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Home My WebLink AboutPM 17977HYDROLOGY & HYDRAULICS STUDY ic� FOR PARCEL MAP #17977 In the City of Fontana, California Prepared For: FONTANA HOUSING AUTHORITY, A PUBLIC BODY, CORPORATE AND POLITIC 8492 Wheeler Avenue Fontana, CA 92335 (909) 350 -6657 bmickey @fontana.org N Prepared By: C &V Consulting, Inc. 30 Fairbanks, Suite 110 Irvine, California 92618 (949) 273 -5400 Attn: Daryl Kessler ap p �UVIS� C 4 vS o5 Revised March 2009 D TABLE OF CONTENTS Acknowledgement and Signature Page .......... .............................ii I . Introduction ........................................ ..............................1 H . Methodology ....................................... ..............................1 III. Design Assumptions .............................. ..............................2 IV. Conclusion ......................................... ..............................3 V. References ......................................... ..............................4 APPENDICIES A. County of San Bernardino Standard Hydrology Study (100 -Year Storm Event) Tables and Nomo Graphs B. Sub -Area Runoff Summary C. Street Flooding Analysis D. Catch Basin Design E. Existing Hydraulics Analysis List of Exhibits: 1. Existing Hydrology Map (1) 2. Proposed Hydrology Map (2) A A Hydrology Study and Hydraulic Analysis For The City of Fontana Parcel Map # 17977 ACKNOWLEDGEMENT AND SIGNATURE PAGE This Hydrology Study prepared by C &V Consulting, Inc. under the supervision of Vincent Scarpati, P.E. A 4 i - ncent Scarpati, R.C.E 33520 C &V Consulting, Inc. - - tri Date W ' NO. 33520 °G EXPIRES * (01 t o C IV �lqT£ OF CA \�V. n Introduction• Parcel Map 17977 is a 5.1 acre proposed development of 90 Apartment dwelling, open space, and parking area. The tract is at the northeast corner of Sierra Avenue and Orange Way in the City of Fontana. The site is primarily flat and is bordered to the south by the existing railroad and to the east by commercial use. The existing site currently flows to the south into the existing railroad ROW. The existing site consists of approximately 5, one and two story abandoned industrial buildings, 1 occupied retail structure (Pizza Hut), as well as 2 uncovered concrete foundations. The site is currently calculated to have a 74% impervious existing condition. The proposed project will consist of 2 separate apartment buildings, a pool and recreation area, a putting green, spa, fountains, and 2 parking areas with approximately 110 spaces. The proposed project has 68% impervious area, this is an increase in pervious area of 6% from the existing condition, therefore it is assumed the proposed project will have lower stormwater runoff potential. This assumed benefit is confirmed in the calculations and summary portion of this report. This study will evaluate the site runoff for a 100 -year storm for overflow and flooding purposed and a 10 -year event for on site piping and the propose drainage system to contain the flow. Methodology / Rational: The proposed drainage area was analyzed by utilizing the County of San Bernardino Publics Works Department Flood Control District Hydrology Manual. Each drainage area was divided as demonstrated on the hydrology map (Exhibit 1). Each area was analyzed for acreage, impervious cover, and time of concentration according to the Rational Method. The flows, expressed in cubic feet per second (cfs), were totaled at connections to main storm drain lines. The existing CUP drain passing under the existing railroad will be extended and improved per public improvement plans for the subject project. The proposed infrastructure will include an off site catch basin and a PCC culvert /transition structure from the proposed catch basin to the end of the existing CMP pipe. The existing hydrology as demonstrated in Exhibit 1, demonstrates that the subject area and tributary area exceeds the capacity of the under rail pipe. Therefore off site flows depths were calculated to design site approaches along the perimeter streets to eliminate off site flows from entering the subject project. The Tc for the subject project relates to the entire tributary area. Because the under rail pipe is undersized and flooding is expected during a significant storm event, the subject site has been designed to flow overland safely while finish floor elevations are set above adjacent grades. The storm drain proposed for the subject site is installed to assist with storm flows during more moderate events. Therefore for the purpose of this study, a downstream HGL at the top of the existing pipe was used for the HGL for all on site hydraulics. In the event of a 100 year storm event, the overland escape for all off site flows will flow over the existing rail at the Sierra Avenue crossing and flow to the south. Design Assumptions L The onsite drain area was analyzed for a 100-year storm event us Rational Method A Y Y � Y per the County of San Bernardino Hydrology Manual. 2. The drainage area is located in Soil Groups A having high infiltration rates, according to the Hydrology Manual and geotechnical soils analysis. 3. The infiltration rate for the pervious area, Fp, varied by land use. 4. The impervious area varies by land use. 5. Storm drains and catch basins onsite were designed for a 100 -year storm event, which corresponds to the design requirements for the project. 6. All flows are based on the complete future development of land and roads. 7. The Hydrology Map attached to the back of this study is made part of the study. 8. The subject project will install an offsite catch basin and culvert per the street improvement plans. 9. Any pre - existing or post - development off -tract flow directed toward Parcel Map 17977 has been included in the total flow assumed for Parcel Map 17977. 