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HomeMy WebLinkAboutDrainage Reports - 03/01/2006City of Ft. cams . Plans Approved By p� 3-1-D6 100°,, DESIGN DF AINAGI STA�'EIV(ENI' FOR t-EC TER i ZIEtGLER ROUNDABOUT Prepared for: CITY OF FORT COLLINS 281 North College Avenue Fort Collins, Colorado Prepared by: North Star Dcsign 700 Automation Drive, unit I 'Windsor, Colorado 80550 (970) 6S6-6939 Febmary 17, 2006 NSD Job Number 203-?2 � 1 North Star ' Al`. design, inc. ' February 17, 2006 Mr. Glen Schlueter ' Mr. Wes Lemarque City of Fort Collins ' Stormwater Utility 700 Wood Street Fort Collins, Colorado 80522-0580 ' RE: 100% Design Drainage Letter for Ziegler Road - Kechter Road Roundabout ' Dear Glen and Wes, Please accept this letter as the 100% Drainage Design Statement for the above project. ' Attached are all of the drainage calculations that are needed for the project. Attached to this letter are five appendices: ' • Appendix A — Vicinity Map • Appendix B — Project Hydrology • Appendix C — Inlet and Storm Pipe Hydraulics ' • Appendix D — Homestead Pond 1 Recalculation and Overtopping Comparison • Appendix E — Homestead and Sage Creek Report Excerpts The Ziegler Road and Kechter Road intersection is going to be modified to be a modern roundabout, rather than a signalized intersection. The intersection is bounded on the southwest by Homestead PUD Second Filing, on the northwest by Sage Creek Subdivision, on the southeast by undeveloped land (Leonard Plank), and on the northeast by a future City of Fort Collins Park Site. The project is in the McClelland Master Drainage Basin which has a developed release rate .of 0.2 cfs/acre for the 10-year storm ' and 0.5 cfs/acre for the 100-year storm. Existine Conditions: Homestead PUD (southwest quadrant) and the adjacent halves of Kechter and Ziegler ' (Homestead Basins 2 and 3) drain to a detention pond (Pond 1) on Outlot A of the subdivision. The street water enters through an existing curb cut and an existing inlet. The Homestead drainage report states that there are approximately 235 acres to the west ' that pass through the pond (299 cfs). The pond does not account for this large off site flow, but there is a calculation in the report showing that the off site flow overtops the pond and the intersection of Kechter and Ziegler at an elevation of 4918.58. No other ' spillway design is included in that report. Additionally, the pond has a drop box that would take some overtopping flows to three (3) HERCP pipes prior to overtopping into the intersection. The overflow pipe system was designed for 47 cfs and drains east under Kechter and then north under Kechter to a swale on the east side of Ziegler Road. The 700 Automation Drive, Unit I Windsor, Colorado 80550 970-686-6939 Phone ' 970-686-1 188 Fax swale discharges to the McClelland Channel Sage Creek Subdivision (northwest quadrant) and the adjacent halves of Kechter and Ziegler (Sage Creek Basins B1, B2, and B3) drain east along the entire length of Kechter ' and then north in Ziegler to a detention pond (Sage Creek Pond B). This detention pond releases directly to the McClelland Channel. ' The undeveloped land at the southeast quadrant of the intersection drains north towards Kechter Road. Adjacent to the site, Kechter has curb and gutter and drains east to the McClelland Channel. The east side of Ziegler Road does not have curb at this time. This ' road water drains east into an existing irrigation ditch. The ditch runs north and under Kechter Road. If water spills out of the ditch, it drains to Kechter and east. It is likely that large storms overtop the ditch and drain directly to the McClelland Channel. ' The future Fort Collins Park site (northeast quadrant) drains northeast to the McClelland Channel. The adjacent halves of Kechter and Ziegler drain north and east to the regional channel as well. Proposed Conditions: ' The project has been divided into eight (8) basins for design. On the south and west legs of the intersection, the roadway is designed to have a shallow sump and Type R inlets. ' All of these inlets only have 6" of available head before runoff overtops the highpoint in the curb and gutter and continue north or west. Appendix C includes an inlet calculation showing that with 6" of gutter depth a 5' Type R inlet will take a maximum of 9.0 cfs. ' Basin 1 — includes the south half of Kechter Road on the west side of the intersection. This basin drains to a new Type R inlet and into the Homestead pond. This basin is ' shown as the Homestead Report Basin 2 (see Appendix E). The imperviousness in the street is reduced with the roundabout, so the design data from the Homestead Report was used for the roundabout design. The flow to the Type R inlet is less than 9 cfs; the storm system (Storm 1) is shown in Appendix C. Basin 2 — includes the west half of Ziegler Road on the south side of the intersection. This basin drains to a new Type R inlet and into the Homestead pond. This basin is shown as the Homestead Report Basin 3 (see Appendix E). The imperviousness in the street is reduced with the roundabout, so the design data from the Homestead Report was ' used for the roundabout design. The flow to the Type R inlet is less than 9 cfs; the storm system (Storm 2) is shown in Appendix C. ' Basin 3 — includes the east half of Ziegler Road on the