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Home My WebLink AboutPM 18963HYDROLOGY & HYDRAULICS STUDY FOR PARCEL MAP #18963 In the City of Fontana, California Prepared For: The Related Companies 18201 Von Karman Ave. Ste 900 w Contact: Liane Takano Project Manager (949) 660 -7272 Prepared By: A C &V Consulting, Inc. 18 Technology Ste 154 Irvine, California 92618 (949) 769 -6600 Attn: Daryl Kessler u?u�UV�is April 2009 Revised February 2010 TABLE OF CONTENTS 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 F. WSPG Hydraulic Analysis Printouts List c 1. 2. 3. 4. )f Exhibits: Existing Conditions Hydrology Map Proposed Conditions Hydrology Map Storm Drain Plans Caltrans District 8 - As -Built Plans Executive Summary ............................... ..............................i Acknowledgement and Signature Page .......... .............................ii I . Introduction ........................................ ..............................1 II . 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 F. WSPG Hydraulic Analysis Printouts List c 1. 2. 3. 4. )f Exhibits: Existing Conditions Hydrology Map Proposed Conditions Hydrology Map Storm Drain Plans Caltrans District 8 - As -Built Plans Hydrology Study and Hydraulic Analysis For The City of Fontana Parcel Map # 18963 ACKNOWLEDGEMENT AND SIGNATURE PAGE This Hydrology Study prepared by C &V Consulting, Inc. under the supervision of Vincent Scarpati, P.E. , Vincent Scarpati, R.C.E 33520 Date C &V Consulting, Inc. W. SC W ' N0.33 a p(pIRES CN11 � OF F11 Introduction• Parcel Map #18963 is a 4.90 acre attached residential project containing 13 combined structures, open space, and clubhouse. The tract is at the northwest corner of the intersection of Juniper and Valley Boulevard in the City of Fontana. The site is primarily flat and is bordered by open space to the north, one structure to the west and ROW to the south and east. This study will evaluate the site runoff for a 100 -year storm and propose a drainage system designed for 10 -year storm water conveyance. The subject site currently resides in Flood Zone A. As part of this project off site flows will be evaluated to justify the relinquishment of this Zone to an X. 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. This information was then compared to the Master Plan of Drainage study prepared on July 1989 for the City of Fontana located in Appendices E. The existing 48" RCP storm drain system in Juniper will be extended to the project site to transfer the project flows and upstream Street flows to the south into the Mulberry Channel. Main line capacity was compared to the original design flow. The current watershed has demonstrated that the proposed and current flows are less than the original design for the storm drain system. Therefore the existing and proposed 48" line in Juniper has been evaluated for current conditions as shown herein. The Juniper Street catch basins were sized to handle the ultimate street section flows. These flows include all flows that cross over the crown during a substantial storm event. For the purpose of this report, flows from drainage area "F" (Existing Area F) were counted in two areas. The first, accommodated for this tributary area as an interim allowance for the area F flows to pass through the project site, consistent with current conditions. This is accomplished by installing area drains along the north property line. Finally Area F flows were also anticipated in a fixture condition to ultimately drain to Juniper Avenue. Therefore street capacity calculations and catch basin sizing were adjusted in anticipation of this flow. On site storm water flows in on site swales and into the proposed private streets. Storm water then flows into proposed water quality basins sized to handle the BMP values within the WQMP. Once the storm water exceeds those values, the water then flows into the area drains elevation from the bottom of the basin and into the public system. The Subject site and proposed storm drain system has also been sized and designed for the future PM 19231. The new project is intending on draining to a new proposed water quality basin adjacent to PM 18936. This new basin will replace the existing basin at the south west corner of this subject project combining flows. Storm drain infrastructure will be removed and re installed to facilitate this new basin. PM 19231 will also install a public storm strain system and inlet designed to collect flows within the right of way only. Calculations shown herein include these values, therefore all flow calculations are consistent with ultimate build out. Mainline storm drain to be installed in Valley Blvd, has been planed and analyzed to match flowlines in lieu of soffits. This was proposed to in order to service future Valley Blvd public catch basins westerly of PM 18963. 54 A Design Assumptions 1. The onsite drainage area was analyzed for a 100 -year storm event using Rational Method Analysis per the County of San Bernardino Hydrology Manual. 2. The drainage area is located in Soil Groups A having moderate to 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 /offsite were designed for a 10 -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(s) attached to the back of this study is made part of the study. 8. The storm drain system outlets into an existing 48" pipe in Valley and Juniper. 9. Any pre - existing or post - development off -tract flow directed toward Parcel Map 18963 has been included in the total flow assumed for Parcel Map 18963. 10. Parcel Map #18963 is designed to contain the 100 -year flow within the on -site street section. 11. 100 Year Flood routing for Valley and Juniper Avenue demonstrate all flood waters are contained in off site streets. * *Note: Additional Calculation Assumptions Have Been Noted Throughout Report ** A K Conclusions: The results from this hydrology and hydraulic analysis demonstrate the following: • The drainage design for Parcel Map #18963 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. N 3 A 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. M 4 rId L A. County of San Bernardino Standard Hydrology Study (100 -Year Storm Event) Tables and Nomo Graphs r TABLE C.2. Fm (in /hr) VALUES FOR TYPICAL COVER TYPES SOIL GROUP [A COVER TYPE A A B C D NATURAL: Barren Row Crops (good) Grass (fair) Orchards (fair) Woodland (fair) URBAN: Residential (1 DU/AC) Residential (2 DU /AC) Residential (4 DU/AC) Residential (10 DU /AC) Condominium Mobile Home Park Apartments Commercial /Industrial NOTES: (1) (2) (3) (4) 1.0 0.41 0.27 0.18 0.14 1.0 0.59 0.41 0.29 0.22 1.0 0.82 0.56 0.40 0.31 1.0 0.88 0.62 0.43 0.34 1.0 0.95 0.69 0.50 0.40 0.80 0.78 0.60 0.45 0.37 0.70 0.68 0.53 0.39 0.32 0.60 0.58 0.45 0.34 0.28 0.40 0.39 0.30 0.22 0.18 0.35 0.34 0.26 0.20 0.16 0.25 0.24 0.19 0.14 0.12 0.20 0.19 0.15 0.11 0.09 0.10 0.10 0.08 0.06 0.05 Recommended a values from Figure C -4 AMC II assumed for all Fm values CN values obtained from Figure C -3 DU /AC= dwelling unit per acre C -16 m 3.5 3.5 3 3 2.5 2.5 N w U Z Z_ = 2 2 H CL w 0 J J ' U. 1.5 1.5 Z V 5e Q cr I I 0.5 10.5 0 0 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE 1 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 PERIOM FOR EXAMPLE GIVEN 1©—YEAR ONE HOUR ■ 0.95" AND 100 —YEAR CNE HOUR • 1.60 ", P5-YEAR ONE HOUR s I.18 REFERENCEaNOAA ATLAS Q, VOLUME 31— CAL.,19T3 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES aal D -7 FIGURE D -2 L 1000 �Q. 800 700 500 400 350 v O F 300 c c 250 J t a J 200 Tc lid LIMITATIONS a 3 100 I. Maximum length - 1000 Feet 0 90 2. Maximum area - 10 Acres 80 a. w 30 b TO H 25 500 Y N $ 400 .1 b 300 C 60 O .•. C > too C E 5 �a p 100 Undeveloped CL C 2O •' O 60 19 Development, Tcs9.T min. H a 330 v I7 a � e s 3 ll � t .s _ .4 C .3 `Zl s c Tc (m6_1 a 6 a 0 7 =' `c 8 O 9 n 10 s 12 F _.W- � M 15 16 E 17 18 � 19 20 c 0 v C u _.KEY L- H- Tc -K -Tc' w I lid $ a 3 35 0 0 75 -Mobile Home e K w 30 Undeveloped. Good Cover 25 Undeveloped C Fair Cover E 5 (1) L- 550 H- 5.d, K- Single Family (5 -7 Du /AC) Undeveloped c 2O Poor Cover 19 Development, Tcs9.T min. H Single Family. I7 (5 - DU/AC) 16 �r 15 14 Commercl P c u 12 l 21 II / c 10 � e s 3 ll � t .s _ .4 C .3 `Zl s c Tc (m6_1 a 6 a 0 7 =' `c 8 O 9 n 10 s 12 F _.W- � M 15 16 E 17 18 � 19 20 c 0 v C u _.KEY L- H- Tc -K -Tc' w I SAN BERNARDINO COUNTY HYDROLOGY MANUAL 25-48 8 u w J Q 30 0 35 40 r figure u -i D -4 PI Development 150 9 80- Apartment 75 -Mobile Home e 65- Condominium 60 - Single Family - 5,000 ft 2 Lot 7 40 - Single Family -1 /4 Acre Lot 20 Single Family -1 Acre Lot 6 10 - Single Family -21/2 Acre Lot loo EXAMPLE= 5 (1) L- 550 H- 5.d, K- Single Family (5 -7 Du /AC) Development, Tc -12.6 min. Aft4jA (2) L- 550, H- 5.0, K- Commercial 4 Development, Tcs9.T min. SAN BERNARDINO COUNTY HYDROLOGY MANUAL 25-48 8 u w J Q 30 0 35 40 r figure u -i D -4 t. � f L 1 4 1 ; U . 1 f I D FQ , 3 V :D) .'3 -W i. , ;,i RCF P : 4 If '7; A4 '_7 i hl V 7r w L&U • G url a. ; EK -0, i T - 7 7 7- ...73 iw a. d it '�� a SAN BERNARDINO COUNTY HYDROLOGY MANUAL INDEX MAP SCALE REDUCED BY 1/2 HYDROLOG SOILS GR KAA0 e- - T - n: f InOLPOY MAP D v rg *A tl� k A _4 Y, • - . J'{; , ' y 1 NA7 A N ij i V , I. S. k2 .40 4 z, * r; 14 ;i V, SOURCE, Wt �iz_sTsTk OGY-* htAlP Ali 19 M: SURYEY,•. 1 J4 Fn L J t. • A W. 77 " - Is t! AF t 7- T A Y r z r AF A:. J: r . - _? I. —Z 1 f3 I_I A 7- B u & 7: A r 7 SAN BERNARD IND COUNTY LESENO C- C-4 INDEX MAP SCALE REDUCED BY 1/2 HYDROLOG SOILS GR KAA0 e- - T - n: f InOLPOY MAP D v rg *A tl� k A _4 Y, • - . J'{; , ' y 1 NA7 A N ij i V , I. S. k2 .40 4 z, * r; 14 ;i V, SOURCE, Wt �iz_sTsTk OGY-* htAlP Ali 19 M: SURYEY,•. 1 J4 Fn L J t. • A W. 77 " - Is t! AF t 7- T A Y r z r AF A:. J: r . - _? I. —Z 1 f3 I_I A 7- B u & 7: A r 7 FOR SOUTHWEST-A AREA LESENO SOIL GROUP BOUNDARY rz. 1 A SOIL GROUP DESIGNATION v SCALE 1 BOUNDARY OF INDICATED SOURCE FOR SOUTHWEST-A AREA L7 I \ I T r R5W + 7 � 4W r R2.N! I - RIW RIE R8 R7W R6W T4N 3 30 I hl.'{ l 4 - - - -- - - rXEUN , 14N 1.9 ' 1.3 '✓': - _ . _ — _. ��,, — ............. - —� — - — I. I � I ' I .' I •' . U WEST WIT I. r ° ( .,\� __ I A •• I I A I 1 , �i ' � �' 1 � IwLLtY .4•U 1 — �y E ` •+ p I I. I -- - 1 , WLL[♦ /i+ 4�y ` ,yUvR I - I I I I I 4 h I 23 • I �Y s6 I 5 , � 2 O Y A ' I I 1.5 p�" C' _ I�� I 3 . : S 'Y I 1.s y D� - T 2.2 J I - II ,I %, i /� >r• p - • �� /- ��LB yf #�� I i I 661 - ��''°�ry. 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DAM�� Ts.s4asa \J _ "•S Y s , a I C i - I MPA UPL r i' IN O I 1 - �" cuREWa+r •` RIALTO _ ,`-- - -- -- - - i— r + — ±♦ ti to cuc _ ON TAN - ' • , - - - -_ ° +� TIS "000� _14 ON TA 0 : TQII COLTON • . - •cc.a REDLANDS _ ` - - - Ea.r - - __• - f _. - _� . -` -_ __ y LOWA. LINDA _ .. _ - - -3 Quo ` L " �- > r _1 1 FT —1 s -. 04K tL[N I I.a L.. _ _ �I '`•: "�- • ,...• s ..,aax I I .1 rucAlrA °U GRANR TEAAACE l I ,• I a GC'{' s T � � -'l.t � .� � -• - -� - - _ _- _- - -, �- - - -1� � � -�'• � CH 0 _ I �'• I CAN ' IERN C41 OUN '� A ' t __ _ -. + -. _ _ _ _ _- _ �_ • _ _ __ i It __ _. __. 1... ` I - 434.00 3'a _ ` °sox . `• - IV( 81DE COUNT _ - , I T2S V ERSIDE r RE91 pN•4�..... - - ca�s 1 -- -' -- -- -" �P - � J -- v^ - .,,.J' "1 �__ , ._ _ .,o �- ;- a- -- - - -R2W `•+ ^�o�•RlW - 'I Nt P R4W R3 rte. SAN BERNARDINO COUNTY 1 F TRI T' - - -' .- IF R5 REDUCED DRAWING VALLEY AREA i IF o ` I ISOHYETALS SoNTPOL T3S— - -- ''•�.� , -- _ _. - - SCALE I" = 4 MILES e 100 Y E ,► A io R 11 -HO IlPiS SAN BERNARDINO COUNTY . d l30 , ItPIVVED er A I LEG F T I 11 w - - - . R w - HYDROLOGY MANUAL �� ( 1.8 ISOLINES PRECIPITATION (INCHES) DATE. >� �---� 1882 f•t� vRtD-I 4 of 12 B. Sub -Area Runoff Summary N N n n n RATIONAL METHOD STUDY FORM San Bernardino HYDROLOGY MANUAL STUDY NAME: TPM 18963 Prop10 -YEAR STORM RATIONAL METHOD STUDY CALCULATED BY: DK DATE: Mar, 2009 CHECKED BY: VS 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 Ex A 1.78 A 0.6 18.42 2.00 0.580 2.27 - - - To Juniper Ex.B 0.19 A 0.1 18.42 2.00 0.100 0.32 - - - Street Section Only Ex.0 1.73 A 0.6 20.15 1.85 0.580 1.98 680 1.45% 6.55 To Juniper Ex.D 0.45 A 0.6 20.15 1.85 0.580 0.51 680 1.45% 6.55 To Juniper Ex.E 0.48 A 0.1 21.83 1.80 0.100 0.73 660 1.45% 6.55 Street Section Only ExX 4.98 A 1 21.83 1.80 0.410 6.23 660 1.45% 6.55 To Valley Prop A 0.82 A 0.1 23.28 1.75 0.100 1.22 118 1.45% 6.55 Street Section Only Partial Site Prop B 0.69 A 0.1 23.28 1.75 0.100 1.02 118 1.45% 6.55 14.30 Q= .90(I -Fm)A Fm per Table C.2 EX:Represents Flows From the Ex Conditions Sheet, Prop: Represents Flows from the proposed Sheet n n n RATIONAL METHOD STUDY FORM San Bernardino HYDROLOGY MANUAL STUDY NAME: TPM 18963 Prop 10 -YEAR STORM RATIONAL METHOD STUDY CALCULATED BY: DK DATE: Jan, 2008 CHECKED BY: VS 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 Ex.L 10.38 A 0.2 18.42 2.00 0.190 16.91 - - - To Juniper Ex.M 9.49 A 0.2 20.15 1.85 0.190 14.18 680 1.45% 6.55 To Juniper Ex.N 6.04 A 0.2 21.83 1.80 0.190 8.75 660 1.45% 6.55 To Juniper Ex.O 2.73 A 0.2 22.6 1.75 0.190 3.83 332 1.45% 6.55 To Juniper Ex.P 0.65 A 0.6 22.98 1.75 0.580 0.68 148 1.45% 6.55 To Juniper Ex.Q 0.69 A 0.2 23.28 1.75 0.190 0.97 118 1.45% 6.55 To Juniper Ex.R 3.27 A 0.1 21.56 1.80 0.100 5.00 170 0.4 3.5 To Marygold Ex.S 19.93 A 0.5 21.56 1.80 0.500 23.32 170 0.4 3.5 To Valley Ex.T 1.19 A 0.1 22.37 1.75 0.100 1.77 191 0.4 3.5 To Valley Ex.0 1.46 A 0.1 21.56 1.80 0.100 2.23 170 0.4 3.5 N Valley ROW East of Juniper 77.65 Q= .90(I -Fm)A Fm per Table C.2 EX:Represents Flows From the Ex Conditions Sheet, Prop: Represents Flows from the proposed Sheet RATIONAL METHOD STUDY FORM AO n San Bernardino HYDROLOGY MANUAL STUDY NAME: TPM 18963 Prop 10 -YEAR STORM RATIONAL METHOD STUDY CALCULATED BY: DK DATE: Jan, 2008 CHECKED BY: VS 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 Ex.V 1.62 A 0.1 23.28 1.75 0.100 2.41 118 1.45% 6.55 To Ex CB Ex.W 9.31 A 0.2 24.42 1.65 0.190 12.23 683 0.90% 10 Future to ex 48" Ex.X 4.89 A 0.1 25.06 1.60 0.100 6.60 381 0.80% 10 Drain to Ex CB Ex.Y 2.45 A 0.1 25.06 1.60 0.100 3.31 381 0.80% 10 Drain to Ex CB 24.55 Q= .90(I -Fm)A Fm per Table C.2 EX:Represents Flows From the Ex Conditions Sheet, Prop: Represents Flows from the proposed Sheet n n n RATIONAL METHOD STUDY FORM San Bernardino HYDROLOGY MANUAL STUDY NAME: TPM 18963 Ex.100 -YEAR STORM RATIONAL METHOD STUDY CALCULATED BY: DK DATE: Mar, 2009 CHECKED BY: VS 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 1.78 A 0.6 18.42 2.90 0.580 3.72 - - - To Juniper B 0.19 A 0.1 18.42 2.90 0.100 0.48 - - - Street Section Only C 1.73 A 0.6 20.15 2.80 0.580 3.46 680 1.45% 6.55 To Juniper D 0.45 A 0.6 20.15 2.80 0.580 0.90 680 1.45% 6.55 To Juniper E 0.48 A 0.1 21.83 2.70 0.100 1.12 660 1.45% 6.55 Street Section Only F 4.98 A 1 21.83 2.70 0.410 10.26 660 1.45% 6.55 To Valley G 0.96 A 0.1 23.28 2.59 0.100 2.15 118 1.45% 6.55 Street Section Only Partial Site H 4.80 A 1 23.28 2.59 0.410 9.42 118 1.45% 6.55 To Valley 31.51 Q= .90(I -Fm)A Fm per Table C.2 n n RATIONAL METHOD STUDY FORM x San Bernardino HYDROLOGY MANUAL STUDY NAME: TPM 18963 Ex.100 -YEAR STORM RATIONAL METHOD STUDY CALCULATED BY: DK DATE: Jan, 2008 CHECKED BY: VS 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 L 10.38 A 0.2 18.42 2.90 0.190 25.32 - - - To Juniper M 9.49 A 0.2 20.15 2.80 0.190 22.29 680 1.45% 6.55 To Juniper N 6.04 A 0.2 21.83 2.70 0.190 13.64 660 1.45% 6.55 To Juniper O 2.73 A 0.2 22.6 2.66 0.190 6.07 332 1.45% 6.55 To Juniper P 0.65 A 0.6 22.98 2.60 0.580 1.18 148 1.45% 6.55 To Juniper Q 0.69 A 0.2 23.28 2.59 0.190 1.49 118 1.45% 6.55 To Juniper R 3.27 A 0.1 21.56 2.75 0.100 7.80 170 0.4 3.5 To Marygold S 19.93 A 0.5 21.56 2.75 0.500 40.36 170 0.4 3.5 To Valley T 1.19 A 0.1 22.37 2.60 0.100 2.68 191 0.4 3.5 To Valley U 1.46 A 0.1 21.56 2.75 0.100 3.48 170 0.4 3.5 N Valley ROW East of Juniper 124.31 RE RATIONAL METHOD STUDY FORM n n San Bernardino HYDROLOGY MANUAL STUDY NAME: Juniper & Valley Prop 100 -YEAR ON SITE STORM RATIONAL METHOD STUDY CALCULATED BY: DK DATE: Jan, 2009 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 A 0.82 A 0.1 23.28 2.59 0.100 1.84 Street ROW: Juniper B 0.69 A 0.1 23.28 2.59 0.100 1.55 Street ROW:Valley C 1.64 A 0.2 23.28 2.59 0.190 3.54 To basin -SD D 2.69 A 0.2 23.28 2.59 0.190 5.81 To basin -SD E 0.49 A 0.2 23.28 2.59 0.190 1.06 To basin -SD PM19231 5.22 A 0.2 23.28 2.59 0.190 11.28 Future Flow Total 10.41 On Site to In Tract SD Off PM Area 10.26 From north property Q= .90(I -Fm)A Fm per Table C.2 See Proposed Hydraulic Boundary Sheet RATIONAL METHOD STUDY FORM n n San Bernardino HYDROLOGY MANUAL STUDY NAME: Juniper & Valley Prop. 10 -YEAR ON SITE STORM RATIONAL METHOD STUDY CALCULATED BY: DK DATE: Jan, 2009 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 A 0.82 A 0.1 23.28 1.75 0.100 1.22 Street ROW: Juniper B 0.69 A 0.1 23.28 1.75 0.100 1.02 Street ROW:Valley C 1.64 A 0.2 23.28 1.75 0.190 2.30 To basin -SD D 2.69 A 0.2 23.28 1.75 0.190 3.78 To basin -SD E 0.49 A 0.2 23.28 1.75 0.190 0.69 To basin -SD PM19231 5.22 A 0.2 23.28 1.75 0.190 7.33 Future Flow Total 6.77 On Site to In Tract SD Off TR Area 7.13 From north property Q= .90(I -Fm)A Fm per Table C.2 See Proposed Hydraulic Boundary Sheet Lq � C. Street Flooding Analysis I w on rlA vZ-1 ....... .... . . .. .... . .... . .............. ....... ..... . . . ..... lei r - J& ND=r 4 4,15 C!AP AqAeA 4-1 C-- , r,6 4- , C4.,r-13 4 4 CIF— a;= CFris 0 0 F AP0 O,Z 0. 1 , 6 >c 4- too Cole-) got. V.-) SEE Et F —F ) c L- M A - M pvopo�-.ro VIJ L 3A. o .6'7 O�b'7 e4-- m A C rS o.s(. 0, 111 ApAe-(� F'F-Z S�'f-rT oV4 1 4-1 4 Fm VJ st of 77. 8 ZA-,l C� O' o " .40-on, A-LL 1z, 4-4 CIS 4- -Ij tj I pvc 75,0 3(9 rips 3� 5,'g A G C� } i i s 3 i _ l 6 N P(L. +6 Z'u ,� I o n7-- / v 4 LI -' ( 4� 3 A--c:� Zxc 3 e.Z;o• %�- t o e Ps pr-m- Aloz 3`7 IP 4- iti v� fit. I SSE v�41.i.� prwav— -u- J ,,t- i or -a- 26"1 N r '2SEGT1ur Q►ov tX? E�c�ec1 �� 5 taw _ �F -�..� c f 7 �+ I 387 + 3oc�t J LAV2 w Ehe 1 i 1 �4o¢-rt V2Miv = (044 L 77#7 CF- s� ZS.O oti v-t1y SZ.� 1 Crs 3 [ t j l bar) 05 L.1 s OGQ C-D L-1 1 -1 Or-4 ou <Y!a y Qrq a 15 7-0 x +? a l i+ 0 ■ w w I F7 G�5 C F-S L5 r-o� VAU.C-1 Cr-) C- IF 1> C 1F; ol-j F=,Tr-aA SC> G-J) J� VA-w, -'—j W 9 119 4D ts AiirA.v-J ur- 7,0+47 + L? t 1 1-1 p, pc 4211 .9 Css 4 4� 1, 4 C- M a:ms l T-xvj JliNlfIUL C - Y C."Oln ®n1 I Iz 5CGTl..I FL -4o C tow rJ tmp #10.txt Channel calculator Given Input Data: Shape ........................... Trapezoidal solving for ..................... Flowrate Slope ' ; ....... , .......... *'****' 0.0142 ft /ft Manning s n ..................... 0.0130 Depth ........................... 0.4800 ft Height ..................... 0.6700 ft Bottom width .................... 0.0200 ft Left slope ...................... 99.0000 ft /ft (v /H) Right slope ..................... 0.0240 ft /ft (v /H) Computed Results: Flowrate ........................ 24.9264 cfs velocity .................... 5.1814 fps Full Flowrate ................... 60.6111 cfs Flow area .................... 4.8108 ft2 Flow perimeter 20.5058 ft Hydraulic radius ................ 0.2346 ft Top width ....................... 20.0248 ft Area 9.3678 ft2 Perimeter .................... 28.6147 ft Percent full .................... 71.6418 % critical znformati Critical depth .................. critical slope ................. critical velocity ............... critical area .................. critical perimeter .............. critical hydraulic radius ....... critical top width .............. Specific energy ................. Minimum energy .................. Froude number ................... Flow condition .................. ALE on 0.6159 ft 0.0038 ft /ft 3.1488 fps 7.9161 ft2 26.3043 ft 0.3009 ft 25.6872 ft 0.8972 ft 0.9238 ft 1.8637 Supercritical Page 1 F vbpc" w 6 1 0 F J ,j �-I PF-11- C!,4p TG —y C 34'half- project.txt channel calculator Given Input Data: shape .......... solving for .... slope Manning's n .... Depth .......... Height ......... Bottom width ... Left slope ..... Right slope .... computed Results: Flowrate ....... velocity .... Full Flowrate .. Flow area .... Flow perimeter . Hydraulic radius Top width ...... Area ........... Perimeter ... Percent full ... critical znformati critical depth .................. critical slope .................. critical velocity ............... critical area ................... critical perimeter .............. critical hydraulic radius ....... critical top width .............. specific energy ................. Minimum energy .................. Froude number ................... Flow condition .................. C� Trapezoidal Flowrate 0.0145 ft /ft 0.0130 0.6700 ft 1.0000 ft 0.0200 ft 99.0000 ft /ft (v /H) 0.0200 ft /ft (v /H) 73.6652 cfs 6.5549 fps 214.2070 cfs 11.2382 ft2 34.1967 ft 0.3286 ft 33.5268 ft 25.0251 ft2 51.0301 ft 67.0000 % Dn 0.8835 ft 0.0033 ft /ft 3.7708 fps 19.5355 ft2 45.0869 ft 0.4333 ft 44.2035 ft 1.3377 ft 1.3252 ft 1.9960 supercritical Adolk ( 1 Page 1 4jV NJpF fL E,4 C.-1D J -n0^-') 40'widthfree.txt Channel Calculator Given Input Data: shape ....................... Rectangular solving for ..................... Flowrate Slope 0.0142 ft /ft Manning's n ..................... 0.0130 Depth .......................... 0.1900 ft Height .......... ................ 0.5000 ft Bottom width .................... 40.0000 ft computed Results: Flowrate ........................ 33.9989 cfs velocity ...................... 4.4735 fps Full Flowrate ................... 168.8160 cfs Flow area ....................... 7.6000 ft2 Flow perimeter .................. 40.3800 ft Hydraulic radius ................ 0.1882 ft Top width ....................... 40.0000 ft Area ......................... 20.0000 ft2 Perimeter .................... 41.0000 ft Percent full .................... 38.0000 % Critical Critical depth ......... Critical slope ........ Critical velocity ...... Critical area .......... critical perimeter ..... critical hydraulic radiu Critical top width ..... Specific energy ........ Minimum energy ......... Froude number .......... Flow condition ......... Information ......... 0.2821 ft ......... 0.0038 ft /ft ......... 3.0128 fps ......... 11.2848 ft2 ......... 40.5642 ft s ....... 0.2782 ft ......... 40.0000 ft ......... 0.5010 ft ......... 0.4232 ft ......... 1.8093 ......... Supercritical -ham - rc Page 1 J.,JbgPCI. ` C A t > f4L-,,) EC Gv 69th Wt OF- 60'row- free.txt channel calculator Given Input Data: Shape ........................ Rectangular solving for ..................... Flowrate Slope ........................ 0.0142 ft /ft manning's n ..................... 0.0130 Depth .......................... 0.1800 ft Height ..................... 0.5000 ft Bottom width .................... 60.0000 ft computed Results: Flowrate ....... velocity ... Full Flowrate .. Flow area ... Flow perimeter . Hydraulic radius Top width ...... Area ........ Perimeter ... Percent full ... 46.7118 cfs 4.3252 fps 254.6059 cfs 10.8000 ft2 60.3600 ft 0.1789 ft 60.0000 ft 30.0000 ft2 61.0000 ft 36.0000 % Page 1 critical Information Critical depth .................. 0.2661 ft critical slope ................ 0.0039 ft /ft critical velocity ............... 2.9259 fps critical area ................ 15.9649 ft2 Critical perimeter .............. 60.5322 ft critical hydraulic radius ....... 0.2637 ft critical top width .............. 60.0000 ft Specific energy ................. 0.4707 ft Minimum energy .................. 0.3991 ft Froude number ................... 1.7973 Flow condition .................. Supercritical Page 1 vftA-#'l pa . 0-,,, cAvOV T I Valley- ult.txt Channel Calculator Given Input Data: shape ..................... ...... Trapezoidal solving for ..................... Flowrate slope ........................ 0.0041 ft /ft manning's n ..................... 0.0130 Depth .......................... 0.6700 ft Height ..................... 1.0000 ft Bottom width .................... 0.0200 ft Left slope ...................... 99.0000 ft /ft (v /H) Right slope ..................... 0.0120 ft /ft (v /H) computed Results: Flowrate ....... velocity ... Full Flowrate .. Flow area ... Flow perimeter . Hydraulic radius Top width ...... Area .......... Perimeter ... Percent full ... 65.5840 cfs 3.5035 fps 190.7486 cfs 18.7198 ft2 56.5274 ft 0.3312 ft 55.8601 ft 41.6917 ft2 84.3594 ft 67.0000 % Critical Information Critical depth .................. 0.6876 ft Critical slope .................. 0.0036 ft /ft Critical velocity ............... 3.3265 fps Critical area ................ 19.7159 ft2 Critical perimeter .............. 58.0118 ft Critical hydraulic radius ....... 0.3399 ft critical top width .............. 57.3270 ft Specific energy ................. 0.8607 ft Minimum energy .................. 1.0314 ft Froude number ................... 1.0669 Flow condition .................. Supercritical Page 1 V kLLSy E- F,ArST / Vjr- -IPP(L valley -E Half.txt Channel calculator Given input Data: Shape ........................... Trapezoidal solving for Flowrate slope ........................ 0.0041 ft /ft manning's n ..................... 0.0130 Depth .......................... 0.4300 ft Height .................... 1.0000 ft Bottom width .................... 0.0200 ft Left slope ...................... 99.0000 ft /ft (v /H) Right slope ..................... 0.0100 ft /ft (v /H) Computed Results: Flowrate ........................ 24.1574 cfs velocity .................... 2.6103 fps Full Flowrate ................... 229.1715 cfs Flow area .................... 9.2545 ft2 Flow perimeter .................. 43.4522 ft Hydraulic radius ................ 0.2130 ft Top width ....................... 43.0243 ft Area ......................... 50.0251 ft2 Perimeter .................. ..... 101.0251 ft Percent full .................... 43.0000 % Page 1 critical information Critical depth .................. 0.4287 ft critical slope ................ 0.0042 ft /ft critical velocity ............... 2.6266 fps Critical area ................ 9.1972 ft2 Critical perimeter .............. 43.3172 ft Critical hydraulic radius ....... 0.2123 ft Critical top width .............. 42.8907 ft specific energy ................. 0.5359 ft minimum energy .................. 0.6430 ft Froude number ................... 0.9923 Flow condition .................. Subcritical Page 1 V AA�u " E� OA&T t TLP,,, i n FYL VALLEY- E- FREE.txt Channel Calculator Given Input Data: shape ....................... Rectangular solving for ..................... Flowrate slope ........................ 0.0042 ft /ft manning's n ..................... 0.0130 Depth ........................... 0.4200 ft Height .................... 0.5000 ft Bottom width .................... 43.0000 ft Computed Results: Flowrate ....... velocity ....... Full Flowrate .. Flow area ... Flow perimeter . Hydraulic radius Top width ...... Area ........ Perimeter ... Percent full ... 74.0712 cfs 4.1014 fps 98.8088 cfs 18.0600 ft2 43.8400 ft 0.4120 ft 43.0000 ft 21.5000 ft2 44.0000 ft 84.0000 % critical Information critical depth .................. 0.4518 ft critical slope ................. 0.0033 ft /ft critical velocity ............... 3.8127 fps critical area ................ 19.4277 ft2 critical perimeter .............. 43.9036 ft Critical hydraulic radius ....... 0.4425 ft Critical top width .............. 43.0000 ft Specific energy ................. 0.6814 ft Minimum energy .................. 0.6777 ft Froude number ................... 1.1157 Flow condition .................. Supercritical M Page 1 N C D. Catch Basin Design m AIW4 s t /arr.Ff� 7a►r 13A,-J s F 4 I�-SSu r� E �b J�o C to(e N.�c tJ 14 -fit = z x X =3 - S S—p% Gc,o N Z d'Z nv-A „ `'s / 'A - FL- Q o = - 7.13 c F S 1 - Zy- %�( z- UsE 7- 3Z 7+ C� 5/w 5_ �b c� ET C APp C 10 e i S 3 E • � 1 s CA 0 = 0.1 0 o: 0.4 a: o: o. 1 �=Mmnm era, N WA NA =MMENNE EWSA94F �=ENNNM MMENNERAM, M0111141WAA 91 ■�IUiII��fl�lll CURB (WITH Mots) PaZCW+L) (WITHOUT Curd) 11, 91 III PSIW+L 2 3 4 0 6 sic 20 30 40 50 60 OMCUM 4 (" GRATE INLET CAPACITY IN SUMP CONDMONS (Table assumes no clogging.) 5 -51 Figure 5 -18 ./ F, Z . 0 C � C C 10 e e s 3 2 • s i s 0.! 0 = 0.1 0 o: o! 0:: 0: O.I I 2 3 4 3 4 e 10 20 30 40 SO i0 DWMUU n WT 3/% GRATE INLET CAPACITY IN SUMP CONDMONS (Table assumes no clogging.) 5 -51 Figure 5 -18 WANNIVA HIS A FM EWSAANIF ��=Mmmmm NrA MAWArAff �MEENME !FAFAOAIJJ. CURB I ONNA o 81 a 2 3 4 3 4 e 10 20 30 40 SO i0 DWMUU n WT 3/% GRATE INLET CAPACITY IN SUMP CONDMONS (Table assumes no clogging.) 5 -51 Figure 5 -18 r - / - 7,(3 c� C C IMP- C �o e e S 3 2 E 40 s t i o.e 0 = 0.1 w 0A O O. Q • 04 0.1 t 2 3 4 S t • 10 20 30 40 50 so GRATE INLET CAPACITY IN SUMP CONDITIONS (Table assumes no clogging.) 5 -51 Figure 5 -18 RA =M00100 wAmwffAVA ��MMEEMN FAR �=EENMEFA=iz Ew 0 11 I NA I WAA rffj, PAVIA CURID T PBIW+L (WITH CURB) 150FAMAW I ON �0 0 ; 0 4 9 8 11 2 3 4 S t • 10 20 30 40 50 so GRATE INLET CAPACITY IN SUMP CONDITIONS (Table assumes no clogging.) 5 -51 Figure 5 -18 m C & V Consulting, Inc CATCH BASIN CALCULATION STREET SLOPE ( %) By: DK Q= 0.7 *L(a +y) ^3/2 Date: NLAY 2009 a =2 ", y =8" L =width Page: 1 of 1 CATCH BASIN NO. DEVICE CONDTION STREET SLOPE ( %) STREET DEPTH (FT) C.B. Q10 (CFS) Calc Width (Min) NOTES 1.0 CB 1.07 0.67 41.00 18.2 2.0 CB 1.07 0.67 9.00 6.6 3.0 CB 0.20 0.67 1.02 1.5 4.0 CB 0.20 0.67 22.20 12.0 BY PASS C E. Existing Hydraulics Analysis m m HYDROLOGY AND HYDRAULIC COMPUTnTIONS FOR PROPOSED JUNIPER AND SIERRA AVE STORM DRAINS FONTANA. CALIFORNIA Job No. E89-012.00- July, 1989 Prepared For: Birtcher TrachMan Properties Prepared By: NBS /Lowry m L^ Ti�9l..E ':1c .''0- NTENTS U ` ectlOn Oescri piion I HYDROLOGY CO1 Existing Sierra: and Juniper Drainage Areas 1@ -'rear Rainfail!Runoff Event 6 Existing Sierra and Juniper Drainage Areas 100 -Year Rainfall /Runoff Event Proposed Sierra and Juniper Drainage Areas ]@ -Year Rainfall /Runoff Event D Proposed Sierra and Juniper Drainage Areas 1r1r0 -Year Rainfall /Runoff Eveni Exhibits 1 Hydo.loglc Soils Group Map i 10- Year /1 -Hour Iaohyetai Map 3 100 - Year /1 - -Hour Isohyetal Map 4 Hydrology Map for Existing Conditions 5 Hydrology Map for Proposed Conditions II HYDRAULIC COMPUTATIONS Caltrans North 110 flitch Existing 10 -Year Peak Flow Rates ExA5t 100 -Year Peal; Flow Rate* Surface �filti a Caltrans North 110 Ditch Proposed 10 -Year Peak Flow Rates Proposed 100--Year Peak Flow gates HEC -2 Water Surface Profile a Pr~Vnied Junioar C }arm Drain l o r ear , -"o( "'.5G,U rzaz% i D Existing Sierra Storm Drain Only 10 -Year Existing Peak Flow Pates E Existing Sierra Storrs Drain O„lv o w U 4 '� S . 3, 3 po k . w .r� 9Lt4'999(VV.) EVEZ6 V3'13H3M tgoX000if S M 3 N N V I d e S d 3 3 N I * tj 3 F&W-M I A 1 (0 TZ Ab.:i (SV1 -; /,90 -- S - ArN M=2 *1 �Nl ld I - A - A'DV4nN 'SOO" r4vld - S . 15S vw m wlmols 1 -11, I- 10-Year Proposed Peak ;'low Pates F Proaasad S;.erra Ave Storrs grain Pating Curve for Sant Flow at St- =. !049:. Proposed Sierra 48' RCP Storm Grain Only 10-Year Proposed Peak Flow Rails Based on Rating Curve to A . fa' V s purpose of this =zudv is to deveiop reouired hvdrolcgy said hydraulic computations for the design of proposed storm drains on juniper any 3 r;venuas, Fontana California. ASSUMPTIONS The following assumpiions were used a5 a basis for this study 1. Hydrologic computations p-- San bernaraino County Hyorvicgy t1anual. 