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Home My WebLink AboutTract 16495 Sierra Crossroads or r DRAINAGE STUDY SIERRA CROSSROADS Ii COMMERCIAL CENTER WPM TRACT 16495 February 7, 2005 at --- Prepared for: Revision History ,Irr Empire Land Date Comment -- 3536 Concours Avenue 09/20/2004 First Submittal , Ontario, CA 91764 01/25/2005 Second Submittal Prepared By: 02/07/2005 Third Submittal as CONSULTING APPROVED . .al Contact Persons: SIGNATURE ,, ✓2ee- maw .i i�:_ 2 2 Matt Hicks- RCE# 63494 THE APPROVAL OF THIS PLAN ANO 3RECIFICATIONS SHALL Nut fat HELO TO PERMIT OR TO BE AN APPROVAL OF THE VIOLATION Oi- ANY FEDERAL, STATE, COUNTY OR RBF JN 65- 100108 CITY LAke S > I:t?ANi;ES. WILLDAN mi a R0 ve es ref Table of Contents 1. Introduction Page 1 11. Hydrology Methodology Page 1 ■I III. Hydraulic Calculations Page 1 IV. Findings Page 2 "" V. References Page 3 List of Exhibits • Exhibit -1: Drainage Map • Exhibit -2: Flow Diagram al • Exhibit -3: Hydrologic Soils Group Map al List of Calculation Worksheets • 100 - year Rational Method calculations • Time of Concentration Nomographs • Intensity- Duration Curves • Area drain and pipe calculation worksheet • Water Surface Pressure Gradient (WSPG) 1 List of Reference Materials (Refer to appropriate reports /plans for latest information) • 100 - year Rational Method Hydrology for Tract 16495 • 100 -year WSPG analysis calculations Sierra Ave. Storm Drain .r • Tract 16495 Hydrology Map • As -built Plans oi or DRAINAGE STUDY Sierra Crossroads Commercial Center 1. INTRODUCTION The proposed project, Sierra Crossroads, is a commercial component of the Sycamore Hills II Specific Plan. The current study calculates the 100 -year onsite flows. Pipes and inlets have been designed based on the 100 -year flow estimation. Since the flows are fir minimal and the inlets and pipes are all privately maintained, no HGL calculations inside the pipe were performed. HDPE pipes carry majority of the flows within the site. II. HYDROLOGIC METHODOLOGY The onsite study is in compliance with the Master Drainage Plan prepared for Tract 16495 (Reference 2), which includes both the commercial and residential components of the project. The methodology presented in this study is in compliance with the San Bernardino County 1986 Hydrology Manual (Reference 1, hereinafter referred to as the Manual). The rational method (Equation of Q =CIA) was used to perform the onsite hydrology. An average of 3.68 cfs /acre was found to be consistent throughout the site. Soil Type - The Manual utilizes the Soil Conservation Service (SCS) soil classification system, which classifies soils into four (4) hydrological soil groups (HSG): A through D, with D being the least impervious. Therefore a soil of HSG type -A produces least amount of peak runoff while HSG type -D produces most amount of peak runoff. According to Hydrologic Soils Group Map, the majority of this project lies within HSG "D ". -- Intensity -The 1 hour intensity value (inches /hour) for the 100 -year storm event, obtained from Figure B - (Reference 1) is 1.30. An average time of concentration of 6.85 minutes .— was used to calculate an average intensity of 4.13 (inches /hour) from Figures D -1 & D -3 ■r (Reference 1). ■ III. HYDRAULIC METHODOLOGY The area drain and pipe calculation worksheet was used to size all on -site storm drain or pipes and inlets. In order to be conservative with the hydrology calculations the worksheet was created using normal depth calculations and assumed a 4.0 cfs /acre yield factor. 1 pm III DRAINAGE STUDY Sierra Crossroads Commercial Center ow IV. FINDINGS Ai mil The proposed condition hydrology analysis evaluates the runoff emanating from the on- site developed areas. Table 1 includes the peak flowrates resulting from the analysis performed for each drainage area as shown on the Hydrology Map. a Table 1 - Sierra Crossroads Commercial Center Hydrology Results di -* PROPOSED CONDITION di AREA AREA Clio ... DESIGNATION ACRES FT /SEC di A.1 0.32 1.18 A.2 0.21 0.77 "" A.3 0.46 1.69 1i A.4 0.08 0.29 A.5 0.73 2.68 woo A.6 0.26 0.96 WI A.7 0.16 0.59 .,,, A.8 0.91 3.34 A.9 1.54 5.66 WII A.10 0.21 0.77 "' A.11 1.46 5.37 eg A.12 0.45 1.65 A.13 0.53 1.95 WO A.14 0.26 0.96 W A.16 1.18 4.34 , A.17 0.25 0.92 A.18 0.47 1.73 Iii A.19 0.04 0.15 A.20 0.97 3.57 V A.21 0.10 0.37 A.22 0.16 0.59 A.23 1.69 6.21 1 A.24 1.61 5.92 As shown on the Flow Diagram under Exhibit 2, the total flowrate tributary to Line "A" is 47.9 ft /sec, to Line "B" is 14.4 ft /sec and to Lateral "C -1" is 1.0 ft /sec. Line "A" and Line "B" discharge flows to the existing storm drain system on Sierra Avenue and Lateral "C -1" to the existing storm drain system on Jurupa Avenue. The downstream storm drain systems on Sierra Avenue should not be adversely affected by the discharged 2 DRAINAGE STUDY Sierra Crossroads Commercial Center flows since the tributary areas have been accounted for in their design as shown on the Hydrology Map for Tract 16495 and is included in this report for reference. Lateral "C -1" discharges 1.0 ft /sec to an existing Lateral (Lateral "C ") on Jurupa Avenue; the flows is are minimal and should not affect the lateral nor the mainline that has been design for 574.5 ft /sec as shown on the as -built plans and are included in this report for reference. Furthermore, a WSPG analysis is included in this report for storm drain Lateral "C" in order to analyze the effects of the additional 1.0 ft /sec. The results demonstrate that Lateral "C" has the capacity to mitigate the additional flowrate. ,.. For an interim condition, the northern section of the commercial site will be graded to AI drain towards Laterals "A -1" and "A -3 ". Currently, this area shows a ridge line at elevation 1051.5; where approximately half the area will drain south towards Laterals "A- 1" and "A -3" and the other half towards Underwood Drive. For an ultimate condition, the entire area will drain south as shown on the Hydrology Map. Storm drain Line "A" and Laterals have been sized for an ultimate condition and a WSPG analysis is provided with the necessary pipe sizes to handle the flows. ■ V. REFERENCES 1. San Bernardino County Hydrology Manual, August 1986. 2. Storm Drain Basis of Design Sycamore Hills II, Tentative Tract No. 16495, By RBF Consulting, January, 2005. as OA 3 RIPF JOB NO. 65- 100108 3536 CONCOURS, SUITE 220 SHEET NO. 1 OF 1 . ON TARIO, CALIFORNIA 91764 -5592 909.581.0196 • ■ FAX 909.581.0192 CA NCULATED BY HGARFIO DATE 02/07/05 CONSULTING CHECKED BY DATE � — _ PLANNING • DESIGN • CONSTRUCTION SCALE 1 " =80' SCALE: 1� 80 �~ 800.479.3808 • WWW.RBF.COM f,; b '�,. < 'E $T. 9 �:., .. SIERRA AVENUE ' UE ' � ' ` H EXIST. 108" RCP ` } ��' `{ 5 f " i LAT. "B -1 EXIST " £� . < I : ; 8 HOPE-\\ 7 i ; 3 f 1. "18 •.IFS _ l b E 3 1< t € 1 P l f r .. 3 LAT. "B -. _ °p 29 Cf" Sµ.. X CFS- 30" II I' i t i • . 30 HOPE ro ! i _ , ! _ . _ " tr i£ �, � HDPE 2 > ' "A-2A" - INE i° N v r18 HOPE L AT. " A -2B" _ _.,° x ...x , ; I i ;; { ? €r . : E , ._ ! { . ° - ZFS L ` d I S F h j . 3 �,�, " A � "- _ 18"_ IDPE - 5 :�.. `• r I ( 11.14 C ' o is ` _. , I` " _ ,. .. 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I OF 2.. • • • CONSULTING CALCULATED BY DATE CHECKED BY DATE PLANNING • DESIGN • CONSTRUCTION SCALE SO0.479.3130E1 • www.R8F.ccm ---- Tr r Zitrr -- r - 7:1J qfx.ilA-c7 . s . : cr,— 14(117 Izot_06- in fm-z_ ; '-- Nvma ,, 47 4A Fic, , D — I! ,- o irif.v!d„c 4c6,4 r?, CSJ fi ( 0 4 p = 1- 9 .7.-- iaki )0,x mip_., ,..4 0 i5:::::62, 1 )--- *. _4 4,13 Agsq A. 6 0 10 )(4.) 32_ ) =4 .. / (---- fc A , - 2- 0 ---- 636 io \,' clif ii i) (0 --7 C1.77 - -4 JOB NO. 65- 100108 li 3536 CONCOURS, SUITE 220 SHEET NO. 2 OF 2 ONTARIO, CALIFORNIA 91764 -5592 RPF 909.581.0196 • FAX 909.581.0192 CANCULATED BY DATE 01 /24/05 CONSULTING CHECKED BY DATE mi PLANNING • DESIGN • CONSTRUCTION SCALE N/A ■ 800.479.3808 • WWW.RBF.COM ✓ II • I w I RI SIERRA CROSSROADS COMMERCIAL CENTER ir SUB -AREA FLOWRATE • r Q = CIA . Sub -area C I A Q A.1 0.89 4.13 0.32 1.18 0 A.2 0.89 4.13 0.21 0.77 A.3 0.89 4.13 0.46 1.69 A.4 0.89 4.13 0.08 0.29 1 A.5 0.89 4.13 0.73 2.68 A.6 0.89 4.13 0.26 0.96 A.7 0.89 4.13 0.16 0.59 1 A.8 0.89 4.13 0.91 3.34 A.9 0.89 4.13 1.75 6.43 A.10 0.89 4.13 3.03 11.14 A.11 0.89 4.13 1.46 5.37 A.12 0.89 4.13 0.45 1.65 A.13 0.89 4.13 0.53 1.95 A.14 0.89 4.13 0.26 0.96 • A.16 0.89 4.13 1.23 4.52 A.17 0.89 4.13 0.25 0.92 A.18 0.89 4.13 0.47 1.73 A.19 0.89 4.13 0.04 0.15 A.20 0.89 4.13 0.96 3.53 A.21 0.89 4.13 0.18 0.66 I A.22 0.89 4.13 0.19 0.70 A.23 0.89 4.13 1.69 6.21 A.24 0.89 4.13 1.61 5.92 . SUNO4fitck ti A. 1.= 0-3' , It = Zr Z' LC = cow-,wwfc;al. . Tc = 5. to Ivktil. I • T& LIMITATIONS= I L _ i. Maximum length = 1000 Feet TC —1000 - 90 2. Maximum area 10 Acres 5 .. (min) • -- 900 - 80 H _ 800 _- 7o E 6 I r — Y • $ 4 0 -- r ; 3 300 . - 700 - 60 c Q o - too 7 .. 600 E = 50 $ E _ lop o _ .. ` o "o - E 0 o N � _ e _ =p 9 O = 500 3 (1) � 'p >. r $ - O _35 0 = ^ s 10 �� K a 11.7... 11 e ' c _ ' a : 30 Undeveloped ....g.% 2 12 1 _ _ Good Cover „N = 350 S - 25 Undevelo • • c = 13 c - c . Fair _0 = .s o r 6 - E - _ 4.114 - 300 o d Z 15 c - 20 • or Cover -a o 1 • " _ -I9 -m 16 c 1 0 - u - 18 Single Family_-__ 17 E _ 250 I r 17 (5 -7 DU /AC) o� 18 • -18 3- -I6 .. - / c 19 da t - - la C(Paved) 80 o KEY 20 E. I a- o - 200 t 713 i L- H- Tc -K -Tc' o J : g- `21 w '~° . P. - u II c tem 25 8 PI D evelopment ► _ 150 • E — 9 : , - Apartment . .. — r- - - Mobile Home ° 30 • - - 8 65- Condominium 1 - - 60- Single Family -5,000 ft Lot 7 40 Single Family -I/4 Acre Lot _ - 20 Single Family-1 Acre Lot 35 - 6 10 - Single Family -21/2 Acre Lot —loo - EXAMPLE= 40 ._ 5 (I) Ls 550; Hs 5.0', Ks Single Family (5 -7 DU /AC) - Development, Tc =12.6 min. ` 4 (2) Ls 550', Hs 5.0', Ks Commercial Development, Tcs9.7 min. — SAN BERNARDINO COUNTY TIME OF CONCENTRATION NOMOGRAPH HYDROLOGY MANUAL FOR INITIAL SUBAREA Figure D -I D -4 SObal 1 G. (.`- - L= 156 kk =1,i' K.=C .D-C(a\ T = n , • ' Tc' LIMITATIONS= • L -100 i. Maximum lengths 1000 Feet TC --1000 - 90 2. Maximum area = 10 Acres W (min) - - - w -900 80 cr I H ' 6 a — 800 - -, (..) 8 • - - Y M I = 400 ti • . - 700 .. 60 c > a - too o- 7 • - 1 E g - N - I0o i -- 600 a ` 50 b E ` =_ so • - o - 40 • - 500 (1) • . g e - =o 9 0 o _ T, -3S o g g_ e 10 1 8 �- s u. K L 4 11 c _ 400 2 ` 30 Undeveloped .. - 3 12 a r - - Good Cover N g - 350 * — 25 Undeveloped c = I-0 13 0 • ° - c - Fair Cover _ .s 14 _•4 0.1 15 r e - 300 c - 20 Po Cover w c • E- 19 -m t IS c 1 c - • = 18 I gle Fondl - _ 17 E - 250 F-• ` 17 (5 -7 Du /AC) -se o 18 J - 16 .c - - C (Pavedj - 9 • KEY 20 ~ 1 I.- O -I• V V • :- 200 13 1 L- H- Tc -K -Te o • -1 : 44" • _ ` �2� C) 11/ a 25 8 te10 Pi pevelooment I - 150 ° _ 9 ; • - Apartment +- iE _ 8 • 75- Mobile Home 30 0 - 65- Condominium o E I - 60— Single Family -5,000 ft Lot - 7 40- Single Family -I/4 Acre Lot - 20 Single Family-1 Acre Lot 35 I - 6 10 - Single Family- 2 1/2 Acre Lot -100 - 40 . EXAMPLE= - 5 (I) La 550 H=5.0', Ks Single Family I5 -7 Du /AC) - Development, Tc =12.6 min. _ 4 (2) Ls 550', H= 5.0', K= Commercial I Development, Tc=9.7 min. SAN BERNARDINO COUNTY TIME OF CONCENTRATION NOMOGRAPH HYDROLOGY MANUAL FOR INITIAL SUBAREA 1 Figure D -1 D -4 SJba .(.. 0, m t_- 294' 1\- =29' . = co m-w•.t -fCf Tc, .. 'f ''vol I Tc' LIMITATIONS' r L -100 I. Maximum length • 1000 Feet Tc . -1000 - 90 2. Maximum area = 10 Acres 5 (ml n) M -900 - 80 C _ H 6 13 _ � .. u c I 600 - Y . 400 0 - 60 � 300 n - 700 - > !o0 - • _ c kai 7 N ~ 1 r - 600 50 c e0 8 a p, o _ r� • N -500 a ``�, r .(1) g ° 0 9 a. 35 •_ 0 e evrA 8_ ;_ P e a K J 4 (I ) c = 400 2 _ 30 Undeveloped I< r - Good . 4 11 g _ 350 S - 25 Undeveloped c IA 13 L. ° _ Fair Cover 0 - • • .4 / 14 r v - - _ � / «. - Undeveloped_ ) 15 • G e _ c _ ? Poor Cover 7m o .3 lZ c - _ • 16 ii o- 0` 7 Single Family:5 17 E j - 250 I - I6 (5 -7 Du /AC) 18 A R V - :t- /c y 7," f = - - 15 C ( d�ai ° KEY 20 - O 1 4 - 200 13 L- H- Tc -K -Tc' o • . -I I _ _ - • — i- 12 `Zl 1 u II/ C 25 � t ar10 ' I Development it _ ISO • 9 80- Apartment o - F- 75- Mobile Home 30 - "- 65- Condominium • 1 - 60- Single Family-5,000 ft 2 Lot 4 _ - 7 40- Single Family-1 /4 Acre Lot 35 - 20 Single Family - I Acre Lot - - 6 10 - Single Family -21/2 Acre Lot -100 - 40 . EXAMPLE= i - 5 (I) L= 55d, H =5.0 Ks Single Family (5 -7 Du /AC) - Development, Tc =12.6 min. - 4 (2) L= 550 H= 5.0 K. Commercial Development, Tc =9.7 min. SAN BERNARDINO COUNTY TIME OF CONCENTRATION NOMOGRAPH HYDROLOGY MANUAL FOR INITIAL SUBAREA 1 Figure D -1 D -4 • s,��o�i� Lc 3 . ' = K =c Y04 — 1 - c, = %.o Kip. Tc LIMITATIONS: r L —100 I. Maximum length =1000 Feet Tc • —1000 — 90 2. Maximum area = 10 Acres ( � . - - . t —900 — 80 s _ b H 6 .q — 800 - 70 ... u 0 SOO 8 f ` - Y r, 400 60 0 .. _ 5 300 r. 700 - .- _ > —. !00 7 e. o '' N RI 1 -- 600 E '- 50 b w Y 100 8 a . _ o « o 0 0 • — I o ,0 0 �� - e 9 0 • - 500 ( I) i ° o 0 -35 0 f. i C 10 E c - - " ' ,2 : Undeveloped„_ .. , 1 _ Good Cover 0 : 2 • P. = 350 25 Undeveloped c I A 13 ' ` ° - a ` Fair Cover 0 .e o E _ _ .4 G : _ ,i6,14 w I - 300 - Undeveloped_ 21 15 • c: e- 29 Poor Cover _m o A c 16 1 0- u— I8 Single Family =0 1 17 E — 250 - (5 -7 Du /AC) _ 18 0 J- —16 9 t o - 14 u / O .. �rne . - -15 C a(Paved) .7:'.`.5- • KEY 19 �,- • — 200 713 L- H- Tc -K -Tc' e 0 J= i — 1 _ • t — ` Zl � I u - 11 / c 25 § '510 PI pevelopment = 150 • — 9 80- Apartment o 8 75- Mobile Home • 30 • • 1 - - 60- Single Family-5,000 ft Lot _ ' 7 40-Single Family-I/4 Acre Lot ' _ - 20 Single Family - I Acre Lot 35 • - — 6 10 - Single Family- 21/2 Acre Lot . —100 - • 40 EXAMPLE= — 5 (I) Ls 550 H= 5.0', K. 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" 1 "au m imur m onPlig I 0.1 laulanumasamaammusammimmiam ME Ma 1111•11111•111 ....... 11111111111111 NittlILIN UM MI I UI iflw. ..1•1611 rum 2 3 4 5 6 7 8 9 10 20 30 40 50 60 TO 80 90 • STORM DURATION (MINUTES) I • DESIGN STORM FREQUENCY= YEARS a ONE HOUR POINT RAINFALL= INCHES I LOG-LOG SLOPE= PROJECT LOCATION= • ir i, SAN BERNARDINO COUNTY INTENSITY -DURATION CURVES HYDROLOGY MANUAL CALCULATION SHEET • I D -8 FIGURE D-3 Area Drain Sizing Assumptions 1 n= 0.012 2 D/d =0.80 3 Q/A= 4.00 cfs /ac 4 Area drain inlet calculation per orifice equation with 80% of area free from clogging. 5 Orifice Coefficient =0.6 6 Net area for inlet by ADS per ADS chart. 7 Net area for inlet by Brooke assuming 60% clear opening. Area Drain Pipes Diameter (in) 4 6 8 12 15 18 21 24 Slope ( %) 0.5% Q 0.14 0.42 0.90 2.67 4.83 7.86 11.86 16.93 Amax (ac) 0.04 0.10 0.23 0.67 1.21 1.96 2.96 4.23 Amax(sf) 1551 4572 9846 29030 52636 85592 129109 184332 1.0% Q 0.20 0.59 1.28 3.77 6.84 11.12 16.77 23.94 Amax (ac) 0.05 0.15 0.32 0.94 1.71 2.78 4.19 5.98 Amax(sf) 2193 6466 13925 41055 74438 121045 182587 260685 ( 1.5% Q 0.25 0.73 1.57 4.62 8.37 13.61 20.53 29.32 Amax (ac) 0.06 0.18 0.39 1.15 2.09 3.40 5.13 7.33 Amax(sf) 2686 7919 17054 50282 91168 148249 223623 319273 2.0% Q 0.28 0.84 1.81 5.33 9.67 15.72 23.71 33.85 Amax (ac) 0.07 0.21 0.45 1.33 2.42 3.93 5.93 8.46 Amax(sf) 3101 9144 19693 58061 105272 171183 258218 368664 2.5% Q 0.32 0.94 2.02 5.96 10.81 17.57 26.51 37.85 Amax (ac) 0.08 0.23 0.51 1.49 2.70 4.39 6.63 9.46 Amax(sf) 3467 10223 22017 64914 117697 191389 288696 412179 3.0% Q 0.35 1.03 2.21 6.53 11.84 19.25 29.04 41.46 Amax (ac) 0.09 0.26 0.55 1.63 2.96 4.81 7.26 10.37 Amax(sf) 3798 11199 24119 71110 128931 209656 316251 451520 Area Drain Inlets Inlet Type 1212 CB 1218 CB 1818 CB 2424 CB ADS 8" ADS 10" ADS 12" ADS 15" ADS 18" ADS 24" Area (sq. in.) 86.4 129.6 194.4 345.6 20.3 29.7 62.7 92.5 98.7 161.4 Depth (in) 1 Q 0.67 1.00 1.50 2.67 0.16 0.23 0.48 0.71 0.76 1.25 Amax (ac) 0.17 0.25 0.38 0.67 0.04 0.06 0.12 0.18 0.19 0.31 Amax(sf) 7266 10898 16348 29062 1707 2498 5273 7779 8300 13573 3 Q 1.16 1.73 2.60 4.62 0.27 0.40 0.84 1.24 1.32 2.16 Amax (ac) 0.29 0.43 0.65 1.16 0.07 0.10 0.21 0.31 0.33 0.54 Amax(sf) 12584 18877 28315 50338 2957 4326 9132 13473 14376 23508 6 Q 1.63 2.45 3.68 6.54 0.38 0.56 1.19 1.75 1.87 3.05 Amax (ac) 0.41 0.61 0.92 1.63 0.10 0.14 0.30 0.44 0.47 0.76 Amax(sf) 17797 26696 40043 71188 4181 6118 12915 19054 20331 33246 8 Q 1.89 2.83 4.25 7.55 0.44 0.65 1.37 2.02 2.16 3.53 Amax (ac) 0.47 0.71 1.06 1.89 0.11 0.16 0.34 0.51 0.54 0.88 Amax(sf) 20550 30825 46238 82201 4828 7064 14913 22001 23476 38389 10 Q 2.11 3.16 4.75 8.44 0.50 0.73 1.53 2.26 2.41 3.94 Amax (ac) 0.53 0.79 1.19 2.11 0.12 0.18 0.38 0.56 0.60 0.99 Amax (sf) 22976 34464 51696 91904 5398 7898 16673 24598 26247 42920 Calculation Performed by: Ejaz Mohammad H: \Pdata\ 65100108\ ADMIN \reports\AreaDrainWorksheet.xis 1/20/2005: RBF Consulting i • SDLNA.DAT 1 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - COMMERCIAL SITE T2 WSPG ANALYSIS FOR SD LINE "A" JOB NUMBER 65 - 100108 T3 FN: SDLNA.DAT SO 1003.751034.33 30 1037.28 R 1188.721036.86 30 .012 Jx 1190.721036.89 30 24 .012 11.1 1037.14 90.00 R 1203.741037.07 30 .012 JX 1205.741037.10 30 18 .012 6.0 1037.70 90.00 R 1318.991038.67 30 .012 22.50 R 1331.991038.85 30 .012 Jx 1333.991038.88 30 24 .012 6.2 1039.13 90.00 R 1346.391039.05 30 .012 JX • 1348.391039.08 30 24 .012 6.4 1039.33 45.00 R 1352.691039.14 30 .012 TS 1355.691039.18 24 .013 R 1362.591039.27 24 .012 22.50 R 1435.641040.07 24 .012 JX 1437.641040.09 24 18 .012 0.7 1040.34 90.00 R 1495.641040.73 24 .012 JX 1497.641040.75 24 8 .012 0.7 1041.42 90.00 R 1591.061041.78 24 .012 • Jx 1593.061041.80 24 8 .012 5.9 1041.93 90.00 R 1604.811041.93 24 .012 90.00 R 1669.581042.27 24 .012 JX 1671.581042.28 18 12 .012 3.5 1042.78 90.00 R 1868.621043.25 18 .012 JX 1870.621043.26 18 8 .012 0.2 1043.68 90.00 R 1928.841043.43 18 .012 JX 1930.841043.44 15 8 .012 1.7 1043.86 90.00 R 1982.791043.59 15 .012 JX 1984.791043.60 15 8 .012 0.9 1043.90 45.00 R 2020.081044.20 15 .012 90.00 R 2038.851045.80 15 .012 WE 2038.851045.80 1 .150 SH 2038.851045.80 1 CD 1 2 0 0.00 4.50 2.00 0.00 0.00 0.00 CD 2 2 0 0.00 4.00 2.00 0.00 0.00 0.00 CD 3 4 2.50 CD 8 4 0.67 CD 12 4 1.00 CD 15 4 1.25 CD 18 4 1.50 Co 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 Page 1 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - COMMERCIAL SITE WSPG ANALYSIS FOR SD LINE "A" JOB NUMBER 65- 100108 FN: SDLNA.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 1003.75 1034.33 2.950 1037.280 47.8 9.74 1.472 1038.752 0.00 2.270 2.50 0.00 0.00 0 0.00 184.97 0.01368 .011572 2.14 1.890 0.00 1188.72 1036.86 2.560 1039.420 47.8 9.74 1.472 1040.892 0.00 2.270 2.50 0.00 0.00 0 0.00 0. v LT- 0- A, JUNCT STR 0.01500 .009196 0.02 0.00 1190.72 1036.89 3.758 1040.648 36.7 7.48 0.868 1041.516 0.00 2.053 2.50 0.00 0.00 0 0.00 13.02 0.01383 .006821 0.09 1.543 0.00 1203.74 1037.07 3.667 1040.737 36.7 7.48 0.868 1041.605 0.00 2.053 2.50 0.00 0.00 0 0.00 LA A ^2 JUNCT STR 0.01500 .005797 0.01 0.00 1205.74 1037.10 4.169 1041.269 30.7 6.25 0.607 1041.876 0.00 1.888 2.50 0.00 0.00 0 0.00 113.25 0.01386 .004773 0.54 1.375 0.00 1318.99 1038.67 3.185 1041.855 30.7 6.25 0.607 1042.462 0.00 1.888 2.50 0.00 0.00 0 0.00 13.00 0.01385 .004773 0.06 1.376 0.00 .x 1331.99 1038.85 3.067 1041.917 30.7 6.25 0.607 1042.524 0.00 1.888 2.50 0.00 0.00 0 0.00 L f - T _ I_ JUNCT STR 0.01500 .003907 0.01 0.00 1333.99 1038.88 3.486 1042.366 24.5 4.99 0.387 1042.753 0.00 1.686 2.50 0.00 0.00 0 0.00 12.40 0.01371 .003040 0.04 1.205 0.00 %. 1346.39 1039.05 3.354 1042.404 24.5 4.99 0.387 1042.791 0.00 1.686 2.50 0.00 0.00 0 0.00 /� L' U LAT. A -4 JUNCT STR 0.01500 .002350 0.00 0.00 1348.39 1039.08 3.621 1042.701 18.1 3.69 0.211 1042.912 0.00 1.441 2.50 0.00 0.00 0 0.00 4.30 0.01395 .001659 0.01 1.011 0.00 1352.69 1039.14 3.569 1042.709 18.1 3.69 0.211 1042.920 0.00 1.441 2.50 0.00 0.00 0 0.00 TRANS STR 0.01333 .004174 0.01 0.00 1 1 1 1 1 1 1 1 ii t 1 II 11 1 1 1 it ii ii ii ii 11 ii II II 1 i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - COMMERCIAL SITE WSPG ANALYSIS FOR SD LINE "A" JOB NUMBER 65- 100108 FN: SDLNA.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR ******************************************************************* ** **** * * *** * ** * * *** *** ** * * *** *, ear* * * * * * * * * * * * * * * * * ***** * * ** ** * * ** 1355.69 1039.18 3.298 1042.478 18.1 5.76 0.515 1042.993 0.00 1.533 2.00 0.00 0.00 0 0.00 6.90 0.01304 .005455 0.04 1.170 0.00 1362.59 1039.27 3.284 1042.554 18.1 5.76 0.515 1043.069 0.00 1.533 2.00 0.00 0.00 0 0.00 73.05 0.01095 .005455 0.40 1.240 0.00 `` 1435.64 1040.07 2.882 1042.952 18.1 5.76 0.515 1043.467 0.00 1.533 2.00 0.00 0.00 0 0.00 L1 1. R-5 JUNCT STR 0.01000 .005248 0.01 0.00 1437.64 1040.09 2.951 1043.041 17.4 5.54 0.476 1043.517 0.00 1.503 2.00 0.00 0.00 0 0.00 58.00 0.01103 .005041 0.29 1.202 0.00 1495.64 1040.73 2.603 1043.333 17.4 5.54 0.476 1043.809 0.00 1.503 2.00 0.00 0.00 0 0.00 LA T, PI -{a JUNCT STR 0.01000 .004842 0.01 0.00 1497.64 1040.75 2.668 1043.418 16.7 5.32 0.439 1043.857 0.00 1.473 2.00 0.00 0.00 0 0.00 93.42 0.01103 .004643 0.43 1.171 0.00 +i. 1591.06 1041.78 2.072 1043.852 16.7 5.32 0.439 1044.291 0.00 1.473 2.00 0.00 0.00 0 0.00 1 7 d `A -ff. T JUNCT STR 0.01000 .003293 0.01 0.00 1593.06 1041.80 2.569 1044.369 10.8 3.44 0.183 1044.552 0.00 1.178 2.00 0.00 0.00 0 0.00 11.75 0.01106 .001942 0.02 0.900 0.00 ; i 1604.81 1041.93 2.516 1044.446 10.8 3.44 0.183 1044.629 0.00 1.178 2.00 0.00 0.00 0 0.00 64.77 0.00525 .001942 0.13 1.124 0.00 V 1669.58 1042.27 2.302 1044.572 10.8 3.44 0.183 1044.755 0.00 1.178 2.00 0.00 0.00 0 0.00 Q t 1.A1 P) JUNCT STR 0.00500 .003028 0.01 0.00 1671.58 1042.28 2.386 1044.666 7.3 4.13 0.265 1044.931 0.00 1.047 1.50 0.00 0.00 0 0.00 197.04 0.00492 .004115 0.81 1.130 0.00 1 I 1 1 II i t ' l l III Ilki 1 . / 1 1 ii ii 1 1 1 1 I I I >1 i Si Ai I i Il 1 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 3 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - COMMERCIAL SITE WSPG ANALYSIS FOR SD LINE "A" JOB NUMBER 65- 100108 FN: SDLNA.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR •*************************************************************************************************** * *** *** * * *• * * ** * * * *** * * ■ * * * **** \ 1868.62 1043.25 2.227 1045.477 7.3 4.13 0.265 1045.742 0.00 1.047 1.50 0.00 0.00 0 0.00 H L A'r p JUNCT STR 0.00500 .004004 0.01 0.00 1870.62 1043.26 2.254 1045.514 7.1 4.02 0.251 1045.765 0.00 1.032 1.50 0.00 0.00 0 0.00 58.22 0.00292 .003893 0.23 1.500 0.00 A 1928.84 1043.43 2.310 1045.740 7.1 4.02 0.251 1045.991 0.00 1.032 1.50 0.00 0.00 0 0.00 L ( ^to 9 JUNCT STR 0.00500 .004923 0.01 0.00 1930.84 1043.44 2.409 1045.849 5.4 4.40 0.301 1046.150 0.00 0.942 1.25 0.00 0.00 0 0.00 51.95 0.00289 .005954 0.31 1.250 0.00 1982.79 1043.59 2.568 1046.158 5.4 4.40 0.301 1046.459 0.00 0.942 1.25 0.00 0.00 0 0.00 \\ L T A-i2 - JUNCT STR 0.00500 .005045 0.01 0.00 1984.79 1043.60 2.711 1046.311 4.5 3.67 0.209 1046.520 0.00 0.860 1.25 0.00 0.00 0 0.00 35.29 0.01700 .004135 0.15 0.620 0.00 2020.08 1044.20 2.319 1046.519 4.5 3.67 0.209 1046.728 0.00 0.860 1.25 0.00 0.00 0 0.00 13.01 0.08524 .004135 0.05 0.400 0.00 2033.09 1045.31 1.250 1046.559 4.5 3.67 0.209 1046.768 0.00 0.860 1.25 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 2033.09 1045.31 0.559 1045.868 4.5 8.47 1.115 1046.983 0.00 0.860 1.25 0.00 0.00 0 0.00 0.91 0.08524 .022827 0.02 0.400 0.00 2034.00 1045.39 0.580 1045.966 4.5 8.06 1.010 1046.976 0.00 0.860 1.25 0.00 0.00 0 0.00 1.07 0.08524 .020012 0.02 0.400 0.00 2035.07 1045.48 0.602 1046.079 4.5 7.68 0.916 1046.995 0.00 0.860 1.25 0.00 0.00 0 0.00 0.89 0.08524 .017615 0.02 0.400 0.00 1 i I I if I i kg I I I I i I i iN i ► i ii ii ii It ii A i l i t ii II LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 4 WATER SURFACE PROFILE LISTING a RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - COMMERCIAL SITE WSPG ANALYSIS FOR SD LINE "A" JOB NUMBER 65- 100108 FN: SDLNA.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HOT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR r****************************** e rr r r***************************************************************, t* ** *** * ** * *,r*** * ** * * * * * ** *** * ** 2035.96 1045.55 0.625 1046.178 4.5 7.33 0.834 1047.012 0.00 0.860 1.25 0.00 0.00 0 0.00 0.74 0.08524 .015515 0.01 0.400 0.00 2036.70 1045.62 0.649 1046.266 4.5 6.99 0.758 1047.024 0.00 0.860 1.25 0.00 0.00 0 0.00 0.61 0.08524 .013673 0.01 0.400 0.00 2037.31 1045.67 0.674 1046.343 4.5 6.66 0.688 1047.031 0.00 0.860 1.25 0.00 0.00 0 0.00 0.49 0.08524 .012064 0.01 0.400 0.00 2037.80 1045.71 0.701 1046.412 4.5 6.36 0.627 1047.039 0.00 0.860 1.25 0.00 0.00 0 0.00 0.39 0.08524 .010658 0.00 0.400 0.00 2038.19 1045.74 0.729 1046.473 4.5 6.06 0.570 1047.043 0.00 0.860 1.25 0.00 0.00 0 0.00 0.30 0.08524 .009421 0.00 0.400 0.00 2038.49 1045.77 0.758 1046.527 4.5 5.78 0.518 1047.045 0.00 0.860 1.25 0.00 0.00 0 0.00 0.21 0.08524 .008337 0.00 0.400 0.00 2038.70 1045.79 0.789 1046.576 4.5 5.51 0.471 1047.047 0.00 0.860 1.25 0.00 0.00 0 0.00 0.11 0.08524 .007396 0.00 0.400 0.00 2038.81 1045.80 0.823 1046.620 4.5 5.25 0.428 1047.048 0.00 0.860 1.25 0.00 0.00 0 0.00 0.04 0.08524 .006567 0.00 0.400 0.00 2038.85 1045.80 0.860 1046.660 4.5 5.00 0.388 1047.048 0.00 0.860 1.25 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 2038.85 1045.80 1.391 1047.191 4.5 1.62 0.041 1047.232 0.00 0.540 4.50 2.00 0.00 0 0.00 i 1 a SDLTA2.DAT 0 Ti RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - COMMERCIAL SITE T2 WSPG ANALYSIS FOR SD LATERAL "A -2" JOB NUMBER 65 - 100108 T3 FN: SDLTA2.DAT So 1001.751037.70 18 1041.27 R 1026.941041.04 18 .012 R 1150.441042.28 18 .012 16.27 R 1176.061042.54 18 .012 11.75 mi R 1224.891043.03 18 .012 Jx 1226.891043.05 18 8 .012 2.7 1043.46 90.00 R 1228.891043.07 18 .012 TS 1230.691043.09 12 .012 AN R 1249.101043.27 12 .012 28.02 R 1300.831045.50 12 .012 MIR WE 1300.831045.50 1 .150 SH 1300.831045.50 1 CD 1 2 0 0.00 4.50 2.00 0.00 0.00 0.00 CD 2 2 0 0.00 4.00 2.00 0.00 0.00 0.00 ma CD 3 4 2.50 CD 8 4 0.67 AO CD 12 4 1.00 co 15 4 1.25 co 18 4 1.50 Co 24 4 2.00 41 CD 30 4 2.50 CD 36 4 3.00 r a aM 40 a 4 s 40 a mi Page 1 1 1 1 1 t 1 Iii [ i l i II hi k i l l 1 1 1 1 $ 1 1 1 1 1 1 i 1 1 1 1 11 1 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - COMMERCIAL SITE WSPG ANALYSIS FOR SD LATERAL "A -2" JOB NUMBER 65- 100108 FN: SDLTA2.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HOT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR *** ** ** ***,t,r** ** * *** * ** ** * * ****** ***** *,r,r,t** *********, r, r, r, t,r,t,t,r,t,r,t****** ** *,ta,r** ******************* ****** ** *** ** ***** **** *** ** ** ** 1001.75 1037.70 3.570 1041.270 6.0 3.40 0.179 1041.449 0.00 0.946 1.50 0.00 0.00 0 0.00 14.74 0.13259 .002780 0.04 0.380 0.00 1016.49 1039.65 1.666 1041.321 6.0 3.40 0.179 1041.500 0.00 0.946 1.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1016.49 1039.65 0.501 1040.156 6.0 11.61 2.091 1042.247 0.00 0.946 1.50 0.00 0.00 0 0.00 1.24 0.13259 .044912 0.06 0.380 0.00 1017.73 1039.82 0.519 1040.337 6.0 11.05 1.896 1042.233 0.00 0.946 1.50 0.00 0.00 0 0.00 1.65 0.13259 .039224 0.06 0.380 0.00 1019.38 1040.04 0.537 1040.574 6.0 10.53 1.721 1042.295 0.00 0.946 1.50 0.00 0.00 0 0.00 1.39 0.13259 .034391 0.05 0.380 0.00 1020.77 1040.22 0.557 1040.778 6.0 10.03 1.563 1042.341 0.00 0.946 1.50 0.00 0.00 0 0.00 1.19 0.13259 .030176 0.04 0.380 0.00 1021.96 1040.38 0.577 1040.957 6.0 9.57 1.422 1042.379 0.00 0.946 1.50 0.00 0.00 0 0.00 1.02 0.13259 .026474 0.03 0.380 0.00 1022.98 1040.52 0.598 1041.113 6.0 9.13 1.295 1042.408 0.00 0.946 1.50 0.00 0.00 0 0.00 0.88 0.13259 .023225 0.02 0.380 0.00 1023.86 1040.63 0.619 1041.251 6.0 8.70 1.174 1042.425 0.00 0.946 1.50 0.00 0.00 0 0.00 0.75 0.13259 .020384 0.02 0.380 0.00 1024.61 1040.73 0.642 1041.373 6.0 8.30 1.069 1042.442 0.00 0.946 1.50 0.00 0.00 0 0.00 0.64 0.13259 .017912 0.01 0.380 0.00 1025.25 1040.82 0.666 1041.482 6.0 7.92 0.973 1042.455 0.00 0.946 1.50 0.00 0.00 0 0.00 0.54 0.13259 .015747 0.01 0.380 0.00 i 1 II II kg I L i ii ti 1 i 1 g kJ I I k i aka II i i ii ii Si ii LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - COMMERCIAL SITE WSPG ANALYSIS FOR SD LATERAL "A -2" JOB NUMBER 65- 100108 FN: SDLTA2.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR * * **** *** * * *, *** * *, *** *,r,r,r,r,r,r,r,t,e,ttr,e, ***************, r, r ,r +,r,r,r*** * **** *** **,e,r*** *, ********************** * * * * * * * * ** *** ** * * * *** ** *** ** *** 1025.79 1040.89 0.691 1041.579 6.0 7.55 0.884 1042.463 0.00 0.946 1.50 0.00 0.00 0 0.00 0.46 0.13259 .013850 0.01 0.380 0.00 1026.25 1040.95 0.717 1041.665 6.0 7.19 0.804 1042.469 0.00 0.946 1.50 0.00 0.00 0 0.00 0.38 0.13259 .012186 0.00 0.380 0.00 1026.63 1041.00 0.744 1041.743 6.0 6.86 0.730 1042.473 0.00 0.946 1.50 0.00 0.00 0 0.00 0.31 0.13259 .010731 0.00 0.380 0.00 1026.94 1041.04 0.773 1041.813 6.0 6.54 0.663 1042.476 0.00 0.946 1.50 0.00 0.00 0 0.00 123.50 0.01004 .010011 1.24 0.770 0.00 1150.44 1042.28 0.775 1043.055 6.0 6.51 0.659 1043.714 0.00 0.946 1.50 0.00 0.00 0 0.00 25.62 0.01015 .009812 0.25 0.770 0.00 1176.06 1042.54 0.782 1043.322 6.0 6.44 0.644 1043.966 0.00 0.946 1.50 0.00 0.00 0 0.00 27.62 0.01004 .009177 0.25 0.770 0.00 1203.68 1042.82 0.807 1043.624 6.0 6.19 0.595 1044.219 0.00 0.946 1.50 0.00 0.00 0 0.00 12.50 0.01004 .008188 0.10 0.770 0.00 1216.18 1042.94 0.838 1043.781 6.0 5.90 0.540 1044.321 0.00 0.946 1.50 0.00 0.00 0 0.00 5.42 0.01004 .007230 0.04 0.770 0.00 1221.60 1043.00 0.872 1043.869 6.0 5.63 0.492 1044.361 0.00 0.946 1.50 0.00 0.00 0 0.00 2.66 0.01004 .006393 0.02 0.770 0.00 j 1 1224.26 1043.02 0.907 1043.931 6.0 5.37 0.447 1044.378 0.00 0.946 1.50 0.00 0.00 0 0.00 0.63 0.01004 .005652 0.00 0.770 0.00 V1 1224.89 1043.03 0.946 1043.976 6.0 5.11 0.406 1044.382 0.00 0.946 1.50 0.00 0.00 0 0.00 l.A 0 R - 2A JUNCT STR 0.01000 .003021 0.01 0.00 11 l 1 t 1 L I L I I I I f [ 1 1 1 i i L 1 II i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 3 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - COMMERCIAL SITE WSPG ANALYSIS FOR SD LATERAL "A -2" JOB NUMBER 65- 100108 FN: SDLTA2.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR ************************, r, r, r, t, r, r, r, r, t, t, e************, t, t***** * *,r****,t ********, e, r ,r,e,r,r,t,e,r,e,r,r,r,t,t,e,t, ***** * *** * *,r:r,r,r*** **** *** * * ** * ** 1226.89 1043.05 1.451 1044.501 3.3 1.89 0.055 1044.556 0.00 0.692 1.50 0.00 0.00 0 0.00 2.00 0.01000 .000734 0.00 0.550 0.00 1228.89 1043.07 1.432 1044.502 3.3 1.90 0.056 1044.558 0.00 0.692 1.50 0.00 0.00 0 0.00 TRANS STR 0.01111 .004020 0.01 0.00 1230.69 1043.09 1.244 1044.334 3.3 4.20 0.274 1044.608 0.00 0.778 1.00 0.00 0.00 0 0.00 14.98 0.00978 .007310 0.11 0.710 0.00 1245.67 1043.24 1.224 1044.460 3.3 4.20 0.274 1044.734 0.00 0.778 1.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1245.67 1043.24 0.457 1043.693 3.3 9.43 1.380 1045.073 0.00 0.778 1.00 0.00 0.00 0 0.00 3.43 0.00978 .039961 0.14 0.710 0.00 1249.10 1043.27 0.457 1043.727 3.3 9.46 1.388 1045.115 0.00 0.778 1.00 0.00 0.00 0 0.00 5.27 0.04311 .039538 0.21 0.440 0.00 1254.37 1043.50 0.459 1043.956 3.3 9.37 1.365 1045.321 0.00 0.778 1.00 0.00 0.00 0 0.00 16.65 0.04311 .036697 0.61 0.440 0.00 1271.02 1044.21 0.476 1044.691 3.3 8.92 1.235 1045.926 0.00 0.778 1.00 0.00 0.00 0 0.00 8.73 0.04311 .032281 0.28 0.440 0.00 1279.75 1044.59 0.494 1045.085 3.3 8.51 1.123 1046.208 0.00 0.778 1.00 0.00 0.00 0 0.00 5.67 0.04311 .028424 0.16 0.440 0.00 1285.42 1044.84 0.513 1045.349 3.3 8.11 1.021 1046.370 0.00 0.778 1.00 0.00 0.00 0 0.00 4.05 0.04311 .025051 0.10 0.440 0.00 1289.47 1045.01 0.533 1045.543 3.3 7.75 0.932 1046.475 0.00 0.778 1.00 0.00 0.00 0 0.00 3.02 0.04311 .022099 0.07 0.440 0.00 ( 1 1 1 1 1 t i l i 1 i 1 i t 1 t i t i t i 1 i ii 1 1 1 l i i i l i 1 1 1 1 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 4 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - COMMERCIAL SITE WSPG ANALYSIS FOR SD LATERAL "A -2" JOB NUMBER 65- 100108 FN: SDLTA2.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR ************************************************************** ** ****** ** ** *** * ** ** ******* ** *, ******* **** *** ** * ** * * * * * ** ** * ** ** * ** ** 1292.49 1045.14 0.554 1045.694 3.3 7.38 0.846 1046.540 0.00 0.778 1.00 0.00 0.00 0 0.00 2.32 0.04311 .019511 0.05 0.440 0.00 1294.81 1045.24 0.576 1045.817 3.3 7.04 0.769 1046.586 0.00 0.778 1.00 0.00 0.00 0 0.00 1.82 0.04311 .017241 0.03 0.440 0.00 1296.63 1045.32 0.599 1045.918 3.3 6.71 0.699 1046.617 0.00 0.778 1.00 0.00 0.00 0 0.00 1.38 0.04311 .015260 0.02 0.440 0.00 1298.01 1045.38 0.624 1046.002 3.3 6.40 0.635 1046.637 0.00 0.778 1.00 0.00 0.00 0 0.00 1.07 0.04311 .013531 0.01 0.440 0.00 1299.08 1045.42 0.650 1046.075 3.3 6.10 0.578 1046.653 0.00 0.778 1.00 0.00 0.00 0 0.00 0.79 0.04311 .012016 0.01 0.440 0.00 1299.87 1045.46 0.678 1046.137 3.3 5.81 0.524 1046.661 0.00 0.778 1.00 0.00 0.00 0 0.00 0.55 0.04311 .010699 0.01 0.440 0.00 1300.42 1045.48 0.708 1046.190 3.3 5.55 0.478 1046.668 0.00 0.778 1.00 0.00 0.00 0 0.00 0.31 0.04311 .009559 0.00 0.440 0.00 1300.73 1045.50 0.741 1046.237 3.3 5.29 0.434 1046.671 0.00 0.778 1.00 0.00 0.00 0 0.00 0.10 0.04311 .008566 0.00 0.440 0.00 1300.83 1045.50 0.778 1046.278 3.3 5.03 0.393 1046.671 0.00 0.778 1.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1300.83 1045.50 1.408 1046.908 3.3 1.17 0.021 1046.929 0.00 0.439 4.50 2.00 0.00 0 0.00 mi SDLNB.DAT 0 Ti RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - COMMERCIAL SITE gm T2 WSPG ANALYSIS FOR SD LINE "B" JOB NUMBER 65 - 100108 T3 FN: SDLNB.DAT ''i SO 1004.501038.00 18 1035.91 R 1014.501038.90 18 .012 R 1063.751039.70 18 .012 7X 1065.751039.73 18 8 .012 1.2 1040.15 90.00 mi R 1093.641040.01 18 .012 JX 1095.641040.03 18 8 .012 0.3 1040.45 90.00 R 1113.681040.21 18 .012 JX 1115.681040.23 18 8 .012 0.8 1040.65 90.00 si R 1157.051040.64 18 .012 90.00 1 R 1160.431040.66 18 .012 JX 1162.431040.67 18 8 .012 2.7 1041.09 90.00 R 1179.431040.75 18 .012 JX 1181.431040.76 18 8 .012 0.6 1041.18 90.00 R 1267.681041.19 18 .012 90.00 1 •� R 1440.821042.06 18 .012 JX 1442.821042.07 18 8 .012 2.0 1042.32 90.00 di R 1446.091042.09 18 .012 90.00 R 1449.841042.17 18 .012 TS 1452.341042.22 15 .013 R 1458.371042.18 15 .012 JX 1460.371042.39 15 8 .012 1.7 1042.68 90.00 R 1476.091042.72 15 .012 3.90 R 1553.281045.45 15 .012 WE 1553.281045.45 1 .150 Ai SH 1553.281045.45 1 CD 1 2 0 0.00 4.50 2.00 0.00 0.00 0.00 CD 2 2 0 0.00 4.00 2.00 0.00 0.00 0.00 co 3 4 2.50 AO co 8 4 0.67 CD 12 4 1.00 �. co 15 4 1.25 CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 AO de •. AO a AO I m Page 1 II 1 1 ! 1 I 1 1 9 a 1 t 1 1 i I i I i I i t 1 1 1 it i 1t. 1 lk 1 1 i & i I 1 1 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - COMMERCIAL SITE WSPG ANALYSIS FOR SD LINE "B" JOB NUMBER 65- 100108 FN: SDLNB.DAT • STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 1004.50 1038.00 0.972 1038.972 14.7 12.14 2.288 1041.260 0.00 1.399 1.50 0.00 0.00 0 0.00 2.15 0.09000 .028121 0.06 0.690 0.00 1006.65 1038.19 1.004 1039.198 14.7 11.69 2.120 1041.318 0.00 1.399 1.50 0.00 0.00 0 0.00 2.30 0.09000 .025334 0.06 0.690 0.00 1008.95 1038.40 1.048 1039.449 14.7 11.14 1.929 1041.378 0.00 1.399 1.50 0.00 0.00 0 0.00 1.89 0.09000 .022607 0.04 0.690 0.00 1010.84 1038.57 1.096 1039.667 14.7 10.62 1.752 1041.419 0.00 1.399 1.50 0.00 0.00 0 0.00 1.54 0.09000 .020251 0.03 0.690 0.00 1012.38 1038.71 1.148 1039.857 14.7 10.13 1.594 1041.451 0.00 1.399 1.50 0.00 0.00 0 0.00 1.22 0.09000 .018229 0.02 0.690 0.00 1013.60 1038.82 1.205 1040.024 14.7 9.66 1.449 1041.473 0.00 1.399 1.50 0.00 0.00 0 0.00 0.90 0.09000 .016545 0.01 0.690 0.00 1014.50 1038.90 1.271 1040.171 14.7 9.20 1.316 1041.487 0.00 1.399 1.50 0.00 0.00 0 0.00 32.48 0.01624 .015484 0.50 1.250 0.00 1046.98 1039.43 1.308 1040.736 14.7 8.99 1.255 1041.991 0.00 1.399 1.50 0.00 0.00 0 0.00 16.77 0.01624 .014802 0.25 1.250 0.00 H 1063.75 1039.70 1.399 1041.099 14.7 8.57 1.139 1042.238 0.00 1.399 1.50 0.00 0.00 0 0.00 -} Q 0 L `- 1J -i_ JUNCT STR 0.01500 .014250 0.03 0.00 1065.75 1039.73 1.804 1041.534 13.5 7.64 0.906 1042.440 0.00 1.367 1.50 0.00 0.00 0 0.00 27.89 0.01004 .014074 0.39 1.500 0.00 " 1093.64 1040.01 1.917 1041.927 13.5 7.64 0.906 1042.833 0.00 1.367 1.50 0.00 0.00 0 0.00 , Al a -2, JUNCT STR 0.01000 .013764 0.03 0.00 E l ki 1 1 1 1 1 1 1 1 1 1 ii 1 1 1 1 RI II 1 l 1 1 1 1 1 1 if ik i k i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - COMMERCIAL SITE WSPG ANALYSIS FOR SD LINE "B" JOB NUMBER 65- 100108 FN: SDLNB.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 1095.64 1040.03 2.004 1042.034 13.2 7.47 0.867 1042.901 0.00 1.358 1.50 0.00 0.00 0 0.00 18.04 0.00998 .013455 0.24 1.500 0.00 *. V 1113.68 1040.21 2.067 1042.277 13.2 7.47 0.867 1043.144 0.00 1.358 1.50 0.00 0.00 0 0.00 LA--r_ 1 3 - 3 JUNCT STR 0.01000 .012664 0.03 0.00 1115.68 1040.23 2.276 1042.506 12.4 7.02 0.765 1043.271 0.00 1.330 1.50 0.00 0.00 0 0.00 41.37 0.00991 .011874 0.49 1.500 0.00 1157.05 1040.64 2.622 1043.262 12.4 7.02 0.765 1044.027 0.00 1.330 1.50 0.00 0.00 0 0.00 3.38 0.00592 .011874 0.04 1.500 0.00 A 1160.43 1040.66 2.642 1043.302 12.4 7.02 0.765 1044.067 0.00 1.330 1.50 0.00 0.00 0 0.00 LPr7.6 -4 JUNCT STR 0.00500 .009570 0.02 0.00 1162.43 1040.67 3.245 1043.915 9.7 5.49 0.468 1044.383 0.00 1.202 1.50 0.00 0.00 0 0.00 17.00 0.00471 .007266 0.12 1.500 0.00 1179.43 1040.75 3.288 1044.038 9.7 5.49 0.468 1044.506 0.00 1.202 1.50 0.00 0.00 0 0.00 L( --r.. f 5 U JUNCT STR 0.00500 .006830 0.01 0.00 1181.43 1040.76 3.404 1044.164 9.1 5.15 0.412 1044.576 0.00 1.167 1.50 0.00 0.00 0 0.00 86.25 0.00499 .006395 0.55 1.500 0.00 1267.68 1041.19 3.669 1044.859 9.1 5.15 0.412 1045.271 0.00 1.167 1.50 0.00 0.00 0 0.00 173.14 0.00502 .006395 1.11 1.500 0.00 (� V _ � 1440.82 1042.06 3.906 1045.966 9.1 5.15 0.412 1046.378 0.00 1.167 1.50 0.00 0.00 0 0.00 L`t ►+ _ (v JUNCT STR 0.00500 .005144 0.01 0.00 1442.82 1042.07 4.228 1046.298 7.1 4.02 0.251 1046.549 0.00 1.032 1.50 0.00 0.00 0 0.00 3.27 0.00612 .003893 0.01 1.010 0.00 1 1 i 1 I I I i Ili Ili I I I I IL I II if ii ii I i 1 1 I I I I I I 11 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 3 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - COMMERCIAL SITE WSPG ANALYSIS FOR SD LINE "B" JOB NUMBER 65- 100108 FN: SDLNB.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR *************************************************************************************************** * *** *** * *** * * * ********** * * *** ** 1446.09 1042.09 4.296 1046.386 7.1 4.02 0.251 1046.637 0.00 1.032 1.50 0.00 0.00 0 0.00 3.75 0.02133 .003893 0.01 0.680 0.00 1449.84 1042.17 4.230 1046.400 7.1 4.02 0.251 1046.651 0.00 1.032 1.50 0.00 0.00 0 0.00 TRANS STR 0.02000 .008325 0.02 0.00 1452.34 1042.22 3.986 1046.206 7.1 5.79 0.520 1046.726 0.00 1.066 1.25 0.00 0.00 0 0.00 6.03 - .00663 .010293 0.06 0.000 0.00 v . 1458.37 1042.18 4.088 1046.268 7.1 5.79 0.520 1046.788 0.00 1.066 1.25 0.00 0.00 0 0.00 V L1 6 - 1 JUNCT STR 0.10500 .008124 0.02 0.00 1460.37 1042.39 4.332 1046.722 5.4 4.40 0.301 1047.023 0.00 0.942 1.25 0.00 0.00 0 0.00 15.72 0.02099 .005954 0.09 0.650 0.00 1476.09 1042.72 4.100 1046.820 5.4 4.40 0.301 1047.121 0.00 0.942 1.25 0.00 0.00 0 0.00 77.19 0.03537 .005954 0.46 0.560 0.00 1553.28 1045.45 1.829 1047.279 5.4 4.40 0.301 1047.580 0.00 0.942 1.25 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1553.28 1045.45 2.391 1047.841 5.4 1.13 0.020 1047.861 0.00 0.610 4.50 2.00 0.00 0 0.00 1 1 r i i i I i t i i i rr i I i t i L l t i a i i i l 1 i i t i i i • 0 CREATEDATE 2/3 /2005 11:17 AM0 ❑ FILENAME FONTBULB.RES ❑ PAGE 1 ❑ ❑ CREATEDATE 2/3 /2005 11:17 AMO ❑ FILENAME FONTBULB.RES❑ 0 PAGE 20 FLOW PROCESS FROM NODE 414.00 TO NODE 460.00 IS CODE = 31 - ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< (c) Copyright 1983 -2001 Advanced Engineering Software (aes) == ____ ___________ Ver. 8.0 Release Date: 01/01/2001 License ID 1264 ELEVATION DATA: UPSTREAM(FEET) = 1055.62 DOWNSTREAM(FEET) = 1040.50 FLOW LENGTH(FEET) = 1355.00 MANNING'S N = 0.013 Analysis prepared by: DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.05 RBF Consulting ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 14725 Alton Parkway PIPE- FLOW(CFS) = 140.14 Irvine, CA 92618 PIPE TRAVEL TIME(MIN.) = 1.73 Tc(MIN.) = 17.40 00 0000000000000000000000000000000 000000000000 0000000000000000000000000000000 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 460.00 = 1355.00 FEET. * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * Ultimate B - Line A - 100 yr run 50 L /V 3 "C cNkts-r.lokiikcil FLOW PROCESS FROM NODE 460.00 TO NODE 460.00 IS CODE = 1 * MM * 2/13/04 Al 00 40.3 * »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** _____________ TOTAL NUMBER OF STREAMS = 2 FILE NAME: FONTBULB.DAT CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME /DATE OF STUDY: 11:17 02/03/2005 TIME OF CONCENTRATION(MIN.) = 17.40 RAINFALL INTENSITY(INCH/HR) = 2.80 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: AREA - AVERAGED Fm(INCH/HR) = 0.08 AREA- AVERAGED Fp(INCH /HR) = 0.75 -- *TIME -OF- CONCENTRATION MODEL * -- AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 48.07 USER SPECIFIED STORM EVENT(YEAR) = 100.00 TOTAL STREAM AREA(ACRES) = 49.55 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 140.14 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 645.00 TO NODE 640.00 IS CODE = 21 SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.3300 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* __________ - - - -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* ELEVATION DATA: UPSTREAM(FEET) = 1068.61 DOWNSTREAM(FEET) = 1064.30 HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.444 ___ * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.263 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc GLOBAL STREET FLOW -DEPTH CONSTRAINTS: LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 1. Relative Flow -Depth = 0.00 FEET COMMERCIAL B 3.60 0.75 0.10 56 13.44 as (Maximum Allowable Street Flow Depth) - (Top-of -Curb) SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN SUBAREA RUNOFF(CFS) = 10.33 OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* TOTAL AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) = 10.33 *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 640.00 TO NODE 460.00 IS CODE - 31 FLOW PROCESS FROM NODE 414.00 TO NODE 414.00 IS CODE = 7 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< USER - SPECIFIED VALUES ARE AS FOLLOWS: VklU A n S � r) ' VS . pt�X ELEVATION DATA: UPSTREAM(FEET( = = 1042.30 DOWNSTREAM(FEET) = 1040.50 TC(MIN.) = 15.67 RAINFALL INTENSITY(INCH /HR) = 2.98 )Jy� '�J 0 ^ FLOW LENGTH(FEET) - 350.00 MANNING'S N = 0.013 EFFECTIVE AREA(ACRES) = 48.07 `� DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.5 INCHES TOTAL AREA(ACRES) = 49.55 PEAK FLOW RATE(CFS) = 140.14 PIPE -FLOW VELOCITY(FEET /SEC.) = 5.10 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA- AVERAGED Fp(INCH /HR) = 0.75 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 AREA- AVERAGED Ap = 0.10 PIPE - FLOW(CFS) = 10.33 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL PIPE TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 14.59 CONFLUENCE ANALYSES. LONGEST FLOWPATH FROM NODE 645.00 TO NODE 460.00 = 1250.00 FEET. * ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I I Ili 1 I I I I II II 1 I I I L I II Ili III 1 I i I iii N II iii III 1 i t- ❑ CREATEDATE 2/3/2005 11:17 AMID ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 30 ❑ CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 40 FLOW PROCESS FROM NODE 460.00 TO NODE 460.00 IS CODE = 1 PEAK FLOW RATE(CFS) AT CONFLUENCE = 149.41 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< FLOW PROCESS FROM NODE 100.30 TO NODE 100.20 IS CODE = 21 TOTAL NUMBER OF STREAMS = 2 » METHOD INITIAL SUBAREA ANALYSIS««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TIME OF CONCENTRATION(MIN.) = 14.59 = = = == __ ___ _ - - -- RAINFALL INTENSITY(INCH /HR) = 3.11 INITIAL SUBAREA FLOW- LENGTH(FEET) = 128.00 AREA - AVERAGED Fm(INCH/HR) = 0.07 ELEVATION DATA: UPSTREAM(FEET) = 1059.50 DOWNSTREAM(FEET) = 1057.28 AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA - AVERAGED Ap = 0.10 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 EFFECTIVE STREAM AREA(ACRES) = 3.60 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.095 11 TOTAL STREAM AREA(ACRES) = 3.60 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.245 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.33 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc ** CONFLUENCE DATA ** LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) STREAM Q Tc Intensity Fp(Fr) Ap Ae HEADWATER RESIDENTIAL NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE "5 -7 DWELLINGS /ACRE" B 0.20 0.75 0.50 56 6.10 1 140.14 17.40 2.795 0.75( 0.08) 0.10 48.1 414.