south side of the intersection. This basin drains to a new 4' concrete sidewalk culvert and then in a pan and due east. This basin currently drains to the existing irrigation ditch and north across Kechter Road. The property on the southeast quadrant (Leonard Plank) is currently being developed in the County by the Everitt Companies (Stan Everitt). The sidewalk culvert and pad area designed to drain overland into the future development's detention pond. I Basin 4 — includes the south half of Kechter Road on the east side of the intersection. ' This basin drains east and continues to the McClelland Channel on the south side of the road in the curb and gutter. This is the current drainage pattern and the imperviousness of this area is reduced with the roundabout construction. No additional analysis was done ' because of the improvement (reduction of imperviousness) from existing conditions. It is the responsibility of the Plank development to detain for this portion of the street. ' Basin 5 — includes the north half of Kechter Road on the east side of the intersection. This basin drains east and continues to the McClelland Channel on the north side of the ' road in the curb and gutter. This is the current drainage pattern and the imperviousness of this area is reduced with the roundabout construction. No additional analysis was done because of the improvement (reduction of imperviousness) from existing conditions. ' Basin 6 — includes the east half of Ziegler Road on the north side of the intersection. This basin drains north and continues to the McClelland Channel on the east side of the road in the curb and gutter. This is the current drainage pattern and the imperviousness of this area is reduced with the roundabout construction. No additional analysis was done because of the improvement (reduction of imperviousness) from existing conditions. tBasin 7 — includes the west half of Ziegler Road on the north side of the intersection. This basin is a part of the Sage Creek Basin B3 and drains north to Sage Creek Pond B ' and to the McClelland Channel. This is the current drainage pattern and the imperviousness of this area is reduced with the roundabout construction. No additional analysis was done because of the improvement (reduction of imperviousness) from existing conditions. Basin 8 — includes the north half of Kechter Road on the west side of the intersection. ' This basin is a part includes Sage Creek Basins B 1, B2, and a portion of B3. Basin 8 is proposed to drain to an area inlet with an orifice plate on Storm Sewer 1 and into the Homestead Detention Pond (this basin currently drains to Sage Creek Pond B). The ' proposed improvement reduce the existing impervious area, so the "C" values from the Sage Creek Report were used for the roundabout design. ' In the comments from the 90% design, and in conversations with the City, it has been determined that the flows from Basin 8 even though small, need to be accounted for in the Homestead pond. The water quality volume in the pond is of concern, as the pond ' was not designed for this additional area. Following is an explanation of the changes to the pond and a description of Storm 1. ' Basin 8 contains 6.13 acres and is approximately 50% impervious. Flows off of this basin are 4.9 cfs, 8.3 cfs and 21.9 cfs for the 2, 10 and 100-year storms respectively. A concrete sidewalk culvert will accept flows at the curb and drain them to an area inlet at ' Design Point 8. The sump in the flowline is only 0.48' lower than the highpoint in the flowline (located in the northwest corner of the intersection). Whenever the sump, area inlet, or Storm 1 is overwhelmed, water will overtop the highpoint in the street and continue to the north and to the Sage Creek pond To minimize the additional flows to the Homestead pond, a 6" orifice plate and 12" RCP pipe is proposed to drain the area inlet at Design Point 8. The orifice plate will only pass ' 1.6 cfs as flows are overtopping the highpoint in the street and continuing to the Sage Creek Pond. The 1.6 cfs represents 33% of the 2-year flow and 7% of the 100-year storm. Also, the 1.6 cfs is less than the allowed 100-year release rate of 3.1 cfs for Basin 8 (0.5 cfs per acre). Because of very tight clearances in this area, a variance to allow the 12" RCP outlet pipe (rather than the standard 1 S" RCP) is requested. Since all of the flows need to pass through both the sidewalk culvert and a grated area inlet, clogging of the orifice is not anticipated. In conversations with the City, it was agreed that this variance is acceptable under the circumstances. Even though this additional flow is very small, the water quality and detention volume of the Homestead pond was recalculated with the addition of Basin 8. The water quality volume of the Homestead Pond is 0.21 acre-feet (17.3 acres, 21% impervious). The water quality volume calculation was revised with the addition of 6.13 acres with 50% imperviousness. The new water quality volume required is 0.35 acre-feet. To achieve this volume, the overtopping elevation of the outlet structure needs to be raised 0.25'. ' North Star Design, Inc made an inspection of the structure on February 13, 2006. It will be possible to simply bolt a 3"x3" angle iron on the water quality overtopping wall to add this volume to the pond. The new water quality