N -Value = .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 Multi -Stage = - No No Tailwater Elevation = 80.00 ft iri Noce: All outflows have been analyzed under inlet and outlet control. E I Stage / Storage / Discharge Table Stage Storage Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Discharge (ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.0 00 84.00 0.00 - - 0.00 0.00 - 0.00 0.1 291 84.10 2.05 - - 0.00 0.00 - 2.05 0.2 581 84.20 4.78 - - 0.00 0.00 - 4.78 0.3 872 84.30 5.86 - - 0.00 0.00 - 5.86 0.4 1,162 84.40 0.5 1,453 84.50 6.76 - 7.56 - - 0.00 - 0.00 0.00 0.00 - - 6.76 7.56 0.6 1,743 84.60 8.29 - - 0.00 0.00 - 8.29 0.7 2,034 84.70 8.95 - - 0.00 0.00 - 8.95 0.8 2,324 84.80 9.57 - - 0.00 0.00 - 9.57 0.9 2,615 84.90 10.15 - - 0.00 0.00 - 10.15 1.0 2,905 85.00 10.70 - - 0.00 0.00 - 10.70 1.1 3,539 85.10 11.22 - - 0.00 0.00 - 11.22 1.2 4,172 85.20 11.72 - - 0.00 0.00 0.00 - 11.72 12.20 1.3 4,806 85.30 12.20 - - 0.00 - 1.4 5,439 85.40 12.66 - - 0.00 0.00 - 12.66 1.5 6,073 85.50 13.10 - - 0.00 0.00 - 13.10 1.6 6,707 85.60 13.53 - - 0.00 0.00 - 13.53 1.7 7,340 85.70 13.95 - - 0.00 0.00 - 13.95 1.8 7,974 85.80 14.35 - - 0.00 0.00 - 14.35 1.9 8,607 85.90 14.74 - - 0.00 0.00 - 14.74 2.0 9,241 86.00 15.12 - - 0.00 0.00 - 15.12 2.1 9,984 86.10 15.86 - - 0.00 0.00 - 15.86 2.2 10,727 86.20 2.3 11,469 86.30 16.57 - 17.24 - 0.00 0.00 0.00 0.00 - 16.57 17.24 2.4 12,212 86.40 17.90 - 0.00 0.00 _ 17.90 2.5 12,955 86.50 18.52 - - 0.00 0.00 - 18.52 Continues on next page... u C Pond B Page 2 Stage / Storage / Discharge Table Stage Storage Elevation Culy. A Culv. B Culy. C Weir A Weir B Weir C Discharge (ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 2.6 13,698 86.60 19.13 - - 0.00 0.00 - 19.13 2.7 14,441 86.70 19.72 - - 0.00 0.00 - 19.72 2.8 15,183 86.80 20.29 - - 0.00 0.00 - 20.29 2.9 15,926 86.90 20.85 - - 0.00 0.00 - 20.85 3.0 16,669 87.00 21.39 - - 0.00 0.00 - 21.39 3.1 17,527 87.10 21.60 - - 0.14 0.00 - 21.74 3.2 18,384 87.20 22.43 - - 0.40 0.00 - 22.84 3.3 19,242 87.30 22.94 - - 0.74 0.00 - 23.68 3.4 20,099 87.40 23.43 - - 1.14 0.00 - 24.57 3.5 20,957 87.50 23.91 - - 1.59 0.00 - 25.51 3.6 21,815 87.60 24.39 - - 2.09 0.00 - 26.48 3.7 22,672 87.70 24.85 - - 2.64 0.00 - 27.49 3.8 23,530 87.80 25.31 3.22 0.00 - 28.53 I 3.9 24,387 87.90 25.76 - - 3.84 0.00 29.60 4.0 25,245 88.00 26.20 - - 4.50 0.00 - 30.70 4.1 26,223 88.10 26.63 - - 5.19 0.00 - 31.82 4.2 27,201 88.20 27.06 - - 5.92 0.00 - 32.97 4.3 28,180 88.30 27.48 - - 6.67 0.00 - 34.15 4.4 29,158 88.40 27.89 - - 7.45 0.00 - 35.34 4.5 30,136 88.50 28.30 - - 8.27 0.00 - 36.56 4.6 31,114 88.60 28.70 - - 9.11 0.60 - 38.40 4.7 32,092 88.70 29.09 - - 9.97 1.68 - 40.75 4.8 33,071 88.80 29.48 - - 10.87 3.10 - 43.45 4.9 34,049 88.90 29.87 - - 11.79 4.77 - 46.42 5.0 35,027 89.00 30.25 - - 12.73 6.66 - 49.64 5.1 36,131 89.10 30.63 - - 13.69 8.76 - 53.08 5.2 37,236 89.20 31.00 - - 14.68 11.03 - 56.71 5.3 38,340 89.30 31.36 - - 15.70 13.48 - 60.54 5.4 39,444 89.40 31.73 - - 16.73 16.09 - 64.54 5.5 40,549 89.50 32.08 - - 17.79 18.84 - 68.71 5.6 41,653 89.60 32.44 18.87 21.74 - 73.04 5.7 42,757 89.70 32.79 - - 19.96 24.77 77.52 5.8 43,861 89.80 33.14 - - 21.08 27.92 - 82.15 5.9 44,966 89.90 33.48 - - 22.22 31.21 - 86.91 6.0 46,070 90.00 33.82 23.38 34.61 - 91.81 6.1 47,306 90.10 34.16 - - 24.56 38.13 96.85 6.2 48,542 90.20 34.49 - - 25.76 41.76 - 102.01 6.3 49,778 90.30 34.82 26.98 45.50 107.29 6.4 51,014 90.40 35.15 - - 28.21 - 49.34 112.70 6.5 52,250 90.50 35.47 29.47 53.29 118.22 6.6 53,486 90.60 35.79 - - 30.74 57.33 - 123.86 6.7 54,722 90.70 36.11 32.03 61.48 - 129.61 6.8 55,958 90.80 36.43 - - 33.33 65.72 135.47 6.9 57,194 90.90 36.74 - - 34.66 70.05 - 141.44 7.0 58,430 91.00 37.05 - - 36.00 74.47 - 147.52 u C t c i �J Stage / Discharge 6 Stage (ft) 4 2 0 0 50 100 150 Discharge (cfs) e Stage / Storage s 6 Stage (ft) 4 2 0 0 10000 20000 30000 40000 50000 60000 Storage (cult) Reservoir Report Pa , Reservoir No. 3 Pond C Culvert / Orifice Structures Weir Structures [A►] [B] [C] [A►] [B] [C] Rise (in) = 24.0 0.0 0.0 Crest Len (ft) = 1.5 6.3 0.0 Span (in) = 24.0 0.0 0.0 Crest El. (ft) = 89.00 90.50 0.00 No. Barrels = 1 0 0 Weir Coeff. = 3.00 3.00 3.00 Invert El. (ft) = 86.00 0.00 0.00 Eqn. Exp. = 1.50 1.50 1.50 Length (ft) = 1.0 0.0 0.0 Multi -Stage = No No No Slope ( %) = 1.00 0.00 0.00 N -Value = .