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 2 10.33 14.59 3.107 0.75( 0.07) 0.10 3.6 645.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.88 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.88 CONFLUENCE FORMULA USED FOR 2 STREAMS. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** FLOW PROCESS FROM NODE 100.20 TO NODE 100.10 IS CODE = 61 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE »»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< 1 141.29 14.59 3.107 0.75( 0.07) 0.10 43.9 645.00 »»>(STANDARD CURB SECTION USED) ««< 2 149.41 17.40 2.795 0.75( 0.07) 0.10 51.7 414.00 - - -- - - -- UPSTREAM ELEVATION(FEET) = 1057.28 DOWNSTREAM ELEVATION(FEET) = 1050.55 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: STREET LENGTH(FEET) = 565.00 CURB HEIGHT(INCHES) = 6.0 PEAK FLOW RATE(CFS) = 149.41 Tc(MIN.) = 17.40 STREET HALFWIDTH(FEET) = 20.00 EFFECTIVE AREA(ACRES) = 51.67 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 TOTAL AREA(ACRES) = 53.15 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 460.00 = 1355.00 FEET. OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 FLOW PROCESS FROM NODE 460.00 TO NODE 100.00 IS CODE = 31 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.74 »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 ELEVATION DATA: UPSTREAM(FEET) = 1040.50 DOWNSTREAM(FEET) = 1038.00 HALFSTREET FLOOD WIDTH(FEET) = 11.44 FLOW LENGTH(FEET) = 625.00 MANNING'S N = 0.013 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.62 DEPTH OF FLOW IN 60.0 INCH PIPE IS 47.0 INCHES PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.93 PIPE -FLOW VELOCITY(FEET /SEC.) = 9.06 STREET FLOW TRAVEL TIME(MIN.) = 3.59 Tc(MIN.) = 9.69 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.973 PIPE- FLOW(CFS) = 149.41 SUBAREA LOSS RATE DATA(AMC II): PIPE TRAVEL TIME(MIN.) = 1.15 Tc(MIN.) = 18.55 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LONGEST FLOWPATH FROM NODE 414.00 TO NODE 100.00 = 1980.00 FEET. LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "8-10 DWELLINGS /ACRE" B 1.71 0.75 0.40 56 FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< SUBAREA AREA(ACRES) = 1.71 SUBAREA RUNOFF(CFS) = 5.65 - ----------- EFFECTIVE AREA(ACRES) = 1.91 AREA - AVERAGED Fm(INCH/HR) = 0.31 TOTAL NUMBER OF STREAMS = 2 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.41 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TOTAL AREA(ACRES) = 1.91 PEAK FLOW RATE(CFS) = 6.30 TIME OF CONCENTRATION(MIN.) = 18.55 RAINFALL INTENSITY(INCH/HR) = 2.69 END OF SUBAREA STREET FLOW HYDRAULICS: AREA - AVERAGED Fm(INCH /HR) = 0.07 DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.11 AREA- AVERAGED Fp(INCH/HR) = 0.75 FLOW VELOCITY(FEET /SEC.) = 2.99 DEPTH *VELOCITY(FT *FT /SEC.) = 1.22 AREA- AVERAGED Ap = 0.10 LONGEST FLOWPATH FROM NODE 100.30 TO NODE 100.10 = 693.00 FEET. EFFECTIVE STREAM AREA(ACRES) = 51.67 TOTAL STREAM AREA(ACRES) = 53.15 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** [ i I 1 i 1 IL i II i kJ Ili II . i ! i t i t i Y i t i t i 1 i 1 1 t i kit ❑ CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 5❑ ❑ CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 60 FLOW PROCESS FROM NODE 100.10 TO NODE 100.00 IS CODE = 31 PIPE - FLOW(CFS) = 153.52 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 18.85 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< LONGEST FLOWPATH FROM NODE 414.00 TO NODE 101.00 = 2148.00 FEET. » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1044.22 DOWNSTREAM(FEET) = 1038.00 FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 1 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES =___ _______________ _ PIPE -FLOW VELOCITY(FEET /SEC.) = 14.56 TOTAL NUMBER OF STREAMS = 3 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: PIPE- FLOW(CFS) = 6.30 TIME OF CONCENTRATION(MIN.) 18.85 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 9.75 RAINFALL INTENSITY(INCH /HR) = 2.66 LONGEST FLOWPATH FROM NODE 100.30 TO NODE 100.00 = 748.00 FEET. AREA - AVERAGED Fm(INCH/HR) = 0.08 AREA- AVERAGED Fp(INCH/HR) = 0.75 **.****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AREA - AVERAGED Ap = 0.11 FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1 EFFECTIVE STREAM AREA(ACRES) = 53.58 TOTAL STREAM AREA(ACRES) = 55.06 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< PEAK FLOW RATE(CFS) AT CONFLUENCE = 153.52 » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< _ ____ _ _ ________ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL NUMBER OF STREAMS = 2 FLOW PROCESS FROM NODE 101.40 TO NODE 101.30 IS CODE = 21 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.75 » METHOD INITIAL SUBAREA ANALYSIS««< RAINFALL INTENSITY(INCH/HR) = 3.96 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« AREA - AVERAGED Fm(INCH/HR) = 0.31 -- -- - -_ - -- - - _ AREA - AVERAGED Fp(INCH/HR) = 0.75 INITIAL SUBAREA FLOW- LENGTH(FEET) = 129.00 AREA - AVERAGED Ap = 0.41 ELEVATION DATA: UPSTREAM(FEET) = 1059.50 DOWNSTREAM(FEET) = 1057.29 EFFECTIVE STREAM AREA(ACRES) 1.91 TOTAL STREAM AREA(ACRES) = 1.91 • Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.30 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.130 Z, I * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.227 ** CONFLUENCE DATA ** SUBAREA Tc AND LOSS RATE DATA(AMC II): STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 1 141.29 15.74 2.968 0.75( 0.07) 0.10 43.9 645.00 RESIDENTIAL 1 149.41 18.55 2.690 0.75( 0.07) 0.10 51.7 414.00 "5 -7 DWELLINGS /ACRE" B 0.21 0.75 0.50 56 6.13 2 6.30 9.75 3.957 0.75( 0.31) 0.41 1.9 100.30 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO SUBAREA RUNOFF(CFS) = 0.92 CONFLUENCE FORMULA USED FOR 2 STREAMS. TOTAL AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) = 0.92 ** PEAK FLOW RATE TABLE ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER FLOW PROCESS FROM NODE 101.30 TO NODE 101.20 IS CODE = 61 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 123.69 9.75 3.957 0.75( 0.09) 0.12 29.1 100.30 » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< 2 145.88 15.74 2.968 0.75( 0.08) 0.11 45.8 645.00 » CURB SECTION USED) « «< 3 153.52 18.55 2.690 0.75( 0.0(3) 0.11 53.6 414.00 =__________________________ _ _ UPSTREAM ELEVATION(FEET) = 1057.29 DOWNSTREAM ELEVATION(FEET) = 1049.90 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: STREET LENGTH(FEET) = 691.00 CURB HEIGHT(INCHES) = 6.0 PEAK FLOW RATE(CFS) = 153.52 Tc(MIN.) = 18.55 STREET HALFWIDTH(FEET) = 20.00 EFFECTIVE AREA(ACRES) = 53.58 AREA - AVERAGED Fm(INCH/HR) = 0.08 �I AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.11 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 L TOTAL AREA(ACRES) = 55.06 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 100.00 = 1980.00 FEET. OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 31 Manning's FRICTION FACTOR for Streetfiow Section(curb -to -curb) = 0.0150 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.70 »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: _______ _ ____ STREET FLOW DEPTH(FEET) = 0.44 t ELEVATION DATA: UPSTREAM(FEET) = 1038.00 DOWNSTREAM(FEET) = 1037.27 HALFSTREET FLOOD WIDTH(FEET) = 15.63 FLOW LENGTH(FEET) = 168.00 MANNING'S N = 0.013 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.01 DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.3 INCHES PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.32 PIPE -FLOW VELOCITY(FEET /SEC.) = 9.43 STREET FLOW TRAVEL TIME)MIN.) = 3.83 Tc(MIN.) = 9.96 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.907 1 II II III S I II II II I I I S I t ! S I I I I I I 1 . 1 I i 1 ! I i I i II ❑ CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 70 ❑ CREATEDATE 2/3/2005 11:17 AMO ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 80 SUBAREA LOSS RATE DATA(AMC II): SUBAREA RUNOFF(CFS) = 0.16 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TOTAL AREA(ACRES) = 0.03 PEAK FLOW RATE(CFS) = 0.16 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ********************+.************************ * * * * ** * * * * * * * * * * * * * * * * * * * * * * * ** "8 -10 DWELLINGS /ACRE" B 4.12 0.75 0.40 56 FLOW PROCESS FROM NODE 101.50 TO NODE 101.10 IS CODE = 61 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 » » > COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< SUBAREA AREA(ACRES) = 4.12 SUBAREA RUNOFF(CFS) = 13.38 » CURB SECTION USED) « «< EFFECTIVE AREA(ACRES) = 4.33 AREA - AVERAGED Fm(INCH/HR) = 0.30 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.40 UPSTREAM ELEVATION(FEET) = 1051.30 DOWNSTREAM ELEVATION(FEET) = 1049.90 TOTAL AREA(ACRES) = 4.33 PEAK FLOW RATE(CFS) = 14.05 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 19.75 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 FLOW VELOCITY(FEET /SEC.) = 3.50 DEPTH *VELOCITY(FT *FT /SEC.) = 1.82 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 LONGEST FLOWPATH FROM NODE 101.40 TO NODE 101.20 = 820.00 FEET. OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 FLOW PROCESS FROM NODE 101.20 TO NODE 101.00 IS CODE = 31 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.53 » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: -- - -- -- -- -- - -- STREET FLOW DEPTH(FEET) = 0.23 ELEVATION DATA: UPSTREAM(FEET) = 1043.17 DOWNSTREAM(FEET) = 1037.27 HALFSTREET FLOOD WIDTH(FEET) = 5.37 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.32 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.31 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES STREET FLOW TRAVEL TIME(MIN.) = 3.04 Tc(MIN.) = 8.04 PIPE -FLOW VELOCITY(FEET /SEC.) = 25.73 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.442 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 SUBAREA LOSS RATE DATA(AMC II): PIPE - FLOW(CFS) = 14.05 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 9.97 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN LONGEST FLOWPATH FROM NODE 101.40 TO NODE 101.00 = 840.00 FEET. COMMERCIAL B 0.19 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 1 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.75 EFFECTIVE AREA(ACRES) = 0.22 AREA - AVERAGED Fm(INCH/HR) = 0.07 »> »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 __= TOTAL AREA(ACRES) = 0.22 PEAK FLOW RATE(CFS) = 0.86 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: END OF SUBAREA STREET FLOW HYDRAULICS: TIME OF CONCENTRATION(MIN.) = 9.97 DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 6.96 RAINFALL INTENSITY(INCH /HR) = 3.90 FLOW VELOCITY(FEET /SEC.) = 1.44 DEPTH * VELOCITY(FT*FT /SEC.) = 0.38 AREA - AVERAGED Fm(INCH /HR) = 0.30 LONGEST FLOWPATH FROM NODE 101.60 TO NODE 101.10 = 288.00 FEET. AREA - AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** EFFECTIVE STREAM AREA(ACRES) = 4.33 FLOW PROCESS FROM NODE 101.10 TO NODE 101.00 IS CODE = 31 TOTAL STREAM AREA(ACRES) = 4.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.05 » » > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ____ - -- -_ - __ __ __ ___ -- -- _- FLOW PROCESS FROM NODE 101.60 TO NODE 101.50 IS CODE = 21 ELEVATION DATA: UPSTREAM(FEET) = 1043.10 DOWNSTREAM(FEET) = 1037.27 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.9 INCHES -- - ___________ = PIPE -FLOW VELOCITY(FEET /SEC.) = 8.87 INITIAL SUBAREA FLOW- LENGTH(FEET) = 48.00 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 ELEVATION DATA: UPSTREAM(FEET) = 1051.90 DOWNSTREAM(FEET) = 1051.30 PIPE- FLOW(CFS) = 0.86 PIPE TRAVEL TIME(MIN.( = 0.08 Tc(MIN.) = 8.12 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 LONGEST FLOWPATH FROM NODE 101.60 TO NODE 101.00 = 328.00 FEET. SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.907 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SUBAREA Tc AND LOSS RATE DATA(AMC II): FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 1 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) » » > DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< COMMERCIAL B 0.03 0.75 0.10 56 5.00 » COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 TOTAL NUMBER OF STREAMS = 3 I I S I II II 1 1 i 1 ii 51 i l l Iiii I i Si II Si 1 I 51 ii ii 11 II ❑ CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 90 ❑ CREATEDATE 2/3 /2005 11:17 AMU ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 100 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: PEAK FLOW RATE(CFS) AT CONFLUENCE = 163.25 TIME OF CONCENTRATION(MIN.) = 8.12 RAINFALL INTENSITY(INCH /HR) = 4.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AREA - AVERAGED Fm(INCH/HR) = 0.07 FLOW PROCESS FROM NODE 102.30 TO NODE 102.20 IS CODE = 21 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< EFFECTIVE STREAM AREA(ACRES) = 0.22 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TOTALSTREAM AREA(ACRES) = 0.22 =___________________ __________ PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.86 INITIAL SUBAREA FLOW - LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1057.10 DOWNSTREAM(FEET) = 1054.98 ** CONFLUENCE DATA ** STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)1**0.20 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.041 4, l 1 123.69 10.06 3.884 0.75( 0.09) 0.12 29.1 100.30 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.442 1 145.88 16.04 2.935 0.75( 0.08) 0.11 45.8 645.00 SUBAREA Tc AND LOSS RATE DATA(AMC II): 1 153.52 18.85 2.664 0.75( 0.08) 0.11 53.6 414.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 2 14.05 9.97 3.904 0.75( 0.30) 0.40 4.3 101.40 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 3 0.86 8.12 4.417 0.75( 0.07) 0.10 0.2 101.60 RESIDENTIAL "5 -7 DWELLINGS /ACRE" B 0.27 0.75 0.50 56 8.04 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 CONFLUENCE FORMULA USED FOR 3 STREAMS. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.99 ** PEAK FLOW RATE TABLE ** TOTAL AREA(ACRES) = 0.27 PEAK FLOW RATE(CFS) = 0.99 STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 127.80 8.12 4.417 0.75( 0.12) 0.16 27.2 101.60 FLOW PROCESS FROM NODE 102.20 TO NODE 102.10 IS CODE = 61 2 138.08 9.97 3.904 0.75( 0.12) 0.16 33.4 101.40 3 138.42 10.06 3.884 0.75( 0.12) 0.16 33.6 100.30 »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< 4 156.72 16.04 2.935 0.75( 0.10) 0.14 50.4 645.00 »»>(STANDARD CURB SECTION USED) ««< 5 163.25 18.85 2.664 0.75( 0.10) 0.13 58.1 414.00 ____________ _______________________________ ____ UPSTREAM ELEVATION(FEET) = 1054.98 DOWNSTREAM ELEVATION(FEET) = 1052.84 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: STREET LENGTH(FEET) = 337.00 CURB HEIGHT(INCHES) = 6.0 PEAK FLOW RATE(CFS) = 163.25 Tc(MIN.) = 18.85 STREET HALFWIDTH(FEET) = 20.00 EFFECTIVE AREA(ACRES) = 58.13 AREA - AVERAGED Fm(INCH/HR) = 0.10 AREA - AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.13 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 Li TOTAL AREA(ACRES) = 59.61 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 101.00 = 2148.00 FEET. OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 31 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.78 » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: _ ____ _ ____ _= STREET FLOW DEPTH(FEET) = 0.41 ELEVATION DATA: UPSTREAM(FEET) = 1037.27 DOWNSTREAM(FEET) = 1037.07 HALFSTREET FLOOD WIDTH(FEET) = 14.33 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.20 DEPTH OF FLOW IN 63.0 INCH PIPE IS 47.5 INCHES PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.91 PIPE -FLOW VELOCITY(FEET /SEC.) = 9.33 STREET FLOW TRAVEL TIME(MIN.) = 2.55 Tc(MIN.) = 10.59 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.765 PIPE- FLOW(CFS) = 163.25 SUBAREA LOSS RATE DATA(AMC II): PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 18.94 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LONGEST FLOWPATH FROM NODE 414.00 TO NODE 102.00 = 2198.00 FEET. LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "8 -10 DWELLINGS /ACRE" B 2.42 0.75 0.40 56 FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< SUBAREA AREA(ACRES) = 2.42 SUBAREA RUNOFF(CFS) = 7.55 EFFECTIVE AREA(ACRES) = 2.69 AREA - AVERAGED Fm(INCH/HR) = 0.31 TOTAL NUMBER OF STREAMS = 2 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.41 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TOTAL AREA(ACRES) = 2.69 PEAK FLOW RATE(CFS) = 8.37 TIME OF CONCENTRATION(MIN.) = 18.94 RAINFALL INTENSITY(INCH /HR) = 2.66 END OF SUBAREA STREET FLOW HYDRAULICS: AREA - AVERAGED Fp(INCH/HR) = 0.10 DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.87 AREA - AVERAGED Fp(INCH/HR) = 0.75 FLOW VELOCITY(FEET /SEC.) = 2.53 DEPTH *VELOCITY(FT *FT /SEC.) = 1.22 I AREA- AVERAGED Ap = 0.13 LONGEST FLOWPATH FROM NODE 102.30 TO NODE 102.10 = 537.00 FEET. EFFECTIVE STREAM AREA(ACRES) = 58.13 TOTAL STREAM AREA(ACRES) = 59.61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II IL I I L II I II II I L I II It III I L I I a I t III I. a IL i I I IL l I. I IL l ❑ CREATEDATE 2/3 /2005 11:17 AMO ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 11 ❑ ❑ CREATEDATE 2/3 /2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 120 FLOW PROCESS FROM NODE 102.10 TO NODE 102.00 IS CODE = 31 _ _______________________ ____ ELEVATION DATA: UPSTREAM(FEET) = 1037.07 DOWNSTREAM(FEET) = 1036.93 »»»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 » »»USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 63.0 INCH PIPE IS 49.1 INCHES _ - -_ ____ ____ _______________ PIPE -FLOW VELOCITY(FEET /SEC.) = 9.35 ELEVATION DATA: UPSTREAM(FEET) = 1043.51 DOWNSTREAM(FEET) = 1037.07 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 FLOW LENGTH(FEET) = 337.00 MANNING'S N = 0.013 PIPE - FLOW(CFS) = 169.18 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 19.00 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES LONGEST FLOWPATH FROM NODE 414.00 TO NODE 103.00 = 2233.00 FEET. PIPE -FLOW VELOCITY(FEET /SEC.) = 8.17 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PIPE - FLOW(CFS) = 8.37 FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 PIPE TRAVEL TIME(WIN.) = 0.69 Tc(MIN.) = 11.28 LONGEST FLOWPATH FROM NODE 102.30 TO NODE 102.00 = 874.00 FEET. »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< =___ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL NUMBER OF STREAMS = 2 FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.00 »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< RAINFALL INTENSITY(INCH /HR) = 2.65 »»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< AREA - AVERAGED Fp(INCH/HR) = 0.11 __ _ _ _= AREA- AVERAGED Fp(INCH/HR) = 0.75 TOTAL NUMBER OF STREAMS = 2 AREA- AVERAGED Ap = 0.15 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: EFFECTIVE STREAM AREA(ACRES) = 60.82 TIME OF CONCENTRATION(MIN.) = 11.28 TOTAL STREAM AREA(ACRES) = 62.30 RAINFALL INTENSITY(INCH /HR) = 3.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 169.18 AREA - AVERAGED Fm(INCH/HR) = 0.31 AREA - AVERAGED Fp(INCH /HR) = 0.75 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AREA - AVERAGED Ap = 0.41 FLOW PROCESS FROM NODE 103.70 TO NODE 103.60 IS CODE = 21 EFFECTIVE STREAM AREA(ACRES) = 2.69 TOTAL STREAM AREA(ACRES) = 2.69 »»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.37 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ** CONFLUENCE DATA ** INITIAL SUBAREA FLOW - LENGTH(FEET) _ 180.00 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER ELEVATION DATA: UPSTREAM(FEET) = 1054.70 DOWNSTREAM(FEET) = 1052.59 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 127.80 8.21 4.386 0.75( 0.12) 0.16 27.2 101.60 Tc = K *[(LENGTH ** 3.00) /(ELEVATION -4. 1 138.08 10.06 3.882 0.75( 0.12) 0.16 33.4 101.40 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.555 1 138.42 10.15 3.862 0.75( 0.12) 0.16 33.6 100.30 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.611 1 156.72 16.13 2.925 0.75( 0.10) 0.14 50.4 645.00 SUBAREA Tc AND LOSS RATE DATA(AMC II): 1 163.25 18.94 2.657 0.75( 0.10) 0.13 58.1 414.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 2 8.37 11.28 3.626 0.75( 0.31) 0.41 2.7 102.30 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO "5 -7 DWELLINGS /ACRE" B 0.13 0.75 0.50 56 7.56 CONFLUENCE FORMULA USED FOR 2 STREAMS. SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 ** PEAK FLOW RATE TABLE ** SUBAREA RUNOFF(CFS) = 0.50 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TOTAL AREA(ACRES) = 0.13 PEAK FLOW RATE(CFS) = 0.50 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 135.29 8.21 4.386 0.75( 0.13) 0.17 29.2 101.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 2 146.13 10.06 3.882 0.75( 0.13) 0.17 35.8 101.40 FLOW PROCESS FROM NODE 103.60 TO NODE 103.30 IS CODE = 61 3 146.49 10.15 3.862 0.75( 0.13) 0.17 36.1 100.30 4 150.24 11.28 3.626 0.75( 0.13) 0.17 39.5 102.30 »»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< 5 163.32 16.13 2.925 0.75( 0.11) 0.15 53.0 645.00 » »»(STANDARD CURB SECTION USED) ««< 6 169.18 18.94 2.657 0.75( 0.11) 0.15 60.8 414.00 =________ -- - - UPSTREAM ELEVATION(FEET) = 1052.59 DOWNSTREAM ELEVATION(FEET) = 1049.97 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: STREET LENGTH(FEET) = 719.00 CURB HEIGHT(INCHES) = 6.0 PEAK FLOW RATE(CFS) = 169.18 Tc(MIN.) = 18.94 STREET HALFWIDTH(FEET) = 20.00 EFFECTIVE AREA(ACRES) = 60.82 AREA - AVERAGED Fp(INCH/HR) = 0.11 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap - 0.15 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 TOTAL AREA(ACRES) = 62.30 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 102.00 = 2198.00 FEET. OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 31 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 »» »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.81 »» »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: i I I I I I III I I I I I I I I I I I ik 1 II i 1 1 1 1 11 ik i I i 1 1 1 1 11 ❑ CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 130 ❑ CREATEDATE 2/3 /2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 140 STREET FLOW DEPTH(FEET) = 0.47 1 169.18 19.00 2.652 0.75( 0.11) 0.15 60.8 414.00 HALFSTREET FLOOD WIDTH(FEET) = 17.29 2 10.71 14.03 3.180 0.75( 0.30) 0.40 4.1 103.70 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.87 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.88 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO STREET FLOW TRAVEL TIME(MIN.) = 6.40 Tc(MIN.) = 13.96 CONFLUENCE FORMULA USED FOR 2 STREAMS. * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.190 SUBAREA LOSS RATE DATA(AMC II): ** PEAK FLOW RATE TABLE ** DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE RESIDENTIAL 1 144.21 8.28 4.365 0.75( 0.14) 0.19 31.6 101.60 "8 -10 DWELLINGS /ACRE" B 3.99 0.75 0.40 56 2 155.71 10.13 3.868 0.75( 0.14) 0.19 38.8 101.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 3 156.10 10.22 3.848 0.75( 0.14) 0.19 39.1 100.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 4 160.20 11.34 3.613 0.75( 0.14) 0.19 42.8 102.30 SUBAREA AREA(ACRES) = 3.99 SUBAREA RUNOFF(CFS) = 10.38 5 168.20 14.03 3.180 0.75( 0.13) 0.18 51.1 103.70 EFFECTIVE AREA(ACRES) = 4.12 AREA - AVERAGED Fm(INCH/HR) = 0.30 6 173.06 16.19 2.918 0.75( 0.13) 0.17 57.2 645.00 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.40 7 177.92 19.00 2.652 0.75( 0.12) 0.16 64.9 414.00 TOTAL AREA(ACRES) = 4.12 PEAK FLOW RATE(CFS) = 10.71 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: END OF SUBAREA STREET FLOW HYDRAULICS: PEAK FLOW RATE(CFS) = 177.92 Tc(MIN.) = 19.00 DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.00 EFFECTIVE AREA(ACRES) = 64.94 AREA - AVERAGED Fm(INCH/HR) = 0.12 FLOW VELOCITY(FEET /SEC.) = 2.05 DEPTH *VELOCITY(FT *FT /SEC.) = 1.08 AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.16 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, TOTAL AREA(ACRES) = 66.42 AND L = 719.0 FT WITH ELEVATION -DROP = 2.6 FT, IS 9.5 CFS, LONGEST FLOWPATH FROM NODE 414.00 TO NODE 103.00 = 2233.00 FEET. WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 103.30 LONGEST FLOWPATH FROM NODE 103.70 TO NODE 103.30 = 899.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 103.00 TO NODE 103.01 IS CODE = 31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 103.30 TO NODE 103.00 IS CODE = 31 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< _____ _ » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1036.93 DOWNSTREAM(FEET) = 1036.73 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ELEVATION DATA: UPSTREAM(FEET) = 1044.17 DOWNSTREAM(FEET) = 1036.93 DEPTH OF FLOW IN 63.0 INCH PIPE IS 51.6 INCHES FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 PIPE -FLOW VELOCITY(FEET /SEC.) = 9.37 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES PIPE - FLOW(CFS) = 177.92 PIPE -FLOW VELOCITY(FEET /SEC.) = 16.32 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 19.09 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 103.01 = 2283.00 FEET. PIPE - FLOW(CFS) = 10.71 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 14.03 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** LONGEST FLOWPATH FROM NODE 103.70 TO NODE 103.00 = 969.00 FEET. FLOW PROCESS FROM NODE 103.01 TO NODE 103.01 IS CODE = 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 -- - TOTAL NUMBER OF STREAMS = 3 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TIME OF CONCENTRATION(MIN.) = 19.09 = RAINFALL INTENSITY(INCH/HR) = 2.64 TOTAL NUMBER OF STREAMS = 2 AREA - AVERAGED Fm(INCH /HR) = 0.12 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: AREA- AVERAGED Fp(INCH/HR) = 0.75 TIME OF CONCENTRATION(MIN.) = 14.03 AREA- AVERAGED Ap = 0.16 RAINFALL INTENSITY(INCH/HR) = 3.18 EFFECTIVE STREAM AREA(ACRES) = 64.94 AREA- AVERAGED Fm(INCH/HR) = 0.30 TOTAL STREAM AREA(ACRES) = 66.42 AREA- AVERAGED Fp(INCH /HR) = 0.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 177.92 AREA - AVERAGED Ap = 0.40 EFFECTIVE STREAM AREA(ACRES) = 4.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL STREAM AREA(ACRES) = 4.12 FLOW PROCESS FROM NODE 103.90 TO NODE 103.80 IS CODE = 21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.71 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ** CONFLUENCE DATA ** »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER _ _________________________ - NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE INITIAL SUBAREA FLOW- LENGTH(FEET) = 73.00 1 135.29 8.28 4.365 0.75( 0.13) 0.17 29.2 101.60 ELEVATION DATA: UPSTREAM(FEET) = 1053.50 DOWNSTREAM(FEET) = 1053.00 1 146.13 10.13 3.868 0.75( 0.13) 0.17 35.8 101.40 1 146.49 10.22 3.848 0.75( 0.13) 0.17 36.1 100.30 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 5.1 1 150.24 11.34 3.613 0.75( 0.13) 0.17 39.5 102.30 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.280 1 163.32 16.19 2.918 0.75( 0.11) 0.15 53.0 645.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.715 t 1 I i l i i i 1 1 1 1 1 1 i k l t i l l l l t i t i II i I I i Ili I i ll i I i ❑ CREATEDATE 2/3 /2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 150 ❑ CREATEDATE 2/3 /2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 160 SUBAREA Tc AND LOSS RATE DATA(AMC II): AREA - AVERAGED Fp(INCH/HR) = 0.64 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc AREA- AVERAGED Fp(INCH /HR) = 0.75 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) AREA- AVERAGED Ap = 0.85 PUBLIC PARK B 0.04 0.75 0.85 56 7.28 EFFECTIVE STREAM AREA(ACRES) = 1.41 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 TOTAL STREAM AREA(ACRES) = 1.41 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.48 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.04 PEAK FLOW RATE(CFS) = 0.15 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 103.50 TO NODE 103.40 IS CODE = 21 ********************************************* * * * * * * * * * * ** * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 103.80 TO NODE 103.10 IS CODE = 91 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA« «< -- - - - -- . = INITIAL SUBAREA FLOW- LENGTH(FEET) = 181.00 UPSTREAM NODE ELEVATION(FEET) = 1053.00 ELEVATION DATA: UPSTREAM(FEET) = 1056.60 DOWNSTREAM(FEET) = 1054.79 DOWNSTREAM NODE ELEVATION(FEET) = 1050.48 CHANNEL LENGTH THRU SUBAREA(FEET) = 267.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 (� "V" GUTTER WIDTH(FEET) = 4.00 GUTTER HIKE(FEET) = 0.200 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.817 ' PAVEMENT LIP(FEET) = 0.030 MANNING'S N = .0150 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.518 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 SUBAREA Tc AND LOSS RATE DATA(AMC II): MAXIMUM DEPTH(FEET) = 1.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.169 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) SUBAREA LOSS RATE DATA(AMC II): RESIDENTIAL DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS "5 -7 DWELLINGS /ACRE" B 0.25 0.75 0.50 56 7.82 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 PUBLIC PARK B 1.37 0.75 0.85 56 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA RUNOFF(CFS) = 0.93 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 TOTAL AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) = 0.93 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.24 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.69 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AVERAGE FLOW DEPTH(FEET) = 0.28 FLOOD WIDTH(FEET) = 8.89 FLOW PROCESS FROM NODE 103.40 TO NODE 103.20 IS CODE = 61 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.66 Tc(MIN.) = 8.94 SUBAREA AREA(ACRES) = 1.37 SUBAREA RUNOFF(CFS) = 4.36 »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< EFFECTIVE AREA(ACRES) = 1.41 AREA - AVERAGED Fm(INCH/HR) = 0.64 »»>(STANDARD CURB SECTION USED) ««< AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.85 TOTAL AREA(ACRES) - 1.41 PEAK FLOW RATE(CFS) = 4.48 UPSTREAM ELEVATION(FEET) = 1054.79 DOWNSTREAM ELEVATION(FEET) - 1050.48 STREET LENGTH(FEET) = 662.00 CURB HEIGHT(INCHES) = 6.0 END OF SUBAREA "V" GUTTER HYDRAULICS: STREET HALFWIDTH(FEET) = 20.00 DEPTH(FEET) = 0.34 FLOOD WIDTH(FEET) = 15.20 r FLOW VELOCITY(FEET /SEC.) = 2.81 DEPTH *VELOCITY(FT *FT /SEC) = 0.96 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 I LONGEST FLOWPATH FROM NODE 103.90 TO NODE 103.10 = 340.00 FEET. INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 103.10 TO NODE 103.01 IS CODE = 31 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ELEVATION DATA: UPSTREAM(FEET) = 1044.15 DOWNSTREAM(FEET) = 1036.73 STREET FLOW DEPTH(FEET) = 0.37 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 HALFSTREET FLOOD WIDTH(FEET) = 12.01 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.01 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PRODUCT OF DEPTH & VELOCITY(FT*FT /SEC.) = 0.74 PIPE -FLOW VELOCITY(FEET /SEC.) = 20.08 STREET FLOW TRAVEL TIME(MIN.) = 5.49 Tc(MIN.) = 13.31 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.283 PIPE- FLOW(CFS) = 4.48 SUBAREA LOSS RATE DATA(AMC II): PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 8.95 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LONGEST FLOWPATH FROM NODE 103.90 TO NODE 103.01 = 360.00 FEET. LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "8 -10 DWELLINGS /ACRE" B 1.62 0.75 0.40 56 FLOW PROCESS FROM NODE 103.01 TO NODE 103.01 IS CODE = 1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< SUBAREA AREA(ACRES) = 1.62 SUBAREA RUNOFF(CFS) = 4.35 EFFECTIVE AREA(ACRES) = 1.87 AREA - AVERAGED Fm(INCH/HR) = 0.31 TOTAL NUMBER OF STREAMS = 3 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.41 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TOTAL AREA(ACRES) = 1.87 PEAK FLOW RATE(CFS) = 5.00 TIME OF CONCENTRATION(MIN.) = 8.95 RAINFALL INTENSITY(INCH/HR) = 4.16 END OF SUBAREA STREET FLOW HYDRAULICS: Y t ! I I I ' III Ili i i III * 1 I I I Ili Ili IL i I I i L i L i S i I l i S i III ❑ CREATEDATE 2/3/2005 11:17 AMO ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 170 ❑ CREATEDATE 2/3 /2005 11:17 AMO ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 180 DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.54 PEAK FLOW RATE(CFS) = 184.41 Tc(MIN.) = 19.09 FLOW VELOCITY(FEET /SEC.) = 2.24 DEPTH *VELOCITY(FT *FT /SEC.) = 0.93 EFFECTIVE AREA(ACRES) = 68.22 AREA - AVERAGED Fm(INCH /HR) = 0.14 LONGEST FLOWPATH FROM NODE 103.50 TO NODE 103.20 = 843.00 FEET. AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA - AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 69.70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** LONGEST FLOWPATH FROM NODE 414.00 TO NODE 103.01 = 2283.00 FEET. FLOW PROCESS FROM NODE 103.20 TO NODE 103.01 IS CODE = 31 ********************************************* * * * * * * ** * * * * * * * * * * * * * * * * * * * * * ** » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< FLOW PROCESS FROM NODE 103.01 TO NODE 104.00 IS CODE - 31 » »USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< __-_ ____ » »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< ELEVATION DATA: UPSTREAM(FEET) = 1044.15 DOWNSTREAM(FEET) = 1037.07 » »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< FLOWLENGTH(FEET) = 28.00 MANNING'S N = 0.013 =________ _______________________________ ____ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 ELEVATION DATA: UPSTREAM(FEET) = 1037.07 DOWNSTREAM(FEET) - 1035.63 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013 PIPE -FLOW VELOCITY(FEET /SEC.) = 18.14 DEPTH OF FLOW IN 63.0 INCH PIPE IS 47.0 INCHES ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE -FLOW VELOCITY(FEET /SEC.) = 10.65 PIPE - FLOW(CFS) = 5.00 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 13.34 PIPE- FLOW(CFS) = 184.41 LONGEST FLOWPATH FROM NODE 103.50 TO NODE 103.01 = 871.00 FEET. PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 19.52 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 104.00 = 2558.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 103.01 TO NODE 103.01 IS CODE = 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 » »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< _ =___ _ TOTAL NUMBER OF STREAMS = 3 = _ = TOTAL NUMBER OF STREAMS = 2 _______ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.34 TIME OF CONCENTRATION(MIN.) = 19.52 RAINFALL INTENSITY(INCHIHR) = 3.28 RAINFALL INTENSITY(INCH /HR) = 2.61 AREA - AVERAGED Fm(INCH/HR) = 0.31 AREA - AVERAGED Fm(INCH/HR) = 0.14 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.41 AREA- AVERAGED Ap = 0.18 EFFECTIVE STREAM AREA(ACRES) = 1.87 EFFECTIVE STREAM AREA(ACRES) = 68.22 TOTAL STREAM AREA(ACRES) = 1.87 TOTAL STREAM AREA(ACRES) = 69.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 184.41 ** CONFLUENCE DATA ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER FLOW PROCESS FROM NODE 105.50 TO NODE 105.40 IS CODE = 21 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 144.21 8.37 4.336 0.75( 0.14) 0.19 31.6 101.60 »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< 1 155.71 10.22 3.847 0.75( 0.14) 0.19 38.8 101.40 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 1 156.10 10.31 3.827 0.75( 0.14) 0.19 39.1 100.30 -- ________ _ ____ ____ _ 1 160.20 11.43 3.596 0.75( 0.14) 0.19 42.8 102.30 INITIAL SUBAREA FLOW- LENGTH(FEET) = 176.00 1 168.20 14.12 3.168 0.75( 0.13) 0.18 51.1 103.70 ELEVATION DATA: UPSTREAM(FEET) = 1056.90 DOWNSTREAM(FEET) = 1055.10 1 173.06 16.28 2.909 0.75( 0.13) 0.17 57.2 645.00 1 177.92 19.09 2.644 0.75( 0.12) 0.16 64.9 414.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 /) 2 4.48 8.95 4.164 0.75( 0.64) 0.85 1.4 103.90 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.695 c L 3 5.00 13.34 3.279 0.75( 0.31) 0.41 1.9 103.50 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.561 SUBAREA Tc AND LOSS RATE DATA(AMC II): RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To CONFLUENCE FORMULA USED FOR 3 STREAMS. LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL ** PEAK FLOW RATE TABLE ** "5 -7 DWELLINGS /ACRE" B 0.26 0.75 0.50 56 7.69 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 1 152.86 8.37 4.336 0.75( 0.17) 0.22 34.1 101.60 SUBAREA RUNOFF(CFS) - 0.98 2 156.68 8.95 4.164 0.75( 0.17) 0.22 36.5 103.90 TOTAL AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) = 0.98 3 164.36 10.22 3.847 0.75( 0.17) 0.22 41.6 101.40 4 4 164.73 10.31 3.827 0.75( 0.17) 0.22 41.9 100.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** n 5 168.71 11.43 3.596 0.75( 0.16) 0.22 45.8 102.30 FLOW PROCESS FROM NODE 105.40 TO NODE 105.30 IS CODE = 61 6 174.25 13.34 3.279 0.75( 0.16) 0.21 52.0 103.50 7 176.24 14.12 3.168 0.75( 0.15) 0.21 54.4 103.70 » »COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< 8 180.33 16.28 2.909 0.75( 0.14) 0.19 60.4 645.00 > » (STANDARD CURB SECTION USED) ««< 9 184.41 19.09 2.644 0.75( 0.14) 0.18 68.2 414.00 =___=== = == ==== =_______________________ ____ _ UPSTREAM ELEVATION(FEET) = 1055.10 DOWNSTREAM ELEVATION(FEET) = 1052.73 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: STREET LENGTH(FEET) = 589.00 CURB HEIGHT(INCHES) = 6.0 t 1 1 1 1 t 1 ii II 11 11 if 1 1 11 Oil 11 iii ■ I ■ 5 _ ❑ CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 190 ❑ CREATEDATE 2/3/2005 11:17 AMC] ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 200 STREET HALFWIDTH(FEET) = 20.00 EFFECTIVE AREA(ACRES) = 6.87 AREA - AVERAGED Fm(INCH /HR) = 0.30 AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.40 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 CT I TOTAL AREA(ACRES) = 6.87 PEAK FLOW RATE(CFS) = 15.40 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.23 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 FLOW VELOCITY(FEET /SEC.) = 2.24 DEPTH *VELOCITY(FT *FT /SEC.) = 1.10 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 LONGEST FLOWPATH FROM NODE 105.50 TO NODE 105.00 = 1265.00 FEET. * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: FLOW PROCESS FROM NODE 105.00 TO NODE 104.00 IS CODE = 31 STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.97 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.72 » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.70 =_____________ -___ ____ ___________ _ -_ STREET FLOW TRAVEL TIME(MIN.) = 5.70 Tc(MIN.) = 13.40 ELEVATION DATA: UPSTREAM(FEET) = 1041.00 DOWNSTREAM(FEET) = 1035.63 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.270 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 SUBAREA LOSS RATE DATA(AMC II): DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.9 INCHES DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS PIPE -FLOW VELOCITY(FEET /SEC.) = 10.51 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CM ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 RESIDENTIAL PIPE- FLOW(CFS) = 15.40 "8 -10 DWELLINGS /ACRE" B 1.90 0.75 0.40 56 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 17.74 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 LONGEST FLOWPATH FROM NODE 105.50 TO NODE 104.00 = 1465.00 FEET. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 5.08 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** EFFECTIVE AREA(ACRES) = 2.16 AREA - AVERAGED Fm(INCH/HR) = 0.31 FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA - AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 2.16 PEAK FLOW RATE(CFS) = 5.76 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< END OF SUBAREA STREET FLOW HYDRAULICS: __ DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.93 TOTAL NUMBER OF STREAMS = 2 FLOW VELOCITY(FEET /SEC.) = 1.93 DEPTH *VELOCITY(FT *FT /SEC.) = 0.90 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: LONGEST FLOWPATH FROM NODE 105.50 TO NODE 105.30 = 765.00 FEET. TIME OF CONCENTRATION(MIN.) 17.74 RAINFALL INTENSITY(INCH/HR) = 2.76 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AREA-AVERAGED Fm(INCH/HR) = 0.30 FLOW PROCESS FROM NODE 105.30 TO NODE 105.00 IS CODE = 61 AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap - 0.40 » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< EFFECTIVE STREAM AREA(ACRES) = 6.87 » » >(STANDARD CURB SECTION USED) ««< TOTAL STREAM AREA(ACRES) = 6.87 -- - - -- - -- -- -- PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.40 UPSTREAM ELEVATION(FEET) = 1052.73 DOWNSTREAM ELEVATION(FEET) = 1050.29 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 ** CONFLUENCE DATA ** STREET HALFWIDTH(FEET) = 20.00 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 1 152.86 8.83 4.200 0.75( 0.17) 0.22 34.1 101.60 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 1 156.68 9.40 4.045 0.75( 0.17) 0.22 36.5 103.90 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 1 164.36 10.66 3.750 0.75( 0.17) 0.22 41.6 101.40 1 164.73 10.75 3.731 0.75( 0.17) 0.22 41.9 100.30 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 1 168.71 11.87 3.515 0.75( 0.16) 0.22 45.8 102.30 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 1 174.25 13.78 3.216 0.75( 0.16) 0.21 52.0 103.50 1 176.24 14.56 3.110 0.75( 0.15) 0.21 54.4 103.70 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.06 1 180.33 16.71 2.863 0.75( 0.14) 0.19 60.4 645.00 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 1 184.41 19.52 2.609 0.75( 0.14) 0.18 68.2 414.00 STREET FLOW DEPTH(FEET) = 0.45 2 15.40 17.74 2.763 0.75( 0.30) 0.40 6.9 105.50 HALFSTREET FLOOD WIDTH(FEET) = 15.99 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.07 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO PRODUCT OF DEPTH & VELOCITY(FT*FT /SEC.) = 0.92 CONFLUENCE FORMULA USED FOR 2 STREAMS. STREET FLOW TRAVEL TIME(MIN.) = 4.03 Tc(MIN.) = 17.43 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.793 ** PEAK FLOW RATE TABLE ** SUBAREA LOSS RATE DATA(AMC II): STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 1 165.00 8.83 4.200 0.75( 0.18) 0.24 37.5 101.60 RESIDENTIAL 2 169.09 9.40 4.045 0.75( 0.18) 0.24 40.2 103.90 "8 -10 DWELLINGS /ACRE" B 4.71 0.75 0.40 56 3 177.33 10.66 3.750 0.75( 0.18) 0.24 45.7 101.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 4 177.74 10.75 3.731 0.75( 0.18) 0.24 46.1 100.