calculation shows that the holes in the ' existing orifice plate are adequate and the plate will not need to be changed. All volume calculations for the pond are based on the stage storage information in the Homestead drainage report by Northern Engineering Services. ' By raising the water quality elevation, some storage is taken from the 100-year volume. Similar to the water quality overtopping elevation, the 100-year volume can be achieved ' by adding a 1 "x I" angle iron to the top of the structure and forcing the pond to top 0. P higher than the existing structure. In the 100-year storm, the flows from Basin 8 will have a negligible impact on the pond and no additional volume is required. It should also be noted that there is a triple, 24" equivalent HERCP pipe crossing of Ziegler and Kechter that is not a part of the pond design. These pipes were designed to take existing 10-year flows undetained from the area southwest of the intersection (prior to the Homestead Development). The pond is in place and a box has been built around these pipe ends with a grated inlet. If the pond is full, it will first overtop into the triple ' pipes before spilling into the street. There is no mention of this condition in the Homestead report, but in reality, this is the "first" spillway for the pond. ' Discussion of off site flow and overtopping of the Homestead Pond: The Homestead Report shows that approximately 299 cfs of off site flow passes over the Homestead Pond in the 100-year storm. It appears that this is the result of about 200 acres of off site drainage area. The Homestead Report calculated an overtopping elevation of the intersection of 4918.58. This was done with an irregular weir calculation and a flow of 320 cfs. It is assumed that the overtopping calculation was done using the existing back of walk elevations. In an exhibit, Northern Engineering shows an ' overtopping elevation of 4919.6 and sets all minimum openings for the proposed homes at this elevation or higher. It is assumed that this was to account for 1.0' of freeboard (although that is not stated). The roundabout is proposed to be higher than the existing intersection, so the overtopping ' elevation is a concern. In Appendix D, an approximation of the existing and proposed overtopping at the back of walk was done using an irregular channel calculation. The irregular channel calculation shows the existing overtopping elevation at 4918.63 (0.05' ' higher than the Northern Engineering calculation, but very close) and shows the proposed overtopping elevation at 4918.88 (0.25' higher than existing). With this calculation, it appears that the specified minimum opening elevations on the lots are still considerably ' higher than the overtopping elevation. Also, it should be noted that the triple pipe system was not accounted for with the ' overtopping calculation and this system should take at least the design 47 cfs prior to the road overtopping. Additionally, a 6' to 8' solid wood fence has been recently been constructed around the entire perimeter of the pond. There is no gap on the bottom of the ' fence for overtopping to occur, so it is likely that the water surface could get considerably higher than 4919.6 before the fence fails and the pond spills to the street. The fence obstruction makes the raising of the intersection a mute point, as it would likely cause ' more damage than the small rise expected from the street construction. The City is presently studying this off site flow to determine if this area actually drains to ' the intersection. There are some upstream structures that may intercept some of this flow as well as the triple pipes that were not accounted for in the overtopping calculation by Northern Engineering. In light of all of these factors, it does not appear that there would be 320 cfs of overtopping and that even if there is that much flow, the construction of the roundabout will not significantly impact the overtopping elevation. I appreciate your time in reviewing this information and the 100% plans. It is our intent to review the Erosion Control Plan with Bob Zakely directly and not provide erosion control design calculations in the final report (similar to what was done on the Timberline Project). Please call me if you have any questions or need any additional information. Sincerely, North Star Design, Inc. Michael Oberlander, P.E., L.S.I. Appendix A — Vicinity Map 00 mi I- Z UO w- oa crU 13L.O J Appendix B — Project Hydrology N O w U W c CL rn o � atl � c LLJ O LLL N U n o L Z w W O U O c `o 'm U _ 0 LL lb E U-V O O Z N H C o L" E O -e O U n C = o G d � O U � moc E z N W EE U C F C O U U = Q� x w 0 0 ry O W Doc O. 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O O F- LU G O J Q N Z o L] a Q. a N C LO N N Nl X N G II U po z 4l a O � O zz4 ^ O _ r r U 5 O O U r w H W F W z = N z z z M Y m It o w O Q i H O w O w w z O O O O m 0 0 w w w w 3 N N Z z z m _= a' W W ~ ~ U z z wv50L) U() QN w w w w W m N Y Y N N (a 0 f d O f 0 u O ul 0 c CE " a o U o O N ap Q .7 m O Q 0 m U CI (O N Q N N Q N d co m m m m m m m c, c ro vi ai ai of of ai v E 0 N N 0 ui m N U o m Q n o o o o o m o o o n m n U oo o.