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 Multi -Stage = - No No Tailwater Elevation = 80.00 ft Note: All outflows have been analyzed under inlet and outlet control. Stage / Storage / Discharge Table Stage Storage Elevation Culy. A Culy. B Culy. C Weir A Weir B Weir C Discharge (ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.0 00 86.00 0.00 - - 0.00 0.00 - 0.00 0.1 291 86.10 2.05 0.00 0.00 2.05 0.2 581 86.20 _ 4.78 _ 0.00 0.00 _ 4.78 0.3 872 86.30 5.86 - - 0.00 0.00 - 5.86 0.4 1,162 86.40 6.76 � 0.00 0.00 6.76 0.5 1,453 86.50 7.56 = 0.00 0.00 = 7.56 0.6 1,743 86.60 8.29 -,- 0.00 0.00 8.29 0.7 2,034 86.70 8.95 - - 0.00 0.00 - 8.95 0.8 2,324 86.80 9.57 - - 0.00 0.00 - 9.57 0.9 2,615 86.90 10.15 - - 0.00 0.00 - 10.15 1.0 2,905 87.00 10.70 - - 0.00 0.00 - 10.70 1.1 3,539 87.10 11.22 0.00 0.00 11.22 1.2 4,172 87.20 11.72 � 0.00 � 0.00 11.72 1.3 4,806 87.30 12.20 0.00 0.00 12.20 1.4 5,439 87.40 12.66 - - 0.00 0.00 - 12.66 1.5 6,073 87.50 13.10 - - 0.00 0.00 - 13.10 1.6 6,707 87.60 13.53 - - 0.00 0.00 - 13.53 1.7 7,340 87.70 13.95 - - 0.00 0.00 - 13.95 1.8 7,974 87.80 14.35 - - 0.00 0.00 - 14.35 1.9 8,607 87.90 14.74 - - 0.00 0.00 - 14.74 2.0 9,241 88.00 15.12 - - 0.00 0.00 - 15.12 2.1 9,984 88.10 15.86 - - 0.00 0.00 - 15.86 2.2 10,727 88.20 16.57 0.00 0.00 16.57 2.3 11,469 88.30 17.24 � 0.00 0.00 = 17.24 2.4 12,212 88.40 17.90 r 0.00 0.00 17.90 2.5 12,955 88.50 18.52 - - 0.00 0.00 - 18.52 Confinues on next page... J1 0 L' Pond C Page 2 Stage / Storage / Discharge Table Stage Storage Elevation Culy. A Culy. B Culv. C Weir A Weir B Weir C Discharge (ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 2.6 13,698 88.60 19.13 - - 0.00 0.00 - 19.13 2.7 14,441 88.70 19.72 - - 0.00 0.00 - 19.72 2.8 15,183 88.80 20.29 - - 0.00 0.00 - 20.29 2.9 15,926 88.90 20.85 - - 0.00 0.00 - 20.85 3.0 16,669 89.00 21.39 - - 0.00 0.00 - 21.39 3.1 17,527 89.10 21.60 - - 0.14 0.00 - 21.74 3.2 18,384 89.20 22.43 - - 0.40 0.00 - 22.84 3.3 19,242 89.30 22.94 - - 0.74 0.00 - 23.68 Im ' 3.4 3.5 20,099 20,957 89.40 89.50 23.43 23.91 - - 1.14 - - 1.59 0.00 - 0.00 - 24.57 25.51 3.6 21,815 89.60 24.39 - - 2.09 0.00 - 26.48 3.7 22,672 89.70 24.85 - - 2.64 0.00 - 27.49 MR 3.8 23,530 89.80 25.31 - - 3.22 0.00 - 28.53 L 3.9 24,387 89.90 25.76 - - 3.84 0.00 - 29.60 4.0 25,245 90.00 26.20 - - 4.50 0.00 - 30.70 4.1 26,223 90.10 26.63 - - 5.19 0.00 - 31.82 4.2 27,201 90.20 27.06 - - 5.92 0.00 - 32.97 4.3 28,180 90.30 27.48 - - 6.67 0.00 - 34.15 4.4 29,158 90.40 27.89 - - 7.45 0.00 - 35.34 4.5 30,136 90.50 28.30 - - 8.27 0.00 - 36.56 4.6 31,114 90.60 28.70 - - 9.11 0.60 - 38.40 4.7 32,092 90.70 29.09 - - 9.97 1.68 - 40.75 4.8 33,071 90.80 29.48 - - 10.87 3.10 - 43.45 4.9 34,049 90.90 29.87 11.79 4.77 46.42 5.0 35,027 91.00 30.25 _ - 12.73 - 6.66 49.64 5.1 36,131 91.10 30.63 - - 13.69 8.76 - 53.08 5.2 5.3 37,236 38,340 91.20 91.30 31.00 31.36 - - 14.68 - - 15.70 11.03 - 13.48 - 56.71 60.54 5.4 39,444 91.40 31.73 - - 16.73 16.09 - 64.54 5.5 40,549 91.50 32.08 - - 17.79 18.84 - 68.71 5.6 41,653 91.60 32.44 - - 18.87 21.74 - 73.04 E 5.7 42,757 91.70 32.79 - - 19.96 24.77 - 77.52 5.8 43,861 91.80 33.14 - - 21.08 27.92 - 82.15 5.9 44,966 91.90 33.48 - - 22.22 31.21 - 86.91 6.0 46,070 92.00 33.82 - - 23.38 34.61 - 91.81 6.1 47,306 92.10 34.16 - - 24.56 38.13 - 96.85 6.2 48,542 92.20 34.49 - - 25.76 41.76 - 102.01 6.3 49,778 92.30 34.82 - - 26.98 45.50 - 107.29 6.4 51,014 92.40 35.15 - - 28.21 49.34 - 112.70 6.5 52,250 92.50 35.47 - - 29.47 53.29 - 118.22 6.6 53,486 92.60 35.79 - - 30.74 57.33 - 123.86 6.7 54,722 92.70 36.11 - - 32.03 61.48 - 129.61 6.8 55,958 92.80 36.43 - - 33.33 65.72 - 135.47 6.9 57,194 92.90 36.74 - - 34.66 70.05 - 141.44 7.0 58,430 93.00 37.05 - - 36.00 74.47 - 147.52 J1 0 L' 6 1 1 1 1 B L' Stage / Discharge s 6 Stage (ft) 4 2 0 0 50 100 150 Discharge (cfs) Stage / Storage s 6 Stage (ft) 4 2 0 0 10000 20000 30000 40000 50000 60000 Storage (cult) HYDROLOGY STUDY FALCON RIDGE TOWN CENTER — FONTANA, CALIFORNIA SECTION 9.0 FLOW THROUGH DETENTION BASIN CALCULATIONS kl N 0 1 01 -900 Hydrology Report.doc r. 83 0.00 fffffff iiiff if♦ ff fifff flf iffiffffl lffffl lflfff ilf!!fl ff!lfff if kfff iffff fffff---------------------------------------------------------------------- - - - - -- USER SPECIFIED INFLOW HYDROGRAPH (C) Copyright 1989 -2001 Advanced Engineering Software (see) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 _______.