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 5 182.17 11.87 3.515 0.75( 0.18) 0.23 50.4 102.30 SUBAREA AREA(ACRES) = 4.71 SUBAREA RUNOFF(CFS) = 10.57 6 188.40 13.78 3.216 0.75( 0.17) 0.23 57.3 103.50 11 a e a i t i a l * i • 1 I I ii I► a 1e I t I n 1 It ! IR , - . - _ 0 CREATEDATE 2/3 /2005 11:17 AMO 0 FILENAME FONTBULB.RESO 0 PAGE 210 0 CREATEDATE 2/3/2005 11:17 AMO 0 FILENAME FONTBULB.RESO 0 PAGE 220 7 190.66 14.56 3.110 0.75( 0.17) 0.22 60.0 103.70 » »> COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA ««< 8 195.43 16.71 2.863 0.75( 0.16) 0.21 66.9 645.00 =s = = = __________________ °__ 9 197.23 17.74 2.763 0.75( 0.16) 0.21 70.2 105.50 UPSTREAM NODE ELEVATION(FEET) = 1053.00 10 198.85 19.52 2.609 0.75( 0.15) 0.20 75.1 414.00 DOWNSTREAM NODE ELEVATION(FEET) = 1050.02 r O CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: "V" GUTTER WIDTH(FEET) = 4.00 GUTTER HIKE(FEET) = 0.200 PEAK FLOW RATE(CFS) = 198.85 Tc(MIN.) = 19.52 PAVEMENT LIP(FEET) = 0.030 MANNING'S N = .0150 EFFECTIVE AREA(ACRES) = 75.09 AREA - AVERAGED Fm(INCH/HR) = 0.15 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.20 MAXIMUM DEPTH(FEET) = 1.00 TOTAL AREA(ACRES) = 76.57 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.219 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 104.00 = 2558.00 FEET. SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN FLOW PROCESS FROM NODE 104.00 TO NODE 106.00 IS CODE = 31 PUBLIC PARK B 1.40 0.75 0.85 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.30 _______ ____ ____ _____= TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.62 ELEVATION DATA: UPSTREAM(FEET) = 1035.63 DOWNSTREAM(FEET) = 1035.10 AVERAGE FLOW DEPTH(FEET) = 0.28 FLOOD WIDTH(FEET) = 9.34 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 2.16 Tc(MIN.) = 8.76 DEPTH OF FLOW IN 66.0 INCH PIPE IS 52.8 INCHES SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 4.51 PIPE -FLOW VELOCITY(FEET /SEC.) = 9.76 EFFECTIVE AREA(ACRES) = 1.44 AREA - AVERAGED Fm(INCH /HR) = 0.64 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.85 PIPE- FLOW(CFS) = 198.85 TOTAL AREA(ACRES) = 1.44 PEAK FLOW RATE(CFS) = 4.64 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 19.74 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 106.00 = 2688.00 FEET. END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.35 FLOOD WIDTH(FEET) = 15.96 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW VELOCITY(FEET /SEC.) = 2.71 DEPTH *VELOCITY(FT *FT /SEC) = 0.95 FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 LONGEST FLOWPATH FROM NODE 106.30 TO NODE 106.10 = 402.00 FEET. » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ____ ___ __ _____ -__= FLOW PROCESS FROM NODE 106.10 TO NODE 106.00 IS CODE = 31 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< TIME OF CONCENTRATION(MIN.) = 19.74 » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< RAINFALL INTENSITY(INCH/HR) = 2.59 =_°__°______°_________ ____°__ __________ AREA - AVERAGED Fm(INCH/HR) = 0.15 ELEVATION DATA: UPSTREAM(FEET) = 1041.61 DOWNSTREAM(FEET) = 1035.10 AREA- AVERAGED Fp(INCH /HR) = 0.75 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.013 AREA - AVERAGED Ap = 0.20 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 EFFECTIVE STREAM AREA(ACRES) = 75.09 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES TOTAL STREAM AREA(ACRES) = 76.57 PIPE -FLOW VELOCITY(FEET /SEC.) = 20.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 198.85 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.64 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 8.78 FLOW PROCESS FROM NODE 106.30 TO NODE 106.20 IS CODE = 21 LONGEST FLOWPATH FROM NODE 106.30 TO NODE 106.00 - 420.00 FEET. » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 INITIAL SUBAREA FLOW- LENGTH(FEET) _ 62.00 = _ _ » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< ELEVATION DATA: UPSTREAM(FEET) = 1053.50 DOWNSTREAM(FEET) = 1053.00 » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 ==-=.==================== TOTAL NUMBER OF STREAMS = 2 0 •1 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) - 6.601 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: * 100 YEAR RAINFALL INTENSITY(INCH /HR) - 5.000 TIME OF CONCENTRATION(MIN.) = 8.78 SUBAREA Tc AND LOSS RATE DATA(AMC II): RAINFALL INTENSITY(INCH /HR) = 4.21 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc AREA - AVERAGED Fm(INCH/HR) = 0.64 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) AREA- AVERAGED Fp(INCH /HR) = 0.75 PUBLIC PARK B 0.04 0.75 0.85 56 6.60 AREA- AVERAGED Ap = 0.85 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 EFFECTIVE STREAM AREA(ACRES) = 1.44 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 TOTAL STREAM AREA(ACRES) = 1.44 SUBAREA RUNOFF(CFS) = 0.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.64 TOTAL AREA(ACRES) = 0.04 PEAK FLOW RATE(CFS) = 0.16 ** CONFLUENCE DATA ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER FLOW PROCESS FROM NODE 106.20 TO NODE 106.10 IS CODE = 91 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 165.00 9.06 4.136 0.75( 0.18) 0.24 37.5 101.60 I l i 1111 i 1 II i i i t i i i t i k i li l li) a l 11 * i t, _ 0 CREATEDATE 2/3/2005 11:17 AMO 0 FILENAME FONTBULB.RESO 0 PAGE 230 0 CREATEDATE 2/3/2005 11:17 AMO 0 FILENAME FONTBULB.RESO 0 PAGE 240 1 169.09 9.63 3.986 0.75( 0.18) 0.24 40.2 103.90 *********************************************'*** ** * * * * * * * * * * * * * * * * * * * * * * * * ** 1 177.33 10.89 3.702 0.75( 0.18) 0.24 45.7 101.40 FLOW PROCESS FROM NODE 182.00 TO NODE 182.00 IS CODE = 7 1 177.74 10.98 3.685 0.75( 0.18) 0.24 46.1 100.30 1 182.17 12.10 3.476 0.75( 0.18) 0.23 50.4 102.30 » »>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< e 1 188.40 14.00 8 3.082 0.75{ 0.17) 0.22 60.0 103.70 USER -SPECIFIED AS Ro M S j Lfk M OS.t il ILLS 1 190.66 14.78 1 195.43 16.94 2.841 0.75( 0.16) 0.21 66.9 645.00 TC(MIN.) = 17.97 RAINFALL INTENSITY(INCH/HR) = 2.7411k 16014 1 1 197.23 17.97 2.742 0.75( 0.16) 0.21 70.2 105.50 EFFECTIVE AREA(ACRES) = 59.77 T 1 1 198.85 19.74 2.591 0.75( 0.15) 0.20 75.1 414.00 TOTAL AREA(ACRES) = 70.28 PEAK FLOW RATE(CFS) = 160.84 2 4.64 8.78 4.214 0.75( 0.64) 0.85 1.4 106.30 AREA - AVERAGED Fp(INCH/HR) = 0.22 AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.47 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE FORMULA USED FOR 2 STREAMS. CONFLUENCE ANALYSES. ** PEAK FLOW RATE TABLE ** ********************************************* ** * * * * * * * * * * * * * * * * * * * * * * * * * * * ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER FLOW PROCESS FROM NODE 182.00 TO NODE 107.00 IS CODE = 31 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 167.72 8.78 4.214 0.75( 0.20) 0.26 37.8 106.30 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< 2 169.54 9.06 4.136 0.75( 0.20) 0.26 39.0 101.60 » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< 3 173.44 9.63 3.986 0.75( 0.20) 0.26 41.6 103.90 4 181.30 10.89 3.702 0.75( 0.19) 0.26 47.2 101.40 ELEVATION DATA: UPSTREAM(FEET) 1035.38 DOWNSTREAM(FEET) = 1034.84 5 181.69 10.98 3.685 0.75( 0.19) 0.26 47.5 100.30 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 6 185.86 12.10 3.476 0.75( 0.19) 0.25 51.9 102.30 DEPTH OF FLOW IN 69.0 INCH PIPE IS 53.4 INCHES 7 191.71 14.00 3.185 0.75( 0.18) 0.24 58,7 103.50 PIPE -FLOW VELOCITY(FEET /SEC.) = 7.45 8 193.84 14.78 3.082 0.75( 0.18) 0.24 61.5 103.70 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 9 198.29 16.94 2.841 0.75( 0.17) D.23 68.4 645.00 PIPE - FLOW(CFS) = 160.84 10 199.96 17.97 2.742 0.75( 0.17) 0.22 71.6 105.50 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 18.51 11 201.38 19.74 2.591 0.75( 0.16) 0.22 76.5 414.00 LONGEST FLOWPATH FROM NODE 182.00 TO NODE 107.00 = 660.00 FEET. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PEAK FLOW RATE(CFS) = 201.38 Tc(MIN,) = 19.74 FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 1 EFFECTIVE AREA(ACRES) = 76.53 AREA - AVERAGED Fp(INCH/HR) = 0.16 AREA - AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.22 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL AREA(ACRES) = 78.01 » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< LONGEST FLOWPATH FROM NODE 414.00 TO NODE 106.00 = 2688.00 FEET. _____________ _______________ ________________ _______ TOTAL NUMBER OF STREAMS = 2 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 TIME OF CONCENTRATION(MIN.) = 18.51 RAINFALL INTENSITY(INCH /HR) = 2.69 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< AREA - AVERAGED Fp(INCH/HR) = 0.22 » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< AREA- AVERAGED Fp(INCH/HR) = 0.47 _______ ____ __ _________________________= AREA- AVERAGED Ap = 0.47 ELEVATION DATA: UPSTREAM(FEET) = 1035.10 DOWNSTREAM(FEET) = 1034.84 EFFECTIVE STREAM AREA(ACRES) = 59.77 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 TOTAL STREAM AREA(ACRES) = 70.28 DEPTH OF FLOW IN 66.0 INCH PIPE IS 54.1 INCHES PEAK FLOW RATE(CFS) AT CONFLUENCE = 160.84 PIPE -FLOW VELOCITY(FEET /SEC.) = 9.67 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 ** CONFLUENCE DATA ** PIPE- FLOW(CFS) = 201.38 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER PIPE TRAVEL TIME(MIN.) = 0.11 Tc (MIN.) = 19.85 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE LONGEST FLOWPATH FROM NODE 414.00 TO NODE 107.00 = 2753.00 FEET. 1 167.72 8.89 4.181 0.75( 0.20) 0.26 37.8 106.30 1 169.54 9.17 4.104 0.75( 0.20) 0.26 39.0 101.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 173.44 9.74 3.958 0.75( 0.20) 0.26 41.6 103.90 FLOW PROCESS FROM MODE 107.00 TO NODE 107.00 IS CODE = 1 1 181.30 11.00 3.680 0.75( 0.19) 0.26 47.2 101.40 1 181.69 11.09 3.662 0.75( 0.19) 0.26 47.5 100.30 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< 1 185.86 12.21 3.457 0.75( 0.19) 0.25 51.9 102.30 ___ >_ - - - -- -- - - -- -- - - - -- - -- - -- - - - -- 1 191.71 14.11 3.169 0.75( 0.18) 0.24 58.7 103.50 TOTAL NUMBER OF STREAMS = 2 1 193.84 14.90 3.068 0.75( 0.18) 0.24 61.5 103.70 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 1 198.29 17.05 2.830 0.75( 0.17) 0.23 68.4 645.00 TIME OF CONCENTRATION (MIN.) = 19.85 1 199.96 18.08 2.732 0.75( 0.17) 0.22 71.6 105.50 RAINFALL INTENSITY(INCH/HR) = 2.58 1 201.38 19.85 2.583 0.75( 0.16) 0.22 76.5 414.00 AREA- AVERAGED Fm(INCH/HR) = 0.16 2 160.84 18.51 2.694 0.47( 0.22) 0.47 59.8 182.00 AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.22 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO EFFECTIVE STREAM AREA(ACRES) = 76.53 CONFLUENCE FORMULA USED FOR 2 STREAMS. TOTAL STREAM AREA(ACRES) = 78.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 201.38 ** PEAK FLOW RATE TABLE ** STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER II 11 III III I I I I I I I I I II I 11 I! I i 1 ` a N, . . ❑ CREATEDATE 2/3/2005 11:17 AMC! ❑ FILENAME FONTBULB.RESD ❑ PAGE 250 ❑ CREATEDATE 2/3/2005 11:17 AMO ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 260 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE COMMERCIAL B 0.09 0.75 0.10 56 5.55 1 291.50 8.89 4.181 0.59( 0.21) 0.35 66.5 106.30 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 2 294.74 9.17 4.104 0.59( 0.21) 0.35 68.6 101.60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 3 301.43 9.74 3.958 0.59( 0.21) 0.35 73.1 103.90 SUBAREA RUNOFF(CFS) = 0.44 4 315.08 11.00 3.680 0.59( 0.20) 0.35 82.7 101.40 TOTAL AREA(ACRES) = 0.09 PEAK FLOW RATE(CFS) = 0.44 5 315.85 11.09 3.662 0.59( 0.20) 0.35 83.3 100.30 6 324.74 12.21 3.457 0.58( 0.20) 0.35 91.3 102.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 7 337.96 14.11 3.169 0.58( 0.20) 0.34 104.3 103.50 FLOW PROCESS FROM NODE 108.50 TO NODE 108.10 IS CODE = 61 8 342.91 14.90 3.068 0.58( 0.20) 0.34 109.6 103.70 9 354.60 17.05 2.830 0.57( 0.19) 0.34 123.4 645.00 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« 10 359.50 18.08 2.732 0.57( 0.19) 0.33 130.0 105.50 » » >(STANDARD CURB SECTION USED) ««< 11 361.14 18.51 2.694 0.57( 0.19) 0.33 132.6 182.00 12 355.00 19.85 2.583 0.57( 0.19) 0.33 136.3 414.00 UPSTREAM ELEVATION(FEET) = 1051.04 DOWNSTREAM ELEVATION(FEET) = 1049.28 STREET LENGTH(FEET) = 331.00 CURB HEIGHT(INCHES) = 6.0 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: STREET HALFWIDTH(FEET) = 20.00 PEAK FLOW RATE(CFS) = 361.14 Tc(MIN.) = 18.51 I EFFECTIVE AREA(ACRES) = 132.57 AREA - AVERAGED Fm(INCH/HR) = 0.19 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 AREA- AVERAGED Fp(INCH/HR) = 0.57 AREA- AVERAGED Ap = 0.33 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 TOTAL AREA(ACRES) = 148.29 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 107.00 = 2753.00 FEET. SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.27 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< STREET FLOW DEPTH(FEET) = 0.30 _____ - - -- - -- HALFSTREET FLOOD WIDTH(FEET) = 8.47 ELEVATION DATA: UPSTREAM(FEET) = 1034.84 DOWNSTREAM(FEET) = 1034.40 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.51 FLOW LENGTH(FEET) = 220.00 MANNING'S N = 0.013 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.45 DEPTH OF FLOW IN 96.0 INCH PIPE IS 73.5 INCHES STREET FLOW TRAVEL TIME(MIN.) = 3.65 Tc(MIN.) = 9.19 PIPE -FLOW VELOCITY(FEET /SEC.) = 8.75 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.099 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 SUBAREA LOSS RATE DATA(AMC II): PIPE - FLOW(CFS) = 361.14 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 18.93 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN LONGEST FLOWPATH FROM NODE 414.00 TO NODE 108.00 = 2973.00 FEET. COMMERCIAL B 0.45 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 1.63 EFFECTIVE AREA(ACRES) = 0.54 AREA - AVERAGED Fm(INCH/HR) = 0.07 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) = 1.96 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: END OF SUBAREA STREET FLOW HYDRAULICS: TIME OF CONCENTRATION(MIN.) = 18.93 DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.28 RAINFALL INTENSITY(INCH/HR) = 2.66 FLOW VELOCITY(FEET /SEC.) = 1.66 DEPTH * VELOCITY(FT*FT /SEC.) = 0.55 AREA - AVERAGED Fm(INCH/HR) = 0.19 LONGEST FLOWPATH FROM NODE 108.60 TO NODE 108.10 = 421.00 FEET. AREA - AVERAGED Fp(INCH/HR) = 0.57 AREA-AVERAGED Ap = 0.33 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** EFFECTIVE STREAM AREA(ACRES) = 132.57 FLOW PROCESS FROM NODE 108.10 TO NODE 108.00 IS CODE = 31 TOTAL STREAM AREA(ACRES) = 148.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 361.14 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ********************************************* * * * * * * * * * * * * * * * ** * * * * * * * * * * * * ** ____________ ______________ _ _____ _____ -- - -- ---_ - -- FLOW PROCESS FROM NODE 108.60 TO NODE 108.50 IS CODE = 21 ELEVATION DATA: UPSTREAM(FEET) = 1042.95 DOWNSTREAM(FEET) = 1034.40 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.5 INCHES __ _ __ PIPE -FLOW VELOCITY(FEET /SEC.) = 12.94 INITIAL SUBAREA FLOW- LENGTH(FEET) = 90.00 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 ELEVATION DATA: UPSTREAM(FEET) = 1051.40 DOWNSTREAM(FEET) = 1051.04 PIPE - FLOW(CFS) = 1.96 PIPE TRAVEL TIME(MIN.( = 0.05 Tc(MIN.) = 9.25 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 I1,1 LONGEST FLOWPATH FROM NODE 108.60 TO NODE 108.00 = 461.00 FEET. SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.548 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.549 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SUBAREA Tc AND LOSS RATE DATA(AMC II): FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «<« 1 1 1 I t I I I I 1 1 1 1 1 1 1 1 1 t 1 It 1 1 t I II II as or . s _. 0 CREATEDATE 2/3/2005 11:17 AMO 0 FILENAME FONTBULB.RESD 0 PAGE 270 0 CREATEDATE 2/3/2005 11:17 AMO 0 FILENAME FONTBULB.RESO ❑ PAGE 280 ______ _____ __ _____ ____= TOTAL AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) = 1.66 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: END OF SUBAREA STREET FLOW HYDRAULICS: TIME OF CONCENTRATION(MIN.) = 9.25 DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.56 RAINFALL INTENSITY(INCH /HR) = 4.08 FLOW VELOCITY(FEET /SEC.) = 1.61 DEPTH * VELOCITY(FT*FT /SEC.) = 0.51 AREA- AVERAGED Fm(INCH/HR) = 0.07 LONGEST FLOWPATH FROM NODE 108.40 TO NODE 108.20 = 421.00 FEET. AREA - AVERAGED Fp(INCH/HR) = 0.75 AREA - AVERAGED Ap = 0.10 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** EFFECTIVE STREAM AREA(ACRES) = 0.54 FLOW PROCESS FROM NODE 108.20 TO NODE 108.00 IS CODE = 31 TOTAL STREAM AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.96 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ______________________________ _ _ _ _ FLOW PROCESS FROM NODE 108.40 TO NODE 108.30 IS CODE = 21 ELEVATION DATA: UPSTREAM(FEET) = 1042.94 DOWNSTREAM(FEET) = 1034.40 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.1 INCHES - - -- - - -__ ____ __ - -- PIPE -FLOW VELOCITY(FEET /SEC.) = 14.52 INITIAL SUBAREA FLOW- LENGTH(FEET) = 90.00 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 ELEVATION DATA: UPSTREAM(FEET) = 1051.40 DOWNSTREAM(FEET) = 1051.04 PIPE-FLOW(CFS) = 1.66 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 9.25 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 '� LONGEST FLOWPATH FROM NODE 108.40 TO NODE 108.00 = 446.00 FEET. SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.548 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.549 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SUBAREA Tc AND LOSS RATE DATA(AMC II): FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< COMMERCIAL B 0.14 0.75 0.10 56 5.55 » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 =_______________ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 TOTAL NUMBER OF STREAMS = 3 SUBAREA RUNOFF(CFS) = 0.69 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.69 TIME OF CONCENTRATION(MIN.) = 9.25 RAINFALL INTENSITY(INCH/HR) = 4.08 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AREA-AVERAGED Fp(INCH/HR) = 0.07 FLOW PROCESS FROM NODE 108.30 TO NODE 108.20 IS CODE = 61 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< EFFECTIVE STREAM AREA(ACRES) = 0.46 » »>(STANDARD CURB SECTION USED) ««< TOTAL STREAM AREA(ACRES) = 0.46 _ _ ___ __ -__= PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.66 UPSTREAM ELEVATION(FEET) = 1051.04 DOWNSTREAM ELEVATION(FEET) = 1049.28 STREET LENGTH(FEET) = 331.00 CURB HEIGHT(INCHES) = 6.0 ** CONFLUENCE DATA ** STREET HALFWIDTH(FEET) = 20.00 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 1 2- 1 291.50 9.34 4.060 0.59( 0.21) 0.35 66.5 106.30 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 1 294.74 9.62 3.989 0.59( 0.21) 0.35 68.6 101.60 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 1 301.43 10.18 3.855 0.59( 0.21) 0.35 73.1 103.90 1 315.08 11.44 3.595 0.59( 0.20) 0.35 82.7 101.40 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 1 315.85 11.53 3.578 0.59( 0.20) 0.35 83.3 100.30 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 1 324.74 12.65 3.385 0.58( 0.20) 0.35 91.3 102.30 1 337.96 14.54 3.113 0.58( 0.20) 0.34 104.3 103.50 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.27 1 342.91 15.32 3.017 0.58( 0.20) 0.34 109.6 103.70 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 1 354.60 17.48 2.788 0.57( 0.19) 0.34 123.4 645.00 STREET FLOW DEPTH(FEET) = 0.30 1 359.50 18.50 2.694 0.57( D.19) 0.33 130.0 105.50 HALFSTREET FLOOD WIDTH(FEET) = 8.55 1 361.14 18.93 2.658 0.57( 0.19) 0.33 132.6 182.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.50 1 355.00 20.28 2.550 0.57( 0.19) 0.33 136.3 414.00 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.45 2 1.96 9.25 4.085 0.75( 0.07) 0.10 0.5 108.60 STREET FLOW TRAVEL TIME(MIN.) = 3.68 Tc(MIN.) = 9.23 3 1.66 9.25 4.083 0.75( 0.07) 0.10 0.5 108.40 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.090 SUBAREA LOSS RATE DATA(AMC II): RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS CONFLUENCE FORMULA USED FOR 3 STREAMS. LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL B 0.32 0.75 0.10 56 ** PEAK FLOW RATE TABLE ** SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE SUBAREA AREA(ACRES) = 0.32 SUBAREA RUNOFF(CFS) = 1.16 1 294.05 9.25 4.085 0.59( 0.21) 0.35 66.9 108.60 EFFECTIVE AREA(ACRES) = 0.46 AREA - AVERAGED Fm(INCH /HR) = 0.07 2 294.14 9.25 4.083 0.59( 0.21) 0.35 66.9 108.40 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 3 295.10 9.34 4.060 0.59( 0.21) 0.35 67.5 106.30 I I IL 1 1 4 I I t I l! 5 1 I. 1 1 1 II 1 A l 1 I 1 1 ■. a M. is .• a. _ 0 CREATEDATE 2/3 /2005 11:17 AMO 0 FILENAME FONTBULB.RESO 0 PAGE 290 0 CREATEDATE 2/3/2005 11:17 AMO 0 FILENAME FONTBULB.RESO 0 PAGE 300 4 298.27 9.62 3.989 0.59( 0.21) 0.35 69.6 101.60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 5 304.84 10.18 3.855 0.59( 0.20) 0.35 74.1 103.90 SUBAREA RUNOFF(CFS) = 1.78 6 318.25 11.44 3.595 0.59( 0.20) 0.35 83.7 101.40 TOTAL AREA(ACRES) = 0.45 PEAK FLOW RATE(CFS) = 1.78 7 319.01 11.53 3.578 0.59( 0.20) 0.35 84.3 100.30 8 327.72 12.65 3.385 0.59( 0.20) 0.34 92.3 102.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ** 9 340.70 14.54 3.113 0.58( 0.20) 0.34 105.3 103.50 FLOW PROCESS FROM NODE 109.10 TO NODE 109.00 IS CODE = 31 10 345.57 15.32 3.017 0.58( 0.20) 0.34 110.6 103.70 11 357.05 17.48 2.788 0.57( 0.19) 0.33 124.4 645.00 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< 12 361.86 18.50 2.694 0.57( 0.19) 0.33 131.0 105.50 » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< 13 363.47 18.93 2.658 0.57( 0.19) 0.33 133.6 182.00 14 357.24 20.28 2.550 0.57( 0.19) 0.33 137.3 414.00 ELEVATION DATA: UPSTREAM(FEET) = 1048.87 DOWNSTREAM(FEET) = 1033.84 FLOW LENGTH(FEET) = 21.00 MANNING'S N = 0.013 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 PEAK FLOW RATE(CFS) - 363.47 Tc(MIN.) - 18.93 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.8 INCHES EFFECTIVE AREA(ACRES) = 133.57 AREA- AVERAGED Fm(INCH/HR) - 0.19 PIPE -FLOW VELOCITY(FEET /SEC.) = 19.19 AREA- AVERAGED Fp(INCH /HR) = 0.57 AREA- AVERAGED Ap = 0.33 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 TOTAL AREA(ACRES) - 149.29 PIPE - FLOW(CFS) - 1.78 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 108.00 - 2973.00 FEET. PIPE TRAVEL TIME(MIN.) - 0.02 Tc(MIN.) - 7.99 LONGEST FLOWPATH FROM NODE 109.20 TO NODE 109.00 - 286.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE - 31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE - 1 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) < «« »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< __ ___ - - - - -- -- - - -- - - -- » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< ELEVATION DATA: UPSTREAM(FEET) = 1034.40 DOWNSTREAM(FEET) = 1033.84 =__________________ - - - - -- - FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 TOTAL NUMBER OF STREAMS = 2 DEPTH OF FLOW IN 96.0 INCH PIPE IS 73.9 INCHES CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: PIPE -FLOW VELOCITY(FEET /SEC.) - 8.75 TIME OF CONCENTRATION(MIN.) = 7.99 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES - 1 RAINFALL INTENSITY(INCH/HR) = 4.46 PIPE- FLOW(CFS) - 363.47 AREA - AVERAGED Fm(INCH /HR) = 0.07 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 19.46 AREA - AVERAGED Fp(INCH /HR) - 0.75 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 109.00 - 3253.00 FEET. AREA - AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) - 0.45 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL STREAM AREA(ACRES) 0.45 FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE - 1 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.78 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< ** CONFLUENCE DATA ** _______ -- - -- -- - - -- - -- - STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TOTAL NUMBER OF STREAMS = 2 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 1 294.05 9.81 3.941 0.59( 0.21) 0.35 66.9 108.60 TIME OF CONCENTRATION(MIN.) = 19.46 1 294.14 9.82 3.939 0.59( 0.21) 0.35 66.9 108.40 RAINFALL INTENSITY(INCH /HR) - 2.61 1 295.10 9.91 3.919 0.59( 0.21) 0.35 67.5 106.30 AREA - AVERAGED Fm(INCH/HR) = 0.19 1 298.27 10.18 3.856 0.59( 0.21) 0.35 69.6 101.60 AREA - AVERAGED Fp(INCH /HR) - 0.57 1 304.84 10.74 3.734 0.59( 0.20) 0.35 74.1 103.90 AREA- AVERAGED Ap - 0.33 1 318.25 12.00 3.494 0.59( 0.20) 0.35 83.7 101.40 EFFECTIVE STREAM AREA(ACRES) = 133.57 1 319.01 12.08 3.479 0.59( 0.20) 0.35 84.3 100.30 TOTAL STREAM AREA(ACRES) = 149.29 1 327.72 13.19 3.300 0.59( 0.20) 0.34 92.3 102.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 363.47 1 340.70 15.08 3.045 0.58( 0.20) 0.34 105.3 103.50 1 345.57 15.87 2.954 0.58( 0.20) 0.34 110.6 103.70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 357.05 18.01 2.738 0.57( 0.19) 0.33 124.4 645.00 FLOW PROCESS FROM NODE 109.20 TO NODE 109.10 IS CODE = 21 1 361.86 19.03 2.649 0.57( 0.19) 0.33 131.0 105.50 1 363.47 19.46 2.614 0.57( 0.19) 0.33 133.6 182.00 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< 1 357.24 20.81 2.510 0.57( 0.19) 0.33 137.3 414.00 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 2 1.78 7.99 4.458 0.75( 0.07) 0.10 0.4 109.20 INITIAL SUBAREA FLOW - LENGTH(FEET) - 265.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ELEVATION DATA: UPSTREAM(FEET) = 1050.42 DOWNSTREAM(FEET) = 1048.92 CONFLUENCE FORMULA USED FOR 2 STREAMS. Tc - K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 ** PEAK FLOW RATE TABLE ** SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.973 ' 3 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER * 100 YEAR RAINFALL INTENSITY(INCH/HR) - 4.465 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE SUBAREA Tc AND LOSS RATE DATA(AMC II): 1 274.36 7.99 4.458 0.59( 0.20) 0.35 54.9 109.20 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 2 295.62 9.81 3.941 0.59( 0.20) 0.35 67.3 108.60 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 3 295.71 9.82 3.939 0.59( 0.20) 0.35 67.4 108.40 COMMERCIAL B 0.45 0.75 0.10 56 7.97 4 296.66 9.91 3.919 0.59( 0.20) 0.35 68.0 106.30 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 5 299.81 10.18 3.856 0.59( 0.20) 0.35 70.0 101.60 f i l l t i l t L I I I 1 1 k i k 1 11 1 1 1 1 1 1 1 N 1 as s , _ 0 CREATEDATE 2/3 /2005 11:17 AMC) ❑ FILENAME FONTBULB.RESU 0 PAGE 31 ❑ 0 CREATEDATE 2/3/2005 11:17 AMO 0 FILENAME FONTBULB.RESU 0 PAGE 320 6 306.33 10.74 3.734 0.59( 0.20) 0.35 74.5 103.90 UPSTREAM ELEVATION(FEET) = 1055.92 DOWNSTREAM ELEVATION(FEET) = 1050.67 7 319.64 12.00 3.494 0.59( 0.20) 0.34 84.2 101.40 STREET LENGTH(FEET) = 477.00 CURB HEIGHT(INCHES) = 6.0 8 320.39 12.08 3.479 0.59( 0.20) 0.34 84.8 100.30 STREET HALFWIDTH(FEET) 20.00 9 329.03 13.19 3.300 0.59( 0.20) 0.34 92.7 102.30 10 341.90 15.08 3.045 0.58( 0.20) 0.34 105.8 103.50 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 11 346.74 15.87 2.954 0.58( 0.20) 0.34 111.0 103.70 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 12 358.13 18.01 2.738 0.58( 0.19) 0.33 124.9 645.00 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 13 362.91 19.03 2.649 0.57( 0.19) 0.33 131.5 105.50 14 364.50 19.46 2.614 0.57( 0.19) 0.33 134.0 182.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 15 358.22 20.81 2.510 0.57( 0.19) 0.32 137.8 414.00 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.74 PEAK FLOW RATE(CFS) = 364.50 Tc(MIN.) = 19.46 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: EFFECTIVE AREA(ACRES) = 134.02 AREA - AVERAGED Fm(INCH/HR) = 0.19 STREET FLOW DEPTH(FEET) = 0.36 AREA- AVERAGED Fp(INCH/HR) = 0.57 AREA- AVERAGED Ap = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 11.58 TOTAL AREA(ACRES) = 149.74 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.56 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 109.00 = 3253.00 FEET. PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.92 STREET FLOW TRAVEL TIME(MIN.) = 3.10 Tc(MIN.) = 10.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.792 FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 31 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS »» »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN »» »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< RESIDENTIAL _________ _____ "8 -10 DWELLINGS /ACRE" B 1.80 0.75 0.40 56 ELEVATION DATA: UPSTREAM(FEET) = 1033.84 DOWNSTREAM(FEET) = 1033.74 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 DEPTH OF FLOW IN 96.0 INCH PIPE IS 74.1 INCHES SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 5.66 PIPE -FLOW VELOCITY(FEET /SEC.) = 8.75 EFFECTIVE AREA(ACRES) = 2.03 AREA - AVERAGED Fm(INCH/HR) = 0.31 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.41 PIPE - FLOW(CFS) = 364.50 TOTAL AREA(ACRES) = 2.03 PEAK FLOW RATE(CFS) = 6.37 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 19.55 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 110.00 = 3303.00 FEET. END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.40 ********************************************* * * * * * * * * * ** * * * * * * * * * * * * * * * * * * ** FLOW VELOCITY(FEET /SEC.) = 2.90 DEPTH *VELOCITY(FT *FT /SEC.) = 1.20 FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 10 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 150.20 = 643.00 FEET. » »»MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- - - -- - -- -- - - -- - - -- FLOW PROCESS FROM NODE 150.20 TO NODE 150.00 IS CODE = 31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< FLOW PROCESS FROM NODE 150.60 TO NODE 150.50 IS CODE = 21 » »»USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< » »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ELEVATION DATA: UPSTREAM(FEET) = 1043.25 DOWNSTREAM(FEET) = 1042.19 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 _______ _________ «_____________ __ ____= ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 INITIAL SUBAREA FLOW - LENGTH(FEET) = 166.00 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.8 INCHES ELEVATION DATA: UPSTREAM(FEET) = 1057.80 DOWNSTREAM(FEET) = 1055.92 PIPE -FLOW VELOCITY(FEET /SEC.) = 6.51 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 Tc = K *E(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 PIPE- FLOW(CFS) = 6.37 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.365 3(0.1 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 10.68 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.682 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 150.00 = 728.00 FEET. 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.) FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 RESIDENTIAL "5 -7 DWELLINGS /ACRE" B 0.23 0.75 0.50 56 7.37 »» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 TOTAL NUMBER OF STREAMS = 2 SUBAREA RUNOFF(CFS) = 0.89 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TOTAL AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) = 0.89 TIME OF CONCENTRATION(MIN.) = 10.68 RAINFALL INTENSITY(INCH /HR) 3.75 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AREA-AVERAGED Fm(INCH/HR) = 0.31 FLOW PROCESS FROM NODE 150.50 TO NODE 150.20 IS CODE = 61 AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.41 »» »COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< EFFECTIVE STREAM AREA(ACRES) = 2.03 »»»(STANDARD CURB SECTION USED) ««< TOTAL STREAM AREA(ACRES) = 2.03 ____ ___ __ _= PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.37 1 1 1 1 1 1 ! i L , I i t I i i Ii i ! * i I L II i ® t ■ a s. _ 0 CREATEDATE 2/3 /2005 11:17 AMO O FILENAME FONTBULB.RESO 0 PAGE 330 0 CREATEDATE 2/3 /2005 11:17 AMO 0 FILENAME FONTBULB.RESO 0 PAGE 340 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< FLOW PROCESS FROM NODE 150.40 TO NODE 150.30 IS CODE = 21 »»> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< == »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ELEVATION DATA: UPSTREAM(FEET) = 1044.47 DOWNSTREAM(FEET) = 1042.19 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 - _ _ ---------- _____ ----- _ __ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 INITIAL SUBAREA FLOW- LENGTH(FEET) = 188.00 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES ELEVATION DATA: UPSTREAM(FEET) = 1057.80 DOWNSTREAM(FEET) = 1055.99 PIPE -FLOW VELOCITY(FEET /SEC.) = 8.48 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 35 .1 PIPE - FLOW(CFS) = 5.41 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.997 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 10.65 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.457 LONGEST FLOWPATH FROM NODE 150.40 TO NODE 150.00 - 667.00 FEET. 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.) FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 RESIDENTIAL "5 -7 DWELLINGS /ACRE" B 0.29 0.75 0.50 56 8.00 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 _ _________________________ °______ °° - - -- - - - -- - -- SUBAREA RUNOFF(CFS) = 1.07 TOTAL NUMBER OF STREAMS = 2 TOTAL AREA(ACRES) = 0.29 PEAK FLOW RATE(CFS) = 1.07 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.65 ********************************************* * * * * * * * * * * * * * * * * ** * * * * * * * * * * * ** RAINFALL INTENSITY(INCH /HR) = 3.75 FLOW PROCESS FROM NODE 150.30 TO NODE 150.10 IS CODE = 61 AREA - AVERAGED Fm(INCH/HR) = 0.31 AREA - AVERAGED Fp(INCH/HR) = 0.75 » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««« AREA- AVERAGED Ap = 0.42 » »STANDARD CURB SECTION USED) « «< EFFECTIVE STREAM AREA(ACRES) = 1.73 ____ __ _______ __= TOTAL STREAM AREA(ACRES) = 1.73 UPSTREAM ELEVATION(FEET) = 1055.99 DOWNSTREAM ELEVATION(FEET) = 1050.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.41 STREET LENGTH(FEET) = 399.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 ** CONFLUENCE DATA ** 3 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 15.00 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE INSIDE STREET CROSSFALL(DECIMAL) = 0.020 1 6.37 10.68 3.745 0.75( 0.31) 0.41 2.0 150.60 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 2 5.41 10.65 3.753 0.75( 0.31) 0.42 1.7 150.40 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 CONFLUENCE FORMULA USED FOR 2 STREAMS. * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.33 ** PEAK FLOW RATE TABLE ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER STREET FLOW DEPTH(FEET) = 0.34 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE HALFSTREET FLOOD WIDTH(FEET) = 10.64 1 11.77 10.65 3.753 0.75( 0.31) 0.41 3.8 150.40 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.67 2 11.76 10.68 3.745 0.75( 0.31) 0.41 3.8 150.60 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.90 STREET FLOW TRAVEL TIME(MIN.) = 2.49 Tc(MIN.) = 10.49 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.787 PEAK FLOW RATE(CFS) = 11.77 Tc(MIN.) = 10.65 SUBAREA LOSS RATE DATA(AMC II): EFFECTIVE AREA(ACRES) = 3.75 AREA - AVERAGED Fm(INCH/HR) = 0.31 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.41 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN TOTAL AREA(ACRES) = 3.76 RESIDENTIAL LONGEST FLOWPATH FROM NODE 150.60 TO NODE 150.00 = 728.00 FEET. "8 -10 DWELLINGS /ACRE" B 1.44 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 FLOW PROCESS FROM NODE 150.00 TO NODE 151.00 IS CODE = 31 SUBAREA AREA(ACRES) = 1.44 SUBAREA RUNOFF(CFS) = 4.52 EFFECTIVE AREA(ACRES) = 1.73 AREA - AVERAGED Fm(INCH/HR) = 0.31 »> »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< AREA - AVERAGED Fp(INCH/HR) = 0.75 AREA-AVERAGED Ap = 0.42 » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< TOTAL AREA(ACRES) = 1.73 PEAK FLOW RATE(CFS) = 5.41 - ________- - = = =u= - - -- - -- ELEVATION DATA: UPSTREAM(FEET) = 1042.19 DOWNSTREAM(FEET) - 1040.73 END OF SUBAREA STREET FLOW HYDRAULICS: FLOW LENGTH(FEET) = 365.00 MANNING'S N = 0.013 DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.03 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.3 INCHES FLOW VELOCITY(FEET /SEC.) - 2.98 DEPTH *VELOCITY(FT *FT /SEC.) = 1.15 PIPE -FLOW VELOCITY(FEET /SEC.) = 4.87 LONGEST FLOWPATH FROM NODE 150.40 TO NODE 150.10 = 587.00 FEET. ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 11.77 ********************************************* * * * * * * * * * * * * * ** * * * ** * * * * * * * * * ** PIPE TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 11.90 FLOW PROCESS FROM NODE 150.10 TO NODE 150.00 IS CODE = 31 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 151.00 = 1093.00 FEET. I I I III II II II II I I I III I A II II I I Iii S l i t It ■, E a e. ❑ CREATEDATE 2/3 /2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 350 ❑ CREATEDATE 2/3/2005 11:17 AMO ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 360 DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.09 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW VELOCITY(FEET /SEC.) = 1.91 DEPTH * VELOCITY(FT*FT /SEC.) = 0.70 FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 10 LONGEST FLOWPATH FROM NODE 151.70 TO NODE 151.50 = 600.00 FEET. » »>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< ********************************************* * ** * * * * * * * * * * * * * * * * * * * * * * * * * * ** _ _ _______ - - ` - FLOW PROCESS FROM NODE 151.50 TO NODE 151.10 IS CODE = 61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< FLOW PROCESS FROM NODE 151.70 TO NODE 151.60 IS CODE = 21 »»>(STANDARD CURB SECTION USED) ««< = » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< UPSTREAM ELEVATION(FEET) = = = 1050.14 DOWNSTREAM ELEVATION(FEET) = 1049.60 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 6.0 ___ _ °_ ______ ___ _= STREET HALFWIDTH(FEET) = 20.00 INITIAL SUBAREA FLOW- LENGTH(FEET) 125.00 ELEVATION DATA: UPSTREAM(FEET) = 1054.90 DOWNSTREAM(FEET) = 1052.90 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 QQ . INSIDE STREET CROSSFALL(DECIMAL) = 0.020 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] * *0.2D OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.136 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.224 ' SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 SUBAREA Tc AND LOSS RATE DATA(AMC II): Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.67 RESIDENTIAL STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: "5 -7 DWELLINGS /ACRE" B 0.14 0.75 0.50 56 6.14 STREET FLOW DEPTH(FEET) = 0.38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 HALFSTREET FLOOD WIDTH(FEET) = 12.88 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.31 SUBAREA RUNOFF(CFS) = 0.61 PRODUCT OF DEPTH & VELOCITY(FT*FT /SEC.) = 0.50 TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.61 STREET FLOW TRAVEL TIME(MIN.) = 2.67 Tc(MIN.) = 13.44 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.263 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SUBAREA LOSS RATE DATA(AMC II): FLOW PROCESS FROM NODE 151.60 TO NODE 151.50 IS CODE = 61 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< RESIDENTIAL » »>(STANDARD CURB SECTION USED) ««< "5 -7 DWELLINGS /ACRE" B 1.27 0.75 0.50 56 - - -- - -- - - - - -- - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 UPSTREAM ELEVATION(FEET) = 1052.90 DOWNSTREAM ELEVATION(FEET) = 1050.14 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 STREET LENGTH(FEET) = 475.00 CURB HEIGHT(INCHES) = 6.0 SUBAREA AREA(ACRES) = 1.27 SUBAREA RUNOFF(CFS) = 3.30 STREET HALFWIDTH(FEET) = 20.00 EFFECTIVE AREA(ACRES) = 2.25 AREA- AVERAGED Fm(INCH/HR) = 0.35 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.46 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 TOTAL AREA(ACRES) = 2.25 PEAK FLOW RATE(CFS) = 5.91 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.18 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 FLOW VELOCITY(FEET /SEC.) = 1.39 DEPTH *VELOCITY(FT *FT /SEC.) = 0.57 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 LONGEST FLOWPATH FROM NODE 151.70 TO NODE 151.10 = 810.00 FEET. i i * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: FLOW PROCESS FROM NODE 151.10 TO NODE 151.10 IS CODE = 1 STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.06 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.71 =_ ____________________________ _ PRODUCT OF DEPTH & VELOCITY(FT*FT /SEC.) = 0.56 TOTAL NUMBER OF STREAMS = 2 STREET FLOW TRAVEL TIME(MIN.) = 4.64 Tc(MIN.) = 10.78 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.726 TIME OF CONCENTRATION(MIN.) = 13.44 SUBAREA LOSS RATE DATA(AMC II): RAINFALL INTENSITY(INCH /HR) - 3.26 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS AREA - AVERAGED Fp(INCH/HR) = 0.35 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN AREA- AVERAGED Fp(INCH/HR) = 0.75 RESIDENTIAL AREA- AVERAGED Ap = 0.46 "8 -10 DWELLINGS /ACRE" B 0.84 0.75 0.40 56 EFFECTIVE STREAM AREA(ACRES) = 2.25 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 TOTAL STREAM AREA(ACRES) = 2.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.91 SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 2.59 EFFECTIVE AREA(ACRES) - 0.98 AREA - AVERAGED Fm(INCH/HR) = 0.31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.41 FLOW PROCESS FROM NODE 151.40 TO NODE 151.30 IS CODE = 21 TOTAL AREA(ACRES) = 0.98 PEAK FLOW RATE(CFS) - 3.01 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< END OF SUBAREA STREET FLOW HYDRAULICS: »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 1 1 1 1 1 1 1 1 i 1 1 1 1 l 1 1 1 1 1 11 1 1 1 1 1 1 1 lkil II II 1. 11 1 11 t I ❑ CREATEDATE 2/3/2005 11:17 AMC) ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 370 ❑ CREATEDATE 2/3 /2005 11:17 AMO ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 380 STREET HALFWIDTH(FEET) = 20.00 INITIAL SUBAREA FLOW- LENGTH(FEET) = 125.00 ELEVATION DATA: UPSTREAM(FEET) = 1054.90 DOWNSTREAM(FEET) = 1053.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 33 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.199 38. Z * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.192 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 SUBAREA Tc AND LOSS RATE DATA(AMC II): Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.40 RESIDENTIAL STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: "5 -7 DWELLINGS /ACRE" B 0.14 0.75 0.50 56 6.20 STREET FLOW DEPTH(FEET) = 0.42 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 HALFSTREET FLOOD WIDTH(FEET) = 14.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.67 SUBAREA RUNOFF(CFS) = 0.61 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.70 TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.61 STREET FLOW TRAVEL TIME(MIN.) = 3.44 Tc(MIN.) = 12.87 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.350 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SUBAREA LOSS RATE DATA(AMC II): FLOW PROCESS FROM NODE 151.30 TO NODE 151.20 IS CODE = 61 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< RESIDENTIAL » »>(STANDARD CURB SECTION USED) ««< "8 -10 DWELLINGS /ACRE" B 2.50 0.75 0.40 56 ___ _ _ _ _______ _____ ---------- _______________ SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 UPSTREAM ELEVATION(FEET) = 1053.00 DOWNSTREAM ELEVATION(FEET) = 1050.85 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 STREET LENGTH(FEET) = 355.00 CURB HEIGHT(INCHES) = 6.0 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 6.86 STREET HALFWIDTH(FEET) = 20.00 EFFECTIVE AREA(ACRES) = 3.68 AREA - AVERAGED Fm(INCH/HR) = 0.30 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.40 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 3 g i 1 TOTAL AREA(ACRES) = 3.68 PEAK FLOW RATE(CFS) = 10.09 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.35 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 FLOW VELOCITY(FEET /SEC.) = 1.81 DEPTH *VELOCITY(FT *FT /SEC.) = 0.82 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 LONGEST FLOWPATH FROM NODE 151.40 TO NODE 151.10 = 825.00 FEET. * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.37 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: FLOW PROCESS FROM NODE 151.10 TO NODE 151.10 IS CODE = 1 STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.86 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.83 »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< PRODUCT OF DEPTH & VELOCITY(FT*FT /SEC.) = 0.63 =________ _______________________________ _ --------- _---- --- STREET FLOW TRAVEL TIME(MIN.) = 3.23 Tc(MIN.) = 9.43 TOTAL NUMBER OF STREAMS = 2 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.036 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: SUBAREA LOSS RATE DATA(AMC II): TIME OF CONCENTRATION(MIN.) = 12.87 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS RAINFALL INTENSITY(INCH /HR) = 3.35 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN AREA - AVERAGED Fm(INCH /HR) = 0.30 RESIDENTIAL AREA - AVERAGED Fp(INCH /HR) = 0.75 "8 -10 DWELLINGS /ACRE" B 1.04 0.75 0.40 56 AREA- AVERAGED Ap = 0.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 EFFECTIVE STREAM AREA(ACRES) = 3.68 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 TOTAL STREAM AREA(ACRES) = 3.68 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 3.