=oo Q O N Q N Q N N N o�00000<d LL z 2 c 7 c0 m a, U W K 0 O p a Q U 11 0 O O a 3 LL z z 0 0 1� 1 1 1 1 1 1 1 1 1 1 1 City of Fort Collins Rainfall Intensity -Duration -Frequency Table for using the Rational Method (5 minutes - 30 minutes) Figure 3-1a Duration (minutes) 2-year Intensity in/hr 10-year Intensity in/hr 100-year Intensity in/hr 5.00 2.85 4.87 9.95 6.00 2.67 4.56 9.31 7.00 2.52 4.31 8.80 8.00 2.40 4.10 8.38 9.00 2.30 3.93 .8.03 10.00 2.21 3.78 7.72 11.00 2.13 3.63 7,42 12.00 2.05 3.50 7.16 13.00 1.98 3.39 6.92 14.00 1.92 3.29 6.71 15.00 1.87 3.19 6.52 16.00 1.81 3.08 6.30 17.00 1.75 2.99 6.10 18.00 1.70 2.90 5.92 19.00 1.65 2.82 5.75 20.00 1.61 2.74 1 5.60 21.00 1.56 2.67 5.46 22.00 1.53 2.61 5.32 23.00 1.49 2.55 5.20 24.00 1.46 2.49 5.09 25.00 1.43 2.44 4.98 26.00 1.40 2.39 4.87 27.00 1.37 2.34 4.78 28.00 1.34 2.29 4.69. 29.00 1.32 2.25 4.60 30.00 1.30 2.21 4.52 Appendix C — Inlet and Storm Pipe Hydraulics LP Project = Inlet ID = Waning t .r Lo (C) 71 Design Information (input) Type of Inlet Type =,b.66T Type C br Openin -Y ur Local Depression (in addition to gutter depression 'a'from 'Q-AlloW) a, qi -3,00 inches Number of Unit Inlets (Grate or Curb Opening) NoiT Grate Information Length of a Unit Grate L, (G) WA feet Width of a Unit Grate W N*/A feet Area Opening Ratio for a Grate (typical values 0. 15-0.90) A,.. ...... . I ... WA Clogging Factor for a Single Grate (typical value 0.50) C' (G) NZA Grate Weir Coefficient (typical value 3.00) C (G) ...... ff/AI. Grate Orifice Coefficient (typical value 0.67) Ce (G) NZA Curb Opening Information Length of a Unit Curb Opening I., (C) 5.06 feet Height of Vertical Curb Opening in Inches H,,,, 600 I inches lHeight of Curb Orifice Throat in Inches 5,96'. inches Angle of Throat (see USDCM Figure ST-5) Theta 64 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) W,.::::::2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) C� (C) Curb Opening Weir Coefficient (typical value 2.30-3.00) C, (C) i i x: Curb Opening Orifice Coefficient (typical value 0,67) C (C) 0 67. lResulting Gutter Flow Depth for Grate Inlet Capacity in a Sump Clogging Coefficient for Multiple Units Coef Clogging Factor for Multiple Units clog As a Weir Flow Depth at Local Depression without Clogging (0 cfs grate, 9 cfs curb) N/A'inches l Flow Depth at Local Depression with Clogging (0 cfs grate, 9 cfs curb) d. .71 inches As an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 9 cfs curb) cf„ niches Flow Depth at Local Depression with Clogging (0 cfs grate, 9 cis curb) d. . . .... .... inches Resulting Gutter Flow Depth Outside of Local Depression d. 2:::: -N Resulting Gutter Elow Depth for Curb Opening Inlet Capacity In a Sump Clogging Coefficient for Multiple Units Coef= Clogging Factor for Multiple Units Clog Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cfs grate, 9 cfs curb) d. ... inches Flow Depth at Local Depression with Clogging (0 cis grate, 9 cfs curb) 7,4. inches Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cis grate, 9 cfs curb) c' inches Flow Depth at Local Depression with Clogging (0 cfs grate, 9 cis curb) cl„ = 4' inches Resulting Gutter Flow Depth Outside of Local Depression d., = Inches lResultant Street Conditions iTotal Inlet Length L ..... -.O:feet Total Inlet Interception Capacity (Design Discharge from O-Peak) Q. cfs lResultant Gutter Flow Depth (based on sheet O-Allow geometry) d Resultant Street Flow Spread (based on sheet Q-Allow geometry) T ::20;3. feet JResultant Flow Depth at Maximum Allowable Spread c[SPREAD 0: ......... —0.0+ Inches Watninu 5: Gutter flow depth is qmalul ifia:: ille 6 illches UJIOWOd fOf the MINOR STORM ;see 6,)TT-E V— LAYI INLETS.xis, Inlet In Sump 12/2012005,10:58 AM d fA m m 0 •L m C d tU U) n Q LL Cj T �J LL ,J 6 p-2 r N C-d �-d Wo O a `o Z N U N O a` i v E 0 rn O cc, Of D W J y w w a N 'N N N W Lo F U .. = Y O U W N O Y o v y o c o X ,1 )O O NP T.E P 2 J O0 U_ N m O C (D ui O 0) m 01 D. C7 J V P P S E rn (D o m )n co co N C 10 )O N N �M-0 3U P o P 0 O rn rn CUv rn v P O _ dr U? IT Cii v P_ v y C O) O) O) C 3- P P P 0 rn rn o E (O )O P mr v v v v m >r m rn rn C c a— V P V D co� o a _ N U N N P P 0 Co D n o a V CO 0 m w LL a U P 7 N00 O TLL N N O O O ^ N D O O O r) n <o m N C6 ui d J c N L L L U) N O co m w m C O oZ N my 0.0 O CL N � c � o E0� Z N U) m N M acCa Of7- w O 0 0 Z N E y E O Lo Qq Ci CL (D E E E ki TJj cit 0) LO N 0) �I- E E cu C/) C: 0 (T) 0 0 LO it 00 0) CY ----- > W CO 0 0 -j D 0 )) ccoo 0 Itt C:o s. O O CL Q) (1) 00 > > co r.- 0 O c cLd (1) 1 ..0 ci NO V) D co 0 O U) o 0 Z 0 Storm 1 - Area Inlet 6" Orifice Pate - Max Flow Cale (100 yr event) LOCATION: KECHTER / ZIEGLER ROUNDABOUT PROJECT NO: 203-22 COMPUTATIONS BY: MPO SUBMITTED BY: North Star Design DATE: 02/14/2006 Submerged Orifice Outlet: release rate is described by the orifice equation, Qo = CoAo sgrt( 2g(h-Eo)) where Qo = orifice outflow (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.2 ft/s Ao = effective area of the orifice (ft) Eo = greater of geometric center elevation of the orifice or d/s HGL (ft) h = water surface elevation (ft) Qo = 1.60 cfs outlet pipe dia = D = 12.0 in Invert elev. = 4914.69 ft Area inlet invert Eo = 4914.94 ft h = 4917.68 ft - 100 yr WSEL Overtopping Elevation Co = 0.62 solve for effective area of orifice using the orifice equation Ao = 0.194 ft2 28.0 in orifice dia. = d = 5.97 in Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering) d/D= 0.50 kinematic viscosity, u = 1.22E-05 ft'/s Reynolds no. = Red = 4Q/(pdu) = 3.36E+05 Co = (K in figure) = 0.62 check Use d= A0 = Q nrar 6.0 in 0.196 ft' = 1.62 cfs 28.27 in 1 Max Flow FAA Pond.xls P-1 a esncp-o,--� z- wQ- w o Z N Q _�- ~�/ z C4Q) \\W= @ 0)!