2. Sierra avenue proposed drainage areas and hydologic parameters per "Hydrologic & Hydraulic ;anal }psis of Vainer Fermanente Center and Ourrounaing `:rea5, ; °o7niana, _'ali ornia . prepara:; i3'r' 'Wagner -5 Candor d Consultants, March 4, 1S85. I?. Juniper Avenue proposed drainage area based capon the maY,.huum area that can be drained to the existing CALTRANS ditch while maintaining the IPW -year water surface elevation within the channel ranks. 4. Ultimate land -use for study area from "Land Use Foli.cy Mao ", Fontana General flan Program, April 1989. M Op A ,I,. L 4 -l.j H DROP OGY COMPUTATIC""NS to V#IW E;.,i5 Sierra and Jumper r-ir.�v_ 10—Near Rainfall/RunofP Event A #0 [A 'If,* RATIONAL METHOD HYDROLOSY COMPUTER PROGRAM BASED ON SAN BERNARDINO COUNTY (SEC 1583 HYDROLOGY MANUAL ^• ^- ' ca:CQ (C) Copyright 1933,1366 Advanced Engineering Scf tware L AES ) Especially prepared for: NESTE, BRUDIN & STONE, INC. * *** * *'*** *DESCRIPTioN OF RE5uLTS * **** *******4<* ** :* * ** * *4 *** * * * *** **•» ** *4 INLAND EMPIRE CENTER EXISTING SIERRA AND JUNIPER DRAINAGE AREAS * ..I.G -YEA RAINFALL/RUNOFF EVENT 4* ** **** *if +iFi *** *• Yak} *4if**** jF9f*• Y4*** ** *iF #***ilFifeE.t**** **** tit ** **iF*** *3FiF** *tiF ** USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .80 10-YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) _ .950 100 -YEAR STORM 60- MINUTE INTENSITY(INCH/HOUR) = 1.400 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = .9595 SLOPE OF INTENSITY DURATION CURVE _ .5000 SBC HYDROLOGY MANUAL 'C "- VALUES USED { <A.:4 :.<<' \ <. < {'. \:. \'. . <<<« <,;;< o>. ))>> :% > > > >>>:.>" " >> )» Advanced Engineering SoFtware (AES] SERIAL No. I0609I ,ER - 7 .7C PE flAT 7/20/9P t * 4 * 4************** 4******** 4** 44************* * *** *** *********** **4**4** * ** ** FLOW PROCESS FROM NODE 14.80 TO NODE 14.90 IS CODE = 2 . _ , .:'RATIONAL METHOD INITIAL SUBAREA AWALY IS €K:•:« = = = == == = == = ===_===ec= = = === ASSUMED INITIA6.SUSAREA UNIFORM DEVELOPMENT IS COMMERCIAL INITIAL SUBAREA FLOW- LENGTH = 800.00 UPSTREAM ELEVATION = 13I3.50 '•;_ _ t 0 S. 0 YEAR RAINFALL INTENSITY( INCH / HOUR) _ 2.6330 EVIL C''LASSIFICATION COMMERCIAL !DEVELOPMENT RUNOFF C- 'OEFFICIENT .82:;0 SUBAREA RUNOFF;CFS) - 1p. , 37 TOTAL AREA(ACRES) _. 8.80 TOTAL RUNOFF(CF S i = 16,67 ±.F M F!f'i:2�''4 sF+jF 9E ft i! #iE 3F iF1�aF 3F 9f 9t 4!F aF iF �:'r:l'3f 1t jF.>:a"X'll -.Y 1F 11'i+tyF i ih t+s #t?E4 it iF '<':t4 + aF A #�7. #aF #4t !F t1F* FLDW PROCESS FROM `LODE 14 .9;:y TO NODE 1E.00 IS CODE = G >>'• COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <: -:'.' UPSTREAM ELEVATION 1 "0 7 0 1 .50 DOWNSTREAM ELEVATION = i ; 92 90 STREET LENGTH(FEET) 7240.001 CURB HEIGTH(INCHES) = 5. STREET HALFWIOTH( FEET :, = 50.00 STREET CROSSFALL(DECI SAL ) _ .2200 SPECIFIED NUMBER OF HALFSTREETS 0w6RRYIN6 RUNOFF = E * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = R5.96 STREET FLOWOEPTH(FEET) _ .64 HALFSTREET FLOCIDWIDTH( FEE T) = i;=:� . 1 3 AVERAGE ; "1_GW VELOC .TY(FEET: SEC.) _ 4.66 PRODUCT OF DEPTH &VELOCITY = 1.98 i REETFLOW TRAVELTIME MIN ) = - T(;( MIN) = :36.09 10.00 YEAR RAINFALL I,UTENSITY(INCH / HODUR) = 1.237 SOIL :iLASSIFIC;ATIOtN 13 "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .799- SUBAREA AREA(ACRES) = 75.30 SUBAREA RUNOFF(CF=) = 74.45 SUMMED AREA(ACRES) = 84.10 TOTAL RUNOFF(CFS,) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .7S HALFSTREET FLOODWIDTH(FEET) = 29.37 FLOW VELOCITY(FEET /SEC.) = 5.1B DEPTH *VELOCITY = 3.9E FLOW PROCESS FROM MODE 15.00 TO NODE 15.10 IS CODE = 6 ------------ -- ------------ ----------- - - - - -- -----------_------_--------- i >:> »COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA :;« axxrs uacaxntcxxx9= x= xmasoc= mxxxx= ramxcrta mia mic ae o¢xzacrcx�ccmxx. xxxxxxx= rn =xx =xxxxx xx UPSTREAM ELEVATION 1192.80 DOWNSTREAM ELEVATION _ 1177.30 STREET LENGTH(FEET) = 1000.00 CURB HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 50.00 STREET CROSSFALL(DECIMAL) _ .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 54,64 NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING _ FEEI Y _taw RES v ARt � +; �" + � HE t.- t)' � ..;; L 1 i. t. i'J i ; L t THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT 1S, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) 75 HALFSTREET FLOODWIDTH(FEET) 29.37 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.37 PRODUCT OF DEPTH &VELOCITY = 4.00 TREE T FI-OW TRAVELTIME( MIN) _ '. l 1 TC( MIN ) = 39. 1 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.187 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7970 SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 6.62 SUMMED AREA(ACRES) = 91.10 TOTAL RUNOFF(CFS) = 97.95 END OF SUBAREA STREETF�W HYORAULIuS: DEPTH(FEET) _ .75 HALFSTREET FLOODWIDTH(FEET) = 30.13 ------------------------------------ ---------------------------------------- //>)>COMPUTE STREETFLOW TR�UELTIME THRU �J88RE�'\ (� UPSTREAM ELEVATION = \177.80 DOWNSTREAM ELEVATION i52.3@ 6TREE LENGTA(FEET) 175W'00 CURB HEISTHiINCHE-F> = 8, STREET HALPWIOTH(FEET> = 50,00 STREET CRO5SPHLL(LOJECIMHL) = '0 SPECIFIED NUMBER OF HALFSTREET5 CARRYING RUNOFF ~ 2 c **TRAVELTIME COMPUTED UGING MEAN FLO8(CF5> ~ !�4.27 NOTE: STREETFL3W EXCEEDS TOP OF CURB' THE FOLLOWING STREETFLOW RESULTS ARE SA5ED ON THE 8SSUMPTInN THAT NEGLI0-E PLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC', I5 NEGLECTED. STREET FLOWDEPTH(FEET) ~ .73 HHLFSTREET FLOODWIDTH(FEETi ~ 30'88 AVERAGE FLOW VELDCITY(FEET/SEC') ~ 5.3G - PRODUCT OF OEPTH&VEL3CITY = 4'/G STREETFLOW TRHVELTIME<M!N) = 5.44 TC(MIN� = 44.G� 10'00 YEAR RAINFALL INTENSITY<INCH/HOBR> ~ 1.113 SOIL CLASSIFICATI0N Ic- ^rl^ COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT '' SUBAREA 8RE'(hCRES> ~ 14.30 SUBAREA RUNOFF(CPS) SUMMED AREA(ACRES) ~ 105'40 TOTAL RUNOFF(CF6) ~ 110.S7 END OF SUBAREA STREETFLOW HYDRAULICS, DEPTH(FEET) - .791 HALFSTREET FLOODWIOTH(FEET) ~ 31'63 FLOW VELOCITY (FEET/SEC.) = 5'43 DEPTH*VELOClTY ~ 4'2S FLOW PROCESS FROM NODE 15'20 TO NODE 1G'20 IS CODE ~ 8 -_-___---_~-__-_---_--~-_----__---___-_--_----_~~-_____-_----_-_-___-_-__-_- >11>>ADDITION OF SUBAREA TO MAINLINE PEAK FLQW<</<< �^--^ 10.00 YEAR RAINFALL INTENSITY(%NDH/HOU ) - 1.113 SOIL CLASSIFICATION IS ^A~ COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7935 SUBAREA AREA(ACRES) = 17.60 SUBAREA RUNOFF(CFS) ~ 15'54 TOTAL AREA(ACRES) = 123,00 TOTAL 8UNOFF(CFS) = 126'11 TC(MIN) ~ 44.63 FLOW PROCESS FROM NODE 1- TO NODE 16.00 IS CODE ~ 3 >>��COMPUTE P%PEFLOW TRAVELTIhE THRU SUBAREA{�//< . U - ING ��MPUTER-EGTI��TB3 ��PESl�E `N0�-��E��RE FLJW/' DEPTH OF FLOW IN 4S.0 INUCH PIPE IS 33.3 INCHES PIPEFLOU VELOCITY(FEET/SEC') = 14'4 UPSTREAM NODE ELEVATION = 1152.30. DOWNSTREAM NODE ELEVATION = 1i43.90 FLOWLENGTH(FEET) - 600.00 M8NNlNSS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES /nnu ziucnm=,`�./z/ - '4o.,^ TRAVEL TIME(MIN.�-° .68 TO(MIN') = 45.33 � FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = @ ---- _------- _---- _---- ----- ___- ---- __-_----- _-__ ---- _-_--__-_-_----__- }>)>)8DDJTION OF SUBAREA TO MAINLINE PEAK FLOW{<<<{ 10.00 YEAR RAINFALL INTENSITY(IN0f/HOUR) ~ 1.104 SOIL.QL8SSJFIC8TION IS "8° H TCi MIN ) - 45.33 t + Ffi' �#! F�9 !4 }A }#F'7E�!'342F]r#'!k1('9t tw''? F *X''Y'1+' #'1F`' * #4 }+k±;¢.Y'rt iF di�i! }kib aF 3F ?!'R E'R 1e t d #.}## FLOW FROCE9 S -ROM ;`.LODE 16. TO NGDE 15.00 IS CODE = v ----- � - ^ , ACiCjITI�.;�J�CF S<?SAREA T'.1 ;IAINLlPIE PEAK - FLT. 7; � ; --- ____.__..__..______.._- - -- - -- 10.00 YEAR RAINFALL INTENSITY(INCHIHOUR) = 1.174 :.COIL CLASSIFICATION IS "t�" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7930 SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) TOTAL AREA(ACHES) = 131.80 TOTAL RUNOFFti;F5; = 133.81 TC(M ?N) = 4S.35 FLOW PROCESS FROM NODE 16.00 TO NODE 18.00 IS CO DE = S >> >>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <; << 10.00 YEAR RAINFALL INTE:v'TTY(INCH /HOUR- = 1.304 SOIL :LA.SSIF ICATION Iv 'At' COMMERCIAL ^EV- iOPMENT RUNOFF COEFFICIENT = .7930 SUBAREA AREA(ACRES) = 2.501 SUBAREA RU NOFF(CFS) TOTAL AREA(ACRES) = 134.70 TOTAL RUNOFF(CFS) TC(MIN) = 45.33 r�rx��- �** �r*+ t+ ��* �r�* �+ �a�** xx�r�ra�* ra�** �►; r�r��r+ r�r�x�� .x��. * * *��r�t *x� * *�r��+rx *� FLOW PROCESS FROM NODE 16.08 TO NODE 17.00 IS CODE _ -3 > ? » >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA «:<< > > > > >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) < <NlXl: == e=== ccc = = =c =c =pass= == axxx== c=== ox== cmcacsa zsaas= ms= c= ncsacxaa= c «xx.� a.zamxaavxmax DEPTH OF FLOW.IN 4S.0 INCH PIPE 15 35.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 14.5 UPSTREAM NODE ELEVATION = 1143.3E DOWNSTREAM NODE ELEVATION = 1123.80 FLOWLEN6TH( FEET) = 1300.00 MANNINGS N = .4013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 136.35 TRAVEL TIME(MIN.) 1.49 TC(MIN.) - 46.82 9F�!@F i�xlt Rit it s # dF k 9k iF iF dE49F?19F % Ih �F iF 1F� 3F iF+l it tif•iliit * #iE+t+k �iF *At 7F iF ti B ?vc r;r;k?F *R4iE k tiF iF dF It �ftt * !E nt it yF ii +F FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 13 >>> > >ADDITION OF SU13AREA TO MAINLINE PEAK FLOW<<< << 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.086 SOIL Cl ASSIFICATION T5 "A" :,vi':rla:nvsr:L �t;;t:L.Ut 1'i�;c! by ;v'vr; �:.tc:'i'li��.;_�r•{ - .. _y. SUBAREA AREA(ACRE -S) = 3.30 SUBAREA RUNOFF(CFS) = 2.134 TOTAL AREA(ACRES) = 138.00 TOTAL RUNOFF(CFS) - 139.19 TC(MIN) = 46.62 FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 8 > > >>>ADDITION OF SUBAREA TO MAINLINE PEAK. FLOW< <:.'<< "OMMERCI�L OE�ELCPMEHT FvUNOFF SUBAREA AREA(ACRES) = 9'40 �DT6L AREA(ACRES) = 147.40 TC{MIN> = 46.8 S R3NOFF(CFS ) = 6.08 rOT0L RUNGFF(CFS> FLOW PROCESS FROM NODE i7 0 T0 NUDE !I.00 IS CODE = � _--____-____--_---_-----__-_-----__------_-----__--__-------__---_-_---____- ��/>COMPUTE PIFEFLDW TRA0ELTIME THOU c:UBARE'<��< ``USING COMPUTER-EST! MATED PIPESIZE {NON-PRE-SURE FLOW)( ( DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.0 INCHES PlPEFLOW VELDGITY(FEET/SEC.) = 15'0 UPSTREAM NODE ELEVATION = 1 DOWNSTREAM NODE ELEVATION ~ |;/Z.50 FLGWLENGTH<FEET> = 7S0.Q@ M6NmINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48,00 NUMBER OF PIPES = ! pIPEFLUW THRU SUB8REA<CFSy ~ 147.28 TRAVEL TIME(MlN.' = .33 TC(MIN') = 47.65 FLOW PROCESS FROM NODE j2'00 TO NODE 11 lS CODE ~ 3 --__--____-_---_-____-__----__-----------_-_--__--__-----_--_-__-_---_-_---- /�>>/ADDITION OF SUBAREA TO MHINLlNE PEAK FLOW<�""`< 10.00 YEAR RAINFALL INTENSITY(lNCH/HOUR) 1'077 SOIL CLASSIFICATION IS ^H^ COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT '7916 SUBAREA AREA(ACRES) 7.00 SUBAREA RUNOFF(QFS) = 5'97 TOTAL AREA(ACRES) = 154.40 TOTAL RUNOFF{8FG> = 153.24 TC(MIN> = 47'65 FLOW PROCESS FROM NODE 12.00 TO NODE 12-00 IS CODE ~ S /'>>>ADDITION OF SUBAREA TO MAINLINE PEAK 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) ~ 7'077 SOIL CLASSIFICATION IS ^H^ COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT ~ .7916 SUBAREA AREA(ACRES) ~ 14.50 SUBAREA RUNOFF<CFS> ~ 12.19 TOTAL AREA(ACRES) 158,70 TOTAL RUNOFF(CFS) 165.43 IN` = 47.6S FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE ~ i --_------___-___-----__--_-_----_--_---~____--__--_-_--_-_------_-----_____- >>})>DEGIGNHTE INOEPENDGNT STREAM FOR CONFLUENCE{<<{{ ',u,^rL.or_:k,t vili-:LL �aLLj r:M Z.,.cq. TIME OF CONCENTRATION(MINUTES) = 47.65 RAINFALL INTENSITY (INCH./HOUR) = 1^08 TOTAL STREAM AREA (ACRES) = 168.70 1 STRE8M RUNOFF(CFS> AT CONFLUENCE ~ �ES'43 A ____________________________________________________________________________ >>>>>R6TIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< DEVELOPMENT I S COMMERCIAL TC = K *[ (LENGTH * *3) /(ELEVATION CHANGE)) ** . 2 INITIAL SUBAREA FLOW- LENGTH = 1010.30 UPSTREAM ELEVATION = 1253.70 DOWNSTREAM ELEVATION = 1235.70 ELEVATION DIFFERENCE x IS.00 TC = .303 *E( 1000.00 * *3) /( 15.0 )l * *,2 _ 11.12 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.22: SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8218 SUBAREA RUNOFF(CFS) = 14.28 TOTAL AREA(ACRES) = 7.80 TOTAL RUNOFF(CFS) = 14.28 ************************ *a********** ** *+* * * ** * ** *** ** * * *r. * * # * * * **4 *tar *** ** FLOW PROCESS FROM NODE 1.10 TO NODE 4.00 IS CODE ti > > > >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA •: K< - =--- = - - - -x x.:xT�,ZS. -z�x a;sCSC== xcxat »c ;x- a=- acx��c.:.-.w a.s �l IDSx accCO ax= UPSTREAM ELEVATION ' - - 1238.70 DOWNSTREAM ELEVATION - 1155.50 STREET LENGTH(FEET) = 7800.00 CURB HEIGTH(INCHES) -6. STREET HALFWIDTH(FEET) = 16.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = r_ * *TRAVELTHME COMPUTED USING MEAN FLOW(CFS) = 103.16 ** *STREET FLOWING FULL* ** NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) _ .77 HALFSTREET FLOODWIOTH(FEET) 16.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.58 PRODUCT OF DEPTH &VELOCITY = 5.06 STREETFLOW TRAVELTIME(MIN) = 19.74 TC(MIN) = 30.87 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.338 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(114 ACRE LOT) RUNOFF COEFFICIENT = .6149 SUBAREA AREA(ACRES) = 194.20 SUBAREA RUNOFF(CFS) = 159.73 SUMMED AREA(ACRES) = 202.00 TOTAL RUNOFF(CFS) = 174.01 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .94 HALFSTREET FL00DWIDTH(FEET) = 16.00 FLOW VELOCITY(FEET /SEC.) = 8.17 DEPTH *VELOCITY = 7.72 4- *-,,#*?F*if****Tx**4-*,... !•. r .**,*+#******iF4- -.iF4***r-**y. - 4 Ri•} FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE _ 3 COMPUTE PIPEFLOW T RAVELTIME THRU SUBAREA.: >> >> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <<<« = =x = =T�= c= = =scCx=aacs cxzxa etsxa3�2xs flUaaacmx7rscxa �c u.- as =x.xtx fl fl Sax =c = =xxx=== xa =ss= DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.5 INCHES PIPEFLOW VELOCI T Y' FEETISEC. ). = 16.0 kUUt C.L .vm r 1.uN -• .: :: DOWNSTREAM NODE ELEVATION = 1138.00 FLOWLENGTH(FEET) = 1100.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = I PIPEFLOW THRU SUBAREA(CFS) = 174.01 TRAVEL TIME(MIN.) = 1.14 TC(MIN.) = 32.02 FLOW, PROCESS FROM NODE 5.00 TO NODE 3.00 IS CODE » 3 D EPTH OF FLOW lN 69.0 INCH PIPE 1:_1 ✓2.8 TNCHfz_5 PIPEFLOW VELOCITYSFEET/SEC.) = 8.4r UPSTREAM NODE ELEVATION =- ! 1 3 2 . ke.) 0 DOWNSTREAM NODE ELEVATION = 113 FLOWLENGTH( FEE T.) - 500.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INGH) NUMBER OF PIPES PIPEFLOW THRU SSUSAREAtCFS) = 174. TRAVEL TTINE!NNIN.) - i3O4 t tl 1 N . = 7*7 . 06 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = E ---------------------------------------------------------------------------- =ADD TION OF SUBAREA 'TO MAINLINE PEAK FLOW 10-00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.293 SOIL CLASSIFICATION IS "A" SINGLE -PAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = =6067 SUBAREA tlREA(ACRES) 2. 1 .30 SUBAREA IRUNOFF(CFS% = :6.7i TOTAL AREA(ACRES) = 212 TOTAL RUNOFF(CFS) = 350.72 TC(MIN) - 33.06 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = S ----------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOWI�<(< 10.00 YEAR RAINFALL INTENSITY(INCH/PlOUR) = 1.293 SOIL CLASSIFICATION 15 'A" SINGLE-FAMILY11/4 ACRE LOT) RUNOFF COEFFICIENT SUBAREA AREA(ACRES) 19.50 SUBAREA RUNOFF(CFS) 15.2 TOTAL AREA(ACRES) = 242.80 TOTAL RUNOFF(CFS) = 206.01 TC(MTN) = 33.06 FLOW PROCESS FROM NODE 3,00 TO NODE 31.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10.00 YEAR RAINFALL INTENSITY(INGH/HOUR) = 1.293 SOIL CLASSIFICATION 15 "A" SINGLE-FAMILY( 1/4 ACRE 'LOT) RUNOFF COEFFICIENT = .8067 ILI 8 A R E h f R E: GF E Z 4. 80 SUEA;; _r, r;UNOFF TOTAL AREA(ACRES; 247.60 TOTAL RUNOFF(CFS) = 209.78 TC(MIN) = - FLOW PROCESS FROM NODE 3.00 TO NODE 6.00 IS CODE = 3 ---------------------------------------------------------------------------- op - . wor;r U 1 C Zzir- I , . , , >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOWX X<< DEPTH OF FLOW IN 61.0 INCH PIPE IS 38.4 INCHES PIPEFLOW VELOCITY(FEETISEC. ) = 18.3 UPSTREAM NODE ELEVATION - 1136.70 DOWNSTREAM NODE ELEVA 4ON = 1124.00 FLOWLENGTH(FEET) = 620.00 MANNINGS N = .013 PIPEFLOW THRU 5UBAREA(CFS) = 200.78 TRAVEL TIME(MIN.) - .56 TG(MIN.) - 33.62 c'L()i%l FROCIESS FROM NODE 3.0 TO NODE -0 V -I - C D D E ----------------------------------------- ------- --------------------- � ', T Q OF SUBAREA T-'-'- 'A tvl LINE PEAK ':-0.00 YEAR RAINFALL lNTENlSjTV(!N`H/H0UR' 1, IS " h " Cm R C T SO AL RUINOFFF C.HFFT I TE 14T 006 S-UBAIREA ARE6(ACRES 114.30 U 8 A P E A P 1-1 d 0 F F 14.58 TOTAL AREA( ACRES ,' "S I .90 70T AL RUNOFF{ GCc ` FLOW PROCESE FROM NODE 6.00 TO NODE 7.00 1S ;CODE ------------------------------------------------ l -------------- ..>.; FIPEFLOW TRhVELTINE THRU SUBAREA >; COMPUTER-ESTI MATEO PIPESIZE (NON-PRESSURE DEPTH OF FL;)W 1 60 INCH FTPP IS 4 j.NCHE PIPEFLOW VELOCITY(FEET/SEC.) = 1 .3 .8 UPSTREAM NODE ELEVATION = !124.00 I,OWNSTREAM NODE ELEVATION = FLOWLENGTH( FEET ' = ESO.00 BANNING S- N ' c l i 7 EST IMATED PIPE D I AME TER ( I NCH 60.00 NUMBER OF PIPES PIPE-FLOW THRU SUBAREA(CFS' = 2 4.4 6 TRAVEL TIME(MIN.) = .67 TC(MIN.) = 54.24 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE , >>>>ADDITION OF SUBAREA - TO - MAINLINE PEAK FLOW<<<<< 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.269 SOIL CLASSIFICATION IS uA" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT - .8004 SUBAREA'AREA(ACRES) 1.20 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 264.10 TOTAL RUNOFF(CPS) = 226.69 TC(MIN) - 34.29 FLOW PROCESS FROM NODE 7.00 TO NODE 6.00 15 CODE -------------------------------------------------------------------------------- zju M P U TEE P 'L 0 Of 7 F A V E ;_ T N EE T H R 1 1! S 0 F A RE \' COMPUI'-'-:R-c: 5 T I MATEO PIPESIZE (NON-PRESSURE FLOW)<< << DEPTH OF FLOW IN 50 T�,JC,4 MTPE 15 47,t: IN-�4FC PIPEFLOW VELOCITY(FEET/SEC.) = 13.6 UPSTREAM NODE ELEVATION = 1118-90 OOWNSTREAM NODE ELEVATION 1118.00 FLOWLE 00 MANNINGS N = .013 i r I r - nri t i t M % ! I I u rl 0 1& . iLo '1it U!l'.cjai% k_7 PIPEFLOW THRU SUBAREA(CFS) = 226.69 TRAVEL TIME(MIN.) = .12 TC(MIN.) = 34.41 FLOW PROCESS FROM XIOOE,. 7.00 TO NODE 8.00 IS CODE = 8 ----------------------------------------------------------------------------- LW -:� i'U 1%-lil-JLll•t t-tjlh f`LUW,'. 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) - 1,267 __ibt1;:~i? : ti;, (r_ , ) = ` . IYJ ltstirCir "WillUrr zv3r?� nr,�A; AL•RES 1 - 2n3.50 TOTAL RUNOF-. _'. 3. •oz 'i:(;i N' 34.41 •� *4.7 Fir**** * **4t * **�-**44 *ti-*** **•iF*** 4•i(** 4 * * * 4 w * * * + * * * * **** 4 * ?. ** *4*4*** y- tFL .ten.+... .. _ .. -. .-...-_--_......«. .....__.__- _- _ ----- _- _- ___.. -_. O�J PRiO_E_S_FROM :uluDE__ N_ 8_0�r_ I � 01)E S. D0 I2 � COMPUTE• PIPEFi_OW TRAVEL T I: ^,E THRU S ifiAR1 ,i rJ�ING COMPUTER ESTIMATED PIPESI?E (NON- PPESSURE FLOW ,.. DEPTH OF FLOW IN 7 2.0 INCH PIPE I:; S8.0 INCHES PIFEFLOW VELOCITY {FEET; SEC. ; - 5. UPSTREAM N ODE EL VATICN = 1 118. 00 DOWNSTREAM NODE EL= VATION = 1116.SO FLOWL Pa ;TH ( FEET i - 60.00 ,i iiJitI vG -5 .v = r3 i a ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBARE6(CF5) = :26.42 TRAVEL TIME(MIN.) _ .80 TC(MIN.) = 35. <1 »4K iieYiF? !+Y•3F4tiF # # *iF #x } # #,Ex # #+ * #i iF$*+ F #t # # ## # # # # # #t #t }+� #t 9t iifi'••.�4• +F Z• iF *iF #k iF* FLOW PROCESS FROM NODE 9.03 TO NODE 9.00 1 4S CODE = v "."'ADDITION OF SUBAREA TO MAINLIPlE PEAK FLOW• 10.00 YEAR RAINFALL !NTENSITY(INCHtHOUR) = 1.253 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7998 SUBAREA AREA(ACRES) = i1.SO SUBAREA RUNOFF(CFS) = 1i.52 TOTAL AREA(ACRES) = 277.30 TOTAL RUNOFF(CFS) = 239.94 TC(MIN) = 3S.21 #ir # # � * * # # #iF�r� # #; cif• �* �# iri►• r�rir# �t* �t�r+ r#; r�F�r# s* �F?%• iJ�• �r**? r* iriEiE�Sic# ;F # # #� *xx• *ii•x+� * #iFar *�t�t� FLOW PROCESS FROM NODE 9.00 TO NODE 10.001 IS CODE = 3 > > >\; COMPUTE PIPEFLOW TRAVEL TIME THRU SUBAREA �<_: ,< ;`> >rUSIN6 COMPUTER -EST IM.A.TED PIPESIZE (NON-PRESSURE FLOW )-,%,. - :eas c.cnxcx = = = =ao oc =�= alas= .:a= aa=a= casoca =� =cc =car. «ec= rlsca�sace =e c�== o== a== rs = = = -= DEPTH OF FLOW IN 69.0 INCH PIPE I5 S2.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 11.4 UPSTREAM NODE ELEVATION = 1116.50 DOWNSTREAM NODE ELEVATION 1115.30 FLQWLENC�TM(FEET) = 22S.00 MANNIN65 N .013 - _ -- - _.. � I�:Ti"G PIPL i;I7,�1ET I�V1,:;, - c•�.;vu =vi:ilb�l= v- =?r,_l •- : PIPEFLOW THRU SUBARE,A(CFS) = 239.94 TRAVEL TIME(MIN.) = .33 TC(MIN.) = 3S.S4 �} �# a# �iF�- ��r�r+ r* �ai��r* �rir�t+, Fx•* ir# xar+ x�F�fariF +F *�Fir��r�r * *itt�F•� #� -;rF #,pit #:��+F�iriFiFi4 *ir• *era * *i� FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE $ ur CC= >acc._.�C= ==.'4.: ai S..'Z 4]S =OS S]:.�l � -^.. +ti. S' S, G_ :71�,X.7LR ►i7C..ST„G32^- 2CMlICS SS e= e: =s=e =O eCSae=== = =aSae 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.247 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7$55 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 3.29 TOTAL HREA(ACRES) = `tom .60 TOTAL RUNOFF(CFS) = 243.23 TC(MIN) = 3S.S4 ri ir#*, �# �#- �r iE �jF* iF* it irifiF#• r• iFiF iFi�� it iF### �##• �•##### it * ik i► # # #i•is #iF #ir•�it # # # it . �:v ►1t li z E I!'EF'LuiJ TnriVEL i H IE I HRU �DHfltttP, jS?,yr COMPIJTCR ->=5J; IJIATEO FIFEST ,R1ilFV_P ^ESS'JRE FLvv: i DEPTH OF FLOW IN 7 8.0 INCH PIPE 1 13 w2.0= 1 ")CHES PIPEFLOW VELOCI T 'r(FEET /SEC.i = E.5 ; BPS T REAM NODE ELEVr = 1 , 16.30 DOWNS T REAM NODE ELEtirl T IGN = 1 14.50 - cLOL/LENGTH( FEET) �2S.00 'IANNINGS N .013 EST3t1hTED PIPE DIAMETER: INCH i = 7.3 .04'.1 NUMBER OF P TOES = i PIPEFLOW THRU cUSAREA(CFS) 243.23 TRAVEL TIM E(MIN.) _ .04 7 C(h11N. 'r = 16. -8 # > #ah.t }ti:iFlF }aF4aF ik *iFf }aF #it iF iiliFlFaF * }- hr+F #it iF iF 4f it 7F iF Y,F r.x {aF 7 Fit #+t 1F e }iE #yF +r49G�1Fxr3F #;F ?E ic >!F ! {i FLOW PROCESS FROM NODE 11.00 TO NODE 1 IS CODE = is >`-ADDITION OF SUBAREA TO MAINLINE PEAK FLOW; < = 0= ].=3CSSSSl2'1 =tCt =a cS SSt= S== Z'�== 1CG32. - ... sa a.ss ac 7RaC.'a ZaC b.�tS = it.S ^= �RSZ= SSS =ZZ= Oc= CAS =Z = =SZ 10.00 YEAR RAINFALL INTENSITY( INCH /HOUR) = 1.236 DiL CLASSIFICATION 1S "H' COMMERCIAL DEVELOPMENT RUNOFF COEFFICTENT = .7091 SUBAREA AREA(ACRES = ti .:o SUBAREA RUNOFF(CFS) = 3.26 'TOT AL t�REA: - w83.90 T O TAL RUNOF FzCF = 246.46 TC (MIN) - '36. #iFfi -s. tar # #i:F *aE aF aF it at aF ar * at 4 ar 4 if it at ar *ar * #!it # ir at 4 * i. aF iE 4 � { aF #t a ar aF #ir it # } #f * #iF ar tF FLOW PROCESS FROM NODE 11.00 TO NODE 12.070 I5 CODE = 3 ,0, ; PIPEFLOW TRAVELTIME THRU SUBAREA--<- > }.�> >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) << <t{ DEPTH OF FLOW IN 66.0 INCH PIPE IS 54.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) 11.8 UPSTREAM NUDE ELEVATION - 1114.30 DOWNSTREAM NODE ELEVATION = 1112.50 FLOWLENGTH(FEET) = 300.00 MANNINGS N = .413 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBA,REA(CFSS} = 246.48 TRAVEL TIME(MIN.) = .42 TC(MIN.) = 36.60 ?t ar ar ar iF at it ar ar aF at it +� t it r at �r i �r �t :r x i� x �F +r �r it } �t it * �F it �c iE �r it * ?t ar * it it iF ;t �. �t �t t iF i� r. x •.t * � 3 t ,� � �t * �r ;~ it � �F it ie � it � it �t FLOW PROCESS FROM NODE 12,00 TO NODE 12.00 IS CODE I :'ES I : --NA T E IlNDEP-h!U! :_lj cHt9 ~ O CONFL > > >)>AND COMPUTE VARIOUS CONFLUENCED! STREAM VALUES:< <:{ _ - �.- 0'Z=--- �-- .--- _-- - -•_ -- _ - _- _--- . -.� -_- �---- - - - - -c -_ - - - -.-. - - -?. So SS II. St =G Y.. S S S 1C SL^ CSC- = LOINFLUENCE VALUES USED FOR :"1DEPENDE"T STRE= `1 :ARE TIME OF CONCENTRATION(MINUTES) - 36.60 RAINFALL INTENSITY (INCH. /HOUR) = 1.23 TOTAL STREAM AREA (ACRES) = 263.90 TOTAL STREAM P.UNOFF CFS) AT CONFLUENCE = 246.46 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ____ -- _ ___--_ 165.43 -----•-----47.65 ------------- ---_----------------------------------- 1.07---7 -- ? 2 246.48 31? 1.225 UA r,nleirrILL N I EWal r r r)111U : ant ur uuivl<kr4 I nn r tu.•a mm «�; FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: ,,uiNu -( ur: ; _ 'i .44 t Ft5 11 1 TOTAL AREA( ACRE • ) = 452.80 * * ** * * * * * *** *•?iF**** *4t it* * + **5t** **** *+-r * * *•. * *• tit *4** **** **tit * * * * * **** ** *** * * ** - * FLOW PROCESS FROM NODE 12.00 TO NODE 14.00 I: CODE - •-___ � ' COMPUTE - PIPEFL:.�W TF?r?VEL'II~iE i'PU Svi�AREA_ _- ___------------------ .____ - -- :..3 -USING COMPUTER - ESTIMATED FIPESILE ( NON- FRE-SSURE DEPTH OF FLOW IN 81.0 IN CH PIPE IS E5.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.; = 12.4 UPSTREAM NODE ELEVATION = 1112.50 DOWNSTREAM NODE ELEVATION = sl09.50 FLOWLE,NGTH( FEET) = 600.00 MANNINGS N = .013 ESTIMATED PIPE 01-AMETER( INCH) = B1 .00 NUMBER OF FIFES - PIPEFLOW THRU SUBAREA(CFS) = 381.44 TRAVEL TIME(MIN.) = .81 TC(MIN.) = 48.46 FLOW PROCESS FROM NODE 14.00 TO NOIDE 14.00 CODE S. -- --------------------------------------------------------------------- -- - - -- >- ��:ADDITION OF SUBAREA TO MAINLINE PEAK FLOW`<<<< 10.00 YEAR RAINFALL IIVTENSITY(INCHIHOUR) = 1.068 SOIL CLASSIFICATION IS "A COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT 4 .7911 SUBAREA AREA(ACRES) 8.10 SUBAREA RUNOFF(CFS) = 6.84 TOTAL AREA(ACRES) = 460.70 TOTAL RUNOFF(CFS) = 3813.28 TC(MIN) = 48.46 FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 8 >>> >>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< < <<< xxze tt6l'c 7X� = == =5550 = == ss= va - � • �'- ��___= ==== s= C === so= === =s��CLt: is^2=====- _______.�____ 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = ).058 SAIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7911 SUBAREA AREA(ACRES) = 9.60 SUBAREA RUNOFF(CFS) = 6.11 TOTAL AREA(ACRES) = 470.30 TOTAL RUNOFF(CFS) = 396.39 TC(MIN) = 48.46 # #iF *+iFititit�f, cites# t. �l �FiE* ie+ 1t�F�F # *iF +�F+rk?!fr;riF�F + * * +? Fitt? Yt+ F? fit�l+ �F i*# iFtt !hlkii ?�t'k * *vt * *+% * + FLOW PROCESS FROM NODE 14.00 TO NODE 20.00 IS CODE = 3 » >> >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<< << >>> >>USING COMPUTER- ESTIMATED PIPESI7E (NON - PRESSURE FLOW)<A<<< == a==-== = = =.s: tC T.6 sczamn C2scsC>:'�sa1c: CstersGQ�t9 .0"0,00 =�= =Sim= = ===ZJi F>g^aaaax eznxC�b"ttse DEPT OF FLOW IN 102.0 INCH PIPE IS 73.7 INCHES UPSTREAM NODE ELEVATION = 11 09-SO DOWNSTREAM NODE ELEVATION'= 1109.00 FLOWLENGTH(FEET) = 250.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) s 102.00 14UMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 396.39 TRAVEL TItME( MIN. ) = .,0146 TO( MIN. ) = 46.92 it iF it+ �4 �iF�F it, tiF iE� iFititit+ t, t* +** 1FiFit IF iFik * # � *if * # *�t *'�' it � ir,w * * ;F it it + Fir + *iF ++ + + , t �iF + + + iF FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE 9 »-= s.= s===== cs =- = == :_ »_ === -cxo =. =.z. -a ;__ == o =caa = =• == c-= aG= =sccc:xnxc =- = == = c = =s =c 10.00 YEhR RAINFALL INTEIJSIT'i; INE',HiL10UR) = 1 .063 ..vi,L 'LASSIFIGATION 1S "A." COMMERCIAL OEVrLOPMENT R U NOFF COEFFICIENT = .7503 7, USAREA AREA(ACRES) - 19 . 810 SU;SAREA R PiOFF° iF w 'r 15.64 TOTAL AREA( ACRES) = 490.10 TOTAL RUNOF F ( CF ) = 413.03 xyF+F#•tiF 7�+i9F # # }4t4• *3F 3Ct#3F 3L>rx!F 3s 3Ft3h 34 dF$# #t3F #•!e # #rF # }?F # #t343tt3itt$if t3F 3tr iF 3Ft ± + #w # #t #3F ?• FLOW PROCESS FROM NODE x.0.00 TO NO DE _ I ; CODE = 5 COMPUTE TRAPEZOIDAL - CHANNEL FLOW <<: -.. TR E THRU SUBAREA === c= G.-. ,GZSq= �._-- �. .t=- ..- --- '_ -.r--- ---- ... - -_ -- _- •_ - -_. ....C== �== GV== a== sq= .::�XS ,^..3 ._ UPSTREAM LODE ELEVATION ! i 06. 55 DOWNSTREAM NODE ELEVATION = 1097.39 CHANNEL LENGTH THRU SUBAREA(FEET) = 1275.00 CHANNEL SASE(FEET) = 10.00 "Z" FACTOR = 1.500 MANN iNGS FACTOR 1) i C- H6X l llL DEPTH' , . - . 0G CHANNEL FLOW THRU SUBAREA(CFS) = 413.03 FL.Ob VELOCITY( FEET /SEC) = 12.48 1- LOW DEPTH( FEET) _ ' . 43 TRAVEL TIME(MIN., = 1,70 Ts;MIN'. t SO. S- 3t #3F #3l3F3' *iF ?t3Y, Yr 3f?!;#3F * � *•r Sex * f1"1ae # # #'k •1G jE 31.r *.}. a #.Ft3'r }`Rtt *iF #i3•.Ft:({JF 9F 1F.! - #d4 #t•*iE44IF 1.431' *#t31 FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 1 ---------------------------------------------------------------------------- ;DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE:•- �Y=--- C- S---- G===== GGa= G. GG'�.Q.:G= �G.S •s3CG - . =�(5 �.�.w3i. CZ =. C:-. CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = SO.62 RAINFALL INTENSITY (INCH.;HOUR) = 1.04 TOTAL STREAM AREA (ACRES) 490.10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE - 413.03 �- o f #iFt #iF # #dt 3F 3F 3F?t3F+F #3F 3f #3F 3F *-lf *iF 3F *3f 3F 3F 3F 3E 3F iFt3F{1.3k iF 3f3!t iE 3t iF 3E 3E ih is 3taF 3F 3Ft ?iftiF dt?4 *34 y1• ?r 3f # *t 3f 3i• *9t #+ FLOW PROCESS FROM NODE 29.00 TO NODE 23.00 IS CODE = 2 's;> 'v;RATIONAL METHOD INITIAL SUBAREA ANALYSIS<:� <.« ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC Krf(LENGTH * *s /(ELEVATION CHAN6E).? - + *.2 i'i; _:.� 1 8.'•i 1 Err , LC- 1W- LENNGTH = ; -;.00. 140 UPSTREAM ELEVATION = 1245.00 DOWNSTREAM ELEVATION = 1230.00 ELEVATi DIFFERENCE - I5.00 TC = .303 *I( 1400.00 * *3) /( 15.00)1* *.2 13.616 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.014 SOIL CLASSIFICATION IS "A" ` 3OMMERCIAL DEVELOPMENT RUNOFF CO EFFICIENT =_ .5188 10 Qt;, mGri hUiVUt : ur a i •- ; a . 11 -, TOTAL AREA( ACRES) -= 1 1 .60 TOTAL. RUNOFF(CFS) = 1 9. 13 '�'f'�'t!{'f. 3e 3F 3Y 3F! 3F iF+Y 3F 3F• iF 3i*3k- F*!Fl63f 3F 3E 3f if 3F tF 36 3f'k3F'R #k3f 11'•d•!,�'t'�'?!• # *tf iE Y'1F # *iF It 3t #t *,F 3Et #iF •7F FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 6 ---- mw - ------------------------------------------ - - - - -- ) %)% \COMPUTE STREETFLOW TRA.VELTIME THRU SUBAREA <' < < << UPSTREAM ELEVATION = 1230.00 DOWNSTREAM ELEVATION = 1212.00 STREET LENGTH(FEET) 1350.00 CURB HEI6TH(INCHES) = G. 4 +iIKr-�Vt�ili'1t ;.UI'tYU;i =tl U�11V� !'IC.t1iy rl- uao�;.r�! _ � �.;i`� * * *;;TREET FL FULL + .,TREET FLOWDEPTH( (FEET) '50 HALFSTREET .LOODWIDTH(FEET. - 18.00 AVERAGE FLOW VELOCITY(FEE'TiSEC. i - 4.3Z PRO T OF DEPTH &VELD CI I - 'I - 2 . i 4 REETFL?:-1 T RA, UELili'E( irli ';'C ( MI v = j . S_ 10.00 YEAR RAINFALL INTENS%T•i (INGH /HOUR) = ' . T13 SOIL :;LASSIFICATION IS "A" CO MMERCIAL EVELOPi'1ENT RUNOFF COEFFICI > ENNT = . it i : SUBAREA AREA(ACRE- =% = 15.50 :_3UBAREA RUNOFF(CFS) SUMMED AREA{ ACRES : = 27.10 TOTAL RUNOFF(CFS) - 40.72 END OF SUBAREA STREETFLOW H YD RAULICS - - DEPTH(FEET) _ .E; HALFSTREET FLOODWIDTH(FEET) = 15.00 F LOW V;:: LCtCI T'r't FEET. SEC.: _ :l. 5S (;EPTH *VEL0CIT',' _ 11.6F s* s* �t* F�)F�f *?Ftilx�Exf ++� *t�,r�k *��iF?F F at$+t iF 3f�itiiiF l�F iF+Ff3f �fExaiF �F �F iE *3k �e iF lF #it�r �iF #�;: +aiF *iF iF ?F:t [:1 PROCESS FROM i•.uDE 23. T6 NODE f .0E I:: 1,,OLiE _ >`�.` " ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< iO.00 YEAR RAINFALL INTENSIT?(INCH /HOUR) 1.713 SOIL CLASSIFICATION TS "P" SINGLE- F6MIL'�'(1 /4 ACRE LOT) R UNOFF COEFFICIENT = .GGE4 SUBAREA AREA(ACRES) 10.501 SUBAREA RUNOFF(CFS) = 11.99 TOTA AREA(ACRF_S; _ 37.60 TOTAL RUNOFF(CFS) 52.71 TC(MIN) = 1B.82 y ROCESS FROM NODE y ^ * 6 .03 IS CODE - itx:+� *��•+� *t�rat FLOW P 27.00 TO NODE 26 = >>> > >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA <! <« -= �= m== Yxc== nasxramx�ac�aoxsascc. -asx a.:z�l�x�soain x�sexco�== xcc =.