10. Parcel Map 17977 is designed to contain the 100 -year flow within the on -site street section. * *Note: Additional Calculation Assumptions Have Been Noted Throughout Report ** 2 Conclusions: The results from this hydrology and hydraulic analysis demonstrate the following. • The drainage design for Parcel Map 17977 has been designed to meet the County of San Bernardino Flood Control Standards. • The site is designed to manage runoff from a 100 -year storm. REFERENCES 1. County of San Bernardino, "Hydrology Manual" 2. Water Surface and Pressure Gradient (WSPG) Hydraulic Analysis System Software, Los Angeles County Department of Public Works Program No. F0515P, April 1979. 3. Advanced Engineering Software, HELE1 Hydraulic Elements I for Street Flooding and Catch Basin Design, 1996 version. C� 4 County of San Bernardino Standard Hydrology Study (100 -Year Storm Event) Tables and Nomo Graphs M 54 A LLXERNE VALLEY 4 ° `. - - I T - r R7W R 6W 1 1-1 I R E w 4W - Rlw E '30 v �i I I I. i R2 — 4— R2 _ ,00 I "EVERIA T T _ „•[a _T Ap n W EST NNT I 7 — 7 — st' I "N — — — • II 7 i6 T 3 T 93 2.9 '&0 1 34 I T N ANT _4 .2 4-1 T • DI" 2.4 L. At j WIN L 1) 1.0 GIT�Y f14 E Irl w'sT !l, i3> no BEAR —4 —3 A) I . I -6 sppttkes I L OAF, 'L4 e-ok 4— i4 t 2 ' f Or Z.0 2.2 Nl� DAM Sl 46 N 4, AL TA LO M"A IT. r UPLAND N T u R 1!ALl 0 IFN c" FON TANA- WAS to —1 0 N TA S f TIS e A - 1 A 1.6 TONE S I-v 11" REpLANDS 7777 TIRO• j 1.4 Ell 2.6 2 r .4 It A A nIcAll. r t> uw RIVIIIIIIIIIIIIIIE GrTT I g CHINO 4- SAN .ERN OUnly —ra. RIE. R2E _4 1 4 W -t T PlInotelDE COW7 34•00 T2S I ERSI E ID 0 A R3 R A 2w RI .. I R—q FIGURE 13— SAN KRNARNNO COMITY -4 FMQ CONTROL DISTRICT VALLEY AREA 1! 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COUN 1 ,• 1Q0 - f 344'- 72S '- — - -- _� - - -- — - �- - 1 -- - - - - -- - - - - J - 11 R O� R2W t D R I I I 1 I ` � I S.• ; -T .' - R 5W� I I IFLOOD CONTROL _ T3 Ras,N - - 1 ONM� -- fi +;_ -- i I C A 9 1 , fir' I RB I w -- - R6W SAN BERNARDINO COUNTY HYDROLOGY MANUAL REDUCED DRAWING SCALE 1 4 MILES L 6EN0: G .O ISOLINES PRECIPITATION (INCHES) B -14 SAN BERNARDINO COUNTY 1 F LOOD CONTROL DISTRICT VALLEY AREA ISOHYETALS X. -100 YEAR 24 HOUR NIASED ON U.S.D.C, WUM OL.AS 2, W3 AfTIgVED BY FL OOD CONVROL DATE SCALE I RICE NQ DII[IQ N0. 1982 0.216 VAD -1 6 of 12 FIGURE B -6" 3.5 3.5 3 3 2.5 2.5 to W V z z_ = 2 2 H a W J J LL t.5 i.5 SSE, z a / cr t.t5 z.5 1 1 0.94 tt- 0.5 Q5 O O 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE 1. FOR INTERMEDIATE RETURN PERIODS PLOT 10 -YEAR AND 100 -YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIOQ FOR EXAMPLE GIVEN 10-YEAR ONE HOUR• 0.95" AND 100 -YEAR CNE HOUR 81.60".115-YEAR ONE HOUR • 1.16". REFERENCEaNOAA ATLAS 2,VOLUME 31- CAL.,1973 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES D-7 FIGURE D-2 RAI 0 MM II /N Inn MM Rm mn/ Nnm 1 111�/1M/ glllll nG / /U /I/INIIMIIII� �. AI A U-41 MI •w. w... n.n •�.u.wnuw oouunwm YI��.Yw Yew `_M AND mlimm l HL" etu MttlNlll AI!, c RA Tc (m6_1 6 a 0 7—S C 8 O 9 0 10 u . 11 s 12 F N �3 - M 16 E R IS — 19 2D_ e 0 `o C 25 � u 30 ° • F 35 [N D-4 Figure U -1 Tc LIMITATIONS L 100 1. Maximum length s 1000 Feet 1000 90 2. Maximum area - 10 Acres 9 80 a. b H 800 -- Y N $ Soo 400 60 C ^b '°° ~ � N ao too 600 a O 50 •' +- OH O e s p a r c • CC 40 D00 o to .. 0 35 c �o K EL 4 400 ,� Undeveloped 0 '- Good Cover = t $ 350 25 Undeveloped c 0 �A C Fair Cover o .. 300 E Undeveloped _ 0 ,4 .3 `Zl C 1 90 Poor Cover C m ° s o 250 ~ 18 Single Family �Y J 16 Commercial (Paved) KEY C 200 i. 14 13 S L-H- Tc -K -V J u • 12 ` Zl II / � ° 10 PI Development 150 E 9 80 Apartment 75 -Mobile Home 9 65- Condominium SO-Single Family-5,000 ft 2 Lot T 40- Single Family-1 /4 Acre Lot 20 - Single Family -1 Acre Lot 6 10 -Single Family- 21/2 Acre Lot 100 EX AM PLE 5 (1) Ls 550, Hz5.0 K- Slagle Fon (5 -7 DU/AQ Development, TO 12.6 min. (2) Ls 550, H- 5.0; K- Comwclal 4 Development, Tc-9.7 min. SAN BERNARDINO COUNTY TIME OF CO NCE NOMOGRAI HYDROLOGY MANUAL Gno 1 A11T1Al c Tc (m6_1 6 a 0 7—S C 8 O 9 0 10 u . 11 s 12 F N �3 - M 16 E R IS — 19 2D_ e 0 `o C 25 � u 30 ° • F 35 [N D-4 Figure U -1 ,... ,. ,�. I - ,; , u Q 1 , 1 •A . 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'L• ^,`. .I ��At. <� i .I'r' 1 + � u n (F'.t �tj /.j•rff' �r.'): qqfV �...r , r. , :%4 +s`'- ;'{.:• • ar�'t..'•.. •: , ' s ;•: , Iii .; 4 _ , at '�,.:.. .�_ •. .I `�' N': a�i• �, �. t�.,• .:.�.:�i.-�'�.sa.'��..5�i, L4 '�'.;�t::i.ilari1�n _ •'r•�..��.j�` ..� i:Ll�r�i�� ,. I: I•:� \ 4 s o N 1 A Sub -Area Runoff Summary w RATIONAL METHOD STUDY FORM n n San Bernardino HYDROLOGY MANUAL STUDY NAME: On Site Hydrology Fontana IV 10 -YEAR STORM RATIONAL METHOD STUDY CALCULATED BY: DK DATE: Oct 2008 CHECKED BY: DATE: PAGE 1 OF I CONC. PT. (MAP AREA) AREA (ACRES) SOIL TYPE DEV. (Ap) Tt MIN. Tc MIN. I in/hr Fm in/hr Q TOTAL FLOW PATH, FT SLOPE FT /FT V FT /SEC HYDRAULICS AND NOTES SUBAREA TOTAL 1 0.32 A 0.32 20.7 1.80 0.064 0.50 Tc Match Off Site 2 0.27 A 0.32 20.7 1.80 0.064 0.42 3 0.69 A 0.32 20.3 1.90 0.064 1.14 4 0.63 A 0.32 19.4 1.95 0.064 1.07 5 0.22 A 0.32 19.1 1.96 0.064 0.38 6 0.57 A 0.32 18.9 1.97 0.064 0.98 7 0.12 A 0.32 17.4 2.05 0.064 0.21 8 0.19 A 0.32 17.6 2.05 0.064 0.34 9 0.78 A 0.32 17.4 2.06 0.064 1.40 Total 6.44 � n n San Bernardino HYDROLOGY MANUAL STUDY NAME: On Site Hydrology Fontana IV 100 -YEAR STORM RATIONAL METHOD STUDY CALCULATED BY: DK DATE: Oct 2008 CHECKED BY: DATE: PAGE 1 OF 1 CONC. PT. (MAP AREA) AREA (ACRES) SOIL TYPE DEV. (Ap) Tt MIN. Tc MIN. I in/hr Fm in/hr Q TOTAL FLOW PATH, FT SLOPE FT/FT V FT /SEC HYDRAULICS AND NOTES SUBAREA TOTAL 1 0.32 A 0.32 20.7 2.88 0.064 0.81 Tc Match Off Site 2 0.27 A 0.32 20.7 2.88 0.064 0.68 For overflow Purposes 3 0.69 A 0.32 20.3 2.75 0.064 1.67 4 0.63 A 0.32 19.4 3.00 0.064 1.66 5 0.22 A 0.32 19.1 3.00 0.064 0.58 6 0.57 A 0.32 18.9 3.00 0.064 1.51 7 0.12 A 0.32 17.4 3.10 0.064 0.33 8 0.19 A 0.32 17.6 3.10 0.064 0.52 9 0.78 A 0.32 17.4 3.15 0.064 2.17 Total 9.93 Notes: Fp = 0.20 per Table C.2 Ap= Pervious Ratio Fm =apFp Q= .9(I -Fm)A Lei RATIONAL METHOD STUDY FORM n n San Bernardino HYDROLOGY MANUAL STUDY NAME: Off Site Hydrology Fontana IV 10 -YEAR STORM RATIONAL METHOD STUDY CALCULATED BY: DK DATE: Sept, 2007 