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.09 EFFECTIVE AREA(ACRES) = 1.18 AREA - AVERAGED Fm(INCH/HR) = 0.31 AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.41 ** CONFLUENCE DATA ** TOTAL AREA(ACRES) = 1.18 PEAK FLOW RATE(CFS) = 3.96 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE END OF SUBAREA STREET FLOW HYDRAULICS: 1 5.91 13.44 3.263 0.75( 0.35) 0.46 2.2 151.70 DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.39 2 10.09 12.87 3.350 0.75( 0.30) 0.40 3.7 151.40 FLOW VELOCITY(FEET /SEC.) = 2.07 DEPTH *VELOCITY(FT *FT /SEC.) = 0.82 LONGEST FLOWPATH FROM NODE 151.40 TO NODE 151.20 = 480.00 FEET. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 151.20 TO NODE 151.10 IS CODE = 61 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER »»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE » » >(STANDARD CURB SECTION USED) ««< 1 15.92 12.87 3.350 0.75( 0.32) 0.43 5.8 151.40 = = =a = _=== = =r = == ___= 2 15.71 13.44 3.263 0.75( 0.32) 0.43 5.9 151.70 UPSTREAM ELEVATION(FEET) = 1050.85 DOWNSTREAM ELEVATION(FEET) = 1049.60 STREET LENGTH(FEET) = 345.00 CURB HEIGHT(INCHES) = 6.0 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 1 I ti ! I L I 1 I L 1 I 1 t 1 III ii 11 1 s II A i I i i RI I l i I A I I ❑ CREATEDATE 2/3/2005 11:17 AMID ❑ FILENAME FONTBULB.RESD ❑ PAGE 390 ❑ CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 400 PEAK FLOW RATE(CFS) = 15.92 Tc(MIN.) = 12.87 » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< EFFECTIVE AREA(ACRES) = 5.83 AREA - AVERAGED Fp(INCH/HR) = 0.32 = ________ ____ _ AREA- AVERAGED Fp(INCH /HR) = 0,75 AREA- AVERAGED Ap = 0.43 ELEVATION DATA UPSTREAM(FEET) = 1040.73 DOWNSTREAM(FEET) = 1039.45 TOTAL AREA(ACRES) = 5.93 FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.013 LONGEST FLOWPATH FROM NODE 151.40 TO NODE 151.10 = 825.00 FEET. DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.01 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 FLOW PROCESS FROM NODE 151.10 TO NODE 151.00 IS CODE = 31 PIPE - FLOW(CFS) = 27.26 PIPE TRAVEL TIME(MIN.) = 0.89 Tc(MIN.) = 12.82 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< LONGEST FLOWPATH FROM NODE 150.60 TO NODE 152.00 = 1413.00 FEET. » »> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ____ ________ ___- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ELEVATION DATA: UPSTREAM(FEET) = 1041.40 DOWNSTREAM(FEET) = 1040.73 FLOW PROCESS FROM NODE 152.00 TO NODE 152.00 IS CODE = 1 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.0 INCHES »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< PIPE -FLOW VELOCITY(FEET /SEC.) = 10.13 - ________ _ ____ _ _ ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 TOTAL NUMBER OF STREAMS = 3 PIPE - FLOW(CFS) = 15.92 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 12.92 TIME OF CONCENTRATION(MIN.) = 12.82 LONGEST FLOWPATH FROM NODE 151.40 TO NODE 151.00 = 855.00 FEET. RAINFALL INTENSITY(INCH/HR) = 3.36 AREA - AVERAGED Fp(INCH/HR) = 0.31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AREA- AVERAGED Fp(INCH/HR) = 0.75 FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 11 AREA - AVERAGED Ap = 0.42 EFFECTIVE STREAM AREA(ACRES) = 9.15 » »> CONFLUENCE MEMORY BANK # 3 WITH THE MAIN- STREAM MEMORY««< TOTAL STREAM AREA(ACRES) = 9.69 _ _ ____ = PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.26 ** MAIN STREAM CONFLUENCE DATA ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER FLOW PROCESS FROM NODE 152.40 TO NODE 152.30 IS CODE = 21 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 15.92 12.92 3.342 0.75( 0.32) 0.43 5.8 151.40 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< 2 15.71 13.49 3.256 0.75( 0.32) 0.43 5.9 151.70 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« LONGEST FLOWPATH FROM NODE 151.40 TO NODE 151.00 = 855.00 FEET. _ ____ - -____ _ INITIAL SUBAREA FLOW- LENGTH(FEET) = 144.00 ** MEMORY BANK # 3 CONFLUENCE DATA ** ELEVATION DATA: UPSTREAM(FEET) = 1054.40 DOWNSTREAM(FEET) = 1052.27 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 1 11.77 11.90 3.511 0.75( 0.31) 0.41 3.8 150.40 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.596 0 2 11.76 11.94 3.505 0.75( 0.31) 0.41 3.8 150.60 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.002 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 151.00 = 1093.00 FEET. SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc ** PEAK FLOW RATE TABLE ** LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER RESIDENTIAL NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE "5 -7 DWELLINGS /ACRE" B 0.19 0.75 0.50 56 6.60 1 27.25 11.90 3.511 0.75( 0.31) 0.42 9.1 150.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 2 27.26 11.94 3.505 0.75( 0.31) 0.42 9.2 150.60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 3 27.08 12.92 3.342 0.75( 0.31) 0.42 9.6 151.40 SUBAREA RUNOFF(CFS) = 0.79 4 26.56 13.49 3.256 0.75( 0.32) 0.42 9.7 151.70 TOTAL AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) = 0.79 TOTAL AREA(ACRES) = 9.69 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: FLOW PROCESS FROM NODE 152.30 TO NODE 152.20 IS CODE = 61 PEAK FLOW RATE(CFS) = 27.26 Tc(MIN.) = 11.936 EFFECTIVE AREA(ACRES) = 9.15 AREA - AVERAGED Fm(INCH/HR) = 0.31 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.42 » »>(STANDARD CURB SECTION USED)««< TOTALAREA(ACRES) = 9.69 =________________ __ ____ LONGEST FLOWPATH FROM NODE 150.60 TO NODE 151.00 = 1093.00 FEET. UPSTREAM ELEVATION(FEET) = 1052.27 DOWNSTREAM ELEVATION(FEET) = 1049.11 STREET LENGTH(FEET) = 485.00 CURB HEIGHT(INCHES) = 6.0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** STREET HALFWIDTH(FEET) = 20.00 FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 12 1 /l DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 V »»>CLEAR MEMORY BANK # 3 ««< INSIDE STREET CROSSFALL(DECIMAL) = 0.020 _ ____ _ = OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 FLOW PROCESS FROM NODE 151.00 TO NODE 152.00 IS CODE = 31 Manning's FRICTION FACTOR for Streetfiow Section(curb -to -curb) = 0.0150 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.62 1 i l i I I i I i * i i i i i t i i i i L i l i it I A I i II i I i It i i i r i 0 CREATEDATE 2/3 /2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 41 ❑ ❑ CREATEDATE 2/3 /2005 11:17 AM] ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 420 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.907 STREET FLOW DEPTH(FEET) = 0.38 SUBAREA Tc AND LOSS RATE DATA(AMC II): HALFSTREET FLOOD WIDTH(FEET) = 12.74 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.08 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.79 COMMERCIAL B 0.05 0.75 0.10 56 5.00 STREET FLOW TRAVEL TIME(MIN.) = 3.88 Tc(MIN.) = 10.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.789 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA LOSS RATE DATA(AMC II): SUBAREA RUNOFF(CFS) = 0.26 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TOTAL AREA(ACRES) = 0.05 PEAK FLOW RATE(CFS) = 0.26 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ********************************************* * * * * * * * ** * * * * * * * * * * * * * * * * * * * * ** "8 -10 DWELLINGS /ACRE" B 1.78 0.75 0.40 56 FLOW PROCESS FROM NODE 152.20 TO NODE 152.10 IS CODE = 61 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< SUBAREA AREA(ACRES) = 1.78 SUBAREA RUNOFF(CFS) = 5.59 »»>(STANDARD CURB SECTION USED) ««< EFFECTIVE AREA(ACRES) = 1.97 AREA - AVERAGED Fm(INCH /HR) = 0.31 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.41 UPSTREAM ELEVATION(FEET) = 1050.05 DOWNSTREAM ELEVATION(FEET) = 1049.11 TOTAL AREA(ACRES) = 1.97 PEAK FLOW RATE(CFS) = 6.17 STREET LENGTH(FEET) = 101.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.77 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 [� FLOW VELOCITY(FEET /SEC.) = 2.37 DEPTH * VELOCITY(FT*FT /SEC.) = 1.05 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 J LONGEST FLOWPATH FROM NODE 152.40 TO NODE 152.20 = 629.00 FEET. OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 FLOW PROCESS FROM NODE 152.20 TO NODE 152.00 IS CODE = 31 Manning's FRICTION FACTOR for Streetfiow Section(curb -to -curb) = 0.0150 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.71 » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: a x = _ _ ____= STREET FLOW DEPTH(FEET) = 0.24 ELEVATION DATA: UPSTREAM(FEET) = 1040.62 DOWNSTREAM(FEET) = 1039.45 HALFSTREET FLOOD WIDTH(FEET) = 5.51 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.013 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.68 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.40 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES STREET FLOW TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 6.00 PIPE -FLOW VELOCITY(FEET /SEC.) = 9.52 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.294 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 SUBAREA LOSS RATE DATA(AMC II): PIPE- FLOW(CFS) = 6.17 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 10.54 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN LONGEST FLOWPATH FROM NODE 152.40 TO NODE 152.00 = 662.00 FEET. COMMERCIAL B 0.19 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 FLOW PROCESS FROM NODE 152.00 TO NODE 152.00 IS CODE = 1 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.89 EFFECTIVE AREA(ACRES) = 0.24 AREA - AVERAGED Fm(INCH /HR) = 0.07 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.10 __= TOTAL AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) = 1.13 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: END OF SUBAREA STREET FLOW HYDRAULICS: TIME OF CONCENTRATION(MIN.) = 10.54 DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.03 RAINFALL INTENSITY(INCH /HR) = 3.78 FLOW VELOCITY(FEET /SEC.) = 1.84 DEPTH *VELOCITY(FT *FT /SEC.) = 0.49 AREA - AVERAGED Fm(INCH/HR) = 0.31 LONGEST FLOWPATH FROM NODE 152.60 TO NODE 152.10 = 131.00 FEET. AREA - AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** EFFECTIVE STREAM AREA(ACRES) = 1.97 FLOW PROCESS FROM NODE 152.10 TO NODE 152.00 IS CODE = 31 TOTAL STREAM AREA(ACRES) = 1.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.17 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** -- = =a -x -=a = = = -- FLOW PROCESS FROM NODE 152.60 TO NODE 152.50 IS CODE = 21 ELEVATION DATA: UPSTREAM(FEET) = 1042.78 DOWNSTREAM(FEET) = 1039.45 s FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 , » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« .< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.1 INCHES i = _ = x =_ °_ - -_ ___= PIPE -FLOW VELOCITY(FEET /SEC.) = 10.07 INITIAL SUBAREA FLOW- LENGTH(FEET) = 30.00 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 ELEVATION DATA: UPSTREAM(FEET) = 1050.35 DOWNSTREAM(FEET) = 1050.05 PIPE- FLOW(CFS) = 1.13 ////�� PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 6.03 i Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 3 q i 1 LONGEST FLOWPATH FROM NODE 152.60 TO NODE 152.00 = 151.00 FEET. SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 I I 1 1 1 t 1 t i t i 1 i 1 i I i 11 11 11 1 ii 1 11 1 l 1 1l 1 a 1 1 1 a 1 11 ❑ CREATEDATE 2/3/2005 11:17 AMU ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 43❑ ❑ CREATEDATE 2/3 /2005 11:17 AMO ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 440 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 152.00 TO NODE 152.00 IS CODE = 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 118.60 TO NODE 118.50 IS CODE = 21 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< » METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TOTAL NUMBER OF STREAMS = 3 == _= _= __ = == ---- - -- - - - -- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: INITIAL SUBAREA FLOW - LENGTH(FEET) = 58.00 TIME OF CONCENTRATION(MIN.) = 6.03 ELEVATION DATA: UPSTREAM(FEET) = 1050.20 DOWNSTREAM(FEET) = 1049.97 RAINFALL INTENSITY(INCH /HR) = 5.28 AREA- AVERAGED Fm(INCH/HR) = 0.07 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 50 AREA - AVERAGED Fp(INCH/HR) = 0.75 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 , AREA- AVERAGED Ap = 0.10 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.907 EFFECTIVE STREAM AREA(ACRES) = 0.24 SUBAREA Tc AND LOSS RATE DATA(AMC II): TOTAL STREAM AREA(ACRES) = 0.24 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.13 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.05 0.75 0.10 56 5.00 ** CONFLUENCE DATA ** SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE SUBAREA RUNOFF(CFS) = 0.26 1 27.25 12.79 3.363 0.75( 0.31) 0.42 9.1 150.40 TOTAL AREA(ACRES) = 0.05 PEAK FLOW RATE(CFS) = 0.26 1 27.26 12.82 3.357 0.75( 0.31) 0.42 9.2 150.60 1 27.08 13.81 3.211 0.75( 0.31) 0.42 9.6 151.40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 26.56 14.38 3.133 0.75( 0.32) 0.42 9.7 151.70 FLOW PROCESS FROM NODE 118.50 TO NODE 118.10 IS CODE = 61 2 6.17 10.54 3.777 0.75( 0.31) 0.41 2.0 152.40 3 1.13 6.03 5.277 0.75( 0.07) 0.10 0.2 152.60 »»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >(STANDARD CURB SECTION USED) « «< RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO - -- - CONFLUENCE FORMULA USED FOR 3 STREAMS. UPSTREAM ELEVATION(FEET) = 1049.97 DOWNSTREAM ELEVATION(FEET) = 1049.15 STREET LENGTH(FEET) = 101.00 CURB HEIGHT(INCHES) = 6.0 ** PEAK FLOW RATE TABLE ** STREET HALFWIDTH(FEET) = 20.00 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER ,c NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 0 1 27.13 6.03 5.277 0.75( 0.30) 0.40 5.7 152.60 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 2 32.48 10.54 3.777 0.75( 0.31) 0.41 9.7 152.40 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 3 33.40 12.79 3.363 0.75( 0.31) 0.41 11.3 150.40 4 33.40 12.82 3.357 0.75( 0.31) 0.41 11.4 150.60 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 5 32.93 13.81 3.211 0.75( 0.31) 0.41 11.8 151.40 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 6 32.26 14.38 3.133 0.75( 0.31) 0.41 11.9 151.70 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.71 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: PEAK FLOW RATE(CFS) = 33.40 Tc(MIN.) = 12.82 STREET FLOW DEPTH(FEET) = 0.24 EFFECTIVE AREA(ACRES) = 11.36 AREA - AVERAGED Fm(INCH/HR) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 5.73 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.41 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.58 TOTAL AREA(ACRES) = 11.90 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.38 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 152.00 = 1413.00 FEET. STREET FLOW TRAVEL TIME(MIN.) = 1.06 Tc(MIN.) = 6.06 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.262 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SUBAREA LOSS RATE DATA(AMC II): FLOW PROCESS FROM NODE 152.00 TO NODE 119.00 IS CODE = 31 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< COMMERCIAL B 0.19 0.75 0.10 56 » USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««< SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 ELEVATION DATA: UPSTREAM(FEET) = 1039.45 DOWNSTREAM(FEET) = 1039.22 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.89 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 EFFECTIVE AREA(ACRES) = 0.24 AREA - AVERAGED Fp(INCH/HR) = 0.07 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.4 INCHES AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 PIPE -FLOW VELOCITY(FEET /SEC.) = 6.02 TOTAL AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) = 1.12 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 r PIPE- FLOW(CFS) = 33.40 END OF SUBAREA STREET FLOW HYDRAULICS: ) PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 13.00 DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.25 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 119.00 = 1478.00 FEET. FLOW VELOCITY(FEET /SEC.) = 1.74 DEPTH *VELOCITY(FT *FT /SEC.) = 0.47 LONGEST FLOWPATH FROM NODE 118.60 TO NODE 118.10 = 159.00 FEET. FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 10 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 118.10 TO NODE 118.00 IS CODE = 31 » »>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< » » > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< I i i t a f1 1 1 1 1 1 I i I i 1 1 I i I a Ili r I a . 1 1 I I II II I i I/ kJ ❑ CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 45❑ ❑ CREATEDATE 2/3 /2005 11:17 AMU ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 46❑ » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< - »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ELEVATION DATA: UPSTREAM(FEET) = 1041.32 DOWNSTREAM(FEET) = 1041.10 » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< FLOW LENGTH(FEET) = 26.00 MANNING'S N = 0.013 =__ ___ ______ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 TOTAL NUMBER OF STREAMS = 2 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: PIPE -FLOW VELOCITY(FEET /SEC.) = 3.51 TIME OF CONCENTRATION(MIN.) = 5.31 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 RAINFALL INTENSITY(INCH/HR) = 5.70 PIPE - FLOW(CFS) = 1.12 AREA - AVERAGED Fm(INCH/HR) = 0.07 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 6.19 AREA- AVERAGED Fp(INCH/HR) = 0.75 LONGEST FLOWPATH FROM NODE 118.60 TO NODE 118.00 = 185.00 FEET. AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.26 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL STREAM AREA(ACRES) = 0.26 FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE = 1 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.33 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TOTAL NUMBER OF STREAMS = 2 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 1 1.12 6.19 5.199 0.75( 0.07) 0.10 0.2 118.60 TIME OF CONCENTRATION(MIN.) = 6.19 2 1.33 5.31 5.699 0.75( 0.07) 0.10 0.3 118.30 RAINFALL INTENSITY(INCH /HR) = 5.20 AREA - AVERAGED Fm(INCH/HR) = 0.07 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO AREA - AVERAGED Fm(INCH/HR) = 0.75 CONFLUENCE FORMULA USED FOR 2 STREAMS. AREA - AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.24 ** PEAK FLOW RATE TABLE ** TOTAL STREAM AREA(ACRES) = 0.24 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.12 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 2.38 5.31 5.699 0.75( 0.07) 0.10 0.5 118.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 2 2.33 6.19 5.199 0.75( 0.07) 0.10 0.5 118.60 FLOW PROCESS FROM NODE 118.30 TO NODE 118.20 IS CODE = 21 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< PEAK FLOW RATE(CFS) = 2.38 Tc(MIN.) = 5.31 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« EFFECTIVE AREA(ACRES) = 0.47 AREA- AVERAGED Fm(INCH /HR) = 0.07 AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.10 INITIAL SUBAREA FLOW- LENGTH(FEET) = 165.00 TOTAL AREA(ACRES) = 0.50 ELEVATION DATA: UPSTREAM(FEET) = 1451.79 DOWNSTREAM(FEET) = 1448.84 LONGEST FLOWPATH FROM NODE 118.30 TO NODE 118.00 = 198.00 FEET. Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.241 s I FLOW PROCESS FROM NODE 118.00 TO NODE 119.00 IS CODE = 31 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.743 SUBAREA Tc AND LOSS RATE DATA(AMC II): » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.26 0.75 0.10 56 5.24 ELEVATION DATA: UPSTREAM(FEET) = 1041.10 DOWNSTREAM(FEET) = 1039.22 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 SUBAREA RUNOFF(CFS) = 1.33 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES TOTAL AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) = 1.33 PIPE -FLOW VELOCITY(FEET /SEC.) = 4.97 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PIPE-FLOW(CFS) = 2.38 FLOW PROCESS FROM NODE 118.20 TO NODE 118.00 IS CODE = 31 PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 5.83 LONGEST FLOWPATH FROM NODE 118.30 TO NODE 119.00 = 353.00 FEET. » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** = FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 11 ELEVATION DATA: UPSTREAM(FEET) = 1043.82 DOWNSTREAM(FEET) = 1041.10 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.013 » »> CONFLUENCE MEMORY BANK # 3 WITH THE MAIN- STREAM MEMORY« «< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 = _ °___ DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.24 ** MAIN STREAM CONFLUENCE DATA ** ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER I PIPE- FLOW(CFS) = 1.33 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 5.31 1 2.38 5.83 5.388 0.75( 0.07) 0.10 0.5 118.30 LONGEST FLOWPATH FROM NODE 118.30 TO NODE 118.00 = 198.00 FEET. 2 2.33 6.71 4.951 0.75( 0.07) 0.10 0.5 118.60 LONGEST FLOWPATH FROM NODE 118.30 TO NODE 119.00 = 353.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE = 1 ** MEMORY BANK # 3 CONFLUENCE DATA ** 1 i $ i I I 1 $ 1 t i i i t i ' i 1 t L i II t i hi h . i it 1 1 Ili hi I i i ❑ CREATEDATE 2/3 /2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 47❑ ❑ CREATEDATE 2/3 /2005 11:17 AM ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 48❑ STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW PROCESS FROM NODE 117.30 TO NODE 117.20 IS CODE = 21 1 27.13 6.22 5.179 0.75( 0.30) 0.40 5.7 152.60 2 32.48 10.72 3.738 0.75( 0.31) 0.41 9.7 152.40 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< 3 33.40 12.97 3.335 0.75( 0.31) 0.41 11.3 150.40 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 4 33.40 13.00 3.329 0.75( 0.31) 0.41 11.4 150.60 =_____________ _ 5 32.93 13.99 3.186 0.75( 0.31) 0.41 11.8 151.40 INITIAL SUBAREA FLOW- LENGTH(FEET) = 255.00 6 32.26 14.56 3.110 0.75( 0.31) 0.41 11.9 151.70 ELEVATION DATA: UPSTREAM(FEET) = 1050.42 DOWNSTREAM(FEET) = 1048.54 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 119.00 = 1478.00 FEET. Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 ** PEAK FLOW RATE TABLE ** SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.447 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.651 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE SUBAREA Tc AND LOSS RATE DATA(AMC II): 1 28.87 5.83 5.388 0.75( 0.28) 0.38 5.8 118.30 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 2 29.48 6.22 5.179 0.75( 0.29) 0.38 6.2 152.60 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 3 30.03 6.71 4.951 0.75( 0.29) 0.38 6.6 118.60 COMMERCIAL B 0.45 0.75 0.10 56 7.45 4 34.23 10.72 3.738 0.75( 0.30) 0.40 10.2 152.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 5 34.96 12.97 3.335 0.75( 0.30) 0.40 11.8 150.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 6 34.95 13.00 3.329 0.75( 0.30) 0.40 11.9 150.60 SUBAREA RUNOFF(CFS) = 1.85 7 34.42 13.99 3.186 0.75( 0.30) 0.40 12.3 151.40 TOTAL AREA(ACRES) = 0.45 PEAK FLOW RATE(CFS) = 1.85 8 33.71 14.56 3.110 0.75( 0.30) 0.40 12.4 151.70 TOTAL AREA(ACRES) = 12.40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 117.20 TO NODE 117.00 IS CODE = 31 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 34.96 Tc(MIN.) = 12.967 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< EFFECTIVE AREA(ACRES) - 11.84 AREA - AVERAGED Fm(INCH /HR) = 0.30 »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< AREA - AVERAGED Fp(INCH/HR) = 0.75 AREA - AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 12.40 ELEVATION DATA: UPSTREAM(FEET) = 1039.92 DOWNSTREAM(FEET) = 1038.13 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 119.00 = 1478.00 FEET. FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 12 PIPE -FLOW VELOCITY(FEET /SEC.) = 7.87 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 » »>CLEAR MEMORY BANK # 3 ««< PIPE - FLOW(CFS) = 1.85 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 7.52 LONGEST FLOWPATH FROM NODE 117.30 TO NODE 117.00 = 288.00 FEET. ********************************************* * * * * * * * * ** * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 119.00 TO NODE 117.00 IS CODE = 31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 117.00 TO NODE 117.00 IS CODE = 1 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< ELEVATION DATA: UPSTREAM(FEET) = 1039.22 DOWNSTREAM(FEET) = 1038.13 TOTAL NUMBER OF STREAMS = 3 FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.1 INCHES TIME OF CONCENTRATION(MIN.) = 7.52 PIPE -FLOW VELOCITY(FEET /SEC.) = 6.36 RAINFALL INTENSITY(INCH /HR) = 4.63 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 AREA - AVERAGED Fm(INCH /HR) = 0.07 PIPE- FLOW(CFS) = 34.96 AREA- AVERAGED Fp(INCH /HR) = 0.75 PIPE TRAVEL TIME)MIN.) = 0.72 Tc(MIN.) = 13.69 AREA- AVERAGED Ap = 0.10 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 117.00 = 1753.00 FEET. EFFECTIVE STREAM AREA(ACRES) = 0.45 TOTAL STREAM AREA(ACRES) = 0.45 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.85 FLOW PROCESS FROM NODE 117.00 TO NODE 117.00 IS CODE = 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< FLOW PROCESS FROM NODE 117.60 TO NODE 117.10 IS CODE = 21 TOTAL NUMBER OF STREAMS = 3 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TIME OF CONCENTRATION(MIN.) = 13.69 -- - - -- - -- RAINFALL INTENSITY(INCH /HR) = 3.23 INITIAL SUBAREA FLOW - LENGTH(FEET) = 240.00 AREA - AVERAGED Fm(INCH/HR) = 0.30 ELEVATION DATA: UPSTREAM(FEET) = 1050.42 DOWNSTREAM(FEET) = 1048.75 I AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.40 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 EFFECTIVE STREAM AREA(ACRES) = 11.84 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.353 33.2 i TOTAL STREAM AREA(ACRES) = 12.40 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.687 PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.96 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc II $ i k t II II 1 i I I ! 1 1 1 ii II I i 1 1 I 1 1 i AI ii 11 kit ❑ CREATEDATE 2/3 /2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 490 ❑ CREATEDATE 2/3 /2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 500 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 8 37.68 13.72 3.223 0.75( 0.28) 0.38 12.8 150.60 COMMERCIAL B 0.51 0.75 0.10 56 7.35 9 37.03 14.71 3.092 0.75( 0.28) 0.38 13.3 151.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 10 36.26 15.29 3.021 0.75( 0.28) 0.38 13.4 151.70 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.12 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: TOTAL AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) = 2.12 PEAK FLOW RATE(CFS) = 37.69 Tc(MIN.) = 13.69 EFFECTIVE AREA(ACRES) = 12.80 AREA- AVERAGED Fm(INCH /HR) = 0.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.38 FLOW PROCESS FROM NODE 117.10 TO NODE 117.00 IS CODE = 31 TOTAL AREA(ACRES) = 13.36 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 117.00 = 1753.00 FEET. » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - - - - - - -- FLOW PROCESS FROM NODE 117.00 TO NODE 110.00 IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = 1042.92 DOWNSTREAM(FEET) = 1038.13 FLOW LENGTH(FEET) = 22.00 MANNING'S N = 0.013 » COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 » COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.6 INCHES _ _______ _ _ ____ PIPE -FLOW VELOCITY(FEET /SEC.) = 13.33 ELEVATION DATA: UPSTREAM(FEET) = 1038.13 DOWNSTREAM(FEET) = 1033.74 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 FLOW LENGTH(FEET) = 470.00 MANNING'S N = 0.013 PIPE - FLOW(CFS) = 2.12 DEPTH OF FLOW IN 33.0 INCH PIPE IS 21.9 INCHES PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.38 PIPE -FLOW VELOCITY(FEET /SEC.) = 9.02 LONGEST FLOWPATH FROM NODE 117.60 TO NODE 117.00 = 262.00 FEET. ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 37.69 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PIPE TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = 14.56 FLOW PROCESS FROM NODE 117.00 TO NODE 117.00 IS CODE = 1 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 110.00 = 2223.00 FEET. » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 11 TOTAL NUMBER OF STREAMS = 3 » » > CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: ======_====----------------- TIME OF CONCENTRATION(MIN.) = 7.38 RAINFALL INTENSITY(INCH /HR) = 4.68 ** MAIN STREAM CONFLUENCE DATA ** AREA - AVERAGED Fm(INCH /HR) = 0.07 STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER AREA - AVERAGED Fp(INCH /HR) = 0.75 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE AREA- AVERAGED Ap = 0.10 1 32.65 7.50 4.633 0.75( 0.26) 0.34 6.6 118.30 EFFECTIVE STREAM AREA(ACRES) = 0.51 2 33.36 7.89 4.493 0.75( 0.26) 0.35 7.1 152.60 TOTAL STREAM AREA(ACRES) = 0.51 3 33.89 8.28 4.363 0.75( 0.26) 0.35 7.5 117.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.12 4 33.98 8.37 4.336 0.75( 0.26) 0.35 7.6 118.60 5 34.03 8.42 4.321 0.75( 0.26) 0.35 7.6 117.30 ** CONFLUENCE DATA ** 6 37.28 12.34 3.435 0.75( 0.28) 0.37 11.2 152.40 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 7 37.69 14.56 3.111 0.75( 0.28) 0.38 12.8 150.40 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 8 37.68 14.59 3.106 0.75( 0.28) 0.38 12.8 150.60 1 28.87 6.59 5.006 0.75( 0.28) 0.38 5.8 118.30 9 37.03 15.61 2.984 0.75( 0.28) 0.38 13.3 151.40 1 29.48 6.98 4.834 0.75( 0.29) 0.38 6.2 152.60 10 36.26 16.19 2.919 0.75( 0.28) 0.38 13.4 151.70 1 30.03 7.47 4.643 0.75( 0.29) 0.38 6.6 118.60 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 110.00 = 2223.00 FEET. 1 34.23 11.44 3.595 0.75( 0.30) 0.40 10.2 152.40 1 34.96 13.69 3.228 0.75( 0.30) 0.40 11.8 150.40 ** MEMORY BANK # 2 CONFLUENCE DATA ** 1 34.95 13.72 3.223 0.75( 0.30) 0.40 11.9 150.60 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 1 34.42 14.71 3.092 0.75( 0.30) 0.40 12.3 151.40 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 33.71 15.29 3.021 0.75( 0.30) 0.40 12.4 151.70 1 274.36 8.09 4.425 0.59( 0.20) 0.35 54.9 109.20 2 1.85 7.52 4.625 0.75( 0.07) 0.10 0.4 117.30 2 295.62 9.92 3.917 0.59( 0.20) 0.35 67.3 108.60 3 2.12 7.38 4.676 0.75( 0.07) 0.10 0.5 117.60 3 295.71 9.92 3.915 0.59( 0.20) 0.35 67.4 108.40 4 296.66 10.01 3.895 0.59( 0.20) 0.35 68.0 106.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 5 299.81 10.28 3.834 0.59( 0.20) 0.35 70.0 101.60 CONFLUENCE FORMULA USED FOR 3 STREAMS. 6 306.33 10.84 3.713 0.59( 0.20) 0.35 74.5 103.90 7 319.64 12.10 3.477 0.59( 0.20) 0.34 84.2 101.40 ** PEAK FLOW RATE TABLE ** 8 320.39 12.18 3.462 0.59( 0.20) 0.34 84.8 100.30 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 9 329.03 13.29 3.286 0.59( 0.20) 0.34 92.7 102.30 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 10 341.90 15.18 3.034 0.58( 0.20) 0.34 105.8 103.50 1 32.65 6.59 5.006 0.75( 0.26) 0.34 6.6 118.30 11 346.74 15.96 2.943 0.58( 0.20) 0.34 111.0 103.70 2 33.36 6.98 4.834 0.75( 0.26) 0.35 7.1 152.60 12 358.13 18.10 2.729 0.58( 0.19) 0.33 124.9 645.00 3 33.89 7.38 4.676 0.75( 0.26) 0.35 7.5 117.60 13 362.91 19.13 2.641 0.57( 0.19) 0.33 131.5 105.50 4 33.98 7.47 4.643 0.75( 0.26) 0.35 7.6 118.60 14 364.50 19.55 2.606 0.57( 0.19) 0.33 134.0 182.00 5 34.03 7.52 4.625 0.75( 0.26) 0.35 7.6 117.30 15 358.22 20.91 2.504 0.57( 0.19) 0.32 137.8 414.00 6 37.28 11.44 3.595 0.75( 0.28) 0.37 11.2 152.40 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 110.00 = 3303.00 FEET. 7 37.69 13.69 3.228 0.75( 0.28) 0.38 12.8 150.40 L i t i i i t i l i $ i t i i t i L i I i I i t i t 4 I i iL i it i it t i t I l i • ❑ CREATEDATE 2/3/2005 11:17 AMC ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 510 ❑ CREATEDATE 2/3/2005 11:17 AMO ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 520 ** PEAK FLOW RATE TABLE ** AREA - AVERAGED Fm(INCH /HR) = 0.20 STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER AREA - AVERAGED Fp(INCH/HR) = 0.59 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE AREA - AVERAGED Ap = 0.34 1 299.30 7.50 4.633 0.61( 0.21) 0.35 57.5 118.30 EFFECTIVE STREAM AREA(ACRES) = 147.38 2 305.11 7.89 4.493 0.61( 0.21) 0.35 60.6 152.60 TOTAL STREAM AREA(ACRES) = 163.10 3 307.99 8.09 4.425 0.61( 0.21) 0.35 62.2 109.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 396.46 4 310.47 8.28 4.363 0.61( 0.21) 0.35 63.7 117.60 5 311.58 8.37 4.336 0.61( 0.21) 0.35 64.4 118.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 6 312.20 8.42 4.321 0.61( 0.21) 0.35 64.7 117.30 FLOW PROCESS FROM NODE 111.30 TO NODE 111.20 IS CODE = 21 7 330.89 9.92 3.917 0.61( 0.21) 0.35 76.3 108.60 8 330.99 9.92 3.915 0.61( 0.21) 0.35 76.3 108.40 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< 9 332.01 10.01 3.895 0.61( 0.21) 0.35 77.0 106.30 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 10 335.38 10.28 3.834 0.61( 0.21) 0.35 79.3 101.60 = ______ _________=== = =s = == ____ _ _ 11 342.37 10.84 3.713 0.61( 0.21) 0.35 84.4 103.90 INITIAL SUBAREA FLOW - LENGTH(FEET) = 153.00 12 356.72 12.10 3.477 0.61( 0.21) 0.35 95.1 101.40 ELEVATION DATA: UPSTREAM(FEET) = 1051.90 DOWNSTREAM(FEET) = 1050.33 13 357.55 12.18 3.462 0.61( 0.21) 0.35 95.8 100.30 14 358.89 12.34 3.435 0.61( 0.21) 0.35 97.1 152.40 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 15 366.49 13.29 3.286 0.61( 0.21) 0.35 104.6 102.30 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.271 ILI ,1 16 375.34 14.56 3.111 0.60( 0.21) 0.34 114.3 150.40 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.718 1111 17 375.59 14.59 3.106 0.60( 0.21) 0.34 114.5 150.60 SUBAREA Tc AND LOSS RATE DATA(AMC II): 18 379.21 15.18 3.034 0.60( 0.21) 0.34 118.9 103.50 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 19 381.57 15.61 2.984 0.60( 0.21) 0.34 121.9 151.40 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 20 383.29 15.96 2.943 0.60( 0.20) 0.34 124.4 103.70 RESIDENTIAL 21 384.19 16.19 2.919 0.60( 0.20) 0.34 125.8 151.70 "5 -7 DWELLINGS /ACRE" B 0.26 0.75 0.50 56 7.27 22 391.78 18.10 2.729 0.59( 0.20) 0.34 138.2 645.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 23 395.34 19.13 2.641 0.59( 0.20) 0.34 144.8 105.50 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 24 396.46 19.55 2.606 0.59( 0.20) 0.34 147.4 182.00 SUBAREA RUNOFF(CFS) = 1.02 25 388.77 20.91 2.504 0.59( 0.19) 0.33 151.1 414.00 TOTAL AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) = 1.02 TOTAL AREA(ACRES) = 163.10 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: FLOW PROCESS FROM NODE 111.20 TO NODE 111.10 IS CODE = 61 PEAK FLOW RATE(CFS) = 396.46 Tc(MIN.) = 19.554 EFFECTIVE AREA(ACRES) = 147.38 AREA - AVERAGED Fm(INCH /HR) = 0.20 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< AREA- AVERAGED Fp(INCH/HR) = 0.59 AREA- AVERAGED Ap = 0.34 » »>(STANDARD CURB SECTION USED) ««< TOTAL AREA(ACRES) - 163.10 =_____________________ :____ _ LONGEST FLOWPATH FROM NODE 414.00 TO NODE 110.00 = 3303.00 FEET. UPSTREAM ELEVATION(FEET) = 1050.33 DOWNSTREAM ELEVATION(FEET) = 1046.79 STREET LENGTH(FEET) - 322.00 CURB HEIGHT(INCHES) = 6.0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** STREET HALFWIDTH(FEET) = 20.00 FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 12 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 Li » »>CLEAR MEMORY BANK # 2 ««< INSIDE STREET CROSSFALL(DECIMAL) = 0.020 _ - ____ __________= OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 31 Manning's FRICTION FACTOR for Streetflow Section(curb -to -Curb) = 0.0150 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.66 » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: _ - _____________________ STREET FLOW DEPTH(FEET) = 0.33 ELEVATION DATA: UPSTREAM(FEET) = 1033.74 DOWNSTREAM(FEET) = 1033.55 HALFSTREET FLOOD WIDTH(FEET) = 10.06 FLOW LENGTH(FEET) = 97.00 MANNING'S N = 0.013 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.35 DEPTH OF FLOW IN 102.0 INCH PIPE IS 74.3 INCHES PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.77 PIPE -FLOW VELOCITY(FEET /SEC.) = 8.95 STREET FLOW TRAVEL TIME(MIN.) - 2.28 Tc(MIN.) = 9.56 ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.005 PIPE- FLOW(CFS) = 396.46 SUBAREA LOSS RATE DATA(AMC II): PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 19.73 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LONGEST FLOWPATH FROM NODE 414.00 TO NODE 111.00 = 3400.00 FEET. LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "8 -10 DWELLINGS /ACRE" B 0.98 0.75 0.40 56 FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.40 I »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< SUBAREA AREA(ACRES) = 0.98 SUBAREA RUNOFF(CFS) = 3.27 ) _ - -- -------------- - - - - -- - - -_ __________= EFFECTIVE AREA(ACRES) = 1.24 AREA - AVERAGED Fm(INCH/HR) = 0.31 TOTAL NUMBER OF STREAMS = 2 AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.42 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TOTAL AREA(ACRES) - 1.24 PEAK FLOW RATE(CFS) = 4.12 TIME OF CONCENTRATION(MIN.) = 19.73 RAINFALL INTENSITY(INCH /HR) = 2.59 END OF SUBAREA STREET FLOW HYDRAULICS: a ) . •I I It I ii • 1 1 1 i &I RI ii ill 1 t 1 II II ii i l l ti ❑ CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 53❑ ❑ CREATEDATE 2/3 /2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 54❑ DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.09 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FLOW VELOCITY(FEET /SEC.) = 2.61 DEPTH *VELOCITY(FT *FT /SEC.) = 0.96 CONFLUENCE FORMULA USED FOR 2 STREAMS. LONGEST FLOWPATH FROM NODE 111.30 TO NODE 111.10 = 475.00 FEET. ** PEAK FLOW RATE TABLE ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** STREAM 4 Tc Intensity Fp(Fm) Ap Ae HEADWATER FLOW PROCESS FROM NODE 111.10 TO NODE 111.00 IS CODE = 31 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 303.11 7.69 4.562 0.61( 0.21) 0.35 58.5 118.30 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< 2 308.99 8.08 4.428 0.61( 0.21) 0.35 61.6 152.60 »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< 3 311.90 8.29 4.362 0.61( 0.21) 0.35 63.2 109.20 ____ _ _ -- ------ -- -------- - -----= 4 314.42 8.48 4.303 0.61( 0.21) 0.35 64.8 117.60 ELEVATION DATA: UPSTREAM(FEET) = 1041.87 DOWNSTREAM(FEET) = 1033.55 5 315.54 8.57 4.277 0.61( 0.21) 0.35 65.5 118.60 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.013 6 316.17 8.61 4.262 0.61( 0.21) 0.35 65.8 117.30 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 7 328.29 9.57 4.001 0.61( 0.21) 0.35 73.4 111.30 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES 8 334.87 10.11 3.873 0.61( 0.21) 0.35 77.5 108.60 PIPE -FLOW VELOCITY(FEET /SEC.) = 21.17 9 334.96 10.11 3.871 0.61( 0.21) 0.35 77.6 108.40 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 10 335.96 10.20 3.851 0.61( 0.21) 0.35 78.3 106.30 PIPE- FLOW(CFS) = 4.12 11 339.26 10.47 3.792 0.61( 0.21) 0.35 80.6 101.60 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 9.57 12 346.12 11.03 3.675 0.61( 0.21) 0.35 85.6 103.90 LONGEST FLOWPATH FROM NODE 111.30 TO NODE 111.00 = 493.00 FEET. 13 360.22 12.28 3.445 0.61( 0.21) 0.35 96.4 101.40 14 361.03 12.37 3.430 0.61( 0.21) 0.35 97.1 100.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 15 362.34 12.53 3.405 0.61( 0.21) 0.35 98.3 152.40 FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 1 16 369.78 13.48 3.258 0.61( 0.21) 0.35 105.9 102.30 17 378.44 14.74 3.087 0.61( 0.21) 0.34 115.5 150.40 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< 18 378.68 14.78 3.083 0.61( 0.21) 0.34 115.8 150.60 » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< 19 382.22 15.37 3.012 0.60( 0.21) 0.34 120.1 103.50 -- -- -- -- = = =_ - -- 20 384.52 15.79 2.963 0.60( 0.21) 0.34 123.1 151.40 TOTAL NUMBER OF STREAMS = 2 21 386.21 16.15 2.924 0.60( 0.21) 0.34 125.6 103.70 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 22 387.07 16.37 2.900 0.60( 0.21) 0.34 127.1 151.70 TIME OF CONCENTRATION(MIN.) = 9.57 23 394.46 18.29 2.713 0.60( 0.20) 0.34 139.5 645.00 RAINFALL INTENSITY(INCH/HR) = 4.00 24 397.92 19.31 2.626 0.59( 0.20) 0.34 146.1 105.50 AREA - AVERAGED Fm(INCH/HR) = 0.31 25 399.00 19.73 2.592 0.59( 0.20) 0.34 148.6 182.00 AREA - AVERAGED Fp(INCH /HR) = 0.75 26 391.20 21.09 2.491 0.59( 0.20) 0.33 152.4 414.00 AREA- AVERAGED Ap = 0.42 EFFECTIVE STREAM AREA(ACRES) = 1.24 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: TOTAL STREAM AREA(ACRES) = 1.24 PEAK FLOW RATE(CFS) = 399.00 Tc(MIN.) = 19,73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.12 EFFECTIVE AREA(ACRES) = 148.62 AREA- AVERAGED Fm(INCH/HR) = 0.20 AREA- AVERAGED Fp(INCH /HR) = 0.59 AREA- AVERAGED Ap = 0.34 ** CONFLUENCE DATA ** TOTAL AREA(ACRES) = 164.34 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER LONGEST FLOWPATH FROM NODE 414.00 TO NODE 111.00 = 3400.00 FEET. NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 299.30 7.69 4.562 0.61( 0.21) 0.35 57.5 118.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 305.11 8.08 4.428 0.61( 0.21) 0.35 60.6 152.60 FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 31 1 307.99 8.29 4.362 0.61( 0.21) 0.35 62.2 109.20 1 310.47 8.48 4.303 0.61( 0.21) 0.35 63.7 117.60 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< 1 311.58 8.57 4.277 0.61( 0.21) 0.35 64.4 118.60 » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< 1 312.20 8.61 4.262 0.61( 0.21) 0.35 64.7 117.30 =_______________ ____ - - -- 1 330.89 10.11 3.873 0.61( 0.21) 0.35 76.3 108.60 ELEVATION DATA: UPSTREAM(FEET) = 1033.55 DOWNSTREAM(FEET) = 1032.81 1 330.99 10.11 3.871 0.61( 0.21) 0.35 76.3 108.40 FLOW LENGTH(FEET) = 375.00 MANNING'S N = 0.013 1 332.01 10.20 3.851 0.61( 0.21) 0.35 77.0 106.30 DEPTH OF FLOW IN 102.0 INCH PIPE IS 74.5 INCHES 1 335.38 10.47 3.792 0.61( 0.21) 0.35 79.3 101.60 PIPE -FLOW VELOCITY(FEET /SEC.) = 8.99 1 342.37 11.03 3.675 0.61( 0.21) 0.35 84.4 103.90 ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1 1 356.72 12.28 3.445 0.61( 0.21) 0.35 95.1 101.40 PIPE- FLOW(CFS) = 399.00 1 357.55 12.37 3.430 0.61( 0.21) 0.35 95.8 100.30 PIPE TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 20.43 1 358.89 12.53 3.405 0.61( 0.21) 0.35 97.1 152.40 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 112.00 = 3775.00 FEET. 1 366.49 13.48 3.258 0.61( 0.21) 0.35 104.6 102.30 1 375.34 14.74 3.087 0.60( 0.21) 0.34 114.3 150.40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 375.59 14.78 3.083 0.60( 0.21) 0.34 114.5 150.60 FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1 1 379.21 15.37 3.012 0.60( 0.21) 0.34 118.9 103.50 1 381.57 15.79 2.963 0.60( 0.21) 0.34 121.9 151.40 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< 1 383.29 16.15 2.924 0.60( 0.20) 0.34 124.4 103.70 =___ _________ == __= _== === == = =_ = =_ _______ -- 1 384.19 16.37 2.900 0.60( 0.20) 0.34 125.8 151.70 TOTAL NUMBER OF STREAMS = 2 1 391.78 18.29 2.713 0.59( 0.20) 0.34 138.2 645.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 1 395.34 19.31 2.626 0.59( 0.20) 0.34 144.8 105.50 TIME OF CONCENTRATION(MIN.) = 20.43 1 396.46 19.73 2.592 0.59( 0.20) 0.34 147.4 182.00 RAINFALL INTENSITY(INCH /HR) = 2.54 1 388.77 21.09 2.491 0.59( 0.19) 0.33 151.1 414.00 AREA - AVERAGED Fm(INCH/HR) = 0.20 2 4.12 9.57 4.001 0.75( 0.31) 0.42 1.2 111.30 AREA- AVERAGED Fp(INCH /HR) = 0.59 AREA- AVERAGED Ap = 0.34 - - .. .• ■ i if ■ 1 I l i t i l l I I I Ili I I t 1 l 1 11 1 1 1 ❑ CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 550 ❑ CREATEDATE 2/3 /2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 560 EFFECTIVE STREAM AREA(ACRES) = 148.62 TOTAL STREAM AREA(ACRES) = 164.34 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PEAK FLOW RATE(CFS) AT CONFLUENCE = 399.00 FLOW PROCESS FROM NODE 112.10 TO NODE 112.00 IS CODE = 31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< FLOW PROCESS FROM NODE 112.40 TO NODE 112.30 IS CODE = 21 »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ELEVATION DATA: UPSTREAM(FEET) = 1040.32 DOWNSTREAM(FEET) = 1032.81 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013 _ -- _ __° = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 INITIAL SUBAREA FLOW- LENGTH(FEET) = 134.00 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES ELEVATION DATA: UPSTREAM(FEET) = 1051.00 DOWNSTREAM(FEET) = 1048.99 PIPE -FLOW VELOCITY(FEET /SEC.) = 19.58 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 1 ( PIPE- FLOW(CFS) = 6.08 1 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.391 i t PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 9.86 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.098 1 ( {{ LONGEST FLOWPATH FROM NODE 112.40 TO NODE 112.00 = 580.00 FEET. 