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34968---jNMjjjjjjr--� 44 IE (/-bqg a rT— A-+'> t S o10 CL. u3 1. 1 1 1 1 1 1 1• � t tt' . 1 1 1 1 1 1 r- nIDROLoGr* rnDRAuuc5 sru xfor MADISON CLUB (Villas) 10 -Year and 100 -Year Storm Rational Method Analysis East of Madison, LLC 80 -955 Avenue 52 r La Quinta, CA 92253 F - C.rA ,6g6?s, 11 Consultants. Inc. 7595 Irvine Center Drive, Suite 130 Irvine, CA 92618 949.453.0111 �i� s- �iie�sufiezmreiosvc�i. Jeremy Patapoff, P.E. December 21,,2007] • • • TABLE OF CONTENTS WSPG OUTPUT HYDROLOGY MAP I. INTRODUCTION ......................................................... ..............................1 II. METHODOLOGY ................................:......:................. ..............................1 III. STORM WATER RUNOFF ANALYSIS ............................. ............................2 -3 IV. AREA DRAINS AND CONNECTIONS ............................. ............................4 -7 V. STORM DRAIN HYDRAULICS ....................................... ............................7 -8 VI. BIBLIOGRAPHY .......................................................... ..............................8 TECHNICAL APPENDIX FRONT LOTS 10 -YEAR STORM ANALYSIS FRONT LOTS 100 -YEAR STORM ANALYSIS BACK LOTS 10 -YEAR STORM ANALYSIS BACK LOTS 100 -YEAR STORM ANALYSIS WSPG OUTPUT HYDROLOGY MAP II. INTRODUCTION ' The Villas consists of 19 small private residential lots in close proximity to each other. The largest of these lots is approximately 0.58 acres while the smallest is approximately 0.39 acres. The drainage has been designed as a combination of surface run -off to the adjacent street swale or ' lake and an area drain system connected to the adjacent storm drain. Front Lot Run -Off ' The front lots near Humboldt Blvd. and De Soto Ave. contain area drains in the planting areas to capture run off from the roof drains, the hard -scape and the planting areas themselves. Because of the courtyard design of these lots, adjacent pairs of lots (approximately 1 acre) share a private area drain connection to the storm drain pipe under the drainage swale in the adjacent street. The private storm drains are designed with a minimum slope of 1- percent. At this minimum slope a 12 -inch HDPE pipe has the capacity to convey 4.1 cfs (based on the Manning's equation). Initial rational method analysis for a 1 -acre area with a 250' long side yard swale sloping at a rate of ' 0.5% yields a Q100 of 3 cfs and a Q10 of 1.7 cfs. Therefore the 12 -inch area drain connection is sufficient to convey the flow -rate from the 100 -year event. See Section IV below for the above calculations. The Madison Club is located in the City of La Quinta and is bound by Madison Street, Avenue ' 54, Avenue 52, and Monroe Street. This development consists of approximately 470 acres divided into three (3) major project phases; Phase 1, Phase 2 and Villas. The hydrology and ' hydraulics study for the overall project is also divided into volumes. The first hydrology report (Vol. I) titled "Hydrology Report - Madison Club 100 -Year Storm Volume and Storage Analysis" accompanied the "Mass Grading and Perimeter Wall Plans" and ' addressed the necessary storage volume to retain all off -site and on -site runoff generated by the largest 100 -year 24 -hour event (based on the Synthetic Unit Hydrograph method) within the golf lakes and established the 100 -year water surface elevations. The second report (Vol. II) titled ' "Hydrology and Hydraulics Study for Madison Club Golf' accompanied the "Storm Drain Back - Bone Improvement Plans for Madison Club Golf Course" and addressed the sizing of the backbone storm drain system within the golf course. The third set of reports (Vol. IIIA & IIIB) ' titled "Storm Drain Improvements for Madison Club Phase I" and "Storm Drain Improvements for Madison Club Phase 2" respectively, addressed the sizing of the private residential area drain connections, sizing of the residential storm drain lines, sizing of the earthen drainage channels ' and drainage channel catch basins throughout the two phases of the Madison Club. The purpose of this report is to present the hydrology and hydraulic analysis for the Villas phase of the development which is shown on Tentative Tract Map 34968. This report is specific to the ' storm water for the proposed Villas watershed boundary only and is a supplement to the Phase 2 Hydrology report, dated February 17, 2006 (Vol. IIID). The Villas area is included in the previous hydrology reports so the downstream drainage facilities have been sized to include the ' Villas run -off. This report simply compares the final Villas run -off based on the actual site plan and grading to the assumptions in the previous hydrology reports and concludes that the existing storm drains and drainage basins (lakes) which serve the Villas are correctly sized. ' II. METHODOLOGY ' The Villas consists of 19 small private residential lots in close proximity to each other. The largest of these lots is approximately 0.58 acres while the smallest is approximately 0.39 acres. The drainage has been designed as a combination of surface run -off to the adjacent street swale or ' lake and an area drain system connected to the adjacent storm drain. Front Lot Run -Off ' The front lots near Humboldt Blvd. and De Soto Ave. contain area drains in the planting areas to capture run off from the roof drains, the hard -scape and the planting areas themselves. Because of the courtyard design of these lots, adjacent pairs of lots (approximately 1 acre) share a private area drain connection to the storm drain pipe under the drainage swale in the adjacent street. The private storm drains are designed with a minimum slope of 1- percent. At this minimum slope a 12 -inch HDPE pipe has the capacity to convey 4.1 cfs (based on the Manning's equation). Initial rational method analysis for a 1 -acre area with a 250' long side yard swale sloping at a rate of ' 0.5% yields a Q100 of 3 cfs and a Q10 of 1.7 cfs. Therefore the 12 -inch area drain connection is sufficient to convey the flow -rate from the 100 -year event. See Section IV below for the above calculations. ' Back Lot Run -Off The back lots located near the lakes have been designed to run -off to these lakes and streams. This tributary area that includes areas 3B through 3V has increased by 2.7 acres from the original ' assumption (Vol 1). As such, the watershed area tributary to storm drain line 12A (the storm drain pipe along the north side of Humboldt Blvd.) has been reduced by the same amount (2.7 acres) from the Phase 2 assumption of about 19 acres to about 16.3 acres. However, as the discharge from storm drain line 12A and the run -off from these lakes both flow to Lake F (refer ' to Vol 1 Hydrology Map), the effect of the redistribution of tributary area from one watershed (6B — Vol 1) to another (6D — Vol 1) is negligible. ' This report includes a 10 -year and a 100 -year analysis to review the impact of the new watershed boundaries on the approved Phase 2 Storm Drain system. The attached' Villas hydrology map reflects this analysis. A copy of the Phase 2 Hydrology Report and Map has been included as ' reference. Only the Phase 2 nodes that have been modified are shown on the Villas Hydrology Map and have been labeled with the new information. Grass -Lined Drainage Swales and Storm Drain Pipe ' Instead of curb and gutter, the Madison Club residential streets rely on 12 -foot wide grass -lined drainage swales on both sides of the street. These drainage swales were designed per the Madison Club Phase 2 Hydrology report. The tributary area to the drainage swale on the west side of Humboldt Blvd. and the north side of DeSoto Ave. has been reduced by the Villas development as mentioned above. When applying run -off to the earthen drainage swale for the rational method analysis all flow from the residential lots was assumed to run -off (private area ' drain system failure). This made the Q's in the swale /street extremely conservative since some of the flow will undoubtedly go directly to the storm drain line via the private area drain system. In addition when analyzing the pipes all area drain runoff was applied to the nearest upstream catch basin to be more conservative. Hence the Qloo at that catch basin (node) is a combination of the Qioo in the swale and in the pipe. ' M. STORM WATER RUNOFF ANALYSIS Front Lot Run -Off The front lots of the Villas development were analyzed using the rational method 10 -year and ' 100 -year analysis. The resultant peak flow rates at the downstream end of this tributary area (node 54) which is located at the intersection of DeSoto Ave. and Humboldt Blvd. are as follows: ' • 10 year peak flow rate = 11.60 cfs • 100 year peak flow rate = 23.60 cfs ' This flow is all conveyed via an underground storm drain and ultimately flows to the Madison Club lake F within sub area 6D per the original Golf Course Hydrology Report Vol 1. ' The previous Hydrology Report for Phase 2 (Vol IIID) provided flows at the same node as follows: ' • 10 year peak flow rate = 13.80 cfs • 100 year peak flow rate = 25.30 cfs IThus the Villas development has the effect of reducing the flow in storm drain line 12A. 2 Back Lot Run -Off The rear lots of the Villas development were analyzed using the rational method 10 -year and 100 - year analysis. The resultant peak flow rates at the downstream end of this tributary area (node 12 1) which is located at the EVA culvert are as follows: • 10 year peak flow rate = 15.10 cfs • 100 year peak flow rate = 24.52 cfs This flow is all conveyed via surface run -off and channels and ultimately flows to the Madison Club lake F within sub area 6D per the original Golf Course Hydrology Report Vol 1. The calculations for the channel at each of the four cross - sections shown on the Villas Hydrology Map are shown below. The EVA culvert sizing calculations are also shown below. i 3 1 1 S ec-+-voy\ A -A Solve For I Depth of Flowv Critical Depth Check Flowrate cfs 2.1800 i Slope ft /ft 0.1000 Select � I I Manning's n 0.0350 Select Flow Depth in Height in 7.4992 ` Velocity fps 3.1372 Bottom Width in I 60.0000 Area IQ 4.8821 Left Slope V/H 0.2500 Select Perimeter in 129.1586 j Wet Area ft2 0.6949 Right Slope V/H 0.2000 Select Wet Perim. in 73.6255 Hyd. Radius in 1.3554 Top Width in 73.4925 Percent Full % 19.9910 Critical. Output Plot Rating i Sec,+ion B -B Solve For Depth of Flow v1 L .:3 Q Critical Depth Check t Flowrate cfs 13.5800 Slope ft /ft 0.0200 Select ' Manning's n 0.0350 Select j Flow Depth in 6.5991 ' Height i in 18.5991 i Velocity fps 3.3037 Bottom Width in 60.00OCj Area 112 18.5598 left Slope V/H 0.2500 Select Perimeter in 231.5232 I Wet Area 112 4.1105 y Right Slope V/H 0.2000 Select Wet Perim. in 120.8581 l Hyd. Radius in 4.8976 Top Width in 119.3922 Percent Full % 35.4809 Critical Output Plot Rating j OK.,Y,,_ j Cancel Help . 1 Section G -C Solve For I Depth of Flow L Q Critical Depth Check s Flowrate cfs 20.5100 I Slope ft /ft 0.0120 Select �1 Marming's n 0.0350 Select s, ! Flow Depth in i eght in 21.3431 Velocity fps 3.0978 i Bottom Width in 60.000Cj Area ft2 23.1282 Left Slope VIH 0.2500 Select Perimeter in 256.8287 Wet Area ft2 6.6209 y Right Slope VIH 0.2000 Select Wet Perim. in 146.1635 Hyd. Radius in 6.5229 i Top Width in 144.0882 I Percent Full % 43.7759 Critical f— Output Plot Rating Cancel Help i u 1 F, Section p- D Solve For Depth of Flow Cn meal Depth Check; ❑._ _. _ I Flowrate ds Slope ft /ft 0.0120 ((�Select !! N + Manning's n 0.0350 Select i Flow Depth in 10.2289 � Height m i Bottom Width in 60.0000 Velocity Area fps ft2 3.2555 24.7034 Left Slope V/H 0.2500 Select Perimeter in 264.9977 Right Slope V!H 0.2000 Select Wet Area Wet Perim. 112 in 7.5318 154.3326 Hyd. Radius in 7.0275 Top Width in 152.0605 .. __._ ----- - -_..._ Percent Full % 46.0164 Critical Output Plot Rating Help tmp #ll.txt ' culvert calculator water feature Flow Rate of 4.5 cfs only 1 �1 L L Entered Data: Shape........................... Number of Barrels ............... Solving for ..................... chart Number .................... scale Number .................... Chart Description ............... ENTRANCE scale Deccription ............... overtopping ..................... Flowrate ........................ Manning's n ..................... Roadway Elevation ............... Inlet Elevation ................. outlet Elevation ................ Height.......................... width........................... Length.......................... Entrance Loss ................... Tailwater ........ ............. computed Results: Headwater ....................... Slope.......................... velocity ........................ Rectangular 1 Headwater 1 1 CONCRETE PIPE CULVERT; NO BEVELED RING SQUARE EDGE ENTRANCE WITH HEADWALL off 4.5000 cfs 0.0350 84.0000 ft 75.5000 ft 75.1000 ft 2.0000 ft 10.0000 ft 64.0000 ft 0.0000 0.5000 ft 75.7711 ft Inlet Control 0.0063 ft /ft 1.4714 fps Messages: Inlet head > outlet head. Computing Inlet Control headwater. Solving Inlet Equation 26. Solving Inlet Equation 28. Headwater: 75.7711 ft Performance table - for single barrel only: DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER Flow ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL. DEPTH cfs ft ft ft ft ft fps ft fps ft 18.00 77.97 0.00 2.47 M2 0.72 0.18 3.60 0.72 0.00 0.50 24.00 78.48 0.00 2.98 M2 0.87 0.18 4.26 0.87 0.00 0.50 30.00 78.62 0.00 3.12 M2 1.00 0.18 4.59 1.00 0.00 0.50 36.00 78.76 0.00 3.26 M2 1.13 0.18 4.87 1.13 0.00 0.50 42.00 78.90 0.09 3.40 M2 1.25 0.18 5.13 1.25 0.00 0.50 48.00 79.03 0.22 3.53 M2 1.36 0.18 5.37 1.36 0.00 0.50 54.00 79.15 0.34 3.65 M2 1.47 0.18 5.58 1.47 0.00 0.50 72.00 76.21 0.71 0.00 NA 2.00 2.00 3.60 2.00 0.00 0.50 78.00 76.32 0.82 0.00 NA 2.00 2.00 3.90 2.00 0.00 0.50 84.00 76.44 0.94 0.00 NA 2.00 2.00 4.20 2.00 0.00 0.50 90.00 76.56 1.06 0.00 NA 2.00 2.00 4.50 2.00 .0.00 Page 1 0 Page 2 tmp #ll.txt 0.50 96.00 76.68 1.18 0.00 NA 2.00 2.00 4.80 2.00 0.00 0.50 102.00 76.81 1.31 0.00 NA 2.00 2.00 5.10 2.00 0.00 0.50 108.00 76.91 1.41 0.00 NA 2.00 2.00 5.40 2.00 0.00 0.50 114.00 76.95 1.45 0.00 NA 2.00 2.00 5.70 2.00 0.00 0.50 120.00 77.09 1.59 0.00 NA 2.00 2.00 6.00 2.00 0.00 0.50 126.00 77.24 1.74 0.00 NA 2.00 2.00 6.30 2.00 0.00 0.50 132.00 77.39 1.89 0.00 NA 2.00 2.00 6.60 2.00 0.00 0.50 138.00 77.56 2.06 0.00 NA 2.00 2.00 6.90 2.00 0.00 0.50 144.00 77.72 2.22 0.00 NA 2.00 2.00 7.20 2.00 0.00 0.50 150.00 77.90 2.40 0.00 NA 2.00 2.00 7.50 2.00 0.00 0.50 0 Page 2 tmp #9.txt ' culvert calculator 100 Year Flow Rate of 24.52 cfs plus the water feature flow rate of 4.5 cfs Entered Data: shape ........................... Number of Barrels Solving for ..................... Chart Number .................... scale Number .................... Rectangular 1 Headwater 1 1 ' Chart Description CONCRETE PIPE CULVERT; NO BEVELED RING ENTRANCE Scale Dessription ............... overtopping ...................... Flowrate SQUARE EDGE ENTRANCE WITH HEADWALL Off 30.0000 cfs Manning's n .......... ....... . Roadway Elevation ............... Inlet Elevation . 0.0350 84.0000 ft 75.5000 ft ' outlet Elevation ................ 75.1000 ft Height .......................... width ........................... 2.0000 ft 10.0000 ft ' Length .......................... Entrance Loss Tailwater ....................... 64.0000 ft 0.0000 0.5000 ft ' Computed Results: Headwater 77.9452 ft Outlet Control slope .......................... velocity ........................ 0.0063 ft /ft 4.5871 fps ' Messages: outlet head > Inlet head. compputing outlet control headwater. outlet not submerged. Normal Depth: 1.0030 ft Critical Depth: 0.6540 ft ' Flow is subcritical. Normal depth > critical depth. Tailwater depth < normal depth. M2 drawdown profile. ' Tailwater depth <= critical depth. Depth computed with direct step method Headwater: 77.9452 ft starting at critical depth. Performance table - for single barrel only: ' DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER Flow ELEV. DEPTH DEPTH TYPE DEPTH cfs ft ft ft DEPTH DEPTH ft ft VEL. DEPTH VEL. fps ft fps ft 18.00 77.97 0.00 2.47 M2 0.72 0.65 3.60 0.72 0.00 0.50 24.00 78.48 0.00 2.98 M2 0.87 0.65 4.26 0.87 0.00 0.50 30.00 78.62 0.00 3.12 M2 1.00 0.65 4.59 1.00 0.00 0.50 36.00 78.76 0.00 3.26 M2 1.13 0.65 4.87 1.13 0.00 ' 0.50 42.00 78.90 0.09 3.40 M2 1.25 0.65 5.13 1.25 0.00 0.50 48.00 79.03 0.22 3.53 M2 1.36 0.65 5.37 1.36 0.00 0.50 54.00 79.15 0.34 3.65 M2 1.47 0.65 5.58 1.47 0.00 0.50 Page 1 Page 2 tmp #9.txt 72.00 76.21 0.71 0.00 NA 2.00 2.00 3.60 2.00 0.00 0.50 78.00 76.32 0.82 0.00 NA 2.00 2.00 3.90 2.00 0.00 0.50 84.00 76.44 0.94 0.00 NA 2.00 2.00 4.20 2.00 0.00 0.50 90.00 76.56 1.06 0.00 NA 2.00 2.00 4.50 2.00 0.00 0.50 96.00 76.68 1.18 0.00 NA 2.00 2.00 4.80 2.00 0.00 0.50 102.00 76.81 1.31 0.00 NA 2.00 2.00 5.10 2.00 0.00 0.50 108.00 76.91 1.41 0.00 NA 2.00 2.00 5.40 2.00 0.00 0.50 114.00 76.95 1.45 0.00 NA 2.00 2.00 5.70 2.00 0.00 0.50 120.00 77.09 .1.59 0.00 NA 2.00 2.00 6.00 2.00 0.00 0.50 126.00 77.24 1.74 0.00 NA 2.00 2.00 6.30 2.00 0.00 0.50 132.00 77.39 1.89 0.00 NA 2.00 2.00 6.60 2.00 0.00 0.50 138.00 77.56 2.06 0.00 NA 2.00 2.00 6.90 2.00 0.00 0.50 144.00 77.72 2.22 0.00 NA 2.00 2.00 7.20 2.00 0.00 0.50 150.00 77.90 2.40 0.00 NA 2.00 2.00 7.50 2.00 0.00 0.50 Page 2 IV. AREA DRAINS AND CONNECTIONS Area Drains in Swale at Driveways on Humboldt Blvd. (Typ.) Use NDS Part # 2411 - 24" x 24" grate with an open area of 231.69 in (refer to manufacturer's ' catalogue sheet attached). This allows up to 66% clogging. ' Use 10" diameter riser pipe which has an open area of 78.54 in 4 Basis: ' The area drains are designed to convey the 100 -year flow rate from the swale into the underground storm drain pipe without flooding into the street. To be conservative, we used the highest 100 -year sub area run -off to size the typical area drain. This is conservative as the ' driveway catch basins are located upstream of the sub area low points and will therefore never convey the whole 100 -year sub area run -off. ' Parameters: Maximum Sub area 100 -year Flow rate = 3.4 cfs (refer to Villas Hydrology Map) Head on Area Drain = 1.67' (i.e. vertical distance from Swale flow line to street edge of ' pavement) Orifice Calculator Given Input Data: Solving for .......................... Area or Diameter Flow rate ............................ 