= c := caia -: �.mxcma =max UPSTREAM ELEVATION = 1212.00 DOWNSTREAM E = i190.00 STREET LEN6TH(FEET) 19SO.+00 CURS HEIGTH(INCHES) = S. STREET HALFWIDTH( = 16.00 wTREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 61.7- ** *STREET FLOWING FULL * ** NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT N GLIBLE FLOW OCCURS OUTSIDE OF THE ST CHANNEL. E- ;F^ T _. _ . LOW AL._�i THE - T ^t F. t r; Y I C . . ! _. ! :7LEC . _ , STREET FLOWDEPTH(FEET) = .63 HALFSTREET FLOODWIDTH(FEET) = 16.01? AVERAGE FLOW VEL 'OCITY( FEE T / SEA . • =. S . 47 PRODUCT OF DEPTH &VELOCITY - 3.45 STREETFLOW TRAVELTITIE(MIN) = 5.95 TC(MIN) = 24.77 10.00 YEAR P.AINPALL INTENSITY(INCH /HOUR.) Y ;.493 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8079 SUBAREA AREA(ACRES) 14.90 SUBAREA RUNOFF(CFS) = 17.98 SUMMED AREA(ACRES)r = 92.50 TOTAL RUNOFF(CFS) - 70.69 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .57 HALFSTREET FLOODWIDTH(FEET) = !6.00 FLOW VELOCITY ( FEE T /SEE.) - 5.64 DEPTH* VEZ - LOCIT r = 3.78 L 10 9F * iF M"k i' -1l- *' #F jh # iF iF -0F # iF !f '1 fE' !F # * � � -0F 9F * 9F 94 iF iF aF iF * �E iF * 1f '1F !F dF dF 9E {F iF dF 9F 9f iF dF 9F -IF 3F # 9F 9F 1F ik �{' !F * IM'►' i!' * *' �e k 'K � # '� 1! jF * *' FLOW PROCESS FROM NODE 27.00 TO NODE 26.00 IS CODE = 8 10.00 YEAR RAINFALL INTENSIT•, ( Ih1CH /HOUR) = 1.4 SOIL CLASSI FICATION IS A SINGLE-FAMILY(1 /4 ACRE LCIT) RUNOFF COEFFT,IENT = .6794 SUBAREA AREA(ACRES - 1..90 ;i:BAREA RUNI)FF(CF S , i . 3S TOTAL AREA( ACRES) = 64.40 TOTAL RUNOFF . SFS , 51.. 05 TC {MIN ) = 24.77 x *?F 1t:�F iF * #ika4 #iE 3F iF iF fF,FiF *iF# *a.}i4;1.3at?f aF iFfi# s* xg * #9Fi•a4v*�+.i7rxiE•Y.iF+M #R ai Y•r }.a #:t +FfT #:E :E * *�iE# FLOW PROCESS FROM NODE 26.00 TO NODE 26. 15 COIDE = 8 RDDT7ION OF SUBAREA TO MAINLINE PEAK FLOW- ,0.00 YEAR RAINFALL INTEE] I TY( INCH/ HOUR) = 1 .493 -OIL CLASSIFICATION A SINGLE- FRMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6:94 SUBAREA AREA(ACRES) = 18.60 SUBAREA RUNOFF(CFS) = 17.76 TOTAL AREA( ACRES) = 83.00 TOTAL RUNOFF(CFE) = 99.81 T i; (MIN) = r 4 .77 rt * #9F# #i1•*'L #df iF #iF 9F ?t '1F #�t ±F i!• # # *ir# # # #iE 3k ? *'1F * # #Y•e�: iFait* R# 3F * # *•7�3F *'RiF #ict#-f4 * #t #4 <�it 4lt �i #ie #• FLOW PROCESS FROM NODE 26.00 TO NODE 25.00 IS CJDE _ cE >::: >>COMPUTE STREETFLOW TRAVELTIMF THRU SUBAREIi.; UPSTREAM ELEVATION = 1190.00 DOWNSTREAM ELEVATION = 1 166.00 STREET LENGTH(FEET) = 1650.+00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 STREET CROSSFALL (DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 107.85 * * *wTREET FLOWING FULL * ** NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLA FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH (FEET) = .73 HALFSTREET FLOODWIDTHiFEET) = 16.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.48 PRODUCT OF DEPTH &VELOCITY = 5.46 STREETFLOW TRAVELTIME(MIN) = 3.68 TC(MIN) = 29.45 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.394 .- OIL CLASSIFICATION 15 "A" `11!�LE-f =ri'1 L; , . •' ~,": ... RUN0F L0EF TGI; 1ti = F, SUBAREA AREA(ACRES) = 18.50 SUBAREA RUNOFF(GFS) = 16.09 SUMMED AREA(ACRES) = 101.50 TOTAL RUNOFF(CFS) - ii5.90 END OF SUBAREA r RES r. T' HYDR - DEPTH(FEET) _ .7S HALFSTREET FLOODWIDTH(rEET) = 16.00 FLOW VELOCITY (FEET /SEC.) = 7.70 DEPTH *VELOCITY = 5.77 to xx: �#? xrtx+ yr ca+ kT• a: txxr�• xHar xt+t xxtrx- �v: rttrr. . >x :x 'r'r- vxx - - ' + - • ,. -.* FLOW PROCESS FROM -NODE 25.00 TO NODE 25.00 IS CODE = 8 >>>» ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.394 SOIL CLASSIFICATION SINGLE -FAMI LY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .5243 ztJtSr hLh rt EHt MOhkz i = -x.40 zuznnt:n nurourr t Llr z) : = . 0. c TOTAL AREA(ACRES) = 134.90 TOTAL RUNOFF(CFS) = 144.95 TC (MIN) = 28,45 t:e fifi:S ?Y fififif fiX1l 1F! f •ft •! fif *fiA 4• X1M Y'1f i*•Yx+, ?.'tfi•t �t Y•Y YY. ]� f. k x fiR fi'+!1!•"1!i? �• surf f{ x.f T,{ *f •F •f f+t {F FLOW PROCESS FROM NODE 25.00 TO NC)DE 24. IS CODE - n COMPUTE STF,EE T FLOW TRAVEL T : ^1E THRU SUBAREA,", : UPSTREAM ELEVATION 1166.00 2OWN:sTREAM ELEVATION = 11S2.001 STREET LENGTH( FEET) = 1 CURB Him = S . STREET HALFWIDTH(FEET) = 16.00 STRE CROSS ALL(DECIMAL) = .0- SFECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = !49.81 ***STREET FLOWING FULL * NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT ;JEuLIELE FLOW OCCURS OUT OF THE STREET CHANNEL THAT IS, A LL FLOW ALONG THE PARKWAY. L': ':C - -j IS NErLE CT-0. .STREET FLOWDEPTH(FE.T) s cE HALFSTREET FLOODWIDTH(FEET) = 16.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 8.23 PRODUCT OF DEPTH&VELOCITY = 6.97 i PEP -TF: ()W TRAVELTIMEi MIN) _ 1 .0 7 l.( P1ItJ : _ :0 .47 1 0.00 YEAR RAINFALL INTENSITY(INGH /HOUR) i.546 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE. LOT) RUNOFF COEFFICIENT = .6164 SUBAREA AREA( ACRES) = i 1 . 2 0 SUBAREA RUNOFF(CFS.) = 9.30 SUMMED AREA(ACRES) = 146.10 TOTAL R UNOFF(CFS ) = 154. END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = ,8S HALFSTREET FLOODW IDTH (FEET 'I = 16.00 FLOW VELOCITY(FEET /SEC.) = 8.49 DEPTH *VELOCITY = 7.19 • f• ff f *** f- ff t f * # ***** Fff � f} ff * *?r * $ * * * f * f t * * f * f * i 4 # *a ii• ;r !F it * jF * *�r f••?!•f iE -- FLOW ^ PROCESS FROM NODE 24.003 TO NODE 24.08 IS CODE = 8 -----------------------------.------------------------------------- >>>>r>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< == cxa = === aaec= cca =a == e..caoxxaa »= x= x= a== o= csc.= .-= came= =v.7a :rs.x== sx== C c= .e =eaF 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.346 SOIL CLASSIFICATION IS ".A" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .6665 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 18.49 TOTAL AREA(ACRES) = 166.10 TOTAL RUNOFF(CFS) = 172.74 TC(MIN) = 30.47 fiFf lFfflc it+trE�x#E••IF•i*i••!F *jlf it * ir f•1FfiF't t:{f < ir st-lrffiE it•>tf fiF jt # *}p it iF *,t #f #4t it ,t �E} tx t,'t �•ir :F S?ffar -y iF L--W F- RCOCESS ',-ROM NODE 24 12 >» %COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< ___- ______ -_ - -= =max = == =_ _= _____==== ______, ___,____ == =___ == = __________= ___ -•-__= UPSTREAM ELEVATION = 1152.00 DOWNSTREAM ELEVATION = i135.00 STREET LENGTH(FEET) = 1350.00 CURS HEIGTH(INCHES) = S. STREET HALFWIDTH(FEET) = 16.00 STREET CROSSFALL(DECIMAL) _ .0200 SFECIFIED NUMBER OF HALFSTRc ; CARP.YT_NG RUNOFF - 2 1► x � ;mn.VtLl ijiw. L.;y'lri./i *.+ul.NQ , rL-1,WB L-: ":. _ !..u.j * * *STRrEET FLOWING FULL * ** NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLISLE FLOW OCCURS DUTSIDE OF THE STREET CHANNEL, THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWL1EPI* FEET) = .92 HALFSTREET FLOODWIDTH(FEET) = 16.003 nVkrribt 1'•LVW VCLUi.i i t t rtc i t :, -c.. f� PRODUCT OF DEPTH &VELOCITY 7.85 STREETFLOW TRAVELTIME(MIN) = 2.64 TC(MIN) 33.11 SUIL tLAS�ii i niii;! is f S TIN GLE -FAN ILY(1:'4 ACRE LOT) FiNOFF COEFFICIE ?1T = 6065 SUBAREA AREA( ACRES = 5. 30 SUBAREA RUNOFF( CF'S SUMMED AREA: ACR = 1 7S.40 +OTAL RUNOFF(CFS) = :8010 ;~ND CF SUBAREA ?TREETFt_DW HYDRAULICS: DEPT H(FEET' - . HALFSTREET FLOODW'lDTH(FEET' = 1 6,00 F - v`E i-. f- i 7%,, ' FEE T / c E . '• ., . i DEP TH-VELO CI T Y = 6. VU LOW PROCESS FROM NODE 23 Tu NODE a. I S CODE ADDI i ION OF SUBAREA TO MAi "dL INE PEAK FLOW " %' . 10.00 YEAR RAINFALL INTENSITY( TNCH /HOUR) = 1 .292 SOIL n..LiiSSIFTCAT ION 15 CONDOMINIUM DEVELOPMENT RUNOFF 'COEFFICIENT = 6796 SUBAREA AREA(ACRES) = 24.50 SUBAREA RUNOFF(CFS) _ 21.51 TOTAL AREA(ACRES) = i99.90 TOTAL RUNOFF(CFS) = 201.S4 To ( MIN) = tea 1 1 4 * * * * ** *ih{***44* *4 *r. * **I-* *- t*** ****** **'!7t***I!F' **- 't,***- -T F* T* it ****4 *****r**f* FLOW P ROCESS FROM NODE 23.00 TO NODE 23.00 IS 013DE = S .' .:»ADDITION OF SUBAREA TO tMAINLINE PEAK FLOW <;:'; 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR: - 1.292 SDIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8013 SUBAREA AREA(ACRES) 8.00 SUBAREA RUNOFF(CFS) = 8.28 TOTAL AREA(ACRES) = 207.S0 TOTAL RUNOFF(CFS) = 209.82 TC(MIN) = 33.11 �t * * ** t it* & * dtie iF 3. iF E *• �* �** it* t** iF3F �t* t! i[• atit* i. it ,t * * *�tatit *R * *;� itiF FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE 6 --------------------------•--------------------------------------------- - - - - -- - COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA.:. UPSTREAM ELEVATION = 1135.00 DOWNSTREAM ELEVATION 1117.00 STREET LENGTH(FEET) = 1360.00 CURB HEIGTH(INCHES) S. STREET HALFWIDTH(FEET) = 16.00 STREET CRO5SFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAT. FLOW(CF a % - .'_13.29 NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BAU.En ON THE ASSUMPTION THAT td GL11LE FLOW OCC'tP,S OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .98 HALFSTREET FLOODWIDTH(FEE.T) - 16.00 AVERAGE FLIC14) VELOCIT`r'(. FEET / = 9.46 to STREETFLOW TRAVEL -TIME(MI1`J) = 2.38 TC( MIN) = 35.49 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.248 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT � .5979 SUBAREA AREA(ACRES) =,,w 9.30 SUBAREA RUNOFFtCFSi = 6.94 SUMMED AREA(ACRES) = 217.20 TOTAL RUNOFF(CFS) = 216.75 clNb OF 'aU6NhLh a 1 Rtk . r LUt;W n 1 UhnUL11✓: DEPTH(FEET) = .98 HALFSTREET FLOODWIDTH(FEET) = 15.00 FLOW VELOGITY(FEET /SEC.) - 9.61 DEPTH *VELOCITY = 9.45 FLOW FFOCESB FROM NODE 22.00 TO NODE 22.00 IS CODE = S :ADDT T ICN OF SUBAREA TO MAINLINE PEAK F LOWK ) 0.00 YEAR RAINFALL INTENSIT'; " ( INCH /HOUR) - SOIL CLASSIFICATION 15 'A APARTMENT DEVELOPMENT RUNOFF COEFFICIENT = :7492 SUBAREA AREA(ACRES) _ 16,10 IUBAREA RUNOFF(CFS) = iE.05 TOTAL AREA (ACRES) = 233.30 TOTAL RUNOFF IFS 231.80 TC('1IN) = 35.45 4 ** 4 4 ***44k*44*r * *4**4*, 444**4:4* **44****4*** t ic*******4 4********** 4***4***** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 3 n , :ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < . . �1G�6+_Y C'�CroS Cam].: _^, ➢4= 5=== .i.:...�= aC =C.�]C = = 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) _ 1.248 OIL CLASSIFICATION 1 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7996 SUBAREA AREA(ACRES) = 15.60 , SUBAREA RUNOFF(CFS) = 18.56 : AREA(ACRES, = 243.60 TOTAL RUNOFF(CFS i - 248.36 T C (MIN) = 35.49 x , *** 4**4********** **4f.*4* *** ***4*44 ±*44****4*44* 4** 44****** 4** 4****** 4444* 4** FLOW PROCESS FROM. NODE 22.00 TO NODE 2) .00 IS CODE = '' PIPEFLOW TRAVELTIME THRU SUBAP.Ef < « >>> > >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLQW)< < “< DEPTH OF FLOW IN 57.0 INCH PIPE IS 45.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.6 UPSTREAM NODE ELEVATION = 1117.00 DOWNSTREAM NODE ELEVATION = 1102.00 FLOWLENGTH(FEET) = 105 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) - - 246.36 TRAVEL TIME(MIN.) = 1.06 TC(MIN.) = 36.54 * ***4 *** ******* i4************** 4**** ***0-4 * *d!-'d* ***4 * ****,4 * * **4* *44..X'4- !4aE* *** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE =- 8 DI I (O4 OF = rAFEA !u PDAK "L iW . ==== ._ casvcs= csasssa =sus cc:c ..-- ...._ -. a - -- - = c -�-�t tract 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.229 ;OIL C,._rlaS FICATION _2 'A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7938 SUBAREA AREA(ACRES) = 26.00 SUBAREA RUNOFF(CFS) = 25.54 TOTAL AREA(ACRES) = 275.90 TOTAL RUNOFF(CFS) = 273.80 Tact IIN) 35.54 fr FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 8 > . >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW‹ <<“ ;t I 1 0.00 YEAR RAINFALL. I NTENSITY(INCH/HOUR) = 1.229 3UIL (.4.6551F16ntiuN n COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7988 SUBAREA AREA(ACRES) = 8.60 SUBAREA RUNOFF(CFS) = 8.45 p - , :+F444* *** *iF'1 ***; FI E*ir+ k** 4. 4***? t*,****4* iF- K3F2F- ie: t***, F+ f, f#-! t' Y. K'.F** ***** *4* **yf?tiEiti4fiF** FLOW PROCESS FROM NODE 21.00 TO NODE .0O IS CODE = 1 . , DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE< .,. C -.AND COMPUTE VARIOUS CONFL STREAM VALUES ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 36.E4 RAINFALL INTENSITY ( INCH. r A OUR) = 1.23 TOTAL STREAM AREA (ACRES) = 284.50 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE == 202.35 CONFLUENCE INFORMATION: STREAM RUNOFF .IME INTENSIT NUMBER (CFS) (MIN.) c INCH/HOUR) 1 413.03 50.62 1.045 CW2 36.54 1.226 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA: SEC) USED FOR 2 STREAMS. VARIOUS CONFLUENCE) RUNOFF VALUES ARE AS FOLLOWS: 652.91 580.49 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF! CFS) = 652.91 TIME(MINUTES) = 50.623 TOTAL AREA(ACRES) = 774.6O .. ssaxsrazza.c ssx�axcn� ====== =..=== ============.====== ==.a.: :sara..-,szs END OF RATIONAL METHOD ANALYSIS I. •iiULtl 3 2 Una U: D:jonRCn i u i ii i ;!YLajvL- i L-i rig i 1 OO.00 YEAR RAINFALL INTENSITY IIICH/HOUR) = 1 .892 =:,OIL ``LASSSIFICATION iS "A" Ci ?MP3ERC:IA1_ DEVELOPMENT RUNOFF CCEFF;CI- — .8 SUBAREA AREA(ACRES) = E.60 SUBAREA RUNOFF(r:FS) = 13. j i yL AnE ?{ "CBEs) = 284. wO -u i AL RUNOFF' CFS) = TSS . 4" iv(MlN) - :.72.87 x�F !Fs #+T #'k #l3E #3t �1F #'i(•iF #iF fF 3•iF� #� # # #St if �F #•M �le4 #1l•f�'t #7 # # #?F4 # # # #k is i't *R #3F {F *lFtiffi#t?E !'F #fit# #3F #i. FLOW PROCESS FROM NODE 21.00 Tu NODE 21.00 IS CODE = 1 >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE•:-':-:<< >: -AND COMPUTE VARIOUS CONFLUENCE STREAM VALUES-'X- 3��G'2C= �= �Ci'aaC =a C. `..= C= �.�- aC�.�= C� @�L^.iD ►CS]Gw SC= C �Ca- .._- _. - - - -L --- �---- _ - -�_ -_ CONFLUENCE VALUES US ED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) _ 52.37 RAINFALL INTENSITY (INCH. /HOUR) = 1.89 TOT STREAM AREA (A CKES i = :54.50 TOTAL STREAM RUNOFF (CFS) AT CONFLUENCE = 458.42 CONFLUENCE INFORMA STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 675.81 45.57 1.606 2 458.42 32 . s?7 1.892 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. �* VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 1065.12 945.82 `rw+� COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) - 1085.12 TIME(MINUTES) = 45.570 TOTAL AREA(ACRES) A 774.60 o... C3= 5PSGitia T. 4iCCT ma. 'Aa.CCT...3r.�F"F�ar.r= iCaa�Ca aaa a =a.� -CaCa C= aaaaC= ACCaaa +s :a = =O �..a Ga'i END OF RATIONAL METHOD ANALYSIS so A Existing Sierra and •,lursiper i::•ainoge ,?reas 00 —Yaar nainfail /Punc: f Event A m .+" (iATIONAL tfET? iiD riYL l?LD-GY t:Oh1PL•.I- F'RvSIRAri E: cED Cis) riN BERNAROiNG COUNTY ' SK 1583 HYDROLOGY MA NUAL ;'v) Copyr ig`:L 1 t JS'3 , 1 986 � ;d%'ant' "ed Engineering Scf ti are _E AES ) Especiail•_,• prepareo f:,r: NESTE, BRUDIN & STONE, INC. + * * * * * * * * *0ESCRTD7I OF r[f= ��vL .i�R **X *+Et�e.tiR + #�*�,t ik 9Fd•xrt?! * * •r. �, +� -..lyF iF+R+`*r* + INLAND EMPIRE CENTER } EXI "TINE SIERRA AN'D JUNIPER DRAINAGE AREr?S * 1 00 -YEAR RAINFALL/RUNOFF EVENT * * ***** +i64 * *+44***** **** *** *** ** ***•* ***** *i'r� #**4 iF iF4r 4 *'.F at # ► # # *aF dF * *±F ------,--- .--- .--- ..—..........»---- r te------------ - - -- -- _.— . —,--- - -- -- ......_ --- �., USER SPECIFIED HYDROLOGY AND H MODEL INFORMATION: ---------------------------------------- �---------- - - - - -- ---- --------- - - - - -- USER SPECIFIED �1 4tYEiAE�t.1 -: 11�0.10i SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 10 -YEAR STORM 60- MINUTE lLNTENSITY(INCH /HOUR) _ ,350 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.400 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT - 100.00 ', -HOUR INTENSITY {INCH /HOUR) - 1.4000 SLOPE OF INTENSITY DURATION CURVE _ .5000 580 HYDROLOGY MANUAL "C "- VALUES USED ♦ .. v v i ♦ <, < « < , \ -,\ � ". v vi. . < < <i v v .'t, .') >. r�. Advanced Engine-ar;ng Software :AES) SERIAL No. 106091 V I - R. 7 -0 ```.ELr ",SE DPTE • -,'�0.'?I <";<<<<<«!<<<<<<«««« <<<< « <; < <<< » »Z >'; > > > » > > ? >'' > >> >: > >"'•y ), ; ,, > %> >> to FLOW PROCESS FROM NODE 14.80-TO NODE 14.90 15 CODE 4 :`= RATTGNA,L METHOD INITIAL SUBAREA ANALYSIS.' <:: ' � =�C�r, ACA. 9ACaT. S2LSCSACIC-- dr2Aa 3iZ9AOSiLRAa [�r'Zi.T... .�.G« 3si7'G �Gl �S��S��= �= �= c6�C =2 ASSUMED INI T IA.,,.SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL INITIAL SUBAREA FLOW- LENGTH = 800.00 UPSTREAM ELEVATION - 1313.50 '00.00 YEAR RAINFALL ' .1 1 z'E ^ISITYi SOIL CLi:SSIF!CATION iE COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT AREA RUNOFF! CFS - - 14. S., t� I fiL A REA(ACRES! -0 OT1 AL RUNG m = 3.3Q3 F ; ECF S , 24.87 i+#i!''Wa.•.Y74iF 1!+f•;3l9F #iii *'1l iF it R9F•iF iF'Yff iFYi *x9F 3iE iF �l� i4 �}:t'Y•if il-i�•3i'!F4 1t !'* *'i #�'ttl�'A'+ *f.' i� aF #tit FLOW PROCESS PROCESS FROM NODE '.4.5'0 TO NODE ;G.00 IS 2100E - 6 ": >- C�7tRPUTE STREETFLOW TRAVELTIPIE THRU SUBAREA- UPSTREAM ELEVATION - 1 - 0 1.50 DOWNSTREAM ELEVATION = _S2,90 52.90 STREET LENGTH: FEET . _ ;240.00 CURE HEIGTH(INCHE5 1 - S. STREET HALFwiDTI (FEET) - 50.00 STREET GEtOSSFf- .L cCi lr,�> = .0.201 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 8S.15 NOTE: STRE,=TFLOW EXCEEDS TOP OF CURB. THE FOLLOWINQ STR ETFLOW RESULTS ARE BASED ON THIS ASSU:•1P THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC. , IS NEGLECTED. ' T,REET FL0W0EP I H{ : EE I ) _ HALFSTREET FLOODWIDTH(FEET) = 2?.;; AVERAGE FLOW `JELOCITY(FEET / SEC. ! _ G.35 PRODUCT OF DEPTH &VELOCITY = 3.63 STREETFLOW TRAVELTIME( MIN) = _ .56 TC( MIN) = 32.74 100.00 YEAR RAINFALL !NTENSITY(INCH /HOUR) = 1.85S SOIL C IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8168 SUBAREA AREA(ACRES) = 75.30 SUBAREA RUNOFF(CFS) = 115.57 SUMMED AREA(ACRES) = 84.10 TOTAL RUNOFF(CFS) = 141.45 �✓ END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .85 HALFSTREET FLOODWIDTH(FEET) - 34.63 FLOW VELOCITY(FEET /SEC.) = 5.8.1 DEPTH *VELOCITY = 4.54 FLOW PROCESS FROM NODE 15.00 TO NODE 15.10 IS CODE = 6 >> > > >COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA < < <« UPSTREAM ELEVATION = 1182.80 DOWNSTREAM ELEVATION = 1177.60 STREET 1._ ENGT1 (FEE T l = 1 000.00 CURS HEIGTH(IINCHES) = 8. RE` :;A! Fi-. t0 TH . FIE I _. so.00 S ,EE i .. �': t>`v .;•I'f'iLit t.�'.: ��1. t'�_ "' .._<L SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME ;IMPUTED USING MEAN FLOW(CFS) = 146.64 THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMP THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL, THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET = 85 AVERAGE FLOW VELOCITY(FEET /SEC.' = 5.02 PRODUCT OF DEPTHWELOCITY = 5.12 STREETFLOW TRAVELTIME(MIN) = , 2.77 TO(MIN) = 35.50 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.89 SOIL C.1ASSIFICATION COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .6154 SUMMED AREA(ACRES) g 91.10 TOTAL RUNOFF(CFS) 151.84 END OF SUBAREA STREETFLOW HYDRAULICS: *4**** iF$ ***• frw********* 4****- *+ ** * +*yaE # #1F?!iE * #iF * * #i4 fF !f +t #f Vt i* *•F *3G #dF *it #§-k LOW PROCESS FROM NODE i S. i 0 T 0 NODE 15.20; I5 GODE = 6 COfl UTE STREETFLOW TRAVELTINE THRU SUBP,REA< '. . UP STREAM ELEVATTOff = 1177.80 DOWNSTREAM ELEVATION - Ii52.33 STREET LENGTH(FEET) = 1750.00 CURB HEIGTHiINCHES: 8 STREET HALFWID T H(FE =T) = 50.00 STREET i•ROSSFALL(DECiMt L ) _ . �32iu0 SPECIFIED NUMBER OF HALFSTREETS CARRYIiING RU14OFF = 3 * *TRAVELTIME COMPUTED USIN(3 MEAN FLGW(CFS) = 161.78 NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFL01.4 RESULTS ARE BASED ON THE ASSUMPTI N THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT I:� ALL FLOW ALC iC� i;E PARKWAY, LT��. , �� 14EGLE ! 5TREET FLOWDEPTH(FEET) _ .36 HALF: TREET FL OODWIDT H( FEET) = 36. AVERAGE FLOW VELOCITY(FEETISEC.) = 6.11 PRODUCT OF DEPTH, VELOCI : -, STREETFLOW TRAVELTIME(MIN) = 4.77 TC(MINI = 40-28 N A i(:0,00 YEAR RAINFALL 1lNTENSiT '.INCH /HOUR) SOIL CbtSSIFICATION 15 "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICTENT .8131 SUBAREA AREA(ACRES) = 14,30 SUBAREA RUNOFF(CFS) = 13.87 SUMMED AREA(ACRES) = 105.40 TOTAL RUNOFF(CFS) = 171.71 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .90 HALFSTREET F LOODWIDTH(FEET) = 36.88 FLOE! VELOCITY(FEET /SEC.) = 6.23 DEPTH*VELOCITY = 5.58 ��tx' ��•* x; �r::# �t�t•; rx��• �**• ��r�r�r*, r+ r�rx• �• r�'. x•; r�* �ti�ta* �t' �*' ��* �ri��tit* xx�� *�c�t�t *a�•�e *��r- r��•�� FLOW PROCESS FROM NODE 15.20 TO NODE 15.20 IS CODE = 8 l > >>> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <t:�;'< c= cc= .^.. - axaxx can= sCoaCCCCZx�C == �F:= C. ..=ccxq �.Zp= ocxxc :c= sac =s= �= o==== ^c �o 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.709 SOIL CLASSIFICATION 15 "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .8132 SUBAREA AREA(ACRES = 17.60 SUBAREA RUNOFF(CFS) 24.45 TOTAL AREA(ACRES) = 123.00 TOTAL RUNOFF(CFS) = 196.16 TC(MIN) = 40.25 - T- -1* *u• -t - *Ie t"f*tx ter+r. ►•f *er r*T - e �-e *r - -. yZ * *r -14*R< r**I**z* ;I --c_. - - • �t t*** FLOW PROCESIS FROM NODE 15,20 TO NODE 16.001 IS CODE = COMPUTE Pi^ER OW T RhvELTI ?SE T1'r ZUSAREA: : - >>>USING COMPUTER. - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) < <:" c------ - -]��- DEPTH OF FLOW IN S1.0 INCH PIPE IS 4i.8 INCHES FIPEFLOW VELOCITY(FEET /SEC.) = 15.8 DOWNSTREAM NODE ELEVATION - FLOWLENGTH(FEET) = 600,00 ESTIMATED PIPE DIAMETER(INCI PIPEFLOW THRU SUCAREA(CFS) TRAVEL TIME(MIN.) _ .63 1143.30 MANNINGS I ) S1.00 ?55.15 TC(MIN.) N = .013 DUMBER OF PIPES = = 40.91 S* # ')t >•fr # <•k x #x t, X „` #'X #it *, t x *t &* -.t* r< VT - r #FT .• %T. ^ - tR T* **r* xx t Y. --t, x ",- FLOW PROCESS FROM NODE. 16.00 TO NODE 16,'00 IS CODE = 8 V)1 ,UW Ytt7h( vtftl,vt r1LL tir' S Ctv: I �Zt;Ii_ °v:ASS IFTCATInN IS "H �__ MERCIAL QEVEI OPMENT RUNOFF SUBAREA AREA•:ACRES: - •1.70 TOTAL AREA(rtCF%E''_ - = 12 :. 7 0 IC(MIN1) = 40.9 COEFFICIENT - .B129 q- USAREA RUNOr;- ; .,F 9 r . 48 TOT R = 202.64 kr * +FiF # # } *)F9r #�E'3t �F 1F iF tF 3i• 1FiF lF *x?I- #at -i i• #iF * # # * * * if �-k$ # * *sii•l i49k•k iF iF•F # #{{ # *�+ * * *�.tk # *lFtiE# FLOW FROCESS FROM NODE 16.00 TO NO 16. 1 CODE - S ' "->ADDITION OF SUBAREA TO MAINLINE PFAY FLOW <:: 100.00 YEAR FRAINFALL 'rLNTENSITi`( INCH /HOUR) = 1.695 SOIL CLASSIFICATION IS "A" 001 lERCIAL DEVELOPMENT RUNGF•F COES=F`C, EN - .8 129 SUBAREA AREA( ACRES) = 4.i@ SUBAREA RUNOFF(CFS) _ 5. B5 TOTAL AREA(ACRES) = 131.80 TOTAL RUNOFF(CFS) = 1"08.25 TC(MIN) = 40.91 a'i. *�! *1ii1'•ftd!jF iF+F?F �F iF 9F *!} #iF 43f- kdl•iF iF iF #iM1 iF �F 3!it?tfi Y� #iF iF iF•1FA••F+!aF•1(•iF it #yt.E•fF;FiF?Ftii•.F ai•X !!•t .r #i. lb *•1F 1E # #jf jF FLOW PROCESS FROM NODE 16.00 TO NODE 13.00 IS GORE r , ADD!TiON OF SUBAREA TO ;MAINLINE PEAY FLO(v' :: < 100.00 YEAR RAINFALL INTENSI T ;'i INSCH/HOUR) - 1.69S SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .a129 SUBAREA AREA(ACRES) = ' SUBAREA RUNOFF(CFS) = 4.00 TOTAL AREA(ACRES) = 134.70 TOTAL RUNOFF(CFS) - 21 TC(MIN) = 40.91 Q iF it aF �• $ iF !F x iF it *!F iF i! 9t iF 1t 5t * iF'IF * *tit !E �t 4E dt 9E il' * # it •,F � *• t i1 r; iF 1F 9F iF iE dF !¢ * it & dF it # * it # a4 9f a/ 9F !F i! # #• ?F * 9! 3F * & i iF * i iF iF FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 3 » >X:COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA << «< ,.' ?: }JUSIliG COMPU T ER -EST! MATEO ?IPESIZE (N;ON- PRESSURE FLOW) l"' c mw.aosa= = = =SCC aS SSaa sc ca =e = =axe .ac. c c 4caccccac = cccc = � xm mm ccc = = = = S= __ _ =ac =.ac DEPTH OF FLOW IN 54.0 INCH PIPE IS 41.1" INCHES PIPEFLOW VELOCITY(FEET /SEC.) - 16.3 UPSTREAM NODE ELEVATION a 1143.30 DOWNSTREAM NODE ELEVATIONS = 1123.80 FLOWLENGTH: FEET) = 1::00.00 MANN7I`d6S N = .013 : :;.. ATEC PIFE DI €itMETE1 =: ii..1', 5+.00 ;`4U)SE.R , �F ,''_PFS PIPEFLOW THRU SUBAREA(CFS) = 212.29 TRAVEL TIME(MIN.) = 1.33 TC(MIN.) = 42.24 + t�� •�r�F�r * *+erri« *•��•�,� *•> ter** �c• ��* t* x: r�t•> F��+ t* �t* a�c�*•> k�tx*-> E* �r�r *�r��r *a��t��x�•��t��t * *�•�t *x� FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 8 .vUi i iLi.v 41i :]V onnLi, . L: , .t.11rL.s c . z_nr� L -w . . __ .- _____,- ....•.:��_�. -Ft�^. -�L s�cC.3�S�.lL ES arsaS^3 s.^- 5t'.:f Lta a �acmt = zc= _____��_�___ = =,^.3 Sasasa =T.9 100.00 YEAR RAINFALL INTENSiTY(INCH /HOUR) = 1.668 SOIL CLASSIFICATION iS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFI:IENT = .8123 SUBAREA AREMAG RES) = 3.30 SUBAREA RUNOFF(CFS) = 4.47 )TOTAL AREA(ACRES) - i,76&,00 T OTAL RUNOFF(CFS) _ 216.76 TC(MIN) = 42.24 • ��rxt�r�r��r�• �r�r�r��t,<-** ��rte�ar** �r��r�r* x• �r�-, r�*; t* �r�t�t��tr� •�t * *,<•��r�•��••>F�•ax� *r * * *�r�- �rat��r ** ?, >hUUI i 1LIN J; - '_iUu�t'lf?th _ rfiIiNLA' Nt t'tf;K t - LUW', ... . 1Ok.00 YEAR RAINFALL !NTEN5ITY(INCH HOUR = 1.E6S :)OIL � J ASSIFICATION as COMMERCIAL DE'''EL T RUNOFF COEFFICIENT = .812 SUBAREA AREA(AGRES) - 9.40 SUBARE6 t UNOFF' CFS , 1 .7 TOTAL ;F1EA(rst s Ew r 4 :. +:t 7, DTAL RI. =1a0FF ^C R . 229. Tr(1'11N) 42.24 * #tiFYiF i6 #iF ib # #il• #iE• < #sF#` #ii;ri4 # #ii di *it �F iFx9F *Y >iF.FY3t i, # *i- # 9F #iflF *it * #�F�} # #9F iF *:r *it #r *x } #dF °C3F *3tt# FLOW PPOCE:,S FROM NODE 17.00 TO NONE 1 2 .0 0 IS CODE f= >:- COMPUTE PIPEFLOW TRAVELTIME THiU SUBAREA< .: �. 'USING COMPUTER- ESTIMATED F APESI2E ( N011-- PRESSURE FLOW ),. - OEPTH OF FLOW IN 57.0 INCH PIPE 1S 41.0 INCHES FIPEFLOW VELOCITY(FEETISEC.) = 16.8 UPSTREAM NODE ELEVATION = 1123.80 DO WNSTREAM NODE ELEVATION = 1 1 12 . SO FLOWLENGTH(FEET) = 750.00 MANNINGS N = . ESTIMATED PIPE DIAMETER(INCH) = 57,00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUUAPEt?%' .FS) - 1 i RA'JEL T IME(MIN.) = .74 TC(MIN. i = 42.98 '�iY ?!'t # #i # # *iF * ±iF # #4 * #1F 1t?t1f?kt #it+f+i dF SF iw iE lt �t # i iF it iF # #iE;lf# *'alt it iF #i! * #ii iE 9t #iE # #tE 3!•it YlF #it ., # # * ## FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = C %- " >>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <: < << G asase im nt=== �== cmc= c S= CSCCa7C �asosoc =2 cC C"J' C= 5= �= �eS = = Si SS= SS1 .SS.::= CCS.�..'S= C= �sdSSr.S 100.00 YEAR RAINFALL iNTENSIT`t"(INCHJHOUR) = 1.E54 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8120 SUBAREA AREA(ACRES) = 7.00 SUBAREA PUNOFF(CFS) = 9.40 TOTAL AREA(ACRES) = 154.40 TOTAL RUNOFF(CFS) = 238.90 TC(MIN) = 42.88 R4t dF it # #iit it it 9E iF 9F?F eM iF 1t *iF$dt *!F?F #i4i[•iF 1F iF �t iF iF it aF #it iF #dF # #iF iF it ?t iF it 9F 9F # iF F 9FlFdE # # it ik4 aiF iE it # iF * #it �F aE It dt FLOW PROCESS FROM ;NODE 12.00 TO NODE 12.00 IS CODE = 8 >> > > >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <X< << 100.()0 YEI?R P.A.IN'FtiLL INTENSIT''I( INCH /HOUR) = 1.654 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .61 SUBAREA AREA(ACRES) = 14.30 SUBAREA RUNOFF(CFS) = i3.21 T OTAL AREA( ACRE` ` - 1 6 n RUNOFF(CFS` , _ '25 . 1 1 r . 71j 7 0T AL I TC(MIN) = 42.98 r, f4Y'iF #4+k!t }ice# # #dt• *dF # #,liF� # #it aF jt # #iF?(• 3t iE iF: 4#' JE dE #-t�lE *i'F� #Y�Ef4 #•It #'t �t$3F iF aE it dFY7F •iF t. +L #iF #?F -itY #r* i t.U4v F1 vr- Z+r C'h'Jli ",JVL. . - .Ud 1L LJL .-.-.. _..r ...!....i -_ ------------- - -.. - - - - -..- ----.....----."`.............-....»_.-._,----..... .........--------- ----- . -- - - -- > > >> ?DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE < <t« =- = = aari 3."19 sf Cei=- D.C= S9n -.S =BSS S - =BOSS BSS= y=- Y= 3SSC=- CaeCSCSS= i�a2 = = - ==� Sc e.SS= ® CONFLUENCE VALUES: USED FOR ?NDEFENDENT STREAM ; ARE; TIME OF CONCENTRATION(MINUTES) = 42.58 RAINFALL INTENSITY (It 6H.IHOUR) = 1.65 TOTAL STREAM AREA (ACRES) - 168.70 i w ti.ttll'i nuj nJ rt! iUJrLUCtii.L - �ZL3.1 i `1}PHTI5N6! METHOD INITIAL SUBAREA ANALYSIS • ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL FE � ^°[(LEN8TH**3>/<ELE08T1ON CH8NGE>2°°,2 INITIAL SUBAREA FLOW-LENGTH = /000'00 UPSTREAM ELEVATION = 1253,70 DOWNSTREAM ELEVATION = 1258.70 ELEVATION DIFFERENCE = 15,00 TC = .303°1( 1000.00°*3)/( 1S.00)]°"'2 ~ 11.127 100.00 YEAR RAINFALL INTENSITY(INUH/HOUR) = 3.251 SOIL CLASSIFICATION IS ~A° COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT ~ .6307 SUBAREA RUNOFF(CFS) ~ 21,06 - TOTAL AREA(ACRES) = 7.80 TOTAL GUNOFF`[FS) = 21.0S ° *+°*^+*^^°*****°*****°^** ,, ***a**v*a********y***+*°**********^*+°°*******°° FLOW PROCESS FROM NODE 1.10 TO NODE 4.00 I5 CODE = 6 ___ ------ ;">>>COMPUTE STREETFLOW TRAVELTIME THRU SUBHREH<(<<( UPSTREAM ELEVATION = 1238.70 DOWNSTREAM ELEVATION = 1155.50 STREET LENGTH(FEET) = 7 800'00 CURB HEIGTH(IHCHES) = F. STREET H8LFWIDTH(FEET) = 16.00 STREET CROSSFALL(DECIMAL) = '0200 SPECIFIED NUMBER OF HHLFSTREETS CARRYING RUNOFF ~ 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 171'84 ***STREET FLOWING FULL*** NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLlBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWOEPTH(FEET) = '94 HALFSTREET FLOODW1DTH<FEET> = 16'00 AVERAGE FLOW UELOCITY(FEET/SEG,) = 8.07 PRODUCT OF DEPTH&VELOCITY ~ 7.63 STREETFLOW TRAVELTIME(MIN) = 16-10 TC(MIN) = 27.23 100.0e YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.078 SOIL CLASSIFICATION IS ^H^ SINGLE-F8MILY(1/4 ACRE LOU RUNOFF COEFFICIENT ~ .688? SUBAREA HREH<6CRES) = 194'20 SUBAREA RUNOFF(CFS) = 281.99 SUMMED AREA(ACRES) = 202'00 TOTAL RUNOFF(CF5) ~ 303.05 END OF SUBAREA STREETFLOW HYDRAULICS: ..::EFzTH'FEET> ~ 1.2: -,:tLFSTF.EET FLOODWTDTH(FEET) ~ � FLOW VELOCITY(FEET/SEC.) = 10.09 DEPTH*VELOCITY = 12.23 °x************°*******a*a°yv***°**e*°*°**°******°*********°***r^***v � FLOW PROCESS FROM NODE 4.00 TO NODE 5'00 IS CODE = - - `'>)` PIPEFLOW TRAVELTIME THRU SUBAREA; DEPTH OF FLOW IN 60.0 INCH PIPE IS 47.8 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) =' 18.1 UPSTREAM NODE ELEVATION = 1155.S0 DOWNSTREAM NODE ELEVATION = 1138,00 FLOWLENSTH(FEET) = 1LA0.00 MANNINGS N = ,013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES ~ r�r�r�uw /nxu :uwnncn`�ro/ TRAVEL TIMUMIN') = 1.01 TC(MIN.) = 28.24 i-LOW PROCESS FROM NODE 5.00 TO ROUE J.@Q IS CODE = � PIPEFLOW TRAVELTIME THRU SUBAREA USING COMPUTER-ESTIMATED PlPESIZE !NON-PRESSURE . DEPTH OF FLOW IN 04'0 INCH PIPE IS 67.4 INCHES FIFEFLGW VELOCITY(FEET/SEC.) = 9.2 UPSTREAM NODE ELEVATION 1|38.00 DOWNSTREAM NODE ELEVATION = !136.70 FLOWLENGTH(FEET) = 500,00 MHNNING6 N ~ .013 ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = i PIPEFLOW THRU SURHRE8(CFS) = 303.05 TRAVEL TlME(MIN.) .91 TC(MIN.) = 29.15 , ~°+°#°*°***°° + ° i*°"°***+°***°*°*~~°°^~°°°°°°°°°°°°°°°°°**~.°~*^+-* * FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE ~ S ) : , .::ADDITION OF SUBAREA TO MAINLINE PEAK FLOW“/^< 100'00 YEAR RAINFALL INTEN5lTY(INOH/HOUR) = 2.009 SOIL CLASSIFICATION IS "H^ ( SIN6LE-FAMILY(1/4 ACRE L07) RuNUFF C8EFFI'LlENT = .6934 SUBAREA AREA(ACRES) = 21.30 SUBAREA RUNOFF(CFS) ~ 29'87 TOTAL AREA(ACRES) = 223.30 TOTAL RUNOFF(CFS) = 332,72 TC(MIN) = 29.15 ° FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = >>>))8DD2TION OF SUBAREA TO MAINLINE PEAK FLUW<(<<< === 100.00 YEAR RAINFALL INTENSITY(INCH/HOUH) = 2.009 SOIL CLASSIFICATION IS ^H^ SIN6LE-FHMlLY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6934 SUBAREA AREA(ACRES) = 19.50 SUBAREA RUNOFF(CFS) = 27.16 TOTAL AREA(ACRES) = 242'80 TOTAL RUNOFF(CFS) = 359.88 TC(MIN) = 29.15 °*************°******************°** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 3 / OF SUBAREA TO MAINLINE PEAK FLOW`<“; __---~_-- 100.00 ''.EAR RAINFALL INTENSITY<IQCH/HOUR> = 2.009 SOIL CLASSIFICATION IS ^8" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT � .8934 SUBAREA AREA(ACRES) ~ 4.80 SUBAREA RUNOFF(CFS) = 6.69 TOTAL AREA(ACRES) = 247.60 TOTAL RUNOFF(CFS) = 366'56 TC(MIN) = 28.15 Ow **°**°**°**vo*°*°a**°**+*****w***v*****°**a*v*°***°°*°*********aa* FLOW PROCESS FROM NODE 3.00 TO NODE 6.00 IS CODE ~ 3 >>/))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<%<.