____.____._.___..... FLAW - THROUGH DETENTION BASIN MODEL Analysis prepared by: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEVELOPMENT RESOURCE CONSULTANTS, INC. CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 17.143 8175 E. KAISER BLVD. DEAD STORAGE(AF) = 0.00 ANAHEIM HILLS, CA 92808 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 P: (714)685 -6860 F: (714)685 -6801 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN - 0.00 ................. . ............................... ="A�. CONSTANT HYDROGRAPH TIME UNIT(MIN.) = 17.14 TOTAL NUMBER OF INFLOW HYDROGRAPH DATA PAIRS = 38 --------------- INTERVAL .----- --- ------ --------- -- - - -- ------------------------------- FLOW NUMBER (CFS) 1 0.00 5 0.53 10 0.56 15 0.60 20 0.66 25 0.72 30 0.81 35 0.92 40 1.10 41 1.13 42 1.31 43 1.50 44 1.59 45 1.64 46 1.76 47 1.83 48 2.00 49 2.12 50 2.44 51 2.60 52 3.07 53 3.41 54 4.11 55 5.72 56 28.94 57 3.68 58 2.81 59 2.30 60 1.91 61 1.70 62 1.54 63 1.16 64 1.07 65 1.00 70 0.76 75 0.63 80 0.54 INFLOW V effective depth ------- - - - - -- _ (and volume) detention V ............. basin outflow --- ---- - - - - -- \ storage basin outlet V -- --- - - - - -- OUTFLOW DEPTH -VS.- STORAGE AND DEPTH -VS.- DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES - 20 *BASIN -DEPTH STORAGE OUTFLOW *•BASIN -DEPTH STORAGE OUTFLOW * • (FEET) (ACRE -FEET) (CFS) ** (FEET) (ACRE -FEET) (CFS) * • 0.000 0.000 0.000 * 0.500 0.033 7.560 + 1.000 0.067 10.700 ** 1.500 0.139 13.100* * 2.000 0.212 15.120•• 2.500 0.297 18.520• * 3.000 0.383 21.390 ** 3.200 0.422 22.840* * 3.500 0.481 25.510 ** 3.700 0.521 27.490• * 4.000 0.580 30.700 * 4.200 0.624 32.970* • 4.500 0.692 36.560!* 4.700 0.737 40.750* * 5.000 0.804 49.640•• 5.200 0.855 56.710* *. 5.500 0.931 68.710 ** 5.700 0.982 77.520* * 6.000 1.058 91.810!* 6.500 1.199 118.220* ---------------------------------------------------------------------------- BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH (S- 0•DT /2) (S +O *DT /2) NUMBER (FEET) (ACRE -FEET) (ACRE -FEET) 1 0.00 0.00000 0.00000 2 0.50 - 0.05586 0.12266 3 1.00 - 0.05963 0.19303 4 1.50 - 0.01526 0.29406 5 2.00 0.03359 0.39061 6 2.50 0.07875 0.51605 7 3.00 0.13016 0.63524 8 3.20 0.15234 0.69166 9 3.50 0.17992 0.78228 10 3.70 0.19594 0.84506 11 4.00 0.21704 0.94196 12 4.20 0.23514 1.01366 1.78 0.008 13 4.50 0.26016 1.12344 2.04 0.010 14 4.70 0.25559 1.21781 2.25 0.010 15 5.00 0.21803 1.39017 2.35 0.011 16 5.20 0.18526 1.52434 2.47 0.011 17 5.50 0.11968 1.74212 2.61 0.012 18 5.70 0.06637 1.89683 2.79 0.013 19 6.00 - 0.02594 2.14194 3.00 0.014 20 6.50 - 0.19625 2.59525 3.32 0.016 WHERE S= STORAGE (AF);O =OUTFLOW(AF /MIN.);DT =UNIT INTERVAL(MIN.) ---------------------------------------------------------------------------- DETENTION BASIN ROUTING RESULTS: 2.60 0.25 NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CPS) DEPTH(FT) (CPS) VOLUME(AF) ---------------------------------------------------------------------------- 0.286 0.000 0.00 0.00 0.00 0.000 0.571 0.000 0.13 0.01 0.10 0.001 0.857 0.000 0.26 0.03 0.29 0.002 1.143 0.000 0.40 0.04 0.48 0.003 1.429 0.000 0.53 0.05 0.67 0.003 1.714 0.000 0.54 0.05 0.78 0.003 2.000 0.000 0.54 0.05 0.78 0.003 2.286 0.000 0.55 0.05 0.79 0.004 2.571 0.000 0.55 0.05 0.80 0.004 2.857 0.000 0.56 0.05 0.81 0.004 3.143 0.000 0.57 0.05 0.82 0.004 3.429 0.000 0.58 0.06 0.83 0.004 3.714 0.000 0.58 0.06 0.84 0.004 4.000 0.000 0.59 0.06 0.86 0.004 4.286 0.000 0.60 0.06 0.87 0.004 4.571 0.000 0.61 0.06 0.88 0.004 4.857 0.000 0.62 0.06 0.90 0.004 5.143 0.000 0.64 0.06 0.92 0.004 5.429 0.000 0.65 0.06 0.93 0.004 5.714 0.000 0.66 0.06 0.95 0.004 6.000 0.000 0.67 0.06 0.97 0.004 6.286 0.000 0.68 0.07 0.99 0.004 6.571 0.000 0.70 0.07 1.00 0.004 6.857 0.000 0.71 0.07 1.02 0.005 7.143 0.000 0.72 0.07 1.04 0.005 7.429 0.000 0.74 0.07 1.06 0.005 7.714 0.000 0.76 0.07 1.09 0.005 8.000 0.000 0.77 0.07 1.11 0.005 8.286 0.000 0.79 0.08 1.14 0.005 8.571 0.000 0.81 0.08 1.17 0.005 8.857 0.000 0.83 0.08 1.19 0.005 9.143 0.000 0.85 0.08 1.23 0.005 