CHECKED BY: DATE: PAGE 1 OF 3 CONC, PT. (MAP AREA) AREA (ACRES) SOIL TYPE DEV. (Ap) Tt MIN. Tc MIN. I in/hr Fm in/hr Q TOTAL FLOW PATH, FT SLOPE FT/FT V FT /SEC HYDRAULICS AND NOTES SUBAREA TOTAL A 2.37 A 0.1 20.2 1.90 0.010 4.03 B 4.58 A 0.4 18.6 1.95 0.156 7.39 C 4.59 A 0.4 16.8 2.10 0.156 8.03 D 2.31 A 0.4 15.0 2.25 0.156 4.35 E 2.46 A 0.4 15.0 2.25 0.156 4.64 F 4.90 A 0.4 15.0 2.25 0.156 9.23 G 4.87 A 0.4 16.4 2.20 0.156 8.96 H 2.45 A 0.1 18.4 2.00 0.010 4.39 I 0.60 A 0.1 20.2 1.90 0.010 1.02 J 0.30 A 0.1 18.6 1.95 0.010 0.52 K 0.31 A 0.1 16.4 2.20 0.010 0.61 Notes: Fp = (0.10Commercial, .39 Single Family) & Ap per Table C.2 Ap= Pervious Ratio Fm =apFp Q= .9(I -Fm)A RATIONAL METHOD STUDY FORM n n San Bernardino HYDROLOGY MANUAL STUDY NAME: Off Site Hydrology Fontana IV 25 -YEAR STORM RATIONAL METHOD STUDY CALCULATED BY: DK DATE: Sept, 2007 CHECKED BY: DATE: PAGE 2 OF 3 CONC. PT. (MAP AREA) AREA (ACRES) SOIL TYPE DEV. (Ap) Tt MIN. Tc MIN. I in/hr Fm in/hr Q TOTAL FLOW PATH, FT SLOPE FT /FT V FT /SEC HYDRAULICS AND NOTES SUBAREA TOTAL A 2.37 A 0.1 20.2 2.00 0.010 4.24 B 4.58 A 0.4 18.6 2.20 0.156 8.43 C 4.59 A 0.4 16.8 2.30 0.156 8.86 D 2.31 A 0.4 15.0 2.50 0.156 4.87 E 2.46 A 0.4 15.0 2.50 0.156 5.19 F 4.90 A 0.4 15.0 2.50 0.156 10.34 G 4.87 A 0.4 16.4 2.30 0.156 9.40 H 2.45 A 0.1 18.4 2.20 0.010 4.83 I 0.60 A 0.1 20.2 2.00 0.010 1.07 J 0.30 A 0.1 18.6 2.20 0.010 0.59 K 0.31 A 0.1 16.4 2.30 0.010 0.64 Notes: Fp = (0.10Commercial, .39 Single Family) & Ap per Table C.2 Ap= Pervious Ratio Fm =apFp Q= .9(I -Fm)A METHOD STUDY FORM n n San Bernardino HYDROLOGY MANUAL STUDY NAME: Off Site Hydrology Fontana IV 100 -YEAR STORM RATIONAL METHOD STUDY CALCULATED BY: DK DATE: Sept, 2007 CHECKED BY: DATE: PAGE 3 OF 3 CONC. PT. (MAP AREA) AREA (ACRES) SOIL TYPE DEV. (Ap) Tt MIN. Tc MIN. I in/hr Fm in/hr Q TOTAL FLOW PATH, FT SLOPE FT /FT V FT /SEC HYDRAULICS AND NOTES SUBAREA TOTAL A 2.37 A 0.1 20.2 2.80 0.010 5.95 See Hydrology Map B 4.58 A 0.4 18.6 3.00 0.156 11.72 C 4.59 A 0.4 16.8 3.20 0.156 12.57 D 2.31 A 0.4 15.0 3.50 0.156 6.95 E 2.46 A 0.4 15.0 3.50 0.156 7.40 F 4.90 A 0.4 15.0 3.50 0.156 14.75 G 4.87 A 0.4 16.4 3.10 0.156 12.90 H 2.45 A 0.1 18.4 3.10 0.010 6.81 I 0.60 A 0.1 20.2 2.80 0.010 1.51 J 0.30 A 0.1 18.6 3.00 0.010 0.81 K 0.31 A 0.1 16.4 3.10 0.010 0.86 Notes: Fp = (0.I0Commercial, .39 Single Family) & Ap per Table C.2 Ap= Pervious Ratio Fm =apFp Q= .9(I -Fm)A A Street Flooding Analysis C•7 A i 6� �e .t c• m A T`1p ►�A-L. S EGTo� T Tn WEsT �nD T►�► -� - T�v A 6�e. TG 37-' W ' m Av c 0 ' ll , = 1 Z , I Z 35.3 e-Fs po rvha !L o r;44i-4c W" =>, S3.4 CPS _ "_ �3, 9- - 35. � cis Psis v "ut. C 2a,•� n1 -Fo Sw� s � nr: 5 ODE Top C C,*--e G ,T - A , ,Wo e = i 3,L6 crz5,. Ar-15;A { G,> C MZ 41 Q : zo �4� O -o$ A DepTIA . = Z , 44 G t-5 . .;;n t AjMo S.Z St - r 1 et +.5" Aeo li 66 Y = 7 ADP, 5 S C-Fs Cott -� ' 3 a �L avE e w�� C.ArP W i ` 1 t 1�-,TA 5, nE Oryr4, -!eC - l3 • (06 Z•4-a- = IL. ! C G �u�w Cam) c�rJ�+(.E WA�-( ! �.I CFS . 3. I�b =• Z !, 3 C *015 7, ► cam. .;;n t AjMo S.Z St - r 1 et +.5" Aeo li 66 Y = 7 ADP, 5 S C-Fs Cott -� ' 3 a �L avE e w�� e; F a G J i D.(o) L Raw S I scoo 5L-p5 A- -r 0. 00 5 Coea C6,0"IT%f = 7 cV'> D.1 To,� rzo� C.rr,p�Y. IT"I = 34, $ + (e • 1 = 40 , �l,Z 4Z. Z rJ t� A-oo �A O, 3Z x 34•• $ ,4 G3o � �w 13A, 1L -�,� ►�,-. tom= 53 . so �� A M Channel calculator Given Input Data: shape....................... solving for ..................... Slope........................ Manning's n ..................... Depth........................... Height..................... Bottom width .................... Left slope ...................... Right slope ..................... Computed Results: Flowrate ........................ velocity ...................... FullFlowrate ................... Flow area ....................... Flow perimeter .................. Hydraulic radius ................ Top width ....................... Area.......................... Perimeter .................... Percent full .................... critical Informati critical depth .................. Critical slope .................. Critical velocity ............... Critical area ................... critical perimeter .. ........... Critical hydraulic radius ....... critical top width .............. specific energy ................. Minimum energy .................. Froude number ................... Flow condition .................. sierra -curb capacity.txt Trapezoidal Flowrate 0.0050 ft /ft 0.0130 0.6700 ft 0.6700 ft 0.0300 ft 99.0000 ft /ft (v /H) 0.0289 ft /ft (v /H) 29.8192 cfs 3.8285 fps 29.8192 cfs 7.7888 ft2 23.8931 ft 0.3260 ft 23.2202 ft 7.7888 ft2 23.8931 ft 100.0000 % Dn 0.0000 ft 0.0000 ft /ft 0.0000 fps 0.0000 ft2 0.0000 ft 0.0000 ft 0.0000 ft 0.0000 ft 0.0000 ft 0.0000 critical Page I sierra -curb capacity -above tc to row.txt channel calculator Given input Data: shape ........................... Rectangular solving for ..................... Flowrate Slope ........................... 0.0050 ft /ft manning's n ..................... 0.0130 Depth ........................... 0.1000 ft Height .. 0.1000 ft Bottom width 34.8000 ft computed Results: Flowrate ........................ 6.0369 cfs velocity ........................ 1.7347 fps Full Flowrate ................... 6.0369 cfs Flow area .................... 3.4800 ft2 Flow perimeter .................. 35.0000 ft Hydraulic radius ................ 0.0994 ft Top width ....................... 34.8000 ft Area ............................ 3.4800 ft2 Perimeter .................... 35.0000 ft Percent full .................... 100.0000 % critical informati critical depth .................. critical slope .................. critical velocity ............... critical area ................... critical perimeter .............. critical hydraulic radius ....... Critical top width .............. specific energy ................. Minimum energy .................. Froude number ................... Flow condition .................. on 0.0978 ft 0.0054 ft /ft 1.7738 fps 3.4033 ft2 34.9956 ft 0.0972 ft 34.8000 ft 0.1468 ft 0.1467 ft 0.9671 subcritical Page 1 sierra -above row.txt channel calculator Given input Data: Shape Rectangular Solving for ..................... Depth of Flow Flowrate ........................ 