3.4000 cfs Coefficient.... 0.6100 Head water .......................... 1.6700 ft ' Tail water ........................... 0.0000 ft Computed Results: ' Area. ................ 0.5377 ft2 = 77.429 inZ Velocity............ 6.3235 fps Use NDS Part # 2411 - 24" x 24" grate with an open area of 231.69 in (refer to manufacturer's ' catalogue sheet attached). This allows up to 66% clogging. ' Use 10" diameter riser pipe which has an open area of 78.54 in 4 24" CATCH BASIN SERIES ' Pkg. Wt. Ea. List Price Product Part No. Description Color Qty. (lbs.) (EA) Class Specifications \ 2411 24" x 24" Square Grate Black 1 19.75 383.69 10ND NDS #2411, #2412, 24" ' 2361" 2412 24" x 24" Square Grate Green 1 19.75 383.69 10ND Square Structural Foam Polyolefin Grate with UV Use with 24" x 24" Catch Basin Series. inhibitor. Open surface .. area 231.69 square inches. 303.51 GPM. 2„ (See pg. 47) W Grate Opening ' Pkg. Wt. Ea. List Price Product Part No. Description Color Qty. (lbs.) (EA) Class Specifications \ 2413 24" x 24" Square Cast Iron Grate Black 1 150.00 717.94 10ND NDS #2413, 24" Square 23 T Heavy Duty Cast Iron ' '�*r Use with 24" x 24" Catch Basin Series. Grate. Open surface area 5, y 187.00 square inches. _ M 244.97 GPM. 2,. (See pg. 47) 1" Grate Opening ' Pkg. Wt. Ea. List Price Product Part No. Description Color Qty. (lbs.) (EA) Class Specifications \ 2415 24" x 24" Square Galvanized Galvanized 1 67.00 759.98 10ND NDS #2415, 24" Square 23 W Steel Grate Steel Heavy Duty Galvanized Steel Bar Grate. Open ' Use with 24" x 24" Catch Basin Series. surface area 332.06 square inches. 2 - 435.00 GPM. 2" (See pg. 47) 1 W Grate Opening Pkg. Wt. Ea. List Price Product ' Part No. Description Color Qty. (lbs.) (EA) Class Specifications 2400 24" x 24" Catch Basin, 2 Openings Black 1 18.00 457.04 10ND NDS #2400, #2404, \ 2404 24" x 24" Catch Basin, 4 Openings Black 1 15.00 485.39 10ND 24" x 24" One -Piece 94 M" Tapered Catch Basin. ' 24 1 12% Requires 2 or 4 #2410 Universal Outlet. (See page 24.) 14 %" Pkg. Wt. Ea. List Price Product Part No. Description Color Qty. (lbs.) (EA) Class Specifications 2418 24" x 24" Catch Basin Extension Black 1 14.60 268.12 10ND NDS #2418, 12Y." (No Bottom) Extension for 24" x 24" Catch Basin 2 F 2" Use with 24" x 24" Catch Basin Series. Note: All dimensions are nominal. All weights are for shipping purposes only. Price (U.S. Dollars) and availability are subject to change. 1V D"For customer service, please send your fax to: 1- 800 - 726 -1998 or call 1- 800-726 -1994. 23 c 1 1 IArea Drains in Swale at Driveways on DeSoto Ave. (2 Drains) ' Basis: The area drains are designed to convey the 100 -year flow rate from the swale into the underground storm drain pipe without flooding into the street. The tributary area for both area tdrains is conservatively taken as the whole of initial area 2A per the Villas Hydrology Map. Parameters: The Rational method analysis contained in this report computes the 100 -year flow rate for this ' sub area to be 2.2 cfs. ' Head on Area Drain = 1.67' (i.e. vertical distance from swale flow line to street edge of pavement) Orifice Calculator ' Given Input Data: Solving for .................. Area or Diameter Flow rate ..................:.: 2.2000 cfs ' ffi Coecient.. 0.6100 Head water .................. 1.6700 ft ' Tail water .................... 0.0000 ft Computed Results: ' Area ........: : .: : :::. 0.3479 ft' = 50.1 in' Velocity.. 6.3235 fps Use NDS Part # 1811 - 18" x 18" grate with an open area of 104.0 in (refer to manufacturer's ' catalogue sheet attached). This allows up to 51% clogging. ' Use 8" diameter riser pipe which has an open area of 50.26 in Area Drains in Planters. ' Basis: The area drains are designed to convey the 10 -year flow rate from the courtyard and open space areas away from the buildings. The 100 -year flow will be conveyed both by the area drain system and surface run -off which is directed away from the buildings per the precise grading plans. The rational method analysis contained in this report provides the 10 -year run -off for ' subarea I which is an area of 1.49 acres as 2 cfs. The 100 -year run -off is calculated as 3.4 cfs. The calculation below provides the drainage area allowable for each area drain. ' Parameters: The area drains are NDS Part # 40 - 6" Round grate with an open area of 9.10 in = 0.06319 ft 2 (refer to manufacturer's catalogue sheet attached). ' Only 50 % of this open area is taken as the orifice area in order to provide allowance for up to 50% clogging. ' Head on Area Drain = 0.1' (i.e. vertical distance from the top of the area drain grate to the secondary overflow point) 12" CATCH BASIN SERIES/ 18" CATCH BASIN SERIES Mg. wr. ea. usr rnce rroaua Part No. Description Color Oty. (lbs.) (EA) Class Specifications ' \ 1230 12" x 12" Low Profile Adapter Black 8 1.25 25.78 10ND NDS #1230, 12" x 12" Low Profile Adapter with 12 %" Requires either #1243, #1245, #1266 or #1889 Universal Outlet Bayonet Bottom Outlet. for connection to 3 ", 4 ", or 6" Sewer and Drain or Corrugated Pipe. ' (See page 24.) 3'116" Pkg. Wt. Ea. List Price Product Part No. Description Color Oty. (lbs.) (EA) Class Specifications \ 1221 12" x 12" Square, Low Black 12 1.92 30.92 10ND NDS #1221, or #1222, 12 ' /<" Profile Adapter 12" x 12" Low Profile Adapter. Fits 8" Sewer and Drain Pipe. 5 5 " /,e 8% 1222 12" x 12" Square, Black 12 1.92 30.92 10ND Low Profile Spigot Adapter Fits 8" Corrugated Pipe. ' 18" CATCH BASIN SERIES Pkg. Wt. Ea. List Price Product Part No. Description Color Oty. (lbs.) (EA) Class Specifications ' 1881 18" x 18" Atrium Grate Black 2 3.50 94.66 10ND NDS #1881, #1891, 18" 1891 18" x 18" Atrium Grate Green 2 3.50 94.66 10ND Structural Foam Polyolefin 6 „+ Dome Atrium Grate with mac Use with 18” x 18" Catch Basin Series. UV inhibitor. Open surface ` area 89.40 square inches. ' 117.11 GPM. 16 T6" ' f" Grate Opening Pkg. Wt. Ea. list Price Product Part No. Description Color Qty. (lbs.) (EA) Class Specifications ' 1810 18" x 18" Square Grate Gray 4 5.50 151.06 10ND NDS #1810, #1811, #1812, \ - -1811 18" x 18" Square Grate Black 4 5.50 151.06 10ND #1812S, 18" Square 16�r�''4 r, 1812 18" x 18" Square Grate Green 4 5.50 151.06 10ND Structural Foam Polyolefin Grate with UV inhibitor. Moir Use with 18" x 18" Catch Basin Series. Open surface area 104.00 square inches. ¢� 136.24 GPM. (Se ' '' /,e" Grate Opening ADA Compliant Pkg. Wt. Ea. List Price Product Part No. Description Color Qty. (lbs.) (EA) Class Specifications ' 1813 18" x 18" Cast Iron Square Grate Black 1 35.00 301.19 10ND NDS #1813, 18" Square Heavy Duty Cast Iron 1 Use with 18" x 18" Catch Basin Series. Grate. Open surface area At, -,.'4 100.63 square inches. 131.83 GPM. .r H -20 Load Rating. 4 ♦Ni .,a (See pg. 47) ' 1" Grate Opening Note: All dimensions are nominal. Al weights are for shipping purposes only. Price (U.S. Dollars) and availability are subject to change. C ' 20 For customer service, please send your fax to: 1- 800 - 726 -1998 or call 1- 800 - 726 -1994. N D �° ROUND GRATES Pkg. Wt. Ea. list Price Product Part No. Description Color Oty. (lbs.) (EA) Class Specifications 40 6" Round Grate Black 10 0.80 8.81 10ND NDS #40, #50, #60, or 6 YV 50 6" Round Grate Green 10 0.80 8.81 10ND #60S, 6" Round Structural 60 6" Round Grate Gray 10 0.80 8.81 10ND Foam Polyolefin Grate with 60S 6" Round Grate Sand 10 0.80 8.81 10ND UV inhibitor. Open surface area 9.10 square inches. ' 2 X "I �'4,', `!4 Fits Spee -D Basin, 6" Sewer and Drain Pipe and Fittings and 6" Corrugated Pipe. 11.92 GPM. ' (see pg. 47) W Grate Opening ADA Compliant/Heel-proof Pkg. Wt. Ea. List Price Product Part No. Description Color Qty. (lbs.) (EA) Class Specifications 10 8" Round Grate Black 10 0.80 10.29 10ND NDS #10, #20, #30, or ' 7 %" 20 8" Round Grate Green 10 0.80 10.29 10ND #30S, 8" Round Structural 30 8" Round Grate Gray 10 0.80 10.29 10ND Foam Polyolefin Grate with 30S 8" Round Grate Sand 10 0.80 10.29 10ND UV inhibitor. Open surface area 11.50 square inches. ' Fits Spee -D Basin, 6" Sewer and Drain Pipe and Fittings and 6" Corrugated Pipe. 15.07 GPM. 2 y" z J X I (see pg. 47) 5 /e' Grate Opening ADA Compliant Pkg. Wt. Ea. List Price Product Part No. Description Color City. (lbs.) (EA) Class Specifications 1040 10" Round Grate Black 10 1.50 17.10 10ND NDS #1040, #1050, #1060, g / 1050 10" Round Grate Green 10 1.50 17.10 10ND or #1060S, 10" Round 1060 10" Round Grate Gray 10 1.50 17.10 10ND Structural Foam Polyolefin 1060S 10" Round Grate Sand 10 1.50 17.10 10ND Grate with UV inhibitor. Open surlace area 17.46 Fits 8" Sewer and Drain Pipe and Fittings, 8" Corrugated Pipe. square inches. 22.87 GPM. 2 X" rE 7 W (see pg. 47) 5/6" Grate Opening ADA Compliant Part No. 1240 1250 1260 - Y" 3%" I °`mow► '. Description 12" Round Grate 12" Round Grate 12" Round Grate Fits 12" Sewer ar sew' ( Pkg. Wt. Ea. list Price Product Color Oty. (lbs.) (EA) Class Specifications Black 6 3.35 54.00 10ND NDS #1240, #1250, #1260, Green 6 3.35 54.00 10ND 12" Round Structural Foam Gray 6 3.35 54.00 10ND Polyolefin Grate with UV inhibitor. Open surface d Drain Pipe, 12" Corrugated Pipe. area 46.00 square inches. 60.26 GPM. /e Grate Opening M." Pkg. Wt. Ea. list Price Product Part No. Description Color City. (lbs.) (EA) Class Specifications 1511 15" Round Grate Black 1 6.15 104.13 10ND NDS #1511, #1512, 17„ 1512 15" Round Grate Green 1 6.15 104.13 10ND 15" Round Structural Foam Polyolefin Grate with UV "�.. Fits 15" Sewer and Drain Pipe and Fittings, 15" Corrugated Pipe. inhibitor. Open surface 119 14 r.P�quare inches. 4%. L fE 1...r 4�� i, � 1 ' /." Grate Opening I N K> .4%, I% (see pg. 47) Note: All dimensions are nominal. All weights are for shipping purposes only. Price (U.S. Dollars) and availability are subject to change. For customer service, please send your fax to: 1- 800 - 726 -1998 or call 1- 800 - 726 -1994. 11 U Orifice Calculator Given Input Data: Solving for .................. Flowrate Area .......................... 0.0316 ft2 Coefficient .................. 0.6100 Head water .................. 0.1000 ft Tail water .................... 0.0000 ft Computed Results: Flowrate ............ 0.0489 cfs Velocity ............ 1.5474 fps To calculate the maximum tributary area allowable for each drain: (0.0316cfs /2cfs) x 1.49 acres = 0.0235 acres = 1,025.5 ft2 (10 -year event) (0.0316cfs /3.4cfs) x 1.49 acres = 0.0138 acres = 603 ft2 (100 -year event) Area Drain Connection Pipe Sizing. The following calculations show the capacity of the 6 ", 8" and 12" HDPE Storm Drain Pipes that connect the area drains to the storm drain pipe in the adjacent street using Manning's pipe flow formula: 6" HDPE Storm Drain Pipe: Given Input Data: Shape ...................... Circular Solving for ................ Flowrate Diameter .................. 6.0000 in Depth ...................... 6.0000 in Slope ....................... 0.0100 ft/ft Manning's n ............... 0.0120 Computed Results: Flowrate .................. 0.6079 cfs Area ....................... 0.1963 ft2 Wetted Area .............. 0.1963 ft2 Wetted Perimeter........ 18.8496 in Perimeter .................. 18.8496 in Velocity ................... 3.0958 fps Hydraulic Radius........ 1.5000 in Percent Full ............... 100.0000% Full flow Flowrate....... 0.6079 cfs Full flow velocity ........ 3.0958 fps n 8" HDPE Storm Drain Pipe: A hydraulic analysis of the existing storm drain line 12A was performed utilizing WSPG software t establishing the updated 100 -year HGL which includes the Villas development. This analysis is included in the technical appendix of this report. A comparison of the results of this analysis with the results of the previous analysis contained in the Phase 2 Hydrology report shows the ' following: Given Input Data: Shape ...................... Circular Solving for ................ Flowrate ' Diameter .......... : . : : . Depth.... 8.0000 in 8.0000 in Slope ....................... 0.0100 ft/ft ' Manning's n ............... Computed Results: 0.0120 ' Flowrate .................. Area ....................... 1.3091 cfs 0.3491 ft2 Wetted Area .............. 0.3491 ft2 Wetted Perimeter........ 25.1327 in Perimeter ........::......: 25.1327 in Velocity.... 3.7503 fps Hydraulic Radius........ 2.0000 in ' Percent Full ............... Full flow Flowrate....... 100.0000% 1.3091 cfs Full flow velocity........ 3.7503 fps 12" HDPE Storm Drain Pipe:. ' Given Input Data: Shape ...................... Circular Solving for ................ Flowrate Diameter .................. Depth ...................... 12.0000 in 12.0000 in Slope ....................... 0.0100 ft/ft Manning's n ............... 0.0120 Computed Results: Flowrate .................. 3.8597 cfs ' Area ............. Wetted Area.... 0.7854 ft 0.7854 ft2 Wetted Perimeter........ 37.6991 in ' Perimeter .:.... ::.:....... Velocity.. 37.6991 in 4.9143 fps Hydraulic Radius........ 3.0000 in ' Percent Full ............... Full flow Flowrate....... 100.0000% 3.8597 cfs Full flow velocity........ 4.9143 fps ' V. STORM DRAIN HYDRAULICS A hydraulic analysis of the existing storm drain line 12A was performed utilizing WSPG software t establishing the updated 100 -year HGL which includes the Villas development. This analysis is included in the technical appendix of this report. A comparison of the results of this analysis with the results of the previous analysis contained in the Phase 2 Hydrology report shows the ' following: • The 100 year flow rate in the pipe at station 1,000.000 has been reduced from 41.20 cfs to 39.20 cfs and similarly the flow rate at all locations upstream has been reduced. • The current HGL is lower than that shown in the Phase 2 Hydrology report at all locations along the pipe. • The velocities in the pipe have been reduced due to the Villas development. Therefore the originally approved storm drain plans for this pipe system remain valid as the effect of the Villas development has been to decrease the storm water flow and therefore the HGL and velocities in the storm drain pipe. VI. BIBLIOGRAPHY I. Riverside County Flood Control and Water Conservation District Hydrology Manual (April 1978). 2. Hydrology Report Madison Club 100 -Year Storm Volume and Storage Analysis (March 29, 2005). • 3. Hydrology and Hydraulics Study for Madison Club (Golf Course Storm Drain Backbone) Volume II (July 27, 2005). 4. Hydrology and Hydraulics Study for Madison Club (Phase 2) Volume III D (February 17, 2006). 8 TECHNICALAPPENIXX 10- �AR.sroRn -t AN.4UYsisr �R.DNTl.OTS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling Version 6.01)) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Madison Club 10 -Year * Phase 2, Linel2, Villas * 11/12/07 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILENAME: VIL3BIO.DAT TIME/DATE OF STUDY: 17:35 11/08/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: m m m m m m m m USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH/HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH/HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH/HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH/HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE= 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER - DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* . HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK - HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE /SIDE/ WAY (FT) (FT) (FT) (FT) (n) _ M 30M0.0 M8/0.�020 M 2.�313� 0.0M M M M M M M M M 2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 39.00 TO NODE 40.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K *[(L.ENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 375.00 UPSTREAM ELEVATION(FEET) = 991.00 DOWNSTREAM ELEVATION(FEET) = 985.40 ELEVATION DIFFERENCE(FEET) = 5.60 TC = 0.469 *[( 375.00 * *3) /( 5.60)] * *.2 = 11.647 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.616 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT =.6941 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.00 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 2.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 38.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 976.40 DOWNSTREAM(FEET) = 974.90 FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.69 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.00 PIPE TRAVEL TIME(1VIIN.) = 1.18 Tc(MIN.) = 12.82 LONGEST FLOWPATH FROM NODE 39.00 TO NODE 38.00= 635.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 38.00 TO NODE 38.00 IS CODE = 1 4 _ >> » >DESI GNA�TE INDEPENDENT REA OR Cr LUENCE« «- » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.82 RAINFALL,INTENSITY(INCH/HR) = 2.47 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.00 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.60 11.98 2.574 1.40 2 2.00 12.82 2.474 1.10 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.47 11.98 2.574 2 4.50 12.82 2.474 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.47 Tc(MIN.) = 11.98 TOTAL AREA(ACRES) = 2.50 LONGEST FLOWPATH FROM NODE 39.00 TO NODE 38.00= 635.