*G %O c Lu §} ! 0 $ LO . )/¥ � $ ID \_> \ \ . @ ` ` A + E / $ \ a- ( , : $ b @2 - ) /// - k m < >to § \ k 2 -E m /§ $ 0 @ \0/ \ - . \ e } } k 0 CD @0 @CD In E E \ k� @ ` 6 0/ m; \k 0 t : % G . zU) Lu §)0 . $ �C§ k)) @ x w co '6 z z m rv/-A 0 w a. 0co - > W 0 0 < (Y) LO LO ID (D 0 0 N 0 N 0) r**4- Qc) LO + Irmm r Tm- < + 0 0 (Y) cl LO LO U) o (Y)C: cn .. . ... z0 0)0) +0 0 Jc 0 ca Co LO (D Q) M Lo > co 0 O N_O 0.C: o cy? J + jD0J(nCn E 0 LO 0 E N 0 Cri 0 0) 6 .0 w 0 Q. N 44 On E E w 0 (D w N0 ry U) c 0 Appendix D — Homestead Pond 1 Recalculation and Overtopping Comparison 1 1 1 i 1 1 1 ��GALC� Ht�M� Design Procedure Form: Extended Detention Basin (EDB) - Sedil ao p/D in Facility ' Designer: MPO Company: NORTH STAR Date: February 14, 2006 Project: KECHTER I ZIEGLER ROUNDABOUT Location: Sheet 1 of 3 1. Basin Storage Volume I _ a - 28.$9 % A) Tributary Area's Imperviousness Ratio (i = la / 100) i = -0.29 :. - B) Contributing Watershed Area (Area) Area = 23.43 L acres C) Water Quality Capture Volume (WQCV) WQCV = - 0.15 watershed inches (WQCV =1.0 • (0.91 • 1' - 1.19 ' 1` + 0.78 ` 1)) D) Design Volume: Vol = (WQCV / 12) . Area • 1.2 Vol = .0.344 acre-feet 1 2. Outlet Works A) Outlet Type (Check One) B) Depth at Outlet Above Lowest Perforation (H) C) Required Maximum Outlet Area per Row, (A.) D) Perforation Dimensions (enter one only): i) Circular Perforation Diameter OR ii) 2" Height Rectangular Perforation Width E) Number of Columns (no, See Table 6a-1 For Maximum) F) Actual Design Outlet Area per Row (Aa) G) Number of Rows (nr) H) Total Outlet Area (Apo 3. Trash Rack A) Needed Open Area: A, = 0.5 ' (Figure 7 Value) • Ao, B) Type of Outlet Opening (Check One) C) For 2", or Smaller, Round Opening (Ref.: Figure 6a): i) Width of Trash Rack and Concrete Opening (W,a„,) from Table 6a-1 ii) Height of Trash Rack Screen (HTR) X Orifice Plate Perforated Riser Pipe Other: H = 1.50 feet ,1 Ao = _-.. 1:11 square inches 3/I Lo M>krc4cEs D, D = 1.190 inches, OR W = inches no r^1Vsnumber Aa -,-.,square inches nr �5.,,-=:!number A,, `��S00`. ,square inches -,square inches X a < 2" Diameter Round =:'2" High Rectangular Other: Wo c :9- '-.'.inches HTR- 48.inches rP,' , > i -7 &c?�F_S Z 1 '7-� ► m Sac' C� ►d�cs Sew USDCM VOL 3 BMP Design Forms v2.03 (20030121).xis, EDB 02/14/2006, 2:10 PM PROPOSED HOMESTEAD POND VOLUME w/ MODIFIED BOX TOP LOCATION: KECHTER / ZIEGLER ROUNDABOUT PROJECT NO: 203-22 COMPUTATIONS BY: MPO SUBMITTED BY: North Star Design DATE: 02/14/2006 New Water quality required = 035 ac-ft 100-Year Detention Required = 1.49 ac-ft Total Detention Required = 1.84 ac-ft Ex. Structure WQ WSEI New WQ Volume by Raising Structure Top 0.2'_ Ex. Structure 10-Year WSEI Ex. Structure Rim - 100-Year WSEL New 100 Year WSEL (Raise Overflow Location 0.1' Water Tops to Triple HERCP Drop Box (Designed for 47 cfs; Stage (ft) Surface Area from NES rept (ft') Incremental Storage (ac-ft) Detention Storage (ac-ft) Total Storage (ac-ft) 4913.9 0 4914.0 38 0.00 0.00 4914.1 116 0.00 0.00 4914.2 396 0.00 0.00 4914.3 925 0.00 0.00 4914.4 1707 0.00 0.01 4914.5 2767 0.01 0.01 4914.6 4127 0.01 0.02 4914.7 5877 0.01 0.03 4914.8 8302 0.02 0.05 4914.9 11292 0.02 0.07 4915.0 14806 0.03 0.10 4915.1 18939 0.04 0.14 4915.2 23835 0.05 0.19 4915.3 28730 0.06 1 0.25 4915.4 33677 0.07 0.32 4915.45 36085 0.04 0.00 0.36 4915.5 38493 0.04 0.04 0.40 4915.6 43113 0.09 0.14 0.49 4915.7 47146 0.10 0.24 0.60 4915.8 50774 0.11 0.35 1 0.71 4915.9 54079 0.12 0.47 0.83 4916.0 57027 0.13 0.60 0.96 4916.1 60000 0.13 0.73 1.09 4916.2 62870 0.14 0.88 1.23 4916.3 65477 0.15 1.02 138 427 0.15 1.18 1.53 685 0.16 133 1.69 74 0.16 1.49 1.85 W4916.972280 427 0.16 1.65 2.01 326 0.16 1.81 2.17 280 016 198 234207 0.17 2.15 2.50 Note: Stage Storage per Homestead Drainage Report by Northern Engineering Services. ' Worksheet Worksheet for Irregular Channel Project Description Worksheet EXISTING OVERTOPPIN ' Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth ' Input Data Slope 010001, ft/ft Discharge 320.00 cfs 16� Options ' Current Roughness Methcwed Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weighting Horton's Method ' Results Mannings Coefficiei 0.060 Water Surface Elev. 18.63 ft ' Elevation Range '.57 to 20.18 Flow Area 185.0 ft' Wetted Perimeter 316.82 It ' Top Width 316.81 ft Actual Depth 1.06 ft Critical Elevation 18.28 ft Critical Slope 0.071547 ft/ Velocity 1.73 ft/ Velocity Head 0.05 It Specific Energy 18.68 ft Froude Number 0.40 Flow Type Subcritical ' Roughness Segments start End Mannings Station Station Coefficient ' -3+21 3+05 0.060 Natural Channel Points Station Elevation (ft) (ft) -3+21 20.18 -2�84 19.74 ' -_+39 19.24 ;+98 18.88 -1+46 18,40 -0+97 17.99 -0+65 17.81 -0+21 17.78 0+00 17.57 0+20 17.61 0+63 18.00 0+99 18.30 1 •40 — 18.60 oXI Ai ( i 7(, ✓I%1t / 214THr F- J AAtJ l A 1,C 6- L.L : Ex I S 1 11�t✓1 Fi ✓>� I ,.l �t_�d�piT1c1,1 1 S Project Engineer: Michael Oberlander n:\20:--'- :,echterziegler\drainage\overtopping.fm2 North Star Design, Inc. FlowMaster v6.1 (614n] 12/2... t 5 J3:22:50 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 2 Worksheet Worksheet for Irregular Channel Na- :I Channel Points S;j:ion Elevation (it) (ft) 1+84 18.81 2+28 