< }>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <((�� ~ DEPTH OF FLOW IN 63.0 INCH PIPE IS 47.2 INCHES rif'EFLuw .rcL .._Lu. UPSTREAM NODE ELEVATION = 1136,70 DOWNSTREAM NODE ELEVATION ~ 1124.00 r' ir%i LUW i ilKU :rQ'nftttt t! t L:# - `.+ ! ;_jb0 . n TRA(jEL TIME N. _ .49 Tom! M1 #ss *max *itktArar ?r *x * * *k *i*sa at` *tt l49E 3k 431! * *i�iF iF, tnxit** ar �. t�* * # *!t * *R * * #tarxx *+r3 *r * x t * i5* i = tvw rROCES:, FROM NODE _.00 TO `yi1L7 6.00 IS CODE *ADDITION OF SUBAREA TO MAINLINE YEAS; FLOW, . . !00.00 YEAR RAINFALL INTENSIT'i t INCH HOUR 1 . 932 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8184 SUBAREA AREA( ACRES) = 14.:0 SUBAREA RUNOFF' CF ) %3.: T OTA�_ r";REA( ACRES) = 26 1 . TOTAL RUNOFF (Ct S) = 369.88 * * * *if * * * * * * *!!*►�t�ii*ib * #ir 1l ie lF dt * * di'k * *:�7F *dt *x * * * * aY it * *�F ** *fF iF'k *tom *9E *7Ft9F + * * * *k * * * *$ *# FLOW PROCESS FROM NODE 6.00 TO N =ODE 7.00 IS CODE i ? >;COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<,:,<< :.s >USiNS CiiMPUTE1?- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)*,,', I)EPT1.1 OF FLOW IN 75.0 INCH PIPE IS S5.S I NCHES PIPEFLOW VELOCITY'( FEET/SEC .) - IE.9 UPSTREAM NODE ELEVATION = 1124.00 DOWNSTREAM NODE ELEVATION = 1118.90 FLOWLENGTH( (FEET) = 550.00 MANNINGS N .013 ESTIMATED PIPE DIAMETER(INCH) = 7S.00 NUMBER OF PINES = i PIPEFLOW THRU SUBAREA(CFS) = 389.89 TRAVEL TIME( MIN.) - .58 TC( MIN.) _ :30.22 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = $ r >> > >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< < < <: ' Y. tC%? i___...__.--- ._= =C.FC.Z.^t = ..Tn'A.^i,T.i. .^L SG C.`C. =�9?S SLJC iS Ti .S C'•1' S_�JS _C_______.__- _----- ___C' - 3 =C == =L6 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.973 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8191 SUBAREA AREA( ACRES) = 2.20 SUBAREA RUNO1"F(C;=S) 3.5s TOTAL AREA(ACRES) = 264.10 TOTAL RUNOFF(CFS) = 393.43 TC(MIN) = 30.22 *$*** ** * ** kit***! t* 4#******4********** ** ** * * * * * ** ** * * * ** * * * * **** 4.,iii * * +.t it * * *it # ** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 3 X�>? COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<<< ?` >?>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)< <: <<; DCPT1- OF . ;..OW IN 77 c.0 TNCH PIPE I° 57.0 INCHES � .. "w 1 , t"Ul.L i;%rcZ: ., w r i,. • - i.... UPSTREAM NODE ELEVATION = 111$.90 DOWNSTREAM NODE ELEVATION = 1118.00 FLOWLEN6TH(FEET) = 100.00 MANNINGS ESTIMATED PIP DIAMETER( INCH) = 75.00 PIPEFLOW THRU SUSAREA(CFS) = 393.43 TRAVEL TIME(MIN.) _ ,.. TC(MIN N .013 NUMBER OF F IFES = = 30.32 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 8 !00.00 YEAR RAINFALL lHTENSITY< INCH/HOUR > = /.969 COIL CLHSSIFICATIOH lc ^ COMMERCIAL DEVELOPMENT RUNOFF C8EFFTCIENT .S�81 SUBAREA 6,QEH(HCRES> ~ |'70 GUBGREA RUNOFF(CFE-: 2 .74 TOTAL t�RE8!6CRES) ~ 265.80 TOTAL RUNOFF(OFS 8G.i7 TC��IN� � 30.3 Z °°**°°°*** FLOW PROCESS FROM NODE 8.00 TO NODE 8,08 IE_ CODE = � ------------------------------------------------- E PlPEFLGW TR8VELTIME THRU SU8hRE8<<,`i< 0011P0TGR-E6T[MATE0 PlFESIZ� (1 FLOW),`. � 2EPTH OF FLOW IN 30.0 INCH PIPE IS Gg.G INCHES' pIPEFLOW VELGCITY(FEET/SEC,) = 10'8 UPSTREAM NODE ELEVATION ~ 1118.00 DOWNSTREAM NODE ELEVATION = 1116.S0 FLOWLENGTHk FEET > ~ 4 50 ,G0 M�NNINGS �1 " ESTIMATED PIPE DIAMETER(INCH) = 80'00 NUMBER OF PIPES � | pIPEFLOW THRU SUBHREA(CFS) ~ 396'17 TRAUEL TiME(M = .GS T[(MIN.> FLOW PROCESS FROM NODE 9'00 TO NODE S'@0 IS CODE = 8 ------------------------------------------------------------------------------ >}>: OF SUBAREA TO MAINLINE PEAN FLOW�<<<< 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) ~ |.947 IDIL CLASSIFICATION IS ^8^ COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8177 SUBAREA AREA(ACRES) = 11.50 SUBAREA RUNOFF(CFS) = 18.31 TOTAL AREA(ACRES) = 277.30 TOTAL RUNOFF(CFS) = 414'48 FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE ~ 3 ---------------------------------------------------------------------------- ))>}�CUMPUTE plPEFLUW TRHVELT2ME THRU SUBARE8<<{<< >>>>)USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW>((<<< DEPTH OF F]LOW IN 84.0 INCH PIPE 1 54.S: INCHES FIpEFLOW VELOCIT /(FEET!IFEC./ = /�.' UPSTREAM NODE ELEVATION = 1116'50 DOWNSTREAM NODE ELEVATION = 1115.30 FLOWLEHGTH(FEET) 12ZS.0"A ANN INGS ESTIMATED PIPE DIAMETER(INCH) = 84.00 PIPEFLOW THRU SUBARE8(CFS) = 414,48 TRAVEL TlME(MIN.) - '29 TC(MIN,) N 073 NUMBER OF PIPES = 3{'30 FLOW PROCESS FROM NODE 10.00 TO NODE 10'00 IS CODE 8 ------------------------------------- - --------------^-~--------------------- � IDN OF SUBAREA TO MAINLINE PEAK FLOW�<<�< �- 100'00 YEAR RH{NFALL TENSITY(INCH/HOUR) 1'9- SOIL CLASSIFICATION IS ^8^ SUBAREA AREA(ACRES) 3.30 SUBAREA RUNOFF(0FS) ~ 5'23 TOTAL AREA(ACRES) = 280.60 TOTAL RUNUFF(CF5) ~ 418.71 40 *# t* 3F% t itirr- kyt- +?e:t;tX- 3t3r+4 -,bi Ript:tsit4i iF: ii+ r^ e�iFx�l iF' M?F, EiztfxxasfiYirxtatr?F+ *fi #�` - �w e49tit FLOW PROCESS FROM ;NODE i ti .x10 i 0 NO 0) 1 t .00 I'S �_OMPUTE F I PEF L%W T FSri�1EL T i E THRU :;UBnnE. , - '`USING COMPUTER -ES; "lliTED ;`IPESTZE !f- , F.0 DEPTH OF } LOW IN 96.0 INCH PI IS 76.8 INC HES PIPEFLOW VELOCITY( FEET; SEi:.) = 2.i UPSTREAM NODE ELEVATION = '11 G.3 , ;Z , DOWNSTREAM ,MODE ELEVATION = : 1 1 d 50, FLOWLENGTH(FEET) = 31 MANNINGS N = .013 E5 T I1IATED PIPE 016METER( INCH) = 96.00 NUMBER OF o ; PES = a PIPEFLOW T HRU SUSAREA(C,FS) 4 TRAVEL TIME( MIN.) = 56 TC( MIN. i FLOW PROCESS FROM, NODE 11.00 TO NODE 11.00 IS CODE = S , :" )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW":< ..=C- c, ..'^...^..CC CR= CSSS�^.G C. 3T SXR. �...--. �- ...--- •�- �--- AC =.:= CCG� =RCC =' �C��== . _� .--- === =F;CG� 100.00 YEAR RAINFALL IiNTENSIT'r( INCH, HOUR) _ ?.'9321 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPIMENT Ri1NO'FF COEFFICIENT - .8173 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF;CFS) 5.13 TOTAL AREA(ACRES) = ;63.90 TOTAL RUNOFF:CFS) = 424.89 TC(MIN) = 3i.863 *�r # *iF,t�t+tat;t,r�t�r *it atarart�t�t +�t��r�+��it�t��ti� * * * *�P�t+ eat * *�t�t,tar��tat�r�;t,Fr* apt * *�r�ritiEitatit * #it *�rt� - ** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 3 ----------- - - - - -. -------._..------------_____--- _------ _----------- ____- - - - - -_ >>>>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<< << >> >>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <:. <<< .7Cxc = =coa.x st CC ai less ssm3aaa :CYO. ='LC OG.�c7�4CCCC.:C t.Smsci cxs^.3« CCC- ..CRC ='.&CFC - C. a =::- cc�C�C. - �. ,`�.ps DEPTH OF FLOW IN 81.0 INCH PIPE IS 66.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 13.6 UPSTREAM NODE ELEt;ATIOiN = 1114.30 DOWNSTREAM NODE ELEVATION = 1112.SO FLOWLENGTH(FEET) = :00.00 MANNINGS N .013 ESTIMATED PIPE DIAMETER(INCH) = 81.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 424.89 TRAVEL TIME(MIN.) = .37 TC(MIN.) = 32.23 if********** ****; t**** t#** *it*** ** * ** **+t*****;r** ff** ** *.t*it*** *it*** ****** *** * *** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = i >> >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<i: '. > > >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES< ,, < OnNFLUEIN.CE VALUES UcEED FOR INDEPENDENT STREAM 2 ARE: to 3 A i I V U. L_ V L 1 l ii n I z_. 7� 1 i" 1.4 V i L.... _ .I .- ,- RAINFALL INTENSIT-Y (INCH. %HOUR) = 1.91 TOTAL STREAM AREA (ACRES) = 2-83.80 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE 424.89 CONFLUENCE INFORMATION: STREAM RUNOFF 1.10E INTENSITY NUMBER (CFSI (MIN.) (INCH /HOUR) 1 253.11 42.98 1.654 2 424.89 32.23 1.510 ru�rKLfLwkba:/ ubLU �-Un Z b/xtillnb, VARIOUS CUNFLUENCED RUNOFF Y;-,LUE'5 ARE 65 FOLLOWS: 636.00 618'40 'COMPUTED CONFLUENCE ESTIMATES- ARE 655 FOLLOWS: RUNOFF<CFE) = 526.00 E(M[NUTES 4Z.9 TOTAL ARE6`8CRES) = 45rZ.GG FLOW PROCESS FROM NOOE !Z.00 TO NODE \4,00 IS CODE = 3 -------------------------------------------- "�>/>�OOMPUTE PlPEFLOW TRAVELTlHE 7HRU SU8ARE8 >%USIN8 COMPUTER-ESTIMATED PIPESIIE (NON-PRESSURE FLOW)��'� DEPTH OF FLOW IN 102'0 INCH PIPE 15 73i6 INCHES plPEFLOW QELOClTY(FEET/SEC.> = 14.5 JPSTREHM NODE ELEVATION = 111C.50 DOWNSTREAM NODE ELEVATION = 1108'50 FLOWLENGTH(FEET) = GOO.00 MHNNlNGS N ~ .013 E:�TIHHTED PIPE O7HMETER(INCH) = 102.00 NUMBEF 0F FIPE5 ~ i PIFEFLOW THRU SUBAREH(CF'S) S12G.00 TRAVEL TIME(HIN.% .70 TC<MIN.> ~ 43.G9 ,*°****°*°**°*a4**°°*°**°°*******+*^***°*+°*+*+°***°**°+*+»++*°°*~°+°**°*°*° FLOW PROCESS FROM NODE 14'08 TO NUDE 14.00 IS %CODE = � ____________________________________________________________________________ ��>>)HDOITlON OF SUBAREA T0 MAINLINE PEAK FLOW{�{<< 100.00 YEAR RAINFALL INTENSITY(INCH/HUUR) 1.641 SOIL CLASSIFICATION IS ^A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .8117 SUBAREA AREA(ACRES) 8.10 SUBAREA RUNDFF(CFS) = 10.75 TOTAL AREA(ACRES) = 460.70 TOTAL RUNOFF(CFS) = 636.79 TC(MIN) = 43'68 FLOW PROCESS FROM NODE 14'00 TO NODE 14'00 IS CODE 8 _----------_---_----__---------------__---__--__-__-___---_-----__-__--_-_-- >>>)}8DDITION OF SUBAREA TO MAINLINE PE8k FLOW<<<<< 1O0.00 YEAR RAINFALL INTENSITY<INCH/H0UR> = 1.641 SOIL CLASSIFICATION IS ^H^ COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = ,8117 �U28R i:" FfE CRE 3.S0 "nU8AREH TOTAL AREA(ACRES) = 470.38 TOTAL RUNOFF(UFS) ~ 648.S7 TC(MIN) = 43.69 FLOW PROCESS FROM NODE 14.00 TO NODE 20.00 IS CODE 3 -_-___-----_----_-_-_-_----_--___--_---___-----_---____-__-_-_-__----____--- F Luw ', oLL.I.,c 1 �'no ::,u0nn�:` . >>>>)USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<^,/<< DEPTH OF FLOW IN 1?0'0 INCH PIPE IS 81.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.1 � - UPSTREAM NODE ELEVATION ~ 1108'S0 DOWNSTREAM NODE ELEVATION ~ !|09.OW FLOWLENGTH(FEET) = 2SQ'00 MHNNIN8S N = .013 -- PIPEFLDW THRU SU8AREH(CFS) = 649.57 TRAVEL TIME(MIN,) ~ '41 TO(MIN.) FLOW PROOE-SS FROM NODE 20 0 TO N0DE �Q.QG I� CODE = 8 ---------------------------------------------------------------------------- -ADDITICIN OF T6 -NAINLINE PEAK FL3W'�.' . i00.00 YEAR RAINFALL INTENSITY(INCH/HDUR) ~ J.E33 "0IL Cl 6SSIFICATION 1.5 ^A^ COMMERCIAL DEVELOPMENT RUNOFF CDEFFICIE""IT ~ '�l|5 SUBAREA AREA(ACRES) = 1 SUBAREA 9UNOFF`CF5> = 25.24 TOTP.L �REH( ACRE S 490'10 TOTAL RUNOFF{CFS} = G75'8| TC(MlIN) = 44,im FLOW PROCESS FROM NODE 20.00 1 'NODE 21'00 IS CODE ~ 5 - ---------------------------------------------------------------------------- �/>)l TRAPEZ0IDHI-CHANNEL FLOW<<<<< >>>i>TR8UELTIME T�RU SUB�REH<{�<< UPSTREAM NODE ELEVATION = |i0G,8 DOWNSTREAM NODE ELEVATION = 1037'39 CHANNEL LENGTH THRU SUBAREA(FEET) = 1275.00 CHANNEL BASE(FEET) ~ 10.00 ^Z^ FACTOR = i.50G M8NNINGS FACTOR = .015 MAXIMUM DEPTH(FEET) CHANNEL FLOW THRU SUE3ARE.A<CFS) = G75.81 FLOW VELOCITY<FEET/SEC> = 14'41 FLOW DEPTH(FEET) TRAVEL TIME(MlN.i = 1.47 TC(MIN' , = 45.57 FLOW PROCESS FROM NODE 21.09 TO NODE 21.00 IS CODE >>>>)DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE{<<<{ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) ~ 45.57 RAINFALL INTENSITY (INCH./HOUR) = 1.61 TOTAL STREAM AREA (ACRES) = 490'10 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 675 FLOW PROCESS FROM NODE 29'00 TO NODE 28.00 IS CODE 2 -___-__--_-----_---------__-------__-_-_-_-____-___-_-----_--_-----__----_-_ }��)>R�TIONHL METHOD INITIAL SUBAREA HNALYSI6�r{( ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT 1S COMMERCIAL TC = k°[<LENSTH°*3>/(�LEVA TIO� CHANGE>]*°.2 INITIAL SUBAREA FLOW-LENGTH = 1400.00 UPSTREAM ELEVATION � 1245'00 DOWNSTREAM ELEVATION = 1230-00 ELEV�TION DIFFERENCE = 15'00 /" � 'Ju-I+L` i /'` : '�'-'^ 100.00 YEAR RAINFALL INTENSITY(INCH/HDUR) = 2.938 SOIL CLASSIFICATION IS ^H" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .8286 SUBAREA RUNOFF(OFS) ~ 28."s ( TOTAL AREA(ACRES) ~ 11.60 TOTAL R8NDFF(CFS) 28,2S ~-°`�-_`I �°~°°°°`�*°*°°_°°°~".°~~`�°-�,°* �-"~,``=`, , ,^--,'.^k_,,'' -'._..' . FLOW PROCESS FROM NODE 28.00 TO NODE 27.00 15 CODE = 6 tJ!";i 1 Ktfi s tLt` 61 1UN = 4jo, Wo UUW!J5 rSt"'I'! Z.L.tW1', 1U1V = : i I -. Ltcl =•T :EE" :..EIN6TH.(FEET) = 1'S0.0 CURB HE15TH= iNt,HES - R. -TREET s-iFiLFWIDTH(FE T) = i6.0-0) STREET CROSSFAiLL = .0` 1PECIFIED NUMBER OF HALI=STREE.Tu CARRYING RUNOFF = - I RAVELTIME COMPUTED v5ING MEAN FLOW(OFS) = 44.S5 - S FLOWINO FULL' ** v0TE: ST-EETF:_!?W EXCEEDS TOP OF CURB. THE FOLLOWING „ T REE T FLOW RESULTS ARE 2PS ON THE ASSU14PT TON THAT NEuLiBLE FLOW OCCURw O UTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IT NEGLECTED:. STREET F LOWDEPTH ( FEET) HALFSTREET FLOODWIDTH(FED:T) r i AVERAGE FLO14 VELOCITY(FEETA / SFC.) = 5,07 PRODUCT OF w'EPTH&VELOCITY = 2. 'STREETFLOW TRAVELTI'ME( MIN) = 4.44 TO (MIN) - 1 e. 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.552 SOIL CLASSIFICATION IS "A' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8254 SUBA AREA( ACRES) = 15. So SUBAREri RUNOFF t CFS) - 52.6S SUMMED AREA(ACRES) = 27.10 TOTAL RUNOFF(CFS) = 60.80 END OF SUBAREA STREETFLOW HYDRAULICS: QEPTH( FEET) = .5 i 14ALFSTREE F'LOODWID +'H( FEET) = 16- FLOW VELOCITY(FEET /SEC.: = 5.71 DEPTH *VELOCITY = 3.4 .F f iE iF iE >F 3F iF >f iF it iF iF iF i't iF # iF 4 •1r iF iF iF iE { il• iF ! iF iF dh dF iF iF •If ih iF fF aF •1(. iF s4 iF # iF tF ik .F iV 34 Y ik * tiF iF iF 'e it .1 tit ii 's t >r * iF * iF iF # 3 FLOW PROCESS FROM NODE 28.00 TO NODE 27,00 IS CODE = 2 > >'-> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< <%X 100.00 YEAR RAINFALL INTEN5ITY(INCH /HOUR) = 2.552 SOIL CLASSIFICATION IS "A" SINGLE- F8MILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7268 SUBAREA AREA(ACRES) = 10.50 SUBAREA RUNOFF(CFS) = 19.47 TOTAL AREA(ACRES) 37.60 TOTAL RUNOFF(CFS) TC( MIN) - 18.06 x***;# i�•***+ �; t** iiF** �• �. rt *t.�iri�ifiE *i► * *iF;� *�i�iFx *; cif+* fi�iti E** �o-�r *i<� +iE * *� * * * * *� �« �ri� *i� *+� FLOW PROCESS FROM NODE 27.100 TO NODE 26.00 IS CODE - 6 >;-r:;COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA•:`,<< UPSTREAM ELEVATION = 1212.00 DOWNS ELEVATICN = i190.00 ._ - --- E: ...i INGT � 1 F E T . .1 - 0 a "I'- FI B 1a E G t H i' S.'". S STREET HALFWIDTH(FEE1) = 16.00 STREET CROSSFALL(DECIMAL) _ .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 2 r *T R , L TI E i PUTE0 L lSIT i^ 'EA14 FL 04!( CPC = 94•. i 8 AJEL. �1 C;;i1. � � �_•.Ru � �.. .� � ** *STREET FLOWING FULL * ** NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. i `trl i : a , f1: -L r -l:W CILUNb i 1 r rint%WN r , i C.. , . .cti;i_c I s STREET FLDWDEPTH(FEET) = .73 HALFSTREET FLOODWIOTH(FEET) = 16,00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.53 PRODUCT OF UEPTH&VELOCITY = 4.76 STREETFLOW TRAVELTIME(MIN) = 4.98 TC(MIN) = 23.03 100.0+0 YEAR RAINFALLLNTENSIT`i'(INCH /HOUR) - 2.260 P ;,)lL Ii it :. ILiv I ri COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8222 SUBAREA AREA(ACRES) = 14.50 SUBAREA RUNOFF(CFS) 27.68 u._ r In t r r c t J -- . r e it �, t, r a 1 Ilk L�. L 1 3 1. V V 4l W I V 1 i: I 1 l.....: i - . Q. ql xi FLOW i:CLuCITY(FEETiz=G. ; - o". 50 G;:PTH* VELOCITY' .: el FLOW PROCESS FROM NODE 27.0a TO NODE 26.00 IS CODE - 8 . ADDI T ION OF SUBAREA TO MAINLINE PEAK 100.00 YEAR RAINFALL Ii'JTEN5iT1', I;1CH /!iCIUR : _ ",:Sir SOIL CLASSIFICATION IS "A" SINGLE- FAM"IL)'(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7 :SUBAREA AREA(ACRE8) = 11.90 SUBAREA RUNOFF(CFS) = 19.'•1 TOTAL AREA( ACRES) = 64.40 TOTAL FUNOFF; CFS' - 1 27. 15 TC(MIN) - 43 .03 JI' il•' k 3fifiFif# it# itdF**## iF�'*### i!' 1F* jF## 9k* iF# 9F' iN9' rit## il'###. lF�F 1F3###•# i# # #if�F * # * #iF # ##iF # * iF�t:Y#* FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 1 CODE = -3 >:�f> >ADDITION OF SUBAREA TO MAINLINE PEAK FLQW< <<,< - 100.00 YEAR RAINFALL iNTENS;TY( INCH /HOUR) = - SOIL CLASSIFICATION IS "A SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7108 SUBAREA AREA(ACRES) _ 1 16.60 SUBAREA RUNOFF(OFS) _ ::9.W7 TOTAL AREA(ACRES) = 83.00 TOTAL RUNOFF(CFS) = 1S7. TC( MIN) = 23.03 * * # * * # * * * # s+��* are+ r*• �ar�rk��r�r�r�r* ��* �r�t�x��r�r�r! r�rtr; r+ r*+ rrtx, �r** xa�� +r�rx�r�t *tf� #��r * # *�c *,��r� FLOW PROCESS FROM NODE 46.00 TO NODE 25.00 IS CODE = 6 L ------------------------------------------------------------------------------ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA «C:< caxoxaiersxrxaacvcn = = == re= aaamscstvsmsc�= sa= m= xaeacz��asazgaac aGai3i sssse seesaxne caaza UPSTREAM ELEVATION 1190.00 DOWNSTREAM ELEVATION = 1166.00 STREET LENGTH(FEET) = 1650.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 16.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 * *TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 170.32 ** *STREET FLOWING FULL *** NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE RASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED, STREE T LC1W EF ,; FEET . SS HALFSTREET FLOGDWIDTH(FEET) = 15.00 AVERAGE FLOW VELGCITY(FEET /SEC.) a 8.80 FPODUCT OF ,gip T >I &VELOCITY STREETFLOW TRAVELTIME(MIN) = 3.13 TC(MIN) = 26.16 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.120 SOIL CLASSIFICATION IS "A" 10 -r- rill iii f 1 , 4 f9�_ lG '- J , SUBAREA AREA(ACRES) = 18.S0 SUBAREA RUNOFF(CFS) = 27.52 SUMMED AREA(ACRES) = 101.50 TOTAL RUNOFF(CFS) - 184.SG END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .9i '-1ALFSTREET FLOODWIDTH(FEET) = 1S.w0 FLOW VELOCITY(FEET /SEC.) = 9.21 DEPTH *VELOCITY 8.34 .+ f rw•:.asrR, roc, tra *r *ax *xtr�!xrrtaxx : ^.. r,. r � • .. :. 1 ,r x x x nx ..x x .. > xr a rr. r x e := .. FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 8 IVY). WW ,ttl: ^rl Im,'ILL /m'cnZIII//`imtrl/nuun/ ^ .'/^w SOIL CLhSSIFIC8TIDN IS `A" SINGLE-FAMILY( 1 /4 ACRE LOTI RUNOFF COEFFIC�IENT SUBAREA ACRES ) = 7�3,4N SUBAREA RUNGFF(GFS) = 49.S9 TOTAL AREHfACRES> 134.50 TOTAL GUNDFF(CFS) 3 4.�� TG(MIN) ~ 26.!S FLOW PROCESS FROM NODE 25,00 TO NJODE- 4.00 IS CODE F ---------_---__---_____------__--_-__-__---_--_--_--_------__-_-__-_----____ >>)>)CUMPUTE STREETFLOW TR8VELTIME THRU SUB8REH�/<(< UPSTREAM ELEVATION ~ 1168'00 DOWNSTREAM ELEVATION ~ 1|52.00 STREET LENGTH(FEET) 1000.00 CURB HElGTH(I1 = G. - STREET HHLFWIDTH(FEET) ~ 16.00 STREET .02'00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **THMVELTIME COMPUTED USING MEHNN FLOW(CFS) = 242.27 —STREET FLDWING FULL*** NOTE: STREETFLOW EXCEED� TOP OF CURB. THE FOLLOWING S7REETFLDW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLI8LE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL— THAT IS, ALL FLOW ALONG THE PARKWAY, ETC,, 15 NE6LEC7Ej7;. STREET FiOWOEPTH(FEET) = 1'02 HALFSTREET FLOODWiDTH(FEET) = 16'00 AVERAGE FLOW VEL0CITY(FEET/SEC.) - l0'iB PRODUCT OF DE9TH&0EL OCT TY 10'41 STREETFLOW TRHUELT2ME(MIN) = 1.64 7C(MIN) = -77.80 100,00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2'057 SOIL CLASSIFICATION IS ^8~ SINGLE-FAM1LY1114 ACRE LOTI RUNOFF COEFFICIENT ~ .1971 SUBAREA AREA(ACRES) ~ 11'20 SUBAREA RUNOFF(CFS) = 16'06 SUMMED AREA(ACRES) ~ 146'10 TOTAL RUNOFF<JFS> = 260'31 END OF SO88RGH STREETFLOW HYDRAULICS.'. DEPTH(FEET) = 1.04 HHLFSTREET FLUODWlDTH(FEET) = 16'00 FLOW VELDClTY(FEET/SEC') = 10'25 DEPTH*UELOCITf = 10'68 FLOW PROCESS FROM NODE 24'00 TO NODE 24.00 IS COOE = 8 ------------------------------------^-----~--------------------------------- �}>%'>ADDITIUN OF SUBAREA TO MAINLINE PEAK FLOW</\<�< 180.00 YEAR RPINF8LL INTEN5ITY(lNCH/HGUR) = 2.057 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT ~ .7430 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUN0FF(CFS) = 30.56 TOTAL AREA(ACRES' �SG.1 TOTAL RUN8FF(CFS) TC(MIN) = 27.80 rLuw wvuc muuL �—LC- - ^ _-------_---_-__-- -------------------------------------------------------- >}>>>CDMPUTE STREEJFLOW TR8VELTIME THRU SU88qEH<<<<< UPSTREAM ELEVATION ~ 1152'30 DOWNSTREAM ELEVATION S'ZQ � STREET LENGTH(FEET) 1350.00 CURB HEIGTH(INCHES) = S. STREET HALFWJOTH(FEET 16.00 STREET C@OSSFHLL<DGCIM8L/ ~ '0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF � 2 ~ "w/ru/cu �,oi/vo ***STREET FLOWING FULL*** NOTE; STRE2TFLOW EXCEEDS TOP OF CURB. i Nr;1 J, t";-L , i-VW flUutr7 1:�� -! REE T C' LOWDEP T Hi FEE T) - i . 1 f1 HALFSTREET FLOODWIOTH(FEET = 16. AVERAGE =LOW VELOC.LT : ; FEET; SEC .) - 1 ? . 43 PRODUCT OF DEPT x- &UEL0 STI REETFL;OW TRAVEL T IME( MIN) = 2. I S T i,(T1it'v) - 29.95 00.00 YEAR RAINFALL :NTEN4ITY(INC i /HOUR) = 1 . 951 SOIL :CLASSIFICATION IS "A" SINGLE - FAMILY" 1 /4 ACRE LOT) RUNOFF COEFFICIENT = . E913 SUBAREA AREA( ACRES) = 9.30 SUBAREA RUNOFF( CFS) - "Z.74 SUMMED ARE A( ACRES) = 1 40 TOTAL RUNOFF(E:FS = 293,61 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH( FEET) = i . i 6 HALFSTREET FL;JODWID'; H( FEET , - 6.03 FLOW VELOCITY(FEET /SEC.) = 10,4" DEPTH* VELOCITY = 12.08 'k'1F # 9F'l iF iF 1F & iF ! jt ik iF 9F ik # k aF dF it iF '� iF iF '1F 9F •1F J! it * # iE 3F f i! 'k R +f i! # # ?f it i1 dt it # # E dF ik 1F '} iV iF r! $ iF iF * !F * 'J! # eF * # iF Y! ';F !M iF aF �r FLOW PROCESS FROM NODE 23.+30 TO NODE 23.00 IS CODE _ :-» >>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW•; < :-: o= 3c c= = c=s == xo ccx= ovo= • "" mnn,rcma[sas = c= ocec = = =a = o - - -_ -_ - .-- _- camaao 100.00 YEAR r AIN�ALL I11 T ENSITY( INCH /HOUR; - 1 .9S i SOIL CLASSIFICATION IS "A" CONDOMINIUM DEVELOPMENT RU NOFF COEFFICIENT = ,7 0 _9 ?,UBAREA AREAS ACRES) _ 24.50 SUBAREA RUNOFF(Ci S) = ;°,5. c7 TOTAL AREA(ACRES) = 1 99.90 TOTAL RUNOFF(CF'S = _3'2 TC (MIN) = 29.95 �c**+* �* �r* �* �r***+* �* �r�a�+ rxar•* ��r�+ �r�r�r* �rrr*** s�s�rr��r��t* ��+► �r ;r�t�r��:� * *s�t+rxr� *�r��tx� ** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = D -- ----------------- - - - - -- --- -------- ----- ---------- __-----_.._---------_--- >i» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « < <C - 3-- �- _-- _.- .5-- .'a - - -x i--- x- _Z--- _- 9�= S9i.�i. 2 i73T..w ✓w C.:.�r wT..�3- .= xC= C�� .�Gi ...�__ - -. _.-.� :x.S� 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.961 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8183 SUBAREA AREA( ACRES) = 8.00 SUBAREA RUNOFF( CFS) = 1 2.97 TOTAL AREA(ACRES) = 207.90 TOTAL RUNOFF (CFS) = 342.45 TC(MIN) = 29,55 FLOW PROCESS FROM ..ODE 23. TO NODE 23.00 IS CODE G >>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA < < °,( a= o== a= c== a= a =ec =a Sae.. ¢= c= cc.x=== ee=== ce�ecs anc ac�eassx. a�= asawaa. -ecsac saacc a+rz UPSTREAM ELEVATION = 1135.00 DOWNSTREAM - ELEVATION STREET LENGTH(FEET) = 1350.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 16.00 STREET CROSSFALL(DECIMAL) _ .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 ** T RAVELTIME COMPUTED: USING MEAN FLOW( CFS) = 34.8.57 - . * * ;;inCti t'LVv31iVi7 1 °+ -,•' NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., i S NE6LECTED. STREET FLOWDEPTH(FEET) = 1.24 HALFSTREET FLO(WID T H(FEET) = 16-00 AVERAGE FLOW VELOCITYIFEET /SEC.) = 11.37 STREETFLOW TRAVELTIME(MIN) - 1.98 TC(MIN) T 31.93 0 J IILVLC rr,1't }L, s % I e •t rl%,(kL. L.;.! I . 14U 1 - "-I . - 41..1.. SUBAREA AREA:ACRES) = 9.30 - SUBAREA RUNOFFiCFS) SUMMED 6REA( ACRES) _ 217.20 TOTAL RUNCiFF(CFS } = 04.62 END OF SUBAREA STREETFLOW HYDRAULICS DEP T i'( FEET) = 1 .24 HALFS T REET FLOODWIsDTH(FE =T ) = 16.00 FLOW VELGCITY(FEET /SEC .) - 1 i _57 DEPTH *VELGGIT;' - 14.31 k t lF !F ?Y •M• k iF t al k y`. lE .f it �i ap iF if •Y it iE if It ;t ih it •IF lY t •1¢ {� jt # � dF it # it t aF •fE ft4 4 �• ff It •k -,t x r. it ?F �h jF ie ;� It �k * tF a!• •!! # +F ,t y t t if •k- t � lJ it FLOW PROCESS FROM NODE -2.00 TO NODE 22.00 IS CODE _ :? %ADDITIOi�! OF SUBAREA TO MAINLINE PEAK FLOW< < :,X' c=csx =cans : sax>= c: aszcccmcc=-- ,xxxs== c =cc = =a x=====ca �RZasxxam.�c =ca == �xacc= c- = =c= i00_00 YEAR RAINFALL INTENSITV; INCH /HOJUIR' = 1.919 SOIL GLASSIFICATION IS "A" - APARTMENT DEVELOPMENT RUNOFF COEFFITOIE JT = .7244 SUBAREA AREA(ACRES) = 16.10 SUBAREA RUNOFF(CFS) = 24.24 TOTAL AREA(ACRES) = 233.30 TOTAL RUNOFF(CFS) = :3716.93 TC!MIN) = 31.9 ttiix9F ie?F.E iF i4•fF IEtiE Yii•i lF it lF #i,t4•ih ik#F #t+F lt�-ik k iE�t it iF iF lF# iFxxlr rFxkit+E <�fK iF !Mitt ?til• - #.Ft3l'4 it �r iF di# FLOW PROCESS RR NODE 2-Z TO NODE 2 . w0 1 S !:Ol0E = a > OF SUBAREA TO MAINLINE PEAK FLGW 100.00 YEAR RAINFALL !NTENSITY(INCH /HOUR) = 1.919 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8172: SUBAREA AREA( ACRES) 16.60 v ' SUBAREA. 1ZL440FFS 1: FS) = 26.0:3 TOTAL AREA( ACRES) = 249.90 7t3TAL R~FI. CFS) = 404.96 TC(MIN) = 31.93 FLOW PROCESS FROM NODE 22.00 TO NODE 21.00 IS CODE = 3 3 > > >>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<< < GOMPU T E.R- ESTIMATED PIPESI ZE ;NON-PRESSURE -- _-= === ssRG3 =xs xrcl� =macssssZ's s =ac ML�ess c6xcsss= sx= xscsssso CS C= c= CS- C= xxazsa OtsZ DEPTH OF FLOW IN 59.0 INCH PIPE IS 53.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 18.8 UPSTREAM NODE ELEVATION = 1117.00 DOWNSTREAM NODE ELEVATION = 1102.00 FLOWLENGTH(FEET) = 1060.00 MANNINGS N = .013 ES 'JriTE3 PIP1t) iE T ER! IN%H = 65.0: 1 T1 E Ej e7p r PIPE1LOW THRU SUBAREA(CFS) = 404.96 TRAVEL TIME(MIN.) = .93 TC(MIN.) x 32.87 } t�• ��a��* r ��r��r�- a�r�.> 4* ��ar• rr�*, x��* a�* �r��r��* �* x�, ��* ��r** �* �r�srx��r +�x * FLOW PROCESS FROM NODE 21.00 TO MODE 21.00 IS CODE = 8 -_-------------------------------------__--------------------------------- - - - - -- to iIL +L'i i 1 SiJ li. 7L'1]f1 tG1 J fli :. L13Y� . R JW . xsr � aac alxeacasm= la= a= �sxe== xx== aeas2> Gxrsea�= aomveea== ac�x== > e= c== xass 100.00 YEAR RAINFALL INTENSITY(INCH /HOUR: = 1.892 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8167 .,JL� SUBAREA AREA(ACRES) 26.00 SUBAREA RUNOFF(CFS) - 40.17 TOTAL AREA(ACRES) _ ,,15. 90 TOTAL RUNDFF(CFS) = 445.13 TC(MIN) = 32.87 C Proposed Sierra and . Grairage f�.'eas � 10-Yaar Poinlla11.'Runoff Event 'Aw RATIONAL METHOD Hi`DR ;OLO COMPUTER PROGRAM BASED ON SAN BERNARDINO COUNTY (S5C) 983 HYDROLOGY M6N UAL (C) Copyright 1983,1986 Advanced Engineering Software CAES] Especiali: prepared for NESTE , >=RUDIN & STONE, INC. * * * * * * ** *DESCRIPTION OF * INLAND EMPIRE CENTER * PROPOSED SIERRA AND JUNIPER DRAINAGE AREAS � * 10 -YEAR RAINFALL /RUNOFF EVENT USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) _ .950 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.400 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 I -HOUR INTENSITY(INCH /HOUR) = .9595 SLOPE OF INTENSITY DURATION CURVE = .5000 SBC HYDROLOGY MANUAL "C "- VALUES USED Advanced Engineering Software IAES] SERIAL No. 106091 VER. '.3C RELEASE DATE: Z /ZO/ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * to E �'..i ��nr� CD;RM n,nnr_ ?m ; n 41 1nr,C fll,a TC rrn;- I ------•.._.,....---- ._...---- --------- ----- ..._ --- ------- ----- ._,........ - .___.... -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS < <<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * ;.2 INITIAL SUBAREA FLOW - LENGTH = 1100.00 UP'�TRFAM FR_EVA,TION = i ; 55. 10 DOWNSTREAM ELEVATION = 1139.00 ELEVATION DIFFERENCE = 16.10 TC = .393 *1t SINGLE-FAMILY-'1/4 ACRE LOT) RUNOFF 0 .:='Fr ICIEn1 T = .6855 SUBAREA RUNOFF(CFS) = E.31 TOTAL AREA(ACRES) = 4.30 TOTAL RUNOFF'CFS; '!f?F #3E iF 1E iF ii iF ±F9i':tlf #i�7f.t #$iiF dF Rib #iF jF� #ib iF?4i ii+ # # # # # #9F it �- !' # # +iF aF *!FiF * #9Fx iF dF iF ii dF +i�f #3f k!!#F +F at FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 1S CODE _ COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <.•.�: "i�SING COMPUTER - ES T IMATED PIPESIZE (NGN- PRESS FLOW)< <'<'< DEPTH OF FLOW IN 18.0 INCH PIPE I5 13.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) - 4.5 U PSTREAM NODE ELEVATION = 1139.0@, DOWNSTREAM NODE ELEVATION = 1 136.70 FLOWLENGTH(FEET) = 470.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.31 TRAVEL TIf1E(MiN. 1 TC(MIN.) = 16.80 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 8 :.-ADDITION OF SUBAREA TO tlAINL INE PEAK FLOW• . 1-.: az= sssssss - - -- 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.813 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6766 SUBAREA AREA(ACRES) = 19.50 SUBAREA RUNOFF(CFS) = 23) . 52 TOTAL AREA(ACRES) = 24.30 TOTAL RUNOFF(CFS) = 30.23 TC(MIN) = 16.80 L FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = I DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE:; <_- . \ >3 >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES < "< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM ': ARE: TIME OF CONCENTRATION(MINUTES) = 16.80 RAINFALL INTENSITY (INCH. /HOUR) = 1.81 TOTAL STREAM AREA (ACRES) = 24.30 STREAM RUNOFF( AT f7i.INF1_UENCE - 30.21 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 30.23 16.80 1.813 ._.... .... ; Th! rChi;'T•V ry nlll TT MC n fl r,, T•l rl_= i•1- Q AT T r) T T r, FORMULAtSBC) USED FOR 1 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 30.23 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 30.23 TIME(MINUTES) = 1 TOTAL AREA( ACRES) = 24.30 , u ari i* ��* iE��r�r* �-* �r�* �r* ar• �* ��r��r�r+ a��r+ �iF** �r+ ��r�r��t** �r��a�scx* �c� * *� *�� *�� *�+i * *� *�� FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 2 m r pil 14.797 1.932 = .6672 TOTAL AREA(ACRES) = 21.30 TOTAL RUNOFF!CFS) = 28.28 ASSUMED INITIAL SUBAREA UN IFORM DEVELOPMENT IS 'SINGLE FAMILY ( 1 /4 ACRE) "C = K *f?LENGTH * *3) /(ELEVATION CHANGE)I **.2 INITIAL SUBAREA FLOW- LENGTH = 1100.00 UPSTREAM ELEVATION ;155.50 DOWNSTREAM ELEVATION = 1138.00 ELEVATION DIFFERENCE = 1730 TL'. = .393 *L( i100.00*301 i7.50)I * #.2 -= 0.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = SOIL CLASSIFICATION IS "A'' SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 23.23 FLOW PROCESS FROM NODE 5.00 TO NODE 3.00 IS CODE = 3 ----------------------------------------------------------------------------- >14OMPUTE PIPEFLOW TRAVEL TIME THRU SUBAREAK < << > > >''>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)0< 0 _ cs= cc= o= c== aaeaaacusaatiaamrez�eaaa, wmnaasa¢ei= ,acaanaeaccaa= ecasnsx e�a�aa== =a> = = =e= DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = S.) UPSTREAM NODE ELEVATION = 1136.00 COWNSTREA.M NODE ELEVATION = 1136.70 FLOWLENGTH(FEET) = S00.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEr=LOW THRU SUBAREA(CFS) w 2S.26 TRAVEL TIME(MIN.) = 1.62 TC(MIN.) - 16.42 **** ��r�r; �•* x•*•»- ��.* �x•+► ��x+ r�r* �r*** �r* � *�+� * *+r+� *�r:� *� *�•r�� * *�r+r�• arm *��r�a *+r�rx *�r:��+��x�ar�r FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 : > >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE40 4< `0 > >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES0 <0 xxmmasc= cceac =x, -3x,37 sq a ass avaa ae az¢asez sSt =asagsssae axa semaaxs seas axaaan m =sxc a: c�c=== avca = ==� ese CONFLUENCE VALUES USED rOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 16.42 RAINFALL INTENSITY (INCH. /HOUR) = 1.83 TOTAL STREAM AREA (ACRES) = 21.