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 38.00 TO NODE 124.00 IS CODE = 31 ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 982.45 DOWNSTREAM(FEET) = 982.23 FLOW LENGTH(FEET) = 50.00 MANNING.'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES 3 5 SIDE -SV VT ITYM' /SES 4.35 5 5 M 5 5 5 5 5 5 5 5 5 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.47 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 12.17 LONGEST FLOWPATH FROM NODE 39.00 TO NODE 124.00 = 685.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.17 RAINFALL INTENSITY(INCH/HR) = 2.55 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.47 FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K* [(LENGTH* *3)/(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 987.00 DOWNSTREAM ELEVATION(FEET) = 981.67 ELEVATION DIFFERENCE(FEET) = 5.33 TC = 0.359 *[( 300.00 * *3) /( 5.33)] * *.2 = 7.875 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.283 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT =.8238 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.35 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.35 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 123.00 TO NODE 124.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-,**,**,:: » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 978.67 DOWNSTREAM(FEET) = 978.27 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES 4 r EWE -UV VIMITYW/SEA 4.2' m m m ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.35 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 8.03 LONGEST FLOWPATH FROM NODE 122.00 TO NODE 124.00= 340.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.03 RAINFALL INTENSITY(INCH/HR) = 3.25 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.35 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.47 12.17 2.551 2.50 2 1.35 8.03 3.246 0.50 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.30 8.03 3.246 2 5.53 12.17 2.551 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.53 Tc(MIN.) = 12.17 TOTAL AREA(ACRES) = 3.00 LONGEST FLOWPATH FROM NODE 39.00 TO NODE 124.00 = 685.00 FEET. FLOW PROCESS FROM NODE 124.00 TO NODE 35.00 IS CODE = 31 m - - - -- ---- Am --- -I= - - -- ----- = - - - - -m m m m m = = m = m » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 974.90 DOWNSTREAM(FEET) = 970.90 FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.70 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 5.53 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 12.67 LONGEST FLOWPATH FROM NODE 39.00 TO NODE 35.00= 915.00 FEET. FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 10 ---------------------------------------------------------------------------- » » >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< FLOW PROCESS FROM NODE 43.00 TO NODE 42.00 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.881 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT =.5780 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 0.87 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 1.58 TC(MIN.) = 20.56 FLOW PROCESS FROM NODE 42.00 TO NODE 44.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 980.40 DOWNSTREAM(FEET) = 979.80 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.19 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.58 PIPE TRAVEL TIME(NIlN.) = 0.68 Tc(MIN.) = 21.24 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 44.00= 880.00 FEET. rel ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 44.00 IS CODE = 81 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.846 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT =.6393 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 1.65 TOTAL RUNOFF(CFS) = 1.87 TC(MIN.) = 21.24 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 44.00 TO NODE 46.00 IS CODE = 62 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 992.24 DOWNSTREAM ELEVATION(FEET) = 985.60 STREET LENGTH(FEET) = 410.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.15 HALFSTREET FLOOD WIDTH(FEET) = 11.26 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.63 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.38 STREET FLOW TRAVEL TIME(MIN.) = 2.60 Tc(MIN.) = 23.84 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.726 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT =.78 10 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.49 SUBAREA RUNOFF(CFS) = 2.01 TOTAL AREA(ACRES) = 3.14 PEAK FLOW RATE(CFS) = 3.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET)=0.17 HALFSTREET FLOOD WIDTH(FEET) = 12.36 7 JEILOV�OC�EEI=.) _ = DEMVEaWY(1N' /SEM 0.4M w r _ LONGEST FLOWPATH FROM NODE 41.00 TO NODE 46.00 = 1290.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 46.00 TO NODE 46.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.84 RAINFALL INTENSITY(INCH/HR) = 1.73 TOTAL STREAM AREA(ACRES) = 3.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.88 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 47.00 TO NODE 48.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K* [(LENGTH* *3)/(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 260.00 UPSTREAM ELEVATION(FEET) = 989.00 DOWNSTREAM ELEVATION(FEET) = 988.00 ELEVATION DIFFERENCE(FEET) = 1.00 TC = 0.469 *[( 260.00 * *3) /( 1.00)] * *.2 = 13.196 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.433 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT =.6833 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.83 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 0.83 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 48.00 TO NODE 46.00 IS CODE = 31 » » >COMPUTE, PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 979.40 DOWNSTREAM(FEET) = 977.70 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.56 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.83 8 _ OWE JMTEL W(MIIM 0.200(M. 13.M slis = M M _ LONGEST FLOWPATH FROM NODE 47.00 TO NODE 46.00 = 340.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 46.00 TO NODE 46.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.49 RAINFALL INTENSITY(INCH/HR) = 2.40 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.83 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER, (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.88 23.84 1.726 3.14 2 0.83 13.49 2.402 0.50 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 3.03 13.49 2.402 2 4.48 23.84 1.726 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.48 Tc(MIN.) = 23.84 TOTAL AREA(ACRES) = 3.64 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 46.00= 1290.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 46.00 TO NUDE 49.00 IS CODE = 62 » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » » >( STREET TABLE SECTION # 2 USED)« «< - Z ST AM ELEVATION(FEET) = 987.80 DOWNSTREAM_ ELEVATION(FEET) -- 985.6� -- STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0. 100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.18 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 14.49 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.69 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.56 STREET FLOW TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 25.08 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.676 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT =.7788 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.07 SUBAREA RUNOFF(CFS) = 1.40 TOTAL AREA(ACRES) = 4.71 PEAK FLOW RATE(CFS) = 5.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 15.14 FLOW VELOCITY(FEET /SEC.) = 2.77 DEPTH *VELOCITY(FT *FT /SEC.) = 0.62 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 49.00 = 1490.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 49.00 TO NODE 50.00 IS CODE = 62 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 2 USED)« «< UPSTREAM ELEVATION(FEET) = 985.60 DOWNSTREAM ELEVATION(FEET) = 984.00 STREET LENGTH(FEET) = 155.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 10 _ rTRFMARKOW CRI'ALIWIMMW 0.� = M = M M Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section= 0.0200 - * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 15.53 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.75 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 0.94 Tc(MIN.) = 26.02 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.640 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT =.7772 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.42 SUBAREA RUNOFF(CFS) = 0.54 TOTAL AREA(ACRES) = 5.13 PEAK FLOW RATE(CFS) = 6.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 15.80 FLOW VELOCITY(FEET /SEC.) = 2.76 DEPTH *VELOCITY(FT *FT /SEC.) = 0.65 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 50.00= 1645.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 62 ---------------------------------------------------------------------- - - - - -- ' » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 984.00 DOWNSTREAM ELEVATION(FEET) = 980.70 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0. 100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.16 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 IALFSTREET FLOOD WIDTH(FEET) = 16.24 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.91 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.71 11 �TREjLOVjWVEjJolIE(NM= 1 &Tc(N§W 2� M M 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.581 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT =.7744 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.23 SUBAREA RUNOFF(CFS) = 1.51 TOTAL AREA(ACRES) = 6.36 PEAK FLOW RATE(CFS) = 7.92 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 16.79 FLOW VELOCITY(FEET /SEC.) = 3.00 DEPTH *VELOCITY(FT *FT /SEC.) = 0.77 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 51.00= 1945.00 FEET. FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 27.74 RAINFALL INTENSITY(INCH/HR) = 1.58 TOTAL STREAM AREA(ACRES) = 6.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.92 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 243.00 TO NODE 244.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K* [(LENGTH* *3)/(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 230.00 UPSTREAM ELEVATION(FEET) = 986.00 DOWNSTREAM ELEVATION(FEET) = 982.00 ELEVATION DIFFERENCE(FEET) = 4.00 TC = 0.937 *[( 230.00 * *3) /( 4.00)] * *.2 = 18.559 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.996 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT =.5902 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.35 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 244.00 TO NODE 245.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< 12 _ M » >gWG UWUTMWTID MD PMZE qMPRIjvj$RE FM) «M M M M _ ELEVATION DATA: UPSTREAM(FEET) = 980.00 DOWNSTREAM(FEET) = 977.70 FLOW LENGTH(FEET) = 415.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.33 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.35 PIPE TRAVEL TIME(MIN.) = 2.97 Tc(MIN.) = 21.53 LONGEST FLOWPATH FROM NODE 243.00 TO NODE 245.00 = 645.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 246.00 TO NODE 245.00 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.831 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT =.5725 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 0.77 TC(MIN.) = 21.53 FLOW PROCESS FROM NODE 245.00 TO NODE 53.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 977.70 DOWNSTREAM(FEET) = 974.80 FLOW LENGTH(FEET) = 235.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.89 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.77 PIPE TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) = 22.54 LONGEST FLOWPATH FROM NODE 243.00 TO NODE 53.00 = 880.00 FEET. FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.783 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT =.6336 13 _ IWOIL SRE�A(ACRES ) = 1.30 SUBAREA RUN CFS) = 1.4 TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 2.24 TC(MIN.) = 22.54 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 53.00 TO NODE 51.00 IS CODE = 31 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 974.80 DOWNSTREAM(FEET) = 973.90 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 . ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.95 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.24 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 22.66 LONGEST FLOWPATH FROM NODE 243.00 TO NODE 51.00= 925.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 22.66 RAINFALL INTENSITY(INCH/HR) = 1.78 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.24 * * CONFLUENCE DATA * * STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.92 27.74 1.581 6.36 2 2.24 22.66 1.778 2.00 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 14 _ @0ffONj-WNCjj@j.MUJWWSELWK 2 anjAM�M ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.71 22.66 1.778 2 9.91 27.74 1.581 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.91 Tc(MIN.) = 27.74 TOTAL AREA(ACRES) = 8.36 LONGEST. FLOWPATH FROM NODE 41.00 TO NODE 51.00= 1945.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 51.00 TO NODE 54.00 IS CODE = 62 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >( STREET TABLE SECTION # 2 USED)««< UPSTREAM ELEVATION(FEET) = 980.70 DOWNSTREAM ELEVATION(FEET) = 977.50 STREET LENGTH(FEET) = 295.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0. 100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 18.70 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.23 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.95 STREET FLOW TRAVEL TIME(MIN.) = 1.52 Tc(MIN.) = 29.26 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.532 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT =.7721 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 1.66 TOTAL AREA(ACRES) = 9.76 PEAK FLOW RATE(CFS) = 11.57 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 15 _ ENJLO)VWOCjWEET".) _ M DI4WVEjWY(IW/SE� 0.9M r _ LONGEST FLOWPATH FROM NODE 41.00 TO NODE 54.00 = 2240.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 55.00 TO NODE 54.00 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.532 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT =.7721 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 10.09 TOTAL RUNOFF(CFS) = 11.96 TC(MIN.) = 29.26 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 54.00 TO NODE 35.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 972.50 DOWNSTREAM(FEET) = 970.90 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.71 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 11.96 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 29.43 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 35.00 = 2330.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 11 » »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY « «< * * MAIN STREAM CONFLUENCE DATA * * STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.96 29.43 1.527 10.09 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 35.00 = 2330.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.69 11.62 2.620 5.10 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 35.00= 1355.00 FEET. 16 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.41 11.62 2.620 2 14.69 29.43 1.527 COMPUTED CONFLUENCE ESTIMATES ARE AS'FOLLOWS: PEAK FLOW RATE(CFS) = 14.69 Tc(MIN.) = 29.43 TOTAL AREA(ACRES) = 15.19 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 11 ---------------------------------------------------------------------------- » »> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY « «< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.69 29.43 1.527 15.19 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 35.00 = 2330.00 FEET. * * MEMORY BANK # 2 CONFLUENCE DATA * * STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.53 12.67 2.492 3.00 LONGEST FLOWPATH FROM NODE 39.00 TO NODE 35.00 = 915.00 FEET. ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.85 12.67 2.492 2 18.08 29.43 1.527 17 MfOMOWD CJWUEMEST�ES IMAS FJWW� PEAK FLOW RATE(CFS) = 18.08 Tc(MIN.) = 29.43 TOTAL AREA(ACRES) = 18.19 ------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 18.19 TC(MfN.) = 29.43 PEAK FLOW RATE(CFS) = 18.08 END OF RATIONAL METHOD ANALYSIS = m M'm m = m 18 100--yeARSrowM,4NAL-YsLS- �RONTl.OTS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling Version 6.013) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: RCE Consultants, Inc. * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * MADISON CLUB 100 -YR * PHASE 2, LINE 12, VILLAS * 11/12/07 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: LINE I2.DAT TIME/DATE OF STUDY: 15:54 11/12/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH/HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH/HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH/HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH/HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER - DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK - HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE/ SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 39.00 TO NODE 40.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K* [(LENGTH* *3)/(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 375.00 UPSTREAM ELEVATION(FEET) = 991.00 DOWNSTREAM ELEVATION(FEET) = 985.40 ELEVATION DIFFERENCE(FEET) = 5.60 TC = 0.469 *[( 375.00 * *3) /( 5.60)] * *.2 = 11.647 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.138 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT =.7545 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.43 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 3.43 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 38.