19.05 2+60 18.99 3+05 19.69 Project Engineer: Michael Oberlander n:\203-22 kechterziegler\drainage\overtopping.fm2 North Star Design, Inc. FlowMaster v6.1 (614n] 12/20/05 03:22:50 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 of 2 Table Rating Table for Irregular Channel Project Description Worksheet EXISTING OVERTOPPIN Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 010000 ft/ft Options Current Roughness Methrrved Lotter's Method Open Channel Weighting )ved Lotter's Method Closed Channel Weightint Horton's Method Attribute Minimum Maximum Increment Discharge (cfs) 0.00 700.00 50.00 DischargE (cfs) Water Surface Elevation (ft) Velocity (fus) Flow Area (ft') Wetted Perimetef (ft) Top Width (ft) 0.00 17.57 0.00 0.0 0.00 0.00 50.00 18.07 1.03 48.3 179.08 179.08 100.00 18.23 1.27 79.0 216.25 216.24 150.00 18.35 1.42 105.9 245.02 245.01 200.00 18.44 1.53 130.7 269.22 269.22 250.00 18.53 1.62 153.9 289.51 289.51 300.00 18.60 1.71 175.8 307.56 307,55 350.00 18.67 1.76 198.4 330.02 330.01 400.00 18.73 1.82 220.2 350.34 350.33 450.00 18.79 1.87 241.2 368.96 368.95 500.00 18.85 1.91 261.4 385.00 384.99 550.00 18.90 1.96 280.9 399.61 399.60 600.00 18.94 2.00 300.1 413.62 413.61 650.00 18.99 2.04 318.8 426.89 426.88 700.00 19.06 2.00 350.01 482.341 482.33 Project Engineer: Michael Oberlander n:\203-22 kechterziegler\drainage\overtopping.fm2 North Star Design, Inc. FlowMaster v6.1 [614n) 12/20/05 12:00:04 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 EXISTING BACK OF WALK - KECHTER/ZIEGLER OVERFLOW NORTH I EAST ELEV DIST STA 1429045.16 i 3133992.42 I 49 00.18 1 321.34 I 1 37.18 1429045.74 I 3134029.60 I 4919.74 284.16 I 45 32 1429046.22 3134074.91 1 4919.24 _ 238.85 I 40.92 1429046.69 1 3134115.82 I 4§18.88 197.93 1429047.45 3134167.21 I 4918.40 51.39 146.54 1 1 50.03 1 1429048.14 1 3134217.23 1 4917.99 96.51 I 31.56 1 1429048.59 3134248.79 i 4917.81 64.96 i 44.17 1429049.21 I 3134292.95 1 4917.73 20.78 1 20.78 1429035.80 1 3134308.83 4917.57 0.00 1 2043. 1429015.38 I 3134308.98 1 4917.61 20.43 � � 78 1428972.60 3134308.96 49180 63.20 I E35.87 1428936.73 3134309.00 9 480 99.08 40.90 1428895.83 3134309.15 4918.60 139.97 43.82 1428852.02 3134310.27 4918.81 183.80 44.55 1428807.49 1 3134311.62 1 4919.05 228.35 i 1 31.72 1428775.78 3134312.50 4918.99 260.07 45.25 1428730.55 3134313.77 4919.69 1 305.32 ' Worksheet Worksheet for Irregular Channel Project Description Worksheet PROPOSED OVERTOPP Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 010000 ft/ft Discharn, 32o nn cfs - Options Current Roughness Methcrved Lotter's Method Open Channel Weighting rved Letter's Method Closed Channel Weightint Horton's Method Results Mannings Coefficiei 0.060 ' Water Surface Elev 18.88 It -<Z— Elevation Range 1.05 to 20.18 Flow Area 201.1 ft' Wetted Perimeter 390.56 ft ' Top Width 390.55 ft Actual Depth 0.83 ft Critical Elevation 18.58 ft ' Critical Slope 0.076067 ft/ft Velocity 1.59 ft/s Velocity Head 0.04 ft Specific Energy 18.91 ft Froude Number 0.39 Flow Type Subcritical ' Roughness Segments Start End Mannings Station Station Coefficient -3+,,3 3+07 0.060 Na',. I Channel Points S:. ion Elevation '2+16 20.18 +80 19.74 --,23 19.24 -;+93 18.88 -1+42 18.40 +06 18.11 -C+65 18.05 00 18.45 ...69 18.05 18 18.35 31 18.51 +42 18.60 ' +36 18.81 Si G �A i=XI Project Engineer: Michael Oberlander n:V03-'-2 kechterziegler\drainage\overtopping.fm2 North Star Design, Inc. FlowMaster v6.1 [614n] 12/20/C5 C3:23:16 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Pagel of 2 Worksheet Worksheet for Irregular Channel Nnlu:r;l Channel Points Station Elevation 0r) (n) +30 19.05 2+62 18.99 3+07 19.69 Project Engineer: Michael Oberlander t n:\203-22 kechterziegler\drainage\overtopping.fm2 North Star Design, Inc. FlowMaster v6.1 [614n] 12/20/05 03:23:16 PM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 of 2 Table Rating Table for Irregular Channel Project Description Worksheet PROPOSED OVERTOPP Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 010000 ft/ft Options Current Roughness Methrrved Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weighting Horton's Method Attribute Minimum Maximum Increment Discharge (cfs) 0.00 700.00 50.00 DischargE (cfs) Water Surface Elevation (ft) Velocity (ft/s) Flow Area W) Wetted Perimetei (ft) Top Width (ft) 0.00 18.05 0.00 0.0 0.00 0.00 50.00 18.43 0.89 56.4 262.89 262.88 100.00 18.55 1.12 89.2 293.17 293.16 150.00 18.64 1.28 117.6 317.92 317.91 200.00 18.72 1.39 144.1 343.23 343.22 250.00 18.79 1.48 168.9 365.34 365.33 300.00 18.85 1.56 192.1 383.85 383.84 350.00 18.91 1.63 214.4 400.39 400.38 400.00 18.96 1.70 235.8 415.85 415.84 450.00 19.02 1.72 261.8 452.90 452.89 500.00 19.07 1.75 285.9 481.82 481.81 550.00 19.11 1.81 304.4 488.51 488.50 600.00 19.15 1.86 322.4 494.93 494.92 650.00 19.18 1.91 339.9 501.11 501.10 700.00 19.22 1.96 357.11 507.071 507.06 Project Engineer: Michael Oberlander ' n:\203-22 kechterziegler\drainage\overtopping.fm2 North Star Design, Inc. FlowMaster v6.1 [614n) 12/20/05 12:00:40 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 PROPOSED BACK OF WALK_- KECHTER/ZIEGLER OVERFLOW NORTH EAST ELEV DIST f STA 1429045.16 3133992.42 .920.18 316.35 1429045.74 1 i 3134029.60 F 4919.74 37.18 45.32 279.17 1429046.22 j 3134074.91 !