9.429 0.000 0.88 0.08 1.26 0.006 9.714 0.000 0.90 0.09 1.29 0.006 10.000 0.000 0.92 0.09 1.32 0.006 10.286 0.000 0.96 0.09 1.37 0.006 10.571 0.000 0.99 0.10 1.42 0.006 10.857 0.000 1.03 0.10 1.47 0.007 11.143 0.000 1.06 0.10 1.52 0.007 11.429 0.000 1.10 0.11 1.57 0.007 11.714 0.000 1.13 0.11 1.62 0.007 12.000 0.000 1.31 0.13 1.78 0.008 12.286 0.000 1.50 0.14 2.04 0.010 12.571 0.000 1.59 0.15 2.25 0.010 12.857 0.000 1.64 0.16 2.35 0.011 13.143 0.000 1.76 0.17 2.47 0.011 13.429 0.000 1.83 0.18 2.61 0.012 13.714 0.000 2.00 0.19 2.79 0.013 14.000 0.000 2.12 0.20 3.00 0.014 14.286 0.000 2.44 0.23 3.32 0.016 14.571 0.000 2.60 0.25 3.67 0.017 14.857 0.000 3.07 0.30 4.13 0.020 15.143 0.000 3.41 0.33 4.72 0.022 15.429 0.000 4.11 0.40 5.47 0.026 15.714 0.000 5.72 0.59 7.05 0.039 16.000 0.000 28.94 3.17 15.37 0.416 16.286 0.000 3.68 1.21 17.17 0.098 16.571 0.000 2.81 0.27 7.90 0.018 16.857 0.000 2.30 0.22 3.72 0.015 17.143 0.000 1.91 0.18 3.06 0.012 17.429 0.000 1.70 0.16 2.63 0.011 17.714 0.000 1.54 0.15 2.36 0.010 18.000 0.000 1.16 0.11 1.96 0.007 18.286 0.000 1.07 0.10 1.62 0.007 18.571 0.000 1.00 0.10 1.51 0.006 18.857 0.000 0.95 0.09 1.42 0.006 19.143 0.000 0.90 0.09 1.35 0.006 19.429 0.000 0.86 0.08 1.28 0.006 19.714 0.000 0.81 0.08 1.21 0.005 20.000 0.000 0.76 0.07 1.14 0.005 20.286 0.000 0.73 0.07 1.09 0.005 20.571 0.000 0.71 0.07 1.05 0.005 20.857 0.000 0.68 0.07 1.01 0.004 21.143 0.000 0.66 0.06 0.97 0.004 21.429 0.000 0.63 0.06 0.94 0.004 21.714 0.000 0.61 0.06 0.90 0.004 22.000 0.000 0.59 0.06 0.88 0.004 22.286 0.000 0.58 0.06 0.85 0.004 22.571 0.000 0.56 0.05 0.83 0.004 22.857 0.000 0.54 0.05 0.80 0.003 23.143 0.000 0.36 0.03 0.65 0.002 23.429 0.000 0.18 0.02 0.39 0.001 23.714 0.000 0.00 0.00 0.13 0.000 ---------------------------------------------------------------------------- 1 R#tfffffffi #Rffifff #fftif if tf►1flfffff # ►# ►f Rff ttfflf t►►tt►lf Rf iffit ► ♦ffff #fi USER SPECIFIED INFLOW HYDROGRAPH =......... _______:____::_.__.. ___._.___---------------------- .............. FLOW - THROUGH DETENTION BASIN MODEL (C) Copyright 1989 -2001 Advanced Engineering Software (sea) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) - 16.364 Analysis prepared by: DEAD STORAGE(AF) - 0.00 SPECIFIED DEAD STORAGE(AF) FILLED 0.00 DEVELOPMENT RESOURCE CONSULTANTS, INC. ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN - 0.00 8175 E. KAISER BLVD. ANAHEIM HILLS, CA 92808 P. (714)685 -6860 F: (714)685 -6801 INFLOW I POND Ab Y6 AK 1 I ........................ ............................... ................ V depth _effective ------- - - - - -- 1 (and volume) CONSTANT HYDROGRAPH TIME UNIT(MIN.) - 16.36 1 1 1 1 TOTAL NUMBER OF INFLOW HYDROGRAPH DATA PAIRS - 35 1 detention 1 1....V ............. -------------------------------------------------------- -------------- --- - -- 1 basin 1< - - al outflow INTERVAL FLOW 1 1 I......... NUMBER (CPS) ------- - -- --- I T \ 1 1.11 1 1 storage I basin outlet 5 1.16 V ----- - - - - -- 10 1.23 OUTFLOW 15 1.32 20 1.42 25 1.55 DEPTH -VS.- STORAGE AND DEPTH -VS.- DISCHARGE INFORMATION: 30 1.71 TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES - 20 35 1.94 *BASIN -DEPTH STORAGE OUTFLOW * *BASIN -DEPTH STORAGE OUTFLOW 40 2.22 • (FEET) (ACRE -FEET) (CFS) *► (FEET) (ACRE -FEET) (CPS) 45 3.44 • 0.000 0.000 0.000•• 0.500 0.033 7.560• 46 3.53 ** + 1.000 0.067 10.700 1.500 0.139 13.100* 47 3.74 * 2.000 0.212 15.120 ** 2.500 0.297 18.520* 48 3.86 * 3.000 0.383 21.390 ** 3.200 0.422 22.840* 49 4.13 * 3.500 0.481 25.510 *• 3.700 0.521 27.490• 50 4.29 * 4.000 0.580 30.700 *• 4.200 0.624 32.970* 51 4.68 * 4.500 0.692 36.560 ** 4.700 0.737 40.750* 52 4.91 • 5.000 0.804 49.640 ** 5.200 0.855 56.710* 53 5.49 * 5.500 0.931 68.710 ** 5.700 0.982 77.520• 54 5.87 * 6.000 1.058 91.810 ** 6.500 1.199 118.220* 55 6.93 ---------------------------------------------------------------------------- 56 7.71 BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: 57 9.26 INTERVAL DEPTH (8- 0•DT /2) (S+O•DT /2) 58 13.18 NUMBER (FEET) (ACRE -FEET) (ACRE -FEET) 59 51.69 1 0.00 0.00000 0.00000 60 8.05 2 0.50 - 0.05180 0.11860 61 6.34 3 1.00 - 0.05389 0.18729 62 5.18 4 1.50 - 0.00823 0.28703 63 4.47 5 2.00 0.04170 0.38250 64 3.99 6 2.50 0.08869 0.50611 65 3.63 7 3.00 