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 976.40 DOWNSTREAM(FEET) = 974.90 FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.26 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 3.43 PIPE TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 12.66 LONGEST FLOWPATH FROM NODE 39.00 TO NODE 38.00= 635.00 FEET. 2 _ MLONWWCE�OMI E � TC�E � IS � _ M M M M » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.66 RAINFALL INTENSITY(INCH/HR) = 3.94 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.43 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.50 11.77 4.112 1.40 2 3.43 12.66 3.942 1.10 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -I AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.69 11.77 4.112 2 7.75 12.66 3.942 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.69 Tc(MIN.) = 11.77 TOTAL AREA(ACRES) = 2.50 LONGEST FLOWPATH FROM NODE 39.00 TO NODE 38.00=. 635.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 38.00 TO NODE 124.00 IS CODE = 31 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 982.45 DOWNSTREAM(FEET) = 982.23 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.9 INCHES N _ MIPE10W V�ITYWT /SIB 4.� = m m m m m = m = m = m ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 7.69 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 11.94 LONGEST FLOWPATH FROM NODE 39.00 TO NODE 124.00= 685.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.94 RAINFALL INTENSITY(INCH/HR) = 4.08 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.69 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K* [(LENGTH* *3)/(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 987.00 DOWNSTREAM ELEVATION(FEET) = 981.67 ELEVATION DIFFERENCE(FEET) = 5.33 TC = 0.359 *[( 300.00 * *3) /( 5.33)] * *.2 = 7.875 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.191 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT =.8471 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.20 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 2.20 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 123.00 TO NODE 124.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 978.67 DOWNSTREAM(FEET) = 978.27 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES 4 _ �IPEASW V�ITYNT /SIB 4.� M = M M M M M M M M M M ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.20 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 8.01 LONGEST FLOWPATH FROM NODE 122.00 TO NODE 124.00= 340.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.01 RAINFALL INTENSITY(INCH/HR) = 5.14 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.20 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.69 11.94 4.079 2.50 2 2.20 8.01 5.140 0.50 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.36 8.01 5.140 2 9.44 11.94 4.079 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.44 Tc(MIN.) = 11.94 TOTAL AREA(ACRES) = 3.00 LONGEST FLOWPATH FROM NODE 39.00 TO NODE 124.00 = 685.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 124.00 TO NODE 35.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 974.90 DOWNSTREAM(FEET) = 970.90 FLOW LENGTH(FEET) = 230.00 MANN NG'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 1CHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.80 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 9.44 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 12.37 LONGEST FLOWPATH FROM NODE 39.00 TO NODE 35.00 = 915.00 FEET. FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 10 » » >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 « «< FLOW PROCESS FROM NODE 43.00 TO NODE 42.00 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCHIHOUR) = 3.003 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT =.6672 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.60 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 2.89 TC(MIN.) = 20.25 FLOW PROCESS FROM NODE 42.00 TO NODE 44.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 980.40 DOWNSTREAM(FEET) = 979.80 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.75 ESTIMATED PIPE DIAMETER(INCH) = 18.00 . NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.89 PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 20.82 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 44.00= 880.00 FEET. 0 FLOW PROCESS FROM NODE 45.00 TO NODE 44.00 IS CODE = 81 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.955 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT =.7115 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 1.65 TOTAL RUNOFF(CFS) = 3.41 TC(MIN.) = 20.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 44.00 TO NODE 46.00 IS CODE = 62 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » » >( STREET TABLE SECTION # 2 USED)« «< UPSTREAM ELEVATION(FEET) = 992.24 DOWNSTREAM ELEVATION(FEET) = 985.60 STREET LENGTH(FEET) = 410.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.10 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.19 HALFSTREET FLOOD WIDTH(FEET) = 13.56 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.07 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.59 STREET FLOW TRAVEL TIME(MIN.) = 2.23 Tc(MIN.) = 23.05 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.786 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT =.8139 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.49 SUBAREA RUNOFF(CFS) = 3.38 TOTAL AREA(ACRES) = 3.14 PEAK FLOW RATE(CFS) = 6.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 14.93 FLOW VELOCITY(FEET /SEC.) = 3.31 DEPTH *VELOCITY(FT *FT /SEC.) = 0.72 7 _ �ON� FLC�TH SW N� 4100 NM 46M 129�EE� = M M M = M M M ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 46.00 TO NODE 46.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.05 RAINFALL INTENSITY(INCH/HR) = 2.79 TOTAL STREAM AREA(ACRES) = 3.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 47.00 TO NODE 48.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1 -ACRE LOTS) TC = K* [(LENGTH* *3)/(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 260.00 UPSTREAM ELEVATION(FEET) = 989.00 DOWNSTREAM ELEVATION(FEET) = 988.00 ELEVATION DIFFERENCE(FEET) = 1.00 TC = 0.469 *[( 260.00 * *3) /( 1.00)] * *.2 = 13.196 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.849 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT =.7460 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.44 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 48.00 TO NODE 46.00 IS CODE = 31 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 979.40 DOWNSTREAM(FEET) = 977.70 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.34 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.44 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 13.45 _ "ON(� FLJWTH JI N� 47J0 N� 46M 340WEETM ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 46.00 TO NODE 46.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.45 RAINFALL INTENSITY(INCH/HR) = 3.81 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.44 * * CONFLUENCE DATA * * STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.79 23.05 2.786 3.14 2 1.44 13.45 3.807 0.50 m m m m m m m m ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.40 13.45 3.807 2 7.84 23.05 2.786 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.84 Tc(MIN.) = 23.05 TOTAL AREA(ACRES) = 3.64 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 46.00 = 1290.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 46.00 TO NODE 49.00 IS CODE = 62 ---------------------------------------------------------------------------- >>> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 2 USED) « «< 0 _ gWSTJ4 E1WTI0�ET) §7.80jjjVVNS jWM IAATIIEETNW5.6� _ STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0. 100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.02 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 17.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.10 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.84 STREET FLOW TRAVEL TIME(MIN.) = 1.07 Tc(MIN.) = 24.13 100 YEAR RAINFALL INTENSITY(INCHIHOUR) = 2.713 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT =.8122 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.07 SUBAREA RUNOFF(CFS) = 2.36 TOTAL AREA(ACRES) = 4.71 PEAK FLOW RATE(CFS) = 10.20 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 14ALFSTREET FLOOD WIDTH(FEET) = 18.32 FLOW VELOCITY(FEET /SEC.) = 3.21 DEPTH *VELOCITY(FT *FT /SEC.) = 0.92 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 49.00= 1490.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 49.00 TO NODE 50.00 IS CODE = 62 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » » >( STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 985.60 DOWNSTREAM ELEVATION(FEET) = 984.00 STREET LENGTH(FEET) = 155.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0. 100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 10 _ ooann jMRIC l FAMW fbi tflo�ion(Mo -cam 0.O Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.65 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 18.81 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.17 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.94 STREET FLOW TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = 24.94 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.661 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT =.81 10 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.42 SUBAREA RUNOFF(CFS) = 0.91 TOTAL AREA(ACRES) = 5.13 PEAK FLOW RATE(CFS) = 11.10 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 FLOW VELOCITY(FEET /SEC.) = 3.18 DEPTH *VELOCITY(FT *FT /SEC.) = 0.95 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 50.00= 1645.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 62 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 2 USED)« «< UPSTREAM ELEVATION(FEET) = 984.00 DOWNSTREAM ELEVATION(FEET) = 980.70 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0. 100 SPECIFIED NUMBER OF 14ALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.38 ** *STREET FLOW SPLITS OVER STREET - CROWN * ** FULL DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 19.00 FULL HALF - STREET VELOCITY(FEET /SEC.) = 3.29 SPLIT DEPTH(FEET) = 0.10 SPLIT FLOOD WIDTH(FEET) = 8.96 SPLIT FLOW(CFS) = 1.10 SPLIT VELOCITY(FEET /SEC.) = 1.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 11 oWLR Ff LO� FLOOD JMT) FM _ 1M M M AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.29 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.99 STREET FLOW TRAVEL TIME(MIN.) = 1.52 Tc(MIN.) = 26.46 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.571 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT =.8088 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.23 SUBAREA RUNOFF(CFS) _ TOTAL AREA(ACRES) = 6.36 PEAK FLOW RATE(CFS) _ 2.56 13.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 FLOW VELOCITY(FEET /SEC.) = 3.29 DEPTH *VELOCITY(FT *FT /SEC.) = 0.99 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 51.00= 1945.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 26.46 RAINFALL INTENSITY(INCH/HR) = 2.57 TOTAL STREAM AREA(ACRES) = 6.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 243.00 TO NODE 244.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K* [(LENGTH* *3)/(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 230.00 UPSTREAM ELEVATION(FEET) = 986.00 DOWNSTREAM ELEVATION(FEET) = 982.00 ELEVATION DIFFERENCE(FEET) = 4.00 TC = 0.937 *[( 230.00 * *3) /( 4.00)] * *.2 = 18.559 100 YEAR RAINFALL INTENSITY(INCHMOUR) = 3.159 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT =.6758 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.64 12 * * ** * * * * * * * * * * * * * * * * * * * ** * * ** FLOW PROCESS FROM NODE 244.00 TO NODE 245.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 980.00 DOWNSTREAM(FEET) = 977.70 FLOW LENGTH(FEET) = 415.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 2.77 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.64 PIPE TRAVEL TIME(MIN.) = 2.49 Tc(MIN.) = 21.05 LONGEST FLOWPATH FROM NODE 243.00 TO NODE 245.00 = 645.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 246.00 TO NODE 245.00 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.936 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT =.6633 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.78 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CF.S) = 1.42 TC(MIN.) = 21.05 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 245.00 TO NODE 53.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 977.70 DOWNSTREAM(FEET) = 974.80 FLOW LENGTH(FEET) = 235.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMBTER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.65 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.42 PIPE TRAVEL TIME(MIN.) = 0.84 Tc(MIN.) = 21.89 LONGEST FLOWPATH FROM NODE 243.00 TO NODE 53.00 = 880.00 FEET. FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 81 13 _ MW» >jWITIjW SLfWA 'CAIN= PE4WAVbNM< M M _ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.870 SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT =.7075 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.64 TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 4.06 TC(MIN.) = 21.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 53.00 TO NODE 51.00 IS CODE = 31 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 974.80 DOWNSTREAM(FEET) = 973.90 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.03 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 4.06 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 22.00 LONGEST FLOWPATH FROM NODE 243.00 TO NODE 51.00= 925.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 22.00 RAINFALL INTENSITY(INCH/HR) = 2.86 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.06 * * CONFLUENCE DATA * * STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.66 26.46 2.571 6.36 2 4.06 22.00 2.862 2.00 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA 14 _LI�** 1`ff?�AR?�ESiT TIXI1 FLft ** * ** * ** * * ** * * * ** * * * ** ** * * ** * * * * * * * * * * * * *** * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 15.42 22.00 2.862 2 17.31 26.46 2.571 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.31 Tc(MIN.) = 26.46 TOTAL AREA(ACRES) = 8.36 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 51.00 1945.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 51.00 TO NODE 54.00 IS CODE = 62 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 980.70 DOWNSTREAM ELEVATION(FEET) = 977.50 STREET LENGTH(FEET) = 295.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 19.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0. 100 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.050 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.71 ** *STREET FLOW SPLITS OVER STREET - CROWN * ** FULL DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 19.00 FULL HALF - STREET VELOCITY(FEET /SEC.) = 3.26 SPLIT DEPTH(FEET) = 0.25 SPLIT FLOOD WIDTH(FEET) = 16.51 SPLIT FLOW(CFS) = 7.51 SPLIT VELOCITY(FEET /SEC.) = 2.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.26 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.98 m = m = m m 15 N*TREaWOVWVEVW(MMW I@'c(Mor 27M 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.490 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT =.8067 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.81 TOTAL AREA(ACRES) = 9.76 PEAK FLOW RATE(CFS) = 20.12 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 19.00 FLOW VELOCITY(FEET /SEC.) = 3.26 DEPTH *VELOCITY(FT *FT /SEC.) = 0.98 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 54.00 = 2240.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 55.00 TO NODE 54.00 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.490 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT =.8067 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 10.09 TOTAL RUNOFF(CFS) = 20.78 TC(MIN.) = 27.97 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 54.00 TO NODE 35.00 IS CODE = 31 >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 972.50 DOWNSTREAM(FEET) = 970.90 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.15 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 20.78 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 28.12 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 35.00 = 2330.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 11 ---------------------------------------------------------------------------- » »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA 16 1 20.78 28.12 2.483 10.09 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 35.00 = 2330.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.11 11.46 4.176 5.10 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 35.00= 1355.00 FEET. ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCDfORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 16.58 11.46 4.176 2 25.61 28.12 2.483 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.61 Tc(MIN.) = 28.12 TOTAL AREA(ACRES) = 15.19 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 11 » »> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY « «< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 25.61 28.12 2.483 15.19 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 35.00 = 2330.