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE - 28.28 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS (MIN.) KINCH /HOUR) ---------------------------------------------------------------------------- 1 30.22 16.80 1,813 2 28.28 16.42 1.834 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. .ai;±rri .'+r.FICt ;;CAjflf. n DiihMCC ; 'd? , crtr Lor ..... 58.19 57.82 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 58.19 TIME(MINUTES) = 16.799 TOTAL. AREA(ACRES) = 45.60 FLOW PROCESS P OM NODE 700 TO NODE 6.00 IS CODE - 7 u > > >>> COMPUTE PIPEFLOW TRAVOTIME THRU SUBAREK00 iSSISHATMA rAMP"TFp- PCTTMATsn PTPCCT7P imm- ppcce"oC vi nuirri« YTPEFLOW VELOCTTY;FEET /SEC., UPSTREAM NODE ELEVATION = 11:;S.70 DOWNSTREAM NODE ELEVATION = 1124.00 FLOWLENGTH(FEET) = 6 20.00 MANNINGS N = .013 ESTI ?MATED PIPE C•IAMETER(INCH) = 33.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = S8.15 TRAVEL TIME(MIN. ) = .77 TO(MIN.) x 17.57 FL OW PROCESS FROM NODE 3.00 TO NODE 5.00 IS CODE = 8 '> " >> ? OF SUBAREA TO MAINLINE PEAK FLOW < cc= x= caxaaxsascacsaacxc= cc.. xa-- xx- as= aaaxxaax zaaxaaaxzxcacat= cm= x = = = == 10,00 YEAR RAINFALL !NTENSITY(INCH /HOUR) = 1. SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8145 SUBAREA AREA(ACRES) = 14.30 SUBAREA RUNOFF(CFS) = 20,65 TOTAL AREA(ACRES) = S9.90 TOTAL RUNOFF(CFS) = 78.84 TG(MIN) = 17.57 FLOW PROCESS FROM NODE 6,00 TO NODE 7.00 IS CODE _ 3 > > >::>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>> >) USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «.< << DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 10.7 UPSTREAM NODE ELEVATION = 1124.00 DOWNSTREAM NODE ELEVATION - 1118.90 FLOWLENGTH(FEET) = 550.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) - 42.00 NUMBER OF PIPES x 1 PIPEFLOW THRU SUBAREA(CFS) 78.94 TRAVEL TIME(MIN.) _ .85 TC(MIN.) = 18.42 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 6 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< < <<< = asa====z aa= c= a. ccx= xsaxs =s�cx cis ssm xsa axczs: ocsx.axuass c ac sa rs r..acrxRasaaasQ 103 00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.732 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8137 SUBAREA, AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) 3.10 TOTAL AREA(ACRES) = 62.10 TOTAL RUNOFF(CFS) = 81.94 TC(MIN) = 18.42 r TA rf crvC ,...'•a nor ^.. rn 7 ^rti -117 _. >> >>>COMPUTE PIPErLOW TRAVELTIME THRU SUBAREA <<< << >>> >>USING COMPUTER - ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <e< << aar.G. sac sraxxma= caramanaaaca¢vwssescxx= axe= a=. xe- p�.- aa o axaa- x xaxnoaeca -ax DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.3 INCHES �+ PIPEFLOW VELOCITY(FEET /SEC.) = 13.7 UPSTREAM NODE ELEVATIOe= 1118.90 POTWNSTPFAM NQ!)E Cr_CUATTON FLOWLENGTH(FEET) = 100.00 MANNINGS N = .013 ESTIMATED.PIPE DIAMETER(INCH) = 42,00 NUMBER OF PIPES 1 P T= C1 n1.1 . "r JDl1 C1ICOOCA/ r CC % - Cl . ae . to -fF ?F iF h 'IF 3F 3F t iL if iF iF dF �F jF iF iF F iE * jF iF dF iF 1F iF iF 1F ji N dF .'F aF iF iF +F �F iU iF db ie jF M iF dF iF if � ik iF iF iF � if Y iF � 3 i # # +F iF * ?F Pik * iF 3F if 9F F dF iF ?F s FLOW PROCESS FROM NODE 7.00 TO NODE 3.00 12 CODE = S ------------------------------------------------------------------------------ ..0>ADDITION OF SUBAREA TO MAINLINE PEAK FL OW< < <i; �" r 0.a4 YEAn RAINFALL I1'lTENSrTY(INCHiHGUR) = 1.724 - - - - -- SOIL CLASSIFICATION IS fi' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT - .813S SUBAREA AREAIACRES) = 1.70 SUBAREA RUNOFF(CF0 2.38 TOTAL AREA(ACRES) = 63.80 TOTAL RUNOFF(CFS) = 84.33 TC(MIN) = 18.56 FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 3 --------------------------------------------------------------------------------- >; > >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA 0<< > 0 >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<<0< DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.4 UPSTREAM NODE ELEVATION = 1118.00 DOWNSTREAM NODE ELEVATION = 1116.50 FLOWLENGTHIFEET) = 03.00 MANNINGS N . 013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOWJ THRU SUSAREA(CFS) = 84.33 TRAVEL TIME(MIN.) = 1.02 TC(MIN.) = 18.59 �* t** �** ��rx* �* �* � *� *a�� * *�� * *�r+r *�x.a►t *��c* prat*** �r, r* �r�r * * *,�� *�+� * + *� *�c *�� *�� ** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 8 >? > >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<« === a= x�sxaeaxaats= esce=. o. ax�axe.=== eaoaoe-,: vxc�n�aaa »xsam= r=== =cc- ---=- ----a= 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.679 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8125 SUBAREA AREA(ACRES) = 11.50 SUBAREA RUNOFF(CFS) = 15.69 TOTAL AREA(ACRES) 75.30 TOTAL RUNOFF(CFS) = 100.0: TC(MIN) = 19.S9 � �t�r�r* �r�� r*** �* �* �; ��+ r�r��r�* ��r**+ �r�t* �** �t��r�- �r�► ��►+ �* a� * * *�rx,r�t�r�cr+��r+�r +��r FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 3 >>>> >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<0< >> » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)« « < -== csaasacerG== aea====.-=== GCax= c.= ecacaas: asxnmsxcx= a= xcx== c== q= ca== x= eccac =x == DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.3 INCHES PIPEFLOW VELOCITY(FEETISEC.) - 9.3 UPSTREAM NODE ELEVATION = 1116.50 hh1 iNCtnrn :.a ninny^ nl o i n " _ I! t c wf, FLOWLEN6TH(FEET) = 225.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) - S1.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREAICFS) = 100.02 TRAVEL TIME(MIN.) = .40 TC(MIN.) = 20.00 E FLOW PROCESS FROM NODE 10.0@ TO NODE 10.00 TS CODE _ 9 >> >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « 0 smmcmaeL'aSCm :. army ¢ae�sssbsrst =s�c�znxa= �xx�ssms aaxa¢�� :wxm�e5m �'e sxas =n= sx�ax =seassc =ams t: COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8122 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 4.45 TOTAL AREA(ACRES) = 78.50 TOTAL RUNOFF(CFS) - 104.47 TC(MIN) _ 20.00 • ****.*.*********************-* * *-* ** * * * * * **• **** *.4•* * **• *•*: ****** *4* * * * **. * *,F * ** ** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 3 >)`» >> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA.: « > > >)USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) < < «< = = === == = = =_= x ==..====.--========= DEPTH OF FLOW IN 57.0 INCH PIPE IS 45.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 6.9 -- UPSTREAM NODE ELEVATION = 1115.30 DOWNSTREAM NODE ELEVATION = 1114.50 FLOWLENGTH(FEET) = 325.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 104.47 TRAVEL TIME(MIN.) = .79 TC(MIN.) = 20.78 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 8 >>» )ADDITION OF SUBAREA TO MAINLINE PEAK FLOW: < «C == == = = =.: = == == = = == = === =ter= 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.630 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8114 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 4.37 TOTAL AREA(ACRES) = 81.90 TOTAL RUNOFF(CFS) = 108.84 TC(MIN) = 20.78 FLOW PROCESS FROM NODE 11.00 TO NODE 12,00 IS CODE = 3 >> »COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA W,‹ > »> )USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) «; <:<: DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.0 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.9 UPSTREAM NODE ELEVATION = 1114.30 DOWNSTREAM NODE ELEVATION = 1112.50 FLOWLENGTH(FEET) = 300.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 108.84 TRAVEL TIME(MIN.) _ .51 TC(MINk) = 21.29 . - % - r+ .rr r .- -. n1�•. r.-. nnRC r r . _. inn -, -- !'. r. r ++rt �rrti •-, r , » »)DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ‹<W i CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 21.29 RAINFALL INTENSITY (INCH, /HOUR) = 1.61 TOTAL STREAM AREA (ACRes) = 81.90 TfTAi STREAM RUNOFF (CF =) AT rrNFL!'Eti10E 10R.84 , - '•- RATIONAL METHOD INITIAL SUEAREA ANALYSIS" nSSUP1ED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = Y *[(LENGTH•* *3) /(ELEVATION CHAN6E)} * *.2 INITIAL SUBAREA FLOW- LENGTH = 1000.00 UPSTREAM ELEVATION = 1192.80 DOWNSTREAM ELEVATION = 1177.80 ELEVATION DIFFERENCE = 15.00 15.00)1 * *.2 = 11.127 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.228 SOIL CLASSIFICATION IS "A" COOMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8218 SUBAREA RUNOFF(CFS) = 12.$2 TOTAL AREA(ACRES) = 7.00 TOTAL P.UNOFF(CFS ) = 17 �40 FLOW PROCESS FROM NODE 15.10 TO MODE 1S. "0 IS CODE = 5 » > >? COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA « << - � s= sta=== aa= nna a== r.= caxc=== a= x= v=a.�caxa= a =------= sc7as == UPSTREAM ELEVATION 1i77.80 DOWNSTREAM ELEVATION = 1152.30 STREET LENGTH(FEET) = 1750.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 50.00 STREET CROSSFALL(DECIMAL.) SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 *-*TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 23.i7 STREET FLOWDEPTH(FEET) = .61 HALFSTREET FLOODWIDTH(FEET) = 22.62 AVERAGE FLOW VELOCITY(FEET /SEC.) - 4.36. PRODUCT OF OEPTH&VELOCTTY STREETFLOW TRAVELTIME(MIN) = 6.68 TC(MIN) = 17.81 DEPTH(FEET) = .67 HALFSTREET FLODOWIDTH(FEET) = 25.62 FLOW VELOCITY(FEET /SEC,) = 4.93 DEPTH *VELOCITY = 3.31 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.761 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8143 SUBAREA AREA(ACRES) 14.30 SUBAREA RUNOFF(CFS) = 20.51 SUMMED AREA(ACRES) = 21.30 TOTAL RUNOFF(CFS! = 33.32 END OF SUBAREA STREETFLOW HYDRAULICS: * ��+* * * * � * * * ,�a� *� * ��► * * x+c * *�. *:�* xis* �r+ r* �rx* �r** �r*+ ��r *.�+r *a *•� * * * * *� * * * * * * *+� *� * : *a PLOW PROCESS FROM NODE 1S.20 TO NODE 15.20 IS CODE = $ >>> > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <l < <. <, aaac c= c s= x === �nea -x. asze.oaamaix s:a= �immssfxx=a=xxa== = =x = =x xcraca== sC==== == = = .a = == iO.00 YEAR RAINFALL INTENSITY(INCH /HOUR = 1.761 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8143 SUBAREA AREA(ACRES) = 17.60 SUBAREA RUNOFF(CFS) = 2S.24 n! r7 tl 111C'r'I r,r.. _ .!-n rc TC(MIN) = 17.81 FLOW PROCESS FROM NODE 15.20 TO NODE 15.00 IS CODE = 3 > > >>>COMPUTE PIPEFLOW %VRAVELTIME THRU SUBAREA<< <<< COMPiJTEQ- ESTIMATEO PTPESTZE 'NON-PRESSURE DEPTH OF FLOW - 31.0. INCH PIPE IS 2S.8 INCHES PIPEFLOW VEL:OCITY(FE£T /SEC.) - 11.8 0 FLOWLENGTH (FEET) = 5+00.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 N UMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = Sa.56 TRAVEL TIME(MIN.) = .85 TC(MIN.) = 18.56 FLOW PROCESS FROM NODE '6.00 TO MODE 16.00 IS C ODE = g > >>>> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < < " vcc= csansarssc=== ac= sa= v== n= z=== = =_=-= - s= s= cro =zxss as a secmm ¢zz¢a== css= ss¢== cs¢ssc as 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.721 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8134 SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFFS r_:FS) _ S .5#; TOTAL AREA(ACRES) = 43.60 TOTAL RUNOFF(CFS) = 65.14 TC(MIN) = 18.66 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 8 ------- ------------------------------------------------------------------- - - - - -- >>> >>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < <<< <: mac ¢ -- ¢cas =xras- �s- •.••• - -,n sc === ¢=== ==c=sa o=- csTcc�a r. == x¢asxsccr= �== = = =sco 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.721 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .6134 SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 5.74 TOTAL AREA(ACRES) = 47.70 TOTAL RUNOFF(CFS) 70.86 TC(MIN) = 18.66 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT ¢ .8134 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 4.06 TOTAL AREA(ACRES) 50.60 TOTAL RUNOFF(CFS) = 74.94 TC(MIN) = 18.66 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE 8 » >> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< a¢a¢aaAniC>csvras =ssss =¢¢aa s. = sxs= s= sxssas= aarxasmaosczssc s= c=== sc= csc= sss3 =aa 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.721 FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 3 > > >X >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <: <<< >> » ?USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)« <<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.5 INCHES ^T+'). r. - i rtt -i n r7'• ACCT ^r-:^ , - 1n r UPSTREAM NODE ELEVATION = 1143.30 DOWNSTREAM NODE ELEVATION = 1123.80 FLOWLENGTH(FEET) = 1300.00 MANNINGS ESTIMATED PIPE DIAMETER(INCH) = 36.00 PIPEFLOW THRU SUBAREA(CFS) = 74.94 TRAVEL TIME(MIN.) 1.73 TC(MIN.) N = .013 NUMBER OF PIPES = - 20.39 '!F iF dF iF iF 9F �7G aF iE !F IF '� iF # ik 9f 9F !F �F iF iF iF iF iF 9F !F iF iF iF 1F iE aF �k !F iF �F � iF 3F it iE �4 �F ifr dF aE dF 4 i! 1F �1F -!F 94 dF �F dF # jF �F $ * 9F ik � iF iF if M �1k tii iF iF dF i iF iE FLOW PROCESS FROM NODE... .17.00 TO NODE.. 17.00 IS'GODE'.= 8 10.00 YEAR RAINFALL lNTENSI SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF SUBAREA AREA(ACRES) 3.30 TOTAL AREA(ACRES) = S3.90 TC(MIN) - 20.39 TY(INCHIHOUR) = 1,646 COEFFICIENT = .8118 SUBAREA RUNOFF(CFS) = 4.41 TOTAL RUNOFF(CFS) = 79.3S FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE - 8 ---------------------------------------------------------------------------- 0>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW0<<< 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.646 SOIL CLASSIFICATION IS "A'' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8118 SUBAREA AREA(ACRES) = 9.40 SUBAREA RUNOFF(CFS) - IZISG TOTAL AREA(ACRES) = 63.30 TOTAL RUNOFF(CFS) = 91.91 TC(MIN) = 20.39 FLOW PROCESS FROM NODE 17.00 TO NODE 12.00 IS CODE - 3 ---------------------------------------------------------------------------- 0>000MPUTE PIPEFLOW TRAVELTIME THRU SUBAREA00< 0>>>USIN6 COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW),00 DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) - 13.2 UPSTREAM NODE ELEVATION = 1123.80 DOWNSTREAM NODE ELEVATION = 1112.SO FLOWLENGTH(FEET) - 00.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) 91.91 TRAVEL TIME(MIN.) = .95 TC(MIN.) - 21.34 FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 8 ---------------------------------------------------------------------------- 0>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW 00< 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) - 1.609 SOIL CLASSIFICATION IS "A COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .5109 SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) = 9.13 TOTAL AREA(ACRES) = 70.30 TOTAL RUNOFF(CFS) = 101.04 TC(MIN) = 21.34 FLOW PROCESS FROM NODE 12.00 TO NODE 12-00 IS CODE = 6 ------------------------------------------------------------------------- >0 ADDITION OF SUBAREA TO MAINLINE PEAK FLOW 0<0 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.609 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8109 SUBAREA AREA(ACRES) 14.30 SUBAREA RUNOFF(CFS) = 19.66 TOTAL AREA(ACRES) = 9060 TOTAL RUNOFF(CFS) - 119.69 TN MIN) = 21,34 14 1 ** 4 -W4 4 4 4& 14. > > >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE C:' .,,> >>ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES" z ". •, CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 21.34 RAINFALL INTENSITY (INCH. /HOUR) = 1.61 TOTAL STREAM AREA (ACRES) = 84.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 119.69 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 108.84 21.29 1.611 119.65 21.34 1.606 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 228.25 28.41 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF( CFS) = 228.41 TIME( MINUTES) = 21.341 TOTAL AREA(ACRES) = 166.E0 FLOW PROCESS FROM NODE 12.00 TO NODE 14.00 IS CODE = 3 -------------------------•-_----------------------------------------------- - --- -- > > >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <<<:; > > > > >USING COMPUTER - ESTIMATED PIP£SIZE (NON - PRESSURE FLOW)< << << x= xexsa�saaaxsexcoas= exo saoo= mmsaaaaaleCagom7nx� aa.ZT.Tltcaf vecx == = .:= =xaas DEPTH OF FLOW IN 69.0 INCH PIPE IS 51.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 11.1 UPSTREAM NODE: ELEVATION - 1112.S0 DOWNSTREAM NODE ELEVATION = 1109.50 FLOWLENGTH(FEET) = 600.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 2 TRAVEL TIME(MIN.) _ .50 TC(MIN.) = 22.2S FLOW PROCESS FROM NODE 14.00 TO MODE 14.00 IS CODE = 8 ---------------------------------------------------------------------------- >�; }`ADDITION OF SUBAREA TO MAINLINE PEAK FLOW «!<< 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.576 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8101 SUBAREA AREA(ACRES) = 8.10 SUBAREA RUNOFF(CFS) 10.34 TOTAL AREA(ACRES) = 174.60 TOTAL RUNOFF(CFS) = 238.74 TC(MIN) = 22.25 p �� * �r�r� rat *,r� *�F�r�t ** star* �t** �* x* t+ F* �tt�t��*** �t�t�+ t�* s* �r* �► �* ��c *�at,rx��ttt * *� *ar�r��r��t�rt *� FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 8 - >> >>>ADDITION - OF SUBAREA TO MAINLINE PEAK FLOW < < <<;< - _� CaaSC= =eC== c =xsxss saccaa saaa a �� aamsa es= = ==Cxex xe=x xaa =S = =� = e= xe ' = = = = =ac ea =da 10.00 YEAR RAINFALL ?R'rENSITY(INCH /HOUR) = 1.578 'T_TL Cl_ASSTPTrATTON TS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8101 SUBAREA AREA(ACRES) _ -9.60 SUBAREA RUNOFF(CFS) 12.25 . TOTAL. ARFA(ArRFl, 1 19A.701 rnTAi PllNncrr r.S:tZ t a ��r an► h�f+t ; # #yF # # # # # # #iF # ## # #! # # # #iF �r## #' # #-L * # # # #3i!+F # # #t.?FtF #Y if #I-ir i#F , t !E # # 1F •4 }44ti# #4 ##•aF # ## ti1_01; PROCESS FROM NODE 14.0 TO NODE: 20.00 IS C'00E - ' = I.PEFLOG) TRAVELT "ME THRU Si�B?�Ry AW ----- ------ -------- -_._____ -_ iaSIN;G C�IMPUTER- ESTIMATEO PI1� =5IZc 'JNl(DN- PRESSURE FL,`JW)! DEPTH OF FLOW IN - 94.0 INICH - P?FE IS 63.9 I!� -� ' INCHES PIPEFLOW VELO;:ITY(FEETISEC.) = ' .0 ;UPSTREAM NODE ELEVATION! = 1109.50 DOWNSTREAM NODE ELEVATION = 1109.00 FLOWLENGTH(FEET) = " :0.00 MANNINGS NI = .013 STTMA T ED PIPE OTAME T E?( INCH) = 84.00 NRiMBER OF PIPEc PIPEFLOW T HRU SLBAREA(CFS) _ 251.40 _C C"„� T ME MINI, '- ,mac T I Nv. #!F # #?f # # #jF #i # #1F iF if? F####' 1E• 7F• IF#•iF # #9F #dF # #3F # #if # #�F•3F #�F iF # #9F #i9f # # # # #3F ik * #Y# # #f # # * # # #iF # #jF iF# -OW PPOCESS FROM NODE 0 _0.100 TO NODE .00 TS CODE ------------------------------------- '. %ADDITION OF SUBAREA TO MAINLINE PEAT; FLOW- < -,' 10-00 -00 'YEAR RAINFALL I• NTENSITY(TNCH /HOUR) = 1 . ScE - SOIL CLASSIFICATION I$ "A" C-D'M ERCIAL DEVELOPMENT RUNOFF "OEFFIC_IENT - .80 96 SUBAREA AREA(ACRES) = 19.$Qr SUBAREA RUNOFF(CFS) _ ?4.97 TOTAL AREA(ACRES) = 204 .00 TOTAL RUNOFF(CFS) = 275.97 TC(MIN) = 22.77 FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = S ----------------------- - - - - -- -------- - - - - -- ` >N>> COMPUTE TRAPEZOIDAL- CHANNEL FLOW <<(<< > > >>>TRAVELTIME THRU SUBAREA <<<<< UPSTREAM NODE ELEVATION a 1106.9S - c OWNSTRE;AM NODE ELEVATION = 1097, CHANNEL LENGTH THRU SUBAREA(FEET) = 1275.00 CHANNEL BASE(FEET) - 10.00 "Z" FACTOR = i.500 MANNINGS FACTOR = .01S MAXIMUM DEPTH(FEET) = 4,00 CHANNEL FLOW THRU SUBAREA(CFS) = 275.97 FLOW VELOCITY(FEET /SEC) - 11.15 FLOW DEPTH(FEET) 1.92 TRAVEL TIM1_(MIN.) = 1.9! TC(MIN.) = 24.67 FLOC! PR OCESS FROM NODE 21 ,00 TO N ODE 21.00 IS CuDE _ > » DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE << <<< -- - -____..- _ -_ -__ - - -- -- -- - - - - -- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: -... .- __ _-. .ter.. ..� -.-. .r. .., - - ., .. RAINF .i.NTENSITY ;INCH. /HOUR) = 1 .50 TOTAL STREAM AREA = 204.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 275.97 •+#### µ+! +# 4###*## tF+, F#### 1F### i####*#; M. Y1F!• •�F+?'f?4!E # .if # #x�F #F�F #!1$ #:t iF#+F #+E #x #aFt+ka�f # # # # ## FLOW PROCESS FROM NODEt 24.00 TO NODE 23.00 IS CODE = 2 - --- - - - - -- -------- - - - - -- - - - -- ------- - - - - -- » 5 >RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<" - _- 3�tt� =O= C=OmDiS$6`r C•iAiiRC�= 4itQ =Si _ = =� =5 RL"3 =}SS R `l =__= Sa C mC tlt== �.:7iiSr == =� C _ __ _ ==Y" 9S 1:11 T I-AL `:UBAREA FLOW-L EI'1G = 1350 . 00 UPSTREAM ELEVATION = !152.00 DOWNSTREAM ELEVATION i135 ELEVATION OT FFERENCE = 17.00 TO - ...2.. #[{ t.:caO. ! 1 .00)7 *.._ - 8 10.00 YEAR RAINFALL INTENSITY! INCH /HOUR) = 1 .998 SOAL CLASSIFICATION IS :'n' A LIEVELOPH1ENT R'. NOFF COEFFICIENT = .' ?9 SUBAREA RUNOFF(C-S) _ Z8. TOTAL AREA(ACRES) 24.50 TOTAL RUNOFFSCFS) _ X9.53 ii* { F** if* 9E******** aF * * *** * ** * * ** * *4* FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 I CODE = S : =`; °ADDITION OF SUBAREA TO MAINLINE PEAK FLOW 10.00 YEAR RAINFALL 1NTENSITY(INCH /HOUR) = 1.998 E'OIL CL.ASSIFICA T Iri1.1 IS , COMMERCIAL DEVELOPMENT RUNOFF COEFFsCIEivT = .9185 SUBAREA AREA(ACRES) = 8.00 SUBAREA RUNOFF(CFS) = i3.09 TOTAL AREA(AC F ; = 2? . c0 TOTflL RUNOFF{ ^F 1 : - 51 , 62 TC(MIN) _ 13.83 '7'1t '1F iF*iE dF if iE * # * 1F 9F- )FM -iF iF *tF * *3! dE if 7t iF it it 3E *aFi * *9t * *x *�F * *3F#9t �F+'E *iF *iF iF iF jt ?F *iF ** *aF 3' *t * *?# *dF *1t �F FLOW PROCESS. FROM NODE 43.00 TO NODE 23.00 IS CODE = 8 >"ADDITI.ON OF SUBAREA TO MAINLINE PEAK FLOW << < <." .7 ACS- C_r.= =3-..z Cx =s xCTi�C_ -� --. C4ffi=-=---.== F= it= �J= x--_--- SS' 6S'- =----= '= x'- •'-- _- _- ___�• -.0 10.00 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.998 Aomok SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6926 SUBAREA AREA(ACRES) = 9.30 SUBAREA RUNOFF(CFS) = 12.87 TOTAL AREA(ACRES) = 41.80 TOTAL RUNOFF(CFS) = 64.49 TC(MIN) - 13.83 . ��; �s+ r*** �* �. x*** �rt �* �r�w** �* �r��+ r*+ ��+ rr�s�r�* �+ �+ ��r* �r��r, �;►� *� *+��rfa� *�,�� *+*� *�r;� FLOW PROCESS FROM NODE 23.00 TO NODE 22.00 IS CODE 6 � > >>>COMPUTE STREETFLOW TRA VELTIME THRU SUBAREA < {.:<: = =so ss==== ca...a c= a ==== zmc= ccccaoacx z. a ===== x�xcx= cc= ccs== aazccc =c =cn = =cao a =z=. UPSTREAM ELEVATION = 1135.90 DOWNSTREAM ELEVATION = 1ii7.001 S 1350.00 CUPB i4!FTCTH( INCHES) - G. J t RE i HHLFW 0THi FED 1 1 1 6,00 oTREE SF � +E 1AL = '1 l.1'i � j '" I"! L \ i 1, i I i t ^ - Z= 6'; SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 * *TRAVELTIME COMPUTED USING MEAN FLOW(CPS) - 70.04 ** *STREET FLOWING FULL * ** NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTI THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. STREET FLOWDEPTHI( FEET) = .63 HALFSTREET FLOODWIOTH(FEET) = 16.00 AVERAGE FLOW VELOCITY(FEETI,SEC.) = 6.20 PRODUCT OF DEPTH&VELOCITY - 3.92 STREETFLOW TRAVELTIME(MIN) = 3.53 TC(MIN) = 17.46 10.00 YEAR RAINFALL ?tTTENSITY(INCH /HOUR) = 1.179 I n T! r'! fiCCTr7m l'r T.^.t! TC .. to SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6732 SUBAREA AREA(ACRES) = 9.30 SUBAREA RUNOFF(CFS) = 11.14 FLO ITYe. I.T /SEC = r. ..p_� VE .vW 4�i,�_�Ci "E i.. ! - G.:.1; ....LtL`. .�i�l %�LCC.T1' 4,13 ah***+? ** * * * ** * ****:*****x * *** * *ae.. **** ** * *** ** qt* **4**�t******4*�rit:� ****rt*** *fit FLOW PROCES FROM NODE 00 TO NODE 22.00 IS CODE .: MOON , VOADDI71ON N - 01 - '3± +BA1fEA TG MAINLINE - PEA ; FLOW; -- -----------------__._.___-- Q-00 3 YEAR RAINFALL INTENSITY( INCt- / /OUP) = k 779 - - - - - - -- SOIL CLASSIFICATION IS "A" APARTM DEVELOPMENT RUNOFF COEFFICIENT = .7793 SUBAREA AREA( ACRES) = 16 QBAREA RUNOFF(OFS) = 22.32 TOTAL. AREA ( ACRES `. 6 7. 2 0 T OTAL h'.iJNOF (CF5 . 5734 ` 4 T& MIN) = 17.46 FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE x 1= 0" ADDITION OF SUBAREA TO MAINLINE PEAK FLOW=-,' 10. YEAR RAINFALL NTENS?TY NCH; HOUR : - , . "79 SOIL CLASSIFICATION iS "A'' COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT - .8146 0 AREA 6R;_,A .ACRES . = 16.50 30BAREA FL NOFF <. CF E . . S i TOTAL AREA(ACRES) = 83.70 TOTAL RUNOFF(CFS) = 12 1.85 TC(MIN) = 17.46 FLOW PROCESS FROM NODE 22.00 TO NODE 21.00 IS CODE = 3 -_ ---------- ----- ---- ----- ------ - ---- ---- --------- _----- _ -___- _--- - - - -__ -_ 0)0 COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA <0<< >54 USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« <0' acaCaro= mssec== r= TCaa= r= a== ^ rr= ».ere====== o= aea »= rn= =c= =ra sera zrr = r =rrra�+q - DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.0 INCHES PIPEFLOW VELOCITY(FEET!SEC.) = 14.0 UPSTREAM NODE ELEVATION = i117.00 DOWNSTREAM NODE ELEVATION = 1102.00 FLOWLENGTH(FEET) = 1050.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 121.8S TRAVEL TIME(MIN.) = 1.25 TC(MIN,) = 18.71 •7P tl'lr. %!t #YEYif'iF * *it *Y.`�Yr * *jF #� *iix S o :xi *iF * * * *i Y, x zi7r #£ iFN* if !F ^ # #rF .f }E :F . !!# * #iFxif * }i FLOW PROCESS FROM NODE 21.00 TO NODE 8.00 iS CODE = 8 >00 ADDITION OF SUBAREA TO MAINLINE PEAK FLOW\•.;X _ == r= saga = =rcc= : aster = cox »xma.:: =« Oar--_---- r=,». anaaa r= cs�ovc= rtaac== rrr= o== o= mocxaxr.n 10.00 YEAR RAINFALL INTENSITY(INCHiHOUR) = 1.718 SOIL CLASSIFICATION IS "W° -- VEL. SUBAREA AREA(ACRES, _ 8.60 SUBAREA RUNGFF(CFS) = 12.02 TOTAL AREA(ACRES)'= 52.30 TOTAL RUNOFF;CFS) = 133.87 TC(MIN) = 18.71 F�F * * *� * *}' * * *iF * ie * }3F3 �F * }.XiF * !! VF iF �E *?(it * '� k *�i df * # *� # * *f•ik * *y. *ujl +F iF 'F *'1• *+F Y-i Y * *?F * *�F FLOW PROCESS FROM NODEO 21.00 TO NODE 21.00 IS CODE = 8 > 0 ADDITION OF SUBAREA TO MAINLINE PEAK FLOW siiti .-- =crracsaraaccrs eraser== �= acmaaos= a= e= eoarcaasosssrmx =ca.: == craascrsca »cxc.- cvaaa�¢¢ = =x == SUBAREA t�REA( AC;RES , — .`C =E . .00 SUBAREA RUNOFF; OF � i TOTAL AL AREA( ACRES) = 118. R= iNO FF( CF S TC(MIN. = 1 18,71 "— FLOW — PROCESS — FROM its-- - -_ - -21, --- ----- - - - - -L 1 --- I S ——_-------_---._•--.___------ >OESIGNATE I NDEPENDENT STRE9M POP, COsdFLUEi`iCE.. C Oi'lPUTE VARIOUS CONFLUENCED STREAM t1HLUES ; ''' == o== s. c=. cc= a. ^ ss�= c. c= c.= s samrx= s= cs== c= cacsratssc. =c =mac =__ cs=== r~x:�= >sc =.ca =. CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF ONCENTRFTTON�MINUTES) = 5:.71 RAINFALL INTENSITY (INCH. /HOUR) = 1. ?'_ TOTAL S TREAM AREF: . ACES } = a F. 70 TOTAL :STREAM RUNOFF(OFS) AT CONFLUENCE = i70, i CONFLUENCE INFORMATION= -TREAM RUNOFF TIME 1NTENw's_TY NUMBER 0FS ( M IN , , ) s INCH /HOUR ) i 97 _'.F7 �3ri ___ L 170.21 19.71 RATNFALL TNTENSITY AND TIME OF CONCE t =ATTj FORMULA(SBC) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 424.18 379.46 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 424.18 TIME(MINUTES) = 24.673 TOTAL AREA(ACRES) = 322.30 �A,_ s; ca=== �mms= y= ss= ��acaas= se—= ca=sac ee�asam= n== vccaoaa =aaoc=== coca�axsy :nresm =s =ss END OF RATIONAL METHOD ANALYSIS P 1 110 APPENDIX "A" HYDROLOGY COMPUTATIONS FOP PROPOSED CONDITIONS 100-YEAR RAINFALL/RUNOFF EVENT W"-F No u A Dow Proposea q..,error ano juniper Drainage 5rea 100-Year Rainfall.!RunofF Event m A A 1^ o* ......>x aso�= ��cs- a.zsa.= om= c.cacc= s�a'==a�svc.�a :cac. -a -- sass RATIONAL METHOD HYDROLOSY COMPUTER PROGRAM EASED ON SAN BERNARDINO COUNTY (S80) 1 983 HYDROLOGY MANUAL (C) Copyright 1963,1936 Advanced Engineering Software [AES] Eapecie.' prepared fcr. !ZEST" '?PUDIM _< STONE J1C. ** * * ***** *DESCRIPTION Or RESUL`sw. **� • ** * **-***** * *** * ** •*** *- ** ******•t **. ** *;c INLAND IMPIRE CENTER PROPOSED `IERRA ANn JUNIPER DRAINAGE AREAS * 100 -YEAR RAINFALL /RUNOFF EVENT r•**** {f* * **** * * * **** *** * * * * ** *•* * * ** *********** * * ****• * * * * * * * * * * ** * ** * ** *** *** USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZECINCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .90 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = .950 100-YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.400 COMPUTED RAINFALL INTENSITY DATA: ', STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = .5000 SEC HYDROLOGY MANUAL "C "- VALUES USED j am ` “< “ < <“<< < (` { <fj <>1 }>ri: ; >r'`>.` 511,`/3 >% >>>;'ri'>>' % i>i?> Advanced Engineering Software [AES7 S it TOSSOET VER. 3.3C RELEASE DATE: 020/86 **********•*************-******************** ** ** ** **** * ***** * * *** ******* *** 1 .1 +. _ rn ^t-^ •'t±^.,,. :.1r,nr ?r �n e•.'t t-t- ^n r7 T '' »RATIONAL METAOD INITIAL SUBAREA ANALYEIS<t't4 a z ac- ssc¢axcc�xai"�c�.^i�c�a Ca��o�z��. =�mC ava7^«ar. FC a7c a�� =cxsl� -o�ao ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Tr V* r L ENGTH* * ' ; ; cL EUAZ ION CHAN8E ? 1 * , • INITIAL SUBAREA FLOW-- bEIJGTH = 1100.00 : rr.cTrre m _ ,, cc 1r7 DOWNSTREAM ELEVATION = 1139.00 ELEVATION DIFFERENCE - 18.10 SINGL6 i/4 ACRE LOT) FUNOFF CJEFFTCIENT = .7- SUBAREA RUN0FF(OFS} - 9.90 FLOW PROCIESS FROM NODE 2.00 To- NODE 7 .00 I5 C0DE = J --_---__------------__--------_-_---___---_-_--____'_--_-----------_-__-_--_ `)COMPUTE PIFEFLOW TR8UELTIME TH.RU SU88RE8<�.'� >USING COMPUTER -EST!MATED PTPESIZE !NON FiOW)'. ' DEPTH OF _FLOW IN 2|.0 INCH PIPE IS \G.Z INCHES PIPEFLOW VELOCZTY(FEET/SEC.) = 17.Q UPSTREAM NODE ELEVATION = 1139'00 Dl-WNSTREAM NODE El EYATIOH FLOWLENGTH<FEET} = 470.00 M8NNIN65 N = .013 ESTIM8TED PIPE DIAMETER(INCH) = 21.00 NUMBER Ot PIPES PIPEFLOW THRU SU88REH(CFS) 9,90 TRAVEL TIME(M}N. ) = i.58 MIN. ) ~ 16'6 °°*+44`*°+°°°*°°^° °°°`°°°°~°°°°°*°*+*° FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CUOE = 8 _-_----_--_---__--_______--_-_------__--_----__-----_--_-_--__-_-----_--_--_ . ` I " ' ' �DOTTlON OF �U�HRE� Ti-,, M�INLIN -F PEAK FLQ� 100.00 YEAR RAINFALL INTENSITY(INCH/HDUR) ~ 2.660 SOIL CLASSIFICATION IS ^H^ SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT ~ .7318 SUBAREA AREA(ACRES) = 19.S0 SUBAREA RUNOFP(CFS) = 37.95 TOTAL 8RE8<8CRES> = 2 TOTAL RUNOFF(CFS) � 47'85 ' TO(MIN) = 16.62 FLOW PROCESS FROM NODE 3.00 TO NODE 3,00 IS CODE � 1 ---__---_----_-_--____-__-__--_--_--__-__-----__-______---_--_----_---__-__- �DESIGNATE INDEPENDENT STREAM FOR C0NFLUENCE!(` ' /'/}>>AND COMPUTE VARIOUS CONFLVENCED STREAM V8LUES<(</� CONFLUENCE VALUES USED FOR INDEPENDENT STREAM ) ARE: TIME OF CONCENTRATION(MINUTES) = 16.62 RAINFALL INTENSITY (INCH./HOUR) ~ 2'66 TOTAL STREAM AREA (ACRES) = 24.30 TC 112 T R E ia.lm OFF/-7 AT CDNFL11EN,CE CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER �FS> �MIN.) <lNCH/HOUR) ( ---------------------------------------------------------------------------- 1 47. 65 16'82 2 66 -,` �- ,', �ENTRAr��* FURMULH(SBC) USED FOR | STREAMS. VARIOUS CONPLUENCffn RUNOFF VALUES ARE AS FOLLOWS: 47.85 Aomkk COMPUTED CONFLUENCE -ESTIMATES ARE At FOLLOWS: RUNOFF(OFS) 47.85 TIME(MINUTES) = 16'622) �mw� rOTAL 10 ----------�� H��UMED INITI�L SUB�RE� UNIFOE� _ SEVEL3PMENT IS SINGLE F6MILY INITIAL SUBAREA FLOW-LENC3TH UPS7REAM ELEVAT1DN = 1|5E.50 r 'OWNSTR28M ELEVATION = 1138.00 ELEVATION DIPFERENCE - �7.G2) rC YEAR Rr)INFfiLL J;MTENSTTY( INCH/HOUR > 5 CLASSIFICATION SINGLE ACRE LCT) RUNOFF COEFFICIENT � 7384 SUBAREA RUNOFF(CFE) = 44.Z4 ' �OTAL AREA(rCRES ~ ��'�12) T(,TAL R, r- = 44'34 __FLOW PROCESS FROM NODE 5.00 TO NODE :5-00 IS CODE ~ 3 ------------------------------------------------------------------- 'COMPUTE ��PEFLGW T��VELTIME THRU S�G�RE��'' �� --- `/USlNG COMPUTER -E6TIMATED PIPESIZE <NON FLOW>� DEPT� OF PLOW TN uZ.� 1NCH PIPE I P PEFLOW VELOCITY(FEET/SEC') = 5.7 UPSTREAM NODE ELEVATION �OW�STRE�M rD3E -ELEVATION ,70 FiDWLENGTH(FEET) = 500.00 M8NNINGS N = '01)/3 ESTIMATED PIPE DIAMETER(INCH) ~ 4 NUMBER OF PIPES = / pIPEFLOW THRU SURARE8(CFS) = 44'34 TRAVEL TIME(MIN' ) ~ 1'45 TC(MIN. ) = 16.25 -- FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE � | --__-_-_-_---_---_---_--_-------_---___-----_--__------__-_---- >)>>>UESIGN8TE INDEPENDENT STREAM FOR CONFLUENCE<<�{ --------- < .