0.14164 0.62376 70 2.01 8 3.20 0.16460 0.67940 75 1.59 9 3.50 0.19361 0.76859 80 1.34 10 3.70 0.21070 0.83030 85 1.18 11 4.00 0.23352 0.92548 BB 0.00 12 4.20 0.25284 0.99596 --------------------------------------------- ---- -- ------------ ----- ---- - - -- 13 4.50 0.27978 1.10382 14 4.70 0.27746 1.19594 15 5.00 0.24467 1.36353 4.77 0.022 16 5.20 0.21570 1.49390 5.01 0.022 17 5.50 0.15656 1.70524 5.22 0.024 18 5.70 0.10797 1.85523 5.46 0.025 19 6.00 0.02333 2.09267 5.74 0.026 20 6.50 - 0.13280 2.53180 6.05 0.027 WHERE S- STORAGE (AF);0= OUTFLOW(AF /MIN.);DT-UNIT INTERVAL(MIN.) ---------------------------------------------------------------------------- DETENTION BASIN ROUTING RESULTS: 0.44 6.44 NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD- STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CPS) DEPTH(FT) (CPS) VOLUME (AF) ---------------------------------------------------------------------------- 0.273 0.000 1.11 0.11 0.80 0.007 0.545 0.000 1.12 0.11 1.60 0.007 0.818 0.000 1.13 0.11 1.62 0.007 1.091 0.000 1.15 0.11 1.64 0.007 1.364 0.000 1.16 0.11 1.66 0.007 1.636 0.000 1.17 0.11 1.68 0.007 1.909 0.000 1.19 0.11 1.70 0.008 2.182 0.000 1.20 0.11 1.72 0.008 2.455 0.000 1.22 0.12 1.74 0.008 2.727 0.000 1.23 0.12 1.76 0.008 3.000 0.000 1.25 0.12 1.78 0.008 3.273 0.000 1.27 0.12 1.81 0.008 3.545 0.000 1.28 0.12 1.83 0.008 3.818 0.000 1.30 0.12 1.86 0.008 4.091 0.000 1.32 0.13 1.88 0.008 4.364 0.000 1.34 0.13 1.91 0.009 4.636 0.000 1.36 0.13 1.94 0.009 4.909 0.000 1.38 0.13 1.97 0.009 5.182 0.000 1.40 0.13 2.00 0.009 5.455 0.000 1.42 0.13 2.03 0.009 5.727 0.000 1.45 0.14 2.06 0.009 6.000 0.000 1.47 0.14 2.10 0.009 6.273 0.000 1.50 0.14 2.13 0.010 6.545 0.000 1.52 0.14 2.17 0.010 6.818 0.000 1.55 0.15 2.21 0.010 7.091 0.000 1.58 0.15 2.25 0.010 7.364 0.000 1.61 0.15 2.30 0.010 7.636 0.000 1.65 0.16 2.34 0.010 7.909 0.000 1.68 0.16 2.39 0.011 8.162 0.000 1.71 0.16 2.43 0.011 8.455 0.000 1.76 0.17 2.49 0.011 8.727 0.000 1.80 0.17 2.56 0.011 9.000 0.000 1.85, 0.18 2.62 0.012 9.273 0.000 1.89 0.18 2.69 0.012 9.545 0.000 1.94 0.18 2.75 0.012 9.818 0.000 2.00 0.19 2.83 0.013 10.091 0.000 2.05 0.19 2.91 0.013 10.364 0.000 2.11 0.20 2.99 0.013 10.636 0.000 2.16 0.21 3.07 0.014 10.909 0.000 2.22 0.21 3.15 0.014 11.182 0.000 2.46 0.23 3.36 0.016 11.455 0.000 2.71 0.26 3.72 0.017 11.727 0.000 2.95 0.28 4.07 0.019 12.000 0.000 3.20 0.30 4.42 0.020 12.273 0.000 3.44 0.33 4.77 0.022 12.545 0.000 3.53 0.34 5.01 0.022 12.818 0.000 3.74 0.36 5.22 0.024 13.091 0.000 3.86 0.37 5.46 0.025 13.364 0.000 4.13 0.39 5.74 0.026 13.636 0.000 4.29 0.41 6.05 0.027 13.909 0.000 4.68 0.44 6.44 0.030 14.182 0.000 4.91 0.47 6.89 0.031 14.455 0.000 5.49 0.54 7.42 0.036 14.727 0.000 5.87 0.60 7.99 0.040 15.000 0.000 6.93 0.77 8.73 0.052 15.273 0.000 7.71 0.90 9.68 0.060 15.545 0.000 9.26 1.11 10.65 0.082 15.818 0.000 13.18 1.55 12.26 0.147 16.091 0.000 51.69 4.63 26.33 0.722 16.364 0.000 8.05 2.31 28.29 0.265 16.636 0.000 6.34 1.13 14.29 0.086 16.909 0.000 5.18 0.49 9.39 0.033 17.182 0.000 4.47 0.42 6.93 0.028 17.455 0.000 3.99 0.38 6.08 0.025 17.727 0.000 3.63 0.34 5.47 0.023 18.000 0.000 3.31 0.31 4.98 0.021 18.273 0.000 2.98 0.28 4.52 0.019 18.545 0.000 2.66 0.25 4.05 0.017 18.818 0.000 2.33 0.22 3.59 0.015 19.091 0.000 2.01 0.19 3.12 0.013 19.364 0.000 1.93 0.18 2.83 0.012 19.636 0.000 1.84 0.18 2.71 0.012 19.909 0.000 1.76 0.17 2.59 0.011 20.182 0.000 1.67 0.16 2.47 0.011 20.455 0.000 1.59 0.15 2.34 0.010 20.727 0.000 1.54 0.15 2.25 0.010 21.000 0.000 1.49 0.14 2.18 0.009 21.273 0.000 1.44 0.14 2.10 0.009 21.545 0.000 1.39 0.13 2.03 0.009 21.818 0.000 1.34 0.13 1.96 0.009 22.091 0.000 1.31 0.12 1.90 0.008 22.364 0.000 1.28 0.12 1.86 0.008 22.636 0.000 1.24 0.12 1.81 0.008 22.909 0.000 1.21 0.12 1.76 0.008 23.182 0.000 1.18 0.11 1.72 0.007 23.454 0.000 0.79 0.07 1.41 0.005 23.727 0.000 0.39 0.04 0.85 0.002 24.000 0.000 0.00 0.00 0.28 0.000 ---------------------------------------------------------------------------- 1 85 1.54 ♦*+*••*••+\!***+***+++**.•**•*.+ s*+.►*:**:* r* +*..* *+***+* *•++* +*• + +••w ++*+++ 90 0.00 USER SPECIFIED INFLOW HYDROGRAPH ---------------------------------------------------------------------------- (C) Copyright 1989 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: __________________•______________:°_____ ________._.