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.) FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1 RESIDENTIAL "5 -7 DWELLINGS /ACRE" B 0.17 0.75 0.50 56 6.39 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <«« SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 =____ - - -- -- -- - - - - - -- -- -- -- - -- SUBAREA RUNOFF(CFS) = 0.72 TOTAL NUMBER OF STREAMS = 2 TOTAL AREA(ACRES) = 0.17 PEAK FLOW RATE(CFS) = 0.72 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY(INCH/HR) = 3.93 FLOW PROCESS FROM NODE 112.30 TO NODE 112.10 IS CODE = 61 AREA - AVERAGED Fm(INCH /HR) = 0.31 AREA- AVERAGED Fp(INCH /HR) = 0.75 » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< AREA- AVERAGED Ap = 0.41 » »>(STANDARD CURB SECTION USED) ««< EFFECTIVE STREAM AREA(ACRES) = 1.86 _ _ _ _ _ = = = == TOTAL STREAM AREA(ACRES) = 1.86 UPSTREAM ELEVATION(FEET) = 1048.99 DOWNSTREAM ELEVATION(FEET) = 1046.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.08 STREET LENGTH(FEET) = 418.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 15 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE INSIDE STREET CROSSFALL(DECIMAL) = 0.020 1 303.11 8.44 4.314 0.61( 0.21) 0.35 58.5 118.30 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 1 308.99 8.83 4.199 0.61( 0.21) 0.35 61.6 152.60 1 311.90 9.04 4.141 0.61( 0.21) 0.35 63.2 109.20 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 1 314.42 9.23 4.090 0.61( 0.21) 0.35 64.8 117.60 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 1 315.54 9.31 4.067 0.61( 0.21) 0.35 65.5 118.60 1 316.17 9.36 4.054 0.61( 0.21) 0.35 65.8 117.30 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.52 1 328.29 10.30 3.828 0.61( 0.21) 0.35 73.4 111.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 1 334.87 10.84 3.713 0.61( 0.21) 0.35 77.5 108.60 STREET FLOW DEPTH(FEET) = 0.38 1 334.96 10.85 3.712 0.61( 0.21) 0.35 77.6 108.40 HALFSTREET FLOOD WIDTH(FEET) = 12.74 1 335.96 10.93 3.694 0.61( 0.21) 0.35 78.3 106.30 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.02 1 339.26 11.20 3.641 0.61( 0.21) 0.35 80.6 101.60 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.77 1 346.12 11.76 3.536 0.61( 0.21) 0.35 85.6 103.90 STREET FLOW TRAVEL TIME(MIN.) = 3.44 Tc(MIN.) = 9.84 1 360.22 13.00 3.329 0.61( 0.21) 0.35 96.4 101.40 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.936 1 361.03 13.09 3.316 0.61( 0.21) 0.35 97.1 100.30 SUBAREA LOSS RATE DATA(AMC II): 1 362.34 13.24 3.293 0.61( 0.21) 0.35 98.3 152.40 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 1 369.78 14.19 3.159 0.61( 0.21) 0.35 105.9 102.30 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 1 378.44 15.46 3.001 0.61( 0.21) 0.34 115.5 150.40 RESIDENTIAL 1 378.68 15.50 2.996 0.61( 0.21) 0.34 115.8 150.60 "8 -10 DWELLINGS /ACRE" B 1.69 0.75 0.40 56 1 382.22 16.08 2.930 0.60( 0.21) 0.34 120.1 103.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 1 384.52 16.49 2.887 0.60( 0.21) 0.34 123.1 151.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 1 386.21 16.84 2.850 0.60( 0.21) 0.34 125.6 103.70 s SUBAREA AREA(ACRES) = 1.69 SUBAREA RUNOFF(CFS) = 5.53 1 387.07 17.07 2.828 0.60( 0.21) 0.34 127.1 151.70 d EFFECTIVE AREA(ACRES) = 1.86 AREA - AVERAGED Fm(INCH /HR) = 0.31 1 394.46 18.98 2.653 0.60( 0.20) 0.34 139.5 645.00 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.41 1 397.92 20.00 2.571 0.59( 0.20) 0.34 146.1 105.50 TOTAL AREA(ACRES) = 1.86 PEAK FLOW RATE(CFS) = 6.08 1 399.00 20.43 2.539 0.59( 0.20) 0.34 148.6 182.00 1 391.20 21.79 2.443 0.59( 0.20) 0.33 152.4 414.00 END OF SUBAREA STREET FLOW HYDRAULICS: 2 6.08 9.86 3.930 0.75( 0.31) 0.41 1.9 112.40 DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.84 FLOW VELOCITY(FEET /SEC.) = 2.31 DEPTH *VELOCITY(FT *FT /SEC.) = 1.02 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO LONGEST FLOWPATH FROM NODE 112.40 TO NODE 112.10 = 552.00 FEET. CONFLUENCE FORMULA USED FOR 2 STREAMS. , . i ii a i 1 1 a 1 1 1 ■ 1 al II I I i i • f III ■ i ❑ CREATEDATE 2/3/2005 11:17 AMC] ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 570 ❑ CREATEDATE 2/3 /2005 11:17 AMID ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 580 EFFECTIVE AREA(ACRES) = 54.59 ** PEAK FLOW RATE TABLE ** TOTAL AREA(ACRES) = 57.98 PEAK FLOW RATE(CFS) = 145.55 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER AREA - AVERAGED Fm(INCH/HR) = 0.23 AREA- AVERAGED Fp(INCH /HR) = 0.47 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE AREA- AVERAGED Ap = 0.50 1 308.87 8.44 4.314 0.61( 0.22) 0.35 60.1 118.30 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL 2 314.84 8.83 4.199 0.61( 0.22) 0.35 63.3 152.60 CONFLUENCE ANALYSES. 3 317.80 9.04 4.141 0.62( 0.22) 0.35 64.9 109.20 4 320.36 9.23 4.090 0.62( 0.22) 0.35 66.5 117.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 5 321.50 9.31 4.067 0.62( 0.22) 0.35 67.2 118.60 FLOW PROCESS FROM NODE 415.00 TO NODE 116.00 IS CODE = 31 6 322.13 9.36 4.054 0.62( 0.22) 0.35 67.6 117.30 7 328.64 9.86 3.930 0.62( 0.22) 0.35 71.7 112.40 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< 8 334.19 10.30 3.828 0.62( 0.22) 0.35 75.2 111.30 »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< 9 340.58 10.84 3.713 0.61( 0.22) 0.35 79.4 108.60 -- 10 340.67 10.85 3.712 0.61( 0.22) 0.35 79.4 108.40 ELEVATION DATA: UPSTREAM(FEET) = 1034.92 DOWNSTREAM(FEET) = 1034.12 11 341.64 10.93 3.694 0.61( 0.22) 0.35 80.1 106.30 FLOW LENGTH(FEET) = 82.00 MANNING'S N = 0.013 12 344.86 11.20 3.641 0.61( 0.22) 0.35 82.4 101.60 DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.5 INCHES 13 351.53 11.76 3.536 0.61( 0.22) 0.35 87.5 103.90 PIPE -FLOW VELOCITY(FEET /SEC.) = 12.65 14 365.29 13.00 3.329 0.61( 0.21) 0.35 98.2 101.40 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 15 366.08 13.09 3.316 0.61( 0.21) 0.35 98.9 100.30 PIPE - FLOW(CFS) = 145.55 16 367.35 13.24 3.293 0.61( 0.21) 0.35 100.2 152.40 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 17.47 17 374.56 14.19 3.159 0.61( 0.21) 0.35 107.7 102.30 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 116.00 = 3922.00 FEET. 18 382.96 15.46 3.001 0.61( 0.21) 0.35 117.4 150.40 19 383.19 15.50 2.996 0.61( 0.21) 0.35 117.6 150.60 ********************************************* * * * ** * * * * * * * * * * * * * * * * * * * * * * * * ** 20 386.62 16.08 2.930 0.61( 0.21) 0.34 122.0 103.50 FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 IS CODE = 1 21 388.85 16.49 2.887 0.61( 0.21) 0.34 125.0 151.40 22 390.47 16.84 2.850 0.60( 0.21) 0.34 127.5 103.70 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< 23 391.30 17.07 2.828 0.60( 0.21) 0.34 128.9 151.70 =_________________=== =m=== == _______________________ _ 24 398.40 18.98 2.653 0.60( 0.20) 0.34 141.3 645.00 TOTAL NUMBER OF STREAMS = 3 25 401.72 20.00 2.571 0.60( 0.20) 0.34 147.9 105.50 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 26 402.75 20.43 2.539 0.59( 0.20) 0.34 150.5 182.00 TIME OF CONCENTRATION(MIN.) = 17.47 27 394.78 21.79 2.443 0.60( 0.20) 0.33 154.2 414.00 RAINFALL INTENSITY(INCH /HR) = 2.79 AREA - AVERAGED Fm(INCH /HR) = 0.24 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AREA- AVERAGED Fp(INCH/HR) = 0.47 PEAK FLOW RATE(CFS) = 402.75 Tc(MIN.) = 20.43 AREA - AVERAGED Ap = 0.50 EFFECTIVE AREA(ACRES) = 150.48 AREA - AVERAGED Fm(INCH /HR) = 0.20 EFFECTIVE STREAM AREA(ACRES) = 54.59 AREA - AVERAGED Fp(INCH /HR) = 0.59 AREA- AVERAGED Ap = 0.34 TOTAL STREAM AREA(ACRES) = 57.98 TOTAL AREA(ACRES) = 166.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 145.55 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 112.00 = 3775.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 116.40 TO NODE 116.30 IS CODE = 21 FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 31 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< __ __________ === == s== === ______ ___ _ _ INITIAL SUBAREA FLOW- LENGTH(FEET) = 149.00 ELEVATION DATA: UPSTREAM(FEET) = 1032.81 DOWNSTREAM(FEET) = 1032.67 ELEVATION DATA: UPSTREAM(FEET) = 1052.60 DOWNSTREAM(FEET) = 1050.57 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 102.0 INCH PIPE IS 72.4 INCHES Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 PIPE -FLOW VELOCITY(FEET /SEC.) = 9.34 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.798 tq.1 ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.913 PIPE- FLOW(CFS) = 402.75 SUBAREA Tc AND LOSS RATE DATA(AMC II): PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 20.55 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LONGEST FLOWPATH FROM NODE 414.00 TO NODE 113.00 = 3840.00 FEET. LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "5 -7 DWELLINGS /ACRE" B 0.20 0.75 0.50 56 6.80 FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 » »>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «< SUBAREA RUNOFF(CFS) = 0.82 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.82 ********************************************* * ** * *** * * * ** * * * ** * * * * * * * * * * ** ** ********************************************* * * * * * * * * * * * * * * * * * ** * * * * * * * **k ** t P FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 IS CODE = 7 FLOW PROCESS FROM NODE 116.30 TO NODE 116.10 IS CODE = 61 i » »>USER SPECIFIED HYDROLOGY INFORMATION AT NODE« «< »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< USER - SPECIFIED VALUES ARE AS FOLLOWS: VOM1 Wk1 , H1LL...5 = »= >( STANDARD CURB SECTION USED)<«= _ TC(MIN.) = 17.36 RAINFALL INTENSITY(INCH /HR) = 2.80'T'il\,11001 4 UPSTREAM ELEVATION(FEET) = 1050.57 DOWNSTREAM ELEVATION(FEET) = 1046.69 - - - .+ ■ l t I [ i II II II A I I i i & I l i a i II II II 0 CREATEDATE 2/3/2005 11:17 AMID D FILENAME FONTBULB.RESD 0 PAGE 590 ❑ CREATEDATE 2/3 /2005 11:17 AMID 0 FILENAME FONTBULB.RES❑ 0 PAGE 600 STREET LENGTH(FEET) = 582.00 CURB HEIGHT(INCHES) = 6.0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** STREET HALFWIDTH(FEET) = 20.00 Q FLOW PROCESS FROM NODE 116.60 TO NODE 116.50 IS CODE = 21 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 I i » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««( INSIDE STREET CROSSFALL(DECIMAL) = 0.020 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 =___ _______________ =____________ ________ _ INITIAL SUBAREA FLOW - LENGTH(FEET) = 131.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ELEVATION DATA: UPSTREAM(FEET) = 1047.92 DOWNSTREAM(FEET) = 1047.61 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Tc = K *[(LENGTH ** 3.00)/(ELEVATION CHANGE)]* *0.20 r� * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.71 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.163 L O ') STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.107 STREET FLOW DEPTH(FEET) = 0.38 SUBAREA Tc AND LOSS RATE DATA(AMC II): HALFSTREET FLOOD WIDTH(FEET) = 12.81 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.11 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) PRODUCT OF DEPTH & VELOCITY(FT*FT /SEC.) = 0.81 RESIDENTIAL STREET FLOW TRAVEL TIME(MIN.) - 4.60 Tc(MIN.) - 11.39 "5 -7 DWELLINGS /ACRE" B 0.16 0.75 0.50 56 9.16 * 100 YEAR RAINFALL INTENSITY(INCH /HR) - 3.603 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA LOSS RATE DATA(AMC II): SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS SUBAREA RUNOFF(CFS) = 0.54 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN TOTAL AREA(ACRES) - 0.16 PEAK FLOW RATE(CFS) - 0.54 RESIDENTIAL "8 -10 DWELLINGS /ACRE" B 1.92 0.75 0.40 56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 FLOW PROCESS FROM NODE 116.50 TO NODE 116.20 IS CODE = 61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) - 1.92 SUBAREA RUNOFF(CFS) = 5.71 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««( EFFECTIVE AREA(ACRES) = 2.12 AREA - AVERAGED Fp(INCH/HR) = 0.31 » » >(STANDARD CURB SECTION USED) ««< AREA - AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.41 - - -- -- - -- - - -- - -- -` TOTAL AREA(ACRES) = 2.12 PEAK FLOW RATE(CFS) = 6.29 UPSTREAM ELEVATION(FEET) = 1047.61 DOWNSTREAM ELEVATION(FEET) = 1046.69 STREET LENGTH(FEET) = 86.00 CURB HEIGHT(INCHES) - 6.0 END OF SUBAREA STREET FLOW HYDRAULICS: STREET HALFWIDTH(FEET) = 20.00 DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.84 FLOW VELOCITY(FEET /SEC.) = 2.39 DEPTH * VELOCITY(FT*FT /SEC.) = 1.06 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 O LONGEST FLOWPATH FROM NODE 116.40 TO NODE 116.10 = 731.00 FEET. INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 116.10 TO NODE 116.00 IS CODE - 31 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««( »»> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «<« * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.45 = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ELEVATION DATA: UPSTREAM(FEET) = 1039.86 DOWNSTREAM(FEET) = 1034.12 STREET FLOW DEPTH(FEET) - 0.28 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 HALFSTREET FLOOD WIDTH(FEET) = 7.68 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.05 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.57 PIPE -FLOW VELOCITY(FEET /SEC.) = 20.27 STREET FLOW TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 9.86 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.930 PIPE - FLOW(CFS) = 6.29 SUBAREA LOSS RATE DATA(AMC II): PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) 11.41 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LONGEST FLOWPATH FROM NODE 116.40 TO NODE 116.00 = 751.00 FEET. LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "8 -10 DWELLINGS /ACRE" B 0.56 0.75 0.40 56 FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 IS CODE = 1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««( SUBAREA AREA(ACRES) = 0.56 SUBAREA RUNOFF(CFS) = 1.83 ____________ _______ _________ _= EFFECTIVE AREA(ACRES) = 0.72 AREA - AVERAGED Fp(INCH/HR) = 0.32 TOTAL NUMBER OF STREAMS = 3 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.42 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TOTAL AREA(ACRES) = 0.72 PEAK FLOW RATE(CFS) = 2.34 TIME OF CONCENTRATION(MIN.) - 11.41 RAINFALL INTENSITY(INCH /HR) = 3.60 END OF SUBAREA STREET FLOW HYDRAULICS: AREA - AVERAGED Fp(INCH/HR) = 0.31 DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.56 AREA - AVERAGED Fp(INCH /HR) = 0.75 FLOW VELOCITY(FEET /SEC.) = 2.27 DEPTH * VELOCITY(FT*FT /SEC.) = 0.72 gg AREA- AVERAGED Ap = 0.41 LONGEST FLOWPATH FROM NODE 116.60 TO NODE 116.20 = 217.00 FEET. ffi EFFECTIVE STREAM AREA(ACRES) = 2.12 TOTAL STREAM AREA(ACRES) = 2.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.29 FLOW PROCESS FROM NODE 116.20 TO NODE 116.00 IS CODE = 31 ! I 11 II 11 11 11 11 II 11 ill 11 1111.11 II II 11 11 ill It f ❑ CREATEDATE 2/3/2005 11:17 AMID ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 61 ❑ ❑ CREATEDATE 2/3/2005 11:17 AMID ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 620 » COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« LONGEST FLOWPATH FROM NODE 414.00 TO NODE 115.00 = 4052.00 FEET. »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< _______ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ELEVATION DATA: UPSTREAM(FEET) = 1041.36 DOWNSTREAM(FEET) = 1034.12 FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 1 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.6 INCHES =_____ ____ PIPE -FLOW VELOCITY(FEET /SEC.) = 14.61 TOTAL NUMBER OF STREAMS = 2 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: PIPE- FLOW(CFS) = 2.34 TIME OF CONCENTRATION(MIN.) = 17.69 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 9.89 RAINFALL INTENSITY(INCH /HR) = 2.77 LONGEST FLOWPATH FROM NODE 116.60 TO NODE 116.00 = 245.00 FEET. AREA - AVERAGED Fm(INCH /HR) = 0.24 AREA- AVERAGED Fp(INCH /HR) = 0.48 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AREA-AVERAGED Ap = 0.50 FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 IS CODE = 1 EFFECTIVE STREAM AREA(ACRES) = 57.43 TOTAL STREAM AREA(ACRES) = 60.82 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< PEAK FLOW RATE(CFS) AT CONFLUENCE = 151.90 » COMPUTE VARIOUS CONFLUENCED STREAM VALUES« ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL NUMBER OF STREAMS = 3 FLOW PROCESS FROM NODE 115.30 TO NODE 115.20 IS CODE = 21 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.89 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« RAINFALL INTENSITY(INCH/HR) = 3.92 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« AREA - AVERAGED Fm(INCH/HR) = 0.32 = ______ AREA- AVERAGED Fp(INCH/HR) = 0.75 INITIAL SUBAREA FLOW - LENGTH(FEET) = 145.00 AREA- AVERAGED Ap = 0.42 ELEVATION DATA: UPSTREAM(FEET) = 1052.70 DOWNSTREAM(FEET) = 1050.59 EFFECTIVE STREAM AREA(ACRES) = 0.72 TOTAL STREAM AREA(ACRES) = 0.72 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.34 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.636 IS, ( * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.984 111 ** CONFLUENCE DATA ** SUBAREA Tc AND LOSS RATE DATA(AMC II): STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 1 145.55 17.47 2.789 0.47( 0.24) 0.50 54.6 414.00 RESIDENTIAL 2 6.29 11.41 3.600 0.75( 0.31) 0.41 2.1 116.40 "5 -7 DWELLINGS /ACRE" B 0.18 0.75 0.50 56 6.64 3 2.34 9.89 3.922 0.75( 0.32) 0.42 0.7 116.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO SUBAREA RUNOFF(CFS) = 0.75 CONFLUENCE FORMULA USED FOR 3 STREAMS. TOTAL AREA(ACRES) = 0.18 PEAK FLOW RATE(CFS) = 0.75 ** PEAK FLOW RATE TABLE ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER FLOW PROCESS FROM NODE 115.20 TO NODE 115.10 IS CODE = 61 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 127.36 9.89 3.922 0.49( 0.24) 0.49 33.5 116.60 » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< 2 133.73 11.41 3.600 0.49( 0.24) 0.49 38.5 116.40 » » >(STANDARD CURB SECTION USED) ««< 3 151.90 17.47 2.789 0.48( 0.24) 0.50 57.4 414.00 = = = =___ __ _ - ----- UPSTREAM ELEVATION(FEET) = 1050.59 DOWNSTREAM ELEVATION(FEET) = 1047.20 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: STREET LENGTH(FEET) = 536.00 CURB HEIGHT(INCHES) = 6.0 PEAK FLOW RATE(CFS) = 151.90 Tc(MIN.) = 17.47 STREET HALFWIDTH(FEET) = 20.00 EFFECTIVE AREA(ACRES) = 57.43 AREA - AVERAGED Fm(INCH/HR) = 0.24 �� AREA- AVERAGED Fp(INCH /HR) = 0.48 AREA- AVERAGED Ap = 0.50 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 TOTAL AREA(ACRES) = 60.82 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 116.00 = 3922.00 FEET. OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 FLOW PROCESS FROM NODE 116.00 TO NODE 115.00 IS CODE = 31 Manning's FRICTION FACTOR for Streetflow Section(curb -to - curb) = 0.0150 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.40 »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: - - STREET FLOW DEPTH(FEET) = 0.38 ELEVATION DATA: UPSTREAM(FEET) = 1034.12 DOWNSTREAM(FEET) = 1033.51 HALFSTREET FLOOD WIDTH(FEET) = 12.52 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.01 DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.4 INCHES PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.76 PIPE -FLOW VELOCITY(FEET /SEC.) = 9.75 STREET FLOW TRAVEL TIME(MIN.) = 4.43 Tc(MIN.) = 11.07 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.667 PIPE- FLOW(CFS) = 151.90 SUBAREA LOSS RATE DATA(AMC II): PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 17.69 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS I 1 II t 1 1 1 t 1 t 1 L 1 11 t i L i II 1 t 1 t 1 1 i 1 i 1 1 t 1 1 i t i t ❑ CREATEDATE 2/3/2005 11:17 AMC) ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 630 ❑ CREATEDATE 2/3 /2005 11:17 AMID ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 640 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RESIDENTIAL PEAK FLOW RATE(CFS) = 156.11 Tc(MIN.) = 17.69 "8 -10 DWELLINGS /ACRE" B 1.72 0.75 0.40 56 EFFECTIVE AREA(ACRES) = 59.33 AREA-AVERAGED Fm(INCH/HR) = 0.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 AREA- AVERAGED Fp(INCH /HR) = 0.49 AREA- AVERAGED Ap = 0.49 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 TOTAL AREA(ACRES) = 62.72 SUBAREA AREA(ACRES) = 1.72 SUBAREA RUNOFF(CFS) = 5.21 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 115.00 = 4052.00 FEET. EFFECTIVE AREA(ACRES) = 1.90 AREA - AVERAGED Fm(INCH/HR) = 0.31 AREA - AVERAGED Fp(INCH/HR) = 0.75 AREA - AVERAGED Ap = 0.41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 5.75 FLOW PROCESS FROM NODE 115.00 TO NODE 114.00 IS CODE = 31 END OF SUBAREA STREET FLOW HYDRAULICS: »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« < DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.41 »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< FLOW VELOCITY(FEET /SEC.) = 2.30 DEPTH *VELOCITY(FT *FT /SEC.) = 1.00 - - -- - LONGEST FLOWPATH FROM NODE 115.30 TO NODE 115.10 = 681.00 FEET. ELEVATION DATA: UPSTREAM(FEET) = 1033.51 DOWNSTREAM(FEET) = 1032.85 FLOW LENGTH(FEET) = 325.00 MANNING'S N = 0.013 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** DEPTH OF FLOW IN 69.0 INCH PIPE IS 54.5 INCHES FLOW PROCESS FROM NODE 115.10 TO NODE 115.00 IS CODE = 31 PIPE -FLOW VELOCITY(FEET /SEC.) = 7.09 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 » COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< PIPE - FLOW(CFS) = 156.11 »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « « < PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 18.45 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 114.00 = 4377.00 FEET. ELEVATION DATA: UPSTREAM(FEET) = 1039.62 DOWNSTREAM(FEET) = 1033.51 FLOW LENGTH(FEET) = 17.00 MANNING'S N = 0.013 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 1 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 21.37 » INDEPENDENT STREAM FOR CONFLUENCE« «< ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 -- -- - PIPE - FLOW(CFS) = 5.75 TOTAL NUMBER OF STREAMS = 3 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 11.08 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: LONGEST FLOWPATH FROM NODE 115.30 TO NODE 115.00 = 698.00 FEET. TIME OF CONCENTRATION(MIN.) = 18.45 RAINFALL INTENSITY(INCH /HR) = 2.70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AREA-AVERAGED Fm(INCH/HR) = 0.24 FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 1 AREA- AVERAGED Fp(INCH/HR) = 0.49 AREA- AVERAGED Ap = 0.49 » INDEPENDENT STREAM FOR CONFLUENCE« EFFECTIVE STREAM AREA(ACRES) = 59.33 » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL STREAM AREA(ACRES) = 62.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 156.11 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME OF CONCENTRATION)MIN.) = 11.08 FLOW PROCESS FROM NODE 114.40 TO NODE 114.30 IS CODE = 21 RAINFALL INTENSITY(INCH/HR) = 3.66 AREA - AVERAGED Fm(INCH /HR) = 0.31 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< AREA- AVERAGED Fp(INCH/HR) = 0.75 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« AREA - AVERAGED Ap = 0.41 =- -- - -- -- - - - EFFECTIVE STREAM AREA(ACRES) = 1.90 INITIAL SUBAREA FLOW- LENGTH(FEET) = 224.00 TOTAL STREAM AREA(ACRES) = 1.90 ELEVATION DATA: UPSTREAM(FEET) = 1052.00 DOWNSTREAM(FEET) = 1049.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.75 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 ** CONFLUENCE DATA ** SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.396 l STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.328 "`UUU t l NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE SUBAREA Tc AND LOSS RATE DATA(AMC II): 1 127.36 10.13 3.867 0.49( 0.24) 0.49 33.5 116.60 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 1 133.73 11.64 3.558 0.49( 0.24) 0.49 38.5 116.40 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 1 151.90 17.69 2.768 0.48( 0.24) 0.50 57.4 414.00 RESIDENTIAL 2 5.75 11.08 3.664 0.75( 0.31) 0.41 1.9 115.30 "5 -7 DWELLINGS /ACRE" B 0.38 0.75 0.50 56 8.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 CONFLUENCE FORMULA USED FOR 2 STREAMS. SUBAREA RUNOFF(CFS) = 1.35 TOTAL AREA(ACRES) = 0.38 PEAK FLOW RATE(CFS) = 1.35 ** PEAK FLOW RATE TABLE ** STREAM 4 Tc Intensity Fp(Fm) Ap Ae HEADWATER ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW PROCESS FROM NODE 114.30 TO NODE 114.10 IS CODE = 61 1 132.93 10.13 3.867 0.50( 0.24) 0.49 35.2 116.60 2 137.12 11.08 3.664 0.50( 0.24) 0.49 38.5 115.30 » » > COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< 3 139.29 11.64 3.558 0.50( 0.24) 0.49 40.4 116.40 »(STANDARD CURB SECTION USED) ««< 4 156.11 17.69 2.768 0.49( 0.24) 0.49 59.3 414.00 =________________ UPSTREAM ELEVATION(FEET) = 1049.60 DOWNSTREAM ELEVATION(FEET) = 1046.27 i 1 t 1 1 1 Ii 1 i i i i i 1 i i Ii 1 k 1 t i ii 1 k 1 11 1 II 1 it 1 E 1 & 1 1 1 a ❑ CREATEDATE 2/3/2005 11:17 AM❑ 0 FILENAME FONTBULB.RES❑ ❑ PAGE 650 ❑ CREATEDATE 2/3/2005 11:17 AMU ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 660 STREET LENGTH(FEET) = 620.00 CURB HEIGHT(INCHES) = 6.0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** STREET HALFWIDTH(FEET) = 20.00 C FLOW PROCESS FROM NODE 114.60 TO NODE 114.50 IS CODE = 21 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 V »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< INSIDE STREET CROSSFALL(DECIMAL) = 0.020 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 INITIAL SUBAREA FLOW - LENGTH(FEET) = 129.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ELEVATION DATA: UPSTREAM(FEET) = 1049.70 DOWNSTREAM(FEET) = 1047.92 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 �� 1 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.59 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.401 I STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.093 STREET FLOW DEPTH(FEET) = 0.42 SUBAREA Tc AND LOSS RATE DATA(AMC II): HALFSTREET FLOOD WIDTH(FEET) = 14.62 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.04 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) PRODUCT OF DEPTH & VELOCITY(FT*FT /SEC.) = 0.85 RESIDENTIAL STREET FLOW TRAVEL TIME(MIN.) = 5.08 Tc(MIN.) = 13.47 "5 -7 DWELLINGS /ACRE" B 0.15 0.75 0.50 56 6.40 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.259 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA LOSS RATE DATA(AMC II): SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS SUBAREA RUNOFF(CFS) = 0.64 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN TOTAL AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) = 0.64 RESIDENTIAL "8 -10 DWELLINGS /ACRE" B 2.40 0.75 0.40 56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * *** SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 FLOW PROCESS FROM NODE 114.50 TO NODE 114.20 IS CODE = 61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 6.39 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< EFFECTIVE AREA(ACRES) = 2.78 AREA- AVERAGED Fm(INCH/HR) = 0.31 » »>(STANDARD CURB SECTION USED) ««< AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.41 =____ _________ TOTAL AREA(ACRES) = 2.78 PEAK FLOW RATE(CFS) = 7.38 UPSTREAM ELEVATION(FEET) = 1049.25 DOWNSTREAM ELEVATION(FEET) = 1032.85 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 END OF SUBAREA STREET FLOW HYDRAULICS: STREET HALFWIDTH(FEET) = 20.00 DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.58 1 FLOW VELOCITY(FEET /SEC.) = 2.30 DEPTH * VELOCITY(FT*FT /SEC.) = 1.10 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 Il LONGEST FLOWPATH FROM NODE 114.40 TO NODE 114.10 = 844.00 FEET. INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 114.10 TO NODE 114.00 IS CODE = 31 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.44 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ELEVATION DATA: UPSTREAM(FEET) = 1038.94 DOWNSTREAM(FEET) = 1032.85 STREET FLOW DEPTH(FEET) = 0.28 • FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 HALFSTREET FLOOD WIDTH(FEET) = 7.61 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.94 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.37 PIPE -FLOW VELOCITY(FEET /SEC.) = 21.67 STREET FLOW TRAVEL TIME(MIN.) = 0.88 Tc(MIN.) = 7.28 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.716 PIPE- FLOW(CFS) = 7.38 SUBAREA LOSS RATE DATA(AMC II): PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 13.49 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LONGEST FLOWPATH FROM NODE 114.40 TO NODE 114.00 = 864.00 FEET. LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ********************************************* * * * * * * * * * * * * ** * * * * * * * * * * * * * * * ** "8-10 DWELLINGS /ACRE" B 1.41 0.75 0.40 56 FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< SUBAREA AREA(ACRES) = 1.41 SUBAREA RUNOFF(CFS) = 5.60 - - - -= EFFECTIVE AREA(ACRES) = 1.56 AREA - AVERAGED Fp(INCH/HR) = 0.31 TOTAL NUMBER OF STREAMS - 3 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.41 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TOTAL AREA(ACRES) = 1.56 PEAK FLOW RATE(CFS) = 6.19 TIME OF CONCENTRATION(MIN.) = 13.49 4 RAINFALL INTENSITY(INCH/HR) = 3.26 END OF SUBAREA STREET FLOW HYDRAULICS: AREA - AVERAGED Fm(INCH/HR) = 0.31 DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.92 AREA- AVERAGED Fp(INCH/HR) = 0.75 FLOW VELOCITY(FEET /SEC.) = 5.62 DEPTH *VELOCITY(FT *FT /SEC.) = 1.82 AREA - AVERAGED Ap = 0.41 LONGEST FLOWPATH FROM NODE 114.60 TO NODE 114.20 = 389.00 FEET. EFFECTIVE STREAM AREA(ACRES) = 2.78 TOTAL STREAM AREA(ACRES) = 2.78 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.38 FLOW PROCESS FROM NODE 114.20 TO NODE 114.00 IS CODE = 31 II II II II 1 i II II II III II II II I I II I I 1 1i I ! I 1 1 11 1 ❑ CREATEDATE 2/3 /2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 67❑ ❑ CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 680 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< DEPTH OF FLOW IN 66.0 INCH PIPE IS 51.3 INCHES = PIPE -FLOW VELOCITY(FEET /SEC.) = 8.36 ELEVATION DATA: UPSTREAM(FEET) = 1039.92 DOWNSTREAM(FEET) = 1032.85 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013 PIPE- FLOW(CFS) = 165.46 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 18.57 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES LONGEST FLOWPATH FROM NODE 414.00 TO NODE 113.00 = 4437.00 FEET. PIPE -FLOW VELOCITY(FEET /SEC.) = 17.63 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PIPE - FLOW(CFS) = 6.19 FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 11 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.31 LONGEST FLOWPATH FROM NODE 114.60 TO NODE 114.00 = 425.00 FEET. »»> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 1 ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< 1 127.10 7.44 4.654 0.52( 0.25) 0.48 26.6 114.60 2 144.57 11.04 3.672 0.52( 0.25) 0.48 39.0 116.60 TOTAL NUMBER OF STREAMS = 3 3 148.71 11.99 3.494 0.52( 0.25) 0.48 42.6 115.30 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: 4 150.86 12.55 3.400 0.52( 0.25) 0.48 44.5 116.40 TIME OF CONCENTRATION(MIN.) = 7.31 5 153.79 13.61 3.239 0.52( 0.25) 0.48 48.1 114.40 RAINFALL INTENSITY(INCH /HR) = 4.70 6 165.46 18.57 2.688 0.50( 0.25) 0.49 63.7 414.00 AREA - AVERAGED Fm(INCH /HR) = 0.31 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 113.00 = 4437.00 FEET. AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.41 ** MEMORY BANK # 1 CONFLUENCE DATA ** EFFECTIVE STREAM AREA(ACRES) = 1.56 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TOTAL STREAM AREA(ACRES) = 1.56 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.19 1 308.87 8.57 4.276 0.61( 0.22) 0.35 60.1 118.30 2 314.84 8.96 4.163 0.61( 0.22) 0.35 63.3 152.60 ** CONFLUENCE DATA ** 3 317.80 9.16 4.107 0.62( 0.22) 0.35 64.9 109.20 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 4 320.36 9.35 4.057 0.62( 0.22) 0.35 66.5 117.60 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 5 321.50 9.44 4.035 0.62( 0.22) 0.35 67.2 118.60 1 132.93 10.92 3.697 0.50( 0.24) 0.49 35.2 116.60 6 322.13 9.49 4.022 0.62( 0.22) 0.35 67.6 117.30 1 137.12 11.87 3.516 0.50( 0.24) 0.49 38.5 115.30 7 328.64 9.98 3.901 0.62( 0.22) 0.35 71.7 112.40 1 139.29 12.43 3.421 0.50( 0.24) 0.49 40.4 116.40 8 334.19 10.43 3.800 0.62( 0.22) 0.35 75.2 111.30 1 156.11 18.45 2.698 0.49( 0.24) 0.49 59.3 414.00 9 340.58 10.96 3.688 0.61( 0.22) 0.35 79.4 108.60 2 7.38 13.49 3.257 0.75( 0.31) 0.41 2.8 114.40 10 340.67 10.97 3.687 0.61( 0.22) 0.35 79.4 108.40 3 6.19 7.31 4.702 0.75( 0.31) 0.41 1.6 114.60 11 341.64 11.05 3.670 0.61( 0.22) 0.35 80.1 106.30 12 344.86 11.32 3.617 0.61( 0.22) 0.35 82.4 101.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 13 351.53 11.88 3.514 0.61( 0.22) 0.35 87.5 103.90 CONFLUENCE FORMULA USED FOR 3 STREAMS. 14 365.29 13.12 3.311 0.61( 0.21) 0.35 98.2 101.40 15 366.08 13.21 3.298 0.61( 0.21) 0.35 98.9 100.30 ** PEAK FLOW RATE TABLE ** 16 367.35 13.37 3.275 0.61( 0.21) 0.35 100.2 152.40 STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER 17 374.56 14.31 3.143 0.61( 0.21) 0.35 107.7 102.30 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 18 382.96 15.58 2.987 0.61( 0.21) 0.35 117.4 150.40 1 127.10 7.31 4.702 0.52( 0.25) 0.48 26.6 114.60 19 383.19 15.62 2.983 0.61( 0.21) 0.35 117.6 150.60 2 144.57 10.92 3.697 0.52( 0.25) 0.48 39.0 116.60 20 386.62 16.20 2.917 0.61( 0.21) 0.34 122.0 103.50 3 148.71 11.87 3.516 0.52( 0.25) 0.48 42.6 115.30 21 388.85 16.61 2.874 0.61( 0.21) 0.34 125.0 151.40 4 150.86 12.43 3.421 0.52( 0.25) 0.48 44.5 116.40 22 390.47 16.96 2.838 0.60( 0.21) 0.34 127.5 103.70 5 153.79 13.49 3.257 0.52( 0.25) 0.48 48.1 114.40 23 391.30 17.19 2.816 0.60( 0.21) 0.34 128.9 151.70 6 165.46 18.45 2.698 0.50( 0.25) 0.49 63.7 414.00 24 398.40 19.10 2.643 0.60( 0.20) 0.34 141.3 645.00 25 401.72 20.12 2.562 0.60( 0.20) 0.34 147.9 105.50 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 26 402.75 20.55 2.530 0.59( 0.20) 0.34 150.5 182.00 PEAK FLOW RATE(CFS) = 165.46 Tc(MIN.) = 18.45 27 394.78 21.90 2.435 0.60( 0.20) 0.33 154.2 414.00 EFFECTIVE AREA(ACRES) = 63.67 AREA - AVERAGED Fm(INCH /HR) = 0.25 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 113.00 = 3840.00 FEET. AREA- AVERAGED Fp(INCH /HR) = 0.50 AREA- AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 67.06 ** PEAK FLOW RATE TABLE ** LONGEST FLOWPATH FROM NODE 414.00 TO NODE 114.00 = 4377.00 FEET. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 420.25 7.44 4.654 0.58( 0.23) 0.39 78.8 114.60 FLOW PROCESS FROM NODE 114.00 TO NODE 113.00 IS CODE = 31 2 441.43 8.57 4.276 0.58( 0.23) 0.39 90.6 118.30 3 449.29 8.96 4.163 0.58( 0.23) 0.39 95.1 152.60 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< 4 453.24 9.16 4.107 0.58( 0.23) 0.39 97.5 109.20 » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< 5 456.72 9.35 4.057 0.58( 0.23) 0.39 99.7 117.60 --- ______= 6 458.29 9.44 4.035 0.58( 0.23) 0.39 100.7 118.60 ELEVATION DATA: UPSTREAM(FEET) = 1032.85 DOWNSTREAM(FEET) = 1032.67 7 459.16 9.49 4.022 0.58( 0.23) 0.39 101.3 117.30 111111 1 1 t 1 1 1 1 1 t 1 t 1 A l A l 11 ii 11 1 L 1 t 1 L 1 11 1 11 ❑ CREATEDATE 2/3 /2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 69❑ ❑ CREATEDATE 2/3/2005 11:17 AMID ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 700 8 468.07 9.98 3.901 0.58( 0.23) 0.39 107.1 112.40 - - - - - - - - -- 9 475.78 10.93 3.800 0.58( 0.23) 0.39 112.1 111.30 INITIAL SUBAREA FLOW- LENGTH(FEET) = 132.00 10 484.75 10.96 3.688 0.58( 0.23) 0.39 118.1 108.60 ELEVATION DATA: UPSTREAM(FEET) = 1051.40 DOWNSTREAM(FEET) 1049.32 11 484.88 10.97 3.687 0.58( 0.23) 0.39 118.2 108.40 12 486.07 11.04 3.672 0.58( 0.23) 0.39 119.1 116.60 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 ��.� 13 486.25 11.05 3.670 0.58( 0.23) 0.39 119.2 106.30 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.290 14 490.64 11.32 3.617 0.58( 0.23) 0.39 122.5 101.60 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.147 15 499.76 11.88 3.514 0.58( 0.23) 0.39 129.6 103.90 SUBAREA Tc AND LOSS RATE DATA(AMC II): 16 501.47 11.99 3.494 0.58( 0.23) 0.39 131.0 115.30 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 17 509.79 12.55 3.400 0.58( 0.23) 0.39 137.8 116.40 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 18 517.73 13.12 3.311 0.57( 0.23) 0.39 144.7 101.40 RESIDENTIAL 19 518.75 13.21 3.298 0.57( 0.23) 0.39 145.7 100.30 "5 -7 DWELLINGS /ACRE" B 0.23 0.75 0.50 56 6.29 20 520.45 13.37 3.275 0.57( 0.22) 0.39 147.5 152.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 21 523.01 13.61 3.239 0.57( 0.22) 0.39 150.2 114.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 22 530.00 14.31 3.143 0.57( 0.22) 0.39 158.0 102.30 SUBAREA RUNOFF(CFS) = 0.99 23 541.37 15.58 2.987 0.57( 0.22) 0.39 171.6 150.40 TOTAL AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) = 0.99 24 541.69 15.62 2.983 0.57( 0.22) 0.39 172.0 150.60 25 546.51 16.20 2.917 0.57( 0.22) 0.39 178.2 103.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 26 549.69 16.61 2.874 0.57( 0.22) 0.39 182.5 151.40 FLOW PROCESS FROM NODE 200.50 TO NODE 200.10 IS CODE = 61 27 552.14 16.96 2.838 0.57( 0.22) 0.39 186.1 103.70 28 553.50 17.19 2.816 0.57( 0.22) 0.39 188.3 151.70 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< 29 561.90 18.57 2.688 0.56( 0.22) 0.39 201.6 414.00 »»>(STANDARD CURB SECTION USED) « «< 30 560.82 19.10 2.643 0.56( 0.22) 0.38 205.0 645.00 -- - -- -- - - -- -- -- -- - 31 558.66 20.12 2.562 0.56( 0.21) 0.38 211.6 105.50 UPSTREAM ELEVATION(FEET) = 1049.32 DOWNSTREAM ELEVATION(FEET) = 1047.73 32 557.51 20.55 2.530 0.56( 0.21) 0.38 214.2 182.00 STREET LENGTH(FEET) = 209.00 CURB HEIGHT(INCHES) = 6.0 33 543.08 21.90 2.435 0.56( 0.21) 0.38 217.9 414.00 STREET HALFWIDTH(FEET) = 20.00 TOTAL AREA(ACRES) 233.26 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: INSIDE STREET CROSSFALL(DECIMAL) = 0.020 PEAK FLOW RATE(CFS) = 561.90 Tc(MIN.) = 18.574 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 EFFECTIVE AREA(ACRES) = 201.59 AREA - AVERAGED Fm(INCH/HR) = 0.22 AREA - AVERAGED Fp(INCH/HR) = 0.58 AREA- AVERAGED Ap = 0.39 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 TOTAL AREA(ACRES) = 233.26 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 113.00 = 4437.00 FEET. * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 12 STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.24 »»>CLEAR MEMORY BANK # 1 ««< AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.30 PRODUCT OF DEPTH & VELOCITY(FT*FT /SEC.) = 0.90 STREET FLOW TRAVEL TIME(MIN.) = 1.52 Tc(MIN.) = 7.81 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * 100 YEAR RAINFALL INTENSITY(INCH /HR) - 4.522 FLOW PROCESS FROM NODE 113.00 TO NODE 206.00 IS CODE = 31 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««« LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< RESIDENTIAL __ _ _- -= __ "8 -10 DWELLINGS /ACRE" B 1.74 0.75 0.40 56 ELEVATION DATA: UPSTREAM(FEET) = 1032.67 DOWNSTREAM(FEET) = 1032.39 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 FLOW LENGTH(FEET) = 143.00 MANNING'S N = 0.013 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 DEPTH OF FLOW IN 114.0 INCH PIPE IS 86.8 INCHES SUBAREA AREA(ACRES) = 1.74 SUBAREA RUNOFF(CFS) = 6.61 PIPE -FLOW VELOCITY(FEET /SEC.) = 9.70 EFFECTIVE AREA(ACRES) = 1.97 AREA - AVERAGED Fm(INCH/HR) = 0.31 ESTIMATED PIPE DIAMETER(INCH) = 114.00 NUMBER OF PIPES = 1 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.41 PIPE - FLOW(CFS) = 561.90 TOTAL AREA(ACRES) - 1.97 PEAK FLOW RATE(CFS) = 7.47 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 18.82 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 206.00 = 4580.00 FEET. END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW VELOCITY(FEET /SEC.) = 2.63 DEPTH *VELOCITY(FT *FT /SEC.) = 1.20 FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 10 LONGEST FLOWPATH FROM NODE 200.60 TO NODE 200.10 = 341.00 FEET. 4 » »>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** a __ __ - -_ -- - === =a = =� = =�___ _- FLOW PROCESS FROM NODE 200.10 TO NODE 200.00 IS CODE = 31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««« FLOW PROCESS FROM NODE 200.60 TO NODE 200.50 IS CODE = 21 »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ELEVATION DATA: UPSTREAM(FEET) = 1041.34 DOWNSTREAM(FEET) = 1040.72 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW LENGTH(FEET) = 17.00 MANNING'S N = 0.013 } [ I 1 i II I . Li l i l 1 t 1 t 1 l 1 L i l 1 ! i L i L i ! 1 l I I. 1 1 1 4 ❑ CREATEDATE 2/3 /2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 71 ❑ ❑ CREATEDATE 2/3 /2005 11:17 AMU ❑ FILENAME FONTBULB.RESD ❑ PAGE 72❑ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.06 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.8 INCHES PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.75 PIPE -FLOW VELOCITY(FEET /SEC.) = 10.12 STREET FLOW TRAVEL TIME(MIN.) = 2.28 Tc(MIN.) = 8.90 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.180 PIPE - FLOW(CFS) = 7.47 SUBAREA LOSS RATE DATA(AMC II): PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.83 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LONGEST FLOWPATH FROM NODE 200.60 TO NODE 200.00 = 358.00 FEET. LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL *********-*********************************** * * * * * * * * * * * * * * * * * * * * * * ** * * * * *** '8 -10 DWELLINGS /ACRE" B 1.39 0.75 0.40 56 FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< SUBAREA AREA(ACRES) = 1.39 SUBAREA RUNOFF(CFS) = 4.85 °_ - = _ _ _ = EFFECTIVE AREA(ACRES) = 1.57 AREA- AVERAGED Fm(INCH/HR) = 0.31 TOTAL NUMBER OF STREAMS = 2 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.41 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TOTAL AREA(ACRES) = 1.57 PEAK FLOW RATE(CFS) = 5.47 TIME OF CONCENTRATION(MIN.) = 7.83 RAINFALL INTENSITY(INCH /HR) = 4.51 END OF SUBAREA STREET FLOW HYDRAULICS: AREA - AVERAGED Fm(INCH/HR) = 0.31 DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.91 AREA- AVERAGED Fp(INCH /HR) = 0.75 FLOW VELOCITY(FEET /SEC.) = 2.34 DEPTH *VELOCITY(FT *FT /SEC.) = 0,99 AREA - AVERAGED Ap = 0.41 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 200.20 = 426.00 FEET. EFFECTIVE STREAM AREA(ACRES) = 1.97 TOTAL STREAM AREA(ACRES) = 1.97 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.47 FLOW PROCESS FROM NODE 200.20 TO NODE 200.00 IS CODE = 31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< FLOW PROCESS FROM NODE 200.40 TO NODE 200.30 IS CODE = 21 » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «« < = »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ELEVATION DATA: UPSTREAM(FEET) = 1041.38 DOWNSTREAM(FEET) = 1040.72 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013 - = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 INITIAL SUBAREA FLOW- LENGTH(FEET) = 144.00 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.0 INCHES ELEVATION DATA: UPSTREAM(FEET) = 1051.80 DOWNSTREAM(FEET) = 1049.71 PIPE -FLOW VELOCITY(FEET /SEC.) = 7.23 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 PIPE - FLOW(CFS) = 5.47 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.621 Zl. I PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 8.98 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.991 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 200.00 = 462.00 FEET. 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.) FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 1 RESIDENTIAL "5 -7 DWELLINGS /ACRE" B 0.18 0.75 0.50 56 6.62 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 =_____________________________ ____ _ _ - ____ SUBAREA RUNOFF(CFS) = 0.75 TOTAL NUMBER OF STREAMS = 2 TOTAL AREA(ACRES) = 0.18 PEAK FLOW RATE(CFS) = 0.75 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.98 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY(INCH /HR) = 4.16 FLOW PROCESS FROM NODE 200.30 TO NODE 200.20 IS CODE 61 AREA - AVERAGED Fm(INCH /HR) = 0.31 AREA- AVERAGED Fp(INCH /HR) = 0.75 » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< AREA- AVERAGED Ap = 0.41 » »>(STANDARD CURB SECTION USED) «<« EFFECTIVE STREAM AREA(ACRES) = 1.57 =_______ ____ _ ____= TOTAL STREAM AREA(ACRES) = 1.57 UPSTREAM ELEVATION(FEET) = 1049.71 DOWNSTREAM ELEVATION(FEET) = 1047.