=� { ��}�ND COMPUTE VARIOUS CONFLUENCED STREAM VALUESl{�x CONFLUENCE VALUES USED P0R INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) 16'25 RAINFALL INTENSITY (INCH./HOUR) = 2.69 TOTAL STREAM AREA (ACRES) TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 44'34 CONFLUENCE INFORMATION: STRE�� r'UNDFF TIME INTEN57Y /CPS ) (NlN.i CINCH/HDUp� ---------------------------------------------------------------------------- / 47'85 �G'G2 2.660 Z 44'34 16.I5 2'690 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FURMDLH(S8C) USED FOR 2 STREAMS. 31.68 COMPUTED DONFLUEN6E ESTIMATES ARE AS FOLLOWS: RUNOFF<OFS> = 91.69 TIME(MINUTES) = 16.G22 TOTAL AREA(ACRES) = 46'60 o�u onnr�r� c:nm rn ^x`nr c =s rr rnnF ____________________________________________________________________________ >}>>>COMPUTE PIPEFLOW TRAVELTJME THRU SUB8RE8<<<<{ to �.ft T LOC• RL, ! :,C�i. PIPEF 1 , STREA -;M NODE ELEVATION = 1 7a, T''1 .•z DOW a T REAM NODE ELEVATION = , : L4.00 --LOW! ENGTH( FEET) = 1 020.100 MAINNINGS N - 01 ESTIMIATED ':PE 1AMETFR! ITCH; - - 9.00 1yumeEF OF PIPE _ i y l ?:PEFL;,W THRU SUBAREAi CFS • - s 1 . G9 TRAVEL T: ;Ei NIN. } _ .69 TC(MIN. �1 1l a!• , FR ar F at yrl.'ir aF i #ac:+. t aF;t iF at # aE at 3 F # >?t�•;aE+Flt-a?iF+FaF * * #iP at F it at aF # s a;• #aF at aF it •F aF f ir +i£i, dF itx4X * #if i< *?F 3F FLOW PROCESS FROM NODE 3.00 TO NODE 5.00 I5 CODE = 8 -------------------- - - - - -- -- - - - - -- ADO = - rTON OF SUBARE9 TD MAINLI'ac r ^ EAl' „L041:' ' 00. 00 YEAR PA I FA_i Tt :TENS.IT`r ^ r,lr -7ni lP SOIL '.'LASSIFICAT!ON iS "A COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .92S9 SUBAREA AREA(ACRES) = 14.30 SUBAREA RUNOFF(CFS) TO TAL AREA(ACRES) - F,- . 90 -1 T AL RIIN OFFC C S TC( MIN ) = 17.2 %1 - FLOW PRO(,lES_ FROM NODE 6.00 TO NODE 7.00 IS CODE = ------------------------ - - - - -- -- -- - - - - -- - `COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA-'e -,< `USING COMPUTER - ESTIMATED PIPE (NON - PRESSURE FLOW), DEPTH OF FLOW IN 49.0 INCH PIPE IS 36.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 11.9 UPSTREAM NODE ELEVATION = 1124.00 DOWNSTREAM NODE ELEVATION = 1116.90 FLOWLENGTH(FEE T) = S50.00 MANNINGS N = .01:3 ESTIMATED PIPE OIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 122.48 TRAVEL TIME(MIN.) = .77 TC(MIN.) = 18.08 :x• tit+[• �� t � r � r#-> f �� ; t � r �• ��** �•* r * * *�t��'�c * *;��r *��r�r *�1•�+ tat* ��e •� * *� *•>E��r *t,� * * *�r�•�� * FLOUT PROCESS FROM NODE 6.00 TO NODE 7.00 A'S CODE = S _------------------------------------------- >3 > > ADDITION OF SUBAREA TO MAINLINE PEAK FLOW < « << !410.04+ YEAR RAINFALL INTENSITY /HOUR) - - - -- _ ?L ^'_?SaI-ICATI!QN IS "A" - C+': +ERU;rsL rEi +�FiiEPJi .F,l�1tilGFF LicFFi�'IEf4T SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 4.63 TOTAL AREA(ACRES) - F2.10 TOTAL RUNOFF(CFS) = 127.11 TC i MIN) = 18.08 ,l aF at iF it at aF iE aF iF aF aF $ at aF at at at aF at ah of •� aF at at ,F dF * $ iF4 3f iF iF aF aF aF at at at # •? •k at it ! at at at # it +! at aE at 2t 1t ar at aE at at k 4 aF * at at at at at at at at at `W� COMPUTE PIPErLOW TRAVELTIME THRU - aUBAREA<a < < <-- _________._,._____ -___ -_ > USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)f " DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.6 INCHES UPSTREAM NODE ELEVATION' 1118.90 FLOWLENGTH(FEET) = 100.041 MANNINGS ,N = .013 ESTIMATED PIPE DIAMETER(INCH) it 48.00 NUMBER OF PIPES ) Q TOCCI ml T, tri,. "'R iFYin•fF #at YiF jF# a # iF aF * &+!$rt sr i''k •%+F Y• #,F if * # #F� #a•1F ?k yit4dF *f'FFit it #aF ie +ta * #xa .# #x•x jF PL -0W PROCESS PROM NODE 7 -00 TQ !NODE L; 00 Is CO - DE - • - FQQITIQfi>i ^ =r. SIEARF_ti TO M�:I?�L 7;r� -- _- - --- - ----___---__..._____----------- 1 `�— FE6V FLO AVON :00.00 YEAR i ?f1INFriL +_ INTEND iT1 { Iit1CH %N'JUR : 541 =01L "ISSIPICATIQ°� IS A OMiMERCIAL OEVELOPME�! ►(ia'�OFF COEFFIC = 8252 vUBA,REA AREA(ACRES) = 1 .7`j SUBAREA RUNOF ?=(CF.S) = z. •F TOTAL AREA( ACRES) = 6 T TOTAL RUNOFF! OFS) = i 310, E7 ; (MIN) 1b. LL . .c.*- *- + *y. *4* * 4 *****4***a *.*4**4 j�_*+ * c #. *i 'Z4**44 **** .a**• 4 . p {�.f 1=L;1W PROCESS FROM NODE 8<00 TO NODE 9.00 IS C DE = 3 ----------------------------- '. " ` ` / . "C OMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<~t:;< ------------------ USING COMPUTER—ESTIMMATED; PTPEQIZE NON —PR RE rL f' DEPTH O F FLOW IN 60.0 INCH PIPE IS 45.2 INCHES `DPEFLOW VELOC T'v( FEET /'SEC. = UPSTREAM NODE ELEVATION DIJWNSTREAM NUDE ELEVATION -1 I T T ) y .. 0Q'LE1 ! H FE ESTI ►MATED PIPE DIAMETER( INCA') = 60. NUMBER OF PIPES = ' PIPEFLOW THRU SU8AREA(CFS) = 1 30.87 TRAVEL TIME (MIN.) _ .91 TC(MIN. faa � -•> F* � x•* �� • � r � • *+ra * •� * �r�t * * * *+�x••> Fax• ��x• �•*• �* ��►• �* �r� •sax•�•>F�r *��••>E+r•�s * * ��• e ** Aombll FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = S - -- --------------------------------------------------------------------- .: ? - S ADDI►ION OF SUBAREA TO MAINLINE PEAK FLOW:•: << � x =ncc � m ason =az = icon sc x xc =a s. =xxm 100.00 YEAR RAINFALL INTENSITY(INCHIHOUR) _ 479 SOIL CLASSIFICATION IS "A" %OMMERCTAL DEVELOPMENT FUNOFi COEFFICIENT SUBAREA AREA(ACRES) = 11.50 SUBAREA RUNOFF(CFS) = 23.51 TOTAL AREA( ACRES) = 75.30 TOTAL R� aNOFF(CFS) = 154.15 TC(MIN) - 19.1 � � Fxa � t � Faa � taa• �� F � F � Faa* � Fa• � � � aaax•+ t** �ra�t* �F***+ FaFxx• �r* a± F•; r: �xafax •xa;ra�•ar * � sx - � r • a+F+F . F i 1.11 +,d PROCESS FRC — >1 !BODE C.03 TO NODE 1 04, t)0 I S T, r,sl- -------------------------- - - --- >' % " > >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA, ---- - - - - -- COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) <:'' <::' DEPTH OF FLOW IN 57.0 INCH PIPE IS 45.7 INCHES - -- µ -- - - - -- PIPEFLOW VELOCITY;FEETrSEC.? = 10.1 UPSTREAM NODE ELEVATION 1118.50 tLOWLENGTH ?FEET) = 225.00 mANNIN65 N = .01 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 1S4.18 TRAVEL TIME(MIN.) _ .37 TC(MIN.) = 19.50 fro' * aa 1Fx• aaaaa a � F*+ Fa* a N �� F* � � �Fairit* aat��F+ �Fx• a# �F�F•> tx? F�Fa��taaaaa�Fax- ;t+ra�r *a+F�r * *�F rq rirr r�l:ri!"C!'^ C1f1 to r.; r 1nT lit? Tn mr)nr *? A ll, rC ^nnr 3 -------------------------------------- > > >>>ADDITION OF SUBAREA TO MAINLINE PEAKFLOW < <<<< ---- ------------ - --- -- W = = = = - -- -- ---------------- C CAL DEVEL OPIEZ„ R.CNOFF � CI ESIT JOE. Fi .ic SUBAREA AREA(ACRES) = ;.'o S JBAREA RUNOFF C;FS J.C3 r. TOTAL AREA(ACRES' = 78,6@ TOTAL RUNOFF(CFS; = 6Z+ c7 TC(MIN) = 19.S0 #tF #iF # # #ii #iF * # "Yr # # #i.#iF aF yF.f Yii*:F di i{* #�k #ip # #E3F #.T t7Ffi # #.P # # *4+'F1F %3Fd #dl # * # *ii{ *tip # #iF if } # #�F 3r ii ## FLOW PRO CES S FROM NODE 12.00 TO NODE OCR T� ,^nnE -- ___ ? t:OMPUT'= Pi6EFL�'s =1 TRAUcLTT ME T - '-� -- --____ _- ...---- -- .------------- _ -___- _ y H O SI.PBAREA \ -,.., , "US INe3 COMPUTER-ES- 1I"1ATED PTPESIZE ( NON - PRESSURE FLDW; <: _ OF �-LUW Tl 5 ., �LPTH IN E I PIPE IS = INCHES PIPEFLOW V ELOCITY(FES'T /SEC.: _ 7.8 UPSTRELiM MODE =LE':O` ! = 1 1E.O DOWNSTREAM NODE ELEVATION = 1 114.50 FLOWLENGTH(FEET) _ 325.00 MANNINGS N = (13 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = F IPEFLu THRU S, r ` (Cc _ ' J6rtR...h � r J I •- 15 iv. 27 GRAVEL TIME(MIN.) _ .70 i1(tIIJN. .207- + Y' k 9F## 3FiF#### 9Fle{'######## iFiS# itiEiF## � F9FY# JFIf# Lfd( r### iF* i�# 3F# # # # #yr # #fi * #!F #4 #aF9 # # YlF #iP ## FLOW PR-OCESS FROM NODE 11.00 1 NODE 11.00 TS CODE f . ; + >> ?ADDITION OF SUBAREA TO MAINLINE PEA!! -_---- "____.___-- _.._- ______ 100,00 YEAR RAINFALL INTENSITY(INCH /HOUR) SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .8239 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) 6.56 TOTAL AREA(ACRES) = 6 1.90 TOTAL RUNOFF(CFS) = 167.43 TC(MIN) = 20.20 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 3 --------------------------- •---- --- -- > >COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA < <..; ----------------- � >' COMPUTER ESTIMATED PTPESIZE (NON PRESSURE FL:OW)<ti:::< DEPTH OF FLOW IN 60.0 INCH PIPE IS 43.5 INCHES PIPEFLOW VELOCITY(FEET /SEC,) = 11.0 UPSTREAM NODE ELEVATION r 1114.30 1 M NODE FL`:3pTrnly �0 1 FEET : _ :;00.00 HhNNINGS N 213 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) 167.43 TRAVEL TIME(MIN. _ .4S TC(MIN.) m 20.66 �' ^'.1+ nr 1'.r ^;•n.,, a..^, i"+r , :1A T., +irr __ - -- . -----.._.- _..-.---- ------- ^_---- _ - -..._ » >>>DESIGNATE INNEPENDENT STREAM FOR CONFLUENCE < < < << ------- ---- -- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: - - - - -- - -_ TIME OF CONCENTRATION(MINUTES) _ 20.66 R AINFALL TNTENS'ITY TA1r_.H. /H(?s_!P, _ ', 9 TOTAL STREAM AREA (ACRE') - TtPT ?; C rRFg p11A111 p! t't fi % A T t'fl "i�l 1 (Fnlf`1= m 7 c.^7 ,? _____________________________ .-RATIONAL METHOD INl7l6L �UG8REH AN�LY�I5� � ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT �c- COMMERCIAL 7C = |�°[(LENGTH*+�)!/ELEVHTT0N CHANGE),*+'2 INITIAL SUBAREA FLOW-LENGTH j000.0o UPSTREPiM B-EVHTION OOWNSTREA!.1 ELEVATION \ - et 7.30 ELEVATION DIFFERENCE 100.00 YEAR RAINFALL INTENSITY(lNCH/HUUR) SOIL CLASSIFICHTION IS "(j C0MMERCIAL DEVELOPMENT RUNO=F CDEFFICIENr 307 SUBAREA RUNOFF(CFS) 18.90 TOTAL A ~ - QQ TOTAL F PROCESS FROM 140DE T0 TO NODE i�.Z0 !F CODE = S -------------------------------------------------- --------------------- !�`>/C0MPUTE "TREETFLOW TRHVELTIME THRU SU88REH/<�� UPSTREAM ELEVATION = /177.80 DOWNSTREAM ELEV8TION STREET LENGTH(FEET) ~ 1750'00 CURB HElGTH(IMCHES) T EE �6LFWIDTH(FEET) = �Q.Q0 �TREET �RD55F�iL(DECl�A L ) = 8��S SPECIFIED NUMBER OF H6LFSTREETS CARRYING RUNOFF **TR8UELTJME COMPUTED USING MEAN FLGW(CFS) = J4'48 NOTE: 9TRBETFLDW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLDW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL' THAT IS, ALL FLOW ALONG THE P8RKWAY, ETC., IS NEGLECTED' STREET FLOWDEPTH(FEET) ~ '68 H8LFSTRE2T FLOODWIDTH(FEET) = 26,37 AVERAGE FLOW UELOCITY(FE2T/SEC.) = 4.83 PRODUCT OF DEPTH&VELDOITY ~ 3.31 STREETFLOW TRHVELTIME<MlN> ~ 8.04 TC(MIN) - 17.17 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR> SOIL CLASSIFICATION IS ~H" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT ~ '8260 SUBAREA AREH(HCRES> = 14,30 SUBAREA RUNOFF(CFS) ~ 30.31 SUMMED AREA(ACRES) ~ 21,50 TOTAL MUNDFF(CFS) ~ 49'82 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = ,76 H8LFSTREET FLOODWIDTH(FEET) = 30.13 rL0U VELOCTTY(FEE?/SEC.I = 5.38 E;EmPTH°VELOCITY .0B FLOW PROCESS FROM NODE 1S.Z-0 TO NODE iS.20 IS CODE = 8 ---------------------------------------------------------------------------- >)>'*8DOITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< to SOIL C4_HS6IFICHTlON IS ^H^ COMMERCIAL O5VELO*ENT RUNOFF COEFFICIENT SUBAREA AREA(ACRES) 1 7.60 SUBAREA RUNOFF<CFC> TOTAL AREA(ACRES) = 38.90 TOTAL RUNOFF(CFS) TC(MIN) = 17.17 FLOW PROCESS FROM NODE /G.20 TO NODE 16,00 IS CODE = � ------------ _--~___---------------------------------------------------------- - EFTH OF F� �j cl, - - 1 - I . O k [I I :. , a -- 5. 4 E S T I PEF LOW VIELOCI 1 Y F E E T SE,. 11 F:TREAM NODE ELEVATION 52 . 371 OWN ST REAM NODE ELEVATION = 143.30 i Otwl L E N I T JH (FEET' 00.00 S 41 N J T N C r- `qTTMA T EC PIPE CiTAMETF INCH - r.� Nlill"'BER OF PPES, C'IPEFLOW THFU SUBAREti%e P-F5 S 7 88 7 PAVEL TTME(.MIIN. ) = s - 7 MIN. " = + -t f -4 E7: OW PROCESS FROM NODE 16.00 TO NODE 1 6-00 IS ODE ----------------------------------------------------------------------------------- TO MA 1 NL INE PEAK FL OW < ADD I T 1 jo.,4 OF SUBAREA 100-00 YEAR RAINFALL INTENSITY(INCH/HQUIF) -.SF COIL CLASSIFICATION "A COMMERCIAL DEVELOPMENT RUNOFF COEFFI A" I E N T , r:URARE AREA(ACRES) = 4, 70 S i-; 8 A R E A P U N 0 r F 4: _ S 9, SIL TOTA4 AREA(ACRES TO R UIN OF F ( C PS T-,'(MTN) . 17. 97' PROCE:!L FROM F. Tr- j h l lil� L ) 6:11-j T 0 z - I �- %J — ----------------------------------------------------------------------------- "ADDI OF SUBAREA TO MAINLINE PEAK FLOW 100-00 YEAR RAINFALL T NTENSITY(INCH/HOUR) SOT ILL CLASSIFICAT 15 "Pi'l COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8264 SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) a 8.67 TOTAL AREA(ACRES) = 47,70 TOTAL RUNOFF(CFS) = 106.46 TC(MIN) = 17.93 16,00 TO NODE 1 6-00 IS CODE ----------------------------------------------- -- ------------- --- - -- --- ------ ' OF SUBAREA TO MAINLINE PEAK FLOW<:,< 100.00 YEAR RAINFALL lNTENSITY(INCH/HOUR) - 2.S61 SOIL CLASSIFICATION IS "A- COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .3254 COMMERCIAL cl-;-PAPEA AREA(ACr,%E5) ?USAFEa RlJNrUFF!rF5,) J 7- F.'UN OFF l.'C.F;-z Z 5 5 1 7 h R E 6 (" P E 5 TC(MIN) = 17.93 FLOW PROCESS FROM NODE 1 :6.00 TO NODE 1 7-00 is CODE ----------------------------- - --- ------------------------------------------- ;Tt LIT ..USING COMPU TER-EST INA TEO `IPESIZE iNON-FRESSURE FLOWi., DEPTH OF FLOW I N 42.0 INCH PIPE IS 33.1 INCHES Av*N PIP•FLOW VELOCITY(FEET/SEL'.) = 13.8 UPSTREAM NODE ELEVATION = li43.30 kw� NIDE F F ;JATTt'lt� E L rZ I . FLOWLENGTH(FEET) = 139r.00 MANNINGS N = .013 CCTT ,Tpn VTpp n T - 1 l h ( Milmpr r. ci PIPEFLOW THRU SUBAREA(CFS) = 112.59 TRAVEL TIME(MIN.) = 1.57 TC(MIN.) = 19,60 FLO:;�' pPOCE��5 "ROM NODE 00 7 0 NODE 17.0 0 IS. �DCE ~ � ---------------------------------------------------------------------------- ` �DDITIJN OF SUBA.RF* TO MA IklINE PE AK FLOwl`` � 1 00 .@@ YEAR RAINFALL INTENSITY(lNCH/H0UR 456 SOIL CL�SSIFIOhTl0N 13 ^A^ COMMERCIAL DEVELOPMENT RUNOFF COEFFTCIENIT ~ 7B244 SUBAREA AREA(ACRES) = 3.�@ SUBAREA RUNUFF<CFS) TOTAL r"REA(HCRES > ~ S3.90 rOTHL RUNOFF(CFS) TC(MIM� ° 19.50 FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 }S CODE = G _---_-_-_---_____-------__----- ----------------------------------------------- _ _ OF SUBAREA TO M61NLINE PEAK FLOW<.%`�. 100'00 YEAR RAINFALL INTENSITY(2NCH/HOUR) = _ 'OIL [L( I� "A COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT ~ .8244 SUBAREA ARE8(8CRES> ~ 8.40 3)U8HRE8 RUNOFF(CFS) 1 9,03 T0r;) (HI ~ Tt-,-T-L T��MIN> = 1 9.5� FLOW PROCESS FROM NODE |7,00 T0 NODE 12'00 13 CODE 3 -_-_--__--__---_------_-_-_---___---__--_--------------__-----_---_---_----_ >>`> PlPEFLOW TR8VELTIME THRU SUBHR61-<<(�, COMPUTER-ESTINHTED FIPESIZE (NUN-PRESSURE FLOW)<(i<< DEPTH OF FLOW IN 4S'0 INCH PIPE IS 36.2 INCHES ~ PIPEFLOW VELOCITY(FEET/SEC.) = 14'6 �~- UPSTREAM NODE ELEVATION = 1123'80 DOWNSTREAM NODE ELEVATION = 1112'G0 ' FLOWLEN6TH{FEET) = 750.00 M8NNIN5S N ~ .013 ESTIMATED PIPE DIAMETER(INCH) = 45'00 NUMBER OF PIPES ~ 7 PIPEFLOW THRU SUBAREA(CPS) = 138.31 TRAVEL TIME(MIN.> = ,86 TG(MIN') ~ 170.36 FLOW PROCESS FROM NODE 12.00 TO NODE 12'00 IS CODE � 8 ---------------------------------------------------------------------------- �DD}TTON OF lCARE6 TO MAINLINE PEAK 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) ~ 2.403 SOIL CLASSIFICATION IS ^A^ 60MMERCl8L DEVELOPUENT RUNOFF COEFFICIENT ~ .8238 SUBAREA AREA(ACRES) = 7.00 SUBAREA RONDFF(CFS) = 13'86 TOTAL AREA(ACRES) ~ 70'30 TOTAL RUN0FF(CFS) 152.17 TG(MIN) = 20.36 U PLOW PROCESS FROM NODE 12'00 0 NODE 12.00 IS CODE � 8 ---------------------------------------------------------------------------- />)>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOWI<< |00.00 YEAR RAINFALL IRTENSITY(INCH/HOUR) = 2'403 c^`/ ~'�aCcrrr'urrnu rc ^^^ COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8238 SUBAREA 6RE8(AORES) = 14.30 SUBAREA RONOFF(CFS) 28.31 rnra/ °. .. -._.. _--_-.-_-' -- - 'i. # * * * * *�i * * * * * *iF # > *4 *•kt #+ Fit *4iF ie * # #+1 fiF *'#tiF * # # * E } *dF * ** *?F it iE ##. +k *dr * *�F * *t * #* � W PROCESS PROM NIODE 122 . 00 TO NODE CODE >GESz6NATE 1?4, EivCENT STREAM FOR COPlFL�1E.dCE; . F COMPUTE VARTOUC JOIJFLLIE "IGE>3 S +RE tai !IALUE4 CONFLUtENCE '•;ALUES USED ='t,R It•lOEFENOENT STREAM 7- t'RE: TIME O CONCENTRATION(MIN'UTI E.S) - 10.3E RAINFALL INTENSITr' 'INCH./HOUR) _ 2.40 TOTAL STREAM AREA tACRES) - 84. TOTAL STREAM c Jrs' AT CONFLUENCE CONFLUENCE INFORMATION: ?T ?E , ;I °LltJOFF 'P11= ` ^ "TE : T'' s NUMBER t CFS) ;MIN.) t INCH/1±OUR ) ] 167.43 20.66 1 1.386 _ 1 60.40 710 , 3E x . 403 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO �0RIMULA( SBC ) USE'0 FOR _ STRE=AMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 346.60 345.5 COMPUTeD C01NFL UENCE_ =C TT11 ATEF. ,..RE ; ;g FOL:_{OW RUNOFF(CFS) = 346.60 TIME;MINUTES) 2 0.656 TOTAL AREA(ACRES) = 166.50 * �r* �r** rlr�r* �*** �- �** �* a►* �1?��, ��r��** �** �r+ ��•* �t**** �r�• �r+ ��r* �� *��x•��;�a��rr•��I�r *tz� *�r� FLOW PROCESS FROM NODE 12.00 TO NODE 14.00 IS CODE = 3 >>' >jGOMPUTE PIPEFLOW TRAVELTIME THRU 5UBAREA <<<« > >> > >USING COMPUTER— ESTIMATED PIPESIZE (NON— PRESSURE FLOW) << < << DEPTH OF FLOW IN 78.0 INCH PIPE IS 62.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 12.1 UPSTREAM NODE EL_pv'r T I L ON = 1 1 17.. SZi DOWNSTREAM NODE ELEVATION = 1109.50 FLOWLENGTH(FEET) = 600.00 MANNINGS N = .013 ESTIMATED PIPE OIAMETEtR(INCH) = 78,00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 346.60 TRAVEL TIME(MIN.) = e3 TC(MIN.) m 21.48 FLOW PROCESS FROM NODE 14.00 TO NODE 14.001 IS CODE = 8 }. %�sAODiTION OF S -66REA TO MAINLINE PEAK FLOW: = _v= xsssaasmxacsac= a =c = = == =ssss sxa == aaocc snammm: aus= s= sas�ea= s=== accc===== _______ 100.00 YEAR RAINFALL INTENBITY(INCH /HOUR) = 2.340 SOIL CLASSIFICATION IS "4" a ^. owl "cr- AI nrtor -1 _. . ,. ,'.AI•'i'."T.' •"n =__ 7rtr f SUBAREA AREA(ACRESt a.10 SUBAREA RUNOFF(CFS) = 1 5.00 TOTAL AREA(ACRES)__ 174.60 TOTAL RUNOFF(CFS) = 362.20 T C( MIN) = 21.48 FLOW PROCESS FROM NODE+• 14.00 TO NODE 14.00 IS CODE = 8 > > >A0t3ITION OF SUBAREA TO MAINLINE PEAK FLOW « <<C -= sa==== .x= sa= a :ai�scss =xa s.: asa= sacxaaaciea= sa= s== sas_- ssxcsma Q.aaam= a= mxxmrnm= .ma�ssac IMA MM VCAQ OATKICAl 1 TAITCAIC TTV! TAIPLf JUAI 10 t — 7 .TAl2 SUBAREA �:REA; ACRES ; - 9.60 3USAREA h +. NOt=Fi u7�5 . = 9.49 TOTAL AREA =: A�RES . - 124.22 TOTAL RJNOFP C= - , _ :580.68 TC(MIN) ^- _ pv � k@ ### # iF## f' FdF+ 4 # i�4# F## �F # #:F #+F #iF� # #F�4!•i4?F� #� }'S iF i4 ? # # #3F 9F # #i}a.iEat{( #F iF Yr +l fYi•ii #i #iF ib 1F 1F - -PLOµ- PROCESS- ---- -1 -- 14-00 ---- NODE --- -------- -- -------------------- ._ -- - -- 'Ci';rjpi1TE FlPEFLOW TRAVELTIM_ iRU SUBAR,EA< USING CO;SPUTER- ESTIMA7E0 PIFESiZE ( NON -PRESSURE FLOW): DEPTH OF FLOW IN 96.01 INCH PIPE IS 77.3 INCHES TT f1 Y ' T n PIPEF�.0 ;W UEL��S_ , r i FE 3.��E . UPSTREAM NODE ELEVATION = 1139. J^SLt T R EiA M N i.•0E �: F ��P TI1'!N !09.00 FLOWLENGTH( FEET) = 2'SO.00 MANNINGS N .013 ESTIMATED PIPE DIAMETER(TNCH- = 96.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 380.68 TRAVEL TIME(MTN.. - -17 TL (MI1v.. = 7 96 : t# iF### K+ F###+ F# Y+# .�. }y. jr.i ?e +.eY # # # # ++•- iit #!F + F## iF# x3i44?3ka ++Fit;F #irvF # # #saF # #it # # + + #;F a .�rf,t +.F FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 15 CODE = i" AUDI I _Fi 7F =t_s�' a � ,s;• I ate FE .. _______ ___ ___ _ �riRE• T t_ +�f1 L:! N. A1' FLOW - 100.00 YEAR RAINFALL INTENSI /HOUR) = 2.314 - - -_ - - -- + -- SOIL CLASSIFICAT10M IS 1, ir COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8228 SUBAREA AREA(ACRES) = 19.80 SUBAREA RUNOFF(CFS) = 37.701 TOTAL AREA(ACRES) = 204.00 TOTAL RUNOFF(CFS) = 418.39 TC(MIN) = 21.96 FLOW PROCESS FROM NODE 20.00 TO NODE 21.001 IS CODE = S ; TRAPEZOIDAL- CHANNEL r LGWd , -, . , %::jr)TRAVELTIME THRU SUBAREA ( < <%- < ..scrcc rnmrr s rs= r �= x asr=== crca= scecc== cncxs= ac--= .== a= = = =cx= a sses-= -==.__ =- .:.sx= UPSTREAM NODE ELEVATION = 1106.95 DOWNSTREAM NODE ELEVATION = 1097.39 CHANNEL LENGTH THRU SUBAREA(FEET) = 1275.00 CHANNEL 8ASE(FEET) = 10.00 "Zb FACTOR - 1.500 MANNING FACTOR -Y . 0 1 5 L t MAXIMUM OE TH(FEF T) 'LHA NEL " T^ry t A%G - J i - 418.53 FLOW VELOCITY(FEET /SEC) = 12.47 FLOW DEPTH(FEET) = 2.45 TRAVEL TIME(MIN.) 1.70 TC(MIN.) = 23.66 FLOW PROCESS FROM NODE 21.001 TO NUDE 21.00 IS CODE = 1 0ESIGNATE INDEPENDENT STREAM FOR CONFLUEEsvCE..\:•. <, ccs raat C == Presser c= crr�st= r = �== a== r==== casrc. c= rcv.- stcccc= _,-= ca=== ecoeg zstzsva=_ CONFLUENCE V ALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 23.56 RAINFALL INTENSITY (INCH. /HOUR) = 2.23 TOTAL �ZTRE.AM AREA (ACPE:S) = '074,00 TOTAL STREAM RUNOFF(CF0 AT CONFLUENCE 418.39 ASSUMED 7 NITIAL 3 1iB8GEA UNIFORM DEVELQFMENT IS AP-iRTMENT TC = CHANGE',]**.? SUBAREA FLOW-LENGTH ~ 1 S0.ZO , jp5TRE8M ELEVATION DOWNSTREAM ELEVATION 35.G0 QW CLEVATIOA OIFFERENCE T2 ~ .32��[/ �350.��+°3)/� 00>�**.Z = |3.83J i00.00 YEAR RAINFALL �NTE�SITY�lNCH/HD�R> ~ 2.S�6 50IL CLHSSIFIO�TIJN IS ^G^ 8p6RTMEmT DEVELOPMENT RUNOFF ""0EFFICIENT = ,8089 SUBAREA RUNOFF/CFS} = 5`.B4 TOTAL AREA(ACRES) = 24.50 TOTAL RUNUFP(CF5) °°°*+++***°**+**»*****°**°**°**°**+****°***v+v**°***°a°*°*4**°°*°°**°*° FLOW PROCESS FROM NODE _23-00 TO NODE 2 IS CODE � S ./� )ADDITIDN OF SUBAREA TQ MAINLINE PEHk FLOW/'' . �J8'00 YEHR FAINFALL !;TENSIr!'T�!CH/HGUR) = � 3lG 5UlL CLASSIFICATION IS ^A` �OMMERCI8L DEVELOPMENT RUNOFF COEFFICIENT = .6284 �_UBHREA AREA( ACRES .VI0 zUBAREH :1 7- TOTAL AREA(ACRES) ~ 32.50 TGTHL RUNOFF<CFS 76 .96 TC(MIN} = 13,83 FLOW PROCESS FROM NODE 223,00 TO NODE 23'00 IS CODE ~ 8 ---------------------------------------------------------------------------- .>>/>}ADDlTION OF SU8ARE6 TO MAINLINE PEAK FLUW{<<(< 100^00 YEAR RAINFALL INTENSlTY(INCH/HOUR) = 2,916 SOIL CLASSIFICATION IS ^8^ SINGLE-FHMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT ~ '7421 - :U8ARE8 6RBA�AQRES> ~ q'30 ':U8HR;�H RUN0FF�CFS 20.|2 TOTAL AREA(ACRES) 41'80 T0T8L RUNOFF(CFS) = 97,09 TO(MIN) = 13.83 rLOW PROCESS FROM NODE 23.00 TO NODE 32.00 IS CnDE G ---------------------------------------------------------------------------- ,C011PUTE 6 REETFLJA TRA;ELTIi E THRU SU8HRE -'`� U.PqTREHM ELEVATION = 713G.00 DOWNSTREAM ELEVATION' = 1117.00 STREET LEN6TH(FEET> 1350.00 CURB HElSTH(INOHES` = 6' STREET HALFWIOTH(FEET) = 16.00 STREET CRUSSFHLL(DECIM8L) = .0200 SPECIFIED NUM8ER 0F HMLFSTREET5 CARRYING RUNOFF = ) **TM8VELTIME COMPUTED USING MEAN FLOW(CFS) = 106.03 NOTE: STREETFLGW EXCEEDS TOP OF CURB. THE FOLLOWING S?REETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGL38LE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC', IS NEGLECTED. STREET FLOWDEPTH(FEET) = .75 c *�ILFSTREET PLOOOW!OTH/FEET" G.00 AVERAGE FLOW VELOICITY(FEET/SEC') ~ 7'0S pqnnfpr nC pcorU".11P/rp`7v . = STREETFLDW TRAUELTIME(MIN) = 3.18 TC(MIN) = |7.03 Ot 'ROCESE FROM N 0 rz IN 0 c) E i •_ C 0 D F F �J -- ---- - --- --------------- - -------- --- - -- ------------------------------------ '-fi1lDlTI;0N GP SUBAREA i* 1 1AINLINE PEAK Fl-OW 1-210,Z-0 YEAR RAINFALL INTENSITY( INCH/HOUR) = 2 621 e SO IDIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT - .9261 SUBAREA AREA(ACRES) = 16.50 SU2A1EA RUNOFF(CFE) = 36.82 TOTAL AREA(ACRES) = 83.70 TOTAL RUNOFF(CFS) = 184.70 TC(MIN) - 17.03 FLOW PROCESS FROM NODE 22.00 TO NODE 21.00 IS CODE = 3 ---------------------------------------------------------------------------- .'.X>)>COMPUTE PIPEFLOW TJRAVELTIM9 THRU SUBAREA�,� - T , J.LNG COMPUTER-ESTIMATED DEPTH OF FLOW IN 51.0 INCH PIPE 15 40.3 INCHES PT PEFLOW VELOCITY(FEET/SEC.) = 15.4 UPSTREAM NODE ELEVATION = 1117.00 DOWNSTREAM NODE ELEVATION = 1102.00 FLOWLENGTH(FEET) = 1050.00 IIANNINGS N 013 E PIPE DIAMET EPt ' Tt�'CH S1 ,00 �.jijMp C,,r: PTPPS I P E; L_ 6 7 H R L; su 6 r1 R h L.i S J. I � 4.7 C. TRAVEL TIME(MIN.) = 1.14 TC(MIN.) = IS.16 FLOW PROCESS FROM NODE 21.00 TO NODE 8.00 IS CODE = 8 ---------------------------------------------------------------------------- 100.00 YEAR RAINrALL liNTENSITY(JTNCH/HOUR) = 2.545 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8253 SUBAREA AREA(ACRES) = 8.60 'SUBAREA RUNOFF(CFS) = 18.06 -,0 "nTAI 7 TC, MIN 18. u Ff nw Ppnrjzqcz % mono 71 rAM Til tdf)nC' ��i ma 71 fInmr- 6 h r-1E RIJ r I C) F F . t'JIMMED; !'REA( ACRES IS i i 0 7 T A L N 0 P C S A : C =roc OF ;'-'BARE; STREMETPLOW r"YORAUL. I C' 2- F T H f F F E '77 Li A LF S E -- T COD W 1 D T H ; E T G 00 • Cl k1l V E LLD C 1 T C, DE PT E L C C I Y t Loe =LOW PRCCESS FROM ".ODE �:.00 TO NiCILIE l 22 . 00 Iq ------------------------------------------------------------------------------ i�0 6DDT'TON 0 SUBAREA TO MlINL PEAK PL0'kJ,< 100.00 YEf�R RAINFALL _ N5" :kl T - 4 - SOIL CiLASSIFICATION IS "A" OM (FLOP C: R: IN OFP n7rf c- SUBAREA AREA(ACRES); 10 1 :UBAREi RUNOFF(OFS.) 9 4 TOTAL ARE6(AC-.RES) '7 . I C TOTAL RUNOFF(`Sl - 148.86 TC(MIN) = 1 7.0 Ot 'ROCESE FROM N 0 rz IN 0 c) E i •_ C 0 D F F �J -- ---- - --- --------------- - -------- --- - -- ------------------------------------ '-fi1lDlTI;0N GP SUBAREA i* 1 1AINLINE PEAK Fl-OW 1-210,Z-0 YEAR RAINFALL INTENSITY( INCH/HOUR) = 2 621 e SO IDIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT - .9261 SUBAREA AREA(ACRES) = 16.50 SU2A1EA RUNOFF(CFE) = 36.82 TOTAL AREA(ACRES) = 83.70 TOTAL RUNOFF(CFS) = 184.70 TC(MIN) - 17.03 FLOW PROCESS FROM NODE 22.00 TO NODE 21.00 IS CODE = 3 ---------------------------------------------------------------------------- .'.X>)>COMPUTE PIPEFLOW TJRAVELTIM9 THRU SUBAREA�,� - T , J.LNG COMPUTER-ESTIMATED DEPTH OF FLOW IN 51.0 INCH PIPE 15 40.3 INCHES PT PEFLOW VELOCITY(FEET/SEC.) = 15.4 UPSTREAM NODE ELEVATION = 1117.00 DOWNSTREAM NODE ELEVATION = 1102.00 FLOWLENGTH(FEET) = 1050.00 IIANNINGS N 013 E PIPE DIAMET EPt ' Tt�'CH S1 ,00 �.jijMp C,,r: PTPPS I P E; L_ 6 7 H R L; su 6 r1 R h L.i S J. I � 4.7 C. TRAVEL TIME(MIN.) = 1.14 TC(MIN.) = IS.16 FLOW PROCESS FROM NODE 21.00 TO NODE 8.00 IS CODE = 8 ---------------------------------------------------------------------------- 100.00 YEAR RAINrALL liNTENSITY(JTNCH/HOUR) = 2.545 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8253 SUBAREA AREA(ACRES) = 8.60 'SUBAREA RUNOFF(CFS) = 18.06 -,0 "nTAI 7 TC, MIN 18. u Ff nw Ppnrjzqcz % mono 71 rAM Til tdf)nC' ��i ma 71 fInmr- fill IN 100.00 YEAR RAINFALL lNTEN5jT"jlNCH/HOUR) = 2.&S SOIL CLASSIFICATION IS "A'' COMMERCIAL DEVELGPMENT PUNOFF CGEFFICIENT w .0253 SUBAREA ARE&ACREii 0,00 jUBAREA RUNOFF (CFS! 54.60 T07AL AREA( ACRE::) = 1 l?.30 TOTAL PUNOFF(CPS) = 257.IS TQMIN! = 4.5 FLOW PROCESS FROM NODE 0.00 TO NODE 21.00 15 CODE ----------------------------------------------------------------------------- DESIGNATE 1NOEPENDENT STREAM FOR CO `FLUE NCEITZ-' r: , ?AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<Q GONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 18.16 RAINFALL INTENSITY (INCH./HOUR) = 2.54 TOTAL STREAM AREA TAGRES) = 118.30 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 257.36 CONFLUENCE iNFORMA000 STREAM RUNOFF TIME INTENSITY NUMBER QFS) %MIN.) !INCH/HOUR) -------------- -------------------------------------------- I ----------------------- 1 418.39 23,66 2.229 2 257.36 is.IG 2.545 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA(SBQ USED FOR 2 STREAMS, VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 643.86 578.51 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) - 643.86 TIME(MINUTES) = 23.663 TOTAL AREA(ACRES) = 322.30 END OF RATIONAL METHOD ANALYSIS A A v#w Addompl- :':..!hil 3 Hydoloctic -Q1.. 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I R7w \r'I '` ,a.. . 1"-. ,,a..,» HYDROLOGY MANUAL 1 $ 112 regal 11904 3 of re • 4. , ' ft7W • , • R6W ; 1?5W 4 — _ '�W I i,.j„ i _ :. : 740 .,, gowil t . ,,k, qPiit __ e . ‘,_, I_ ______ __ ......„. , ...,, _ _ __. _ Oppra, I ./i o r A, • 1 • 4 1 Z ,rt- I . ' :. 100000,00 .t... _ .. L i r. ... lit: , i ___ , . . tt ..k : 4 . , , .. r..; , , 4 ,4,.. 474 OW c - -- . - . , ‘iiiti-i; --- 4 . , tt 1 l''''' f ,� Y�T i 0. .... , fr ' - ' - - - 0 0 " 0 mul I i ft , : -, ,... . . ; �■ , , .r., """" �► `. `� . s c _ . • , , - '-- a. .�awp .fir r- '� 7I I.t A G., — J . 4 -o ' N4ti w - X. illi Fr 4. 2:41:1Fer ,. ,/' -- rietummeav t• 1—sor , • i ,..... -,,___:,,, 9 _ _ _77 ..: _ . . .., -i :.. _ . „4-:- • „_•,,i,..„44.4.. • , r • _i_-=..41: 1 ' ' 14 ''' f 1,:t. _ 41 - '•! - .., PiP p Aliii '. . ipolill.ti, ,... . -_,-r, wAh.-c.sk ' 1=a i """"' z. - -\ .. ' " :111 W� IAIIMN : ,. a a► I A. a .yoilli�..m.. ' �� *r*�r•'� � s+Na off T ''�'ltsi/'EIItii _•�•:« - • \ ill '' MOM EMIRA5111J: ' ' , irr wisouriaminguirMilimm COLTAN I h miNeminutanift - p vailitg - 116-4 ..' -_, oita amilb,,-..ziemalm ,- - . NINEw.m.,,p ....6. _.. ...im 1.-_,A , Aii..... adesehmit-wr::• AirA Ail ,;_A1111111111111k amiliAM,,x,..„...... Aummasigammr F .... - .....rp. _ - . *pp._ 1 , > 4E RSIDE A► *to_ , . igli •••0 ..1 \ , 0 r - may. - :- .1, '! ii 1 SAN t lR IMO COUNTY _ . ✓, , '-' — FLOW � DISTRICT , r VALLEY AREA _ `XHIB I T 3 p YEA T R _ Y4.– IOO 11 HOUR N� COUNTY 0« „n,A.Ars.AAa, rs SAN BERNARD! IMMO • s‘ii A • p er le , __ ,.W _�`,. – HYDROLOGY MANUAL '� "'i14'ls�C�e • •� Oat AOM W * HYDRAULIC COMPUT;iTiOl I - m A A V* & Caltrans North � Ditch rx:St 1 0 - Year Peak Flow Raies Existing 100 —Year Pv.a: Flow :cages Water Surface Profile N 0 t0. G",'!1 5!89 05:13: i3 PRGE ; HEU RELEASE DRIED HHG 7 6 11PORIED MAY i934 ERROR COPR - O1,DZ,03 14,05,06 i1DDIFICOTIDH - 50,5T,52,''3,54,55,56 18ri-PC -$T VERSION fF3Hf7fit3fikif�jF�- 1Fglh!!f#!f iEiHF#FillF}Hf 1l'Mlit`AM iNNltilf3HF3MfFR�kiF THIS RON MUTED 07; 02 :.3:99 T i IHLRNO WIRE CENTER 11 MIRRHS NORTH 110 DITCH 1 3 0 10 -YEPR KKK FLOIj RRTES 1i ICH u, IHO HINU i0 STRi 71E =RIC NU'IHE 0 LISEL E? D. 1. 0. 0. 001000 DO D D. 1059, 000 .flog �? NPROF TPLOT PRPOS is5ECO XSECH Tti DLLOC IHR iHHI11 ITRRCE 1.000 .000 -1.000 .1100 .000 .0€10 .000 6.000 .000 .ilOD J3 URRI00LE CODES FOR WARY PRINTOHi 30.000 933.000 26.000 VAN MOD 1.800 1.000 3.000 30.OD0 ODD JS LFRHT NOHSEC - *REOOESTEO SECTION HU1t8ERS***"It.x -' 0.000 - i0.000 .000 000 JOG .08 .600 1090 .080 GOO J6 U114 IC1H'Y 1.000 .000 1000 .700 .000 1000 .000 .000 'Doc 1000 NC tO0 .100 1030 JOG .300 logo 1000 .000 .000 flOD i:0 e5.b?it 1067.000 1si 5 &5.000 3.000 100.000 35.000 .000 1400 .000 .000 .000 DOD CI 129.000 1095.040 As 5 1.580 1300 12.000 A D .00 .000 1000 ::a 1 ! ^ 1.004 100,000 1 ;'5. U. 1 ! 5;1.000 'S. coo .1191) .300 X1 550.000 3.000 100. GOO i 3S.000 SOD. 000 ;00,000 500.000 .000 .0011 .ODD CI .000 .002 .000 .000 1000 .000 .000 1000 .000 300 SR 11 P.-U. 000 1 Pill 000 1099.000 129. DOD ' 1 00.000 1 000 =;00 POO Am 91 591.000 3.000 100.800 135.000 100.000 100.OflD 100.000 .000 1000 .000 CI 1600 1096, 240 .000 .000 .000 .000 1000 1000 .000 .000 GR 1101.000 100,000 1171.000 120.000 1101.000 135.000 .000 .000 .000 , 000 QT 2.000 413.000 676.000 .000 .000 .000 .000 .DOD .000 .000 UNIERUNE JUNIPER WE. %I WA G 3A66 106.000 i3.5.006 100.1100 03.000 100.000 .000 .000 Age Li -Wu , il1 UUU . affil UUU . UL`U . UL UUU VW uUu C R 1101.500 1001000 1101.000 I n. 00 0 1101.500 135.000 .000 AN .000 1000 i 07/1049 08;13:43 000E .. 0,1 598.500 3.000 100.000 135.000 1750.100 050. 000 650.000 .000 .000 .000 CI .0011 1104.870 .000 .000 .000 .000 .000 .000 .8013 . 000 GR 1160.300 100,000 1108.000 120.000 1109.000 1 35.000 .800 .000 .000 .1)00 X1 601,150 3.000 200,000 135.000 565.000 565.000 565.000 .000 .000 .008 CI .800 1106.000 .1100 .000 .000 .000 . 000 .000 .000 .000 Lk i 110.500 1 070.000 1 i i 1.000 1X0.000 11 i 1 .500 135. 140E .188 .01)0 .1) 0 .000 CBLTR1M IRTERBI OI1C8 X1 604.600 3.000 100.000 135.000 15.000 45.000 15.000 .000 .000 .000 0i . 880 .014 .1)018 . 