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.44 12.37 3.995 3.00 LONGEST FLOWPATH FROM NODE 39.00 TO NODE 35.00 = 915.00 FEET. IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA 17 EILL� NEMARI §ESU� TIMM1XI1 VAUWF P FLCM M _ ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 20.71 12.37 3.995 2 31.47 28.12 2.483 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.47 Tc(MIN.) = 28.12 TOTAL AREA(ACRES) = 18.19 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 18.19 TC(MIN.) = 28.12 PEAK FLOW RATE(CFS) = 31.47 ------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS 18 r VLAKE10.txt ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: ' RCE Consultants, Inc. I* * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Madison Club 10 -yr ' * villas Lake System * 11/01/07 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN ' OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< --------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM Page 1 FILE NAME: RES- 100.DAT /DATE OF STUDY: 09:59 11/05/2007 - -TIME ----------------------------------------------------------------------- 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 = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 ' 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5805893 ' SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.010 SLOPE OF INTENSITY DURATION CURVE = 0.5806 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING ' WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN ' OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< --------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM Page 1 ' VLAKE10.tXt DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 ' INITIAL SUBAREA FLOW- LENGTH(FEET) = 194.00 UPSTREAM ELEVATION(FEET) = 992.50 DOWNSTREAM ELEVATION(FEET) = 990.00 ELEVATION DIFFERENCE(FEET) = 2.50 ' TC = 0.533 *[( 194.00 * *3) /( 2.50)] * *.2 = 10.459 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.785 *USER SPECIFIED(SUBAREA): UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .9900 SUBAREA RUNOFF(CFS) = 1.38 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.38 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 92 --------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) 990.00 DOWNSTREAM NODE ELEVATION(FEET) = 986.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 122.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.100 PAVEMENT LIP(FEET) = 0.100 MANNING'S N = .0250 ' PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.10000 MAXIMUM DEPTH(FEET) = 5.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.684 *USER SPECIFIED(SUBAREA): ' UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .9900 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.51 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.96 AVERAGE FLOW DEPTH(FEET) = 0.20 FLOOD WIDTH(FEET) = 5.00 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.69 TC(MIN.) = 11.15 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.64 ' NOTE:TRAVEL TIME ESTIMATES BASED ON NORMAL DEPTH EQUAL TO [GUTTER -HIKE + PAVEMENT LIP] END OF SUBAREA "V" GUTTER HYDRAULICS: ' DEPTH(FEET) = 0.20 FLOOD WIDTH(FEET) = 5.00 FLOW VELOCITY(FEET /SEC.) = 2.96 DEPTH *VELOCITY(FT*FT /SEC) = 0.59 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 316.00 FEET. FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.15 ' RAINFALL INTENSITY(INCH /HR) = 2.68 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.64 - -FLOW PROCESS FROM NODE 103.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 ' Page 2 r� ' VLAKE10.txt INITIAL SUBAREA FLOW- LENGTH(FEET) = 237.00 UPSTREAM ELEVATION(FEET) = 993.60 t DOWNSTREAM ELEVATION(FEET) = 986.00 ELEVATION DIFFERENCE(FEET) = 7.60 TC = 0.359 *[( 237.00 * *3) /( 7.60)] * *.2 = 6.368 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.714 ' CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8307 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.77 FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 ---------------------------------------------------------------------------- ' - -» »> DESIGNATE - INDEPENDENT - STREAM - FOR - CONFLUENCE«« <--- - - - - -- ----------------- TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.37 RAINFALL INTENSITY(INCH /HR) = 3.71 TOTAL STREAM AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.77" FLOW PROCESS FROM NODE •104.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM ' TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 217.00 UPSTREAM ELEVATION(FEET) = 993.50 DOWNSTREAM ELEVATION(FEET) = 986.00 ' ELEVATION DIFFERENCE(FEET) = 7.50 TC = 0.359 *[( 217.00 * *3) /( 7.50)] * *.2 = 6.056 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.824 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8323 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.80 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.80 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' - -FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 »»> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ' TOTAL NUMBER OF STREAMS =-== S_______________ _______________________________ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6.06 RAINFALL INTENSITY(INCH /HR) = 3.82 ' TOTAL STREAM AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.80 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 105.00 TO NODE 102.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ----------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 193.00 Page 3 ' VLAKE10.txt UPSTREAM ELEVATION(FEET) = 991.00 DOWNSTREAM ELEVATION(FEET) = 986.00 ' ELEVATION DIFFERENCE(FEET) = 5.00 TC = 0.359 *[( 193.00 * *3) /( 5.00)] * *.2 = 6.122 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.801 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8319 ' SOIL CLASSIFICATION IS it B" SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.66 FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ' TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 6.12 ' RAINFALL INTENSITY(INCH /HR) = 3.80 TOTAL STREAM AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.66 t - -FLOW PROCESS FROM NODE 106.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 243.00 ' UPSTREAM ELEVATION(FEET) = 994.40 DOWNSTREAM ELEVATION(FEET) = 986.00 ELEVATION DIFFERENCE(FEET) = 8.40 TC = 0.359 *[( 243.00 * *3) /( 8.40)] * *.2 = 6.336 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.725 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8309 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.87 ' TOTAL AREA(ACRES) = 0.28 TOTAL RUNOFF(CFS) = 0.87 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 ' » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< ----------------------------------------------------------------------- ' TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 5 ARE: TIME OF CONCENTRATION(MIN.) = 6.34 RAINFALL INTENSITY(INCH /HR) = 3.73 ' TOTAL STREAM AREA(ACRES) = 0.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.87 ** CONFLUENCE DATA ** ' STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 1.64 11.15 2.684 0.60 2 0.77 6.37 3.714 0.25 ' 3 0.80 6.06 3.824 0.25 4 0.66 6.12 3.801 0.21 5 0.87 6.34 3.725 0.28 Page 4 ' VLAKE10.txt IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ' ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 5 STREAMS. ** PEAK FLOW RATE TABLE ** ' STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 3.91 6.06 3.824 2 3.94 6.12 3.801 ' 3 3.99 6.34 3.725 4 4.00 6.37 3.714 5 3.85 11.15 2.684 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.85 TC(MIN.) = 11.15 TOTAL AREA(ACRES) = 1.59 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 316.00 FEET. FLOW PROCESS FROM NODE 107.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- - - »»> ADDITION -OF- SUBAREA -TO- MAINLINE - PEAK - FLOW < < < < < -------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.684 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8116 SOIL CLASSIFICATION IS "B" ' SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 1.79 TOTAL RUNOFF(CFS) = 4.29 TC(MIN.) = 11.15 Fj FLOW PROCESS FROM NODE 102.00 TO NODE 108.00 IS CODE = 91 ----------------------------------------------------------------=----------- »» >COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION(FEET) 986.00 DOWNSTREAM NODE ELEVATION(FEET) = 985.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 313.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.100 PAVEMENT LIP(FEET) = 0.100 MANNING'S N = .0250 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.10000 MAXIMUM DEPTH(FEET) = 5.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.322 *USER SPECIFIED(SUBAREA): UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .9900 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.25 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.65 AVERAGE FLOW DEPTH(FEET) = 0.50 FLOOD WIDTH(FEET) = 11.06 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 3.16 TC(MIN.) = 14.31 SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 1.93 TOTAL AREA(ACRES) = 2.63 PEAK FLOW RATE(CFS) = 6.22 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.54 FLOOD WIDTH(FEET) = 11.83 FLOW VELOCITY(FEET /SEC.) = 1.72 DEPTH *VELOCITY(FT *FT /SEC) = 0.93 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 629.00 FEET. Page 5 I J VLAKE10.tXt FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ---------------------------------------------------- - - - --- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.31 RAINFALL INTENSITY(INCH /HR) = 2.32 TOTAL STREAM AREA(ACRES) = 2.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.22 FLOW PROCESS FROM NODE 109.00 TO NODE 108.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 322.00 UPSTREAM ELEVATION(FEET) = 996.00 DOWNSTREAM ELEVATION(FEET) = 985.00 ELEVATION DIFFERENCE(FEET) = 11.00 TC = 0.359 *[( 322.00 * *3) /( 11.00)] * *.2 = 7.108 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.485 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8272 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.50 TOTAL AREA(ACRES) = 0.52 TOTAL RUNOFF(CFS) = 1.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' - -FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 ----- - - - - -- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 4 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.11 RAINFALL INTENSITY(INCH /HR) = 3.48 TOTAL STREAM AREA(ACRES) = 0.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 122.00 TO NODE 108.00 IS CODE = 21 --- - - - - -- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ---------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 216.00 UPSTREAM ELEVATION(FEET) = 987.00 DOWNSTREAM ELEVATION(FEET) = 985.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.359 *[( 216.00 * *3) /( 2.00)] * *.2 = 7.867 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.286 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8238 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 Page 6 VLAKE10.txt ---------------------.------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< --------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.87 RAINFALL INTENSITY(INCH /HR) = 3.29 TOTAL STREAM AREA(ACRES) = 0.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.60 - -FLOW PROCESS FROM NODE 110.00 TO NODE 108.00 IS CODE = 21 ---------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ---------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 229.00 UPSTREAM ELEVATION(FEET) = 987.00 DOWNSTREAM ELEVATION(FEET) = 985.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.359 *[( 229.00 * *3) /( 2.00)] * *.2 = 8.148 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.219 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8227 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.28 TOTAL RUNOFF(CFS) = 0.74 ' FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 ------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 8.15 RAINFALL INTENSITY(INCH /HR) = 3.22 ' TOTAL STREAM AREA(ACRES) = 0.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.74 ** CONFLUENCE DATA * STREAM RUNOFF TC INTENSITY AREA ' NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.22 14.31 2.322 2.63 2 1.50 7.11 3.485 0.52 ' 3 0.60 7.87 3.286- 0.22 4 0.74 8.15 3.219 0.28 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 5.77 7.11 3.485 ' Page 7 ' VLAKE10.txt 2 6.14 7.87 3.286 3 6.25 8.15 3.219 ' 4 8.17 14.31 2.322 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.17 TC(MIN.) = 14.31 ' TOTAL AREA(ACRES) = 3.65 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 629.00 FEET. ' FLOW PROCESS FROM NODE 108.00 TO NODE 111.00 IS CODE = 92 ------------------------------------------------- » »>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA ««< ' UPSTREAM NODE ELEVATION(FEET) 985.00 DOWNSTREAM NODE ELEVATION(FEET) = 984.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 100.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.100 ' PAVEMENT LIP(FEET) = 0.100 MANNING'S N = .0250 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.10000 MAXIMUM DEPTH(FEET) = 5.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.268 ' *USER SPECIFIED(SUBAREA): UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .9900 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.29 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.84 AVERAGE FLOW DEPTH(FEET) = 0.48 FLOOD WIDTH(FEET) = 10.57 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.59 TC(MIN.) = 14.89 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 3.75 PEAK FLOW RATE(CFS) = 8.40 ' END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.48 FLOOD WIDTH(FEET) = 10.64 FLOW VELOCITY(FEET /SEC.) = 2.84 DEPTH *VELOCITY(FT *FT /SEC) = 1.37 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 111.00 = 729.00 FEET. FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 91 ---------------------------------------------------------------------------- ' -- » »>COMPUTE - "V "- GUTTER - FLOW - TRAVEL - TIME -THRU - SUBAREA < < < < < ------- - - - - -- UPSTREAM NODE ELEVATION(FEET) = 984.00 DOWNSTREAM NODE ELEVATION(FEET) = 983.00 t CHANNEL LENGTH THRU SUBAREA(FEET) = 140.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.100 PAVEMENT LIP(FEET) = 0.100 MANNING'S N = .0250 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.10000 MAXIMUM DEPTH(FEET) = 5.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.191 *USER SPECIFIED(SUBAREA): UNDEVELOPED WATERSHED.RUNOFF COEFFICIENT = .9900 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.06 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.55 AVERAGE FLOW DEPTH(FEET) = 0.54 FLOOD WIDTH(FEET) = 11.71 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.92 TC(MIN.) = 15.81 ' SUBAREA AREA(ACRES) = 0.61 SUBAREA RUNOFF(CFS) = 1.32 TOTAL AREA(ACRES) = 4.36 PEAK FLOW RATE(CFS) = 9.72 END OF SUBAREA "V" GUTTER HYDRAULICS: ' DEPTH(FEET) = 0.55 FLOOD WIDTH(FEET) = 12.04 FLOW VELOCITY(FEET /SEC.) = 2.59 DEPTH *VELOCITY(FT *FT /SEC) = 1.43 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 112.00 = 869.00 FEET. ' Page 8 1 1 VLAKE10.txt ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1 ---- - - - - -- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ------------------------------------------------------------ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.81 RAINFALL INTENSITY(INCH /HR) = 2.19 TOTAL STREAM AREA(ACRES) = 4.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.72 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 113.00 TO NODE 112.00 IS CODE = 21 - -»»> RATIONAL - METHOD - INITIAL - SUBAREA - ANALYSIS < < < < < --------------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 207.00 UPSTREAM ELEVATION(FEET) = 990.00 DOWNSTREAM ELEVATION(FEET) = 983.00 ELEVATION DIFFERENCE(FEET) = 7.00 TC = 0.359 *[( 207.00 * *3) /( 7.00)] * *.2 = 5.969 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.857 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8327 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.57 TOTAL AREA(ACRES) = 0.49 TOTAL RUNOFF(CFS) = 1.57 FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< ' TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.97 t RAINFALL INTENSITY(INCH /HR) = 3.86 TOTAL STREAM AREA(ACRES) = 0.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.57 FLOW PROCESS FROM NODE 114.00 TO NODE 112.00 IS CODE = 21 ---------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 ' INITIAL SUBAREA FLOW- LENGTH(FEET) = 186.00 UPSTREAM ELEVATION(FEET) = 985.40 DOWNSTREAM ELEVATION(FEET) = 983.00 ELEVATION DIFFERENCE(FEET) = 2.40 ' TC = 0.359 *[( 186.00 * *3) /( 2.40)] * *.2 = 6.934 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.535 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8280 SOIL CLASSIFICATION IS "B" ' SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.64 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' Page 9 n 1 1 VLAKE10.txt FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ----------------------------------------------------- - - - --- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6.93 RAINFALL INTENSITY(INCH /HR) = 3.54 TOTAL STREAM AREA(ACRES) = 0.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.64 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 115.00 TO NODE 112.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< -------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 207.00 UPSTREAM ELEVATION(FEET) = 985.40 DOWNSTREAM ELEVATION(FEET) = 983.00 ELEVATION DIFFERENCE(FEET) = 2.40 TC = 0.359 *[( 207.00 * *3) /( 2.40)] * *.2 = 7.394 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.406 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8259 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.62 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1 ---------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 7.39 ' RAINFALL INTENSITY(INCH /HR) = 3.41 TOTAL STREAM AREA(ACRES) = 0.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.62 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 9.72 15.81 2.191 4.36 2 1.57 5.97 3.857 0.49 3 0.64 6.93 3.535 0.22 4 0.62 7.39 3.406 0.22 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) ' Page 10 ' VLAKE10.txt 1 6.30 5.97 3.857 2 6.93 6.93 3.535 3 7.18 7.39 3.406 4 11.41 15.81 2.191 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW RATE(CFS) = 11.41 TC(MIN.) = 15.81 TOTAL AREA(ACRES) = 5.29 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 112.00 = 869.00 FEET. ' - -FLOW PROCESS FROM NODE 112.00 TO NODE 116.00 IS CODE = 92 ---------------------------------------------------------------------- » »>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA « «< ' UPSTREAM NODE ELEVATION(FEET) = 983.00 DOWNSTREAM NODE ELEVATION(FEET) = 977.