41.3000 cfs slope 0.0050 ft /ft manning 's n 0.0130 Height .......................... 0.5000 ft Bottom width .................... 34.8000 ft computed Results: De th .......... velocity ....... Full Flowrate .. Flow area ... Flow perimeter . Hydraulic radius Top width ...... area ......... Perimeter ... Percent full ... 0.3186 ft 3.7251 fps 86.9402 cfs 11.0871 ft2 35.4372 ft 0.3129 ft 34.8000 ft 17.4000 ft2 35.8000 ft 63.7189 % critical Information critical depth .................. 0.3524 ft Critical slope .................. 0.0036 ft /ft Critical velocity ............... 3.3674 fps critical area ................... 12.2647 ft2 critical perimeter .............. 35.5049 ft 0.3454 ft critical hydraulic radius ....... critical top width .............. 34.8000 ft specific energy ................. 0.5342 ft Minimum energy .................. 0.5287 ft Froude number ................... 1.1635 Flow condition .................. Supercritical C7 0 Page 1 orange way -Typ curb capacity - north.txt Channel Calculator Given Input Data: Shape ........................... Trapezoidal Solving for ..................... Flowrate Slope ........................... 0.0050 ft /ft manning's n ..................... 0.0130 Depth ........................... 0.6700 ft Height .......................... 0.6700 ft Bottom width .................... 0.0300 ft Left slope ...................... 99.0000 ft /ft (v /H) Right slope ..................... 0.0370 ft /ft (v /H) Computed Results: Flowrate ....... velocity .... Full Flowrate .. Flow area ...... Flow perimeter . Hydraulic radius Top width ...... Area ........... Perimeter ... Percent full ... 23.1917 cfs 3.8091 fps 23.1917 cfs 6.0886 ft2 18.8205 ft 0.3235 ft 18.1449 ft 6.0886 ft2 18.8205 ft 100.0000 % critical Information Critical depth .................. 0.0000 ft critical slope .................. 0.0000 ft /ft critical velocity ............... 0.0000 fps Critical area ................... 0.0000 ft2 critical perimeter .. ........... 0.0000 ft Critical hydraulic radius ....... 0.0000 ft Critical top width .............. 0.0000 ft Specific energy ................. 0.0000 ft Minimum energy .................. 0.0000 ft Froude number ................... 0.0000 Flow condition .................. Critical C Page 1 orange way -Typ curb -Row capacity.txt channel calculator Given input Data: Shape . Solving for Slope ... Manning 's n Depth ...... Height .. . Bottom width Rectangular Flowrate 0.0050 ft /ft 0.0130 0.1600 ft 0.1700 ft 32.0000 ft computed Results: Flowrate ........................ 12.1161 cfs velocity ...................... 2.3664 fps Full Flowrate ................... 13.3988 cfs Flow area .................... 5.1200 ft2 Flow perimeter 32.3200 ft Hydraulic radius ................ 0.1584 ft Top width ....................... 32.0000 ft Area ........................... 5.4400 ft2 Perimeter .................... 32.3400 ft Percent full .................... 94.1176 % critical Information critical depth .......... critical slope .......... critical velocity ....... critical area ........... critical perimeter ...... critical hydraulic radius critical top width ...... Specific energy ......... Minimum energy .......... Froude number ........... Flow condition .......... 0.1646 ft 0.0046 ft /ft 2.3009 fps 5.2657 ft2 32.3291 ft 0.1629 ft 32.0000 ft 0.2470 ft 0.2468 ft 1.0430 Supercritical Page 1 Orange way -Typ curb capacity- south.txt channel Calculator Given input Data: Shape Trapezoidal Solving for ..................... Flowrate slope ........................ 0.0050 ft /ft manning's n ..................... 0.0130 Depth ........................... 0.6700 ft Height .................... 0.6700 ft Bottom width .................... 0.0300 ft Left slope ...................... 99.0000 ft /ft (v /H) Right slope ..................... 0.0620 ft /ft (v /H) computed Results: Flowrate ....... velocity .... Full Flowrate .. Flow area ... Flow perimeter . Hydraulic radius Top width ...... Area .......... Perimeter ... Percent full ... 13.6589 cfs 3.7498 fps 13.6589 cfs 3.6425 ft2 11.5272 ft 0.3160 ft 10.8432 ft 3.6425 ft2 11.5272 ft 100.0000 % critical Information critical depth .................. 0.0000 ft critical slope ................. 0.0000 ft /ft Critical velocity ............... 0.0000 fps critical area ................... 0.0000 ft2 critical perimeter .............. 0.0000 ft critical hydraulic radius ....... 0.0000 ft critical top width .............. 0.0000 ft specific energy ................. 0.0000 ft Minimum energy .................. 0.0000 ft Froude number ................... 0.0000 Flow condition .................. critical Page 1 orange way -Typ curb -ROW -south capacity.txt channel calculator Given input Data: Sha p a Rectangular Solving for ..................... Flowrate Slope . ft /ft Manning s n ..................... 0.0130 Depth ........................... 0.0800 ft Height .......................... 0.0800 ft Bottom width .................... 20.4000 ft computed Results: Flowrate ........................ 2.4364 cfs velocity .................... 1.4929 fps Full Flowrate ................... 2.4364 cfs Flow area ....................... 1.6320 ft2 Flow perimeter .................. 20.5600 ft Hydraulic radius ................ 0.0794 ft Top width ....................... 20.4000 ft area ......................... 1.6320 ft2 Perimeter .................... 20.5600 ft Percent full .................... 100.0000 % critical informati critical depth .................. critical slope .................. critical velocity ............... critical area ................. critical perimeter .............. critical hydraulic radius ....... critical top width .............. Specific energy ................. Minimum energy .................. Froudenumber ................... Flow condition .................. on 0.0763 ft 0.0059 ft /ft 1.5663 fps 1.5555 ft2 20.5525 ft 0.0757 ft 20.4000 ft 0.1146 ft 0.1144 ft 0.9305 subcritical Page 1 south - side- orange -above row.txt Channel Calculator Given Input Data: Shape ....................... Rectangular solving for ..................... Flowrate Slope ........................ 