_ 4919.24 ; 233.85 40.92 1429046.69 3134115.82 i 4918.88 j 192.94 1429047.45 I 3134167.21 4918.40 51.39 141.55 35.40 1429047.94 3134202.61 4918.11 106.15 i 40.89 1429055.53 3134242.78 4918.05 65.26 65.26 1429030.12 1 3134302.89 4918.45 ! 0.00 I 68.94 1428965.62 3134327.24 1 4918.05 68.94 49.05 1 1428920.06 3134309.06 4918.35 1 1 117.99 12.81 1428907.25 3134309.11 4918.51 130.80 11.42 14288 55. 33 113 3309. 55 4918.60 142.22 43.82 142,8852.02 3134310.27 9918.81 186.05 44.55 1428807.49 3134311.62 44919.05 230.60 31.72 1428775.78 3134312.50 4918.99 262.32 45.25 1428730.55 3134313.77 4919.69 307.57 Appendix E — Homestead and Sage Creek Report Excerpts ;r prrLK WIR $n, LAN w0 fyr R RCILAwSli MGM . 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USP saU4EARIES It P e L In BLOCK 1 I I I N In i��� 40, `—may �— ;4 ,,� 14,' 1 I �f it 1. {io Il, i I N JlRccrou cr Mxu4o :LON' Z? a _ y .-✓:. r, .. _ , "I \ — 111 ; T IRECI�C. nr CCrCE4•RA ED rLCw N eY I 1 �� «` IRIP Y tar�9A\ WWs '[ 2 3\ "`' 1� 1 EORECMLOarA'wOE CEl,t CrEC' CR3 W W ; y--yn - ' -- ...use f i 3�. i -U _ \ / t 1 y`r^�Tn' 1 _ c Ruuorr .mLc 'r, .Z> � �, \ I 0 R _ \ I 1-2 ORIVE:, ` v \\ \ e 'cb• FOR DRAINAGE REVIEW ONLY 2W -~ - t _ _ I . ' \ \ \ / 'O'\ HOMESTEAD ' I NOT FOR CONSTRUCTION C' vip P.U.D. .��[i.��C4�' REca,ai O` AEzWERT�wa crD FRo 400 W`. 1 12 - t �n f � ` i t ;'. \ :. •. � I I I11 �1 1 � 41. '\\ \ � •`-.,,,,, --_ 1 � :1 I -4-: n. ;`, �Y � I .- � -- --- •>r�!- s 1 y-:: _ _ '11 MIN T FOR CONSTRUCTION " .,. PRELIMINARY _ OS/2 0 W+ L > I I BL CK 2' / r s T'Y \ �\ \ 41, N e i L L ', OI P c,CE ER OF COLORAA'O 8 CENTER OF COAOFACO - ug \ to G 1-800-922-1987 a� \ DR303-232-1991 o(weRo xz CALL z eUSPESS EATS P ADVAwCE eEvW EORE W. GRADE, OR EXCAVATE FOR 3NE NAPKUS OE UNCERCROU4a Z uEu4ER UTUT45. � ��• ... }.�— .� t�� � i •? b •>''=•FI"n '' s• vv+t' s%;5, 'T y I , 7 ` \I SC� I - - -• _ _ �/ • i' 2 { m , ` :t .r.:'`I<I'r4•i!.'• ?FI _SIDEC T a \ 1 4. . au ou BL �._ - \ k k _ q/ //fit 1 i E � [. �OV � �v • ��J yJ .Is aCl `` �. r✓ 7 k - .. ' r;- '. � I ^a: D \ x, � \ I I 4_, "E'a, � I . ; .. / J `,,�0EWC:4 Ra40ICON Suite: � � • Q OSjr CL U..wT` Mile` ! \` - 4 ! ✓v. ,�' I V 1E KTCN40RO40 I IS S. EusIE*AXI SNM> .R E'jG 2 y x I � �w[asvc1aeNNIuar�I�R,aqp[��1�?'�� K-rt i . i � �, r i � � •� / � �� I Y Z�, 1 MS / ^ R- er• ... T ": , I �' _____ — _ _ J,� _ rw it I ,1 T PRO I Rate: a. 10 "♦ ffa-r-fYi'=' '` x; s#,�rrz x' , ccrvc.1Pow 2--/" 21EGCER ROAD "wr_ ! -- 3 ^r x ( SWAP,. Iz(( _ _ .. ....-..:::. - "* SC L swIS Tel; ,R i`w ZIEGLER ROAD II11 Z = X J w LL �' O W Z Q W H In W 'El FOSSIL LAKE W FIRST FILING I Z� jJI a a .•x.-,.rti..' 'k.�. I. Q 00' I 1 --'s LIRIMER COUNTY ENGINEERING . r .y ,a..),r _. int] I =fir APPROVAL -- ��1�- Sheet r Yv; tii c _ 4 _ _ _ _ I ' i I 1 _ 1�� !/ W �/SF�• ' _ "/ I�� II I I .�"r..wa.., .,L s I D R 1 I Of 38 Sheets .I L c t - o m 'n o N u N � M jai 71 0 - a p >. - yet OOOO�nin�n00 _�inp !lln���lll..n��� - 0 0 0 0 0 0 0 0 0 0 O p OO O O�� O � J A > 0In o 0000000o G •� J V C N N TO) _ :.7 - N 0 7 c rt1 c n1 n Jp n 0 v U ur O p N N N N N N N N N N N N j � J ul 0 0 N m _ N O O U o - `= - N 'D — r W N n tD FmJill M t14 Ell k Joil liiiiiiiiiii I Pond One Stage -Storage Volumes Elevation I Surface Area I Cummulative I Cummulative (ft) (ftz) Average Conic Volume V01ume (ft3) (ft) 4917.0 73,207 106,701 105;907 4916.9 72,270 99,427 98,633 4916.8 71,326 92.247 91,453 4916.7 70,427 85,160 84,365 4916.6 69,574 78,159 77,365 4916.5 68,685 71,247 70,452 4916.4 67,427 64,441 63,647 4916.3 65,477 57,796 57,002 4916.2 62,870 51,378 50,585 4916.1 60,000 45,23E 4916.0 57,027 39,384 4915.9 54,079 33,828 4915.8 50,774 28,586 4915.7 47,146 23,690 4915.6 43,113 19,177 4915.5 38,493 15,096 4915.4 33,677 11,488 4915.3 28,730. I 8,368 4915.2 23,835 6,930 4915.1 18,939 5,982 4915.0 14,806 4,295 4914.9 11,292 2,990 4914.8 8,302 2,010 4914.7 5,877 1,301 4914.6 4,127 801 4914.5 2,767 457 4914.4 1,707 233 4914.3 925 101 4914.2 396 35 4914.1 116 10 4914.0 38 2 4913.9 2 0 38,591 33,037 27,795 22,900 18,389 14,311 10,705 7,588 6,605 5,954 4,271 2,970 1,994 1,289 791 449 227 0 C NORTHERN PROJECT NO ENGINEERING CLIENT �-- -,I NE=":�Ll--WCALCULATIONS FOR SERVICES, INC. MAOE8Y t - E". FORT COLLINS. COLORADO 80521 --CHECKED DATE ---.--SHEET OF A 3 NIENORTHERN ENGINEERINGC. SERVICES, IN PROJECT -------------- CLIENT �__CALCULATIONS NO FOR FOR' COLLINS. COLORADO BUS21 MADE BY DATE --_CHECKED BY DATE ----SHEET OF 2- A 117m: 'n f_:_ L A A 6, FT- C Lu WC D &, I&E . 4-to 4__ j.qj5 Ig� Homestead Second Fllincg Pond 15izincj -- I 0-year FAA Method Calculations By: M.Keefe . Date: 05/2 1 /03. IV Composite 'C' Area Release Rate -_ (Developed) (acres) (cfs) 0.34 17.3 TIME TIME INTEN51TY Q 10 Runoff Release Required Requ red cum 10 year Volume Cum total Detention De (min5) (Secs) tendon (m/hr) (cfs) F (ft ^ 3) (ft 3) (�t 3) (ac-ft) 0 0 0 0.00 p 0.0 0.0 0.000 5 300 4.670 28.65 8594 1038.0 7555.E 0.173 10 600 3.780 22.23 13340 2076.0 15 900 0.259 3. 190 18.7E 1 E887 3 I i 4.0 13773.2 0.3 1 6 20 1200 2.740 16.12 13340 4152.0 15186.0 25 1500 2.440.3 O 14.35 2 t 528 5 190.0 1 8.1 0.37575 30 1800 2.210 13.00 23399 6228.0 17170.E 0.3 35 Q 2100 2.000 11.76 24704 7266.0 174384 0.494 0. 0 anc... K��� �.94 5.. ' - .�a�'` `.� . • _ _ - . $,�, .