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.47 STREET LENGTH(FEET) = 282.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 15.00 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE INSIDE STREET CROSSFALL(DECIMAL) = 0.020 1 7.47 7.83 4.512 0.75( 0.31) 0.41 2.0 200.60 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 2 5.47 8.98 4.157 0.75( 0.31) 0.41 1.6 200.40 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 CONFLUENCE FORMULA USED FOR 2 STREAMS. * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.19 ** PEAK FLOW RATE TABLE ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER STREET FLOW DEPTH(FEET) = 0.37 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE HALFSTREET FLOOD WIDTH(FEET) = 11.94 1 12.68 7.83 4.512 0.75( 0.31) 0.41 3.3 200.60 1 1 1 1 4 1 1 1 1 1 1 1 it 1 1 1 It 1 I i 4 I 1 1 1 1 I I I I 1 114 1 11 S 1 1 1 0 CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 730 ❑ CREATEDATE 2/3/2005 11:17 AMC! ❑ FILENAME FONTBULB.RES❑ 0 PAGE 740 2 12.31 8.98 4.157 0.75( 0.31) 0.41 3.5 200.40 - - -- _ - - -- - -- -- -- - - __ -- UPSTREAM ELEVATION(FEET) = 1049.03 DOWNSTREAM ELEVATION(FEET) = 1047.89 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: STREET LENGTH(FEET) = 103.00 CURB HEIGHT(INCHES) = 6.0 PEAK FLOW RATE(CFS) 12.68 Tc(MIN.) = 7.83 STREET HALFWIDTH(FEET) = 20.00 EFFECTIVE AREA(ACRES) = 3.34 AREA - AVERAGED Fm(INCH/HR) = 0.31 AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.41 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 TOTAL AREA(ACRES) = 3.54 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 200.00 = 462.00 FEET. OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 31 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.70 » »> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ___ - = STREET FLOW DEPTH(FEET) = 0.29 ELEVATION DATA: UPSTREAM(FEET) = 1040.72 DOWNSTREAM(FEET) 1037.84 HALFSTREET FLOOD WIDTH(FEET) = 8.26 FLOW LENGTH(FEET) = 310.00 MANNING'S N - 0.013 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.13 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.2 INCHES PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.62 PIPE -FLOW VELOCITY(FEET /SEC.) = 6.79 STREET FLOW TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 7.16 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.760 PIPE- FLOW(CFS) = 12.68 SUBAREA LOSS RATE DATA(AMC II): PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 8.59 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LONGEST FLOWPATH FROM NODE 200.40 TO NODE 201.00 = 772.00 FEET. LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "8 -10 DWELLINGS /ACRE" B 0.53 0.75 0.40 56 FLOW PROCESS FROM NODE 201.00 TO NODE 201.00 IS CODE = 1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< SUBAREA AREA(ACRES) = 0.53 SUBAREA RUNOFF(CFS) = 2.13 _ ___ ___= EFFECTIVE AREA(ACRES) = 0.68 AREA - AVERAGED Fm(INCH /HR) = 0.32 TOTAL NUMBER OF STREAMS = 3 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.42 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TOTAL AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) = 2.72 TIME OF CONCENTRATION(MIN.) = 8.59 RAINFALL INTENSITY(INCH/HR) = 4.27 END OF SUBAREA STREET FLOW HYDRAULICS: AREA - AVERAGED Fm(INCH /HR) = 0.31 DEPTH(FEET) = 0.33 RALFSTREET FLOOD WIDTH(FEET) = 10.14 AREA- AVERAGED Fp(INCH /HR) = 0.75 FLOW VELOCITY(FEET /SEC.) = 2.37 DEPTH *VELOCITY(FT *FT /SEC.) = 0.78 AREA- AVERAGED Ap = 0.41 LONGEST FLOWPATH FROM NODE 201.40 TO NODE 201.20 = 235.00 FEET. EFFECTIVE STREAM AREA(ACRES) = 3.34 TOTAL STREAM AREA(ACRES) = 3.54 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.68 FLOW PROCESS FROM NODE 201.20 TO NODE 201.00 IS CODE = 31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< FLOW PROCESS FROM NODE 201.40 TO NODE 201.30 IS CODE = 21 »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ELEVATION DATA: UPSTREAM(FEET) = 1043.56 DOWNSTREAM(FEET) = 1037.84 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW LENGTH(FEET) - 35.00 MANNING'S N = 0.013 ___ ____ -_ = = =_ _ ____= ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 INITIAL SUBAREA FLOW- LENGTH(FEET) = 132.00 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.2 INCHES ELEVATION DATA: UPSTREAM(FEET) = 1051.00 DOWNSTREAM(FEET) = 1049.03 PIPE -FLOW VELOCITY(FEET /SEC.) = 12.99 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 PIPE- FLOW(CFS) = 2.72 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.359 2 3 .1 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) • 7.21 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.113 LONGEST FLOWPATH FROM NODE 201.40 TO NODE 201.00 = 270.00 FEET. 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.) FLOW PROCESS FROM NODE 201.00 TO NODE 201.00 IS CODE = 1 RESIDENTIAL "5 -7 DWELLINGS /ACRE" B 0.15 0.75 0.50 56 6.36 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 __ _______________________________ -- -- SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 TOTAL NUMBER OF STREAMS 3 SUBAREA RUNOFF(CFS) = 0.64 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TOTAL AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) = 0.64 TIME OF CONCENTRATION(MIN.) = 7.21 RAINFALL INTENSITY(INCH /HR) = 4.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AREA-AVERAGED Fm(INCH /HR) = 0.32 FLOW PROCESS FROM NODE 201.30 TO NODE 201.20 IS CODE = 61 AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.42 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< EFFECTIVE STREAM AREA(ACRES) = 0.68 » »>(STANDARD CURB SECTION USED) ««< TOTAL STREAM AREA(ACRES) = 0.68 1 1 t, I 1 1 I I 1 4 1 I I I I I I I I t 1 I I ill t 1 I I i ! . 1 I I I/ a A L 1 i 1 ❑ CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 750 ❑ CREATEDATE 2/3 /2005 11:17 AMC] ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 760 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.72 FLOW PROCESS FROM NODE 201.10 TO NODE 201.00 IS CODE = 31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< FLOW PROCESS FROM NODE 201.60 TO NODE 201.50 IS CODE = 21 » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ELEVATION DATA UPSTREAM(FEET) = 1041.60 DOWNSTREAM(FEET) _ 1037.84 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 _________________ °___ __= ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 INITIAL SUBAREA FLOW - LENGTH(FEET) = 130.00 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.8 INCHES ELEVATION DATA: UPSTREAM(FEET) = 1050.80 DOWNSTREAM(FEET) = 1048.82 PIPE -FLOW VELOCITY(FEET /SEC.) = 12.91 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 PIPE- FLOW(CFS) = 2.27 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.295 2 ( PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 6.85 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.145 LONGEST FLOWPATH FROM NODE 201.60 TO NODE 201.00 = 220.00 FEET. 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.) FLOW PROCESS FROM NODE 201.00 TO NODE 201.00 IS CODE = 1 RESIDENTIAL "5 -7 DWELLINGS /ACRE" B 0.14 0.75 0.50 56 6.29 »» >DESIGNATE INDEPENDENT STREAM FOR.CONFLUENCE««< SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 _ _____________ ___________ _ _ _ SUBAREA RUNOFF(CFS) = 0.60 TOTAL NUMBER OF STREAMS = 3 TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.60 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6.85 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY(INCH /HR) = 4.89 FLOW PROCESS FROM NODE 201.50 TO NODE 201.10 IS CODE = 61 AREA - AVERAGED Fm(INCH /HR) = 0.32 AREA- AVERAGED Fp(INCH /HR) = 0.75 » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< AREA- AVERAGED Ap = 0.43 » »>(STANDARD CURB SECTION USED) ««< EFFECTIVE STREAM AREA(ACRES) = 0.55 TOTAL STREAM AREA(ACRES) = 0.55 UPSTREAM ELEVATION(FEET) = 1048.82 DOWNSTREAM ELEVATION(FEET) = 1047.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.27 STREET LENGTH(FEET) = 70.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE INSIDE STREET CROSSFALL(DECIMAL) = 0.020 2-Li 1 12.68 8.59 4.268 0.75( 0.31) 0.41 3.3 200.60 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 1 12.31 9.74 3.958 0.75( 0.31) 0.41 3.5 200.40 2 2.72 7.21 4.742 0.75( 0.32) 0.42 0.7 201.40 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 3 2.27 6.85 4.888 0.75( 0.32) 0.43 0.6 201.60 Manning's FRICTION FACTOR for Streetfiow Section(curb -to -curb) = 0.0150 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.45 CONFLUENCE FORMULA USED FOR 3 STREAMS. STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 ** PEAK FLOW RATE TABLE ** HALFSTREET FLOOD WIDTH(FEET) = 7.39 STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.18 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.60 1 16.64 6.85 4.888 0.75( 0.31) 0.42 3.9 201.60 STREET FLOW TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 6.83 2 16.83 7.21 4.742 0.75( 0.31) 0.42 4.0 201.40 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.899 3 17.07 8.59 4.268 0.75( 0.31) 0.41 4.6 200.60 SUBAREA LOSS RATE DATA(AMC II): 4 16.36 9.74 3.958 0.75( 0.31) 0.41 4.8 200.40 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RESIDENTIAL PEAK FLOW RATE(CFS) = 17.07 Tc(MIN.) = 8.59 "8 -10 DWELLINGS /ACRE" B 0.41 0.75 0.40 56 EFFECTIVE AREA(ACRES) = 4.57 AREA - AVERAGED Fm(INCH/HR) = 0.31 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.41 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 TOTAL AREA(ACRES) = 4.77 SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 1.70 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 201.00 = 772.00 FEET. EFFECTIVE AREA(ACRES) = 0.55 AREA - AVERAGED Fm(INCH /HR) = 0.32 AREA- AVERAGED Fp(INCH/HR) - 0.75 AREA- AVERAGED Ap = 0.43 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL AREA(ACRES) = 0.55 PEAK FLOW RATE(CFS) = 2.27 FLOW PROCESS FROM NODE 201.00 TO NODE 202.01 IS CODE = 31 END OF SUBAREA STREET FLOW HYDRAULICS: »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.05 » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< FLOW VELOCITY(FEET /SEC.) = 2.42 DEPTH * VELOCITY(FT*FT /SEC.) = 0.74 ____________ _______________________________ _______ LONGEST FLOWPATH FROM NODE 201.60 TO NODE 201.10 = 200.00 FEET. ELEVATION DATA: UPSTREAM(FEET) = 1037.84 DOWNSTREAM(FEET) = 1037.52 FLOW LENGTH(FEET) - 50.00 MANNING'S N = 0.013 ********************************************* * * * * * * * * * * * * * * * * * * * * ** * * * * * * * ** DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.5 INCHES II I ILI Itil III ill III II II II It I III Oki Pi ❑ CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 77❑ ❑ CREATEDATE 2/3/2005 11:17 AMO ❑ FILENAME FONTBULB.RESO ❑ PAGE 780 PIPE -FLOW VELOCITY(FEET /SEC.) = 6.23 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.744 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 SUBAREA LOSS RATE DATA(AMC II): PIPE - FLOW(CFS) = 17.07 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 8.73 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN LONGEST FLOWPATH FROM NODE 200.40 TO NODE 202.01 = 822.00 FEET. COMMERCIAL B 0.68 0.75 0.20 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 ********************************************* * * ** * * * * * * * * * * * * * * * * * * * * * * * * * ** SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 FLOW PROCESS FROM NODE 202.01 TO NODE 202.01 IS CODE = 1 SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 2.25 EFFECTIVE AREA(ACRES) = 0.98 AREA - AVERAGED Fm(INCH/HR) = 0.07 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 - =______ ____ °__________ TOTAL AREA(ACRES) = 0.98 PEAK FLOW RATE(CFS) = 3,24 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: END OF SUBAREA STREET FLOW HYDRAULICS: TIME OF CONCENTRATION(MIN.) = 8.73 DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.64 RAINFALL INTENSITY(INCH /HR) = 4.23 FLOW VELOCITY(FEET /SEC.) = 2.59 DEPTH * VELOCITY(FT*FT /SEC.) = 0.88 AREA - AVERAGED Fm(INCH/HR) = 0.31 LONGEST FLOWPATH FROM NODE 202.04 TO NODE 202.02 = 630.00 FEET. AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA-AVERAGED Ap = 0.41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** EFFECTIVE STREAM AREA(ACRES) = 4.57 FLOW PROCESS FROM NODE 202.02 TO NODE 202.01 IS CODE = 31 TOTAL STREAM AREA(ACRES) = 4.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.07 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««« » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** _ -- - - -- -- FLOW PROCESS FROM NODE 202.04 TO NODE 202.03 IS CODE = 21 ELEVATION DATA: UPSTREAM(FEET) = 1043.10 DOWNSTREAM(FEET) = 1037.52 FLOW LENGTH(FEET) = 74.00 MANNING'S N = 0.013 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES ___ _ ____ = PIPE -FLOW VELOCITY(FEET /SEC.) = 10.40 INITIAL SUBAREA FLOW- LENGTH(FEET) = 200.00 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 ELEVATION DATA: UPSTREAM(FEET) = 1055.00 DOWNSTREAM(FEET) = 1054.23 PIPE - FLOW(CFS) = 3.24 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 10.81 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 �IQ .0 LONGEST FLOWPATH FROM NODE 202.04 TO NODE 202.01 = 704.00 FEET. SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 7.695 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.561 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SUBAREA Tc AND LOSS RATE DATA(AMC II): FLOW PROCESS FROM NODE 202.01 TO NODE 202.01 IS CODE = 1 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««« COMMERCIAL B 0.30 0.75 0.10 56 7.69 » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««« SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 = _____________________ _______ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 TOTAL NUMBER OF STREAMS = 2 SUBAREA RUNOFF(CFS) = 1.21 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.21 TIME OF CONCENTRATION(MIN.) = 10.81 RAINFALL INTENSITY(INCH /HR) = 3.72 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AREA-AVERAGED Fm(INCH /HR) = 0.07 FLOW PROCESS FROM NODE 202.03 TO NODE 202.02 IS CODE = 61 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 »»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««« EFFECTIVE STREAM AREA(ACRES) = 0.98 » »>(STANDARD CURB SECTION USED) « «< TOTAL STREAM AREA(ACRES) = 0.98 __ =___ _ _______ - -- - -- -- PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.24 UPSTREAM ELEVATION(FEET) = 1054.23 DOWNSTREAM ELEVATION(FEET) = 1048.93 STREET LENGTH(FEET) = 430.00 CURB HEIGHT(INCHES) = 6.0 ** CONFLUENCE DATA ** STREET HALFWIDTH(FEET) = 20.00 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 .0 ' 1 16.64 6.99 4.832 0.75( 0.31) 0.42 3.9 201.60 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 1 16.83 7.34 4.690 0.75( 0.31) 0.42 4.0 201.40 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 1 17.07 8.73 4.229 0.75( 0.31) 0.41 4.6 200.60 1 16.36 9.88 3.926 0.75( 0.31) 0.41 4.8 200.40 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 2 3.24 10.81 3.719 0.75( 0.07) 0.10 1.0 202.04 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.34 CONFLUENCE FORMULA USED FOR 2 STREAMS. STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 ** PEAK FLOW RATE TABLE ** HALFSTREET FLOOD WIDTH(FEET) = 9.27 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.39 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.75 1 19.37 6.99 4.832 0.75( 0.28) 0.37 4.5 201.60 STREET FLOW TRAVEL TIME(MIN.) = 3.00 Tc(MIN.) = 10.69 2 19.61 7.34 4.690 0.75( 0.28) 0.37 4.7 201.40 I i IL i I. I t I •, i It i ! I l i a. i t i IL i AL 1 1 1 a i IL i I. i IL i IL i I. I ❑ CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 79❑ ❑ CREATEDATE 2/3 /2005 11:17 AMU ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 800 3 20.05 8.73 4.229 0.75( 0.28) 0.37 5.4 200.60 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< 4 19.48 9.88 3.926 0.75( 0.27) 0.36 5.7 200.40 » CURB SECTION USED) « 5 18.66 10.81 3.719 0.75( 0.27) 0.36 5.8 202.04 = _ --- _ _ - -- -- UPSTREAM ELEVATION(FEET) = 1049.20 DOWNSTREAM ELEVATION(FEET) = 1047.92 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: STREET LENGTH(FEET) = 167.00 CURB HEIGHT(INCHES) = 6.0 PEAK FLOW RATE(CFS) = 20.05 Tc(MIN.) = 8.73 STREET HALFWIDTH(FEET) = 20.00 EFFECTIVE AREA(ACRES) = 5.36 AREA - AVERAGED Fm(INCH/HR) = 0.28 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.37 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 TOTAL AREA(ACRES) = 5.75 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 202.01 = 822.00 FEET. OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 FLOW PROCESS FROM NODE 202.01 TO NODE 202.00 IS CODE = 31 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 » PIPE -FLOW TRAVEL TIME THRU SUBAREA««< * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.55 » » > USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 ELEVATION DATA: UPSTREAM(FEET) = 1037.52 DOWNSTREAM(FEET) = 1037.01 HALFSTREET FLOOD WIDTH(FEET) = 10.64 FLOW LENGTH(FEET) = 123.00 MANNING'S N = 0.013 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.04 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.3 INCHES PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.69 PIPE -FLOW VELOCITY(FEET /SEC.) = 5.67 STREET FLOW TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) = 7.66 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.572 PIPE- FLOW(CFS) = 20.05 SUBAREA LOSS RATE DATA(AMC II): PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 9.09 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LONGEST FLOWPATH FROM NODE 200.40 TO NODE 202.00 = 945.00 FEET. LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * ** * * * ** "8 -10 DWELLINGS /ACRE" B 1.01 0.75 0.40 56 FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< SUBAREA AREA(ACRES) = 1.01 SUBAREA RUNOFF(CFS) = 3.88 = EFFECTIVE AREA(ACRES) = 1.15 AREA - AVERAGED Fm(INCH/HR) = 0.31 TOTAL NUMBER OF STREAMS = 3 AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.41 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TOTAL AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) = 4.41 TIME OF CONCENTRATION(MIN.) = 9.09 RAINFALL INTENSITY(INCH /HR) = 4.13 END OF SUBAREA STREET FLOW HYDRAULICS: AREA - AVERAGED Fm(INCH /HR) = 0.28 DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.39 AREA- AVERAGED Fp(INCH /HR) = 0.75 FLOW VELOCITY(FEET /SEC.) = 2.31 DEPTH *VELOCITY(FT *FT /SEC.) = 0.91 AREA - AVERAGED Ap = 0.37 LONGEST FLOWPATH FROM NODE 202.60 TO NODE 202.20 = 293.00 FEET. EFFECTIVE STREAM AREA(ACRES) = 5.36 TOTAL STREAM AREA(ACRES) = 5.75 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.05 FLOW PROCESS FROM NODE 202.20 TO NODE 202.00 IS CODE = 31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< FLOW PROCESS FROM NODE 202.60 TO NODE 202.50 IS CODE = 21 »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< » METHOD INITIAL SUBAREA ANALYSIS««< ELEVATION DATA: UPSTREAM(FEET) = 1042.15 DOWNSTREAM(FEET) = 1037.01 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 INITIAL SUBAREA FLOW- LENGTH(FEET) = 126.00 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES ELEVATION DATA: UPSTREAM(FEET) = 1051.00 DOWNSTREAM(FEET) = 1049.20 PIPE -FLOW VELOCITY(FEET /SEC.) = 15.22 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 ^ PIPE - FLOW(CFS) = 4.41 '�.! SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.297 . ' PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.70 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.144 LONGEST FLOWPATH FROM NODE 202.60 TO NODE 202.00 = 323.00 FEET. 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.) FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 1 RESIDENTIAL "5 -7 DWELLINGS /ACRE" B' 0.14 0.75 0.50 56 6.30 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.75 ====================== ... - -- -- - -- SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 TOTAL NUMBER OF STREAMS = 3 SUBAREA RUNOFF(CFS) = 0.60 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.60 TIME OF CONCENTRATION(MIN.) = 7.70 RAINFALL INTENSITY(INCH/HR) = 4.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AREA-AVERAGED Fm(INCH /HR) = 0.31 FLOW PROCESS FROM NODE 202.50 TO NODE 202.20 IS CODE = 61 AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.41 I II II i L 1 I lI I i It I I i 11 I I 11 a i I'll i 1 it i I J 1 1 1 1 I I ❑ CREATEDATE 2/3/2005 11:17 AMC ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 81 ❑ ❑ CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 820 EFFECTIVE STREAM AREA(ACRES) = 1.15 TOTAL STREAM AREA(ACRES) = 1.15 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.41 FLOW PROCESS FROM NODE 202.10 TO NODE 202.00 IS CODE = 31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< FLOW PROCESS FROM NODE 202.40 TO NODE 202.30 IS CODE = 21 »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< - -- -- ---- - - - - -- -- --- - - - - -- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ELEVATION DATA: UPSTREAM(FEET) = 1042.59 DOWNSTREAM(FEET) = 1037.01 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 INITIAL SUBAREA FLOW - LENGTH(FEET) = 128.00 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES ELEVATION DATA: UPSTREAM(FEET) = 1051.00 DOWNSTREAM(FEET) = 1049.02 PIPE -FLOW VELOCITY(FEET /SEC.) = 16.51 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 PIPE- FLOW(CFS) = 3.24 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.237 IS * I PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.18 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.173 LONGEST FLOWPATH FROM NODE 202.40 TO NODE 202.00 = 263.00 FEET. 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.) FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 1 RESIDENTIAL "5 -7 DWELLINGS /ACRE" B 0.14 0.75 0.50 56 6.24 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 = ______ _ SUBAREA RUNOFF(CFS) = 0.60 TOTAL NUMBER OF STREAMS = 3 TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.60 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.18 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY(INCH/HR) = 4.76 FLOW PROCESS FROM NODE 202.30 TO NODE 202.10 IS CODE = 61 AREA - AVERAGED Fm(INCH/HR) = 0.31 AREA - AVERAGED Fp(INCH/HR) = 0.75 » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< AREA- AVERAGED Ap = 0.42 » »>(STANDARD CURB SECTION USED) ««< EFFECTIVE STREAM AREA(ACRES) = 0.81 = TOTAL STREAM AREA(ACRES) = 0.81 UPSTREAM ELEVATION(FEET) = 1049.02 DOWNSTREAM ELEVATION(FEET) = 1047.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.24 STREET LENGTH(FEET) = 115.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE INSIDE STREET CROSSFALL(DECIMAL) = 0.020 ZS- 1 19.37 7.35 4.687 0.75( 0.28) 0.37 4.5 201.60 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 1 19.61 7.71 4.556 0.75( 0.28) 0.37 4.7 201.40 1 20.05 9.09 4.127 0.75( 0.28) 0.37 5.4 200.60 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 1 19.48 10.24 3.842 0.75( 0.27) 0.36 5.7 200.40 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 1 18.66 11.19 3.643 0.75( 0.27) 0.36 5.8 202.04 2 4.41 7.70 4.560 0.75( 0.31) 0.41 1.1 202.60 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.95 3 3.24 7.18 4.755 0.75( 0.31) 0.42 0.8 202.40 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO HALFSTREET FLOOD WIDTH(FEET) = 9.05 CONFLUENCE FORMULA USED FOR 3 STREAMS. AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.08 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.64 ** PEAK FLOW RATE TABLE ** STREET FLOW TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 7.16 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.763 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE SUBAREA LOSS RATE DATA(AMC II): 1 26.75 7.18 4.755 0.75( 0.29) 0.38 6.3 202.40 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 2 26.91 7.35 4.687 0.75( 0.29) 0.38 6.4 201.60 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 3 27.12 7.70 4.560 0.75( 0.29) 0.38 6.7 202.60 RESIDENTIAL 4 27.12 7.71 4.556 0.75( 0.29) 0.38 6.7 201.40 "8 -10 DWELLINGS /ACRE" B 0.67 0.75 0.40 56 5 26.80 9.09 4.127 0.75( 0.28) 0.38 7.3 200.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 6 25.73 10.24 3.842 0.75( 0.28) 0.38 7.6 200.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 7 24.55 11.19 3.643 0.75( 0.28) 0.37 7.7 202.04 SUBAREA AREA(ACRES) = 0.67 SUBAREA RUNOFF(CFS) = 2.69 EFFECTIVE AREA(ACRES) = 0.81 AREA - AVERAGED Fm(INCH /HR) = 0.31 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.42 PEAK FLOW RATE(CFS) = 27.12 Tc(MIN.) = 7.71 TOTAL AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) = 3.24 EFFECTIVE AREA(ACRES) = 6.66 AREA - AVERAGED Fm(INCH/HR) = 0.29 } AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.38 @° END OF SUBAREA STREET FLOW HYDRAULICS: TOTAL AREA(ACRES) = 7.71 { DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.22 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 202.00 = 945.00 FEET. t6 FLOW VELOCITY(FEET /SEC.) = 2.36 DEPTH *VELOCITY(FT *FT /SEC.) = 0.83 LONGEST FLOWPATH FROM NODE 202.40 TO NODE 202.10 = 243.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I I I I I I 11. 1 t I IL I l I i 1 1 1 1 1 1 i t I I I 11 III I I ! 1 E 1 1 I ❑ CREATEDATE 2/3 /2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 830 ❑ CREATEDATE 2/3 /2005 11:17 AM❑ 0 FILENAME FONTBULB.RES❑ ❑ PAGE 840 FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 31 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.28 »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: - -_ - STREET FLOW DEPTH(FEET) = 0.42 ELEVATION DATA: UPSTREAM(FEET) = 1037.01 DOWNSTREAM(FEET) = 1034.64 HALFSTREET FLOOD WIDTH(FEET) = 14.47 FLOW LENGTH(FEET) = 475.00 MANNING'S N = 0.013 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.39 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.2 INCHES PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.99 PIPE -FLOW VELOCITY(FEET /SEC.) = 6.38 STREET FLOW TRAVEL TIME(MIN.) = 2.06 Tc(MIN.) = 8.36 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.338 PIPE - FLOW(CFS) = 27.12 SUBAREA LOSS RATE DATA(AMC II): PIPE TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 8.95 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LONGEST FLOWPATH FROM NODE 200.40 TO NODE 203.00 = 1420.00 FEET. LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "8-10 DWELLINGS /ACRE" B 2.54 0.75 0.40 56 FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< SUBAREA AREA(ACRES) = 2.54 SUBAREA RUNOFF(CFS) = 9.23 = EFFECTIVE AREA(ACRES) = 2.69 AREA - AVERAGED Fm(INCH /HR) = 0.30 TOTAL NUMBER OF STREAMS = 3 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.41 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TOTAL AREA(ACRES) = 2.69 PEAK FLOW RATE(CFS) = 9.77 TIME OF CONCENTRATION(MIN.) = 8.95 RAINFALL INTENSITY(INCH/HR) = 4.17 END OF SUBAREA STREET FLOW HYDRAULICS: AREA - AVERAGED Fm(INCH/HR) = 0.29 DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.45 AREA- AVERAGED Fp(INCH /HR) = 0.75 FLOW VELOCITY(FEET /SEC.) = 2.77 DEPTH *VELOCITY(FT *FT /SEC.) = 1.37 AREA - AVERAGED Ap = 0.38 LONGEST FLOWPATH FROM NODE 203.40 TO NODE 203.20 = 426.00 FEET. EFFECTIVE STREAM AREA(ACRES) = 6.66 TOTAL STREAM AREA(ACRES) = 7.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.12 FLOW PROCESS FROM NODE 203.20 TO NODE 203.00 IS CODE = 31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< FLOW PROCESS FROM NODE 203.40 TO NODE 203.30 IS CODE = 21 »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< = » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ELEVATION DATA: UPSTREAM(FEET) = 1035.39 DOWNSTREAM(FEET) = 1034.64 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW LENGTH(FEET) = 31.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES INITIAL SUBAREA FLOW- LENGTH(FEET) = 131.00 PIPE -FLOW VELOCITY(FEET /SEC.) = 9.28 ELEVATION DATA: UPSTREAM(FEET) = 1051.00 DOWNSTREAM(FEET) = 1048.99 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.77 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.42 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.305 - I LONGEST FLOWPATH FROM NODE 203.40 TO NODE 203.00 = 457.00 FEET. * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.140 SUBAREA Tc AND LOSS RATE DATA(AMC II): ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 1 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CM (MIN.) RESIDENTIAL »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< "5 -7 DWELLINGS /ACRE" B 0.15 0.75 0.50 56 6.30 =-- - - - - -- SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 TOTAL NUMBER OF STREAMS - 3 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: SUBAREA RUNOFF(CFS) = 0.64 TIME OF CONCENTRATION(MIN.) = 8.42 TOTAL AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) = 0.64 RAINFALL INTENSITY(INCH /HR) = 4.32 AREA - AVERAGED Fm(INCH/HR) = 0.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AREA- AVERAGED Fp(INCH /HR) = 0.75 FLOW PROCESS FROM NODE 203.30 TO NODE 203.20 IS CODE = 61 AREA- AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 2.69 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< TOTAL STREAM AREA(ACRES) = 2.69 » »>(STANDARD CURB SECTION USED) ««< PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.77 UPSTREAM ELEVATION(FEET) = 1048.99 DOWNSTREAM ELEVATION(FEET) = 1046.81 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** STREET LENGTH(FEET) = 295.00 CURB HEIGHT(INCHES) = 6.0 FLOW PROCESS FROM NODE 203.60 TO NODE 203.50 IS CODE = 21 STREET HALFWIDTH(FEET) = 20.00 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INSIDE STREET CROSSFALL(DECIMAL) = 0.020 =______________________ OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 INITIAL SUBAREA FLOW- LENGTH(FEET) = 124.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.00 DOWNSTREAM(FEET) = 1049.20 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 1 1 1 1 i 1 1 1 1 1 & i i 1 1 1 11 1 1 11 1 1 L 1 1 1 II I 1 1 1 1 r 4 1 1 ❑ CREATEDATE 2/3 /2005 11:17 AMO ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 850 ❑ CREATEDATE 2/3 /2005 11:17 AM ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 860 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)) * 0.20 PIPE- FLOW(CFS) = 2.63 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.237 Z g . PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 8.47 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.173 LONGEST FLOWPATH FROM NODE 203.60 TO NODE 203.00 = 407.00 FEET. 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.) FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 1 RESIDENTIAL "5 -7 DWELLINGS /ACRE" B 0.14 0.75 0.50 56 6.24 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 =__ = = === = = = == =_____ SUBAREA RUNOFF(CFS) = 0.60 TOTAL NUMBER OF STREAMS = 3 TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.60 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY(INCH /HR) = 4.31 FLOW PROCESS FROM NODE 203.50 TO NODE 203.10 IS CODE = 61 AREA - AVERAGED Fm(INCH /HR) = 0.31 AREA- AVERAGED Fp(INCH/HR) = 0.75 » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< AREA- AVERAGED Ap = 0.42 » »>(STANDARD CURB SECTION USED) ««< EFFECTIVE STREAM AREA(ACRES) = 0.73 TOTAL STREAM AREA(ACRES) = 0.73 UPSTREAM ELEVATION(FEET) = 1049.20 DOWNSTREAM ELEVATION(FEET) = 1046.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.63 STREET LENGTH(FEET) = 262.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 ** CONFLUENCE DATA ** ^7 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 Zg NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE INSIDE STREET CROSSFALL(DECIMAL) = 0.020 1 26.75 8.42 4.321 0.75( 0.29) 0.38 6.3 202.40 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 1 26.91 8.59 4.268 0.75( 0.29) 0.38 6.4 201.60 1 27.12 8.94 4.169 0.75( 0.29) 0.38 6.7 202.60 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 1 27.12 8.95 4.166 0.75( 0.29) 0.38 6.7 201.40 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 1 26.80 10.33 3.822 0.75( 0.28) 0.38 7.3 200.60 1 25.73 11.49 3.586 0.75( 0.28) 0.38 7.6 200.40 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.68 1 24.55 12.44 3.419 0.75( 0.28) 0.37 7.7 202.04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 2 9.77 8.42 4.321 0.75( 0.30) 0.41 2.7 203.40 STREET FLOW DEPTH(FEET) = 0.30 3 2.63 8.47 4.305 0.75( 0.31) 0.42 0.7 203.60 HALFSTREET FLOOD WIDTH(FEET) = 8.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.97 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.59 CONFLUENCE FORMULA USED FOR 3 STREAMS. STREET FLOW TRAVEL TIME(MIN.) = 2.21 Tc(MIN.) = 8.45 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.312 ** PEAK FLOW RATE TABLE ** SUBAREA LOSS RATE DATA(AMC II): STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 1 39.14 8.42 4.321 0.75( 0.29) 0.39 9.7 202.40 RESIDENTIAL 2 39.14 8.42 4.321 0.75( 0.29) 0.39 9.7 203.40 "8 -10 DWELLINGS /ACRE" B 0.59 0.75 0.40 56 3 39.16 8.47 4.305 0.75( 0.29) 0.39 9.7 203.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 4 39.15 8.59 4.268 0.75( 0.29) 0.39 9.8 201.60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 5 39.06 8.94 4.169 0.75( 0.29) 0.39 10.1 202.60 SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 2.13 6 39.05 8.95 4.166 0.75( 0.29) 0.39 10.1 201.40 EFFECTIVE AREA(ACRES) = 0.73 AREA- AVERAGED Fm(INCH/HR) = 0.31 7 37.66 10.33 3.822 0.75( 0.29) 0.39 10.7 200.60 AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.42 8 35.86 11.49 3.586 0.75( 0.29) 0.39 11.0 200.40 TOTAL AREA(ACRES) = 0.73 PEAK FLOW RATE(CFS) = 2.63 9 34.17 12.44 3.419 0.75( 0.29) 0.38 11.1 202.04 END OF SUBAREA STREET FLOW HYDRAULICS: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.35 PEAK FLOW RATE(CFS) = 39.16 Tc(MIN.) = 8.47 FLOW VELOCITY(FEET /SEC.) = 2.21 DEPTH *VELOCITY(FT *FT /SEC.) = 0.74 EFFECTIVE AREA(ACRES) - 9.73 AREA- AVERAGED Fm(INCH /HR) = 0.29 LONGEST FLOWPATH FROM NODE 203.60 TO NODE 203.10 = 386.00 FEET. AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 11.13 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** LONGEST FLOWPATH FROM NODE 200.40 TO NODE 203.00 = 1420.00 FEET. FLOW PROCESS FROM NODE 203.10 TO NODE 203.00 IS CODE = 31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 31 » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< = »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< i ELEVATION DATA: UPSTREAM(FEET) = 1040.96 DOWNSTREAM(FEET) = 1034.64 » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< i FLOW LENGTH(FEET) = 21.00 MANNING'S N = 0.013 = =_= ===== ----- =_=--------------------------------------------------- i ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 ELEVATION DATA: UPSTREAM(FEET) = 1034.64 DOWNSTREAM(FEET) = 1033.83 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.7 INCHES FLOW LENGTH(FEET) = 203.00 MANNING'S N = 0.013 PIPE -FLOW VELOCITY(FEET /SEC.) = 15.95 DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.9 INCHES ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE -FLOW VELOCITY(FEET /SEC.) = 6.44 1 1 I I '1 1 1 1 1 1 1 1 1 1 1 1 11 11 111 I I I 11 11 11 II 1 1 1 1 11 1 ❑ CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 870 ❑ CREATEDATE 2/3 /2005 11:17 AMID ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 880 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.209 PIPE- FLOW(CFS) = 39.16 SUBAREA LOSS RATE DATA(AMC II): PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 8.99 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LONGEST FLOWPATH FROM NODE 200.40 TO NODE 204.00 = 1623.00 FEET. LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "8 -10 DWELLINGS /ACRE" B 1.19 0.75 0.40 56 FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« SUBAREA AREA(ACRES) = 1.19 SUBAREA RUNOFF(CFS) = 4.19 = EFFECTIVE AREA(ACRES) = 1.43 AREA - AVERAGED Fm(INCH /HR) = 0.31 TOTAL NUMBER OF STREAMS = 2 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.42 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TOTAL AREA(ACRES) = 1.43 PEAK FLOW RATE(CFS) = 5.02 TIME OF CONCENTRATION(MIN.) = 8.99 RAINFALL INTENSITY(INCH/HR) = 4.15 END OF SUBAREA STREET FLOW HYDRAULICS: AREA - AVERAGED Fm(INCH /HR) = 0.29 DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.97 AREA- AVERAGED Fp(INCH /HR) = 0.75 FLOW VELOCITY(FEET /SEC.) = 2.43 DEPTH *VELOCITY(FT *FT /SEC.) = 0.98 AREA - AVERAGED Ap = 0.39 LONGEST FLOWPATH FROM NODE 204.30 TO NODE 204.10 = 440.00 FEET. EFFECTIVE STREAM AREA(ACRES) = 9.73 TOTAL STREAM AREA(ACRES) = 11.13 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PEAK FLOW RATE(CFS) AT CONFLUENCE = 39.16 FLOW PROCESS FROM NODE 204.10 TO NODE 204.00 IS CODE = 31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< FLOW PROCESS FROM NODE 204.30 TO NODE 204.20 IS CODE = 21 » » > USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ELEVATION DATA: UPSTREAM(FEET) = 1041.96 DOWNSTREAM(FEET) = 1033.83 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 ------------------------------------ - - - - -- ------------ -- - - -- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 INITIAL SUBAREA FLOW- LENGTH(FEET) = 140.00 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES ELEVATION DATA: UPSTREAM(FEET) = 1051.30 DOWNSTREAM(FEET) = 1049.16 PIPE -FLOW VELOCITY(FEET /SEC.) = 14.54 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 PIPE - FLOW(CFS) = 5.02 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.480 5 Z . I I PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 8.86 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.056 LONGEST FLOWPATH FROM NODE 204.30 TO NODE 204.00 = 500.00 FEET. 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.) FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 1 RESIDENTIAL "5 -7 DWELLINGS /ACRE" B 0.24 0.75 0.50 56 6.48 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 =_ _______________________ _ SUBAREA RUNOFF(CFS) = 1.01 TOTAL NUMBER OF STREAMS = 2 TOTAL AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) = 1.01 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION)MIN.) = 8.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY(INCH /HR) = 4.19 FLOW PROCESS FROM NODE 204.20 TO NODE 204.10 IS CODE = 61 AREA - AVERAGED Fm(INCH /HR) = 0.31 AREA- AVERAGED Fp(INCH /HR) = 0.75 » » > COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< AREA- AVERAGED Ap = 0.42 » » >(STANDARD CURB SECTION USED) ««< EFFECTIVE STREAM AREA(ACRES) = 1.43 ------------------------------------------ - - - - -- TOTAL STREAM AREA(ACRES) = 1.43 UPSTREAM ELEVATION(FEET) = 1049.16 DOWNSTREAM ELEVATION(FEET) = 1046.79 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.02 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 52' NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE INSIDE STREET CROSSFALL(DECIMAL) = 0.020 1 39.14 8.94 4.167 0.75( 0.29) 0.39 9.7 202.40 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 1 39.14 8.94 4.167 0.75( 0.29) 0.39 9.7 203.40 1 39.16 8.99 4.153 0.75( 0.29) 0.39 9.7 203.60 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 1 39.15 9.12 4.119 0.75( 0.29) 0.39 9.8 201.60 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 1 39.06 9.46 4.029 0.75( 0.29) 0.39 10.1 202.60 1 39.05 9.47 4.026 0.75( 0.29) 0.39 10.1 201.40 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.12 1 37.66 10.86 3.710 0.75( 0.29) 0.39 10.7 200.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 1 35.86 12.01 3.491 0.75( 0.29) 0.39 11.0 200.40 STREET FLOW DEPTH(FEET) = 0.36 1 34.17 12.97 3.334 0.75( 0.29) 0.38 11.1 202.04 HALFSTREET FLOOD WIDTH(FEET) = 11.51 2 5.02 8.86 4.190 0.75('0.31) 0.42 1.4 204.30 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.16 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.77 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO STREET FLOW TRAVEL TIME(MIN.) = 2.31 Tc(MIN.) = 8.79 CONFLUENCE FORMULA USED FOR 2 STREAMS. It 1 1 1 $ 1 a 1 1 1 11 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 ! 1 1 1 I i I i ❑ CREATEDATE 2/3/2005 11:17 AMO ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 890 ❑ CREATEDATE 2/3/2005 11:17 AMO ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 900 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) ** PEAK FLOW RATE TABLE ** RESIDENTIAL STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER "5 -7 DWELLINGS /ACRE" B 0.18 0.75 0.50 56 6.75 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) - 0.75 1 44.03 8.86 4.190 0.75( 0.30) 0.40 11.0 204.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 2 44.13 8.94 4.167 0.75( 0.30) 0.40 11.1 202.40 SUBAREA RUNOFF(CFS) = 0.74 3 44.13 8.94 4.167 0.75( 0.30) 0.40 11.1 203.40 TOTAL AREA(ACRES) = 0.18 PEAK FLOW RATE(CFS) = 0.74 4 44.12 8.99 4.153 0.75( 0.30) 0.40 11.2 203.60 5 44.08 9.12 4.119 0.75( 0.30) 0.40 11.3 201.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 6 43.87 9.46 4.029 0.75( 0.30) 0.40 11.5 202.60 FLOW PROCESS FROM NODE 205.30 TO NODE 205.10 IS CODE = 61 7 43.86 9.47 4.026 0.75( 0.30) 0.40 11.5 201.40 8 42.06 10.86 3.710 0.75( 0.29) 0.39 12.2 200.60 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< 9 39.97 12.01 3.491 0.75( 0.29) 0.39 12.5 200.40 »»>(STANDARD CURB SECTION USED) ««< 10 38.08 12.97 3.334 0.75( 0.29) 0.39 12.6 202.04 = ______________ _______ _ _ _______ UPSTREAM ELEVATION(FEET) = 1049.30 DOWNSTREAM ELEVATION(FEET) = 1046.36 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: STREET LENGTH(FEET) = 501.00 CURB HEIGHT(INCHES) = 6.0 PEAK FLOW RATE(CFS) = 44.13 Tc(MIN.) = 8.94 STREET HALFWIDTH(FEET) = 20.00 EFFECTIVE AREA(ACRES) = 11.12 AREA - AVERAGED Fm(INCH/HR) = 0.30 AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.40 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 Zq TOTAL AREA(ACRES) = 12.56 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 204.00 = 1623.00 FEET. OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 31 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.61 » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ____ _ _ = STREET FLOW DEPTH(FEET) = 0.35 ELEVATION DATA: UPSTREAM(FEET) = 1033.83 DOWNSTREAM(FEET) = 1033.11 HALFSTREET FLOOD WIDTH(FEET) = 11.36 FLOW LENGTH(FEET) = 178.00 MANNING'S N = 0.013 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.85 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.5 INCHES PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.65 PIPE -FLOW VELOCITY(FEET /SEC.) = 6.78 STREET FLOW TRAVEL TIME(MIN.) = 4.51 Tc(MIN.) = 11.26 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.629 PIPE- FLOW(CFS) = 44.13 SUBAREA LOSS RATE DATA(AMC II): PIPE TRAVEL TIME(MIN.) 0.44 Tc(MIN.) = 9.38 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LONGEST FLOWPATH FROM NODE 200.40 TO NODE 205.00 = 1801.00 FEET. LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "8-10 DWELLINGS /ACRE" B 1.23 0.75 0.40 56 FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< SUBAREA AREA(ACRES) = 1.23 SUBAREA RUNOFF(CFS) = 3.69 _ _ -- _ _______= EFFECTIVE AREA(ACRES) = 1.41 AREA - AVERAGED Fm(INCH /HR) = 0.31 TOTAL NUMBER OF STREAMS = 3 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.41 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TOTAL AREA(ACRES) = 1.41 PEAK FLOW RATE(CFS) = 4.21 TIME OF CONCENTRATION(MIN.) = 9.38 RAINFALL INTENSITY(INCH/HR) = 4.05 END OF SUBAREA STREET FLOW HYDRAULICS: AREA - AVERAGED Fm(INCH/HR) = 0.30 DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.82 AREA - AVERAGED Fp(INCH/HR) = 0.75 FLOW VELOCITY(FEET /SEC.) - 2.08 DEPTH * VELOCITY(FT*FT /SEC.) = 0.84 AREA- AVERAGED Ap = 0.40 LONGEST FLOWPATH FROM NODE 205.40 TO NODE 205.10 = 645.00 FEET. EFFECTIVE STREAM AREA(ACRES) = 11.12 TOTAL STREAM AREA(ACRES) = 12.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PEAK FLOW RATE(CFS) AT CONFLUENCE = 44.13 FLOW PROCESS FROM NODE 205.10 TO NODE 205.00 IS CODE = 31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< FLOW PROCESS FROM NODE 205.40 TO NODE 205.30 IS CODE = 21 » »> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ELEVATION DATA: UPSTREAM(FEET) = 1039.53 DOWNSTREAM(FEET) = 1033.11 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 _ -- -- -- - -- -- -- - = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 INITIAL SUBAREA FLOW- LENGTH(FEET) = 144.00 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES ELEVATION DATA: UPSTREAM(FEET) = 1051.20 DOWNSTREAM(FEET) = 1049.30 PIPE -FLOW VELOCITY(FEET /SEC.) = 18.74 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 I PIPE - FLOW(CFS) = 4.21 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.749 PIPE TRAVEL TIME(MIN.