0.0050 ft /ft manning`s n ..................... 0.0130 Depth .......................... 0.3400 ft Height .. .................... 0.3800 ft Bottom width .................... 44.0000 ft Computed Results: Flowrate ....... velocity ..... Full Flowrate .. Flow area ... Flow perimeter . Hydraulic radius Top width ...... Area ........ Perimeter ... Percent full ... 58.3048 cfs 3.8974 fps 70.0962 cfs 14.9600 ft2 44.6800 ft 0.3348 ft 44.0000 ft 16.7200 ft2 44.7600 ft 89.4737 % Critical Information Critical depth .................. 0.3793 ft Critical slope .................. 0.0035 ft /ft critical velocity ............... 3.4934 fps critical area ................ 16.6898 ft2 Critical perimeter .. ........... 44.7586 0.3729 ft ft Critical hydraulic radius ....... critical top width .............. 44.0000 ft Specific energy ................. 0.5761 ft Minimum energy .................. 0.5690 ft Froude number ................... 1.1784 Flow condition .................. Supercritical 0 Page 1 10 Catch Basin Design A 7 C & V Consulting, Inc CATCH BASIN CALCULATION STREET SLOPE ( %) By: DK C.B. Q10 (CFS) Date: Oct 2007 Actual W 50 %CLOG Page: 1 of 1 CATCH BASIN NO. DEVICE CONDTION STREET SLOPE ( %) STREET DEPTH (FT) C.B. Q10 (CFS) Calc Width (Min) Actual W 50 %CLOG #1 CB 0.50 0.67 1.40 1.9 4' #2 CB 0.50 0.67 0.34 0.7 4' #3 CB 0.50 0.67 1.14 1.7 4' #4 CB 0.50 0.67 0.31 0.7 4' Off Site CB 0.05 0.67 53.18 21.6 La - Q p , LoGA+ (aepr) USE Z-" l.o"° DvpT)►- (ycNO��nvN S . - o� S �T� Res- r��c't�.n pr -2 '�►� - v�� 14 City of Fontana Utility Map A FOOTHILL BLVD 12993 —2-9&3 co 0 Ir I lbo-ol , . . FOOTHILL BLVD 0 C:) i. �VIN� � J -- f____ 1 2! wz , -247 > < .w W 7 -2f - 9_- �w a) L—J co 0 Ir I lbo-ol , . . FOOTHILL BLVD 0 C:) i. �VIN� � J -- f____ 1 2! wz , -247 Is WSPG Hydraulic Analysis Printouts m A 0 RELC- 011B.OUT 0 FILE: RELC- 011B.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 1 Program Package Serial Number: 1796 WATER SURFACE PROFILE LISTING Date:12 -16 -2008 Time: 8:24:14 Plaza at Sierra 10 Year Event Line B Invert I Depth Water Q Vel Vel Energ Su Critical Flow Top Height/ IDia. Base Wt INO wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth Width - FT or I.D. ZL IPrs /Pip L /Elem Ch Slope -) SF Ave HF SE Dpth Froude N Norm Dp -1 "N" X -Fall ZR Type Ch *,tit � 1000.000 47.550 1.830 49.380 6.44 3.64 .21 49.59 .00 .98 .00 1 1.500 .000 .00 1 .0 - I - 9.140 - I - .0022 - I - - - I - - I - - i - .0038 - .03 - I - 1.83 - .00 - I - 1.50 - .013 - I - .00 .00 1- PIPE 1009.140 I I 47.570 I 1.844 I 49.414 6.44 i 3.64 I .21 49.62 I .00 I .98 I .00 I I 1.500 .000 I .00 I 1 .0 -I- JUNCT STR -I- .0100 -I- -I- -I- -I- -I- .0033 -I- .00 -I- 1.84 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 1010.140 I I 47.580 I 1.947 I 49.527 5.52 I 3.12 I .15 49.68 I .00 I .91 I .00 I I 1.500 I .000 .00 I 1 .0 - I - 141.750 - I - .0030 - - - I - - I - - I - .0028 - I - .39 - I - 1.95 - .00 - I - 1.19 - .013 - I - .00 .00 1- PIPE 1151.890 I I 48.000 I 1.918 I 49.918 5.52 I 3.12 I .15 50.07 I .00 I .91 I .00 I I 1.500 I .000 .00 I 1 .0 - JUNCT STR - .0033 - I - - I - - - - .0023 - .01 - 1.92 - I - .00 - I - - I - .013 - I - .00 .00 I- PIPE 1154.890 I I 48.010 I 2.027 I 50.037 4.38 I 2.48 I .10 50.13 I .00 I .80 I .00 I I 1.500 I .000 .00 i 1 .0 296.470 .0030 -I- -I- -I- -i- -I- .0017 .52 - 2.03 .00 -) .98 - .013 - .00 .00 1 PIPE 1451.360 I I 48.900 I 1.653 I 50.553 4.38 i 2.48 I .10 50.65 I .00 I .80 I .00 I I 1.500 I .000 .00 I 1 .0 -I- JUNCT STR -I- 0033 -I- -i- -I- -I- -I- .0014 -I- .00 -I- 1.65 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE I 1454.360 I 48.910 I 1.729 I 50.639 3.31 I 1.87 I .05 50.69 I .00 I .69 I .00 I I 1.500 I .000 .00 i 1 .0 -i- 78.260 -I- .0031 -I- -I- -I- -I- -I- .0010 -I- .08 -I- 1.73 -I- .00 -I- .81 -I- .013 -i- .00 .00 1- PIPE i 1532.620 I 49.150 I 1.567 I 50.717 3.31 I 1.87 I .05 50.77 I .00 I .69 i .00 I I 1.500 I .000 .00 I 1 .0 JUNCT STR .0025 .0007 .00 1.57 .00 .013 .00 .00 PIPE I 1536.620 I 49.160 I 1.630 50.790 I I 1.95 1.10 .02 I 50.81 I .00 I .53 I .00 I I 1.500 I .000 .00 I 1 .0 -I- 13.380 -I- 0030 -I- -I- -I- -I- -I- .0003 -I- .00 -I- 1.63 -I- .00 -I- .60 -I- .013 -I- .00 .00 1- PIPE 0 FILE: RELC- 011B.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1796 WATER SURFACE PROFILE LISTING Date:12 -16 -2008 Time: 8:24:14 Plaza at Sierra 10 Year Event Line B Invert I Depth I water I Q Vel Vel I Energ Su CriticallFlow Top Height/ IDia. Base wtl INO wth Station Elev I (FT) I Elev (CFS) (FPS) Head Grd.El Elev Depth I Width -FT or I.D.I ZL IPrs /Pip / em �Ch Slope SF Avel HF Dpth N�Norm Dp I "N" X -Fall ZR Ch I I I I I ISE I I IType Page 1 0 0 RELC- 011B.OUT 1550.000 49.200 1.595 50.795 1.95 1.10 .02 50.81 .00 .53 .00 1.500 .000 .00 1 .0 - I - JUNCT STR - I - .0100 - I - - I - - I - - I - - I - .0003 - I - .00 - I - 1.59 - I - .00 - I - - I - .013 - I - .00 .00 I- PIPE 1551.000 I I 49.210 I 1.593 I 50.803 I 1.74 .98 .02 i 50.82 i .00 I .50 I .00 I 1.500 I I .000 .00 I 1 .0 -I- 34.396 -I- .0030 -I- -I- -i- -I- -I- .0003 -I- .01 -i- 1.59 -I- .00 -I- .57 -I- .013 -I- .00 .00 1- PIPE 1585.396 I I 49.312 I 1.500 I 50.812 I 1.74 .98 .02 i 50.83 I .00 I .50 I .00 I 1.500 I I .000 .00 i 1 .0 -I- 50.140 -I- .0030 -I- -I- -I- -I- -I- .0003 -I- .01 -I- 1.50 -i- .00 -I- .57 -I- .013 -I- .00 .00 1- PIPE 1635.536 I I 49.462 I 1.361 i 50.823 I 1.74 1.03 .02 I 50.84 I .00 I .50 I .87 I 1.500 i I .000 .00 I 1 .0 -I- 28.992 -I- .0030 -I- -I- -i- -I- -I- .0002 -I- .01 -I- 1.36 -I- .13 -I- .57 -I- .013 -I- .00 .00 1- PIPE 1664.528 I I 49.548 I 1.280 i 50.828 1.74 I 1.08 .02 I 50.85 I .00 I .50 I 1.06 I 1.500 I I .000 .00 I 1 .0 -I- 23.909 -I- .0030 -I- -I- -I- -I- -i- .0003 -I- .01 -I- 1.28 -I- .16 -I- .57 -I- .013 -I- .00 .00 1- PIPE 1688.438 I I 49.619 I 1.214 I 50.833 I 1.74 1.14 .02 I 50.85 I .00 I .50 I 1.18 i 1.500 I I .000 .00 I 1 .0 -I- 20.987 -I- .0030 -I- -I- -I- -I- -I- .0003 -I- .01 -I- 1.21 -I- .18 -I- .57 -I- .013 -i- .00 .00 1- PIPE 1709.425 I I 49.682 I 1.155 t 50.837 I 1.74 1.19 .02 I 50.86 I .00 I .50 I 1.26 I 1.500 I I .000 .00 I 1 .0 -I- 18.980 -I- .0030 -I- -I- -i- -I- -I- .0003 -I- .01 -I- 1.16 -I- .20 -I- .57 -I- .013 -I- .00 .00 1- PIPE 1728.405 I I 49.738 I 1.103 I 50.841 I 1.74 1.25 .02 I 50.87 I .00 I .50 I 1.32 I 1.500 1 I .000 .00 I 1 .0 -I- 17.488 -I- .0030 -i- -t- -I- -I- -I- .0004 -I- .01 -I- 1.10 -I- .21 -I- .57 -i- .013 -I- .00 .00 1- PIPE 1745.893 I I 49.790 I 1.055 I S0.845 I 1.74 1.31 .03 I 50.87 I .00 I .50 I 1.37 I 1.500 I I .000 .00 I 1 .0 - I - 16.292 - 0030 - i - - I - - I - - - I - .0004 - .01 - I - 1.05 - I - .23 - I - .57 - .013 - I - .00 .00 1- PIPE 0 FILE: RELC- 011B.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package serial Number: 1796 WATER SURFACE PROFILE LISTING Date:12 -16 -2008 Time: 8:24:14 Plaza at Sierra 10 Year Event Line B is iar it YYr ie xr * *�ki rtic tr itr it Ar it is Gr fk i[tr iir it it it it if iir fr it *tic k is it tr ir i'Afr f' * * *st ir a it it it it it it it tr *,tir,r,t,r,r,t * *� *�4r it *,t,r tir it it it x ft ft Yr it 4r iiert Yr i'�ir is eY ik i'i *,t ,t it it tr,t,t,t it it is *,t it it 4 it it i'ic it it fr t I Invert Depth Water Q Vel Vel Energy Super CriticaltFloW ToplHeight/ Base wtl No wth Station II Elev (FT) I Elev <CFS) (FPS) Head Grd.E Elev Depth width IDia. -FT or I.D. ZL Prs /Pip L/Elem ICh Slope I SF Ave HF SE DpthlFroude N Norm Dp I "N" I X -Fall ZR Type Ch 1762.185 49.839 1.010 50.849 1.74 1.37 .03 50.88 .00 .50 I 1.41 1.500 .000 .00 1 .0 -I- 15.283 -I- .0030 -I- -I- -I- -i- -I- .0005 -I- .01 -i- 1.01 -I- 26 -I- .57 -I- .013 -I- .00 .00 1- PIPE 1777.468 I I 49.884 I .969 I 50.853 i 1.74 1.44 .03 I 50.89 I .00 I .50 I 1.43 I 1.500 I I .000 .00 I 1 .0 - I - 14.509 - I - .0030 - I - - I - - I - - I - - I - .0005 - .01 - I - .97 - I - .28 - I - .57 - i - .013 - .00 .00 1- PIPE 1791.977 I 49.928 I .930 I I 50.858 I 1.74 1.51 .04 I 50.89 I .00 I .50 I 1.46 I 1.500 I I .000 .00 I 1 .0 13.775 .0030 .0006 .01 .93 .30 .57 .013 .00 .00 PIPE 1805.752 I I 49.969 .893 I I 50.862 I 1.74 1.59 .04 I 50.90 I .00 I .50 I 1.47 i 1.500 I I .000 .00 I 1 .0 Page 2 n O n RELC- 0118.OUT 13.256 .0030 .0007 .01 .89 .32 .57 .013 .00 .00 PIPE I 1819.008 I 50.008 I .859 I 50.867 I 1.74 1.66 I .04 50.91 I I .00 .50 I 1.48 I 1.500 I .000 I .00 I 1 .0 -I- 12.747 -i- .0030 -I- -I- -I- -I- -I- .0007 -I- .01 -I- .86 I I -I- .35 -I- .57 I -I- .013 I -i- .00 .00 1- PIPE I I 1831.755 I 50.046 I .826 I 50.872 I 1.74 1.74 I .05 50.92 .00 .50 1.49 1.500 I .000 I .00 1 .0 -I- 4.645 -I- .0030 -I- -I- -I- -I- -I- .0008 -I- .00 -I- .83 I -I- .38 -I- .57 -I- .013 -I- .00 .00 1- PIPE I 1836.400 I 50.060 I .814 I 50.874 I 1.74 1.78 I .05 50.92 I .00 .50 I 1.49 i 1.500 I .000 I .00 i 1 .0 - ]UNCT STR - I - .0033 - - I - - I - - - I - .0007 - .00 - I - .81 I - I - .39 - I - .013 I - .00 .00 I- PIPE I 1839.400 I 50.070 I .843 I 50.913 I 1.40 1.37 .03 I 50.94 i .00 .44 1.49 1.500 I .000 I .00 i 1 .0 -i- 11.482 -I- .0030 -I- -I- -I- -I- -I- .0005 -I- .01 -I- .84 -I- .29 -I- .50 -I- .013 -I- .00 .00 1- PIPE I 1850.882 I 50.105 I .811 I 50.916 1.40 I 1.44 I .03 50.95 I I .00 .44 I 1.50 I 1.500 I .000 I .00 I 1 .0 -I- 11.025 -I- .0030 -I- -I- -I- -I- -I- .0006 -I- .01 -I- .81 -I- .31 -I- .50 -I- .013 -I- .00 .00 1- PIPE 0 FILE: RELC- 011B.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1796 WATER SURFACE PROFILE LISTING Date:12 -16 -2008 Time: 8:24:14 Plaza at Sierra 10 Year Event Line B Invert Depth I Water Q vel vel I Energy I Super CriticallFlow Top �Height/ ! Base Wt No wth station (FT) Elev (CFS) (FPS) Head Grd.E E -FT lor I.D. i ZL Prs /Pip L /Elem �Ch - - Slope - i - - - - - -I- -'- SF Ave HF SE Dpth - Depth - � Froude N - Width - : Norm Dp I Dia. I "N" X -Fall - ZR - Type Ch I *� *,t�,t* *,t *,tom * *�,t *� ,tt,t,r I 1861.907 I 50.138 .780 I 50.919 1.40 I 1.51 .04 50.95 .00 .44 4 I 1 50 1 500 I .000 .00 1 .0 -I- 10.624 -I- .0030 -I- -i- -I- -I- -I- .0007 -I- .01 -I- .78 -I- .34 -I- .50 -I- .013 -I- .00 .00 1- PIPE I 1872.531 I 50.171 I .752 I 50.922 1.40 I 1.58 .04 I 50.96 I I .00 .44 I 1.50 I 1.500 I I .000 .00 I 1 .0 -I- 9.599 -I- .0030 -I- -I- -I- -I- -I- .0007 -I- .01 -I- .75 -I- .36 -I- .50 -I- .013 -I- .00 .00 1- PIPE I 1882.130 I 50.200 -I- I .726 -I- I 50.926 -I- 1.40 -I- I 1.65 -I- .04 -I- I 50.97 -I- I I .00 -I- .44 -I- I 1.50 -I- I 1.500 -I- I .000 -I- I .00 I 1 .0 I- -I- 0 Page 3 o n n RELC- 011C.OUT 0 FILE: RELC- 011C.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1796 WATER SURFACE PROFILE LISTING Date:12 -16 -2008 Time: 8:29:21 Plaza at Sierra 10 Year Event Line C Invert Depth Water I Q Vel Vel Energy Supper CriticallFloW Top!Height /IBase Wtl No Wth Station Elev - - (FT) - - Elev - I - ( CFS) - - (FPS) -I- Held_ l_ Grd.El_ - Elev - Depth -I - Width - IDia. -FT or I.D ZL - IPrs /Pip L /Elem Ch Slope = SF Ave HF SE Dpth Froude N1Norm Dp I "N" X -Fall ZR Type Ch 1001.000 48.010 2.030 50.040 1.14 .65 .01 50.05 .00 .40 1 .00 1 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 40.210 .0030 .0001 .00 2.03 .00 .45 .013 .00 .00 PIPE I I I I I I I I I I I I I 1041.210 48.130 1.915 50.045 1.14 .65 .01 50.05 .00 .40 .00 1.500 .000 .00 1 .0 0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Page 1 o n IC Page 1 RELC- 007E.OUT 0 FILE: RELC- 007E.