� _ ...,,. _. Peak 45 2700 1.690 9.94 26840 9342.0 17497.E 0.4017 50 3000 1.580 9.23 27881 10380.0 17500.7 0.4018 55 3300 1.460 8.71 28728 11418.0 17309.7 0.397 60 3600 1.400 8.23 29645 12456.0 17189.3 0.395 65 3900 1.350 7.34 30969 13454.0 17474.7 0.401 70 4200 1.250 7.35 30881 14532.0 16346.5 0.375 75 4500 1.200 7.0E 31763 15570.0 16192.8 0.372 80 4600 1.150 6.7E 32469 I6608.0 15860.E 0.364 85 5100 1.100 6.47 32998 17646.0 15352.0 0.352 QO 5400 L000 6.23 33669 18684.0 14984.E 0.344 95 5700 1.020 6.00 34198 15722.0 14475.9 0.332 100 6000 0.960 5.7E 3458E 20760.0 1382E.2 6300 0.3 17 ! 05 0.9?O 5.53 34633 21 798.0 13035.2 110 6600 0.900 0.299 5.29 34939 2263,.0. 12103.1 0,278 115 6900 0.8E0 5.0E 34304 23874.0 11029.8 0.253 120 7200 0.820 14.82 34727 24912.0 5815.3 0.225 f10MC5tead Second Fllincj Pond 1 51zincj -- 1 00- year FAA Method Calculations By: M.Keefe Date: 05/2 1 /03 Comp051te 'C' Area Release Rate (Developed) (acres) (c f5) 0.43 1 7.3 4.64 TIME TIME INTENSITY Q 100 Release Reclujred Rec(uired cum 100 year Runoff Volume Cum total Detention Detention (mm5) (secs) Qn/hr) (cf5) (ft ^ 3) ( ^ 3) (ft ^ 3) 0 0 0 0.00 0 0.0 5 300 9.950 74.02 22205 1392.0 208103.4 0.4708 IO 600 7.720 57.43 34457 2784.0 31673.4 0.727 15 900 6.520 48.50 43652 4176.0 39476.I 0.90E 20 1200 5.600 41.6E 49990 5568.0 44422.1 1020 25 1500 4.560 37.05 55569 6960.0 48609.3 I.I 16 30 1800 4.520 33.62 60524 8352.0 52171.7 1.198 35 ^-.0 2100. 4.080 30.35 63737 9744.0 53993.4 1.240 2400 3,740 27.82 66772 I I136.0 55636.5 1.277 45 2700 3.460 25.74 69495 12528.0 56967.1 1.308 50 3000 3.230 24.03 72084 13920.0 58163.9 1.335 55 3300 3.030 22.54 74383 15312.0 59070.E 1.35E 60 3600 2.860 2I.28 76592 I6704.0 59887.9 I.375;. 65 3900 2.720 20.23 789I3 I8096.0 60816.9 1.39E 7 1 4200 I 2.590 19.27 80921 19488.0 61433.4 1.410 75 4500 2.480 18.45 83019 20880.0 62139.2 I.427 80 4800 2.360 17.70 84983 22272.0 6271 I.I I.440 85 5100 2.290 17.04 86880 23664.0 63216.1 1.451 90 5400 2.210 = 16.44 88777 25056.0 63721 I.463 95 5700 2.130 15.85 90317 26448.0 .0 63868.9 1.46E 100 6000 2.000 15.32 9 1 946 27840.0 105 6300 2.000 14.88 93731 29232 O 64499.4 I 110 6600 I .9'O l4 43 95249 `+ 30604 0 64625.0 .481 I .484 I 120 7200 u, t.3060 .. P Cal .1.800 13.39 33408.0 63001.4 1.44E EL 1111�11 NORTHERN PROJECT _ _ JQB NO riftENGINEERING CLIENT -.--______._CALCULATIONS FOR_ SERVICES, INC. rl � ` 'ORT Cp lINS COLORA00 RO2' MADE BY DATE CHECKED BY DATE __SHEET `� j �br�D �L�� � ►�, -milt lv : '55 TIA E i' � O 1--t �il-Y� I o-Y 2. �� ► F i C� y�-i 1 L� c►--s F-4 �Z- C L i-i C - 3. 3 1- Lo v�-j 3.� Z LFS WEIR FLOW WORKSHEET Project: Hearthside By: ATC Date: 5/232003 Weir Equation: O=CLH ' 0--- Flow (cfs) C= Weir Coefficient = 2.60 L= Length (R) D H=Head (fl) Water Surface Elev = 18.58 -4s;cz""��` � Total flow calculated at WSEL= 320.70 = -' od�Er-TCJpPI � Section L1 h L2 R Total Weir Length R Bottom Elevation R Head (H) R O (CIS) 1 0 0 0 19 -0.42 0.00 I 2 10 10 10 18.939 -0.359 0.00 3 10 20 20 18.878 -0298 0.00 4 10 30 30 18.817 -0.237 0.00 5 10 40 40 18.756 -0.176 0.00 6 10 50 50 18.695 -0.115 0.00 7 10 60 60 18.634 -0.054 0.00 8 10 70 70 18.573 0.007 0.00 9 10 80 80 18.512 1 0.068 0.19 10 10 90 90 18.451 0.129 0.80 11 10 100 100 18.39 0.19 1.66 12 10 110 110 18.329 0.251 2.69 13 10 120 120 18.268 0.312 3.88 14 10 130 130 18.207 0.373 5.21 15 10 140 140 18.146 0.434 6.66 16 10 150 150 18.085 0.495 8.23 I 17 10 160 160 1 18.024 0.556 9.90 18 I 5 165 165 18 0.58 5.57 19 0 0 165 18 1 1 0.00 20 I 10 10 175 17.925 0.655 19.57 21 I 10 20 185 17.85 0.73 14.98 22 10 30 195 17.775 0.805 17.48 23 10 40 205 1 17.7 0.88 20.11 24 10 50 215 17.625 0.955 22.85 25 3 53 218 17.6 0.98 7.42 26 0 0 218 17.6 1.4 0.00 27 10 10 228 17.67 0.91 32.27 28 10 20 238 17.74 0.84 21.28 29 I 10 30 248 17.81 0.77 18.78 30 10 40 258 17.88 0:7 16.38 31 10 50 268 17.95 0.63 14.10 32 7 57 275 18 0.58 8.56 33 0 0 275 18 1 0.00 34 10 10 285 18.048 0.532 17.43 35 10 20 295 18.096 0.484 9.41 36 10 30 305 18.144 0.436 8.11 37 10 40 315 18.192 0.388 6.88 38I - 10 50 325 18.24 0.34 5.71 39 I 10 60 335 1 18.288 0.292 4.62 40 10 70 345 18.336 0.244 3.61 41 10 1 80 355 18284 0.196 2.68 1 42 10 90 365 18.432 0.148 1.85 43 ( 10 100 375 18.48 0.1 1.14 44 10 110 385 18.528 0.052 0.54 45 10 120 395 18.576 0.004 0.12 46 10 130 405 18.624 -0.044 0.00 47 10 140 415 18.672 -0.092 0.00 48 10 ISO 425 18.72 -0.14 0.00 49 10 160 435 18.768 -0.188 0.00 50 10 170 - 445 18.816 -0.236 0.00 51 10 180 455 18.864 -0.284 0.00 52 10 190 465 18.912 -0.332 0.00 53 10 200 475 18.96 .0,38 0.00 54 10 210 485 19 1 -0.42 0.00 TOTAL= 320.70 ------------ ' I `I a I i - �; CA PRELIMINARY" NOT FOR CONSTRUCTION 05/21/03 •J� ' ,r)yf NOT TO SCALE 1 � / i /' �/ HOMESTEAD •% P.U.D. 1 � sZ "4kl VjiF 2AiZINS ,\ .1 r 5I i \ 'SOS J N MCCLE�.i.> IDS .:ZEx U. 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DW ,, CHECNED Or. h•� � DW V CNECXED or. � a FOR DRAINAGE REVIEW ONLY MEMO a z m n NOT FOR I'rw "cart nJ0 CONSTRUCTION nu: I XXI" roO rsr a DETENTIDN POO I POW a r� um Dan PONDS A 9 j L I tL SEL ma0 «aa 093ag. 8P v:ii8� aigg mr«c'mr «,,,,,x ---- � mass Ann 3r°� Ig P G��a ,m+ur T.Los-Itw '"; Pf4fa�9t C�'4EYg . AIAaIUI nlIc •xf'"3� 6� naa 4 Tr rEaneD "' 'a I �eg��9, ill61x =4ri - _ GaE-fFFT) l ulgr AYAL mmar Ico-ruA � = a WTALL ' RAiE ua :am I 5 (6S) a NOTES: 1\ - ALL DISTURBED AREAS ti ARE TO BE RESiEDED a `. % • AND MULCHED WTHIN 30 DAYS Or • DISTURBANCE A10 J • 31 ALL INLETS TO HAVE _ I GRAVEL INLET MTERS A10 �-i 0 O Br E c 2m S CIO _R H Q V! NLLv i , }LjpiN E 434-021A ------------- 8 No Text