__.___ FLAW- THROUGH DETENTION BASIN MODEL °__________ :__ DEVELOPMENT RESOURCE CONSULTANTS, INC. SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: 8175 E. KAISER BLVD. CONSTANT HYDROGRAPH TIME UNIT(MINUTES) - 16.000 ANAHEIM HILLS, CA 92808 DEAD STORAGE(AF) - 0.00 P. (714)685 -6860 F: (714)685 -6801 SPECIFIED DEAD STORAGE(AF) FILLED 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN - 0.00 P o" " A " u sYEAR ___________________ `______ ___ °__________ ° °________ __ _ _'_= INFLOW CONSTANT HYDROGRAPH TIME UNIT(MIN.) = 16.00 TOTAL NUMBER OF INFLOW HYDROGRAPH DATA PAIRS - 39 -------------------------------------------------------- ----------- --- - - - - -- V depth INTERVAL FLOW _effective ------- - - - - -- land volume) NUMBER (CFS) 1 0.00 detention V ............. 5 1.46 basin outflow 10 1.56 ......... 15 1.66 ---- --- - - - - -- 20 1.80 ( storage basin outlet 25 1.95 V ----- - - - - -- 30 2.16 OUTFLOW 35 2.41 40 2.81 45 3.33 DEPTH -VS.- STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: 46 4.65 TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES - 20 47 4.77 +BASIN -DEPTH STORAGE OUTFLOW * *BASIN -DEPTH STORAGE OUTFLOW * 48 5.04 • (FEET) (ACRE -FEET) (CFS) +* (FEET) (ACRE -FEET) (CFS) 49 5.20 * 0.000 0.000 0.000 ** 0.500 0.033 7.560* 50 5.56 * 1.000 0.067 10.700 ** 1.500 0.139 13.100* 51 5.77 • 2.000 0.212 15.120 ** 2.500 0.297 18.520• 52 6.27 * 3.000 0.383 21.390 ** 3.200 0.422 22.840* 53 6.49 * 3.500 0.481 25.510 ** 3.700 0.521 27.490• 54 7.25 * 4.000 0.580 30.700 ** 4.200 0.624 32.970* 55 7.74 * 4.500 0.692 36.560 ** 4.700 0.737 40.750* 56 9.11 * 5.000 0.804 49.640 ** 5.200 0.855 56.710• 57 10.13 * 5.500 0.931 68.710 ** 5.700 0.982 77.520* 58 12.04 * 6.000 1.058 91.810 ** 6.500 1.199 118.220• 59 17.50 ---------------------------- -------- --------- - - - - -- ------------------------ 60 62.21 BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: 61 10.40 INTERVAL DEPTH (S- O *DT /2) (S +O *DT /2) 62 8.35 NUMBER (FEET) (ACRE -FEET) (ACRE -FEET) 63 6.84 1 0.00 0.00000 0.00000 64 6.00 2 0.50 - 0.04991 0.11671 65 5.37 3 1.00 - 0.05121 0.18461 66 4.90 4 1.50 - 0.00495 0.28375 67 4.51 5 2.00 0.04549 0.37871 68 3.16 6 2.50 0.09332 0.50148 69 2.94 7 3.00 0.14700 0.61840 70 2.75 8 3.20 0.17032 0.67368 75 2.13 9 3.50 0.20000 0.76220 80 1.78 10 3.70 0.21758 0.82342 11 4.00 0.24121 0.91779 4.09 0.018 12 4.20 0.26109 0.98771 4.23 0.019 13 4.50 0.28893 1.09467 4.38 0.020 14 4.70 0.28766 1.18574 4.53 0.020 15 5.00 0.25710 1.35110 4.68 0.021 16 5.20 0.22990 1.47970 5.70 0.029 17 5.50 0.17376 1.68803 6.72 0.030 18 5.70 0.12739 1.83581 7.00 0.032 19 6.00 0.04632 2.06968 7.31 0.033 20 6.50 - 0.10320 2.50220 7.63 0.036 WHERE S-STORAGE(AF);O =OUTFLOW(AF /MIN.) ;DT =UNIT INTERVAL(MIN.) ---------------------------------------------------------------------------- DETENTION BASIN ROUTING RESULTS: 5.77 0.58 NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD- STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CPS) DEPTH(FT) (CPS) VOLUME(AF) ---------------------------------------------------------------------------- 0.267 0.000 0.00 0.00 0.00 0.000 0.533 0.000 0.36 0.03 0.26 0.002 0.800 0.000 0.73 0.07 0.78 0.005 1.067 0.000 1.09 0.10 1.30 0.007 1.333 0.000 1.46 0.14 1.82 0.009 1.600 0.000 1.48 0.14 2.10 0.009 1.867 0.000 1.50 0.14 2.13 0.009 2.133 0.000 1.52 0.14 2.16 0.010 2.400 0.000 1.54 0.15 2.18 0.010 2.667 0.000 1.56 0.15 2.21 0.010 2.933 0.000 1.58 0.15 2.24 0.010 3.200 0.000 1.60 0.15 2.27 0.010 3.467 0.000 1.62 0.15 2.30 0.010 3.733 0.000 1.64 0.15 2.33 0.010 4.000 0.000 1.66 0.16 2.36 0.010 4.267 0.000 1.69 0.16 2.39 0.011 4.533 0.000 1.72 0.16 2.43 0.011 4.800 0.000 1.74 0.16 2.47 0.011 5.067 0.000 1.77 0.17 2.51 0.011 5.333 0.000 1.80 0.17 2.55 0.011 5.600 0.000 1.83 0.17 2.59 0.012 5.867 0.000 1.86 0.18 2.63 0.012 6.133 0.000 1.89 0.18 2.68 0.012 6.400 0.000 1.92 0.18 2.72 0.012 6.667 0.000 1.95 0.18 2.76 0.012 6.933 0.000 1.99 0.19 2.81 0.013 7.200 0.000 2.03 0.19. 