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1796 WATER SURFACE PROFILE LISTING Date:12 -16 -2008 Time: 8:40:40 Plaza 10 Year Line E Invert Depth Water Q Vel Vel EnergyY Supper Critical Flow Top Height/ Base Wt NO Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope -I- SF Ave HF SE Dpth Froude N Norm Dp "N" I X -Fall - j ZR IType Ch 1001.150 50.070 .800 50.870 .34 .35 .00 50.87 .00 .22 1.50 1.500 .000 .00 i 1 .0 -I- 5.891 -I- .0051 -I- -I- -I- -I- -I- .0000 -I- .00 -I- .80 -I- .08 -I- .22 -I- .013 -I- .00 .00 1- PIPE 1007.041 I I 50.100 I .770 50.870 I i .34 .37 .00 I 50.87 I .00 I .22 I 1.50 I 1.500 I .000 I .00 I 1 .0 -I- 5.616 -I- .0051 -I- -I- -I- -I- -I- .0000 -I- .00 -I- .77 -I- .08 -I- .22 -I- .013 -I- .00 .00 1- PIPE 1012.656 I I 50.128 I .742 50.870 I I .34 .39 .00 I 50.87 I .00 I .22 I 1.50 I 1.500 I .000 I .00 I 1 .0 -I- 5.338 -I- .0051 -I- -I- -I- -I- -I- .0000 -I- .00 -I- .74 -I- .09 -I- .22 -I- .013 -I- .00 .00 1- PIPE 1017.995 I I 50.155 I .715 50.870 I I .34 .41 .00 I 50.87 I .00 I .22 I 1.50 I 1.500 I I .000 .00 I 1 .0 -I- 5.121 -I- .0051 -I- -I- -I- -I- -I- .0001 -i- .00 -I- .71 -I- .10 -I- .22 -I- .013 -I- .00 .00 1- PIPE 1023.116 I I 50.181 I .689 50.870 I I .34 .43 .00 I 50.87 I .00 I .22 I 1.50 I 1.500 I I .000 .00 I 1 .0 - I - 4.883 - I - .0051 - I - -I - I - - I - - I - .0001 - I - .00 - I - .69 - I - .10 - I - .22 - I - .013 - I - .00 .00 1- PIPE 1027.999 I I 50.206 I .664 50.870 I i .34 .45 .00 I 50.87 I .00 I .22 I 1.49 I 1.500 I I .000 .00 I 1 .0 - I- 4.665 - I- .0051 - I - - I - - I - -I- - i - .0001 - I - .00 - I - .66 - I - .11 - I - .22 - I - .013 - I - .00 .00 1- PIPE 1032.663 50.229 .641 50.870 .34 .47 .00 50.87 1 .00 1 .22 1 1.48 1 1.500 1 .000 .00 1 1 .0 -I- 4.467 -I- .0051 -I- -I- -I- -I- -I- 0001 -i- .00 -I- .64 -I- .12 -I- .22 -I- .013 -I- .00 .00 1- 1037.130 I 50.252 ( .618 I 50.870 I .34 .50 .00 50.87 I .00 .22 I 1.48 1 1.500 I .000 .00 ( PIPE 1 .0 -I- 4.289 -I- .0051 -I- -I- -I- -I- -I- .0001 -I- .00 -I- .62 -I- .13 -I- .22 -I- .013 -I- .00 .00 1- PIPE I 1041.419 I 50.274 I .596 I 50.870 I .34 .52 .00 I 50.87 I .00 I .22 I 1.47 I 1.500 I I .000 .00 I 1 .0 -I- 4.110 -I- .0051 -I- -I- -i- -I- -I- .0001 -I- .00 -i- .60 -I- .14 -I- .22 -I- .013 -I- .00 .00 1- PIPE 0 FILE: RELC- 007E.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1796 WATER SURFACE PROFILE LISTING Date:12 -16 -2008 Time: 8:40:40 Plaza 10 Year Line E Invert I Depth water Q i Vel Vel EnergyY I Supper Critical Flow Top Height/ IDia. Base Wt No wth 'Prs Station Elev I (FT) Elev (CFS) (FPS) Head Grd.E1.I Elev Depth width -FT or I.D.I ZL /Pip L /Elem Ch Slope -1 I SF Ave HF SE Dpth Froude N Norm Dp l "N" X -Fall) ZR Type Ch Page 1 0 0 0 RELC- 007E.OUT 1045.529 50.295 .576 50.870 .34 .54 .00 50.87 .00 .22 1.46 1.500 .000 .00 1 .0 -I- 3.952 -I- .0051 -I- -I- -I- -I- -I- .0001 -I- .00 -I- .58 -I- .15 -I- .22 -I- .013 -I- .00 .00 1- PIPE 1049.480 50.315 .556 50.870 .34 .57 .01 50.88 1 .00 1 .22 1 1.45 1 1.500 1 .000 .00 1 1 .0 3.793 .0051 .0001 .00 .56 .16 .22 .013 .00 .00 PIPE 1053.273 I I 50.334 I .536 I 50.870 .34 I .60 .01 I 50.88 I .00 I .22 I 1.44 I 1.500 I .000 I .00 I 1 .0 -I- 3.654 -I- .0051 -I- -I- -I- -I- -I- .0001 -I- .00 -I- .54 -I- .17 -I- .22 -I- .013 -I- .00 .00 1- PIPE 1056.927 I I 50.352 I .518 I 50.870 .34 I .63 .01 I 50.88 I .00 I .22 I 1.43 I 1.500 I .000 i .00 I 1 .0 -I- 3.495 -I- .0051 -I- -I- -I- -I- -I- .0002 -I- .00 -i- .52 -I- .18 -I- .22 -I- .013 -I- .00 .00 1- PIPE 1060.422 I I 50.370 I .500 I 50.870 .34 I .66 .01 I 50.88 I .00 i .22 I 1.41 I 1.500 I .000 I .00 I 1 .0 3.356 .0051 .0002 .00 .50 .19 .22 .013 .00 .00 PIPE 1063.778 I I 50.387 I .483 I 50.870 .34 I .69 .01 I 50.88 I .00 I .22 I 1.40 I 1.500 I .000 I .00 I 1 .0 -I- 3.237 -I- .0051 -I- -I- -I- -i- -I- .0002 -I- .00 -I- .48 -I- .21 -I- .22 -I- .013 -I- .00 .00 1- PIPE 1067.015 I I 50.403 I .467 I 50.870 .34 I .72 .01 I 50.88 I .00 I .22 i 1.39 I 1.500 I .000 I .00 I 1 .0 -I- 3.118 -I- .0051 -I- -I- -I- -I- -I- .0003 -I- .00 -I- .47 -I- .22 -I- .22 -I- .013 -i- .00 .00 1- PIPE 1070.133 I I 50.419 I .451 I 50.870 .34 I .76 .01 I 50.88 I .00 I .22 I 1.38 I 1.500 I .000 I .00 I 1 .0 -I- 2.999 -I- .0051 -I- -I- -I- -I- -I- .0003 -I- .00 -I- .45 -I- .24 -I- .22 -I- .013 -i- .00 .00 1- PIPE 1073.132 50.434 .436 50.870 .34 .80 .01 50.88 1 .00 1 .22 1 1.36 1 1.500 1 .000 .00 1 1 .0 -I- 2.900 -I- .0051 -I- -I- -I- -I- -I- .0003 -I- .00 -I- .44 -I- .25 -i- .22 -I- .013 -I- .00 .00 1- PIPE 0 FILE: RELC- 007E.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1796 WATER SURFACE PROFILE LISTING Date:12 -16 -2008 Time: 8:40:40 Plaza 10 Year Line E Invert I Depth ( Water I Q vel Vel Energy Super (Critical Flow ToplHeight /(Base Wt INO Wth Station Elev I (FT) 1 Elev II (CFS) (FPS) Head I . 1 Grd.E1.I Elev I Depth Width Did. -FT o I.D. ZL IPrs /Pip L /Elem Ch Slope I SF Avel HF SE Dpth Froude N Norm Dp "N" I X -Fall ZR IType Ch k kkkkkkkk k kkkk kitk kk kkikkk k I #kkkkk kkkkk I irkk kkkk kkk kkk ii'is it it is i I it it is it it t at it it it it i it it it 4r 4r Y rtY it it it I it i4 iit i4 it trit it it I it t it it ik iris 1076.032 50.449 .421 50.870 .34 .84 .01 50.88 1 .00 .22 1.35 1 1.500 .000 .00 1 1 .0 2.780 .0051 .0004 .00 .42 .27 .22 .013 .00 .00 PIPE I 1078.812 I 50.463 I .407 I 50.870 I .34 .88 I .01 50.88 I I .00 .22 I 1.33 I I 1.500 I .000 .00 I 1 .0 2.681 .0051 -I- -I- -I- -I- -I- .0004 .00 -1 .41 .29 - .22 -) .013 - .00 .00 1 PIPE I 1081.493 -I- I 50.477 I .393 I 50.870 I .34 .92 I .01 50.88 I i .00 .22 I 1.32 I I 1.500 I .000 .00 I 1 .0 .687 I -I- .0051 -I- -I- I -I- -I- -I- .0005 -I- .00 -I- .39 -I- .31 -I- .22 -I- .013 -I- .00 .00 1- PIPE 1082.180 I 50.480 I .390 50.870 I .34 .93 I .01 50.88 I I .00 .22 I 1.32 I I 1.500 I .000 .00 I 1 .0 Page 2 �c RELC- 007E.OUT Page 3 Page 1 0 Line.OUT D FILE: Line.