000 .000 .000 .000 . a011 .0011 .0880 OR 1111.000 140.000 1111.000 120.000 1111.000 135.700 .000 .000 .008 .000 Oi 2.000 396.700 650.000 .600 .000 .000 .000 , 008 .080 . 411) X1 605,700 3,000 100,000 135.000 18.000 10.000 10.000 .000 , 000 . 000 E1 320. 000 1185.750 .015 1. 500 1. 4.000 .080 .000 .000 . 1)00 Ok 1111.000 100.000 1111, 000 120.000 1111.000 135.800 .000 .080 .000 .000 X1 606.000 3.000 100.000 1 00.000 90.000 90.000 .000 .000 .000 LI 120.000 1106.850 .015 1.500 1.500 4.000 .000 .13300 .0013 .000 OR 1112.000 100,000 1112.000 120.000 1112.000 135.000 .000 .000 .000 .000 X1 606.1 10 .000 .000 .000 .000 .000 .000 .000 .000 .000 X3 10.000 .000. .000 116.000 1115.000 122.000 1115.000 .000 .000 . 000 X1 - 601.600 3.000 100.000 135.000 .000 .000 .000 .000 .000 .000 CI .000 1106.630 .100 .000 .000 .000 .000 .000 .000 .006 OR 1111.000 100.000 1111 120.000 1111,000 135.000 .800 .000 .1100 .000 01 2. 000 25.000 38.000 .000 .000 .000 .000 .000 .060 .000 X i 506. 6 3 30 3.000 MAO OQO 135.000 13.000 13.000 13.000 .000 .000 .000 CI .000 .014 .000 .000 .800 .000 , 000 .000 .0000 .000 OR 1111.000 100.000 ' 1111,000 120. HO 1111.000 135.000 .000 .000 .000 .000 EXISTING (20-5X2 BOX CULVERT 81 601.830 6.000 105,500 130.500 20. NO 20.000 20,000 .800 .000 .000 C06 . 500 .063 +:89, 500 1120.:300 130.5011 712120 81)8 830 .800 OR 1720.000 100.000 1120.000 109,500 1 108.954 109.500 1106.950 1 38.500 11 1 20.000 130.500 OR 1128,008 135.010 .000 .000 , 000 .000 .000 .000 .000 .000 50 1.250 3.100 3.000 ,000 21.000 1.000 20.000 .100 1100.000 1106, 950 X1 606.690 6.000 109.500 130.500 186,000 106.000 186.000 .000 .000 .000 42 .000 .000 1.000 11 0.000 1120, 000 .000 .000 .000 .000 .000 R3 °'1.000 .000 . 1)00 109, 500 1120.000 130.500 1720.000 .000 .000 .000 i+ .I..l. .nu. vUU ..,.U, Uilii .vi..:u+1i +s vu, 1H+11 ..,:.;.uU n .4,1Cu1) ,.,. :.411 a•J. Vdil .f...oU 611 1120.000 i 35.000 .000 .000 .000 .000 .000 .000 . 000 ADO EJ .000 .1160 .000 .000 .000 .000 .080 .000 .000 .000 1.• I?ILO = t. THEREFORE RAMP LOSS %fRL) IS CALCULATED RA R FMCHOR L'F ?ROFILE TYPE, UHICR CAR UPP F96H REflCH IO k'ERCH, SEE. DbCWERTATIOki FAR K RIM RGE ly A N 1*" A A r, ?11 5187 P32:1 3FK�ER.?tN %3tKiFiKa!Aii K 1 f 3 HNt% s #iF7fK+f{ei,IHFKK3FiEi4itY31 Ki 4E 2 RELUSE OPTED moll 1b UPDP.TED M Y '481 ERWR CORR - D1,02,93,04,D;,QIi tiOiiIFICR1IDm - SO,S ?,52,53,54 I.t1 -PC -xi VERSION :MiHkilKliiHFKitIKiEIf KiH!Mf�3NliF3liFK3t# 3"i7dikiF KiFfi9!!k1f%4�HFkiHIiiFK! 901 ? +HIS RUH ISECUM 07/ 1+ �H M MPIRE CElvER i. CRUMNS NORTH Ila DITCH T.', EXISTIK 100 -YIRR PER.Y TLOV RUES ;+ IC1CK IiiQ 1iINU IjiTR ":TRIG 1P1IH5 0 t1SE1. i9 D 3. D• v. 0CID00 .00 D ;D99.005 .000 32 mPR'OF IPLOT PEFUS 4SECU ;'SECH fH OLOC I2U CHNi11 i1RflCE 15. D00 .000 -1,000 .000 .ODD Q0fl .000 t, fl0fl .000 .900 IHLEQ = 1. THEREFORE FRICTION LOSS !HL? IS COLOUTE0 AS P FUNCTION OF PROFILE TYPE, UHICH CAN UHRY rim REACH TO REKH, SEE H?1MlffATI0N FOR CETNILS. A 0 �• 7/18/ 9 60:13 :43 Pf&&E THIS RUN E9ECU1EC 07/18/89 u8 :14 :23 l:E02 RELEASE OPTED NOU 70 i1FIi8TEO tnn 1181 ERROR COiffi - 0'1,6'2,03,04,115,06 113DIFICRTION - S11,51,52,53,54 ie -PC -97 OERSION hOTE- OSiERISK { *} 81 ! EFl OF CR0SS- SECTI ii19'16ER 1140IC01ES 11ES 26E i!i 51.40189? OF ERRORS in', £T1STI1iG 10-YEAR PER fL MIRY PP.INTOW SEC11i7 0 UCN ELM OEPT1i CUSEL ERTUS CO Et 585.000 653.00 8.78 1096.09 1.10 1099.14 .00 1100.34 12.00 585.000 1867.00 10.05 1095, 04 5.32 1180,36 .00 1101.92 12.00 590.000 653.00 7.26 1096.01 4.44 1100,48 .00 1101.30 1 2. 00 590.000 1067.08 7.83 1096.04 5.76 1101.80 .00 1102.76 12.00 591,000 653.0D 8.15 1096.29 4.21 1180.15 .00 1101.56 12.00 591.000 1067,110 9.14 1096. 5.49 1101,73 .00 1103.02 12,00 592.000 113.00 6.24 1097.39 3, 76 1101.15 .08 1101.75 12.00 592,000 676.00 5.75 1097.39 5.31 1102.70 .08 1183.22 12.00 * 598.500 413.00 0.63 1101.87 2.92 1107.79 1107.79 1100.95 12.00 * 599.500 676.00 8.75 1181.97 4,00 1108.87 1100.87 1110.05 12.00 609.150 413.00 7.21 1106.00 3.36 1109.36 .00 1110.16 12.00 S 1115,15 . 111:.3. .. JII • 601.600 113.00 8.65 1106.63 2.92 1109.55 3189.55 111 0. 71 12.60 • 505 :i ?6.00 9.23 33 05.63 56 311 ^ ..19 1111 0.49 1131.99 .. 90 * 605.700 396.00 6.90 1106.75 1.63 1111,30 1111,38 1112.12 1.00 3< 605.700 650.80 8.54 1106.75 5.16 1111.91 1111.91 1113.175 1, 00 I. -w. u.G ..z,uU ,JO i, ice. v« •..,, ... i.. ,�� ......o .uu • 606.000 650.00 8.58 - 1106.86 5.59 1112.49 1112.14 1113.58 1.00 606,100 396.00 8.00 1106.05 4.56 1111,11 .00 1112.41 1.00 • 606.100 650.00 10.23 1106.85 5.31 1112.16 1112.16 1113.79 4.00 • - D04,600 396,00 7,18 1106.43,. 1,63 1111.26 1131.26 1112.06 1.110 * -6111.600 560.00 7 .49 1106.63 5,53 1112.16 1112.16 1113.03 M7 N 07 ?15/69 65:13 - ia SICHO J 506.630 25.00 606.630 2 19. 00 601.930 25,00 RUN 38.00 606.690 25.00 6016.690 38, DD 4iis Cil1I0 3EtIR ijSrL i:IUS - 5 �0 30 1io S..32 ? ?12.17 A ;? ?2 4.00 s2 1105.81 6.31 1??3.12 . 00 1113.12 i.00 .23 1106,95 ..'s9 1112.1 00 IMIM 4.00 s9 1105.95 6.17 1113.12 }0 1113.12 9.00 26 1108.00 4.21 1112.21 AD 111..21 4.00 3, M UD 539 1113.29 .30 1113,29 9.00 0 m Ca I t r a nzi North 1 i 0 1) 1 h Proposed 10--Year Peak Flow Rates Proposed 100-Year PaaK Flow Rates HEC Water Surface P,-cfije C J• '" ;:24:37 THIS isM STC1, C 1S - 2i :.5 kAtRitS! kt�t# 3HH� ?y11F�ti5*iF9F.�if�E11i1Nlli! YjHFT1HiFtlt- pA�(iM7l3f'Fk+f NEC2 1ZLLS D%1.0 lib! ?s UPOP,TEL P!P,Y 1in4 WoR CORR - ir1,u2,03,94,0a,0; hlOOIFICAITGN - `9,i1,5�,53 ",54,;'5,:5 iffi -PC -ill UERSIM ! Nt li ] Fk� Krtii ff?: yFiekiiii�l i;#! Eii ?fltktxK34Rtl1Hk,T- ]Efr3fiFif .�Yn?�Kyt3[ii u i I11�tt1i0 IMPIRE CENTER T2 11PILT NORTH I DITCH .: �; LI1�VSEi 111'..ti7 a it i LW PRIES '1 ICHECC A T NIW iLI _TRI 4[TP.TE HOIHS 0 }SFC ►0 .002000 . D0 .6 0. 1099.000 .0110 .ii 10DIF r'C�.'i _cf aE1:J :SEER HC u� Zliu i1HI1 .kri E 1.Oif11 .000 -1.000. .0 00 .11110 .000 6.000 .OLIO G J3 WRISLE CODES FLIP SWE PRINTOUT 30.000 43.001) 25.000 42.000 5.000 1.000 LOGO 3.000 30,1}00 , a 15 1PRNT N0115EC ***m**REKSTEG SEETION WKRS-if11*"* - 10.000 - 10.000 .000 .000 .000 .000 .000 .000 .000 .000 JS MEG ICOPY 1. 10 .000 AD . 00 .€100 N ilii0 000 . cm .006 NC .100 .100 .030 .100 .300 .000 .000 .000 .00 000 OT 2.000 "24.000 543.000 .000 .300 .000 . C'00 .000 .000 '000 111 S85.000 3.0 100.00 135.000 .000 loco 11080 .000 .000 .000 CI 120.000 105S. 040 .01 c 1.500 !'Soo 12.000 . -00 CD0 . D01'• ur 1; r+* . 9@." 50, 00 1 i 21, i _' c.. 7uC „ €t1. G17C 15. J00 U C <A5 Rl 598,008 3,000 100.000 Mr, 000 S00.006 5.000 700. M .000 000 .01x1 6 .000 .702 0131, 'PICA, 510u OOd 9030 1300 90 LIOE' SR 1100.0101 100.000 1099, 001;0 120.000 1 100.000 135.000 .090 .000 G00 .000 Rl 591.000 3.000 i go. GOO '1 35.000 100.000 100.0011 100.000 1000 .600 .000 1:I , 000 1035.240 .000 .000 306 .000 .01% . DOD 11 30 . ROD OT 2.000 275.000 410.000 .000 low . 000 .000 .000 .000 0OO CENTERLINE JUNIPER ME. 111 CI 552.0110 3,000 .000 . 100.000 3 135.000 100.000 1000 .000 1100.000 100,000 .000 00 .00D .000 11 01. 544 * ' Ju l . M', !!{{ 090 11 �J4 .0 i J.�. .00 f 0 '� •+11%.! . u;;0 .00 }} 0 J;j�, .000 �� 1 010 . . u i iL A N if& „! y3v.SG0 �.sOD 1 JGABU 1351 DDD 650. DOG cC6.get F1J0.00u 110 tau 'A 1 1,9.513 .33:6 tie0 v "C%3 DOD uis0 ;00 "iSO G i R i 109. a0:! 100.001 11 08. 000 11 393 1 GO i 57.000 GO>i =1000 lic-1 b84.1 Se .. DOD 1 AOOe 1:5.310 ;65.ODD :Z. 000 5.4. ODD 080 .500 �l M O 1 6, 0671 .ODe ODD .000 !DO 000 ride 0 D OOD GR 1110.503 1+00. 111.100 129.090 ; 1 1 1 ,. 500 1:5.1100 .OD4 OGO BJti 000 IRLTRAXS !AT €ROL DITCH _ *:;s. bust 0111 ' 55.0ee1 :. i'Ji ., ;i J �. i?a7 If "A0 .:;a N0. u I 000 .014 .000 100 .000 J00 1000 .300 .600 .3e:;' DR 1111.000 ; De. 000 1111, 000 1:0.000 11 132.000 1000 , JOe . 0aD M M. ON .v1L .LTD ,erU .!;uu ,ufD .vu'J ,Uua X1 605.70G S.000 100380 1:35, DDO ; 0.800 ? e. 300 i 0, 006 100 NO 1111 CI 126. DDD M6.756 750 7?t t 1. SDO 1.500 9.000 .000 .000 6 00 .050 �2 i M ob 1 11 1 a0;^; i 111. DOG ;:0. nQ 0 11; i . i %03 :5. 1100 . ;av u 0 ilfu i;G e3. DDD 9c.ODD M. SOD D00 060a tl i'i.i3 1Jb,a� 015 J1 it 1,5111 1.1761 ueD iDu A 6R 1112. DW 130.030 1112.000 128,000 ;',12.000 135.000 We .4 000 ODO X1 - 631.666 3.008 100, 000 135.000 .1013 . DOG , DOD . COB .ODD we CI 000 1 t 66.630 1000 .000 . GOO . +700 .000 .000 .300 .800 fiR 111 Lon ODO 100, 30G 0 11.000 11.000 120.000 1111.000 25.000 .000 .000 ODO .000 $T 2.070 15.000 38. 1100 , ON . 000 .000 300 .000 DOD . UOe X1 606.630 3.000 100,000 135.000 13.000 13.000 13, ON .000 .000 .000 CI 1000 .011 .000 .000 BOB .000 .000 .000 .000 .000 GR 1111.000 10.000 1111.000 120.000 I MAGO 1 AGO 135.000 .000 .000 .000 OM EXISTIS (2)-5X2 80X CUIU €RT J1 , 9. A 109,500 13D. 500 26. ON 20.080 !0.160 . !100 AN 3ct0 S3 !0.000 .000 AN 109.500 020.0 136. SOD 1120.690 .000 000 600 GR 1120.000 190, 0T1D 1120.066 109. SOD 1106.950 109.500 11063SG 130.500 1 i 2100 1303077 6k 1126.000 135.600 .000 .000 .000 .000 .000 .000 we .000 SS 1.250 3.100 3,000 .000 Z1.906 1.000 MOOD .000 1108.000 1106, 950 '1 506.690 6.006 195, See 130.500 186.006 186.000 l ei-goo BOG .100 A 0 00 DDD 1 1;.0';'1 . 31.RID .5u I OU '0 D 10.000 ,m .000 109.96 1 i N. DOG l io.500 1 1 47- 0.900 .000 .000 .000 E R 1120. ON 169.010 1120.000 10.500 1108,000 109.500 1198.000 1 30.560 1120,000 1 CR M20,600 ! 35. DOD . 000 .000 , S00 .1100 .039 .0 1 10 .0;311 . B0I .'I .000 .000 1000 ,BUD .800 .000 DOD .000 .000 .000 A N if& I p ALEQ = 1� 1PRIFORI FRICHOM LOSS (K) 15 CRLIC (LF, F , S � fllfiC it " I -j �j ff PROFILE TYPE, WICH Ulf! UPC' FPGM PRICH To prxH, sr—r 1,1CMENTOT fee, ro(b CEIRILIS, NJ PPILK --: u m ko op m N xo-te�t�t�t�ta�t �xx�� iHttarx�►.tt+,r�tF;e #taHr:�t�f `lEG? R[E LOS u!T fl34 s0 vTDRI Kn'� !q9fi ERROR CNN - 0! ,02,0 ,G'S iODIFICATIoN - t0,5i,52,53,54, 5,t,6 i i;rt-;'C -� 11E!ESIOiF 4iGM+! kS #'ri�i47F3flF�f iHF4ki3Fit�E3ll+ f�i': i! i.* t3tkft lt?f�liE#:�!tt#RafiFi�7f* T hIS +/H E}sECUIIT( G? ; SIN7 +S:':Y: Sy ;! I!!:!Ut0 IDPIRE CENTER ii i,A!. HAS Koplin 1 0I T; PROPOSED 130 -YEAP PEW Fi 0U RATES 'CS!£CK INQ �YIH i Iii IR 5C ? uuc HUIK3 US:i v • •�• 4 • v. . 6020 0C . utJ . it if. i i37 t J2 NPROF _riC( ?RF 55EC!J ESE�H 'i 9iErr U.. N ti Cflti, i S. 000 DIM -! . 706' .33c .300 . 0 00 6. 305 .000 WRVOR£ FRICTION UHS tRD IS EX URT£D A 8 f!IKCTIOtI OF PROFILE TYPE, UHICH CAN UflRy FRIRi REfa TO REACH. S££ OMHTAIIflii fOR DDRILS. ;fl ?RACE FA to C�7 % 0 N m N . + iHllfiH!#' li�l:& sx: flH iliFlf *i!IHIiHF3HFi43HF+Jwif%* It* X* +f***.0*.itF r1Et",1 P'LLULIE "AlEb 11wi 76 "UM TE8 11w 1909 IE£(1R CORK - 111,02,03,04,05,06 "fi0I1I1AI�0N �0,51,52,;,3,5�,5- M -K-l;I VERSION ♦ 4} ! h � i� f'!'! f1EiE 1 Fk' l��t 'itll #RiHH{3FlH!ftSf}.1,7f'fff iF►�9F.LR1P ` . a� ��.u 1:i112 1D 117%1 NOTE ASTERISK !fi; Fi t> T ut CRO MA IN N NWBER INDICFIES NESSHE IN st, . OF ERROR 251 y,(;POSCO i? 'riEa PEr Ew SMky PETiiT08T SECNO I 585.00u 414..011 5ES, 000 643.00 590.000 424.00 590.000 [13,00 591.000 V1,08 S91. ON 543.00 592000 276.00 59z. 0m 41 5.00 5Ii.550 2 1 ti 598.500 f18.00 684.150 276,00 604.150 f18,80 604, 600 ?76.00 14. 4111 'i 1.90 605.780 251.00 { 95. ?017 Mi.00 606.800 251.00 06,000 381.80 -604.600 a8), 08 606.630 25.00 606.530 38.08 1 CN u? IN 0.78 (095.04 7. ?9 1096.119 7.24 1096.04 7.74 W96,24 8.38 10-6.24 7.07 1097.39 6.54 10977.39 7.52 11114.87 3.66 MIX 6.36 1106.00 7, 24 1106.00 ".32 11116,63 8.32 1106.75 5.34 , .If6.7u 6.61 3105,85 7, 74 1106.85 �1 1106.81 A? 1';86.81 H � I IUS � 5 4v, 3.2 5 1098.14 .00 1 •s ": �. 22 1,' . 00 4,05 1099. D9 .00 11 13, 29 �. t1u 3.25 1099.29 .00 1100, 22 12.00 4.41 114D, 45 .00 1101.26 1 Z. 00 3,15 1099.49 00 1 i00.42 12.80 4.19 1100.43 .00 1101.52 12,00 Z.4B 1099.87 .00 1100.64 12.00 3.66 1 1 10).05 .00 1101.71 12.00 2,29 1107,16 )1 07.16 11&,.11 12.00 1107.81 1108.90 12.03 2.70 1198.70 .00 1109.33 12.00 3, a8 1109.38 .00 1110,19 12100 .,29 11126.92 1108.92 1109.87 '.2.00 J 3.35 1110.10 1110.10 1111.17 1.W x.52 1111.33 111'1,.30 ;1';.1±6 1 3.87 1110,72 .00 1111.40 4.00 9.54 1111.39 .00 1112.3 4.00 4.58 1111.21 1111.21 )112.00 4.08 4.34 1111.16 .90 1111.16 1.00 S.A 1112.07 .80 1112.08 4.80 N % #a W " � ; 9 Sa3 Eno 1 0. 830 ±2 .a 3k Fm No ± / Me ± ■ KH CA N N Y Z E a G m as J S& 5 t] E is 30 U156 t$ .a P3.% Z..'& mK § .2 0; \ 4,6 .J H ae L23 1803 ,3 G H 2 too ji H% m US ME 3 ,e VIL 3 R m � [ ! A A Proposed l s-ln: oer S - 1. zirm 10 Pr opo5ed Peak F!Qw Rates m to R4 to 0 (Mlviwlz�fMe .,,, 7 1 13 ENGINEERS & PLANNERS ". " yaq-40 I-Z. 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ILIO 1.50 0 A 21.34 WOO .06761 . 1:21 LSD 78.30 1106.83 2.SS 1189.36 31.5 12.58 2. 16 1111.04 .00 US GA 1.00 I.50 0 .00 21.0 .00100 .0096 .19 1.21 1.50 100.00 1196.85 2.47 1 31.0 13.- 5.71 I I I -^,. Ss .V) 135 SAO -0 1.515 0 .00 UALL FAINKE l's-3 AM 1106.15 ZA? 1109.32 25IA 14.19 2. ?0 lllzri .00 3.3 ilso 4.00 1.50 0 A sn .04169 Oi703 i? I.SO ALL EXII .00 IMSO MUD 1.31 1108.19 :5 1.0 17.0 1.71 1112.90 .00 2.53 4.50 11.20 .00 0 .60 INI STR 13M. .01727 .02 .00 SUJ AW, -om X 4,00 AO A ,*o ;KT%R "r• URGE MILE U511ra i .40 WILE ?113 PROPtvc PERK RIN RR!r5 I'M SKIT FLO; ;411I16 C iRITION I,'fdQi Oc'.'rTH l!.5, u ! 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ZL IPrs /Pip L /Elem Ch * Slope I I I I SF AVel HF I I X l ZR IType Ch is ?c is it it it it ir?r it it it SE DpthlFroude NINOr Dp is it it it rt it I ie is ie it :4 ?r it is it it it it it is i it it I it is is is it it it it it it it ie it ic ?r it I ie ie it is it it :4 I :4?r ie:4 it it it it it I it it it it it i< it '; i<ir?r ?c is it is I s4 is is ir?r?r?r k I I ?e + "N" -Fal :Y?c :4 ie it I is it it :Y ?r i; ie is ie it ie is it it is is :4 it is I I I I I I I I - 2073.000 1097.180 I 1.783 1098.963 I 131.14 I 13.37 2.78 1101.74 .00 2.60 5.50 3.500 5.500 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 29.180 .0113 .0125 .36 1.78 1.76 1.84 .013 .00 .00 BOX I I I I I I I I I I I I I - 2043.820 1097.510 1.767 1099.277 131.14 13.50 2.83 1102.10 .00 2.60 5.50 3.500 5.500 .00 0 .0 -I- -I- -I- -I- -I- -I- -i- -I- -I- -I- -I- -I- -I- I- JUNCT STR .1508 .0092 .03 1.77 1.79 .013 .00 .00 BOX I I I I I I I I I I I I I - 2040.570 1098.000 3.015 1101.015 118.83 9.85 1.51 1102.52 .00 3.02 4.00 3.500 4.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 15.530 .0055 .0055 .08 3.02 1.00 3.09 .013 .00 .00 Box I I I I I I I I I I I I I - 2025.040 1098.085 3.087 1101.172 118.83 9.62 1.44 1102.61 .00 3.02 4.00 3.500 4.000 .00 0 .0 -I- -i- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 31.283 .0055 .0055 .17 3.09 .97 3.09 .013 .00 .00 BOX I I I I I I I I I I I I I - 1993.757 1098.256 3.087 1101.343 118.83 9.62 1.44 1102.78 .00 3.02 4.00 3.500 4.000 .00 0 .0 HYDRAULIC JUMP I I I I I I I I I I I I I - 1993.757 1098.256 2.987 1101.243 118.83 9.95 1.54 1102.78 .00 3.02 4.00 3.500 4.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 14.389 .0055 .0063 .09 2.99 1.01 3.09 .013 .00 I .00 Box I I i I I i I I I I i I - 1979.368 1098.335 2.848 1101.183 118.83 10.43 1.69 1102.87 .00 3.02 4.00 3.500 4.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 21.705 .0055 .0072 .16 2.85 1.09 3.09 .013 .00 .00 BOX I I I I I I I I I I I I I - 1957.663 1098.454 2.715 1101.169 118.83 10.94 1.86 1103.03 .00 3.02 4.00 3.500 4.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 22.804 .0055 .0081 .18 2.72 1.17 3.09 .013 .00 .00 BOX I I I I I I I I I I I I I - 1934.859 1098.579 2.589 1101.167 118.83 11.47 2.04 1103.21 .00 3.02 4.00 3.500 4.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 22.895 .0055 .0091 .21 2.59 1.26 3.09 .013 .00 .00 BOX n FILE: relc- 010 -b.wsw W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package serial Number: 1796 WATER SURFACE PROFILE LISTING Date:11 -20 -2009 Time: 3:46:56 Line B From outfall to Proposed Extension Q -10 Year rt it it Yr k k X it :4 ?c ?; ?r i:• k sY ?r ?r ?r ie ?r it ?: k'.e it it it it it it it it it ic?r it it it is is :4 it ?r it ie it ?c it it :F it it it is sY it ?r it is ie:4 it �?r ?e it ir'.: it it :'r is k ic'; ?e is it it is is ?r is it ?r rt is it it it it ;r is :Y it k ie ?< it i< k ie ?e Yr it it ?c it it :Y ?; ?: ?c ?r :': ?: is it is is s4 ?r ?: ?::': ?r ?r ?: ?r x Invert I Depth I water I Q I Vel vel I Energ 1 Su er IcriticallFlow ToplHeight /IBase WtI INO wth Station Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.EI.I Elev I Depth I width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh Slope I T I I SF Avel HF ISE DpthlFroude NlNorm Dp I "N" I X -Fall( ZR IType ch :Y ?r ..'.c it is ?r is fe I ie :Y ?c ?r is it is i; i< I ?e ir?c � is it it it I it it is is it ic:4 is it I it it it is is is is is is I '.; is is it is i; is I ?c it it ir:k it is :Y t is ic?; is it is it I ?r is is it is is :Y I it t, it ir?; ?r ic?: I :k ?; ir?: is ?e ?r it 1 it t, it it t ?; :': 1 ie is it ?r ?; :Y X I '.; is is k ?c ( ?r is i; it is k •h. 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0054 -I- -I- -i- -I- -I- -I- .0046 .04 -I- 1.85 -I- 1.08 -I- 1.78 -I- .013 -I- .00 .00 1- BOX 0 FILE: relc- 010- bp.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package serial Number: 1796 WATER SURFACE PROFILE LISTING Date: 1 -22 -2010 Time: 3: 1:11 Line BP 10 Year Event it s4 icrt Yrrtrtrtrtrt it iei it it it it it it itrt it ir rtrtrtrtrtrtrtrt rt rtrtrtrtrtrt rtir iit it it it it iir irrt i<rt rtir it it it ii it irrt rtrtrtrtrtrtrtrtrtir iertit at i'it h it it it it it irrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrt itrt rtrtrt rtrtrtit it Invert i Depth I r Q I I Vel Vel I Energy Super (Critical F1OW Top Height/ Base Wtl No Wth IPrs Station Elev Elev (CFS) (FPS) Head Grd.El EieV I Depth Width Dia. -FTyor I.D.I ZL /Pip L /Elem Ch Slope I I I SF Avel HF I sE Dpth F roude NlNorm Dp I "N" I X -Fall j ZR IType Ch 4 rt � it rt rt it aY a4 � it it it it s4 ie s4 rt rt I rt it it if it it it it I it it iY s4 it it it it it a4 rt it it it 4 4 i4 st I i i4 i4 rt it 4 4 I it it iv it it it ik I s4 rt i rt rt rt rt rt it I 4 X4+4 4 i4 it a4 4 4 it it it rt rt i I it ie rt ie ie it it it I h it t rt it rt it I i it it is i it 4 it i et it 4 I i4 it a4 a4 it ie it I I I I I I Page 1 I I I I Page 2 0 relc- 010- bp.OUT 1095.010 1109.360 1.938 1111.298 76.56 7.90 .97 1112.27 .00 1.94 5.00 2.500 -I- 5.000 -I- .00 0 .0 I- -I- JUNCT STR -I- -I- -I- 0036 -I- -I- -I- -I- .0010 .01 -I- 1.94 -I- 1.00 -I- .013 I I .00 I .00 BOX I I 1100.510 I I I 1109.380 2.739 1112.119 I I I 41.00 3.28 .17 1112.29 I .00 I 1.28 5.00 -I- 2.500 -I- 5.000 -I- .00 0 .0 1- -I- 65.020 -I- -I- -I- .0038 -I- -I- -I- -I- .0010 .07 -I- 2.74 -I- .37 1.29 .013 I I .00 I .00 BOX I I 1165.530 -I- I I I 1109.630 2.558 1112.188 -I- -I- -I- I I I 41.00 3.28 .17 1112.35 -I- -I- -I- -I- I .00 -I- I 1.28 -I- 5.00 -I- 2.500 -I- 5.000 -i- .00 0 .0 I- 0 Page 2 0 relc- 010 -c.OUT 0 FILE: relc- 010 -c.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1796 WATER SURFACE PROFILE LISTING Date: 1 -22 -2010 Time: 3:59:19 Line C 10 Year Event it it it it it it rt rt it it fr it it rt it it it fr ie to rt it it is it it rt it it it it it rt rt rt it it it rt rt fr it it rt * it it it it it it it rt it it it is rt rt fr it it it it it rt rt it it it it it rt rt rt rt it it it it it it it it rt it it it it rt it rt it it is rt rt i it it it it rt * * it it it fr is it it it it it it it it it it is it it it it rt * it it k Invert I Depth water I Q I Vel Vel ) Energy I Super Icritical FLOW ToplHeight /lBase WtI INo wth Station Elev I (FT) Elev I (CFS) I (FPS) Head I Grd.E Elev Depth width Dia. -FT I.D. 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Trapezoidal solving for ..................... Depth of Flow Flowrate ........................ 11.9500 cfs slope ........................ 0.0050 ft /ft Manning's n ..................... 0.0130 Height ..................... 0.5000 ft Bottom width .................... 0.0200 ft Left slope ...................... 0.0125 ft /ft (v /H) Right slope ..................... 99.0000 ft /ft (v /H) Computed Results: Depth 0.3461 f OIL velocity ps Full Flowrate ................... 31.8596 cfs Flow area .................... 4.7983 ft2 Flow perimeter .................. 28.0543 ft Hydraulic radius ................ 0.1710 ft Top width ....................... 27.7096 ft Area ......................... 10.0113 ft2 Perimeter .................... 40.5232 ft Percent full .................... 69.2152 % Critical Information critical depth .................. 0.3536 ft critical slope ................ 0.0045 ft /ft Critical velocity ............... 2.3858 fps Critical area ................ 5.0087 ft2 Critical perimeter .. ........... 28.6630 ft Critical hydraulic radius ....... 0.1747 ft Critical top width .............. 28.3107 ft Specific energy ................. 0.4425 ft Minimum energy .................. 0.5304 ft Froude number ................... 1.0551 Flow condition .................. supercritical M Page 1 & slruA+ M M tmp #19.txt channel calculator Given Input Data: Shape....................... Solvingfor ..................... Flowrate ........................ Slope........................ manning's n ..................... Height.......................... Bottom width .................... Left slope ...................... Right slope ..................... computed Results: Deth ........................... velocity ........................ Full Flowrate ................... Flow area .................... Flow perimeter .................. Hydraulic radius ................ Topwidth ....................... Area ......................... Perimeter .................... Percent full .................... Trapezoidal Depth of Flow 1.2000 cfs 0.0050 ft /ft 0.0130 0.5000 ft 0.0200 ft 0.0125 ft /ft (v /H) 99.0000 ft /ft (v /H) 0.1460 d IL, s 31.8596 cfs 0.8559 ft2 11.8488 ft 0.0722 ft 11.7033 ft 10.0113 ft2 40.5232 ft 29.2046 % Page 1 critical Information critical depth .................. 0.1409 ft critical ......... slope .. ...... 0.0061 ft /ft critical velocity ............... 1.5066 fps critical area ................. 0.7965 ft2 critical perimeter .............. 11.4299 ft critical hydraulic radius ....... 0.0697 ft critical top width .............. 11.2896 ft specific energy ................. 0.1766 ft Minimum energy .................. 0.2113 ft Froude number ................... 0.9139 Flow condition .................. subcritical Page 1 tmp #20.txt Channel Calculator Given Input Data: Shape ....................... Trapezoidal Solving for ..................... Depth of Flow Flowrate ........................ 4.0000 cfs slope ........................ 0.0050 ft /ft Manning 's n ..................... 0.0130 Height .................... 0.5000 ft Bottom width .................... 0.0200 ft Left slope ...................... 0.0125 ft /ft (v /H) Right slope ..................... 99.0000 ft /ft (v /H) computed Results: Depth ..................... 0.229 C71L velocity .. ps Full Flowrate ................... 31.8596 cfs Flow area ....................... 2.1116 ft2 Flow perimeter .................. 18.6105 ft Hydraulic radius ................ 0.1135 ft Top width ....................... 18.3818 ft Area . ........................ 10.0113 ft2 Perimeter .................... 40.5232 ft Percent full .................... 45.8988 % critical Information critical depth .................. 0.2281 ft critical slope .................. 0.0052 ft /ft critical velocity ............... 1.9168 fps critical area ................ 2.0868 ft2 critical perimeter .............. 18.5010 ft critical hydraulic radius ....... 0.1128 ft critical top width .............. 18.2738 ft specific energy ................. 0.2853 ft Minimum energy .................. 0.3422 ft Froude number ................... 0.9854 Flow condition .................. Subcritical C� �' Page 1 S w C "P tmp #21.txt vml channel calculator Given Input Data: Shape ....................... Rectangular solving for ..................... Depth of Flow Flowrate 11.9500 cfs Slope ........................ 0.0130 ft /ft manning's n ..................... 0.0130 Height 1.0000 ft Bottom width 5.0000 It computed Results: De 7th ........................... velocity ..................... Full Flowrate ................... Flow area ..................... Flow perimeter .................. Hydraulic radius ................ Topwidth ....................... area........................ Perimeter .................... Percentfull .................... 4 - c7 1L. 467 fps 52.0713 cfs 1.9130 ft2 5.7652 ft 0.3318 ft 5.0000 ft 5.0000 ft2 7.0000 ft 38.2603 % 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 .......... M 0.5620 ft 0.0039 ft /ft 4.2524 fps 2.8102 ft2 6.1241 ft 0.4589 ft 5.0000 ft 0.9890 ft 0.8431 ft 1.7804 supercritical C Page 1 valley -w of CB.txt 001*11 channel calculator ,r Given input Data: Shape ........................... Trapezoidal Solving for ..................... Flowrate Slope ........................... 0.0041 ft /ft manning's n ..................... 0.0130 Depth ........................... 0.2800 ft Height ..................... 0.6700 ft Bottom width .................... 0.0200 ft Left slope ...................... 0.0100 ft /ft (v /H) Right slope ..................... 99.0000 ft /ft (v /H) computed Results: Flowrate ........................ 7.7004 cfs velocity ........................ 1.9614 fps Full Flowrate ................... 78.7906 cfs Flow area .................... 3.9260 ft2 Flow perimeter .................. 28.3014 ft Hydraulic radius ................ 0.1387 ft Top width ....................... 28.0228 ft area ............................ 22.4607 ft2 Perimeter ....................... 67.6934 ft Percent full .................... 41.7910 % Critical Information critical depth .................. 0.2713 ft critical slope ................. 0.0049 ft /ft Critical velocity ............... 2.0897 fps Critical area ................... 3.6849 ft2 critical perimeter .............. 27.4185 ft Critical hydraulic radius ....... 0.1344 ft Critical top width .............. 27.1486 ft Specific energy ................. 0.3398 ft Minimum energy .................. 0.4069 ft Froude number ................... 0.9238 Flow condition .................. subcritical Page 1 66'wideabove crown.txt Channel calculator Given Input Data: Shape ........................... Rectangular Solving for ..................... Flowrate Slope ........................... 0.0145 ft /ft manning's n ..................... 0.0130 Depth ........................... 0.0500 ft Height .......................... 1.0000 ft Bottom width .................... 66.0000 ft computed Results: Flowrate ....... velocity ....... Full Flowrate .. Flow area ...... Flow perimeter . Hydraulic radius Top width ...... Area .......... Perimeter ... Percent full ... 6.1586 cfs 1.8662 fps 890.5536 cfs 3.3000 ft2 66.1000 ft 0.0499 ft 66.0000 ft 66.0000 ft2 68.0000 ft 5.0000 % critical Information critical depth .................. 0.0647 ft critical slope .................. 0.0062 ft /ft critical velocity ............... 1.4426 fps critical area ................. 4.2691 ft2 critical perimeter .............. 66.1294 ft critical hydraulic radius ....... 0.0646 ft critical top width .............. 66.0000 ft Specific energy ................. 0.1041 ft Minimum energy .................. 0.0970 ft Froude number ................... 1.4714 Flow condition .................. Supercritical M Page 1 GENERA. NOTES 1. ALL WORK SHWA. DE N ACCORDANCE WON THESE PLANS, THE CRY OF FOXIM STANDARD PLANS , THE WNIRACT PROVISIONS AND THE SWaDARD SPEO2FIC1110NIS FOR PUBIC WORKS CXON STRUMON ('GREEN ROOK - ) ALL REFERENCE SPECIFIG MOMS AND STANDARDS SHALL FIFE THE LAW EDITION UNLESS OTHERWISE NOTED. 2. WHEN A TE HNIC& CONFLICT 6 FOUND TO EXIST N THE CONTRACT DOC THAT CAN HOT HE RESOLVED Of REFERENCE TO PRECEDENCE PROVISIONS N THE 'SEEN BOWL, THE CONTRACTOR SWILL MMEDAIELY REPORT SAD CONFLICT TO THE CITY DOM FOR RESOLUTION, 3. ALL WIENLS AND MDFDDS ARE SBBJELT TO TIE APPROVAL OF THE CITY DOOR 4.00IISnWION PERMITS SHALL BE OBTAINED FROM THE CITY OF FONTANA COMMUNITY DLVFLOPMENT FEPARRIENT. ENGINEER D PRIOR TO IRE START OF ANY WON. INSPECTION COM111WN SHALL BE REGIIFSIED AT LEAST Two WORM DAYS PRIOR TO THE SFART OF MY WORK N PUNIC RIGHF -OF -MALI' MM THE CITY LUM CAL (909) 350 -7810. & THE C WRAOTOR SWLL CWi01N TO ALL TRAFFIC CONTROL POLICES, LE HOOS AND PROS DESCRIED N THE STATE OF DUFWtNIA MANUAL OF TRAFFIC CONTROLS, LATEST NON -MEMIC MOM UNLESS OTHERWISE DIRECTED BY THE CITY IRAHC ENGINEER. & IT SHALL BE THE RESPONSIBILITY Y OF THE CONTRACTOR TO MAINTAIN BYt WADE% DELUFATORS OR OTHER T*TIC COMM DEVICES AT ALL 11MES. 7. THE CONERACTOR SHALL DOM A PERMIT TO PERFORM EXCAAIGN OR TRENCH WORK FOR TRENCHES 5 FEET WL GREATER N DEPTH FROM WE CALIF & STATE DIVISION OF INDUSTRIAL SAFETY. & THE WALES AND FATS OF ALL EXCAVATIONS CREAMER THAN FIVE (5) FEET IN DEPTH SWILL DE GUARDED BY SMK SLOPING OF THE GR01NG OR OTHER A FIRCIM MEWS PURSUANT TO 7H E REQUIREMENTS OF THE MOM OF INDUSTRIAL SAFETY Of THE STATE OF CALIFORNIA. TRENCHES LESS THAN FIVE (5) FEET SHALL AM BE GUARDED WHEN THE POLE TK DUSTS FOR GROUND INIMEMER. A NO MATERIAL OR EM MIT SHALL BE STORED N THE PUBLIC RIG IT-W -WAY WITHOUT OBTNNNG A SEPAIM PERMIT FOR THAT PURPOSE. 10. THE LOCATIONS OF UlUIES SHOWN HOVE KEN DEIfBYNm FROM AVAABLE BJFORIMAN, HOWEVER IT SHALL BE THE RESPONSIBILITY OF THE CWRACTOR TO DETERMINE, IN THE FIELD. THE TRUE LOCATION AND EEVMON OF ANY DEW UIURES, AND TO DOM PROPER FREAUIDN M AVOID BVNME THERETO. 111E CONINACWR SHALL CONTACT UNDERGROUND SERVICE ALM AT 1 -80D- 227 -2600 TOO WCam DAYS BEFORE ECIAttION, 11. THE CONTRACTOR SOUL COORDBNIE CONSTKICMN ON ALL UTILITY COMPANIES INCWDING. BUT NOT LIMITED TO, GAS. TE1fPHDNE BMW CANE TELEVISION, LADSWING, LANDSCAPE OWA70K DOMESTIC WATER RECLAIMED WAM SEWER, SKIRM DRAIN, FILM CONTROL AND CALTRANS. ALL URDU' COMPANIES SHALL DE GIVEN TWO WORMS DAYS NOME PRIOR TO WORK AROUND THEN FACILITIES. 12. THE CONTRACTOR SHALL MDT OPERATE OPERATE MY FIRE WDRAiT OR WATT WN VALVES WITHOUT APPROPPoRE AGENCY MINIMIZATION. CONTRACTOR SHALL COORDINE OWN THE APPROPNTE WATER COMPANY FOR VANE OPERATION AND WATER REQ�ERIRS. I& CURVE DATA PETERS TO THE FACE OF CURB. 14. SUITIMI iG REFERS TO iRE CERMLIKE OF STREETS EXCEPT WHERE ODOM NOTED. 15. ADEQUATE OOSTNX:IDN CONTROL STAKES SHALL BE SET Elf THE 8011ER TO ENABLE THE CONTRACTOR TO CONSTRUCT THE WORK TO THE PLAN WADES. THE CONTRACTOR SHALL K RESPONSIBLE FOR THE PRESERVATION OF BEHpNAYtl6 AND CONSIRUCIIOH CONTROL STAKNO DIVING CME RE71M 1& THE CONTRACTOR SHALL NOT BUTUAB EASIW SURVEY NONI/MENI'& MONUMENT TIES OR BENCH MAWS MOM PRIOR "ram M THE CRY ENGINEER, 17. ROOM AND REPLACEMENT OF DOM SURVEY CONING, INCLUDING SURREY YONUIEAS, MONUMENT TIES AND BENCH NARKS, SHALL BE DONE BY A REGISTERED CAI. ENGINEER OR LICENSED LAND SURVEYOR. SKYEY MONUMENTS THAT WILL BE DESNDrID AS A RESULT OF THIS MOWN SHALL BE REPIAML THE CONTRACTOR SOW. NOTIFY THE DOW ONE WEEK PRIOR TO CWOSIRRUCIIOI SO THAT TES TO MONUMENTS CAN BE EMI SHED FOR LAHR REPLACEMENT OF THE MONUMENT. 1& THE CONTR ACTOR SHALL MAINTAIN AOCESS FOR LOCAL. RESIDERS AND BUSINESSES AT ALL TIMES. A MINIMUM 12 FOOT LANE SMALL BE MAIITAIED AT ALL TIES N T CONSTRUCTION MEA FOR STS AD EAMICY VEHICLES. 