2.87 0.013 7.467 0.000 2.08 0.20 2.93 0.013 7.733 0.000 2.12 0.20 2.99 0.013 8.000 0.000 2.16 0.20 3.05 0.014 8.267 0.000 2.21 0.21 3.12 0.014 8.533 0.000 2.26 0.21 3.19 0.014 8.800 0.000 2.31 0.22 3.26 0.015 9.067 0.000 2.36 0.22 3.33 0.015 9.333 0.000 2.41 0.23 3.40 0.015 9.600 0.000 2.49 0.24 3.50 0.016 9.867 0.000 2.57 0.24 3.61 0.016 10.133 0.000 2.65 0.25 3.73 0.017 10.400 0.000 2.73 0.26 3.84 0.017 10.667 0.000 2.81 0.27 3.95 0.018 10.933 0.000 2.91 0.28 4.09 0.018 11.200 0.000 3.02 0.28 4.23 0.019 11.467 0.000 3.12 0.29 4.38 0.020 11.733 0.000 3.23 0.30 4.53 0.020 12.000 0.000 3.33 0.31 4.68 0.021 12.267 0.000 4.65 0.44 5.70 0.029 12.533 0.000 4.77 0.45 6.72 0.030 12.800 0.000 5.04 0.48 7.00 0.032 13.067 0.000 5.20 0.49 7.31 0.033 13.333 0.000 5.56 0.54 7.63 0.036 13.600 0.000 5.77 0.58 7.94 0.039 13.867 0.000 6.27 0.66 8.30 0.044 14.133 0.000 6.49 0.69 8.67 0.046 14.400 0.000 7.25 0.82 9.16 0.055 14.667 0.000 7.74 0.90 9.80 0.060 14.933 0.000 9.11 1.08 10.57 0.079 15.200 0.000 10.13 1.19 11.36 0.095 15.467 0.000 12.04 1.41 12.14 0.126 15.733 0.000 17.50 2.03 13.98 0.217 16.000 0.000 62.21 5.11 34.35 0.831 16.267 0.000 10.40 2.38 35.54 0.277 16.533 0.000 8.35 1.41 15.18 0.126 16.800 0.000 6.84 0.75 10.90 0.050 17.067 0.000 6.00 0.61 8.71 0.041 17.333 0.000 5.37 0.51 7.96 0.034 17.600 0.000 4.90 0.46 7.32 0.031 17.867 0.000 4.51 0.43 6.72 0.028 18.133 0.000 3.16 0.30 5.47 0.020 18.400 0.000 2.94 0.28 4.35 0.019 18.667 0.000 2.75 0.26 4.06 0.017 18.933 0.000 2.63 0.25 3.84 0.017 19.200 0.000 2.50 0.24 3.66 0.016 19.467 0.000 2.38 0.22 3.48 0.015 19.733 0.000 2.25 0.21 3.31 0.014 20.000 0.000 2.13 0.20 3.13 0.013 20.267 0.000 2.06 0.19 2.99 0.013 20.533 0.000 1.99 0.19 2.89 0.013 20.800 0.000 1.92 0.18 2.79 0.012 21.067 0.000 1.85 0.17 2.69 0.012 21.333 0.000 1.78 0.17 2.59 0.011 21.600 0.000 1.73 0.16 2.51 0.011 21.867 0.000 1.68 0.16 2.44 0.011 22.133 0.000 1.64 0.15 2.37 0.010 22.400 0.000 1.59 0.15 2.30 0.010 22.667 0.000 1.54 0.15 2.23 0.010 22.933 0.000 1.23 0.12 1.98 0.008 23.200 0.000 0.92 0.09 1.54 0.006 23.467 0.000 0.62 0.06 1.10 0.004 23.733 0.000 0.31 0.03 0.66 0.002 24.000 0.000 0.00 0.00 0.22 0.000 85 2.26 •*►►►•►►•••►***••*•*••*'*••**'*•***••►►•••*•• •► ► ►**► ►•••' *• *'• * *' ►► ►* * * ► ► ► *► 90 2.00 USER SPECIFIED INFLOW HYDROGRAPH 93 0.00 (C) ----------------------- Copyright 1989 -2001 Advanced Engineering Software (aes) ------------ -------- - - - - - -- ------------------------- Ver. 8.0 Release Date: 01/01/2001 License ID 1510 Analysis prepared by: ............................................. ............................... FLAW- THROUGH DETENTION BASIN MODEL DEVELOPMENT RESOURCE CONSULTANTS, INC. 8175 E. KAISER BLVD. SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: ANAHEIM HILLS, CA 92808 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) . 15.484 P: (714)685 -6860 F: (714)685 -6801 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED . 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 ............................................. PoNb "A" 100 -YeAR ............................... . INFLOW CONSTANT HYDROGRAPH TIME UNIT(MIN.) . 15.48 TOTAL NUMBER OF INFLOW HYDROGRAPH DATA PAIRS = 40 ---------------------------------------------------------------------------- INTERVAL FLOW V effective depth NUMBER (CFS) _ ------- - - - - -- ( and volume) 1 0.00 5 1.98 detention V ............. 10 2.11 basin outflow 15 2.24 ......... 20 2.41 ---- --- - - - --- I I \ 25 2.60 1 1 storage I basin outlet 30 2.86 V ----- - - - - -- 35 3.17 OUTFLOW 40 3.63 45 4.23 46 4.46 DEPTH -VS.- STORAGE AND DEPTH -VS.- DISCHARGE INFORMATION: 47 5.28 TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 20 48 6.04 *BASIN -DEPTH STORAGE OUTFLOW * *BASIN -DEPTH STORAGE OUTFLOW 49 6.20 • (FEET) (ACRE -FEET) (CPS) •* (FEET) (ACRE -FEET) (CPS) 50 6.57 * 0.000 0.000 0.000 ** 0.500 0.033 7.560► 51 6.78 • * 1.000 0.067 10.700 * 1.500 0.139 13.100• 52 7.26 • 2.000 0.212 15.120 ** 2.500 0.297 18.520* 53 7.54 * 3.000 0.383 21.390•* 3.200 0.422 22.840* 54 8.23 * 3.500 0.481 25.510 *' 3.700 0.521 27.490* 55 8.67 * 4.000 0.580 30.700 ** 4.200 0.624 32.970* 56 9.70 * 4.500 0.692 36.560 *• 4.700 0.737 40.750* 57 10.36 * 5.000 0.804 49.640•► 5.200 0.855 56.710* 58 12.22 • 5.500 0.931 68.710 ** 5.700 0.982 77.520* 59 13.60 • 6.000 1.058 91.810 ** 6.500 1.199 118.220* 60 16.74 --------------------------------=---------------------------------- 61 22.94 BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: 