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 248.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.100 PAVEMENT LIP(FEET) = 0.100 MANNING'S N = .0250 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.10000 MAXIMUM DEPTH(FEET) = 5.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.118 ' *USER SPECIFIED(SUBAREA): UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .9900 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.03 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 4.34 AVERAGE FLOW DEPTH(FEET) = 0.46 FLOOD WIDTH(FEET) = 10.29 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.95 TC(MIN.) = 16.76 SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 1.24 TOTAL AREA(ACRES) = 5.88 PEAK FLOW RATE(CFS) = 12.65 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.47 FLOOD WIDTH(FEET) = 10.50 FLOW VELOCITY(FEET /SEC.) = 4.39 DEPTH *VELOCITY(FT *FT /SEC) = 2.09 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 116.00 = 1117.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.76 RAINFALL INTENSITY(INCH /HR) = 2.12 TOTAL STREAM AREA(ACRES) = 5.88 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.65 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 117.00 TO NODE 116.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 175.00 UPSTREAM ELEVATION(FEET) = 986.20 t DOWNSTREAM ELEVATION(FEET) = 977.00 ELEVATION DIFFERENCE(FEET) = 9.20 TC = 0.359 *[( 175.00 * *3) /( 9.20)] * *.2 = 5.110 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.221 Page 11 1 1 VLAKE10.txt CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8374 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.71 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.71 FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 IS CODE = 1 ----- - - - - -- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.11 RAINFALL INTENSITY(INCH /HR) = 4.22 TOTAL STREAM AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.71 FLOW PROCESS FROM NODE 118.00 TO NODE 116.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ---------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 180.00 UPSTREAM ELEVATION(FEET) = 986.80 DOWNSTREAM ELEVATION(FEET) = 977.00 ELEVATION DIFFERENCE(FEET) = 9.80 TC = 0.359 *[( 180.00 * *3) /( 9.80)] * *.2 = 5.132 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.210 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8372 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.63 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< --------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES. USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 5.13 RAINFALL INTENSITY(INCH /HR) = 4.21 TOTAL STREAM AREA(ACRES) = 0.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.63 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 12.65 16.76 2.118 5.88 2 0.71 5.11 4.221 0.20 3 0.63 5.13 4.210 0.18 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO Page 12 ' VLAKE10.txt CONFLUENCE FORMULA USED FOR 3 STREAMS. 1 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 5.20 5.11 4.221 2 5.21 5.13 4.210 ' 3 13.32 16.76 2.118 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.32 TC(MIN.) _ ' TOTAL AREA(ACRES) = 6.26 LONGEST FLOWPATH FROM NODE 100.00 TO NODE "1 1 16.76 116.00 = 1117.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 116.00 TO NODE 119.00 IS CODE = 91 ---------------------------------------------------------------------- » » >COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION(FEET) 977.00 DOWNSTREAM NODE ELEVATION(FEET) = 976.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 168.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.100 PAVEMENT LIP(FEET) = 0.100 MANNING'S N = .0250 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.10000 MAXIMUM DEPTH(FEET) = 5.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.043 *USER SPECIFIED(SUBAREA): UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .9900 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.79 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.62 AVERAGE FLOW DEPTH(FEET) = 0.67 FLOOD WIDTH(FEET) = 14.34 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.07 TC(MIN.) = 17.83 SUBAREA AREA(ACRES) = 0.46 SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 6.72 PEAK FLOW RATE(CFS) = 14.25 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.68 FLOOD WIDTH(FEET) = 14.55 FLOW VELOCITY(FEET /SEC.) = 2.63 DEPTH *VELOCITY(FT *FT /SEC) = 1.78 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 119.00 = 1285.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 1 ------ - - - - -- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ---------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.83 RAINFALL INTENSITY(INCH /HR) = 2.04 TOTAL STREAM AREA(ACRES) = 6.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.25 FLOW PROCESS FROM NODE 120.00 TO NODE 119.00 IS CODE = 21 -- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ---------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 155.00 UPSTREAM ELEVATION(FEET) = 986.50 Page 13 ' VLAKE10.txt DOWNSTREAM ELEVATION(FEET) = 976.00 ELEVATION DIFFERENCE(FEET) = 10.50 ' TC = 0.359 *[( 155.00 * *3) /( 10.50)] * *.2 = 4.627 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.274 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8380 ' SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.82 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.82 -- FLOW - PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 1 ------- ----- ----- ---------- ---- ---- ---------- ---- ---- ---------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< t - - »»> AND - COMPUTE - VARIOUS - CONFLUENCED- STREAM - VALUES< << << --------------- - TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL INTENSITY(INCH /HR) = 4.27 TOTAL STREAM AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.82 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 14.25 17.83 2.043 6.72 2 0.82 5.00 4.274 0.23 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ' ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ' STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 4.82 5.00 4.274 2 14.65 17.83 2.043 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.65 TC(MIN.) = 17.83 TOTAL AREA(ACRES) = 6.95 ' LONGEST FLOWPATH FROM NODE 100.00 TO NODE 119.00 = 1285.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 119.00 TO NODE 121.00 IS CODE = 92 » »> COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION(FEET) 976.00 ' DOWNSTREAM NODE ELEVATION(FEET) = 975.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 115.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.100 PAVEMENT LIP(FEET) = 0.100 MANNING'S N = .0250 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.10000 MAXIMUM DEPTH(FEET) = 5.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.003 *USER SPECIFIED(SUBAREA): ' Page 14 1 VLAKE10.tXt UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .9900 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.88 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.07 AVERAGE FLOW DEPTH(FEET) = 0.64 FLOOD WIDTH(FEET) = 13.73 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.62 TC(MIN.) = 18.45 SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.46 TOTAL AREA(ACRES) = 7.18 PEAK FLOW RATE(CFS) = 15.10 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.64 FLOOD WIDTH(FEET) = 13.80 FLOW VELOCITY(FEET /SEC.) = 3.09 DEPTH *VELOCITY(FT *FT /SEC) = 1.98 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 121.00 = 1400.00 FEET. -------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.18 TC(MIN.) = 18.45 PEAK FLOW RATE(CFS) = 15.10 ------------------------------------------------------ - - - - -- END OF RATIONAL METHOD ANALYSIS Page 15 f i� 10Cl-YIEAR.srowM ArvAL-Ysis- PActc LOTS VLAKE100.txt ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2004 Advanced Engineering software (aes) ' (Rational Tabling version 6.OD) Release Date: 01/01/2004 License ID 1566 Analysis prepared by: ' RCE Consultants, Inc. I* * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Madison club 100 -yr * villas Lake System * 11/01/07 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* sYsYiriririr'. t* sYsYsYirit** itsYiz* ir'. r*'• ritsYsYir** * *sY *sY * * *it * * * * *ir *'.r *'.riris iritiritirititititsY '.ririririr * *irirxYititititirie FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< --------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM ' Page 1 FILE NAME: RES- 100.DAT - -TIME /DATE OF STUDY: 10:05 11/05/2007 ----------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 ' 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY- DURATION CURVE = 0.5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD ' NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING ' WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 19.0 14.0 0.020/0.100/0.050 0.50 5.00 0.0100 0.010 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* sYsYiriririr'. t* sYsYsYirit** itsYiz* ir'. r*'• ritsYsYir** * *sY *sY * * *it * * * * *ir *'.r *'.riris iritiritirititititsY '.ririririr * *irirxYititititirie FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< --------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM ' Page 1 1 VLAKE100.txt DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 194.00 UPSTREAM ELEVATION(FEET) = 992.50 DOWNSTREAM ELEVATION(FEET) = 990.00 ELEVATION DIFFERENCE(FEET) = 2.50 TC = 0.533 *[( 194.00 * *3) /( 2.50)] * *.2 = 10.459 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.404 *USER SPECIFIED(SUBAREA): UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .9900 SUBAREA RUNOFF(CFS) = 2.18 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 2.18 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 92 ---------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA« «< --------------------------------------------------------------- ------------- UPSTREAM NODE ELEVATION(FEET) = 990.00 DOWNSTREAM NODE ELEVATION(FEET) = 986.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 122.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.100 PAVEMENT LIP(FEET) = 0.100 MANNING'S N = .0250 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.10000 MAXIMUM DEPTH(FEET) = 5.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.249 *USER SPECIFIED(SUBAREA): UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .9900 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.39 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.05 AVERAGE FLOW DEPTH(FEET) = 0.21 FLOOD WIDTH(FEET) = 5.13 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.67 TC(MIN.) = 11.12 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 2.60 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.21 FLOOD WIDTH(FEET) = 5.29 FLOW VELOCITY(FEET /SEC.) = 3.15 DEPTH *VELOCITY(FT *FT /SEC) = 0.68 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 316.00 FEET. 11 '.t's *it it * * *sY it it ir'.r *ir'ksY *ir it * * *it itie * *ir it it it sk it sY it it it * * *ie itsY *it it sY * *�k ie *it *'s *'•r �Y iY *'.r ir'.r sY it *ir it it it it it is it it FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< --------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.12 RAINFALL INTENSITY(INCH /HR) = 4.25 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 103.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 237.00 UPSTREAM ELEVATION(FEET) = 993.60 DOWNSTREAM ELEVATION(FEET) = 986.00 Page 2 1 1 VLAKE100.tXt ELEVATION DIFFERENCE(FEET) 7.60 TC = 0.359 *[( 237.00 * *3) /( 7.60)] * *.2 = 6.368 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.871 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8523 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.25 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 1.25 FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 ----- - - - - -- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ------------------------------------------------------------ - - ---- TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.37 RAINFALL INTENSITY(INCH /HR) = 5.87 TOTAL STREAM AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.25 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 104.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------=------------------------------------ - - » »> RATIONAL - METHOD - INITIAL - SUBAREA - ANALYSIS < < < < < --------------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)]• *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 217.00 UPSTREAM ELEVATION(FEET) = 993.50 DOWNSTREAM ELEVATION(FEET) = 986.00 ELEVATION DIFFERENCE(FEET) = 7.50 TC = 0.359 *[( 217.00 * *3) /( 7.50)] * *.2 = 6.056 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.045 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8535 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.29 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 1.29 FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ' TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6.06 ' RAINFALL INTENSITY(INCH /HR) = 6.04 TOTAL STREAM AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 105.00 TO NODE 102.00 IS CODE = 21 - - ---------------------------------------------------------------------- »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 ' INITIAL SUBAREA FLOW- LENGTH(FEET) = 193.00 UPSTREAM ELEVATION(FEET) = 991.00 DOWNSTREAM ELEVATION(FEET) = 986.00 ELEVATION DIFFERENCE(FEET) = 5.00 Page 3 ii ll VLAKE10O.tXt TC = 0.359 *[( 193.00 * *3) /( 5.00)] * *.2 = 6.122 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.007 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8532 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.08 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 1.08 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< --------------------------------------------------------- - ----- TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 6.12 RAINFALL INTENSITY(INCH /HR) = 6.01 TOTAL STREAM AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.08 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 106.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 243.00 UPSTREAM ELEVATION(FEET) = 994.40 DOWNSTREAM ELEVATION(FEET) = 986.00 ELEVATION DIFFERENCE(FEET) = 8.40 TC = 0.359 *[( 243.00 * *3) /( 8.40)] * *.2 = 6.336 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.888 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8524 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.41 TOTAL AREA(ACRES) = 0.28 TOTAL RUNOFF(CFS) = 1.41 ' FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 5 ARE: TIME OF CONCENTRATION(MIN.) = 6.34 RAINFALL INTENSITY(INCH /HR) = 5.89 TOTAL STREAM AREA(ACRES) = 0.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.41 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.60 11.12 4.249 0.60 2 1.25 6.37 5.871 0.25 ' 3 1.29 6.06 6.045 0.25 4 1.08 6.12 6.007 0.21 5 1.41 6.34 5.888 0.28 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA ' Page 4 1 ri 1 VLAKE100.txt WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 5 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF NUMBER (CFS) 1 6.30 2 6.35 3 6.44 4 6.45 5 6.19 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = LONGEST FLOWPATH FRi TC INTENSITY (MIN.) (INCH /HOUR) 6.06 6.045 6.12 6.007 6.34 5.888 6.37 5.871 11.12 4.249 ESTIMATES ARE AS FOLLOWS: 6.19 TC(MIN.) = 11.12 1.59 )M NODE 100.00 TO NODE 102.00 = 316.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 107.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- -- » » >ADDITION -OF- SUBAREA -TO- MAINLINE - PEAK - FLOW < << < < --------------- - - - -- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.249 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8377 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.71 TOTAL AREA(ACRES) = 1.79 TOTAL RUNOFF(CFS) = 6.90 TC(MIN.) = 11.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 102.00 TO NODE 108.00 IS CODE = 91 ---------------------------------------------------------------------------- »» >COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA « «< ----------------------------------------------------------- ----------------- UPSTREAM NODE ELEVATION(FEET) = 986.00 DOWNSTREAM NODE ELEVATION(FEET) = 985.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 313.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.100 PAVEMENT LIP(FEET) = 0.100 MANNING'S N = .0250 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.10000 MAXIMUM DEPTH(FEET) = 5.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.725 *USER SPECIFIED(SUBAREA): UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .9900 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.45 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.84 AVERAGE FLOW DEPTH(FEET) = 0.62 FLOOD WIDTH(FEET) = 13.38 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 2.84 TC(MIN.) = 13.96 SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 3.10 TOTAL AREA(ACRES) = 2.63 PEAK FLOW RATE(CFS) = 10.00 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.66 FLOOD WIDTH(FEET) = 14.29 FLOW VELOCITY(FEET /SEC.) = 1.91 DEPTH *VELOCITY(FT *FT /SEC) = 1.27 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 629.00 FEET. - -FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 ---------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ' Page 5 CI VLAKE100.txt ------------------------------------------------------------ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13:96 RAINFALL INTENSITY(INCH /HR) = 3.72 TOTAL STREAM AREA(ACRES) = 2.