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 1 Program Package Serial Number: 1796 WATER SURFACE PROFILE LISTING Date: 1-21 -2009 Time:11:53:59 Plaza at Sierra 10 Year Event line F it it it it rt it fr 4t 4 at it at fr it +t 1e {r it rt it it Vr it it it it it it fr fr it fe ie fr it it it it it it it fr lr Yr it it ir.4 it Yr it i< it it it it it it it it it it it it 4 it it it fe fe tk it it it it it 'r'h fr 4 ir .4 aY it it it it it it it it Air it it it fr it it it Air h it Sr it * it it it it h it it it it fr fr it it tk tk it Vr fr 4r Yr it it invert I Depth I Water I Q I! Vel vel I EnergyY Supper critical Flow Top Height/ Base Wt No Wth Station I Elev I (FT) Elev (C FS) I (FPS) Head Grd.El. Elev Depth Width Dia. -FT or I.D. ZL Prs /Pip L /E1 em L / e Ch Slope h s I -I F SF Ave HF S E SE Dpth t h Froude N Norm Dp N it "N" N X -Fall F it l ZR Type Ch it it it it it it it it N it it it * I i< it it it it fr it it it it it it it it it it 'r it it it it it fr it it fr Vr it it it it it it I it it * it it it i< it it it it it it it fr it it it fr it it it it it it it it it it it it it it it it it it it it * it it it * it it it it 1t it it 1001.910 I 48.910 1.730 50.640 I .31 .18 .00 50.64 .00 .21 .00 1.500 .000 .00 1 .0 - I - 4.930 - I - .0061 - i - - I - - I - - I - - I - .0000 -I- .00 - I - .00 - I - .00 - I - .20 - I - .013 -I .00 .00 1- PIPE 1006.840 I I 48.940 I 1.700 I 50.640 I .31 .18 I .00 50.64 I .00 I .21 I .00 I 1.500 I .000 I .00 I 1 .0 - I - 40.162 -I- .0050 -I - I - - I - - i - -I- .0000 - I - .00 - I - 1.70 - I - .00 - I - .21 - I - .013 - I - .00 .00 1- PIPE 1047.002 i I 49.140 I 1.500 I 50.640 .31 I .18 I .00 50.64 I .00 I .21 I .00 I 1.500 I .000 I .00 I 1 .0 -I- 27.707 -I- .0050 -I- -I- -I- -I- -I- .0000 -I- .00 -I- 1.50 -I- .00 -I- .21 -I- .013 -I- .00 .00 1- PIPE 1074.708 I I 49.279 I 1.361 I 50.640 .31 I .18 I .00 50.64 I .00 I .21 I .87 I 1.500 I .000 I .00 I 1 .0 -I- 4.272 -I- .0050 -I- -I- -I- -I- -I- .0000 -I- .00 -i- 1.36 -I- .02 -I- .21 -I- .013 -I- .00 .00 1- PIPE 1078.980 I I 49.300 -I- I 1.340 -I- i 50.640 -I- .31 -I- I .19 -I- I .00 -I- 50.64 -I- I .00 -I- I .21 -I- I .93 -I- I 1.500 -I- I .000 -I- I .00 I 1 .0 I- -I- 0 Page 1 30x22.txt Manning Pipe calculator Given Input Data: shape ........................ solving for ..................... Diameter ........................ Depth........................... Slope........................ Manning's n ..................... computed Results: Flowrate ........................ Area .......................... wetted ..................... wetted Perimeter ................ Perimeter ....................... velocity .. .................... Hydraulic Radius ................ Percent Full .................... Full flow Flowrate .............. Full flow velocity .............. circular Flowrate 2.2900 ft 2.2900 ft 0.0120 ft /ft 0.0130 35.5585 cfs 4.1187 ft2 — A2f4 4.1187 ft2 7.1942 ft 7.1942 ft 8.6334 fps 0.5725 ft 100.0000 % 35.5585 cfs 8.6334 fps f + oe ALUl , -j ro 116U"(614 E. Qr1p 35.6 c F5 Q�n �.�or -ti �� Page 1 PCC- CULVERT.tXt Channel calculator Given Input Data: solving shape Rectangular Solving for Flowrate Slope ........................ 0.0155 ft /ft manning's n ..................... 0.0130 Depth .......................... 0.5000 ft Height .......................... 1.0000 ft Bottom width .................... 8.6500 ft computed Results: Flowrate ....... velocity ... Full Flowrate .. Flow area ...... Flow perimeter . Hydraulic radius Top width ...... Area ........ Perimeter ... Percent full... critical information Critical depth .................. critical slope .................. Critical velocity ............... critical area ................ Critical perimeter .............. Critical hydraulic radius ....... Critical top width .............. Specific energy ................. Minimum energy .................. Froude number ................... Flow condition .................. 36.0468 cfs 8.3345 fps 107.1606 cfs 4.3250 ft2 9.6500 ft 0.4482 ft 8.6500 ft 8.6500 ft2 10.6500 ft 50.0000 % 0.8142 ft 0.0033 ft /ft 5.1182 fps 7.0428 ft2 10.2784 ft 0.6852 ft 8.6500 ft 1.5795 ft 1.2213 ft 2.0780 Supercritical Page 1 L04- 12pipe.txt Manning Pipe Calculator Given input Data: shape ...................... Circular solving for ..................... Flowrate Diameter ........................ 1.0000 ft Depth ........................... 1.0000 ft slope " 0 ft /ft Manning s n ..................... 0.0130 computed Results: Flowrate ........................ 1.9514 cfs Area ........................ 0.7854 ft2 wetted Area ................... 0.7854 ft2 Wetted Perimeter ................ 3.1416 ft Perimeter ....................... 3.1416 ft velocity ................. 2.4846 fps Hydraulic Radius ................ 0.2500 ft Percent Full .................... 100.0000 % Full flow Flowrate .............. 1.9514 cfs Full flow velocity .............. 2.4846 fps Critical informati critical depth .................. critical slope ................. critical velocity ............... Critical area ................ Critical perimeter .............. Critical hydraulic radius ....... Critical top width .............. specific energy ................. Minimum energy .................. Froude number ................... Flow condition .................. x on 0.7261 ft 0.0074 ft /ft 4.4621 fps 0.6188 ft2 2.0230 ft 0.3059 ft 1.0000 ft 1.1487 ft 1.0892 ft 0.5772 subcritical Page 1 8pipe.txt Manning Pipe calculator C, Given Input Data: shape ........................ Circular solving for ..................... Flowrate Diameter ........................ 0.6700 ft Depth ........................... 0.6700 ft Slope ........................ 0.0030 ft /ft manning's n ..................... 0.0130 computed Results: Flowrate ........................ 0.6707 cfs Area ........................ 0.3526 ft2 wetted Area ..................... 0.3526 ft2 wetted Perimeter ................ 2.1049 ft Perimeter ....................... 2.1049 ft velocity ........................ 1.9024 fps Hydraulic Radius ................ 0.1675 ft Percent Full .................... 100.0000 % Full flow Flowrate .............. 0.6707 cfs Full flow velocity .............. 1.9024 fps critical informati critical depth .................. critical slope ................ critical velocity ............... critical area ................. critical perimeter .............. critical hydraulic radius ....... Critical top width .............. specific energy ................. Minimum energy .................. Froude number ................... Flow condition .................. x m 0.4685 ft 0.0083 ft /ft 3.5720 fps 0.2657 ft2 1.3193 ft 0.2014 ft 0.6700 ft 0.7572 ft 0.7027 ft 0.5399 subcritical ® Page 1