19. THE CONTRACTOR SHALL PROVIDE AND MAINTAIN AN EFFECINE MEANS OF DUST CONTROL INCLUDING AOEODATE WATERING, AT AL TINS 20. ALL GRADING OPERATIONS SHALL BE WSDWINUED WHEN SUSTAINED WIND VELOCITIES EXCEED 25 MILES PER HON. 21. THE C(NTMCTO SHALL NOT CAUSE ANY EOCW SED MAIERMA, MUD. SILT OR OEHRS TO BE DEPOSITED ONTO PUNIC OR PRIVATE PROPRIY ADAOLR TO THE RIGHT-OF- WAY DURING CANSNIICION WITHOUT PRIOR WITTEN APPROVAL 22. NO TRENCH BVXOEL SHALL TAE PLACE WT OUT PRIOR APPROVAL OF THE CITY INSPECTOR. 23. A GEOTEMICI . ENGINEER SEAL CERIFV' ALL BA KFI L COMPACITWN. FAIL TO OBTAIN THE IINUAED DENSITY SHALL WK RE- 1111041" GF IN POLLEN OF TE WOW IRLR THE SPEWFlkD DENSITY 6 OBTAINED. 24, CARE SPUD BE TAKEN TO PREVENT GRADES, DRCOES. AND SWALES FROM UNDERLINING STREET NPROYflORS. UPON I SPECFM OF THE SIM THE CITY DKIRFA MAY REQUIRE TEMPORARY NOM- ERODFANE SIMILES ENTERD OR LEAVING IMPROVEMENTS. 25. THE F84LL LOCATI011 AND WON OF DRIVEWAY APPROACH APRONS SHALL BE APPROVED AT THE TIME OF COIEMMON AND SHALL CONFORM TO THE CITY OF FONDI4A STANDARD WAILS. 26 ALL EPOSED CONCRETE SURFACES SHALL CONFORM N GRADE, COLOR AND FINISH TO MATCH EXISTING CONCRIM 27. THE SEWER CONTRACTOR SHALL STAID AN 'S' IN THE FACE OF IRE CURB AT THE LOCATION OF THE SEWER LAIFRAL 26. ND OONCEIE SILL BE PLACED UNTO. THE FORMS AND RENFORCNG STEEL HOVE BEEN PLACED, INSPECTED AND APPROVED. 21L ALL UMOl7 W4M UNTIES SHALL BE INSTALLED. TIM AND APPROVED PRIOR TO PAWING OF SNEEIS. 30. APPROVED SOL SIE&ANT 6 REDUM UNDER AL NEW ASPHALT PAVEMENT POOR TO PLACEMENT. 31. PAVEMENT STRUCTURAL SECTIONS SOWN ARE WNIYUM AND S DIECT TO REVISION AND APPROVAL OF THE CITY DOW AS DEIEIINIn BY SODS TESTS TAKEN AFTER COMPLETION OF BMW GRADING. 3L ACTUAL TiICRFSS OF A.C. PAVEMENT AND /OR BASE COURSE MATERIAL FOR SIRUCIURAL STREET SECTIONS SOW. BE EEIbWffNDED BY A CE'OIEOHICAL REPORT AND SLOMMO TO THE CITY OF FO IANA FOR APPROVAL UPON ODWPLEEDON OF ROUGH GRADING. 33. ALL MANHOLES. DEVOUT FRAMES, COATS AND VALVE BOXES SHALL BE RASED TO FNISS GRADE BY THE PAVING (XNFRIZOR UPON COMPLETION OF PAVING. 34. UPON COMPLETWN OF CONSTRUCIION, CONTRACTOR SHALL RESTORE ALL SIGNING, STRIPING BARRCNDES, VIED OTHER TRAFFIC CDNIRW. DEICES TO THE SATISFACTION OF THE CITY TRAFFIC ENGINEER, 35. CONTRACTOR SHALL REOCAN AND /OR REPLACE LANDSCAPING., SPRINKLERS AND SDOMLKS AFFECTED BY T CO STRICIION TO THE SATISFACTION OF THE CITY EI ERR. 38. AS-NAT M%= SHALL BE PROVIDED BY THE CONTRACTOR TO THE ENGINEER OR RECORD, WHO SHALL PAM RECORD DRAWINGS TO THE CITY ETA. 37. AL CUM EASIN COATS /GATES SHALL BE TRAFFIC RAZED. CITY OF FONTANA, CALIFORNIA STORM DRAIN IMPROVEMENT PLAN PARCEL MAP 18963 I I � I I 1 ; B I I 1 I I HOLD HARMLESS AND PDEMNSCATiON CLAUSE THE CONTRACNRR AGREES THAT HE SFMIL ASSIM SOLE AD COMPLETE REPPO DIM FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRICTION OF THS PROJECT, INCLUDING SAFETY OF AL PERSONS AND PROPETY: THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AID NOT BE LINED TO MORAL WORKING FLOURS, AND THAT THE CONTRACTOR SRI. DEFER, IDElIEFY, NO HOD THE DINER THE CITY OF FONTANA, AND DOW FLATNESS FROM ANY AND ALL LIABILITY REAL OR AIRED IN CONNECTION WITH THE PER OF WORK ON THIS PROJECF. EXCEPTING FOR UABIUEY NEW FROM THE SOLE NEGLIGENCE OF THE OWNER OR THE ENGINEER, THE CITY OF FOMANIL OR THE ENGINEER CM jM99N9FM NOTICE TO CONiRACTOFi 1. THE ESIIWTES OF NPRO EMEM' QUANTITIES AS SHOWN HEREON ME PROVIDED ONLY FOR VILE PURPOSE OF SCUM AGENCY PAIN 9EORWTON REQUIREMENTS. T CO INCTOR SNAIL PENFORY AN INDEPENDENT ESTIMATE OF ALL IMPROVEMENT` OUAVT M AND SAL USE SAME AS A BASIS FOR HIS BID(S) AND CONTRALT(S). 2. CONTRACTOR TO VERIFY CLEARANCE AT ALL CRIUIY CROSSINGS. IF INTERFERENCE DOM OTHER THAN NOTED ON PLAN, CONTRACTOR TO CONTACT DESIGN ENGINEER FOR POSSIBLE RM M,N. F REDESIGN S UNFEASIBLE, CONTRACTOR TO RELOCATE UTILITY AT NO EXPENSE TO ENGINEER. EXISiiNG UNDERGROUND UTILITIES AND STRUCTURE THE DOM AND LODOION OF ANY UDETGROUD UTILITY PIPES, MOMS OR STRUCTURES SHOWN ON THESE FLANS ARE OBTAINED BY A %A M OF THE AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE, TIERS ARE ND EXISTING UNAES EXCEPT AS SHOWN ON THESE KANS. T CONTRACTOR S REMIT TO TAKE DIE PRECAUTIONARY MEASURES TO PROTECT THE UNITY LINES SHOWN AND MY OTHER LIES NOT OF NOT RECORD OR NOT SHOWN OR THESE DRAWWIG'S. R SHALL BE THE CONTRACTOR'S FX'SPONSRNBI' TO NOTIFY THE OWNERS OF THE UINTIES OR STRUCTURES CORMANED BEFORE STATING WORK CONIRAOIOR FURTHER AMMES AL LIABILITY AND RESPONSIBILITY FOR THE UNDERGROUND UTILITY PIPES, MOM, OR STRUCTURES SHOWN OR NOT SOWN ON TEES: DRAWINGS. w L CTC ATION MAP SCALE:1' -5 TRACT NO. 4257 NB 55/63 -64 r APIA: 251 - 034 -35 -77777 1517 I I I DEVELOPEF'i: FONTANA HOUSING AUTHORITY RELATED CALIFORNIA 8182 WHEELER AVENUE 18201 VON KAMM AVE.. 01 900 FUNTMA CA 92335 RVVE, CA 92612 CONTACT: LANE TMMG P. (949) 890 -7272 R (949) 860 -7273 SHEET INDEX- 1 TITLE SHEET 2 STOAT DRAMNN LINE A' PLAN AND PROFILE 3 STORM DIRWN LINE V . C' AND 'Dr PLAN AND PROFILE 4 DETAS --- CENTER LINE UIILM �R�Y . 59 LF. - - - - PROPERLY IRE H.' 2 EA - - = CURB AND SOURIERM CALIFOR IA EDITSON CO. 1260 DPW SIIEE'T - - - - DMING GUTR WSTRIBURON PLANNING OMTARQ CA 91761 O8 - - INSTALL RCP TO RCS TRANSITION STRUCTURE IN THE LOCATION SHOWN ................... EXISTING SIDEWALK 7951 REDWOOD AVENUE PHONE (909) 390 -4738 _ - -- - --- - FTNTMA, CA 92335 CONMCL• LEWIS MEDOIPID - - (S) - - EXISTING MR LIE PHONE; (NO) 357 -8221 MARK11 - -('W)- - DOW WAR UWE OOIRACT JOHN RUSSELL FIBER-OPTICS/ TRIAL LINK THROUGH PROJECT EA EXISTING STORM DRAIN LINE 90 4240 HALMWVR PNMY - - (GNP) - - DOM GAS LINE SOUTHERN GWFORIA GAS CO. DISTRIBUTION PLANNING SAN BER ARDNO, CA 92407 PHONE: (909) aea-a 0 EGR END CURB RETURN! 16231 V ALLEY BOU LEVARD CONTACT: JOE MAW W - -(T)- - DMNG TELEPHONE ODE S SOUTH - -(E)- - DOM EECiRIC LINE PRONE: ( ) 428 -BNt GASIPR PARE AVENUE FO FINISHED GAGE CONUCl: GREG SUITE 200 --�- EXISTING VALVE STY VR:TORAME, CA 92392 -2407 - -� - EXST9lG MANHOLE FONTANA WATER COMPANY PROHe (760) 245 -0818 CONTACT: NOI ROSI O K /l FINISHED SURFACE BHO NIIEVD AVENUE 7W1 W. M FINE HYDRANT FONTANA CA 92334 STANDARD ° SRAM LIGHT PRONTO ( 909) 682 -220 LAS VEGAS. NEVADA TO LOS ANON CA I) INSIDE DIAMETER JIMM MUM. . OA 91786 INV INVERT CITY OF FONTANA P.O. BOX 21341L MD 26-3 JS AINCiDN STRUCTURE 8353 Sim Ave" TULSA, WK 74121 U LEFT P.O. BOX 518 PHOE: (918) 586 -3397 MN MR" FONTANA GA. 92335 PHONE: BOB 947 -9441 (LIMA CONTACO MIX MISCELLANEOUS PHONE (909) 350 -6632 LOCAL OONTACF JERRY KENNEDY (D - INSTALL 18' RCP PIPE: D-LOAD PER PROFILE TRENCH PER CREENBDOFC SMS ................. 37 LF. (D-INSTALL 30' RCP PIPE: D-LOAD PER PROFILE TRENCH PER GREENBO0( SOS ............... . 59 LF. 3Q- -DISTAL 48' RCP PIPE; D -LOAD PER PROFILE TRENCH PER PER GREEN BOOK SMS .............. 95 LF. 4o- CONSTRUCT MANGLE PER CRY OF FONTANA : NO. 3012 .......................... 2 EA - C(XWECTON TO EXISTING STORM DRAIN MAIMLE . .................. ........ . 1 EA CONSHRUCT CATCH BASIN PER CRY OF FONTANA SID. N0. 3004 . . .................... . 4 EA 7O-- CONSNUCT NAMIOLE PER Cltt OF FONTMRV SID. N0. 3013 . . ...................... . 2 EA OS -INSTALL 24' RCP PIPE; D-LOAD PER PROFILE TRENCH PER GREE1BOOK SIDS ................ 320 IF O8 - - INSTALL RCP TO RCS TRANSITION STRUCTURE IN THE LOCATION SHOWN ................... 10 LF AND PER SPPWC STANDARD 342 -1, T =4 MGLE- 5 SEE SFHFFSTT 4. OUTSIDE DIAMETER 10 INSTAL 5' WIDE x 2.5' HIGH PRECAST RCB PER CALTANS SID D80 FOR H2O AND . ......... . 8I LF DEAD LOAD SPECIFICATIONS FOR 10' OR LESS COVER. SEE TYPICAL SECTION, SHT 4. PORIIAND COW CONCRETE 1i INSTALL 2' WIDE x 1' HIGH PRECAST RCB PER CALTRANS SID D80 FOR H2O NO . • • • . • • ... • 8 LF DEAD L06D SPECIFICATIONS FOR 10' OR LESS COVER. SEE TYPICAL SECTION, SHT 4. RAMS A7 AGGREGATE BASE NTY NORTER.Y AC ASPHALTIC CONCRETE N MORIN BC BEGIN CAVE HIS MDT TO SCALE BCR BEGIN CURB RETURN OC ON CEDAR Q CENTER LINE OD OUTSIDE DIAMETER CB CATCH BASIN PCC PORIIAND COW CONCRETE MP CORRIIG LED SM PIPE R RAMS DIN DOMESTIC WATER ROP REMORCED CONCRETE PIPE EA EACH RT RIGHT EC DD EIRE RN REMAINED WATER EGR END CURB RETURN! R/W RIGHT OF WAY ELY EASTERLY S SOUTH EX EXISTING SO STOMA DRAM FO FINISHED GAGE SF SQUARE FEET FL FLOW LINE STY SOUDERLY FMC TOP OF FORCE SS SANFARY SEVER FS FINISHED SURFACE STA STATION FW FINE WATER STD STANDARD HP FIGI FONT TO TOP OF CURB I) INSIDE DIAMETER 7 TOP OF FOOTING INV INVERT TO TOP OF GRATE JS AINCiDN STRUCTURE TTV TOP OF BET. BALL U LEFT ES 70P OF SLOPE MN MR" TYP TYPICAL MIX MISCELLANEOUS W/ WEA/WN MH MANHOLE W WITH WLY WMSITRLY BENDIDJAR(: I I CITY OF FONTANA, CALIFORNIA CHEM SaMRE IN WEST CUM RED" N.W. PREPARED BY . Q SHOULD CONSTRUCTION OF THE: REQUIRED Pa e° UAN° TM s 0"�°" a OF 8EARIKG&' DMA CORNER SLAVER s DIRUS AVENZ BEV 1057.73 -' IMPROVEMENTS NOT COMMENCE 'WITHIN TWO W. s� STORM DRAIN IMPROVEMENT PLAN �CEN7ER ANPER AVENUE SHOWN! , W •,gE,p�j,O.T gR ""^"""""„"""" P P,•,,, - YEARS OF THE DATE OF APPROVAL. SHOWN HEREON DRAIN eh scxE: AS N 0012W W. PER atr ff FONTMA A 71 16 NCLOG LOA IOW DIAL YVO VORxTNO AND CARRIED FORTH IN A DILIGENT MANNER, THE > DSK erm com P AS SHOWN PARCEL MAP NO. 4 77x, CITY OF N BOOK CONSULTING, INC. T , m , l , w BEFORE DAYS 9EF11RE . ExA. e/30/I410 . Cm. DANE 63. PAGES 23-24. INCLUSIVE. IF CIVIL ENGINEERING x wEw4eos YOU DIG CITY ENGINEER MAY REQUIRE REVISIONS TO THE ra EF 01 DISK 11/20/09 MISCELLMEOUS MAPS. IN THE OFFICE OF THE LAND PLAWYNO • SIMVEVOO WLVwswlJCHer Tai FREE -800- 227 -2600 - PLANS TO BRING THEM INTO CONFORMANCE WITH Dote : -&-to eNWr BY. APPROVED WP ORAwR6 ND. i COUNTY SAN W RECORDER OF SAN A PUBLIC 3'ERYI(I BY 11NIER(FRRID SERVICE ALERT CXRIHIY. REV, REVISION DESCRIPTION ':N F.1115 STANDARDS IN EFFECT. W n P.E. 33520 VS OA 4$25 4 NOTE caHrNACTON TO Par Harr: AND VERIFY EXISTING URUM AND NOW ENGI M OF ANY DISCREPANCIES PIER TO INSTALL 18' RCP PIPE; D-LOAD PER PR0FM TRENCH PER WM4800K SIDS. cow N ICTI . ANY PIPES CROSSING RM V CLEAR SHALL HAVE PCC PIPE PRO=M PER CRY SID. Q—wwL. 8,o" RCP PIPE; o-EatD PER PRaFRE. TRENCH PER (;1mmEaa( sros. Q— HNSTAIL 48' RCP PIPE, D-LOAD PER PROFILE TRENCH PER PER OREFNeoa( SIDS. o- CONStRDCT MANHOLE PER CITY OF FOKrANA SM. NO. 3011 (j)- WWWW M EXISTING SDIRIE IIRAIN I,Af O E. 3 V CONSTRUCT CATCH BASIN PER CRY OF FONIANA STD. NO. 3004. COESIRUCT MANHOLE PER CITY OF FONTANA SID. N0. 3013. T SEE ON SIZE STORM GRAN PLANS —NSULL 24' fiL7 PIPE: D-LOAD PER PfMFIE. TRENCH PER OREET(8001( Sf06. op NSrALL RCP TO RCS TRANS" SmuaRx(E N THE LOCAACN SHOWN — i i ) #� I AND PER SPPWC SFANDIRD 342 -1. Tom', ANGLE- S42'38'. SEE SHEET 4. cu Sf A8+81.M / v - PROPQtIY LNE I RCB 8 TC118.03 /� �• + �I I 10 DEAD LOADSPECIFIGjIONS FOR LESS COVFR SEE TYPICAL F SECIgN, SHIT 4. PoCFrI OF WAY ///�� W= 14.00' In 1 I I 11 NSULL 2' WADE s 1' HIGH PRECAST RC8 PER CALTRANS SID D80 FOR H2O MID 31 I 191 =7 W V-=4' EX 12' WATERU E V�.3(1' �$ 1110.84 NV I 1 i t DEAR LOAD SPECIFICATIONS FOR 10' OR LESS COVER. SEE TYPICAL. SECTION, SHT 4. N45 2 1 LINE At . "�� —� IIER ON P - 13.16.JY5 _ — CEIMD IPE V V=4.09 FPS o BIT A2A uz w =_-- lz 1�s00 ---- �2' w) i — r "" • (i2' ;w) - - - -= OP2WOB — _ - -- U2 "w) — '-- 2.8'30 -- - - _ _ • c M OEL.TR TAKE RANDS TN --_ _ -- — — - - ...�� ----_ — -- - - - - -- -- - - -- 89'42'4 — -'- — _ _1 -- --�_ _ . N TE 36810' ' 4' TOP SD:11.84 _ - _ ._._ .. _ _ -._._ _- _ _ (4 - _ _ _ _ _ _. _. ..W) (4 (4 BDtItN:T _ {4••30)— _:_ - - _ (6.04•)— _ - - -^ —_ — ( }_ -- (604 }_' __— (�••W.). -- ._�1 _:— (4'W)— — _(4'W) - -= �y ^v — _— �.,( 1 A 14+D7. _ 3\ _ -E}(. 12 S�- '. - ._ .. _ _ 4 � ` ---- - -- --- ---- - - -- -- -L - - - --- - -- -- 10.2 - is wi 14 e EX UP OF GUTTER i " 10 +87. - .I � ; I a 17.78 22.50 9.39 (lz"ss)— — ( #° )— — (12"55)-- — 02 "ss) — (iz ^ss)— (1 -- _ — .-- -- b - — ' {iz"ss' ., �- 6.4' EX PIPE TO BE A EIS IN I �T (21 SS)-- --- — (zr'ss — 1(21 "SS) — — (21 SS)— -- (21 °ssY- PERBR�6BBK -SIDS � (2 ,;- + (21 "SS I I I i EX 21' SS 21' F 6+00 _ - - - 7+00 - - - 8+00 _ ' 9 +00 II e VALLEY BOIA.E�//a� :._ . ° : - `. �.__.__..�.: ._,_.. _ W - .__.._ O .,_ _,. :' -_ I 1 �� £ \� € � � SCALE: 1• - 20 SID LM 'A' 0 10 20 40 'n =LED E N WEST CU NEPJN N.W. p — wd. TM m CITY OF FONTANA, CALIFORNIA q ia T CORNER SLOVR A CITRUS AMD" � � PREPARED BY. SHOULD CONSTRUCTION OF THE REQUIRED ESS 9 1067. — IMPROVEMENTS NOT COMMENCE. WITHIN TWO t W. STORM DRAIN IMPROVEMENT PLAN BASIS OF BEAR INGS: — YEARS OF THE DATE OF APPROVAL SHOWN HEREON r / y ��„ WJMN BY. scNe 111E C84701M OF +VNIPER AVENUE SHORN N 1801B4W.WY, am 1% AND CARRIED FORTH IN A DIIJGEIV MANNER, THE > Rs 33 DSK �y� AS SHOWN AS N 0012"52' W PER CITY OF FONTANA. IRVQiq G1Di7W8A 91St DIAL TWO WORKING v 1 6 Y p � PARCEL MAP No. 4778, RECORDED N BOOK CONSULTING, INC. T t,,.,o� BEFORE DAYS B CITY ENGINEER MAY REQUIRE. REVISIONS TO THE EFORE — • Eq. 6/30/2010 ' aewNm DATE $ 08, PACTS 23-24, IN E OF CIVIL ENGINEERING x 9e5rta9t You DIG Ydl DIG c osK LlE A t t /2o /os YSOELLANEDUS NAPS, S, N ME OFFICE O THE RECORDER OF SAN BERlMONO LAND PLMMM • OARt IMo WWWC\oa4c1W — PLANS TO BRING THEM INTO CONFORMANCE WITH Date ; o aa�an ac APPRO BY, PRµ" NO„ A ware E COUNTY • C SE RVICE BY L«DEarAwND SER VICE AL KINDS - VICE 00 '1 ccuNlr. REVISION DESCR DATE IlXR. CITY DATE STANDARDS IN EFFECT. InNCFRr w AD P.E. 33520 ys °ATE 4825 ¢ ___. __- _________ -__ •�___- ___.- __�__- - ._s_ - -�. - ._- -. - -_. .� ^_ ^_ _.�__.._.___.___ - I _�. .. � - - � i ` HOR: 1 - EbsTNG FINISHED SURFACE s �__{ °� I - - - - { ; SCALE: VER. 1 Ella W 010.78.56 CFS V-6.32 FPS ! DMIND FINISHED SURFACE '.I -F OAOt 11 1114.76) TOP 12'- WIR - - - I -- - - - - - -- ._. - - -- -- - ffID:VERI Y - =- � - -- -- -_ -- - - -. - _ - - - - -- G - - 3� -- - -... -- - -- -- - - -- _ - - -- - - - -- - -- -- -- - - - � 111145 1wV 12 Wm - - -- - -- 111 4' GAS FEID"VEPoFY 7FM TOP -. __. _ ._-- U'Brm Ila TOP_ 4' WTR 1 _ FY 6 t. 'DIY . 1 1O6161.95 EC �1113.29 NV ... - 109.37 �'IV' N W FI 1E18FY BE6910+71.95 EC - _ v R.CB. -- -- - - - - - - - - I - - - - - - 11 OTISI910 F9tl91 ®' SURFACE - - _ - - -' - -- flow, 1tt �Rca v -. __ -- I ' k � N6IN1. 8' TIEDK PM [iIINIfET 2' RIDE 1>6TED ON PIPE IF CUM 6lFSS - 7H>YI r m;g - -- _ - - 0,6 HGL i I b N i I 1107.25 INV 12' SS :. '� - - PROPOSED 1R CP PER ! ! - - - - - _ PROPOSED 18' RCP PER "., ON SITE RM'RO _ PLANS _ _ - w _ - - ON SITE 010 HGL NPROVEIIFNT PLANS FEND VERIFY " _I _ 21. 4 - -- a i } CONSTRUCT - - - - -- - ':3 I 4 -- -- 65.0 1515' RCS - - 06' 1 • � � � •. .^ 11 iF. 2578' RC8 - - -- - _ Sr0.008 q $ $ 1106.09 TOP 21' SS } 1 - Cp1S1R11CT _ - -� RCt FIELD VERIFY - - - - - - - - - - - - . I - - - - .. - - - :: . - 10+00.00 11 I N NV i , 2Ur LF. 48' RCP _ 0 F. I - I I _ - - i - - ' - D-13!O - - - . - - .. - _ _ ! _ .. - - - - -- - - - - "COIISTIBIC/ - I _ l .I - - - iW09.50 >�1 D__IwO 017 c* - *.&53 FPS - 12. - -- 60' LF. - - - - - - , - - - �. ll 010 - I - - -- - -- - - - t W1. 00 US I - . D -1350 - - - - - - j - - I - V-6.36 FPS 1 - - t " - CONSTRUCT - " -I _ - i 1 I - - 0.68' LF. 30' RI)? r ADM ADM 1400 12400 *m 1Df00 SO L M 'B' NOTE: SD L.WE 'C' SD LJPE 'D' CONTRACTOR TO POT HOLE AND VERIFY DLISING UTILITIES AND NOTIFY ENIA EFR OF ANY DISCREPANCIES PRIOR 10 qgy�W) CONSTRUCTION. IMPROVEMENTS NOT COMMENCE WITHIN TWO R... SEE ---- --- - ---LKDEEtC' _ -- -- (M..O (M.,00 NNE 'B' 10+98.0 D,S I �I -- gg qgy�W) -_ -.- IMPROVEMENTS NOT COMMENCE WITHIN TWO R... _. - . - _. -13.5 ---- --- - ---LKDEEtC' _ -- -- - - - 14.88 > CITY ENGINEER MAY REQUIRE REVISIONS TO THE 28.37 RIGhT JUNKER AVENUE T Oi - _NSTALL 18' RCP PIPE: D -LOAD PER PROFILE TR04CH PER GRETDIM SIM 5 - < •• p W N 20'3 'W - - -- (• x) - - 4, ._ �- - ( w) 3, (4 'W) - -- •W ANE 75' P1+68.62 L :--'- 1 3 _- JM..9l) -N -_- SO 1815 SK 10 ' I 12.60 T 4 u ,6• 9 ) - _. j' 7 j - :116:1Y)_ JS AW a1 =r- ,• $ II -INSTALL 24' RCP PK D-LOAD PER PROFILE TRENCH PER GREENBOOK SIDS. 0 10 20 40 SCALE: 1' = 20' 9�- INSTALL RCP TO RC8 TRANSITION STRUCTURE IN THE LOCATION SHOWN " AND PER SPPWC STANDARD SI2 -1. T -4 , ANGLE - 542'38'. SEE SHEET 4. 0 10 20 40 �I -- gg qgy�W) -_ -.- IMPROVEMENTS NOT COMMENCE WITHIN TWO (18 "W) - �(16 • at IN yc - ) }- -- -- ( W) - - -.- (16 "W) -- - - (TG''N;- -- SEE $LEET AND CARRIED FORTH IN A DILIGENT MANNER, THE 14.88 > CITY ENGINEER MAY REQUIRE REVISIONS TO THE 28.37 ` Ev.4018 a PLANS TO BRING THEM INTO CONFORMANCE WITH Oi - _NSTALL 18' RCP PIPE: D -LOAD PER PROFILE TR04CH PER GRETDIM SIM 5 @-INSTALL 30' RCP PIPE; D -LOAD PER PROFILE TRENCH PER GREENIDOK SIDS. S LM V 3o- -NSTALL 48' RCP PWE; D -LOAD PER PROFILE. TRENCH PER PER GREERBDOK SIDS. (D-CONSTRUCT MNYLOLE PER CDY OF FOW" SID. NO. 3012. ,... a-- CONNECTION TO EXISTING STOW DRAIN MANHOLE SCALE 1' = 20' & CATCH BASIN PER CITY OF FONTANA SID. NO. 3004. a- CONSTRUCT MANHOLE PER CITY OF FONT" SID. NO. 3013. -INSTALL 24' RCP PK D-LOAD PER PROFILE TRENCH PER GREENBOOK SIDS. 0 10 20 40 SCALE: 1' = 20' 9�- INSTALL RCP TO RC8 TRANSITION STRUCTURE IN THE LOCATION SHOWN " AND PER SPPWC STANDARD SI2 -1. T -4 , ANGLE - 542'38'. SEE SHEET 4. 0 10 20 40 10 NS ALL W WIDE x 2S' HIGH PRECAST RCB PER CALTRANS SID DID FOR H2O AND DEAD LOAD SPECIFICATIONS FOR IV OR LESS COVER SEE TYPICAL SECTION. SHT 4. 11 INSTALL 2' WIDE x 1' HIGH PRECAST ROB PER CALTRANS SID DOD FOR H2O AND DEAD LOAD SPECIFICATIONS FOR IW OR LESS COVER SEE MEAL SECTION. SIT 4. BENCMMAI K: 8Y: C �'\ ///�� CHIS SQUARE SLOVE R IN k CI RE MI CURB ELEV RED I I \ \�� n ERT _- CORNER N WEST CURB E e N.W. PREPA L I L I� / L / L /j V� JOSH - - aASIS OF BEARINGS: THE CENIERUNE OF JAM AVENUE SHOYM A 18C HNO O0Y, 1% AS N 007257 W. PER CITY OF FONTARA. tBVBOI CtMII01BMA s¢Re DIAL 7Y0 MORKING PARCEL MAR NO 4778, RECORDED IN BOOK CONSULTING, INC. tc omau BEFORE DAYS 6EFI82E - 63, PAGES 23-24, INCLUSIVE. OF CIVIL ENGINEERING F. w7B1m YOU DIG You DIG _ MISCELLANEOUS MAPS, N THE OFFICE OF THE LAID PLANK Mi & SURVEYING WM1V0V -fNCM' TOLL FREE 1 -800- 227 -2600 _ =11 y. RECORDER OF SAN BERNARDNIO A PUBLIC SERVICE BY UNDE1000ID SERVICE ALERT REy, REVISION DESCRIPTION DATE ENGI Cf1Y � I Iq li I e I I II I I D I ! I I JUNFER AVENUE SD UNE 'C' SCALE: i 20' 0 10 20 40 SHOULD CONSTRUCTION OF THE REQUIRED DELTA IMPROVEMENTS NOT COMMENCE WITHIN TWO I RADIUS at IN yc YEARS OF THE DATE OF APPROVAL SHOWN HEREON 1 XQr4j ' 28.37 AND CARRIED FORTH IN A DILIGENT MANNER, THE 14.88 > CITY ENGINEER MAY REQUIRE REVISIONS TO THE 28.37 ` Ev.4018 a PLANS TO BRING THEM INTO CONFORMANCE WITH CI t STANDARDS IN EFFE PlpuW Under Ra Agavdm Of : SDIX - - . - - _ - - - - SEE SHEET LEFT .. AMPEM AVENUE SO LAVE 'D' CURVE TABLE DELTA LENGTH I RADIUS TAN C3 1 XQr4j ' 28.37 1 45.00 14.88 C4 28.37 45.00 1 14.88 1 1 I 1 i CITY OF FONTANA, CALIFORNIA STORM DRAIN IMPROVEMENT PLAN ; DRAWN BY: S CALE DSK AJU ■� � AS SHOWN NM AV�. DATE: 1 DSK LM AM ID 11/20/09 APPROVED BY: ORO" Ma: 3 1 VS "'� 4825 4 ; N6 ANON �- VA w • AY 1 iD1011. fWk•M p••f x� I e.YA�.Mn / 11 It ii � W •W i•••1 OeMf �' •.1.111 � .1 I r 1 Mim In ROOF WCTION: I •• •••• u N.'1. fw N'A � A If •• +s•a P e f M Ca is o•n I 1 N• % •r• .Y Gr• x pw A,�,� I 1 u.«wN.. f I qrs x Y•ai �• Yf•e• N L 1 Y pn f•o fr•• f TYPICAL S tT10N WA CT10N. SPANS 4' T 8, p•PICAL SECTION HR 14 SPANS 10'THRU 14' •- i.�tY N.M NIn pM of iMt�M Np •M. •appr W •q1• Nsn M .epM, W fltlf f/NIIW tix N• t•.•r•f• •bM•IM• ••• MMIMx•N•. HW •••M•fy •wfp M M Mow •w f A. a p•Y• q,onfhiw an •AX•ai•Wr fro w ow" w'oox• wq. i~ w •awo N•n ffM ar nNfw a• ••w fnof•r •o•u tw• •ow.. n •ra•••. • •oxW ••Nf• n wAmo. •. n n w.I" flf a "Wain f,r 1w row a. _q onrf ••r. L Y f•q •h N w/ Y ON" low ol .',V_ IY. Zwo- T. h _kv we..•.• W M rror M•.w� •sn••.• n ••r•wy awn ••ww•. Or •41.•• bP^ s •. I•r •••IP W NNN• •N MI••Y •Y• ff~f •IM on. A M� •fM M *'w_ • v rir n• Y n - W= HRg YMMI Oi i N YMppR•tk. CAST -IN -PLACE REINFORCED CONCRETE SINOLE BOX CULVERT NO SCALE 7' WIDTH r TOP REINFORCEMENT (SEE NOTE 4) ad I I r1CAL RICA I EM CUUM SEM MIV HAUNCH (m) as r CHISELED CHISELED SQUARE N WEST CURB RETURN N•w• CORNER sI A ° AID" F1EV 1 ' 1. OESICII SHALL L BE AOOONONG 70 MLTRANS SID OK 'CAST N PLACE RENFTRKID 00 CWTE PREPARM BY-. SRNAE BAT CHLVERL' Qa �� Q T lt N1JI ° I A591AAff DESIGN AVER OF 10 FEET OVER CLLVERT, AND H320 TAE LOA0. INVENT 0.EYA LA R1.I15TRATED ON PLANS 3. F PK= PIPE B USED, THE MILMAGTTMFR SHALL PRONDE COMPLETE WIRLINURAL DESIGN AND CADAA1iONS, TO BE WEMIIED AND APPROVED D INE CITY OF FTNETNN BUM CASING NTia. _ 4. CONCRETE OWN STRENGTH NO RENRIR NG FIEOHYFIfNl5 SHILL DE ACOONpNG TO CALIRANS SPEM40010RS BOTTOM iRYIF'ONCOIBTT w. (SEE NOTE 4) 5. N ALL CM RUFORtlNG SHALL BE IkED FOR THE NEW SIZE IF F SIZE a NOT W= N CALPAIS TABLE. 1. 'HE HONMTAL MOTE OF O10E VF7NCE OR CpN kR010E. 0 116 OVAL N07 EN06ED 8 45. . 2 OWWOWNG SIM BAR SMiS...EPACMq. PATIERNJ AND 00KR CAATR 7M SIM -SHALL BE AS FOLLOM RCB TO MOP AND ROB 10 ARM - THAT OF 1!MI 890001. ARCM TO RCP - THAT 0 MIDI SECTION. . ARCH TO ANN - THAT OF ARM tllCIIOI NATANT THE THICKER WA118. DE BAR LEIWWM SHALL VARY UIRFM LV 11M MOOT 1HE 1RM181T1 ML I THE OONCIOIE M*WMS SHALL BE AS FOLLOW& Oft FM SE�C110N LM T4 WALL OF M AW PLUS 100 Inm [4'1. GIEAIER N WNKAI'QASE iNE CONOET9 WIIOOiEp SHALL Y:IWePOlIW.Y FROLI TINT OF 1!K NICN Ot RCB >rCTION . To 'NAT OF Tw RCP MALL PM 100 me (4'). ' r' ROB TO ARCM AND ARCH 10 ARCH - THAT OF IM ADJOMI/G ROO OR ARCH 1tEC110N AT EACH END OP.1HE TRMIMM AM SHALL VARY U OR'ILY BENNSI4 THE TWO OM 4. WW: MflER10R SURFACE SHALL BE 2100111 AND:YARY UNIFORMLY BE1MfFli THE 7M0 AOJONMIO SODOM S AT INp JINCIUR9, DMUMMOT P SHALL MI 170 mm (8 FOR RPE ova OF 1400 mm_ r OR U1$ AND 20 mm (57 ldt WE NZS . 01R1t 1406 mm (M'} .. 0' ANTE te1C AS ilf ADKENT M YS MD. IM CONCIRE7E 94ALL BE INC 7. ALLE7 L0110 STEEL SHALL BE O 400 (e0) 615) AM St&L O1FIO a aH�YM.(1 11) G" OF eta Y SURFACE II m a KEYED Cj JOMIIS OF THE SAVE O&WAS ONS AS T1 W of ttlE RCB MW IMM WY BE CMR® 11IMM THE MAMTHM S=CnM AT THE GONTRACTUNS QVRON. SEE S9cm B-B. e. THE MANS110N S7161CP.M' SNAIL. BE ODNSTRUC1k9 RI (ACCORDANCE THE SIRUCYM& NOW APPLVINCA 10 ?A& OI ARCH S11AIClI m 0 H9MRT ON 11R PLANS. . I I7PUf K" STRU M M TO WE 8f'FW BTAMAM 342-1 CHISELED CHISELED SQUARE N WEST CURB RETURN N•w• CORNER sI A ° AID" F1EV 1 ' PREPARM BY-. Qa �� Q T lt N1JI ° — SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO w. " TM.TMTM• ^a CITY OF FONTANA, CALIFORNIA STORM DRAIN IMPROVEMENT PLA DE , `�1tLs�ls YEARS OF THE DATE OF APPROVAL SHOWN HEREON �� Taaw ft srxT W# OENTEHLNE OF JUNIPER AVENUE SHORN AS N 00 w. PER C OF FOHTANA N OCMIaarn. N® NN "GNau"A MIN' CONSULTING INC. "`�"" DIAL TWO WORKING AND CARRIED FORTH IN A DILIGENT MANNER, THE > Iw _ ' Op ' Vm DSK fY: �� rKS AS SHOWN DATE PARCEL YAP N 477& IEC RECORDED N HOOK MAP N rl 63. PAWS 23-24. auaAE. OF =fa7N►4Nf CIVIL ENGINEERING TL w,70 BEFORE DAYS lrcm YOU DIG YOU BIG CITY ENGINEER MAY REQUIRE REVISIONS TO THE DISK 11/20/09 MISCELLANEOUS NAPS, IN THE OFFICE OF THE LAIN PLANNING a W'NR11WYeW wwwclrnacm TOLL FnFE PLANS TO BRING THEM INTO CONFORMANCE WITH InL APPRaED BY-. p1Aflxc y0.; 4 COUNTY RECORDER OF SAN BWIAADRNO caINTY. - 227 -2800 A PUBLIC SERVICE MY IN�IIW SERVICE ALERT REV. REVISION DESCPoPTIOH 0A Ems. arc DATE STANDARDS IN EFFECT. w P. U520 vs � 4825 4 8$a�sit Caltrans District 8 — As -Built Plans (4) ti .il M CD M 00 `� /3p0 ii I : . . �, ; ^••�, ...... . •� LA -C� /20 4 LAN 1231 FOOTH ILL x tl IL == BLVD rl• 96 / .i )��f5�� - LJ L ., 1 . o II �� /� �� • • C r • - I t V'K \ \� 141 •� ; • i ❑ . —� a $� , ; ti ROUT -�' '//74 !!94'. 1 1. A RROW 12 ROUTE 'I - - �' -* —�, /541 ° . Q • .Redwood o Grape I . . v SCh o j Siding vll t /23, Re HITTRAM• ° _ = n ° 0 .AVE . =. = =__ . , - ~' i ' ?eo t O Ol vel It ��J �- i 1, • �r� - -.. • -- O -- II 1 n x , r• ' -- GWIe IP.i .. �{ BM 135., iO ,r.., ...... ' I$gtSWO& ' 0.2 trr A-b.Vrnww .o -- • roArw/ aew � r-- . HJ3QN -.. • >: -- - --- --- -- - ---- - -- ,_� - - --- 1 - --- o. o.e --- - - ---- --- - •� 1125 • • i i r.rn+w*n1. k • - CERE6 (193 e' I 1 \iAY.E� •. _ _ -- ----- 0.4, e.i - 17 0/ - . _ � - ----- ` KAISER STEEL •, .... ...I. : ®• ' • t /227, • �.�V 12 232 • / / . .. O . 511 — • . ' • — 't• ' • • I • FEEDER Res t J W P ER�P�gNT„ ( I:� i • / Y; to is P ee« LANT �� o.c - - - - -- - o.• • [ e.L ti 6 - .�:. cd I °i O . i � ^ w o •� '` ° • ° =n a u• • - - W Randall i .1 ►• . • . 0 •. I /200 v , .r: - • ee ® ///4 • ilTan ,7 ,IlJa4, ,• RA LL _ t :'. .. I t. '• �� _ [ ' / f 17 p• V .. ..: • .. — t3• -- �•a::;;. ® ic J 107 5 i' ...• Hospital _ erTa afa ".L,� `o -- - - -- • F t►gn - ta da __.. Ps �„ ,a - -• - 'e: s': _:•:� : e:J B° �: - - -•. •\ High�,•e;e - _ . t ., ank Ad in /085 Bid i X2 00 e.i I • : o.i I I �� e.e __ e.• o ... W 11 i Oil k5 I e•Z 0.6 , i __ -____� r _ ----- - I O ' SA BER RD O •' ; ; AVE 1068 SAN : BE NARDINO /094. ' •' - . r' ..... //22 AVE 113 I i //4 L: :I . •,••. Sewa st 1 ' • \� �` ' • 1' \ • 105 e.t '� ' I � i - SLAG DUMP 1 t 7f�y O • O.• �p ��QO o el - -____ ` �r /40 -- _ - 11 t ---- 1 _ O.i l I0 6 W ___ ...r....:..r: - -- -' [ 1025 � "'111, m - ; --- -- - -- -; 1 ----- - -- i -t - -- -=� - ---- -- •aO�i ' 1 • I • -- I - -e.e -� t ' 20 -r- LA '10 E . i• ti: . ::.0 'i.. '1 :. • ' . .1{01'- - s•• - _ ... I. . • .D.e ,' ' • - ' . E: 3 ANE - //22 ° ><F - f_ __________________ __ z , ' .« 025 �° 2 22;; •'�•�;; . - s: VA LEY. ; 23 ' • O 24• elvD • t ,o, -0 O 19 7 - i /.e 1: e.4• +;0 - �O ' o° tl 1 " Pit 3 L •• d T O 10 �n` • •t^�„ • D f 6 = * -_ 1 e.e -- - - - -- 1_ • u.e \0 x �� o.e 11 . ae • 0.8 qE. I o.z � e.e _ e. - e e.r 10 99 ? 0.8 II 1000 '4NE• IO tl ... ' {�_ °• -- ___�-"- • .p .a - - II ' EL 2 LANE o n P CI F /C O II •_�� /000 LANE 3 LITH o - le $ c6� o ` " _ -_- - ••BOYLE" ... I - AVE .i�• �• � �. / Kaiser ° i X9-. SO O ri .. l a .. .. . OS -SBd- I O- 1 2.1 / 16.6 OVER AVE •0 •92 • I ' /039 •GLOVER •II• :.BM° 1081 DRAINAGE MAP .. .. 4 1051 1067 .. :• � W U ° [ O O G ,. 975 m J. [ Q II ii p y .I \ a • "' I 11 U e }weep MuLberry Creek- B k- w = 3 • O /000 x i F [ and 0.3 Mi. Eas+ of Sierra Ave. s I V O '•' /• o , ,y5. 5.,.,. ANA GG G 25 AVE /649 Scale �= 1000' . 959 2V 992 r ,� by . ~« -'. a ck= a /ca x STATE OF CALIFORNIA ,_, �.-... • _ _ _ _ _ _ -- IR -010- 2(169) 63 x DEPARTMENT Of TRANSPORTATION PROJECT PLANS FOR CONSTRUCTION ON STATE HIGHWAY IN SAN BERNARDINO COUNTY IN AND NEAR FONTANA AND RIALTO FROM SIERRA AVENUE TO 0.1 MILE WEST OF RIVERSIDE AVENUE To be suppbnluM by Standard fans late l JANUARY 1981 _ 1 AS BUILT PLANS LEGEND SCALE IN FEET loco o laoa z000 — — Drainage Structures 1 x Contract N0. 0%-2A5(d Romps and Street Construction Date Completed 1 -15-87 R ,,, b a1R TARdTFT9 plow.Sa SNIMIS)- % -Falb, Document No. Length of Work = 3.7 miles *r E'apf -a1a !WM y COWAbd- StctMM fpN and d-kwed a FMV.AY by raableOR of dIR Ca10--b 1410 C —MI01- FOR REDUCED FLANS 0 1 2 3 ORIGINAL SCALE Is SI IN ES 1 1 I 08201 -205601 I I 1 N DER MY DIREC AND CONTROL ATRUE N THIS DATE IN C OF CALIFORNIA VE OOC PURSUANT AUTHORIZATION IR SYT NDNTHISDATEINSMCAA iNIA PURSNTTO SYTNE DaIECROR OFTRANSPORTATION. - arsau 1 INDEX OF SHEETS Sheet No. I Title, Location Mop and Vicinity Map • 2 Typleol Cross Sections • 3 Standard Plans List x • 4 -il Plan and Prorate RWLN•Tf oa nS — • 12 Superelevotion Diograms -Cedar Avenue Romps September 6,1983 • 13 Contour Grading Plon -Cedor Avenue Ramps Offlp R car • • 14 -22 Construction Details 1 Cirk ReRr No. 0004 • 23 -26 Drainage Structure Details • 27 -30 Summary of Drainage Structures tordfett No. 08— 205604 + • 31 Miscellaneous Construction Quantities • 32 Construction Area Signs 33 -36 Sign, Delineator and Lining Plan ^ 37 Sign For Sheef 38 Sign Surm ory and Miscellaneous Quantities • 39 -40 Pavement Markers and Traffic Lines Typical Details + 41-42 Sigrnoi Plan • • 43 Electrical Plan ^ 44 Electrical Summaries and Special Details ^ 4'5 Planting Details • 46 -48 Planting Plan • 49 -52 Irrigation Plan • 53 -55 Irrigation Details 56 Irrigation Quantities x • 57 -60 Traffic Control System • 61-65 Revised Standard Plan • 66 -97 Cedar Avenue Ditch- Alternative Culvert 66 Structure Plan •• •, • -76-82-- Alternative 2- eative 3 83 -89 Anrn •, 99-96 AltefneHre --4- R 96 -97 Log of Test Borings • 98 -107 Drainage Structure Cross Sections x STATE OF CALIFORNIA ,_, �.-... • _ _ _ _ _ _ -- IR -010- 2(169) 63 x DEPARTMENT Of TRANSPORTATION PROJECT PLANS FOR CONSTRUCTION ON STATE HIGHWAY IN SAN BERNARDINO COUNTY IN AND NEAR FONTANA AND RIALTO FROM SIERRA AVENUE TO 0.1 MILE WEST OF RIVERSIDE AVENUE To be suppbnluM by Standard fans late l JANUARY 1981 _ 1 AS BUILT PLANS LEGEND SCALE IN FEET loco o laoa z000 — — Drainage Structures 1 x Contract N0. 0%-2A5(d Romps and Street Construction Date Completed 1 -15-87 R ,,, b a1R TARdTFT9 plow.Sa SNIMIS)- % -Falb, Document No. Length of Work = 3.7 miles *r E'apf -a1a !WM y COWAbd- StctMM fpN and d-kwed a FMV.AY by raableOR of dIR Ca10--b 1410 C —MI01- FOR REDUCED FLANS 0 1 2 3 ORIGINAL SCALE Is SI IN ES 1 1 I 08201 -205601 I I 1 N DER MY DIREC AND CONTROL ATRUE N THIS DATE IN C OF CALIFORNIA VE OOC PURSUANT AUTHORIZATION IR SYT NDNTHISDATEINSMCAA iNIA PURSNTTO SYTNE DaIECROR OFTRANSPORTATION. - arsau 1 SCALE r. SV MICROFILM -STATE or CALIFORNIA - DEPARTMENT OF TRANSPORTATION - MICROFILM se ft -'- 56 SCLLC i 26 MICROFILM -STATE OF CkUFORR,A- OEPARTMENT OF IRAMSPORTATION- MCROFLLY SCALE 1''26 � 0 loo 200 300 400 .00 6C0 700 0 F 50 n00 SO So w m w w w w so .0 20 v, Ao w ro eo so 0 20 so An w TO m so m 20 SO .n SO ro eo ao 1 I I I I I I I I I I I I I I I I I I I l I i I l i l l l l i l l l I l l i l l i t ...nn MICROFILM - STATE OF CALIFORNIA - DEPARTMENT a TRAFISPORTATMi CROFN M rA• a .'. ML .. C..rr1' er A. e . e aO M R..-MM • STATC OF CALIFORNIA • OEFARFYERT OF r. A, F ow s NI, a Fa II I!! RWLN•Tf oa nS — September 6,1983 Offlp R car (� I 1 Cirk ReRr No. 0004 C\ tordfett No. 08— 205604 !�') SCALE r. SV MICROFILM -STATE or CALIFORNIA - DEPARTMENT OF TRANSPORTATION - MICROFILM se ft -'- 56 SCLLC i 26 MICROFILM -STATE OF CkUFORR,A- OEPARTMENT OF IRAMSPORTATION- MCROFLLY SCALE 1''26 � 0 loo 200 300 400 .00 6C0 700 0 F 50 n00 SO So w m w w w w so .0 20 v, Ao w ro eo so 0 20 so An w TO m so m 20 SO .n SO ro eo ao 1 I I I I I I I I I I I I I I I I I I I l I i I l i l l l l i l l l I l l i l l i t ...nn MICROFILM - STATE OF CALIFORNIA - DEPARTMENT a TRAFISPORTATMi CROFN M rA• a .'. ML .. C..rr1' er A. e . e aO M R..-MM • STATC OF CALIFORNIA • OEFARFYERT OF r. A, F CURVE DATA NO. R A L T 1Q 2OD' 46 °51'05" 163.54' 86.65' 2 200' 29 ° 52'15" 104.27' 53.35' RD I 2000' D5 ° 58'51" 208.77' 104.48' IOD0' 07 °35'31• 132 -51' 66.35' I HEREBY CERfWY THATTHIS IS ATRUE ANDACCURATE COPY OF THE ABOVE DOCUMENTTAKEN UNDER MY DIRECTION AND CONTROL ON THIS DATE IN SACRAMENTO. CALIFORNIA PURSUANTTO AUTHORIZATION SYTHE DIRECTOROFTRANSPORTATION. b A? I - a _ 9D i SUPfRY150" OF „ ANn � . 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CALIFORNIA PURSUANTTO , AUTHORIZATION BV THE DIRECTOR OF TRANSPORTATION. _ - OF ` tw•°n Tlelll elRl¢1� 1 SCALE r 50 MMWILM - STAY E Or CALIFORNIA - CEPARrMENT OF YW SPORTATgR - MICROFILI: SOADE• I"- 50• SCALE ° 2G 100 CROFILN - STATL OF CALIFORNIA - OEPARTMENI OF M04PMTATIOM- MKAOFALM SCALE I'e 20' 300 0 200 ]ao 400 so gao 600 Too 0 Io to •0 50 so To so so o xo so w so w To eo so a m w •0 50 w to Iw 9 so I f i f I I i l xo lGO f i f f i f f f f l If f i i f f I