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 109.00 TO NODE 108.00 IS CODE = 21 ---------------------------------------------------------------------------- -- » »>RATIONAL- METHOD - INITIAL - SUBAREA - ANALYSIS << < < < --------------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 322.00 UPSTREAM ELEVATION(FEET) = 996.00 DOWNSTREAM ELEVATION(FEET) = 985.00 ELEVATION DIFFERENCE(FEET) = 11.00 TC = 0.359 *[( 322.00 * *3) /( 11.00)] * *.2 = 7.108 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.509 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8497 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.43 TOTAL AREA(ACRES) = 0.52 TOTAL RUNOFF(CFS) = 2.43 FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ' TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.11 ' RAINFALL INTENSITY(INCH /HR) = 5.51 TOTAL STREAM AREA(ACRES) = 0.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.43 1 �I ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 122.00 TO NODE 108.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< - ------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 216.00 UPSTREAM ELEVATION(FEET) = 987.00 DOWNSTREAM ELEVATION(FEET) = 985.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.359 *[( 216.00 * *3) /( 2.00)] * *.2 = 7.867 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.194 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8471 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.97 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.97 FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< --------------------- - - - - -- Page 6 'TOTAL NUMBER OF STREAMS = 4 VLAKElOO.tXt CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: ' TIME OF CONCENTRATION(MIN.) = 7.87 RAINFALL INTENSITY(INCH /HR) = 5.19 TOTAL STREAM AREA(ACRES) = 0.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.97 FLOW PROCESS FROM NODE 110.00 TO NODE 108.00 IS CODE = 21 ---------------------------------------------------------------------------- ' _ - »»> RATIONAL - METHOD - INITIAL - SUBAREA - ANALYSIS << < < < --------------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM ' TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 229.00 UPSTREAM ELEVATION(FEET) = 987.00 DOWNSTREAM ELEVATION(FEET) = 985.00 ' ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.359 *[( 229.00 * *3) /( 2.00)] * *.2 = 8.148 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.090 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8462 ' SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.21 TOTAL AREA(ACRES) = 0.28 TOTAL RUNOFF(CFS) = 1.21 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' - -FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 ----------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< __»»> AND - COMPUTE - VARIOUS _ CONFLUENCED - STREAM - VALUES< < < << --------------- - TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 8.15 RAINFALL INTENSITY(INCH /HR) = 5.09 TOTAL STREAM AREA(ACRES) = 0.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.21 ' ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 10.00 13.96 3.725 2.63 ' 2 2.43 7.11 5.509 0.52 3 0.97 7.87 5.194 0.22 4 1.21 8.15 5.090 0.28 1 1 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 9.45 7.11 5.509 2 10.06 7.87 5.194 3 10.24 8.15 5.090 4 13.22 13.96 3.725 Page IVLAKE100.txt COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW RATE(CFS) = 13.22 TC(MIN.) _ TOTAL AREA(ACRES) = 3.65 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 1 1 1 13.96 108.00 = 629.00 FEET. - -FLOW PROCESS FROM NODE 108.00 TO NODE 111.00 IS CODE = 92 ---------------------------------------------------------------------- » »>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION(FEET) = 985.00 DOWNSTREAM NODE ELEVATION(FEET) = 984.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 100.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.100 PAVEMENT LIP(FEET) = 0.100 MANNING'S N = .0250 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.10000 MAXIMUM DEPTH(FEET) = 5.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.646 USER SPECIFIED(SUBAREA): UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .9900 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.40 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.18 AVERAGE FLOW DEPTH(FEET) = 0.59 FLOOD WIDTH(FEET) = 12.79 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.52 TC(MIN.) = 14.49 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.36 TOTAL AREA(ACRES) = 3.75 PEAK FLOW RATE(CFS) = 13.58 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.59 FLOOD WIDTH(FEET) = 12.86 FLOW VELOCITY(FEET /SEC.) = 3.19 DEPTH *VELOCITY(FT *FT /SEC) = 1.89 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 111.00 = 729.00 FEET. FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 91 -------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) 984.00 DOWNSTREAM NODE ELEVATION(FEET) = 983.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 140.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.100 PAVEMENT LIP(FEET) = 0.100 MANNING'S N = .0250 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.10000 MAXIMUM DEPTH(FEET) = 5.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.531 *USER SPECIFIED(SUBAREA): UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .9900 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.65 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.84 AVERAGE FLOW DEPTH(FEET) = 0.66 FLOOD WIDTH(FEET) = 14.18 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.82 TC(MIN.) = 15.31 SUBAREA AREA(ACRES) = 0.61 SUBAREA RUNOFF(CFS) = 2.13 TOTAL AREA(ACRES) = 4.36 PEAK FLOW RATE(CFS) = 15.71 ' END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.68 FLOOD WIDTH(FEET) = 14.57 FLOW VELOCITY(FEET /SEC.) = 2.89 DEPTH *VELOCITY(FT *FT /SEC) = 1.96 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 112.00 = 869.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1 ---------------------------------------------------------------------------- ' Page 8 VLAKE100.txt »»> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< ----------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.31 RAINFALL INTENSITY(INCH /HR) = 3.53 TOTAL STREAM AREA(ACRES) = 4.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.71 FLOW PROCESS FROM NODE 113.00 TO NODE 112.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ----------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 207.00 UPSTREAM ELEVATION(FEET) = 990.00 DOWNSTREAM ELEVATION(FEET) = 983.00 ELEVATION DIFFERENCE(FEET) = 7.00 TC = 0.359 *[( 207.00 * *3) /( 7.00)] * *.2 = 5.969 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.096 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8538 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.55 TOTAL AREA(ACRES) = 0.49 TOTAL RUNOFF(CFS) = 2.55 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1 ---------------------------------------------------------------------------- - - »»> DESIGNATE - INDEPENDENT - STREAM -FOR- CONFLUENCE < < < < < --------------- - -- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.97 RAINFALL INTENSITY(INCH /HR) = 6.10 TOTAL STREAM AREA(ACRES) = 0.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.55 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 114.00 TO NODE 112.00 IS CODE = 21 -------------------------------------------------------7-------------------- -- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ---------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 186.00 UPSTREAM ELEVATION(FEET) = 985.40 DOWNSTREAM ELEVATION(FEET) = 983.00 ELEVATION DIFFERENCE(FEET) = 2.40 TC = 0.359 *[( 186.00 * *3) /( 2.40)] * *.2 = 6.934 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.588 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8503 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.05 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 1.05 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1 - - ---------------------------------------------------------------------- »»> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< Page 9 Fj VLAKE100.txt ----------------------------------------------------- ------- TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6.93 RAINFALL INTENSITY(INCH /HR) = 5.59 TOTAL STREAM AREA(ACRES) = 0.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.05 FLOW PROCESS FROM NODE 115.00 TO NODE 112.00 IS CODE = 21 -------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ---------------------------------------------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 207.00 UPSTREAM ELEVATION(FEET) = 985.40 DOWNSTREAM ELEVATION(FEET) = 983.00 ELEVATION DIFFERENCE(FEET) = 2.40 TC = 0.359 *[( 207.00 * *3) /( 2.40)] * *.2 = 7.394 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.384 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8487 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.01 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 1.01 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< - -» »> AND - COMPUTE - VARIOUS - CONFLUENCED- STREAM - VALUES < < < < < --------------- - TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 7.39 RAINFALL INTENSITY(INCH /HR) = 5.38 TOTAL STREAM AREA(ACRES) = 0.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.01 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 15.71 15.31 3.531 4.36 2 2.55 5.97 6.096 0.49 3 1.05 6.93 5.588 0.22 4 1.01 7.39 5.384 0.22 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. iriririr*'. eir'. ririririr* irsYiririririeieiriririririr�Yirir�r* sYsYirir* icir*'. riesY4eirieiririr'. ririesYsYsYsYirir *ieiriririrsYicicirsYirieiririr RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 10.39 5.97 6.096 2 11.44 6.93 5.588 3 11.85 7.39 5.384 Page 10 ' VLAKE100.txt 4 18.51 15.31 3.531 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.51 TC(MIN.) = 15.31 TOTAL AREA(ACRES) = 5.29 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 112.00 = 869.00 FEET. FLOW PROCESS FROM NODE 112.00 TO NODE 116.00 IS CODE = 92 ---------------------------------------------------------------------------- ' _- »»>COMPUTE_ "V"- GUTTER _FLOW - TRAVEL - TIME -THRU - SUBAREA < < < < < -- ----- - - - - -- UPSTREAM NODE ELEVATION(FEET) = 983.00 DOWNSTREAM NODE ELEVATION(FEET) = 977.00 ' CHANNEL LENGTH THRU SUBAREA(FEET) = 248.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.100 PAVEMENT LIP(FEET) = 0.100 MANNING'S N = .0250 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.10000 ' MAXIMUM DEPTH(FEET) = 5.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.422 *USER SPECIFIED(SUBAREA): UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .9900 ' TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.51 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 4.87 AVERAGE FLOW DEPTH(FEET) = 0.57 FLOOD WIDTH(FEET) = 12.46 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.85 TC(MIN.) = 16.16 ' SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 2.00 TOTAL AREA(ACRES) = 5.88 PEAK FLOW RATE(CFS) = 20.51 END OF SUBAREA "V" GUTTER HYDRAULICS: t DEPTH(FEET) = 0.59 FLOOD WIDTH(FEET) = 12.72 FLOW VELOCITY(FEET /SEC.) = 4.92 DEPTH *VELOCITY(FT *FT /SEC) = 2.88 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 116.00 = 1117.00 FEET. ' - -FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 IS CODE = 1 ---------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ' TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.16 RAINFALL INTENSITY(INCH /HR) = 3.42 TOTAL STREAM AREA(ACRES) = 5.88 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.51 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' - -FLOW PROCESS FROM NODE 117.00 TO NODE 116.00 IS CODE = 21 ---- - - - - -- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 175.00 ' UPSTREAM ELEVATION(FEET) = 986.20 DOWNSTREAM ELEVATION(FEET) = 977.00 ELEVATION DIFFERENCE(FEET) = 9.20 TC = 0.359 *[( 175.00 * *3) /( 9.20)] * *.2 = 5.110 ' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.670 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8572 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.14 ' Page 11 ' VLAKE100.txt TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 1.14 - -FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 IS CODE = 1 ---------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.11 ' RAINFALL INTENSITY(INCH /HR) = 6.67 TOTAL STREAM AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.14 -- FLOW - PROCESS FROM NODE 118.00 TO NODE 116.00 IS CODE = 21 ------- ----- ----- ---------- ---- ---- ---------- ---- ---- ---------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< =========-----------=--=----=------================- ------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 180.00 UPSTREAM ELEVATION(FEET) = 986.80 DOWNSTREAM ELEVATION(FEET) = 977.00 ELEVATION DIFFERENCE(FEET) = 9.80 ' TC = 0.359 *[( 180.00 * *3) /( 9.80)] * *.2 = 5.132 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.654 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8572 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.03 ' TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 1.03 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 IS CODE = 1 ---------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ' TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 5.13 RAINFALL INTENSITY(INCH /HR) = 6.65 ' TOTAL STREAM AREA(ACRES) = 0.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.03 ** CONFLUENCE DATA ** ' STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 20.51 16.16 3.422 5.88 2 1.14 5.11 6.670 0.20 ' 3 1.03 5.13 6.654 0.18 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ' ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** ' Page 12 ' VLAKE100.txt STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 8.65 5.11 6.670 ' 2 8.68 5.13 6.654 3 21.62 16.16 3.422 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW RATE(CFS) = 21.62 TC(MIN.) _ TOTAL AREA(ACRES) = 6.26 LONGEST FLOWPATH FROM NODE 100.00 TO NODE n 16.16 116.00 = 1117.00 FEET. FLOW PROCESS FROM NODE 116.00 TO NODE 119.00 IS CODE = 91 ---------------------------------------------------------------------------- »» >COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION(FEET) = 977.00 DOWNSTREAM NODE ELEVATION(FEET) = 976.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 168.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.100 PAVEMENT LIP(FEET) = 0.100 MANNING'S N = .0250 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.10000 MAXIMUM DEPTH(FEET) = 5.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.310 *USER SPECIFIED(SUBAREA): UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .9900 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 22.38 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.92 AVERAGE FLOW DEPTH(FEET) = 0.82 FLOOD WIDTH(FEET) = 17.36 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.96 TC(MIN.) = 17.12 SUBAREA AREA(ACRES) = 0.46 SUBAREA RUNOFF(CFS) = 1.51 TOTAL AREA(ACRES) = 6.72 PEAK FLOW RATE(CFS) = 23.13 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.83 FLOOD WIDTH(FEET) = 17.60 FLOW VELOCITY(FEET /SEC.) = 2.94 DEPTH *VELOCITY(FT *FT /SEC) = 2.44 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 119.00 = 1285.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' - -FLOW- PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 1 -------- - - - - -- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.12 RAINFALL INTENSITY(INCH /HR) = 3.31 TOTAL STREAM AREA(ACRES) = 6.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.13 ' FLOW PROCESS FROM NODE 120.00 TO NODE 119.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ---------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 155.00 UPSTREAM ELEVATION(FEET) = 986.50 DOWNSTREAM ELEVATION(FEET) = 976.00 ELEVATION DIFFERENCE(FEET) = 10.50 TC = 0.359 *[( 155.00 * *3) /( 10.50)] * *.2 = 4.627 ' Page 13 n I�r l F� Ll VLAKE100.txt COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.755 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8577 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.33 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 1.33 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 1 ---------------------------------------------------------------------- - - - - -- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< ----------------------------------------------------- ------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL INTENSITY(INCH /HR) = 6.75 TOTAL STREAM AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.33 ** CONFLUENCE DATA ** STREAM RUNOFF TC NUMBER (CFS) (MIN.) 1 23.13 17.12 2 1.33 5.00 INTENSITY AREA (INCH /HOUR) (ACRE) 3.310 6.72 6.755 0.23 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 8.09 5.00 6.755 ' 2 23.78 17.12 3.310 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.78 TC(MIN.) _ TOTAL AREA(ACRES) = 6.95 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 17.12 119.00 = 1285.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 119.00 TO NODE 121.00 IS CODE = 92 ------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA ««< -------------------------------------------------------------- -------------- UPSTREAM NODE ELEVATION(FEET) = 976.00 DOWNSTREAM NODE ELEVATION(FEET) = 975.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 115.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.100 PAVEMENT LIP(FEET) = 0.100 MANNING'S N = .0250 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.10000 MAXIMUM DEPTH(FEET) = 5.