( = 0.02 Tc(MIN.) = 11.28 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.934 LONGEST FLOWPATH FROM NODE 205.40 TO NODE 205.00 = 665.00 FEET. SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 1 t 1 l i t 1 1 1 1 1 1 1 I L I I L I I I I I I I L . 1 1 1 1 1 1 1 1 1 1 1 I L I kJ' ❑ CREATEDATE 2/3 /2005 11:17 AMO 0 FILENAME FONTBULB.RES❑ ❑ PAGE 91 ❑ ❑ CREATEDATE 2/3/2005 11:17 AMC] ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 920 FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< SUBAREA AREA(ACRES) = 1.65 SUBAREA RUNOFF(CFS) = 5.21 EFFECTIVE AREA(ACRES) = 1.81 AREA - AVERAGED Fm(INCH/HR) = 0.31 TOTAL NUMBER OF STREAMS = 3 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.41 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TOTAL AREA(ACRES) = 1.81 PEAK FLOW RATE(CFS) = 5.70 TIME OF CONCENTRATION(MIN.) = 11.28 RAINFALL INTENSITY(INCH /HR) = 3.63 END OF SUBAREA STREET FLOW HYDRAULICS: AREA - AVERAGED Fm(INCH /HR) = 0.31 DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.77 AREA- AVERAGED Fp(INCH/HR) = 0.75 FLOW VELOCITY(FEET /SEC.) = 2.19 DEPTH *VELOCITY(FT *FT /SEC.) = 0.97 AREA- AVERAGED Ap = 0.41 LONGEST FLOWPATH FROM NODE 205.60 TO NODE 205.40 = 583.00 FEET. EFFECTIVE STREAM AREA(ACRES) = 1.41 TOTAL STREAM AREA(ACRES) = 1.41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ** PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.21 FLOW PROCESS FROM NODE 205.40 TO NODE 205.20 IS CODE = 61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< FLOW PROCESS FROM NODE 205.60 TO NODE 205.50 IS CODE = 21 »»>(STANDARD CURB SECTION USED) « «< » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< UPSTREAM ELEVATION(FEET) = 1047.31 DOWNSTREAM ELEVATION(FEET) = 1046.36 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 ____ ____________________________ STREET HALFWIDTH(FEET) = 20.00 INITIAL SUBAREA FLOW - LENGTH(FEET) = 140.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.80 DOWNSTREAM(FEET) = 1049.77 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 "� O INSIDE STREET CROSSFALL(DECIMAL) = 0.020 J Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 t OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 V SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.548 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.024 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 SUBAREA Tc AND LOSS RATE DATA(AMC II): Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.19 RESIDENTIAL STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: "5 -7 DWELLINGS /ACRE" B 0.16 0.75 0.50 56 6.55 STREET FLOW DEPTH(FEET) = 0.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 HALFSTREET FLOOD WIDTH(FEET) = 18.66 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 AVERAGE FLOW VELOCITY(FEET /SEC.) - 2.00 SUBAREA RUNOFF(CFS) = 0.67 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.00 TOTAL AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 2.09 Tc(MIN.) = 12.48 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.411 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SUBAREA LOSS RATE DATA(AMC II)• FLOW PROCESS FROM NODE 205.50 TO NODE 205.40 IS CODE = 61 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< RESIDENTIAL » »>(STANDARD CURB SECTION USED) « «< "8 -10 DWELLINGS /ACRE" B 1.06 0.75 0.40 56 ____ ____ _ -- SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 UPSTREAM ELEVATION(FEET) = 1049.77 DOWNSTREAM ELEVATION(FEET) = 1047.31 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 STREET LENGTH(FEET) = 443.00 CURB HEIGHT(INCHES) = 6.0 SUBAREA AREA(ACRES) = 1.06 SUBAREA RUNOFF(CFS) = 2.97 STREET HALFWIDTH(FEET) = 20.00 EFFECTIVE AREA(ACRES) = 2.87 AREA - AVERAGED Fm(INCH/HR) = 0.30 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.41 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 30i 1 TOTAL AREA(ACRES) = 2.87 PEAK FLOW RATE(CFS) = 8.03 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 1 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 19.46 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 FLOW VELOCITY(FEET /SEC.) = 2.06 DEPTH *VELOCITY(FT *FT /SEC.) = 1.06 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 LONGEST FLOWPATH FROM NODE 205.60 TO NODE 205.20 = 833.00 FEET. * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: FLOW PROCESS FROM NODE 205.20 TO NODE 205.00 IS CODE = 31 STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.67 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.92 » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< PRODUCTOF DEPTH & VELOCITY(FT*FT /SEC.) = 0.73 _ _____________________________ _______ ___________ _ - STREET FLOW TRAVEL TIME(MIN.) = 3.85 Tc(MIN.) = 10.40 ELEVATION DATA: UPSTREAM(FEET) = 1038.53 DOWNSTREAM(FEET) = 1033.11 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.807 FLOW LENGTH(FEET) = 29.00 MANNING'S N = 0.013 SUBAREA LOSS RATE DATA(AMC II): ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PIPE -FLOW VELOCITY(FEET /SEC.) = 18.66 RESIDENTIAL ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 "8 -10 DWELLINGS /ACRE" B 1.65 0.75 0.40 56 PIPE - FLOW(CFS) = 8.03 ii IL I L I II L I t i 'I 1 II lit ti II II II iii III II II II IL i ❑ CREATEDATE 2/3/2005 11:17 AMO ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 93❑ ❑ CREATEDATE 2/3/2005 11:17 AMO ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 940 PIPETRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 12.51 =_____ ____'_ ________________`__________ _ ___ LONGEST FLOWPATH FROM NODE 205.60 TO NODE 205.00 = 862.00 FEET. ELEVATION DATA: UPSTREAM(FEET) = 1033.11 DOWNSTREAM(FEET) = 1032.39 FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.2 INCHES FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 1 PIPE -FLOW VELOCITY(FEET /SEC.) = 8.61 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< PIPE - FLOW(CFS) = 55.37 »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 9.77 -- -- - LONGEST FLOWPATH FROM NODE 200.40 TO NODE 206.00 = 1911.00 FEET. TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME OF CONCENTRATION(MIN.) = 12.51 FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 11 RAINFALL INTENSITY(INCH /HR) = 3.41 AREA - AVERAGED Fm(INCH /HR) = 0.30 » »> CONFLUENCE MEMORY BANK # 3 WITH THE MAIN- STREAM MEMORY ««< AREA- AVERAGED Fp(INCH /HR) = 0.75 - __________________ ° =__________ _ _ _ AREA- AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 2.87 ** MAIN STREAM CONFLUENCE DATA ** TOTAL STREAM AREA(ACRES) = 2.87 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.03 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 55.22 9.51 4.015 0.75( 0.30) 0.40 14.3 204.30 ** CONFLUENCE DATA ** 2 55.35 9.59 3.995 0.75( 0.30) 0.40 14.4 202.40 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 3 55.35 9.59 3.995 0.75( 0.30) 0.40 14.4 203.40 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 4 55.36 9.65 3.982 0.75( 0.30) 0.40 14.5 203.60 1 44.03 9.30 4.070 0.75( 0.30) 0.40 11.0 204.30 5 55.37 9.77 3.952 0.75( 0.30) 0.40 14.6 201.60 1 44.13 9.38 4.050 0.75( 0.30) 0.40 11.1 202.40 6 55.30 10.11 3.871 0.75( 0.30) 0.40 15.0 202.60 1 44.13 9.38 4.049 0.75( 0.30) 0.40 11.1 203.40 7 55.29 10.12 3.869 0.75( 0.30) 0.40 15.0 201.40 1 44.12 9.43 4.036 0.75( 0.30) 0.40 11.2 203.60 8 54.04 11.49 3.585 0.75( 0.30) 0.40 16.2 205.40 1 44.08 9.56 4.005 0.75( 0.30) 0.40 11.3 201.60 9 54.02 11.51 3.582 0.75( 0.30) 0.40 16.2 200.60 1 43.87 9.90 3.921 0.75( 0.30) 0.40 11.5 202.60 10 51.94 12.69 3.378 0.75( 0.30) 0.39 16.7 200.40 1 43.86 9.91 3.918 0.75( 0.30) 0.40 11.5 201.40 11 51.86 12.72 3.373 0.75( 0.30) 0.39 16.8 205.60 1 42.06 11.30 3.622 0.75( 0.29) 0.39 12.2 200.60 12 49.50 13.65 3.233 0.75( 0.29) 0.39 16.8 202.04 1 39.97 12.47 3.413 0.75( 0.29) 0.39 12.5 200.40 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 206.00 = 1911.00 FEET. 1 38.08 13.43 3.265 0.75( 0.29) 0.39 12.6 202.04 2 4.21 11.28 3.626 0.75( 0.31) 0.41 1.4 205.40 ** MEMORY BANK # 3 CONFLUENCE DATA ** 3 8.03 12.51 3.407 0.75( 0.30) 0.41 2.9 205.60 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 1 420.25 7.70 4.557 0.58( 0.23) 0.39 78.8 114.60 CONFLUENCE FORMULA USED FOR 3 STREAMS. 2 441.43 8.83 4.199 0.58( 0.23) 0.39 90.6 118.30 3 449.29 9.22 4.092 0.58( 0.23) 0.39 95.1 152.60 ** PEAK FLOW RATE TABLE ** 4 453.24 9.42 4.040 0.58( 0.23) 0.39 97.5 109.20 STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER 5 456.72 9.61 3.992 0.58( 0.23) 0.39 99.7 117.60 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 6 458.29 9.69 3.970 0.58( 0.23) 0.39 100.7 118.60 1 55.22 9.30 4.070 0.75( 0.30) 0.40 14.3 204.30 7 459.16 9.74 3.958 0.58( 0.23) 0.39 101.3 117.30 2 55.35 9.38 4.050 0.75( 0.30) 0.40 14.4 202.40 8 468.07 10.24 3.842 0.58( 0.23) 0.39 107.1 112.40 3 55.35 9.38 4.049 0.75( 0.30) 0.40 14.4 203.40 9 475.78 10.68 3.745 0.58( 0.23) 0.39 112.1 111.30 4 55.36 9.43 4.036 0.75( 0.30) 0.40 14.5 203.60 10 484.75 11.22 3.638 0.58( 0.23) 0.39 118.1 108.60 5 55.37 9.56 4.005 0.75( 0.30) 0.40 14.6 201.60 11 484.88 11.22 3.636 0.58( 0.23) 0.39 118.2 108.40 6 55.30 9.90 3.921 0.75( 0.30) 0.40 15.0 202.60 12 486.07 11.30 3.622 0.58( 0.23) 0.39 119.1 116.60 7 55.29 9.91 3.918 0.75( 0.30) 0.40 15.0 201.40 13 486.25 11.31 3.620 0.58( 0.23) 0.39 119.2 106.30 8 54.04 11.28 3.626 0.75( 0.30) 0.40 16.2 205.40 14 490.64 11.58 3.569 0.58( 0.23) 0.39 122.5 101.60 9 54.02 11.30 3.622 0.75( 0.30) 0.40 16.2 200.60 15 499.76 12.14 3.469 0.58( 0.23) 0.39 129.6 103.90 10 51.94 12.47 3.413 0.75( 0.30) 0.39 16.7 200.40 16 501.47 12.25 3.451 0.58( 0.23) 0.39 131.0 115.30 11 51.86 12.51 3.407 0.75( 0.30) 0.39 16.8 205.60 17 509.79 12.80 3.360 0.58( 0.23) 0.39 137.8 116.40 12 49.50 13.43 3.265 0.75( 0.29) 0.39 16.8 202.04 18 517.73 13.38 3.273 0.57( 0.23) 0.39 144.7 101.40 19 518.75 13.46 3.260 0.57( 0.23) 0.39 145.7 100.30 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 20 520.45 13.62 3.238 0.57( 0.22) 0.39 147.5 152.40 PEAK FLOW RATE(CFS) = 55.37 Tc(MIN.) = 9.56 21 523.01 13.87 3.203 0.57( 0.22) 0.39 150.2 114.40 EFFECTIVE AREA(ACRES) = 14.64 AREA - AVERAGED Fm(INCH /HR) = 0.30 22 530.00 14.56 3.111 0.57( 0.22) 0.39 158.0 102.30 AREA - AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.40 23 541.37 15.83 2.959 0.57( 0.22) 0.39 171.6 150.40 TOTAL AREA(ACRES) = 16.84 24 541.69 15.86 2.955 0.57( 0.22) 0.39 172.0 150.60 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 205.00 = 1801.00 FEET. 25 546.51 16.45 2.891 0.57( 0.22) 0.39 178.2 103.50 26 549.69 16.86 2.849 0.57( 0.22) 0.39 182.5 151.40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 27 552.14 17.21 2.814 0.57( 0.22) 0.39 186.1 103.70 1 FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 31 28 553.50 17.43 2.792 0.57( 0.22) 0.39 188.3 151.70 29 561.90 18.82 2.667 0.56( 0.22) 0.39 201.6 414.00 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< 30 560.82 19.35 2.623 0.56( 0.22) 0.38 205.0 645.00 »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< 31 558.66 20.36 2.543 0.56( 0.21) 0.38 211.6 105.50 L i L i ! I L i 1 1 l I 1 1 l I l i ! i I i l i 1 1 1 1 1 1 l 1 l 1 l 1 t 1 ❑ CREATEDATE 2/3/2005 11:17 AMU ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 950 ❑ CREATEDATE 2/3/2005 11:17 AMID ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 960 32 557.51 20.79 2.512 0.56( 0.21) 0.38 214.2 182.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 33 543.08 22.15 2.418 0.56( 0.21) 0.38 217.9 414.00 FLOW PROCESS FROM NODE 206.00 TO NODE 206.01 IS CODE = 31 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 206.00 = 4580.00 FEET. »»»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< ** PEAK FLOW RATE TABLE ** » »»USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER =_____________________________ ______ - -_ NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE ELEVATION DATA: UPSTREAM(FEET) = 1032.39 DOWNSTREAM(FEET) = 1032.30 1 471.49 7.70 4.557 0.60( 0.24) 0.39 90.4 114.60 FLOW LENGTH(FEET) - 44.00 MANNING'S N = 0.013 2 495.22 8.83 4.199 0.60( 0.24) 0.39 103.9 118.30 DEPTH OF FLOW IN 114.0 INCH PIPE IS 90.8 INCHES 3 503.90 9.22 4.092 0.60( 0.24) 0.39 109.0 152.60 PIPE -FLOW VELOCITY(FEET /SEC.) = 9.95 4 508.26 9.42 4.040 0.60( 0.24) 0.39 111.7 109.20 ESTIMATED PIPE DIAMETER(INCH) = 114.00 NUMBER OF PIPES = 1 5 510.21 9.51 4.015 0.60( 0.24) 0.39 112.9 204.30 PIPE- FLOW(CFS) = 601.86 6 511.80 9.59 3.995 0.60( 0.24) 0.39 114.0 202.40 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 18.89 7 511.83 9.59 3.995 0.60( 0.24) 0.39 114.0 203.40 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 206.01 = 4624.00 FEET. 8 512.08 9.61 3.992 0.60( 0.24) 0.39 114.2 117.60 9 512.76 9.65 3.982 0.60( 0.24) 0.39 114.7 203.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 10 513.65 9.69 3.970 0.60( 0.24) 0.39 115.3 118.60 FLOW PROCESS FROM NODE 206.01 TO NODE 206.01 IS CODE = 1 11 514.52 9.74 3.958 0.60( 0.24) 0.39 115.9 117.30 12 514.97 9.77 3.952 0.60( 0.24) 0.39 116.2 201.60 » »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< 13 521.07 10.11 3.871 0.60( 0.24) 0.39 120.6 202.60 -- - - - -- - - - -- - 14 521.26 10.12 3.869 0.60( 0.24) 0.39 120.7 201.40 TOTAL NUMBER OF STREAMS = 2 15 523.26 10.24 3.842 0.60( 0.24) 0.39 122.2 112.40 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 16 530.56 10.68 3.745 0.60( 0.24) 0.39 127.6 111.30 TIME OF CONCENTRATION(MIN.) = 18.89 17 539.05 11.22 3.638 0.60( 0.24) 0.39 134.1 108.60 RAINFALL INTENSITY(INCH /HR) = 2.66 18 539.17 11.22 3.636 0.60( 0.24) 0.39 134.2 108.40 AREA - AVERAGED Fm(INCH /HR) = 0.22 19 540.29 11.30 3.622 0.60( 0.24) 0.39 135.1 116.60 AREA- AVERAGED Fp(INCH /HR) = 0.58 20 540.47 11.31 3.620 0.60( 0.24) 0.39 135.2 106.30 AREA-AVERAGED Ap = 0.39 21 543.30 11.49 3.585 0.60( 0.24) 0.39 137.6 205.40 EFFECTIVE STREAM AREA(ACRES) = 218.43 22 543.57 11.51 3.582 0.60( 0.24) 0.39 137.9 200.60 TOTAL STREAM AREA(ACRES) = 250.10 23 544.54 11.58 3.569 0.60( 0.24) 0.39 138.7 101.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 601.86 24 552.67 12.14 3.469 0.60( 0.23) 0.39 146.1 103.90 25 554.18 12.25 3.451 0.60( 0.23) 0.39 147.5 115.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 26 559.97 12.69 3.378 0.59( 0.23) 0.39 153.1 200.40 FLOW PROCESS FROM NODE 206.30 TO NODE 206.20 IS CODE = 21 27 560.46 12.72 3.373 0.59( 0.23) 0.39 153.6 205.60 28 561.45 12.80 3.360 0.59( 0.23) 0.39 154.5 116.40 »» »RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< 29 567.92 13.38 3.273 0.59( 0.23) 0.39 161.5 101.40 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 30 568.73 13.46 3.260 0.59( 0.23) 0.39 162.5 100.30 =________=_ _______________________________ -- - 31 570.03 13.62 3.238 0.59( 0.23) 0.39 164.3 152.40 INITIAL SUBAREA FLOW - LENGTH(FEET) = 129.00 32 570.28 13.65 3.233 0.59( 0.23) 0.39 164.6 202.04 ELEVATION DATA: UPSTREAM(FEET) = 1051.90 DOWNSTREAM(FEET) = 1049.77 33 572.00 13.87 3.203 0.59( 0.23) 0.39 167.1 114.40 34 577.43 14.56 3.111 0.59( 0.23) 0.39 174.8 102.30 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 1. I 35 586.25 15.83 2.959 0.59( 0.23) 0.39 188.5 150.40 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.175 36 586.50 15.86 2.955 0.59( 0.23) 0.39 188.9 150.60 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.204 37 590.24 16.45 2.891 0.58( 0.23) 0.39 195.0 103.50 SUBAREA Tc AND LOSS RATE DATA(AMC II): 38 592.72 16.86 2.849 0.58( 0.23) 0.39 199.3 151.40 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 39 594.57 17.21 2.814 0.58( 0.23) 0.39 202.9 103.70 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 40 595.56 17.43 2.792 0.58( 0.23) 0.39 205.1 151.70 RESIDENTIAL 41 601.86 18.82 2.667 0.58( 0.22) 0.39 218.4 414.00 "5 -7 DWELLINGS /ACRE" B 0.20 0.75 0.50 56 6.17 42 600.04 19.35 2.623 0.58( 0.22) 0.39 221.8 645.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 43 596.53 20.36 2.543 0.57( 0.22) 0.38 228.4 105.50 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 44 594.85 20.79 2.512 0.57( 0.22) 0.38 231.0 182.00 SUBAREA RUNOFF(CFS) - 0.87 45 578.85 22.15 2.418 0.57( 0.22) 0.38 234.7 414.00 TOTAL AREA(ACRES) - 0.20 PEAK FLOW RATE(CFS) = 0.87 TOTAL AREA(ACRES) = 250.10 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: FLOW PROCESS FROM NODE 206.20 TO NODE 206.10 IS CODE = 61 PEAK FLOW RATE(CFS) = 601.86 Tc(MIN.) = 18.819 EFFECTIVE AREA(ACRES) = 218.43 AREA - AVERAGED Fm(INCH/HR) = 0.22 » »»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< AREA- AVERAGED Fp(INCH /HR) = 0.58 AREA - AVERAGED Ap - 0.39 »» »(STANDARD CURB SECTION USED) « «< TOTAL AREA(ACRES) = 250.10 = = = =- = = = = == === = = = == = == = =. = = =- -- -- ----- -- --- -- ---- - ------ - --------- --- °_ LONGEST FLOWPATH FROM NODE 414.00 TO NODE 206.00 - 4580.00 FEET. UPSTREAM ELEVATION(FEET) = 1049.77 DOWNSTREAM ELEVATION(FEET) = 1046.63 STREET LENGTH(FEET) = 495.00 CURB HEIGHT(INCHES) = 6.0 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** STREET HALFWIDTH(FEET) = 20.00 31 FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 12 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 » »»CLEAR MEMORY BANK # 3 ««< INSIDE STREET CROSSFALL(DECIMAL) - 0.020 _ __= OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 t i 11 1 1r 1 11 1 1 1 1 1 1 I 11 I1 1 t 1 11 1 II1 1 11 1 11 1 l 1 t 1 t 1 11 t 1 ❑ CREATEDATE 2/3/2005 11:17 AMID ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 970 ❑ CREATEDATE 2/3/2005 11:17 AMO ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 980 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 1 508.26 9.49 4.020 0.60( 0.24) 0.39 111.7 109.20 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 1 510.21 9.59 3.996 0.60( 0.24) 0.39 112.9 204.30 1 511.80 9.67 3.976 0.60( 0.24) 0.39 114.0 202.40 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.34 1 511.83 9.67 3.976 0.60( 0.24) 0.39 114.0 203.40 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 1 512.08 9.68 3.973 0.60( 0.24) 0.39 114.2 117.60 STREET FLOW DEPTH(FEET) = 0.37 1 512.76 9.72 3.964 0.60( 0.24) 0.39 114.7 203.60 HALFSTREET FLOOD WIDTH(FEET) = 12.38 1 513.65 9.77 3.952 0.60( 0.24) 0.39 115.3 118.60 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.02 1 514.52 9.82 3.940 0.60( 0.24) 0.39 115.9 117.30 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.76 1 514.97 9.84 3.934 0.60( 0.24) 0.39 116.2 201.60 STREET FLOW TRAVEL TIME(MIN.) = 4.08 Tc(MIN.) = 10.25 1 521.07 10.19 3.854 0.60( 0.24) 0.39 120.6 202.60 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.840 1 521.26 10.20 3.851 0.60( 0.24) 0.39 120.7 201.40 SUBAREA LOSS RATE DATA(AMC II): 1 523.26 10.32 3.825 0.60( 0.24) 0.39 122.2 112.40 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 1 530.56 10.76 3.729 0.60( 0.24) 0.39 127.6 111.30 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 1 539.05 11.29 3.623 0.60( 0.24) 0.39 134.1 108.60 RESIDENTIAL 1 539.17 11.30 3.622 0.60( 0.24) 0.39 134.2 108.40 "8 -10 DWELLINGS /ACRE" B 1.53 0.75 0.40 56 1 540.29 11.37 3.608 0.60( 0.24) 0.39 135.1 116.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 1 540.47 11.38 3.606 0.60( 0.24) 0.39 135.2 106.30 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 1 543.30 11.57 3.571 0.60( 0.24) 0.39 137.6 205.40 SUBAREA AREA(ACRES) = 1.53 SUBAREA RUNOFF(CFS) = 4.88 1 543.57 11.58 3.568 0.60( 0.24) 0.39 137.9 200.60 EFFECTIVE AREA(ACRES) = 1.73 AREA - AVERAGED Fm(INCH /HR) = 0.31 1 544.54 11.65 3.556 0.60( 0.24) 0.39 138.7 101.60 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.41 1 552.67 12.21 3.457 0.60( 0.23) 0.39 146.1 103.90 TOTAL AREA(ACRES) = 1.73 PEAK FLOW RATE(CFS) = 5.50 1 554.18 12.32 3.438 0.60( 0.23) 0.39 147.5 115.30 1 559.97 12.76 3.367 0.59( 0.23) 0.39 153.1 200.40 END OF SUBAREA STREET FLOW HYDRAULICS: 1 560.46 12.80 3.361 0.59( 0.23) 0.39 153.6 205.60 DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.19 1 561.45 12.88 3.348 0.59( 0.23) 0.39 154.5 116.40 FLOW VELOCITY(FEET /SEC.) = 2.27 DEPTH *VELOCITY(FT *FT /SEC.) = 0.97 1 567.92 13.45 3.262 0.59( 0.23) 0.39 161.5 101.40 LONGEST FLOWPATH FROM NODE 206.30 TO NODE 206.10 = 624.00 FEET. 1 568.73 13.54 3.249 0.59( 0.23) 0.39 162.5 100.30 1 570.03 13.69 3.227 0.59( 0.23) 0.39 164.3 152.40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 570.28 13.72 3.223 0.59( 0.23) 0.39 164.6 202.04 FLOW PROCESS FROM NODE 206.10 TO NODE 206.01 IS CODE = 31 1 572.00 13.94 3.193 0.59( 0.23) 0.39 167.1 114.40 1 577.43 14.63 3.101 0.59( 0.23) 0.39 174.8 102.30 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< 1 586.25 15.90 2.951 0.59( 0.23) 0.39 188.5 150.40 » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< 1 586.50 15.94 2.947 0.59( 0.23) 0.39 188.9 150.60 _ - -- ---------- -- = = = = =- _= 1 590.24 16.52 2.883 0.58( 0.23) 0.39 195.0 103.50 ELEVATION DATA: UPSTREAM(FEET) = 1039.30 DOWNSTREAM(FEET) = 1032.29 1 592.72 16.93 2.841 0.58( 0.23) 0.39 199.3 151.40 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 1 594.57 17.28 2.807 0.58( 0.23) 0.39 202.9 103.70 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 1 595.56 17.51 2.785 0.58( 0.23) 0.39 205.1 151.70 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES 1 601.86 18.89 2.660 0.58( 0.22) 0.39 218.4 414.00 PIPE -FLOW VELOCITY(FEET /SEC.) = 19.33 1 600.04 19.42 2.617 0.58( 0.22) 0.39 221.8 645.00 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 1 596.53 20.44 2.538 0.57( 0.22) 0.38 228.4 105.50 PIPE - FLOW(CFS) = 5.50 1 594.85 20.87 2.507 0.57( 0.22) 0.38 231.0 182.00 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 10.27 1 578.85 22.23 2.413 0.57( 0.22) 0.38 234.7 414.00 LONGEST FLOWPATH FROM NODE 206.30 TO NODE 206.01 = 649.00 FEET. 2 5.50 10.27 3.835 0.75( 0.31) 0.41 1.7 206.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FLOW PROCESS FROM NODE 206.01 TO NODE 206.01 IS CODE = 1 CONFLUENCE FORMULA USED FOR 2 STREAMS. »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ** PEAK FLOW RATE TABLE ** » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER __ = ________ _ _________________ _ _ NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE TOTAL NUMBER OF STREAMS = 2 1 476.47 7.78 4.530 0.60( 0.24) 0.39 91.7 114.60 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 2 500.45 8.91 4.177 0.60( 0.24) 0.39 105.4 118.30 TIME OF CONCENTRATION(MIN.) = 10.27 3 509.22 9.30 4.071 0.60( 0.24) 0.39 110.6 152.60 RAINFALL INTENSITY(INCH /HR) = 3.83 4 513.61 9.49 4.020 0.60( 0.24) 0.39 113.3 109.20 AREA - AVERAGED Fm(INCH/HR) = 0.31 5 515.58 9.59 3.996 0.60( 0.24) 0.39 114.6 204.30 AREA - AVERAGED Fp(INCH /HR) = 0.75 6 517.19 9.67 3.976 0.60( 0.24) 0.39 115.6 202.40 AREA AVERAGED Ap = 0.41 7 517.21 9.67 3.976 0.60( 0.24) 0.39 115.6 203.40 EFFECTIVE STREAM AREA(ACRES) = 1.73 8 517.46 9.68 3.973 0.60( 0.24) 0.39 115.8 117.60 TOTAL STREAM AREA(ACRES) = 1.73 9 518.15 9.72 3.964 0.60( 0.24) 0.39 116.3 203.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.50 10 519.06 9.77 3.952 0.60( 0.24) 0.39 116.9 118.60 11 519.94 9.82 3.940 0.60( 0.24) 0.39 117.6 117.30 ** CONFLUENCE DATA ** 12 520.39 9.84 3.934 0.60( 0.24) 0.39 117.9 201.60 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 13 526.56 10.19 3.854 0.60( 0.24) 0.39 122.3 202.60 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 14 526.75 10.20 3.851 0.60( 0.24) 0.39 122.4 201.40 1 471.49 7.78 4.530 0.60( 0.24) 0.39 90.4 114.60 15 528.01 10.27 3.835 0.60( 0.24) 0.39 123.4 206.30 1 495.22 8.91 4.177 0.60( 0.24) 0.39 103.9 118.30 16 528.74 10.32 3.825 0.60( 0.24) 0.39 123.9 112.40 1 503.90 9.30 4.071 0.60( 0.24) 0.39 109.0 152.60 17 535.90 10.76 3.729 0.60( 0.24) 0.39 129.4 111.30 I I I I 1 1 II 1 1 1 1 1 1 1 11 II. I 11 I I I I It I II 1 I. 1 11 I I k 1 I l ❑ CREATEDATE 2/3 /2005 11:17 AMID ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 990 ❑ CREATEDATE 2/3 /2005 11:17 AMO ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 1000 18 544.22 11.29 3.623 0.60( 0.24) 0.39 135.8 108.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 19 544.33 11.30 3.622 0.60( 0.24) 0.39 135.9 108.40 FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 10 20 545.44 11.37 3.608 0.60( 0.24) 0.39 136.8 116.60 21 545.61 11.38 3.606 0.60( 0.24) 0.39 136.9 106.30 » »>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< 22 548.39 11.57 3.571 0.60( 0.24) 0.39 139.4 205.40 =____ _____ __ 23 548.66 11.58 3.568 0.60( 0.24) 0.39 139.6 200.60 24 549.61 11.65 3.556 0.60( 0.24) 0.39 140.4 101.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 25 557.58 12.21 3.457 0.60( 0.24) 0.39 147.8 103.90 FLOW PROCESS FROM NODE 207.30 TO NODE 207.20 IS CODE = 21 26 559.06 12.32 3.438 0.60( 0.24) 0.39 149.2 115.30 27 564.74 12.76 3.367 0.60( 0.23) 0.39 154.8 200.40 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< 28 565.22 12.80 3.361 0.60( 0.23) 0.39 155.3 205.60 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 29 566.19 12.88 3.348 0.60( 0.23) 0.39 156.3 116.40 =____ _ -- _ _ -- _ - - -_ _ 30 572.53 13.45 3.262 0.59( 0.23) 0.39 163.2 101.40 INITIAL SUBAREA FLOW- LENGTH(FEET) = 365.00 31 573.31 13.54 3.249 0.59( 0.23) 0.39 164.2 100.30 ELEVATION DATA: UPSTREAM(FEET) = 1054.00 DOWNSTREAM(FEET) = 1049.00 32 574.58 13.69 3.227 0.59( 0.23) 0.39 166.0 152.40 33 574.82 13.72 3.223 0.59( 0.23) 0.39 166.4 202.04 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 34 576.50 13.94 3.193 0.59( 0.23) 0.39 168.8 114.40 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.594 , 2. 35 581.78 14.63 3.101 0.59( 0.23) 0.39 176.6 102.30 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.597 36 590.37 15.90 2.951 0.59( 0.23) 0.39 190.2 150.40 SUBAREA Tc AND LOSS RATE DATA(AMC II): 37 590.61 15.94 2.947 0.59( 0.23) 0.39 190.6 150.60 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 38 594.25 16.52 2.883 0.59( 0.23) 0.39 196.7 103.50 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 39 596.67 16.93 2.841 0.58( 0.23) 0.39 201.1 151.40 COMMERCIAL B 1.35 0.75 0.10 56 7.59 40 598.47 17.28 2.807 0.58( 0.23) 0.39 204.6 103.70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 41 599.42 17.51 2.785 0.58( 0.23) 0.39 206.8 151.70 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 42 605.52 18.89 2.660 0.58( 0.22) 0.39 220.2 414.00 SUBAREA RUNOFF(CFS) = 5.49 43 603.64 19.42 2.617 0.58( 0.22) 0.39 223.6 645.00 TOTAL AREA(ACRES) = 1.35 PEAK FLOW RATE(CFS) = 5.49 44 600.01 20.44 2.538 0.58( 0.22) 0.38 230.2 105.50 45 598.28 20.87 2.507 0.58( 0.22) 0.38 232.7 182.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 46 582.13 22.23 2.413 0.58( 0.22) 0.38 236.4 414.00 FLOW PROCESS FROM NODE 207.20 TO NODE 207.10 IS CODE = 61 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< PEAK FLOW RATE(CFS) = 605.52 Tc(MIN.) = 18.89 » »>(STANDARD CURB SECTION USED) ««< EFFECTIVE AREA(ACRES) = 220.16 AREA - AVERAGED Fm(INCH /HR) = 0.22 ____________ ______________ ________ _ AREA- AVERAGED Fp(INCH/HR) = 0.58 AREA- AVERAGED Ap - 0.39 UPSTREAM ELEVATION(FEET) = 1049.00 DOWNSTREAM ELEVATION(FEET) = 1047.20 TOTAL AREA(ACRES) = 251.83 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 6.0 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 206.01 = 4624.00 FEET. STREET HALFWIDTH(FEET) = 20.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 5 S `) FLOW PROCESS FROM NODE 206.01 TO NODE 207.00 IS CODE = 31 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 - - -- _ ____ ____ _ -- ------- ----- - - - - -- Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 ELEVATION DATA: UPSTREAM(FEET) = 1032.39 DOWNSTREAM(FEET) = 1032.17 FLOW LENGTH(FEET) = 66.00 MANNING'S N = 0.013 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.25 DEPTH OF FLOW IN 108.0 INCH PIPE IS 79.0 INCHES STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: PIPE -FLOW VELOCITY(FEET /SEC.) = 12.14 STREET FLOW DEPTH(FEET) = 0.41 ESTIMATED PIPE DIAMETER(INCH) = 108.00 NUMBER OF PIPES = 1 HALFSTREET FLOOD WIDTH(FEET) = 14.40 PIPE - FLOW(CFS) = 605.52 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.88 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 18.98 PRODUCT OF DEPTH & VELOCITY(FT*FT /SEC.) = 0.78 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 207.00 = 4690.00 FEET. STREET FLOW TRAVEL TIME(MIN.) = 3.45 Tc(MIN.) = 11.05 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.671 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SUBAREA LOSS RATE DATA(AMC II): FLOW PROCESS FROM NODE 207.00 TO NODE 401.00 IS CODE = 31 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< COMMERCIAL B 1.70 0.75 0.10 56 »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «<« SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 __ _______ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 ELEVATION DATA: UPSTREAM(FEET) = 1032.17 DOWNSTREAM(FEET) = 1030.64 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 5.50 FLOW LENGTH(FEET) = 810.00 MANNING'S N = 0.013 EFFECTIVE AREA(ACRES) = 3.05 AREA - AVERAGED Fm(INCH /HR) = 0.07 DEPTH OF FLOW IN 120.0 INCH PIPE IS 88.0 INCHES AREA-AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.10 PIPE -FLOW VELOCITY(FEET /SEC.) = 9.81 TOTAL AREA(ACRES) = 3.05 PEAK FLOW RATE(CFS) = 9.87 ESTIMATED PIPE DIAMETER(INCH) = 120.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 605.52 END OF SUBAREA STREET FLOW HYDRAULICS: PIPE TRAVEL TIME(MIN.) = 1.38 Tc(MIN.) = 20.36 DEPTH(FEET) - 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.48 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 401.00 = 5500.00 FEET. FLOW VELOCITY(FEET /SEC.) = 1.96 DEPTH *VELOCITY(FT *FT /SEC.) = 0.86 LONGEST FLOWPATH FROM NODE 207.30 TO NODE 207.10 - 755.00 FEET. . . a • ll i L 1 t 1 i i t i I I II II II & I ilk I ❑ CREATEDATE 2/3/2005 11:17 AMO ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 101 ❑ ❑ CREATEDATE 2/3/2005 11:17 AMID ❑ FILENAME FONTBULB.RESO ❑ PAGE 1020 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ********************************************* * * * * * ** * * * * * * * * * * * * * * * * * * * * * * ** TIME OF CONCENTRATION(MIN.) = 15.67 FLOW PROCESS FROM NODE 207.10 TO NODE 207.00 IS CODE = 61 RAINFALL INTENSITY(INCH/HR) = 2.98 AREA - AVERAGED Fm(INCH/HR) = 0.07 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««« AREA- AVERAGED Fp(INCH /HR) = 0.75 »» >(STANDARD CURB SECTION USED)««« AREA- AVERAGED Ap = 0.10 _ °_ _ °________________ °_____ __= EFFECTIVE STREAM AREA(ACRES) = 5.98 UPSTREAM ELEVATION(FEET) = 1047.10 DOWNSTREAM ELEVATION(FEET) = 1045.50 TOTAL STREAM AREA(ACRES) = 5.98 STREET LENGTH(FEET) = 485.00 CURB HEIGHT(INCHES) = 6.0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.82 STREET HALFWIDTH(FEET) = 20.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 FLOW PROCESS FROM NODE 208.30 TO NODE 208.20 IS CODE = 21 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 _ Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 INITIAL SUBAREA FLOW - LENGTH(FEET) = 195.00 ELEVATION DATA: UPSTREAM(FEET) = 1050.00 DOWNSTREAM(FEET) = 1049.00 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)3* *0.20 NOTE: STREET FLOW EXCEEDS TOP OF CURB. SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.193 THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.749 THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. SUBAREA Tc AND LOSS RATE DATA(AMC II): THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc STREET FLOW DEPTH(FEET) = 0.50 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) HALFSTREET FLOOD WIDTH(FEET) = 18.81 COMMERCIAL B 0.37 0.75 0.10 56 7.19 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.88 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 PRODUCT OF DEPTH & VELOCITY(FT*FT /SEC.) = 0.95 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 STREET FLOW TRAVEL TIME(MIN.) = 4.30 Tc(MIN.) = 15.34 SUBAREA RUNOFF(CFS) = 1.56 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.015 TOTAL AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) = 1.56 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN FLOW PROCESS FROM NODE 208.20 TO NODE 208.10 IS CODE = 61 COMMERCIAL B 2.93 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««« SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 »»>(STANDARD CURB SECTION USED) « «< SUBAREA AREA(ACRES) = 2.93 SUBAREA RUNOFF(CFS) = 7.75 =__ _______________________________ ____ _ EFFECTIVE AREA(ACRES) = 5.98 AREA - AVERAGED Fp(INCH/HR) = 0.07 UPSTREAM ELEVATION(FEET) = 1049.00 DOWNSTREAM ELEVATION(FEET) = 1046.00 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 STREET LENGTH(FEET) = 555.00 CURB HEIGHT(INCHES) = 6.0 TOTAL AREA(ACRES) = 5.98 PEAK FLOW RATE(CFS) = 15.82 STREET HALFWIDTH(FEET) = 20.00 5 END OF SUBAREA STREET FLOW HYDRAULICS: DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 5 6 ' 1 DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 19.89 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 FLOW VELOCITY(FEET /SEC.) = 1.94 DEPTH *VELOCITY(FT *FT /SEC.) = 1.02 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 LONGEST FLOWPATH FROM NODE 207.30 TO NODE 207.00 = 1240.00 FEET. SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 FLOW PROCESS FROM NODE 207.00 TO NODE 209.00 IS CODE = 31 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.61 » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<««< STREET FLOW DEPTH(FEET) = 0.45 ____ _ ____ ___________ = HALFSTREET FLOOD WIDTH(FEET) = 15.99 ELEVATION DATA: UPSTREAM(FEET) - 1032.50 DOWNSTREAM(FEET) = 1032.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.17 FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.97 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.2 INCHES STREET FLOW TRAVEL TIME(MIN.) = 4.26 Tc(MIN.) = 11.46 PIPE -FLOW VELOCITY(FEET /SEC.) = 5.53 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.592 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 SUBAREA LOSS RATE DATA(AMC II): i PIPE- FLOW(CFS) = 15.82 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS t PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 15.67 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN LONGEST FLOWPATH FROM NODE 207.30 TO NODE 209.00 = 1350.00 FEET. COMMERCIAL B 6.27 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 FLOW PROCESS FROM NODE 209.00 TO NODE 209.00 IS CODE = 1 SUBAREA AREA(ACRES) = 6.27 SUBAREA RUNOFF(CFS) = 19.85 EFFECTIVE AREA(ACRES) = 6.64 AREA - AVERAGED Fm(INCH/HR) = 0.07 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 _ __= TOTAL AREA(ACRES) = 6.64 PEAK FLOW RATE(CFS) = 21.02 TOTAL NUMBER OF STREAMS = 2 - - s. • I a ■ in I i I ■ 1 1 I I I 1 1 1 1 11 1 1 1 1 1 1 1 1 1 0 CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ 0 PAGE 1030 ❑ CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 1040 END OF SUBAREA STREET FLOW HYDRAULICS: ** PEAK FLOW RATE TABLE ** DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.00 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER FLOW VELOCITY(FEET /SEC.) = 2.51 DEPTH *VELOCITY(FT *FT /SEC.) = 1.33 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, 1 39.47 11.66 3.555 0.75( 0.07) 0.10 12.5 208.30 AND L = 555.0 FT WITH ELEVATION -DROP = 3.0 FT, IS 20.6 CFS, 2 36.96 15.67 2.976 0.75( 0.07) 0.10 14.0 207.30 WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 208.10 LONGEST FLOWPATH FROM NODE 208.30 TO NODE 208.10 = 750.00 FEET. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 39.47 Tc(MIN.) = 11.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** EFFECTIVE AREA(ACRES) = 12.46 AREA- AVERAGED Fm(INCH/HR) = 0.07 FLOW PROCESS FROM NODE 208.10 TO NODE 208.10 IS CODE = 81 AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 13.99 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< LONGEST FLOWPATH FROM NODE 207.30 TO NODE 209.00 = 1350.00 FEET. = _ MAINLINE Tc(MIN) = 11.46 _ /// _ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.592 C FLOW PROCESS FROM NODE 209.00 TO NODE 401.00 IS CODE = 31 SUBAREA LOSS RATE DATA(AMC II): �J DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««« LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «<«< COMMERCIAL B 1.37 0.75 0.10 56 ____________ SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 ELEVATION DATA: UPSTREAM(FEET) = 1033.00 DOWNSTREAM(FEET) = 1030.60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 SUBAREA AREA(ACRES) = 1.37 SUBAREA RUNOFF(CFS) = 4.34 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.7 INCHES EFFECTIVE AREA(ACRES) = 8.01 AREA - AVERAGED Fm(INCH/HR) = 0.07 PIPE -FLOW VELOCITY(FEET /SEC.) = 13.47 AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.10 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 TOTAL AREA(ACRES) = 8.01 PEAK FLOW RATE(CFS) = 25.36 PIPE- FLOW(CFS) = 39.47 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 11.77 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** LONGEST FLOWPATH FROM NODE 207.30 TO NODE 401.00 = 1940.00 FEET. FLOW PROCESS FROM NODE 208.10 TO NODE 209.00 IS CODE = 31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««« FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 11 » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ___ ____ -- - - -- - - -- - - -- -- - - -- » »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY««« ELEVATION DATA: UPSTREAM(FEET) = 1033.00 DOWNSTREAM(FEET) = 1032.00 =_____- ____ = =¢ = =m - -- -- -- - -- - - - _ -- FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.3 INCHES ** MAIN STREAM CONFLUENCE DATA ** PIPE -FLOW VELOCITY(FEET /SEC.) = 8.31 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE PIPE- FLOW(CFS) = 25.36 1 39.47 11.77 3.535 0.75( 0.07) 0.10 12.5 208.30 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 11.66 2 36.96 15.79 2.963 0.75( 0.07) 0.10 14.0 207.30 LONGEST FLOWPATH FROM NODE 208.30 TO NODE 209.00 = 850.00 FEET. LONGEST FLOWPATH FROM NODE 207.30 TO NODE 401.00 = 1440.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** MEMORY BANK # 1 CONFLUENCE DATA ** FLOW PROCESS FROM NODE 209.00 TO NODE 209.00 IS CODE = 1 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««« 1 476.47 9.35 4.058 0.60( 0.29) 0.39 91.7 114.60 »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««« 2 500.45 10.47 3.792 0.60( 0.24) 0.39 105.4 118.30 ___ ____ ___= 3 509.22 10.85 3.710 0.60( 0.24) 0.39 110.6 152.60 TOTAL NUMBER OF STREAMS = 2 4 513.61 11.05 3.670 0.60( 0.24) 0.39 113.3 109.20 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 5 515.58 11.11 3.658 0.60( 0.24) 0.39 114.6 204.30 TIME OF CONCENTRATION(MIN.) = 11.66 6 517.19 11.19 3.642 0.60( 0.24) 0.39 115.6 202.40 RAINFALL INTENSITY(INCH /HR) = 3.55 7 517.21 11.19 3.642 0.60( 0.24) 0.39 115.6 203.40 AREA - AVERAGED Fm(INCH/HR) = 0.07 8 517.46 11.21 3.640 0.60( 0.24) 0.39 115.8 117.60 AREA- AVERAGED Fp(INCH /HR) = 0.75 9 518.15 11.24 3.632 0.60( 0.24) 0.39 116.3 203.60 AREA- AVERAGED Ap = 0.10 10 519.06 11.29 3.623 0.60( 0.24) 0.39 116.9 118.60 EFFECTIVE STREAM AREA(ACRES) = 8.01 11 519.94 11.34 3.614 0.60( 0.24) 0.39 117.6 117.30 TOTAL STREAM AREA(ACRES) = 8.01 12 520.39 11.37 3.609 0.60( 0.24) 0.39 117.9 201.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.36 13 526.56 11.71 3.545 0.60( 0.24) 0.39 122.3 202.60 14 526.75 11.72 3.543 0.60( 0.24) 0.39 122.4 201.40 ** CONFLUENCE DATA ** 15 528.01 11.79 3.530 0.60( 0.24) 0.39 123.4 206.30 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 16 528.74 11.83 3.523 0.60( 0.24) 0.39 123.9 112.90 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 17 535.90 12.28 3.446 0.60( 0.24) 0.39 129.4 111.30 1 15.82 15.67 2.976 0.75( 0.07) 0.10 6.0 207.30 18 544.22 12.80 3.360 0.60( 0.24) 0.39 135.8 108.60 2 25.36 11.66 3.555 0.75( 0.07) 0.10 8.0 208.30 19 544.33 12.81 3.359 0.60( 0.24) 0.39 135.9 108.40 20 545.44 12.88 3.347 0.60( 0.24) 0.39 136.8 116.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 21 545.61 12.90 3.346 0.60( 0.24) 0.39 136.9 106.30 CONFLUENCE FORMULA USED FOR 2 STREAMS. 22 548.39 13.08 3.317 0.60( 0.24) 0.39 139.4 205.40 23 548.66 13.10 3.315 0.60( 0.24) 0.39 139.6 200.60 • . s 7 t I N I It I a I I1 I !t 1 11 Ilk 1 I t * 1 I I a I it f I i 11 & 1 II 1 0 CREATEDATE 2/3 /2005 11:17 AMC] 0 FILENAME FONTBULB.RESO 0 PAGE 1050 0 CREATEDATE 2/3 /2005 11:17 AMO 0 FILENAME FONTBULB.RESO 0 PAGE 1060 24 549.61 13.16 3.305 0.60( 0.24) 0.39 140.4 101.60 40 628.31 18.03 2.737 0.59) 0.22) 0.37 210.7 103.50 25 557.58 13.72 3.223 0.60( 0.24) 0.39 147.8 103.90 41 630.29 18.40 2.703 0.59( 0.22) 0.37 215.1 151.40 - 26 559.06 13.83 3.208 0.60( 0.24) 0.39 149.2 115.30 42 631.71 18.75 2.672 0.59( 0.22) 0.37 218.6 103.70 27 564.74 14.27 3.149 0.60( 0.23) 0.39 154.8 200.40 43 632.42 18.98 2.654 0.59( 0.22) 0.37 220.8 151.70 28 565.22 14.31 3.144 0.60( 0.23) 0.39 155.3 205.60 44 637.12 20.36 2.544 0.58( 0.21) 0.37 234.1 414.00 29 566.19 14.39 3.133 0.60( 0.23) 0.39 156.3 116.40 45 634.74 20.89 2.505 0.58( 0.21) 0.37 237.6 645.00 30 572.53 14.96 3.061 0.59( 0.23) 0.39 163.2 101.40 46 630.20 21.91 2.434 0.58( 0.21) 0.37 244.1 105.50 31 573.31 15.04 3.050 0.59( 0.23) 0.39 164.2 100.30 47 628.11 22.34 2.406 0.58( 0.21) 0.37 246.7 182.00 32 574.58 15.20 3.031 0.59( 0.23) 0.39 166.0 152.40 48 610.87 23.73 2.320 0.58( 0.21) 0.36 250.4 414.00 33 574.82 15.23 3.028 0.59( 0.23) 0.39 166.4 202.04 TOTAL AREA(ACRES) = 265.82 34 576.50 15.45 3.002 0.59( 0.23) 0.39 168.8 114.40 35 581.78 16.14 2.924 0.59( 0.23) 0.39 176.6 102.30 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 36 590.37 17.40 2.795 0.59( 0.23) 0.39 190.2 150.40 PEAK FLOW RATE(CFS) = 637.12 Tc(MIN.) = 20.360 37 590.61 17.44 2.792 0.59( 0.23) 0.39 190.6 150.60 EFFECTIVE AREA(ACRES) = 234.15 AREA - AVERAGED Fm(INCH/HR) = 0.21 38 594.25 18.03 2.737 0.59( 0.23) 0.39 196.7 103.50 AREA- AVERAGED Fp(INCH/HR) = 0.58 AREA- AVERAGED Ap = 0.37 39 596.67 18.40 2.703 0.58( 0.23) 0.39 201.1 151.40 TOTAL AREA(ACRES) = 265.82 40 598.47 18.75 2.672 0.58( 0.23) 0.39 204.6 103.70 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 401.00 = 5500.00 FEET. 41 599.42 18.98 2.654 0.58( 0.23) 0.39 206.8 151.70 42 605.52 20.36 2.544 0.58( 0.22) 0.39 220.2 414.00 **************+,* r********** r*********** r***** * * * * * * * * * * * * * * * * * * * * * *r * * ** * * ** 43 603.64 20.89 2.505 0.58( 0.22) 0.39 223.6 645.00 FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 12 44 600.01 21.91 2.434 0.58( 0.22) 0.38 230.2 105.50 45 598.28 22.34 2.406 0.58( 0.22) 0.38 232.7 182.00 »» »CLEAR MEMORY BANK # 1 ««< 46 582.13 23.73 2.320 0.58( 0.22) 0.38 236.4 414.00 =========== _ ____ _ _ ____ LONGEST FLOWPATH FROM NODE 414.00 TO NODE 401.00 = 5500.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 81 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE » »»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 1 512.57 9.35 4.058 0.61( 0.22) 0.37 101.6 114.60 =________________ _ _ _ _ 2 538.17 10.47 3.792 0.60( 0.22) 0.37 116.5 118.30 MAINLINE Tc(MIN) = 20.36 3 547.47 10.85 3.710 0.60( 0.22) 0.37 122.1 152.60 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.544 4 552.13 11.05 3.670 0.60( 0.22) 0.37 125.0 109.20 SUBAREA LOSS RATE DATA(AMC II): 5 554.18 11.11 3.658 0.60( 0.22) 0.37 126.3 204.30 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 6 555.90 11.19 3.642 0.60( 0.22) 0.37 127.5 202.40 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 7 555.93 11.19 3.642 0.60( 0.22) 0.37 127.5 203.40 COMMERCIAL B 0.62 0.75 0.10 56 8 556.19 11.21 3.640 0.60( 0.22) 0.37 127.7 117.