62 83.28 INTERVAL DEPTH (S- O•DT /2) (S+O *DT /2) 63 14.12 NUMBER (FEET) (ACRE -FEET) (ACRE -FEET) 64 11.18 1 0.00 0.00000 0.00000 65 9.14 2 0.50 - 0.04722 0.11402 66 7.86 3 1.00 - 0.04740 0.18080 67 7.01 4 1.50 - 0.00030 0.27910 68 6.38 5 2.00 0.05086 0.37334 69 5.89 6 2.50 0.09991 0.49489 70 4.34 7 3.00 0.15460 0.61080 75 3.22 8 3.20 0.17844 0.66556 80 2.63 9 3.50 0.20907 0.75313 10 3.70 0.22735 0.81365 5.07 0.023 11 4.00 0.25212 0.90688 5.22 0.023 12 4.20 0.27281 0.97599 5.39 0.024 13 4.50 0.30193 1.08167 5.56 0.025 14 4.70 0.30215 1.17125 5.73 0.026 15 5.00 0.27475 1.33345 5.90 0.026 16 5.20 0.25005 1.45955 6.14 0.028 17 5.50 0.19819 1.66361 6.89 0.033 18 5.70 0.15494 1.80826 7.86 0.041 19 6.00 0.07895 2.03705 8.34 0.042 20 6.50 - 0.06118 2.46018 8.60 0.046 WHERE S= STORAGE (AF);O =OUTFLOW(AF /MIN.);DT =UNIT INTERVAL(MIN.) ---------------------------------------------------------------------------- DETENTION BASIN ROUTING RESULTS: 6.78 0.73 NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD- STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) DEPTH(FT) (CPS) VOLUME(AF) 0.258 0.000 0.00 0.00 0.00 0.000 0.516 0.000 0.50 0.05 0.35 0.003 0.774 0.000 0.99 0.09 1.05 0.006 1.032 0.000 1.49 0.14 1.75 0.009 1.290 0.000 1.98 0.19 2.45 0.012 1.548 0.000 2.01 0.19 2.82 0.013 1.806 0.000 2.03 0.19 2.86 0.013 2.065 0.000 2.06 0.19 2.89 0.013 2.323 0.000 2.08 0.19 2.93 0.013 2.581 0.000 2.11 0.20 2.97 0.013 2.839 0.000 2.14 0.20 3.00 0.013 3.097 0.000 2.16 0.20 3.04 0.014 3.355 0.000 2.19 0.20 3.08 0.014 3.613 0.000 2.21 0.21 3.11 0.014 3.871 0.000 2.24 0.21 3.15 0.014 4.129 0.000 2.27 0.21 3.19 0.014 4.387 0.000 2.31 0.22 3.24 0.014 4.645 0.000 2.34 0.22 3.29 0.015 4.903 0.000 2.38 0.22 3.34 0.015 5.161 0.000 2.41 0.23 3.38 0.015 5.419 0.000 2.45 0.23 3.43 0.015 5.677 0.000 2.49 0.23 3.49 0.016 5.935 0.000 2.52 0.24 3.54 0.016 6.194 0.000 2.56 0.24 3.60 0.016 6.452 0.000 2.60 0.24 3.65 0.016 6.710 0.000 2.65 0.25 3.71 0.017 6.968 0.000 2.70 0.25 3.79 0.017 7.226 0.000 2.76 0.26 3.86 0.017 7.484 0.000 2.81 0.26 3.93 0.018 7.742 0.000 2.86 0.27 4.01 0.018 8.000 0.000 2.92 0.27 4.09 0.018 8.258 0.000 2.98 0.28 4.18 0.019 8.516 0.000 3.05 0.28 4.26 0.019 8.774 0.000 3.11 0.29 4.35 0.019 9.032 0.000 3.17 0.30 4.44 0.020 9.290 0.000 3.26 0.31 4.55 0.020 9.548 0.000 3.35 0.31 4.68 0.021 9.806 0.000 3.45 0.32 4.81 0.022 10.065 0.000 3.54 0.33 4.94 0.022 10.323 0.000 3.63 0.34 5.07 0.023 10.581 0.000 3.75 0.35 5.22 0.023 10.839 0.000 3.87 0.36 5.39 0.024 11.097 0.000 3.99 0.37 5.56 0.025 11.355 0.000 4.11 0.38 5.73 0.026 11.613 0.000 4.23 0.40 5.90 0.026 11.871 0.000 4.46 0.42 6.14 0.028 12.129 0.000 5.28 0.49 6.89 0.033 12.387 0.000 6.04 0.61 7.86 0.041 12.645 0.000 6.20 0.64 8.34 0.042 12.903 0.000 6.57 0.70 8.60 0.046 13.161 0.000 6.78 0.73 8.89 0.049 13.419 0.000 7.26 0.81 9.24 0.054 13.677 0.000 7.54 0.85 9.62 0.057 13.935 0.000 8.23 0.96 10.11 0.064 14.194 0.000 8.67 1.02 10.63 0.070 14.452 0.000 9.70 1.13 11.07 0.086 14.710 0.000 10.36 1.20 11.51 0.096 14.968 0.000 12.22 1.41 12.16 0.126 15.226 0.000 13.60 1.56 12.99 0.148 15.484 0.000 16.74 1.94 14.11 0.204 15.742 0.000 22.94 2.67 17.19 0.326 16.000 0.000 83.28 5.81 51.21 1.010 16.258 0.000 14.12 2.22 49.77 0.250 16.516 0.000 11.18 1.67 15.21 0.164 16.774 0.000 9.14 1.16 12.62 0.090 17.032 0.000 7.86 0.90 10.77 0.060 17.290 0.000 7.01 0.77 9.65 0.051 17.548 0.000 6.38 0.67 8.91 0.044 17.806 0.000 5.89 0.59 8.35 0.039 18.065 0.000 4.34 0.41 7.12 0.027 18.323 0.000 4.12 0.38 5.98 0.026 18.581 0.000 3.89 0.36 5.66 0.024 18.839 0.000 3.67 0.34 5.35 0.023 19.097 0.000 3.44 0.32 5.03 0.022 19.355 0.000 3.22 0.30 4.71 0.020 19.613 0.000 3.10 0.29 4.47 0.019 19.871 0.000 2.98 0.28 4.30 0.019 20.129 0.000 2.87 0.27 4.14 0.018 20.387 0.000 2.75 0.26 3.97 0.017 20.645 0.000 2.63 0.25 3.80 0.016 20.903 0.000 2.56 0.24 3.67 0.016 21.161 0.000 2.48 0.23 3.56 0.016 21.419 0.000 2.41 0.23 3.46 0.015 21.677 0.000 2.33 0.22 3.35 0.015 21.935 0.000 2.26 0.21 3.25 0.014 22.194 0.000 2.21 0.21 3.16 0.014 22.452 0.000 2.16 0.20 3.09 0.013 22.710 0.000 2.10 0.20 3.01 0.013 22.968 0.000 2.05 0.19 2.94 0.013 23.226 0.000 2.00 0.19 2.87 0.012 23.484 0.000 1.33 0.12 2.36 0.008 23.742 0.000 0.67 0.06 1.41 0.004 24.000 0.000 0.00 0.00 0.47 0.000