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.249 *USER SPECIFIED(SUBAREA): UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .9900 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.15 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 3.44 Page 14 IVLAKE100.txt AVERAGE FLOW DEPTH(FEET) = 0.78 FLOOD WIDTH(FEET) = 16.61 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.56 TC(MIN.) = 17.68 ' SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 7.18 PEAK FLOW RATE(CFS) = 24.52 END OF SUBAREA "V" GUTTER HYDRAULICS: ' DEPTH(FEET) = 0.79 FLOOD WIDTH(FEET) = 16.71 FLOW VELOCITY(FEET /SEC.) = 3.45 DEPTH *VELOCITY(FT *FT /SEC) = 2.71 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 121.00 = 1400.00 FEET. ---------------------------------------------------- ------ ' END OF STUDY SUMMARY: - TOTAL AREA(ACRES) 7.18 TC(MIN.) = 17.68 PEAK FLOW RATE(CFS) = 24.52 ' END OF RATIONAL METHOD ANALYSIS 1 1 1 1 1 1 1 1 1 1 1 Page 15 WST>Cj OLATPL tT I linel2a- villas.OUT 0 FILE: linel2a- villas.WSW W S P G W- CIVILDESIGN Version 14.06 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Madison Club 100 -yr Phase 2, Line 12a PAGE 1 Date:11-12 -2007 Time:10:37:35 Page 1 I invert I Depth I water I Q I vel vel I Energyy 1 Su er ICriticallFloW ToplHeight /IBase wtl INO wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTlor I.D.1 ZL IPrs /Pip -I- L /Elem -I- lCh Slope -I- I -I- I -I- I I -I- -I- SF Avel -I HF - -I- ISE DpthlFroude -I- NlNorm -I- Dp I °N" -I- -I- I X -Fall) ZR -I IType Ch 1000.000 I 951.500 I 7.100 I 958.600 I I 39.20 5.55 I .48 959.08 I .00 I 2.04 I .00 I 3.000 I .000 I .00 I 1 .0 -I- 100.000 -I- .0050 I -I- I -I- I -I- -I- -I- .0029 -I- .29 -I- 7.10 -I- .00 -I- 1.97 -I- .012 -I- .00 .00 1- PIPE 1100.000 -I- 952.000 6.894 958.894 I I 39.20 5.55 I .48 959.37 I .00 I 2.04 I .00 I 3.000 I .000 I .00 I 1 .0 77.135 -I- .0438 I -I- I -I- I -I- I -I- -I- .0029 -I- .23 -I- 6.89 -I- .00 -I- 1.04 -I- .012 -I- .00 .00 1- PIPE 1177.135 955.380 3.744 959.124 I 39.20 5.55 I .48 959.60 I .00 I 2.04 I .00 I 3.000 I .000 I .00 I 1 .0 HYDRAULIC JUMP 1177.135 -I- I 955.380 -I- I 1.048 -I- I 956.428 I I 39.20 17.82 I 4.93 961.36 I .00 I 2.04 I 2.86 I 3.000 I .000 I .00 I 1 .0 101.123 I .0438 I -I- -I- -I- -I- .0417 -I- 4.22 -I- 1.05 -I- 3.58 -I- 1.04 -I- .012 -I- .00 .00 1- PIPE 1278.258 -I- 959.811 -I- 1.063 I 960.874 I I 39.20 17.49 I 4.75 965.62 I .00 I I 2.04 2.87 I 3.000 I I .000 .00 I 1 .0 69.632 .0438 I -I- I -I- -I- -I- -I- .0382 -I- 2.66 -I- 1.06 -I- 3.49 -I- 1.04 -I- .012 -I- .00 .00 1- PIPE 1347.890 -I- 962.862 -I- 1.101 -I- I 963.963 -I- I I 39.20 16.67 I 4.32 968.28 I .00 I I 2.04 2.89 I 3.000 I I .000 .00 I 1 .0 34.077 I .0438 I I -I- -I- -I- .0335 -I- 1.14 -I- 1.10 -I- 3.26 -I- 1.04 -I- .012 -I- .00 .00 1- PIPE 1381.967 -I- 964.356 -I- 1.140 -I- I 965.496 I 39.20 15.90 I 3.92 969.42 I .00 I I 2.04 2.91 I 3.000 I I .000 .00 I 1 .0 21.824 I .0438 I -I- -I- -I- -I- .0294 -I- .64 -I- 1.14 -I- 3.05 -I- 1.04 -I- .012 -I- .00 .00 I- PIPE 1403.791 -I- 965.312 -I- 1.181 -I- I I 966.493 -I- I 39.20 15.16 I 3.57 970.06 I .00 I I 2.04 2.93 I 3.000 I I .000 .00 I 1 .0 15.578 I .0438 I I -I- -I- -I- .0258 -I- .40 -I- 1.18 -I- 2.84 -I- 1.04 -I- .012 -I- .00 .00 1- PIPE 1419.368 965.995 -I- 1.224 -I- I 967.219 I 39.20 14.45 I 3.24 970.46 I .00 I I 2.04 2.95 I 3.000 I I .000 .00 I 1 .0 11.7971 .0438 -I- -I- -1- .02261 .27 -1 1.221 2.66 -1 1.04 -1 .012 -I .001 .00 (PIPE 0 FILE: linel2a- villas.WSW W S P G W- CIVILDESIGN version 14.06 PAGE 2 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:11-12 -2007 Time:10:37:35 Madison Club 100 -yr Phase 2, Line 12a I invert I Depth I water I Q I vel vel I Energyy 1 suFer ICriticallFloW ToplHeight /IBase wtl INO wth Station I Elev I (FT) I Elev 1 (CFS) I (FPS) Head I Grd.El.I Elev I Depth I width IDia. -FT1or I.D.1 ZL IPrs /Pip L /Elem ICh p S10 e I I I I -I SF Avel HF p ISE D thIFroude D -I- p „ "„ -I- -I- x -Falli -I zR Ch t I l I I I I I I I I I ,t�� I I I I �NlNorm l I I I j I ���t � i I I iType I Page 1 linel2a- villas.OUT 1431.165 966.511 1.269 967.781 39.20 13.78 2.95 970.73 .00 2.04 2.96 3.000 .000 .00 1 .0 -I- 9.235 -I- .0438 -I- -I- -I- -I- -I- .0199 .18 -I- -I- 1.27 -I- 2.48 1.04 -I- -I- .012 -I- .00 .00 1- PIPE 1440.400 I I 966.916 1.316 I 968.232 I 39.20 I 13.14 I 2.68 970.91 I .00 I 2.04 I 2.98 I 3.000 I .000 I .00 I 1 .0 -I- 7.390 -I- .0438 -I- -I- -I- -I- -I- .0175 .13 -I- -I- 1.32 -I- 2.31 1.04 -I- -I- .012 -I- .00 .00 1- PIPE 1447.790 -I- I I 967.240 -I- 1.365 I 968.605 I 39.20 I 12.53 I 2.44 971.04 I .00 I 2.04 I 2.99 I 3.000 I .000 I .00 I 1 .0 47.005 .0171 I I -I- -I- I -I- I -I- -I- .0160 -I- .75 -I- 1.36 -I- 2.16 1.35 -I- -I- .012 -I- .00 .00 1- PIPE 1494.795 -I- 968.046 -I- 1.379 -I- 969.425 39.20 I 12.35 I 2.37 971.79 I .00 I 2.04 I 2.99 I 3.000 I .000 I .00 I 1 .0 69.273 .0171 I I -I- I -I- -I- -I- .0148 -I- 1.02 -I- 1.38 -I- 2.11 1.35 -I- -I- .012 -I- .00 .00 1- PIPE 1564.068 -I- 969.233 1.431 970.664 I 39.20 I 11.78 I 2.15 972.82 I .00 I 2.04 I 3.00 I 3.000 I I .000 .00 I 1 .0 34.228 -I- I .0171 I -I- -I- I -I- -I- -I- .0130 -I- .44 -I- 1.43 -I- 1.97 1.35 -I- -I- .012 -I- .00 .00 1- PIPE 1598.296 -I- 969.820 -I- 1.485 -I- 971.305 I I 39.20 11.23 I 1.96 973.26 I .00 I 2.04 I 3.00 I 3.000 I I .000 .00 I 1 .0 21.301 I I .0171 -I- I -I- I -I- -I- .0114 -I- .24 -I- 1.49 -I- 1.83 1.35 -I- -I- .012 -I- .00 .00 1- PIPE 1619.597 -I- 970.185 -I- 1.542 -I- 971.727 I 39.20 10.71 I 1.78 973.51 I .00 I 2.04 I 3.00 I 3.000 I I .000 .00 I 1 .0 14.501 .0171 I I -I- I -I- I -I- -I- .0101 -I- .15 -I- 1.54 -I- 1.71 1.35 -I- -I- .012 -I- .00 .00 1- PIPE 1634.098 -I- 970.433 -I- 1.602 972.035 I 39.20 10.21 I 1.62 973.65 I .00 I 2.04 I 2.99 I 3.000 I I .000 .00 I 1 .0 10.245 .0171 I I -I- -I- I -I- I -I- -I- .0089 -I- .09 -I- 1.60 -I- 1.59 1.35 -I- -I- .012' -I- .00 .00 1- PIPE 1644.342 970.609 -I- 1.664 -I- 972.273 -I- I 39.20 9.73 I 1.47 973.74 I .00 I 2.04 I 2.98 I 3.000 I I .000 .00 I 1 .0 7.2881 .0171 -I- -I- ,00791 .06 1 1.661 1.48 -I 1.35 -1 .012 -I .001 .00 (PIPE 0 FILE: linel2a- villas.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:11-12 -2007 Time:10:37:35 Madison Club 100 -yr Phase 2, Line 12a I invert I Depth I water I Q I vel Vel I EnergX I Super IcriticallFlOw ToplHeight /IBase Wtl INO wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh Slope I I I I -1 SF Avel HF ISE DpthlFroude N1Norm Dp I "N" I X -Fa111 IType Ch , r I I I I I * *** I �* ,r,rZR * 1651.630 -I- 970.734 -I- 1.731 -I- 972.464 -I- 39.20 9.28 1.34 973.80 I .00 I 2.04 I 2.96 I 3.000 I .000 I .00 I 1 .0 5.071 .0171 I I I I -I- -I- -I- .0069 -I- .04 -I- 1.73 -I- 1.37 -I- 1.35 -I- .012 -I- .00 .00 1- PIPE 1656.702 -I- 970.821 -I- 1.800 -I- 972.621 -I- I 39.20 8.85 I 1.22 973.84 I .00 I 2.04 I 2.94 I 3.000 I I .000 .00 I 1 .0 3.334 .0171 I I I -I- -I- -I- .0061 -I- .02 -I- 1.80 -I- 1.27 -I- 1.35 -I- .012 -I- .00 .00 1- PIPE 1.660.036 -I- 970.878 -I- 1.874 -I- I 972,752 -I- I 39.20 -I- 8.44 I 1.11 973.86 I .00 I 2.04 I 2.91 I 3.000 I I .000 .00 I 1 .0 1.865 .0171 I I I I -I- -I- .0054 -I- .01 -I- 1.87 -I- 1.18 -I- 1.35 -I- .012 -I- .00 .00 1- PIPE 1661.901 970.910 1.953 972.863 I 39.20 8.05 I 1.01 973.87 I .00 I 2.04 I 2.86 I I 3.000 I .000 .00 I 1 .0 Page 2 linel2a- villas.OUT -I- .599 -I- .0171 I I -I- -I- -I- -I- -I- .0048 -I- .00 -I- 1.95 -I- 1.09 -I- 1.35 -I- .012 -I- .00 .00 1- PIPE 1662.500 -I- 970.920 2.038 I 972.958 I 39.20 I 7.67 I .91 973.87 I .00 I 2.04 I 2.80 I 3.000 I .000 I .00 I 1 .0 JUNCT STR -I- .1833 I -I- -I- -I- -I- -I- .0072 -I- .04 -I- 2.04 -I- 1.00 -I- -I- .013 -I- .00 .00 I- PIPE 1668.500 -I- I 972.020 -I- 2.125 -I- I 974.145 I 21.60 I 6.88 I .73 974.88 I I .00 1.66 I .00 I 2.000 I .000 I .00 I 1 .0 11.657 .0166 I I I -I- -I- -I- -I- .0091 -I- .11 -I- 2.13 -I- .00 -I- 1.28 -I- .013 -I- .00 .00 1- PIPE 1680.157 972.214 2.038 974.251 I 21.60 I 6.88 I .73 974.99 I I .00 1.66 I .00 I 2.000 I I .000 .00 I 1 .0 HYDRAULIC JUMP 1680.157 -I- I I 972.214 -I- I 1.308 -I- 973.521 -I- I 21.60 I 9.92 I 1.53 975.05 I I .00 1.66 I 1.90 I 2.000 I I .000 .00 I 1 .0 4.516 I .0166 I I I -I- -I- -I- .0155 -I- .07 -I- 1.31 -I- 1.63 -I- 1.28 -I- .013 -I- .00 .00 1- PIPE 1684.673 972.289 -I- 1.319 -I- 973.607 -I- 21.60 I 9.83 I 1.50 975.11 I I .00 1.66 I 1.90 I 2.000 I I .000 .00 I 1 .0 36.9091 .0166 -I- -I .01451 .53 -1 1.321 1.61 -1 1.28 -1 .013 -1 .001 .00 (PIPE 0 FILE: linel2a- villas.wSW W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:11-12 -2007 Time:10:37:35 Madison Club 100 -yr Phase 2, Line 12a I invert I Depth I water I Q I Vel Vel I EnergyY I supPer IcriticallFlow TOPIHeight /(Base Wtl INO wth station I 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 P I I I -1 SF Avel HF ISE o thlFroude P NINorm D -I- I P -I- I "N" I -I- x -Fall( -I zR (Type Ch 1721.582 -I- I I 972.901 -I- I 1.376 -I- I 974.277 I 21.60 9.37 I 1.36 975.64 I .00 I 1.66 I 1.85 I 2.000 I .000 I .00 I 1 .0 16.779 .0166 I I I -I- -I- -I- -I- .0129 -I- .22 -I- 1.38 -I- 1.48 -I- 1.28 -I- .013 -I- .00 .00 1- PIPE 1738.361 -I- 973.180 -I- 1.438 -I- I 974.617 I 21.60 8.94 I 1.24 975.86 I I .00 I 1.66 1.80 I I 2.000 I .000 .00 I 1 .0 9.018 .0166 I I I -I- -I- -I- -I- .0115 -I- .10 -I- 1.44 -I- 1.36 -I- 1.28 -I- .013 -I- .00 .00 1- PIPE 1747.378 -I- 973.330 -I- 1.504 -I- I 974.834 -I- I 21.60 8.52 I 1.13 975.96 I I .00 I 1.66 1.73 I I 2.000 I .000 .00 I 1 .0 4.618 .0166 I I I I -I- -I- -I- .0103 -I- .05 -I- 1.50 -I- 1.24 -I- 1.28 -I- .013 -I- .00 .00 1- PIPE 1751.996 -I- 973.406 -I- 1.578 -I- 974.984 -I- I 21.60 8.12 I 1.02 976.01 I I .00 I 1.66 1.63 I I 2.000 I .000 .00 I 1 .0 1.434 I .0166 I I I -I- -I- -I- .0094 -I- .01 -I- 1.58 -I- 1.12 -I- 1.28 -I- .013 -I- .00 .00 1- PIPE 1753.430 -I- 973.430 -I- 1.662 -I- 975.092 -I- I 21.60 -I- 7.74 I .93 976.02 I I .00 I 1.66 1.50 I I 2.000 I .000 .00 I 1 .0 JUNCT STR I .0169 I I I -I- -I- .0077 -I- .04 -I- 1.66 -I- 1.00 -I- -I- .013 -I- .00 .00 I- PIPE 1758.760 -I- 973.520 -I- 2.272 -I- 975.792 -I- I 18.10 5.76 I .52 976.31 I I .00 I 1.53 .00 I I 2.000 I .000 .00 I 1 .0 294.670 I .0050 I I -I- -1- -I- .0055 -I- 1.61 -I- 2.27 -I- .00 -I- 1.74 -I- .012 -I- .00 UU 1- PIPE 2053.430 -I- 974.990 -I- 2.409 -I- I 977.399 -I- I 18.10 -I- 5.76 -I- I .52 -I- 977.91 -I- I I .00 -I- I 1.53 -I- .00 -I- I I 2.000 -I- I .000 -I- .00 I 1 .0 Page 3 (- linel2a- villas.OUT JUNCT STR .0056 .0045 .02 2.41 .00 .013 .00 .00 PIPE 2058.760 I 975.020 I 3.017 I 978.038 I 11.50 I 3.66 I .21 978.25 I .00 I 1.22 I .00 I 2.000 I .000 I .00 I 1 .0 -I- 294.670 -I- .0050 -I- -I- -I- -I- -I- .0022 .65 -I- -I- 3.02 -I- .00 1.19 -I- -I- .012 -I- .00 .00 1- PIPE 2353.430 -I- I 976.490 -I- I 2.196 I 978.686 I 11.50 I 3.66 I .21 978.89 I .00 I 1.22 I .00 I 2.000 I I .000 .00 I 1 .0 JUNCT STR .0909 -I- -I- -I- -I- -I- .0057 .03 -I- -I- 2.20 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 0 FILE: linel2a- villas.wsw W S P G W- CIVILDESIGN version 14.06 PAGE 5 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:11-12 -2007 Time:10:37:35 Madison Club 100 -yr Phase 2, Line 12a I Invert I Depth I water I Q I vel vel I Energyy I Supper ICriticallFlOW ToplHeight /IBase wtl INO wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I width IDia. -FTlor I.D.I ZL IPrs /Pip L /Elem Ich slope I P I I I -I SF Avel HF ISE D thIFroude P NINOrm D I P -I- -I- I "N" -I- I x -Fall] zR -I IType Ch I I I I I I I 2359.260 -I- 977.020 -I- 1.401 -I- 978.421 -I- 10.60 6.17 .59 979.01 .00 I 1.25 I .74 I 1.500 I .000 I .00 I 1 .0 23.739 .0050 I I -I- -I- -I- .0078 .18 -I- -I- 1.40 -I- .72 1.50 -I- -I- .012 -I- .00 .00 1- PIPE 2382.999 -I- 977.139 -I- I 1.500 -I- 978.639 -I- I 10.60 I 6.00 I .56 979.20 I .00 I 1.25 I .00 I 1.500 I I .000 .00 I 1 .0 121.891 .0050 I I -I- -I- -I- .0084 1.02 -I- -I- 1.50 -I- .00 1.50 -I- -I- .012 -I- .00 .00 1- PIPE 2504.890 -I- 977.750 -I- I 1.947 -I- 979.697 -I- I 10.60 I 6.00 I .56 980.26 I .00 I 1.25 I .00 I 1.500 I I .000 .00 I 1 .0 JUNCT STR .0056 I I I -I- -I- -I- .0081 .04 -I- -I- 1.95 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 2510.220 -I- 977.780 -I- 2.409 -I- 980.189 -I- I I 8.20 4.64 I .33 980.52 I .00 I 1.11 I .00 I 1.500 I I .000 .00 I 1 .0 198.440 .0050 I I I -I- I -I- -I- .0052 1.03 -I- -I- 2.41 -I- .00 1.26 -I- -I- .012 -I- .00 .00 1- PIPE 2708.660 -I- 978.770 -I- 2.449 -I- 981.219 -I- I 8.20 4.64 .33 I 981.55 I .00 I 1.11 I .00 I 1.500 I .000 I .00 I 1 .0 JUNCT STR .0994 I I I -I- -I- -I- .0036 .02 -I- -I- 2.45 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 2713.990 -I- 979.300 -I- 2.492 -I- 981.792 I I 3.40 1.92 I .06 981.85 I .00 I I .70 .00 I 1.500 I I .000 .00 I 1 .0 345.899 .0038 I I I -I- -I- I -I- -I- .0009 .31 -I- -I- 2.49 -I- .00 .74 -I- -I- .012 -I- .00 .00 1- PIPE 3059.889 -I- 980.601 -I- 1.500 -I- 982.101 -I- I 3.40 1.92 I .06 982.16 I .00 I I .70 .00 I 1.500 I I .000 .00 I 1 .0 45.121 I I .0038 I -I- -I- -I- .0008 .04 -I- -I- 1.50 -I- .00 .74 -I- -I- .012 -I- .00 .00 1- PIPE 3105.010 -I- 980.770 -I- 1.361 -I- 982.131 -I- I I 3.40 2.02 I .06 982.19 I .00 I I .70 .87 I 1.500 I I .000 .00 I 1 .0 13.220 .0038 I I I -I- I -I- -I- .0008 .01 -I- -I- 1.36 -I- .26 .74 -I- -I- .012 -I- .00 .00 1- PIPE 3118.230 -I- 980.820 -I- 1.319 -I- 982.139 -I- I 3.40 2.07 I .07 982.21 I I .00 I .70 .98 I 1.500 I I .000 .00 I 1 .0 JUNCT STR 0038 -I- -I- -I- .0008 .00 -I- -I- 1.32 -I- .28 -I- -I- .013 -I- .00 .00 I- PIPE 0 FILE: linel2a- villas.wSw W S P G W- CIVILDESIGN version 14.06 PAGE 6 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:11-12 -2007 Time:10:37:35 Madison Club 100 -yr Page 4 linel2a- villas.OUT Phase 2, Line 12a I Invert I Depth I water I Q I vel vel I EnergyY 1 Super ICriticallFlow ToplHeight /IBase wt1 INO wth Station I Elev 1 (FT) I Elev l (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I width IDia. -FTIor I.D.1 ZL IPrs /Pip -I- L /Elem -I- Ich Slope -I- I -I- I -I- I -I- I -I- SF Avel -I- HF -I- ISE DpthlFroude -I- NINOrm -I- Dp I "N" -I- -I- I X -Fall1 ZR -I IType Ch I I I I I I I I 3123.560 -I- 980.840 1.340 982.180 2.90 1.74 .05 982.23 .00 .65 I .92 I 1.500 I .000 I .00 I 1 .0 16.137 -I- I .0051 -I- I -I- I -I- I -I- -I- .0006 -I- .01 -I- 1.34 -I- .23 -I- .62 .012 -I- -I- .00 .00 1- PIPE 3139.697 -I- 980.922 -I- 1.264 -I- 982.185 2.90 I 1.83 I .05 982.24 I .00 I .65 I 1.09 I 1.500 I I .000 .00 I 1 .0 13.421 I .0051 I -I- I -I- I -I- -I- .0007 -I- .01 -I- 1.26 -I- .27 -I- .62 .012 -I- -I- .00 .00 1- PIPE 3153.117 -I- 980.990 -I- 1.200 -I- 982.189 2.90 I 1.91 I .06 982.25 I .00 I .65 I 1.20 I 1.500 I I .000 .00 I 1 .0 11.803 .0051 I I I -I- -I- I -I- -I- .0007 -I- .01 -I- 1.20 -I- .30 -I- .62 .012 -I- -I- .00 .00 1- PIPE 3164.920 -I- 981.049 -I- 1.143 -I- 982.192 -I- I 2.90 2.01 I .06 982.25 I .00 I .65 I 1.28 I 1.500 I I .000 .00 I 1 .0 10.599 .0051 I I I -I- I -I- -I- .0008 -I- .01 -I- 1.14 -I- .33 -I- .62 -I- .012 -I- .00 .00 1- PIPE 3175.520 -I- 981.103 -I- 1.091 -I- 982.194 -I- I 2.90 2.11 I .07 982.26 I .00 I .65 I 1.34 I 1.500 I I .000 .00 I 1 .0 9.654 .0051 I I I -I- I -I- -I- .0009 -I- .01 -I- 1.09 -I- .37 -I- .62 -I- .012 -I- .00 .00 1- PIPE 3185.174 -I- 981.152 -I- 1.044 -I- 982.196 -I- I 2.90 2.21 I .08 982.27 I .00 I .65 I 1.38 I 1.500 I I .000 .00 I 1 .0 8.928 .0051 I I I -I- I -I- -I- .0010 -I- .01 -I- - 1.04 -I- .40 -I- .62 -I- .012 -I- .00 .00 1- PIPE 3194.102 -I- 981.197 -I- 1.000 -I- 982.197 -I- I 2.90 -I- 2.32 I .08 982.28 I .00 I I .65 1.41 I 1.500 I I .000 .00 I 1 .0 8.254 .0051 I I I I I -I- -I- .0011 -I- .01 -I- 1.00 -I- .43 -I- .62 -I- .012 -I- .00 .00 1- PIPE 3202.356 -I- 981.239 -I- .960 -I- 982.198 -I- 2.90 2.43 I .09 982.29 I .00 I I .65 1.44 I 1.500 I I .000 .00 I 1 .0 7.685 .0051 I I I I -I- I -I- -I- .0013 -I- .01 -I- .96 -I- .47 -I- .62 -I- .012 -I- .00 .00 1- PIPE 3210.041 -I- 981.277 -I- .921 -I- 982.199 -I- 2.90 -I- 2.55 I .10 982.30 I .00 I I .65 1.46 I 1.500 I I .000 .00 I 1 .0 7.171 .0051 -I- -I- .0014 -I- .01 -I- .92 -I- .51 -I- .62 -I- .012 -I- .00 .00 1- PIPE U FILE: linel2a- villas.WSW W S P G w- CIVILDESIGN version 14.06 PAGE 7 Program Package Serial Number: 1735 WATER SURFACE PROFILE LISTING Date:11-12 -2007 Time:10:37:35 Madison Club 100 -yr Phase 2, Line 12a 1 Invert I Depth I water 1 Q 1 vel Vel I Energy I supper IcriticallFlOW ToplHeight /IBase wt1 INO wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head 1 Grd.ff Elev I Depth I width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem Ich Slo e P I I I I -1 SF Avel HF -I- -I- 15E DpthlFroude -I- NlNorm -I- Dp -I- I "N" -I- I X -Fa111 -I ZR 1Type Ch o-etrtr,ttz *�� I I I I I �,r� l � *naa�* ,r,r *� 3217.212. -I- 981.314 -I- .885 -I- 982.199 -I- 2.90 2.67 .11 I 982.31 I .00 I .65 I 1.48 I 1.500 I .000 I .00 I 1 .0 6.685 .0051 I I I I -I- I -I- -I- .0016 I -I- .01 -I- .89 I -I- .55 I I -I- .62 -I- .012 I -I- .00 I .00 1- PIPE Page 5 I I linel2a- villas.OUT 3223.897 981.347 .851 982.198 2.90 2.80 .12 982.32 .00 .65 1.49 1.500 .000 .00 1 .0 -I- 6.225 -I- .0051 -I- -I- -I- -I- -I- .0018 -I- .01 -I- .85 -I- .59 -I- .62 -I- .012 -I- .00 .00 1- PIPE I 3230.122 -I- I 981.379 I .819 I 982.198 I 2.90 2.94 I .13 I 982.33 I .00 I .65 1.49 I I 1.500 I .000 .00 I 1 .0 5.788 -I- .0051 -I- -I- -I- -I- -I- .0021 -I- .01 -I- .82 -I- .64 -I- .62 -I- .012 -I- .00 .00 1- PIPE I 3235.911 -I- I 981.408 -I- I .788 -I- I 982.196 I 2.90 3.08 I .15 I 982.34 I .00 I .65 1.50 I I 1.500 I .000 .00 I 1 .0 5.333 I .0051 -I- -I- -I- -I- .0023 -I- .01 -I- .79 -I- .69 -I- .62 -I- .012 -I- .00 .00 1- PIPE 3241.244 -I- I 981.435 -I- I .759 I 982.194 I 2.90 3.23 I .16 I 982.36 I .00 I .65 1.50 I I 1.500 I .000 .00 I 1 .0 4.839 I .0051 I -I- I -I- -I- -I- -I- .0027 -I- .01 -I- .76 -I- .74 -I- .62 -I- .012 -I- .00 .00 1- PIPE 3246.082 -I- 981.460 -I- .731 -I- I 982.191 I 2.90 3.39 I .18 I 982.37 I .00 I .65 1.50 I I 1.500 I .000 .00 I 1 .0 4.058 I .0051 I -I- -I- -I- -I- .0030 -I- .01 -I- .73 -I- .79 -I- .62 -I- .012 -I- .00 .00 1- PIPE 3250.140 -1- 981.480 -1- I .707 -1- I 982.187 -1- I 2.90 -1- 3.54 I .19 I 982.38 I .00 I .65 1.50 I I 1.500 I .000 .00 I 1 .0 0 -1- -1- -1- -1- -1- -1- -1- -1- 1- Page 6 ffY*DRDwcYnnA'P