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 9 556.93 11.24 3.632 0.60( 0.22) 0.37 128.2 203.60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 10 557.90 11.29 3.623 0.60( 0.22) 0.37 128.9 118.60 SUBAREA AREA(ACRES) - 0.62 SUBAREA RUNOFF(CFS) = 1.38 11 558.85 11.34 3.614 0.60( 0.22) 0.37 129.6 117.30 EFFECTIVE AREA(ACRES) = 234.77 AREA- AVERAGED Fm(INCH/HR) = 0.21 12 559.33 11.37 3.609 0.60( 0.22) 0.37 129.9 201.60 AREA- AVERAGED Fp(INCH /HR) = 0.58 AREA- AVERAGED Ap = 0.37 13 565.95 11.71 3.545 0.60( 0.22) 0.37 134.7 202.60 TOTAL AREA(ACRES) = 266.44 PEAK FLOW RATE(CFS) - 637.12 14 566.15 11.72 3.543 0.60( 0.22) 0.37 134.8 201.40 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 15 567.07 11.77 3.535 0.60( 0.22) 0.37 135.5 208.30 16 567.47 11.79 3.530 0.60( 0.22) 0.37 135.8 206.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 17 568.17 11.83 3.523 0.60( 0.22) 0.37 136.4 112.40 FLOW PROCESS FROM NODE 401.00 TO NODE 403.00 IS CODE = 31 18 575.05 12.28 3.446 0.60( 0.22) 0.37 142.0 111.30 19 583.04 12.80 3.360 0.60( 0.22) 0.37 148.6 108.60 »»»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< 20 583.15 12.81 3.359 0.60( 0.22) 0.37 148.7 108.40 » »»USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< 21 584.21 12.88 3.347 0.60( 0.22) 0.37 149.7 116.60 == = = = = == = = = = =_ =_ ____ ____ _ _ = 22 584.37 12.90 3.346 0.60( 0.22) 0.37 149.8 106.30 ELEVATION DATA: UPSTREAM(FEET) = 1030.60 DOWNSTREAM(FEET) = 1029.00 23 587.04 13.08 3.317 0.60( 0.22) 0.37 152.3 205.40 FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.013 24 587.30 13.10 3.315 0.60( 0.22) 0.37 152.6 200.60 DEPTH OF FLOW IN 108.0 INCH PIPE IS 77.3 INCHES 25 588.20 13.16 3.305 0.60( 0.22) 0.37 153.4 101.60 PIPE -FLOW VELOCITY(FEET /SEC.) = 13.08 26 595.83 13.72 3.223 0.60( 0.22) 0.37 161.0 103.90 ESTIMATED PIPE DIAMETER(INCH) = 108.00 NUMBER OF PIPES = 1 27 597.25 13.83 3.208 0.60( 0.22) 0.37 162.5 115.30 PIPE - FLOW(CFS) = 637.12 28 602.65 14.27 3.149 0.60( 0.22) 0.37 168.2 200.40 PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 20.88 29 603.11 14.31 3.144 0.60( 0.22) 0.37 168.7 205.60 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 403.00 = 5910.00 FEET. 30 604.03 14.39 3.133 0.60( 0.22) 0.37 169.7 116.40 31 610.01 14.96 3.061 0.60( 0.22) 0.37 176.9 101.40 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 32 610.74 15.04 3.050 0.60( 0.22) 0.37 177.9 100.30 FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 IS CODE - 1 i 33 611.91 15.20 3.031 0.60( 0.22) 0.37 179.8 152.40 34 612.13 15.23 3.028 0.60( 0.22) 0.37 180.2 202.04 »» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< 35 613.67 15.45 3.002 0.60( 0.22) 0.37 182.7 114.40 =____________________________ ____ _ _ _ 36 616.05 15.79 2.963 0.60( 0.22) 0.37 186.6 207.30 TOTAL NUMBER OF STREAMS = 2 37 618.24 16.14 2.924 0.59( 0.22) 0.37 190.6 102.30 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 38 625.18 17.40 2.795 0.59( 0.22) 0.37 204.2 150.40 TIME OF CONCENTRATION(MIN.) = 20.88 39 625.37 17.44 2.792 0.59( 0.22) 0.37 204.6 150.60 RAINFALL INTENSITY(INCH /HR) = 2.51 . • la II 1 t I [ i R 1 [ 1 l 1 11 1 I 1 11 11 1 1 * 1 1 1 lL 1 1 1 IL 1 Ik 1 0 CREATEDATE 2/3 /2005 11:17 MAO ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 1070 ❑ CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ 0 PAGE 1080 AREA - AVERAGED Fm(INCH /HR) = 0.21 LONGEST FLOWPATH FROM NODE 211.20 TO NODE 211.00 = 570.00 FEET. AREA- AVERAGED Fp(INCH/HR) = 0.58 AREA- AVERAGED Ap = 0.37 ********************************************* * * * * * * * * * * * * * * * * * * * ** * * * * * * * * ** EFFECTIVE STREAM AREA(ACRES) = 234.77 FLOW PROCESS FROM NODE 211.00 TO NODE 403.00 IS CODE = 31 TOTAL STREAM AREA(ACRES) = 266.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 637.12 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< FLOW PROCESS FROM NODE 211.20 TO NODE 211.10 IS CODE = 21 ELEVATION DATA: UPSTREAM(FEET) = 1029.50 DOWNSTREAM(FEET) = 1029.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.9 INCHES »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« PIPE -FLOW VELOCITY(FEET /SEC.) = 5.50 ____ ____ -- ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 INITIAL SUBAREA FLOW - LENGTH(FEET) = 200.00 PIPE- FLOW(CFS) = 14.59 ELEVATION DATA: UPSTREAM(FEET) = 1049.00 DOWNSTREAM(FEET) = 1048.00 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 10.77 LONGEST FLOWPATH FROM NODE 211.20 TO NODE 403.00 = 670.00 FEET. Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.303 51 . I. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.706 FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 IS CODE = 1 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< COMMERCIAL B 0.55 0.75 0.10 56 7.30 _ ___________________ _____ SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 TOTAL NUMBER OF STREAMS = 2 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: SUBAREA RUNOFF(CFS) = 2.29 TIME OF CONCENTRATION(MIN.) = 10.77 TOTAL AREA(ACRES) = 0.55 PEAK FLOW RATE(CFS) = 2.29 RAINFALL INTENSITY(INCH /HR) = 3.73 AREA - AVERAGED Fm(INCH /HR) = 0.07 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AREA- AVERAGED Fp(INCH/HR) = 0.75 FLOW PROCESS FROM NODE 211.10 TO NODE 211.00 IS CODE = 61 AREA - AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 4.36 » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« TOTAL STREAM AREA(ACRES) = 4.36 » »>(STANDARD CURB SECTION USED) ««< PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.59 UPSTREAM ELEVATION(FEET) = 1048.00 DOWNSTREAM ELEVATION(FEET) = 1046.20 ** CONFLUENCE DATA ** STREET LENGTH(FEET) = 370.00 CURB HEIGHT(INCHES) = 6.0 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER STREET HALFWIDTH(FEET) = 20.00 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 512.57 9.91 3.919 0.61( 0.22) 0.36 102.2 114.60 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 S 8 1 538.17 11.02 3.676 0.61( 0.22) 0.37 117.1 118.30 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 1 547.47 11.40 3.603 0.60( 0.22) 0.37 122.7 152.60 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 1 552.13 11.59 3.566 0.60( 0.22) 0.37 125.6 109.20 1 554.18 11.66 3.555 0.60( 0.22) 0.37 126.9 204.30 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 1 555.90 11.73 3.541 0.60( 0.22) 0.37 128.1 202.40 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 1 555.93 11.74 3.540 0.60( 0.22) 0.37 128.1 203.40 1 556.19 11.75 3.538 0.60( 0.22) 0.37 128.3 117.60 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.70 1 556.93 11.79 3.531 0.60( 0.22) 0.37 128.8 203.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 1 557.90 11.83 3.523 0.60( 0.22) 0.37 129.5 118.60 STREET FLOW DEPTH(FEET) = 0.42 1 558.85 11.88 3.514 0.60( 0.22) 0.37 130.2 117.30 HALFSTREET FLOOD WIDTH(FEET) = 14.54 1 559.33 11.91 3.510 0.60( 0.22) 0.37 130.5 201.60 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.95 1 565.95 12.25 3.451 0.60( 0.22) 0.37 135.3 202.60 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.81 1 566.15 12.26 3.449 0.60( 0.22) 0.37 135.5 201.40 STREET FLOW TRAVEL TIME)MIN.) = 3.16 Tc(MIN.) = 10.47 1 567.07 12.31 3.441 0.60( 0.22) 0.37 136.1 208.30 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.792 1 567.47 12.33 3.437 0.60( 0.22) 0.37 136.5 206.30 SUBAREA LOSS RATE DATA(AMC II): 1 568.17 12.37 3.430 0.60( 0.22) 0.37 137.0 112.40 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 1 575.05 12.81 3.358 0.60( 0.22) 0.37 142.6 111.30 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 1 583.04 13.34 3.278 0.60( 0.22) 0.37 149.3 108.60 COMMERCIAL B 3.81 0.75 0.10 56 1 583.15 13.35 3.277 0.60( 0.22) 0.37 149.4 108.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 1 584.21 13.42 3.266 0.60( 0.22) 0.37 150.3 116.60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 1 584.37 13.43 3.265 0.60( 0.22) 0.37 150.4 106.30 SUBAREA AREA(ACRES) = 3.81 SUBAREA RUNOFF(CFS) = 12.75 1 587.04 13.62 3.238 0.60( 0.22) 0.37 152.9 205.40 EFFECTIVE AREA(ACRES) = 4.36 AREA - AVERAGED Fm(INCH/HR) = 0.07 1 587.30 13.63 3.236 0.60( 0.22) 0.37 153.2 200.60 AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.10 1 588.20 13.70 3.226 0.60( 0.22) 0.37 154.1 101.60 TOTAL AREA(ACRES) = 4.36 PEAK FLOW RATE(CFS) = 14.59 1 595.83 14.26 3.150 0.60( 0.22) 0.37 161.6 103.90 1 597.25 14.37 3.136 0.60( 0.22) 0.37 163.1 115.30 END OF SUBAREA STREET FLOW HYDRAULICS: 1 602.65 14.81 3.080 0.60( 0.22) 0.37 168.9 200.40 DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.87 1 603.11 14.84 3.075 0.60( 0.22) 0.37 169.3 205.60 FLOW VELOCITY(FEET /SEC.) = 2.20 DEPTH *VELOCITY(FT *FT /SEC.) = 1.07 1 604.03 14.92 3.065 0.60( 0.22) 0.37 170.4 116.40 II ill II III II III i ii 11 1 1 & r &A &I t I a i 11 t rr A i 4 a, i & ❑ CREATEDATE 2/3/2005 11:17 AM ❑ FILENAME FONTBULB.RESO ❑ PAGE 1090 ❑ CREATEDATE 2/3 /2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 1100 1 610.01 15.49 2.997 0.60( 0.22) 0.37 177.5 101.40 42 640.60 18.94 2.657 0.59( 0.21) 0.36 220.0 151.40 1 610.74 15.58 2.987 0.60( 0.22) 0.37 178.6 100.30 43 641.90 19.29 2.628 0.59( 0.21) 0.36 223.6 103.70 1 611.91 15.73 2.969 0.60( 0.22) 0.37 180.4 152.40 44 642.54 19.51 2.610 0.59( 0.21) 0.36 225.8 151.70 1 612.13 15.77 2.966 0.60( 0.22) 0.37 180.8 202.04 45 646.82 20.88 2.505 0.58( 0.21) 0.36 239.1 414.00 1 613.67 15.98 2.942 0.60( 0.22) 0.37 183.3 114.40 46 644.29 21.42 2.467 0.58( 0.21) 0.36 242.5 645.00 1 616.05 16.32 2.905 0.60( 0.22) 0.37 187.2 207.30 47 639.49 22.44 2.399 0.58( 0.21) 0.36 249.1 105.50 1 618.24 16.68 2.867 0.59( 0.22) 0.37 191.2 102.30 48 637.29 22.87 2.372 0.58( 0.21) 0.36 251.7 182.00 1 625.18 17.94 2.745 0.59( 0.22) 0.37 204.8 150.40 49 619.71 24.27 2.289 0.58( 0.21) 0.36 255.4 414.00 1 625.37 17.97 2.741 0.59( 0.22) 0.37 205.2 150.60 1 628.31 18.56 2.689 0.59( 0.22) 0.37 211.4 103.50 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 1 630.29 18.94 2.657 0.59( 0.22) 0.37 215.7 151.40 PEAK FLOW RATE(CFS) = 646.82 Tc(MIN.) = 20.88 1 631.71 19.29 2.628 0.59( 0.22) 0.37 219.3 103.70 EFFECTIVE AREA(ACRES) = 239.13 AREA - AVERAGED Fm(INCH /HR) = 0.21 1 632.42 19.51 2.610 0.59( 0.22) 0.37 221.4 151.70 AREA - AVERAGED Fp(INCH /HR) = 0.58 AREA- AVERAGED Ap = 0.36 1 637.12 20.88 2.505 0.58( 0.21) 0.37 234.8 414.00 TOTAL AREA(ACRES) = 270.80 1 634.74 21.42 2.467 0.58( 0.21) 0.37 238.2 645.00 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 403.00 = 5910.00 FEET. 1 630.20 22.44 2.399 0.58( 0.21) 0.37 244.8 105.50 =___ __ - - -_ _ _ _ 1 628.11 22.87 2.372 0.58( 0.21) 0.37 247.3 182.00 END OF STUDY SUMMARY: 1 610.87 24.27 2.289 0.58( 0.21) 0.36 251.1 414.00 TOTAL AREA(ACRES) = 270.80 TC(MIN.) = 20.88 2 14.59 10.77 3.727 0.75( 0.07) 0.10 4.4 211.20 EFFECTIVE AREA(ACRES) = 239.13 AREA - AVERAGED Fm(INCH /HR)= 0.21 AREA- AVERAGED Fp(INCH /HR) = 0.58 AREA- AVERAGED Ap = 0.36 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO PEAK FLOW RATE(CFS) = 646.82 CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 526.69 9.91 3.919 0.61( 0.22) 0.35 106.2 114.60 1 526.69 9.91 3.919 0.61( 0.22) 0.35 106.2 114.60 2 546.93 10.77 3.727 0.61( 0.22) 0.36 118.1 211.20 2 546.93 10.77 3.727 0.61( 0.22) 0.36 118.1 211.20 3 552.55 11.02 3.676 0.61( 0.22) 0.36 121.4 118.30 3 552.55 11.02 3.676 0.61( 0.22) 0.36 121.4 118.30 4 561.56 11.40 3.603 0.61( 0.22) 0.36 127.0 152.60 4 561.56 11.40 3.603 0.61( 0.22) 0.36 127.0 152.60 5 566.07 11.59 3.566 0.61( 0.22) 0.36 130.0 109.20 5 566.07 11.59 3.566 0.61( 0.22) 0.36 130.0 109.20 6 568.08 11.66 3.555 0.61( 0.22) 0.36 131.3 204.30 6 568.08 11.66 3.555 0.61( 0.22) 0.36 131.3 204.30 7 569.74 11.73 3.541 0.61( 0.22) 0.36 132.4 202.40 7 569.74 11.73 3.541 0.61( 0.22) 0.36 132.4 202.40 8 569.76 11.74 3.540 0.61( 0.22) 0.36 132.5 203.40 8 569.76 11.74 3.540 0.61( 0.22) 0.36 132.5 203.40 9 570.02 11.75 3.538 0.61( 0.22) 0.36 132.7 117.60 9 570.02 11.75 3.538 0.61( 0.22) 0.36 132.7 117.60 10 570.74 11.79 3.531 0.61( 0.22) 0.36 133.2 203.60 10 570.74 11.79 3.531 0.61( 0.22) 0.36 133.2 203.60 11 571.67 11.83 3.523 0.61( 0.22) 0.36 133.9 118.60 11 571.67 11.83 3.523 0.61( 0.22) 0.36 133.9 118.60 12 572.58 11.88 3.514 0.61( 0.22) 0.36 134.5 117.30 12 572.58 11.88 3.514 0.61( 0.22) 0.36 134.5 117.30 13 573.05 11.91 3.510 0.61( 0.22) 0.36 134.9 201.60 13 573.05 11.91 3.510 0.61( 0.22) 0.36 134.9 201.60 14 579.43 12.25 3.451 0.61( 0.22) 0.36 139.7 202.60 14 579.43 12.25 3.451 0.61( 0.22) 0.36 139.7 202.60 15 579.63 12.26 3.449 0.61( 0.22) 0.36 139.8 201.40 15 579.63 12.26 3.449 0.61( 0.22) 0.36 139.8 201.40 16 580.51 12.31 3.441 0.61( 0.22) 0.36 140.5 208.30 16 580.51 12.31 3.441 0.61( 0.22) 0.36 140.5 208.30 17 580.89 12.33 3.437 0.61( 0.22) 0.36 140.8 206.30 17 580.89 12.33 3.437 0.61( 0.22) 0.36 140.8 206.30 18 581.56 12.37 3.430 0.61( 0.22) 0.36 141.4 112.40 18 581.56 12.37 3.430 0.61( 0.22) 0.36 141.4 112.40 19 588.16 12.81 3.358 0.60( 0.22) 0.36 147.0 111.30 19 588.16 12.81 3.358 0.60( 0.22) 0.36 147.0 111.30 20 595.83 13.34 3.278 0.60( 0.22) 0.36 153.6 108.60 20 595.83 13.34 3.278 0.60( 0.22) 0.36 153.6 108.60 21 595.94 13.35 3.277 0.60( 0.22) 0.36 153.7 108.40 21 595.94 13.35 3.277 0.60( 0.22) 0.36 153.7 108.40 22 596.95 13.42 3.266 0.60( 0.22) 0.36 154.7 116.60 22 596.95 13.42 3.266 0.60( 0.22) 0.36 154.7 116.60 23 597.11 13.43 3.265 0.60( 0.22) 0.36 154.8 106.30 23 597.11 13.43 3.265 0.60( 0.22) 0.36 154.8 106.30 24 599.67 13.62 3.238 0.60( 0.22) 0.36 157.3 205.40 24 599.67 13.62 3.238 0.60( 0.22) 0.36 157.3 205.40 25 599.92 13.63 3.236 0.60( 0.22) 0.36 157.5 200.60 25 599.92 13.63 3.236 0.60( 0.22) 0.36 157.5 200.60 26 600.79 13.70 3.226 0.60( 0.22) 0.36 158.4 101.60 26 600.79 13.70 3.226 0.60( 0.22) 0.36 158.4 101.60 27 608.11 14.26 3.150 0.60( 0.22) 0.36 166.0 103.90 27 608.11 14.26 3.150 0.60( 0.22) 0.36 166.0 103.90 28 609.47 14.37 3.136 0.60( 0.22) 0.36 167.5 115.30 28 609.47 14.37 3.136 0.60( 0.22) 0.36 167.5 115.30 29 614.65 14.81 3.080 0.60( 0.22) 0.36 173.2 200.40 29 614.65 14.81 3.080 0.60( 0.22) 0.36 173.2 200.40 30 615.09 14.84 3.075 0.60( 0.22) 0.36 173.7 205.60 30 615.09 14.84 3.075 0.60( 0.22) 0.36 173.7 205.60 31 615.97 14.92 3.065 0.60( 0.22) 0.36 174.7 116.40 31 615.97 14.92 3.065 0.60( 0.22) 0.36 174.7 116.40 32 621.67 15.49 2.997 0.60( 0.22) 0.36 181.9 101.40 32 621.67 15.49 2.997 0.60) 0.22) 0.36 181.9 101.40 33 622.37 15.58 2.987 0.60( 0.22) 0.36 182.9 100.30 33 622.37 15.58 2.987 0.60( 0.22) 0.36 182.9 100.30 34 623.47 15.73 2.969 0.60( 0.22) 0.36 184.8 152.40 34 623.47 15.73 2.969 0.60( 0.22) 0.36 184.8 152.40 35 623.67 15.77 2.966 0.60( 0.22) 0.36 185.1 202.04 f # 35 623.67 15.77 2.966 0.60( 0.22) 0.36 185.1 202.04 36 625.12 15.98 2.942 0.60( 0.22) 0.36 187.6 114.40 36 625.12 15.98 2.942 0.60( 0.22) 0.36 187.6 114.40 37 627.35 16.32 2.905 0.60( 0.22) 0.36 191.6 207.30 37 627.35 16.32 2.905 0.60( 0.22) 0.36 191.6 207.30 38 629.39 16.68 2.867 0.60( 0.22) 0.36 195.5 102.30 38 629.39 16.68 2.867 0.60( 0.22) 0.36 195.5 102.30 39 635.84 17.94 2.745 0.59( 0.22) 0.36 209.2 150.40 39 635.84 17.94 2.745 0.59( 0.22) 0.36 209.2 150.40 40 636.02 17.97 2.741 0.59( 0.22) 0.36 209.6 150.60 40 636.02 17.97 2.741 0.59( 0.22) 0.36 209.6 150.60 41 638.75 18.56 2.689 0.59( 0.21) 0.36 215.7 103.50 41 638.75 18.56 2.689 0.59( 0.21) 0.36 215.7 103.50 42 640.60 18.94 2.657 0.59( 0.21) 0.36 220.0 151.40 1 1 E 1 41 1 & 1 t 1 l 1 • 1 1► 1 11 1 a 1 a 1 s a. a 1 a 1 lli 1 It i a 1 a i ❑ CREATEDATE 2/3/2005 11:17 AM ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 111 ❑ 43 641.90 19.29 2.628 0.59( 0.21) 0.36 223.6 103.70 44 642.54 19.51 2.610 0.59( 0.21) 0.36 225.8 151.70 45 646.82 20.88 2.505 0.58( 0.21) 0.36 239.1 414.00 46 644.29 21.42 2.467 0.58( 0.21) 0.36 242.5 645.00 47 639.49 22.44 2.399 0.58( 0.21) 0.36 249.1 105.50 48 637.29 22.87 2.372 0.58( 0.21) 0.36 251.7 182.00 49 619.71 24.27 2.289 0.58( 0.21) 0.36 255.4 414.00 END OF RATIONAL METHOD ANALYSIS AN DECLZT.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 "'w T2 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) T3 FN: DECLZT.DAT (149.4 cfs FROM OFFSITE AREAS AT SANTA ANA 48 "RCP) di SO 7990.501005.50 1 1007.00 R 8003.071005.53 1 .015 '.. R 8040.501005.60 1 .015 23.83 R 8143.741005.81 1 .015 65.73 Al R 8395.681006.31 1 .015 1 R 8418.001006.36 1 .015 11.44 JX 8442.001006.40 1 72 .015 0.1 1006.88 0.50 R 8537.241006.59 1 .015 78.56 AS R 8600.001006.72 1 .015 R 8900.001008.22 1 .015 1 ^■ R 9680.001012.12 1 .015 2 R 9700.001012.22 1 .015 ' R 9702.271012.23 1 .015 R 9704.271012.24 1 .015 .. R 9761.001012.53 1 .015 R 9765.001012.55 1 .015 ms R 9771.001012.93 1 .015 JX 9803.001012.99 1 60 .015 120.0 1014.50 45.00 - R 9862.431013.03 1 .015 R 10700.001019.67 1 .015 2 al R 11000.001021.87 1 .015 1 R 11100.001022.27 1 .015 JX 11110.001022.31 1 54 .015 93.0 1025.00 45.00 R 11600.001024.18 1 .015 1 Ili JX 11610.001024.22 1 48 .015 75.0 1027.00 45.00 R 12020.001025.86 1 .015 1 JX 12030.001025.90 1 48 .015 3.0 1029.00 45.00 R 12357.731027.30 1 .015 +d R 12378.671027.38 1 .015 JX 12382.671027.40 1 54 .015 107.2 1028.68 45.00 R 12415.101027.53 1 .015 15.50 JX 12425.101027.57 1 48 .015 69.0 1029.92 45.00 ai R 12503.001027.88 1 .015 23.76 JX 12528.001027.98 1 96 .015 351.3 1028.83 31.50 1 .. R 12574.931028.17 1 .015 19.44 TS 12604.931028.29 2 .015 ■f R 12689.621028.54 2 .013 R 12842.001029.00 2 .013 JX 12845.001029.01 2 18 .014 9.8 1031.78 90.00 R 12867.021029.08 2 .013 All R 12877.021029.11 2 .013 R 13254.951030.24 2 .013 ,,, JX 13260.691030.64 3 90 .014 31.5 1031.78 45.00 R 13310.671030.70 3 .013 2 - R 13357.001030.75 3 .013 60.00 R 13515.001031.13 3 .013 R 13520.001031.14 3 .013 R 13715.001031.50 3 .013 MI R 13720.001031.51 3 .013 R 13920.001031.88 3 .013 R 13924.001031.89 3 .013 IIIR R 14029.501032.08 3 .013 di JX 14034.501032.09 3 24 .014 12.2 1032.50 45.00 R 14074.501032.17 3 .013 1 R 14091.131032.20 3 .013 1.91 R 14136.021032.29 3 .013 di JX 14140.021032.31 3 24 .014 3.7 1032.42 45.00 R 14184.271032.39 3 .013 JX 14198.111032.42 3 36 .014 40.0 1032.72 45.00 Page 1 Ai As 9.. A OA DECLZT.DAT TS 14213.111032.45 4 .015 1.90 R 14218.111032.46 4 .015 TS 14233.111032.49 3 .015 R 14326.641032.67 3 .013 mi 7X 14348.541032.72 96 84 .014 159.2 1032.78 1.00 R 14387.581032.80 96 .013 90.00 1 "" R 14391.021032.81 96 .013 MI ]X 14396.021032.82 96 24 .014 3.8 1036.47 90.00 R 14549.091033.07 96 .013 R 14622.681033.27 96 .013 19.67 .. R 14728.061033.48 96 .013 19.67 R 14763.381033.54 96 .013 es JX 14768.361033.55 96 24 .014 2.5 1038.17 45.00 R 14861.441033.74 96 .013 "" 7X 14869.901033.76 90 42 .014 32.0 1036.29 44.50 R 14911.691033.83 90 .013 64.46 JX 14916.671033.84 90 24 .014 1.0 1037.68 45.00 R 14931.741033.88 90 .013 25.54 i* R 14994.071034.01 90 .013 R 15185.791034.39 90 .013 89.46 Jx 15190.791034.40 90 24 24.014 1.1 1.21039.251037.93 45.00 45.00 R 15406.221034.83 90 .013 14.55 A " R 15409.721034.84 90 .013 JX 15421.861034.89 66 78 .014 159.8 1037.00 45.00 A R 15447.511034.99 66 .013 R 15474.471035.09 66 .013 34.34 *.‘ 7X 15479.471035.11 66 24 .014 2.5 1037.86 45.00 R 15483.521035.14 66 .013 11.20 A R 15605.281035.63 66 .013 JX 15609.941035.65 66 24 .014 14.5 1037.48 60.00 1 M R 15767.731036.28 66 .013 R 15881.371036.73 66 .013 21.36 JX 15888.371036.76 66 24 24.014 3.3 3.21039.601039.13 45.00 45.00 R 15929.011036.91 66 .013 8.73 g. JX 15934.011036.92 66 24 .014 8.7 1038.68 45.00 R 15948.811037.00 66 .013 3.71 a R 15964.781037.07 66 .013 19.84 JX 15969.871037.09 66 24 .014 5.9 1038.90 26.64 ., R 16010.181037.23 66 .013 58.36 JX 16016.561037.24 66 24 .014 2.0 1039.88 45.00 gm R 16021.221037.29 66 .013 8.12 R 16026.221037.30 66 .013 ... R 16148.501037.80 66 .013 29.53 R 16185.121037.95 66 .013 47.16 AM R 16190.631037.97 66 .013 R 16212.811038.06 66 .013 34.72 ... R 16729.141040.12 66 .013 R 16775.211047.96 66 .013 ■r TS 16783.291050.17 48 .015 R 16793.291050.24 48 .013 SH 16793.291050.24 48 CD 1 3 9.00 14.00 mg CD 2 4 9.00 CD 3 4 8.50 „. CD 4 3 5.00 8.50 CD 18 4 1.50 ,i CD 24 4 2.00 CD 30 4 2.50 ,. CD 36 4 3.00 CD 42 4 3.50 m e CD 48 4 4.00 CD 54 4 4.50 CD 60 4 5.00 Page 2 A ... o r a DECLZT.DAT CD 66 4 5.50 CD 72 4 6.00 - CD 78 4 6.50 co 84 4 7.00 CD 90 4 7.50 CD 96 4 8.00 a MIS a a rr a ■r ■ w I S Page 3 I r ■■ • II i i ■ 1 1 i [ i I i I i I i I i a 1 I i I i ! i I i A. i t 1 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZT.DAT (149.4 CfS FROM OFFSITE AREAS AT SANTA ANA 48 "RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR e*****************•*************************************************************, r**************** ** * * ** *,e****** * *** * **** *** * * ** *,err 7990.50 1005.50 6.985 1012.485 1465.9 14.99 3.489 1015.974 0.00 6.985 9.00 14.00 0.00 0 0.00 12.57 0.00239 .004072 0.05 8.749 0.00 8003.07 1005.53 7.306 1012.836 1465.9 14.33 3.189 1016.025 0.00 6.985 9.00 14.00 0.00 0 0.00 37.43 0.00187 .003606 0.13 9.000 0.00 8040.50 1005.60 7.656 1013.256 1465.9 13.68 2.904 1016.160 0.00 6.985 9.00 14.00 0.00 0 0.00 95.34 0.00203 .003184 0.30 9.000 0.00 8135.84 1005.79 8.030 1013.824 1465.9 13.04 2.640 1016.464 0.00 6.985 9.00 14.00 0.00 0 0.00 7.90 0.00203 .002974 0.02 9.000 0.00 8143.74 1005.81 8.052 1013.862 1465.9 13.00 2.626 1016.488 0.00 6.985 9.00 14.00 0.00 0 0.00 191.74 0.00198 .002789 0.53 9.000 0.00 8335.48 1006.19 8.445 1014.636 1465.9 12.40 2.387 1017.023 0.00 6.985 9.00 14.00 0.00 0 0.00 60.20 0.00198 .002584 0.16 9.000 0.00 8395.68 1006.31 8.527 1014.837 1465.9 12.28 2.342 1017.179 0.00 6.985 9.00 14.00 0.00 0 0.00 22.32 0.00224 .002546 0.06 8.966 0.00 8418.00 1006.36 8.542 1014.902 1465.9 12.26 2.333 1017.235 0.00 6.985 9.00 14.00 0.00 0 0.00 JUNCT STR 0.00167 .002522 0.06 0.00 8442.00 1006.40 8.588 1014.988 1465.8 12.19 2.308 1017.296 0.00 6.984 9.00 14.00 0.00 0 0.00 95.24 0.00199 .002469 0.24 9.000 0.00 8537.24 1006.59 8.684 1015.274 1465.8 12.06 2.257 1017.531 0.00 6.984 9.00 14.00 0.00 0 0.00 62.76 0.00207 .002417 0.15 9.000 0.00 8600.00 1006.72 8.729 1015.449 1465.8 11.99 2.234 1017.683 0.00 6.984 9.00 14.00 0.00 0 0.00 74.89 0.00500 .002559 0.19 6.610 0.00 - - - _ . -. m I ■ I [ i R Ai I a I a I a I a i a I a I I I a 1 a 1 t 1 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZT.DAT (149.4 cfs FROM OFFSITE AREAS AT SANTA ANA 48 "RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 8674.89 1007.09 8.323 1015.417 1465.8 12.58 2.457 1017.874 0.00 6.984 9.00 14.00 0.00 0 0.00 67.34 0.00500 .002897 0.20 6.610 0.00 8742.23 1007.43 7.935 1015.366 1465.8 13.19 2.703 1018.069 0.00 6.984 9.00 14.00 0.00 0 0.00 57.68 0.00500 .003284 0.19 6.610 0.00 8799.91 1007.72 7.566 1015.286 1465.8 13.84 2.974 1018.260 0.00 6.984 9.00 14.00 0.00 0 0.00 28.39 0.00500 .003616 0.10 6.610 0.00 8828.30 1007.86 7.369 1015.231 1465.8 14.21 3.135 1018.366 0.00 6.984 9.00 14.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 8828.30 1007.86 6.610 1014.472 1465.8 15.84 3.896 1018.368 0.00 6.984 9.00 14.00 0.00 0 0.00 71.70 0.00500 .005001 0.36 6.610 0.00 8900.00 1008.22 6.610 1014.830 1465.8 15.84 3.896 1018.726 0.00 6.984 9.00 14.00 0.00 0 0.00 419.05 0.00500 .005001 2.10 6.610 0.00 9319.05 1010.32 6.610 1016.925 1465.8 15.84 3.896 1020.821 0.00 6.984 9.00 14.00 0.00 0 0.00 224.14 0.00500 .005258 1.18 6.610 0.00 9543.19 1011.44 6.374 1017.810 1465.8 16.43 4.189 1021.999 0.00 6.984 9.00 14.00 0.00 0 0.00 136.81 0.00500 .005893 0.81 6.610 0.00 9680.00 1012.12 6.078 1018.198 1465.8 17.23 4.608 1022.806 0.00 6.984 9.00 14.00 0.00 0 0.00 20.00 0.00500 .006346 0.13 6.610 0.00 9700.00 1012.22 6.027 1018.247 1465.8 17.37 4.686 1022.933 0.00 6.984 9.00 14.00 0.00 0 0.00 2.27 0.00441 .006431 0.01 6.930 0.00 9702.27 1012.23 6.018 1018.248 1465.8 17.40 4.700 1022.948 0.00 6.984 9.00 14.00 0.00 0 0.00 2.00 0.00500 .006452 0.01 6.610 0.00 I I I I Ili * i 1 1 L I I I L i 1 1 1 1 I I L I I I 1 1 1 1 1 1 R I L i Ski LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 3 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZT.DAT (149.4 cfs FROM OFFSITE AREAS AT SANTA ANA 48 "RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 9704.27 1012.24 6.012 1018.252 1465.8 17.41 4.709 1022.961 0.00 6.984 9.00 14.00 0.00 0 0.00 56.73 0.00511 .006679 0.38 6.556 0.00 9761.00 1012.53 5.870 1018.400 1465.8 17.84 4.941 1023.341 0.00 6.984 9.00 14.00 0.00 0 0.00 4.00 0.00500 .006915 0.03 6.610 0.00 9765.00 1012.55 5.858 1018.408 1465.8 17.87 4.960 1023.368 0.00 6.984 9.00 14.00 0.00 0 0.00 2.10 0.06333 .006639 0.01 2.695 0.00 9767.10 1012.68 6.053 1018.736 1465.8 17.30 4.646 1023.382 0.00 6.984 9.00 14.00 0.00 0 0.00 2.21 0.06333 .005960 0.01 2.695 0.00 9769.31 1012.82 6.348 1019.171 1465.8 16.49 4.224 1023.395 0.00 6.984 9.00 14.00 0.00 0 0.00 1.28 0.06333 .005241 0.01 2.695 0.00 9770.59 1012.90 6.658 1019.562 1465.8 15.73 3.840 1023.402 0.00 6.984 9.00 14.00 0.00 0 0.00 0.41 0.06333 .004611 0.00 2.695 0.00 9771.00 1012.93 6.984 1019.914 1465.8 14.99 3.490 1023.404 0.00 6.984 9.00 14.00 0.00 0 0.00 JUNCT STR 0.00187 .003685 0.12 0.00 9803.00 1012.99 9.002 1021.992 1345.8 10.70 1.779 1023.771 0.00 6.598 9.00 14.00 0.00 0 0.00 59.43 0.00067 .003053 0.18 9.000 0.00 9862.43 1013.03 9.143 1022.173 1345.8 10.70 1.779 1023.952 0.00 6.598 9.00 14.00 0.00 0 0.00 30.70 0.00793 .003053 0.09 5.242 0.00 9893.13 1013.27 9.000 1022.273 1345.8 10.70 1.779 1024.052 0.00 6.598 9.00 14.00 0.00 0 0.00 40.71 0.00793 .001999 0.08 5.242 0.00 9933.84 1013.60 8.580 1022.176 1345.8 11.20 1.949 1024.125 0.00 6.598 9.00 14.00 0.00 0 0.00 36.03 0.00793 .002256 0.08 5.242 0.00 1 1 IL I 1 1 ik i t 1 !. i 1 i if t ► 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 if k 1 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 4 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZT.DAT (149.4 cfs FROM OFFSITE AREAS AT SANTA ANA 48 "RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 9969.87 1013.88 8.181 1022.063 1345.8 11.75 2.144 1024.207 0.00 6.598 9.00 14.00 0.00 0 0.00 1.62 0.00793 .002403 0.00 5.242 0.00 9971.49 1013.89 8.162 1022.057 1345.8 11.78 2.154 1024.211 0.00 6.598 9.00 14.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 9971.49 1013.89 5.245 1019.140 1345.8 18.33 5.216 1024.356 0.00 6.598 9.00 14.00 0.00 0 0.00 306.08 0.00793 .007909 2.42 5.242 0.00 10277.57 1016.32 5.249 1021.570 1345.8 18.31 5.208 1026.778 0.00 6.598 9.00 14.00 0.00 0 0.00 422.43 0.00793 .007414 3.13 5.242 0.00 10700.00 1019.67 5.505 1025.175 1345.8 17.46 4.734 1029.909 0.00 6.598 9.00 14.00 0.00 0 0.00 178.31 0.00733 .006586 1.17 5.392 0.00 10878.31 1020.98 5.718 1026.696 1345.8 16.81 4.388 1031.084 0.00 6.598 9.00 14.00 0.00 0 0.00 81.54 0.00733 .005863 0.48 5.392 0.00 10959.85 1021.58 5.997 1027.573 1345.8 16.03 3.989 1031.562 0.00 6.598 9.00 14.00 0.00 0 0.00 32.06 0.00733 .005151 0.17 5.392 0.00 10991.91 1021.81 6.290 1028.101 1345.8 15.28 3.627 1031.728 0.00 6.598 9.00 14.00 0.00 0 0.00 8.09 0.00733 .004528 0.04 5.392 0.00 11000.00 1021.87 6.598 1028.468 1345.8 14.57 3.296 1031.764 0.00 6.598 9.00 14.00 0.00 0 0.00 39.46 0.00400 .004117 0.16 6.741 0.00 11039.46 1022.03 6.741 1028.769 1345.8 14.26 3.158 1031.927 0.00 6.598 9.00 14.00 0.00 0 0.00 60.54 0.00400 .003999 0.24 6.741 0.00 11100.00 1022.27 6.741 1029.011 1345.8 14.26 3.158 1032.169 0.00 6.598 9.00 14.00 0.00 0 0.00 JUNCT STR 0.00400 .003002 0.03 0.00 ii I I * i i i 1 i i 1 i t tit L i L i t i 1 1 1 1 1 1 1 1 ii t i ! 1 ii LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 5 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZT.DAT (149.4 cfs FROM OFFSITE AREAS AT SANTA ANA 48 "RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 11110.00 1022.31 8.291 1030.601 1252.8 10.79 1.809 1032.410 0.00 6.290 9.00 14.00 0.00 0 0.00 122.15 0.00382 .002138 0.26 6.503 0.00 11232.15 1022.78 7.905 1030.681 1252.8 11.32 1.990 1032.671 0.00 6.290 9.00 14.00 0.00 0 0.00 121.27 0.00382 .002423 0.29 6.503 0.00 11353.42 1023.24 7.537 1030.776 1252.8 11.87 2.189 1032.965 0.00 6.290 9.00 14.00 0.00 0 0.00 123.53 0.00382 .002749 0.34 6.503 0.00 11476.95 1023.71 7.186 1030.896 1252.8 12.45 2.408 1033.304 0.00 6.290 9.00 14.00 0.00 0 0.00 123.05 0.00382 .003103 0.38 6.503 0.00 11600.00 1024.18 6.878 1031.058 1252.8 13.01 2.628 1033.686 0.00 6.290 9.00 14.00 0.00 0 0.00 JUNCT STR 0.00400 .002649 0.03 0.00 11610.00 1024.22 7.895 1032.115 1177.8 10.66 1.763 1033.878 0.00 6.037 9.00 14.00 0.00 0 0.00 103.24 0.00400 .002149 0.22 6.106 0.00 11713.24 1024.63 7.528 1032.161 1177.8 11.18 1.939 1034.100 0.00 6.037 9.00 14.00 0.00 0 0.00 100.07 0.00400 .002437 0.24 6.106 0.00 11813.31 1025.03 7.178 1032.211 1177.8 11.72 2.133 1034.344 0.00 6.037 9.00 14.00 0.00 0 0.00 97.84 0.00400 .002766 0.27 6.106 0.00 11911.15 1025.42 6.844 1032.269 1177.8 12.29 2.347 1034.616 0.00 6.037 9.00 14.00 0.00 0 0.00 97.75 0.00400 .003143 0.31 6.106 0.00 12008.90 1025.82 6.525 1032.341 1177.8 12.89 2.581 1034.922 0.00 6.037 9.00 14.00 0.00 0 0.00 ( 11.10 0.00400 .003367 0.04 6.106 0.00 i 12020.00 1025.86 6.491 1032.351 1177.8 12.96 2.609 1034.960 0.00 6.037 9.00 14.00 0.00 0 0.00 ' t JUNCT STR 0.00400 .003321 0.03 0.00 11 * 1 t 1 & 1 I I I, I I I l 1 ` 1 Il I 11 & I Ik I E i I i I i t 1 t 1 al LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 6 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZT.DAT (149.4 cfs FROM OFFSITE AREAS AT SANTA ANA 48 "RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 12030.00 1025.90 6.580 1032.480 1174.8 12.75 2.525 1035.005 0.00 6.026 9.00 14.00 0.00 0 0.00 67.32 0.00427 .003475 0.23 5.948 0.00 12097.32 1026.19 6.274 1032.462 1174.8 13.38 2.778 1035.240 0.00 6.026 9.00 14.00 0.00 0 0.00 36.55 0.00427 .003841 0.14 5.948 0.00 12133.87 1026.34 6.103 1032.447 1174.8 13.75 2.936 1035.383 0.00 6.026 9.00 14.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 12133.87 1026.34 5.948 1032.292 1174.8 14.11 3.091 1035.383 0.00 6.026 9.00 14.00 0.00 0 0.00 203.30 0.00427 .004273 0.87 5.948 0.00 12337.17 1027.21 5.948 1033.160 1174.8 14.11 3.091 1036.251 0.00 6.026 9.00 14.00 0.00 0 0.00 20.56 0.00427 .004198 0.09 5.948 0.00 12357.73 1027.30 6.026 1033.326 1174.8 13.93 3.011 1036.337 0.00 6.026 9.00 14.00 0.00 0 0.00 20.94 0.00382 .004011 0.08 6.198 0.00 12378.67 1027.38 6.153 1033.533 1174.8 13.64 2.888 1036.421 0.00 6.026 9.00 14.00 0.00 0 0.00 JUNCT STR 0.00500 .002821 0.01 0.00 12382.67 1027.40 7.738 1035.138 1067.6 9.86 1.508 1036.646 0.00 5.654 9.00 14.00 0.00 0 0.00 32.43 0.00401 .001782 0.06 5.676 0.00 12415.10 1027.53 7.618 1035.148 1067.6 10.01 1.556 1036.704 0.00 5.654 9.00 14.00 0.00 0 0.00 JUNCT STR 0.00400 .001600 0.02 0.00 12425.10 1027.57 8.034 1035.604 998.6 8.88 1.224 1036.828 0.00 5.408 9.00 14.00 0.00 0 0.00 77.90 0.00398 .001453 0.11 5.421 0.00 12503.00 1027.88 7.744 1035.624 998.6 9.21 1.317 1036.941 0.00 5.408 9.00 14.00 0.00 0 0.00 JUNCT STR 0.00400 .001003 0.03 0.00 t 1 1 1 l 1 I. 1 i i I i t i i i i I I. I rl i i i I i i i I i I I i i It i i i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 7 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZT.DAT (149.4 cfs FROM OFFSITE AREAS AT SANTA ANA 48 "RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR ************************************, t«, t, e*****, e, e, e**************************, rr, t********************** ** * ** ** * * * *** ** *** * ** * * * ** * ** ** 12528.00 1027.98 8.628 1036.608 647.3 5.36 0.446 1037.054 0.00 4.050 9.00 14.00 0.00 0 0.00 46.93 0.00405 .000497 0.02 3.954 0.00 12574.93 1028.17 8.441 1036.611 647.3 5.48 0.466 1037.077 0.00 4.050 9.00 14.00 0.00 0 0.00 TRANS STR 0.00400 .002357 0.07 0.00 12604.93 1028.29 6.819 1035.109 647.3 12.52 2.433 1037.542 0.00 6.297 9.00 0.00 0.00 0 0.00 84.69 0.00295 .003130 0.27 7.031 0.00 12689.62 1028.54 6.872 1035.412 647.3 12.42 2.395 1037.807 0.00 6.297 9.00 0.00 0.00 0 0.00 152.38 0.00302 .003086 0.47 6.958 0.00 12842.00 1029.00 6.905 1035.905 647.3 12.36 2.372 1038.277 0.00 6.297 9.00 0.00 0.00 0 0.00 CommerC r a L l y\' " n "" JUNCT STR 0.00333 .003339 0.01 0.00 0 12845.00 1029.01 7.255 1036.265 637.5 11.60 2.090 1038.355 0.00 6.248 9.00 0.00 0.00 0 0.00 22.02 0.00318 .002697 0.06 6.710 0.00 12867.02 1029.08 7.232 1036.312 637.5 11.64 2.102 1038.414 0.00 6.248 9.00 0.00 0.00 0 0.00 10.00 0.00300 .002707 0.03 6.881 0.00 12877.02 1029.11 7.226 1036.336 637.5 11.65 2.106 1038.442 0.00 6.248 9.00 0.00 0.00 0 0.00 377.93 0.00299 .002783 1.05 6.892 0.00 \ 13254.95 1030.24 7.039 1037.279 637.5 11.94 2.215 1039.494 0.00 6.248 9.00 0.00 0.00 0 0.00 Calv\YINeT ggC ) („_('fi e " � " JUNCT STR 0.06969 .003872 0.02 0.00 13260.69 1030.64 6.391 1037.031 606.0 13.24 2.723 1039.754 0.00 6.182 8.50 0.00 0.00 0 0.00 26.73 0.00120 .003632 0.10 8.500 0.00 13287.42 1030.67 6.703 1037.375 606.0 12.62 2.475 1039.850 0.00 6.182 8.50 0.00 0.00 0 0.00 23.25 0.00120 .003365 0.08 8.500 0.00 i ! & i i i a i s i a 1 i i i i a i fit. d It ! a i k t 1 1 k a k i t 1 l i a! LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 8 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZT.DAT (149.4 cfS FROM OFFSITE AREAS AT SANTA ANA 48 "RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 13310.67 1030.70 6.861 1037.561 606.0 12.35 2.368 1039.929 0.00 6.182 8.50 0.00 0.00 0 0.00 46.33 0.00108 .003188 0.15 8.500 0.00 13357.00 1030.75 7.104 1037.854 606.0 11.96 2.222 1040.076 0.00 6.182 8.50 0.00 0.00 0 0.00 158.00 0.00241 .003025 0.48 8.500 0.00 13515.00 1031.13 7.307 1038.437 606.0 11.68 2.117 1040.554 0.00 6.182 8.50 0.00 0.00 0 0.00 5.00 0.00200 .002958 0.01 8.500 0.00 13520.00 1031.14 7.316 1038.456 606.0 11.66 2.113 1040.569 0.00 6.182 8.50 0.00 0.00 0 0.00 195.00 0.00185 .002882 0.56 8.500 0.00 13715.00 1031.50 7.666 1039.166 606.0 11.25 1.965 1041.131 0.00 6.182 8.50 0.00 0.00 0 0.00 5.00 0.00200 .002807 0.01 8.500 0.00 13720.00 1031.51 7.673 1039.183 606.0 11.24 1.962 1041.145 0.00 6.182 8.50 0.00 0.00 0 0.00 200.00 0.00185 .002783 0.56 8.500 0.00 13920.00 1031.88 7.950 1039.830 606.0 10.98 1.872 1041.702 0.00 6.182 8.50 0.00 0.00 0 0.00 4.00 0.00250 .002761 0.01 8.500 0.00 13924.00 1031.89 7.952 1039.842 606.0 10.98 1.872 1041.714 0.00 6.182 8.50 0.00 0.00 0 0.00 105.50 0.00180 .002765 0.29 8.500 0.00 14029.50 1032.08 8.090 1040.170 606.0 10.87 1.835 1042.005 0.00 6.182 8.50 0.00 0.00 0 0.00 JUNCT STR 0.00200 .003175 0.02 0.00 14034.50 1032.09 8.257 1040.347 593.8 10.55 1.728 1042.075 0.00 6.120 8.50 0.00 0.00 0 0.00 40.00 0.00200 .002714 0.11 8.500 0.00 14074.50 1032.17 8.291 1040.461 593.8 10.53 1.723 1042.184 0.00 6.120 8.50 0.00 0.00 0 0.00 16.63 0.00180 .002729 0.05 8.500 0.00 I i I I l I I I l I I I I I r i I i I i I l' l i I i & i . i I i I. i ii i I i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 9 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZT.DAT (149.4 cfs FROM OFFSITE AREAS AT SANTA ANA 48 "RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 14091.13 1032.20 8.309 1040.509 593.8 10.52 1.720 1042.229 0.00 6.120 8.50 0.00 0.00 0 0.00 44.89 0.00200 .002747 0.12 8.500 0.00 14136.02 1032.29 8.349 1040.639 593.8 10.51 1.714 1042.353 0.00 6.120 8.50 0.00 0.00 0 0.00 JUNCT STR 0.00500 .003201 0.01 0.00 14140.02 1032.31 8.387 1040.697 590.1 10.43 1.688 1042.385 0.00 6.100 8.50 0.00 0.00 0 0.00 44.25 0.00181 .002789 0.12 8.500 0.00 14184.27 1032.39 8.435 1040.825 590.1 10.41 1.683 1042.508 0.00 6.100 8.50 0.00 0.00 0 0.00 JUNCT STR 0.00217 .003161 0.04 0.00 14198.11 1032.42 8.805 1041.225 550.1 9.69 1.459 1042.684 0.00 5.888 8.50 0.00 0.00 0 0.00 TRANS STR 0.00200 .006507 0.10 0.00 14213.11 1032.4,5 7.934 1040.384 550.1 13.02 2.632 1043.016 0.00 5.000 5.00 8.50 0.00 0 0.00 5.00 0.00200 .009508 0.05 5.000 0.00 14218.11 1032.46 7.972 1040.432 550.1 13.02 2.632 1043.064 0.00 5.000 5.00 8.50 0.00 0 0.00 TRANS STR 0.00200 .006507 0.10 0.00 14233.11 1032.49 9.330 1041.820 550.1 9.69 1.459 1043.279 0.00 5.888 8.50 0.00 0.00 0 0.00 93.53 0.00193 .002633 0.25 8.500 0.00 14326.64 1032.67 9.396 1042.066 550.1 9.69 1.459 1043.525 0.00 5.888 8.50 0.00 0.00 0 0.00 JUNCT STR 0.00228 .002592 0.06 0.00 14348.54 1032.72 10.352 1043.072 390.9 7.78 0.939 1044.011 0.00 5.025 8.00 0.00 0.00 0 0.00 39.04 0.00205 .001837 0.07 6.205 0.00 14387.58 1032.80 10.578 1043.378 390.9 7.78 0.939 1044.317 0.00 5.025 8.00 0.00 0.00 0 0.00 3.44 0.00291 .001837 0.01 5.387 0.00 t i i i I I III t i t t if 1 i I i ILA kJ w i k i l i k i ii ii ik i it LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 10 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZT.DAT (149.4 cfs FROM OFFSITE AREAS AT SANTA ANA 48 "RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 14391.02 1032.81 10.574 1043.384 390.9 7.78 0.939 1044.323 0.00 5.025 8.00 0.00 0.00 0 0.00 JUNCT STR 0.00200 .002110 0.01 0.00 14396.02 1032.82 10.611 1043.431 387.1 7.70 0.921 1044.352 0.00 4.999 8.00 0.00 0.00 0 0.00 153.07 0.00163 .001801 0.28 6.994 0.00 14549.09 1033.07 10.637 1043.707 387.1 7.70 0.921 1044.628 0.00 4.999 8.00 0.00 0.00 0 0.00 73.59 0.00272 .001801 0.13 5.483 0.00 14622.68 1033.27 10.656 1043.926 387.1 7.70 0.921 1044.847 0.00 4.999 8.00 0.00 0.00 0 0.00 105.38 0.00199 .001801 0.19 6.229 0.00 14728.06 1033.48 10.722 1044.202 387.1 7.70 0.921 1045.123 0.00 4.999 8.00 0.00 0.00 0 0.00 35.32 0.00170 .001801 0.06 6.794 0.00 14763.38 1033.54 10.725 1044.265 387.1 7.70 0.921 1045.186 0.00 4.999 8.00 0.00 0.00 0 0.00 JUNCT STR 0.00201 .002076 0.01 0.00 14768.36 1033.55 10.748 1044.298 384.6 7.65 0.909 1045.207 0.00 4.982 8.00 0.00 0.00 0 0.00 93.08 0.00204 .001778 0.17 6.124 0.00 14861.44 1033.74 10.724 1044.464 384.6 7.65 0.909 1045.373 0.00 4.982 8.00 0.00 0.00 0 0.00 JUNCT STR 0.00236 .002254 0.02 0.00 14869.90 1033.76 10.758 1044.518 352.6 7.98 0.989 1045.507 0.00 4.855 7.50 0.00 0.00 0 0.00 41.79 0.00168 .002109 0.09 7.500 0.00 14911.69 1033.83 10.943 1044.773 352.6 7.98 0.989 1045.762 0.00 4.855 7.50 0.00 0.00 0 0.00 JUNCT STR 0.00201 .002439 0.01 0.00 14916.67 1033.84 10.956 1044.796 351.6 7.96 0.984 1045.780 0.00 4.848 7.50 0.00 0.00 0 0.00 15.07 0.00265 .002097 0.03 5.505 0.00 ! I al 1111111111 L i I i I i l i I i I i I l i I i L I t 1 I i i i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 11 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZT.DAT (149.4 cfs FROM OFFSITE AREAS AT SANTA ANA 48 "RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 14931.74 1033.88 11.053 1044.933 351.6 7.96 0.984 1045.917 0.00 4.848 7.50 0.00 0.00 0 0.00 62.33 0.00209 .002097 0.13 6.165 0.00 14994.07 1034.01 11.053 1045.063 351.6 7.96 0.984 1046.047 0.00 4.848 7.50 0.00 0.00 0 0.00 191.72 0.00198 .002097 0.40 6.359 0.00 15185.79 1034.39 11.272 1045.662 351.6 7.96 0.984 1046.646 0.00 4.848 7.50 0.00 0.00 0 0.00 JUNCT STR 0.00200 .002416 0.01 0.00 15190.79 1034.40 11.299 1045.699 349.3 7.91 0.971 1046.670 0.00 4.831 7.50 0.00 0.00 0 0.00 215.43 0.00200 .002069 0.45 6.278 0.00 15406.22 1034.83 11.393 1046.223 349.3 7.91 0.971 1047.194 0.00 4.831 7.50 0.00 0.00 0 0.00 3.50 0.00286 .002069 0.01 5.316 0.00 15409.72 1034.84 11.390 1046.230 349.3 7.91 0.971 1047.201 0.00 4.831 7.50 0.00 0.00 0 0.00 JUNCT STR 0.00412 .003046 0.04 0.00 15421.86 1034.89 12.022 1046.912 189.5 7.98 0.988 1047.900 0.00 3.854 5.50 0.00 0.00 0 0.00 25.65 0.00390 .003184 0.08 4.094 0.00 15447.51 1034.99 12.004 1046.994 189.5 7.98 0.988 1047.982 0.00 3.854 5.50 0.00 0.00 0 0.00 26.96 0.00371 .003184 0.09 4.183 0.00 15474.47 1035.09 12.112 1047.202 189.5 7.98 0.988 1048.190 0.00 3.854 5.50 0.00 0.00 0 0.00 JUNCT STR 0.00400 .003645 0.02 0.00 15479.47 1035.11 12.160 1047.270 187.0 7.87 0.962 1048.232 0.00 3.828 5.50 0.00 0.00 0 0.00 4.05 0.00741 .003101 0.01 3.220 0.00 15483.52 1035.14 12.211 1047.351 187.0 7.87 0.962 1048.313 0.00 3.828 5.50 0.00 0.00 0 0.00 121.76 0.00402 .003101 0.38 3.996 0.00 E I di 1 ■ i E i 1 1 i 1 1 1 ii i i I t 1 ! 1 & I it I a 1 I I I_ 1 1 i ' LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 12 t WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZT.DAT (149.4 cfS FROM OFFSITE AREAS AT SANTA ANA 48 "RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR ****************************•******************************************************************** * ** * * *** * ** * ** * * ** * * * * ** * * ** * ** *mot 15605.28 1035.63 12.098 1047.728 187.0 7.87 0.962 1048.690 0.00 3.828 5.50 0.00 0.00 0 0.00 JUNCT STR 0.00429 .003328 0.02 0.00 15609.94 1035.65 12.337 1047.987 172.5 7.26 0.819 1048.806 0.00 3.673 5.50 0.00 0.00 0 0.00 157.79 0.00399 .002639 0.42 3.765 0.00 15767.73 1036.28 12.123 1048.403 172.5 7.26 0.819 1049.222 0.00 3.673 5.50 0.00 0.00 0 0.00 113.64 0.00396 .002639 0.30 3.777 0.00 15881.37 1036.73 12.053 1048.783 172.5 7.26 0.819 1049.602 0.00 3.673 5.50 0.00 0.00 0 0.00 JUNCT STR 0.00429 .002947 0.02 0.00 15888.37 1036.76 12.158 1048.918 166.0 6.99 0.758 1049.676 0.00 3.601 5.50 0.00 0.00 0 0.00 40.64 0.00369 .002444 0.10 3.768 0.00 15929.01 1036.91 12.155 1049.065 166.0 6.99 0.758 1049.823 0.00 3.601 5.50 0.00 0.00 0 0.00 JUNCT STR 0.00200 .002690 0.01 0.00 15934.01 1036.92 12.291 1049.211 157.3 6.62 0.681 1049.892 0.00 3.502 5.50 0.00 0.00 0 0.00 14.80 0.00541 .002194 0.03 3.189 0.00 15948.81 1037.00 12.271 1049.271 157.3 6.62 0.681 1049.952 0.00 3.502 5.50 0.00 0.00 0 0.00 15.97 0.00438 .002194 0.04 3.415 0.00 15964.78 1037.07 12.300 1049.370 157.3 6.62 0.681 1050.051 0.00 3.502 5.50 0.00 0.00 0 0.00 JUNCT STR 0.00393 .002451 0.01 0.00 15969.87 1037.09 12.380 1049.470 151.4 6.37 0.631 1050.101 0.00 3.433 5.50 0.00 0.00 0 0.00 40.31 0.00347 .002033 0.08 3.604 0.00 16010.18 1037.23 12.423 1049.653 151.4 6.37 0.631 1050.284 0.00 3.433 5.50 0.00 0.00 0 0.00 JUNCT STR 0.00157 .002327 0.01 0.00 LICENSEE: R.H.F. & ASSOC. - SAN DIEGO F0515P PAGE 13 1 WATER SURFACE PROFILE LISTING REF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZT.DAT (149.4 cfs FROM OFFSITE AREAS AT SANTA ANA 48 "RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR 16016.56 1037.24 12.460 1049.700 149.4 6.29 0.614 1050.314 0.00 3.410 5.50 0.00 0.00 0 0.00 4.66 0.01073 .001979 0.01 2.518 0.00 16021.22 1037.29 12.456 1049.746 149.4 6.29 0.614 1050.360 0.00 3.410 5.50 0.00 0.00 0 0.00 5.00 0.00200 .001979 0.01 4.482 0.00 16026.22 1037.30 12.456 1049.756 149.4 6.29 0.614 1050.370 0.00 3.410 5.50 0.00 0.00 0 0.00 122.28 0.00409 .001979 0.24 3.377 0.00 16148.50 1037.80 12.268 1050.068 149.4 6.29 0.614 1050.682 0.00 3.410 5.50 0.00 0.00 0 0.00 36.62 0.00410 .001979 0.07 3.375 0.00 16185.12 1037.95 12.280 1050.230 149.4 6.29 0.614 1050.844 0.00 3.410 5.50 0.00 0.00 0 0.00 5.51 0.00363 .001979 0.01 3.516 0.00 16190.63 1037.97 12.270 1050.240 149.4 6.29 0.614 1050.854 0.00 3.410 5.50 0.00 0.00 0 0.00 22.18 0.00406 .001979 0.04 3.386 0.00 16212.81 1038.06 12.301 1050.361 149.4 6.29 0.614 1050.975 0.00 3.410 5.50 0.00 0.00 0 0.00 516.33 0.00399 .001979 1.02 3.405 0.00 16729.14 1040.12 11.263 1051.383 149.4 6.29 0.614 1051.997 0.00 3.410 5.50 0.00 0.00 0 0.00 30.09 0.17018 .001979 0.06 1.220 0.00 16759.23 1045.24 6.203 1051.444 149.4 6.29 0.614 1052.058 0.00 3.410 5.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 16759.23 1045.24 1.752 1046.993 149.4 22.94 8.168 1055.161 0.00 3.410 5.50 0.00 0.00 0 0.00 3.73 0.17018 .039134 0.15 1.220 0.00 16762.96 1045.87 1.795 1047.670 149.4 22.19 7.643 1055.313 0.00 3.410 5.50 0.00 0.00 0 0.00 4.67 0.17018 .035013 0.16 1.220 0.00 . um A is i i i ■ i ik i t 1 a I ■ i ■ 1 ■ i it i ■ i R i R I e i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 14 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZT.DAT (149.4 cfS FROM OFFSITE AREAS AT SANTA ANA 48 "RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HUT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L /ELEM SO SF AVE HF NORM DEPTH ZR ************************************************************************* * ** ** *** * **** * **** ****** * *** * ** *mow * * * * *** * * ** * * * * * * * * * * * ** 16767.63 1046.67 1.858 1048.528 149.4 21.15 6.948 1055.476 0.00 3.410 5.50 0.00 0.00 0 0.00 4.05 0.17018 .030676 0.12 1.220 0.00 16771.68 1047.36 1.924 1049.284 149.4 20.17 6.316 1055.600 0.00 3.410 5.50 0.00 0.00 0 0.00 3.53 0.17018 .026890 0.09 1.220 0.00 16775.21 1047.96 1.993 1049.953 149.4 19.23 5.742 1055.695 0.00 3.410 5.50 0.00 0.00 0 0.00 TRANS STR 0.27352 .023079 0.19 0.00 16783.29 1050.17 3.591 1053.761 149.4 12.56 2.451 1056.212 0.00 3.591 4.00 0.00 0.00 0 0.00 10.00 0.00700 .009446 0.09 4.000 0.00 16793.29 1050.24 3.762 1054.002 149.4 12.18 2.305 1056.307 0.00 3.591 4.00 0.00 0.00 0 0.00