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HomeMy WebLinkAboutFinal Drainage ReportREVIEWS By JUL 10 2006 FINAL DRAINAGE REPORT FOR VAIL'S FRONT DOOR MARCH 2006 Updated June 2006 ~ cc 1 71)1 L~ JUN 2 3 W: _.._jOWN CAF V Town of Vail opy FINAL DRAINAGE REPORT FOR VAIL'S FRONT DOOR MARCH 2006 Updated June 2006 S Prepared for: Vail Resorts Development Company P.O. Box 959 Avon, CO 81620 Prepared by: Alpine Engineering, Inc. P.O. Box 97 Edwards, Co 81632 (970) 926-3373 TABLE OF CONTENTS 1. Vicinity Map 2. Project Description 1 3. Design Methodology 2 4. Inlets 3 5. Hydraulic Gradient 4 6. Comparison of 1992 Muller Vail Streetscape Drainage Report and Alpine Engineering Flow Rates 5 7. Comparison of 2005 Muller Vail Village Streetscape Drainage Report and Alpine Engineering Flow Rates 8 8. Summary 9 9. Tables: i. Table 1 Drainage Basin Summary ii. Table 2 Pipe Capacity Summary iii. Table 3 U.S. Forest Service Soils Summary 10. Appendix A - Historic Calculations 11. Appendix B - Developed Calculations 12. Appendix C - FEMA and J.F. Sato Floodplain Information 13. Appendix D - Inlet Calculations 14. Appendix E -Hydraulic Gradient Calculations 15. Appendix F - Pipe Capacity Calculations 16. Appendix G - Drainage Evaluation of Gore Creek Drive 4' Wide Cross Pans 17. Appendix H - Comparison of 1992 Muller and Alpine Engineering Flow Rates 18. Appendix I - Comparison of 2005 Muller and Alpine Engineering Flow Rates June 2006 Vail's Front Door Final Drainage Report i 19. Maps: Historic Drainage Area Map 1" = 2000' Developed Drainage Area Map 1" = 2000' US Forest Service Soils Map 1" = 2000' Vegetation Map 1" = 2000' Sheet A - Developed Overall Basin On-Site Drainage Area Map (11x17) 1" = 80' Sheet B - Developed On-Site Drainage Area Schematic (1 lx 17) 1" = 80' Sheet C - Developed Overall Basin Off-Site Drainage Area Map (11x17) 1" = 600' Sheet 1 - Developed On-Site Drainage Map 1" = 40' Sheet 2 - Developed Overall Basin On-Site Drainage Area Map 1" = 40' Sheet 3 - Developed Overall Drainage Area Map 1" = 100' Sheet 4 - Developed Drainage Area Map 1" = 30' Sheet 5 - Developed Drainage Area Map 1" = 20' Sheet 6 - Developed Drainage Area Map 1" = 20' Sheet 7 - Developed On-Site Drainage Area Schematic 1" = 40' Sheet 8 - Developed Overall Mechanical Storm Sewer Routing 1" = 40' Sheet 9 - Historic On-Site Drainage Area Map 1" = 40' Sheet 10 - Historic Overall Drainage Area Map 1" = 100' Sheet 11 - Soils and Vegetation Drainage Area Map 1" = 300' June 2006 Vail's Front Door Final Drainage Report ii 1110N ► • 1.: e..• Lt• `•d ~EIEVATION w • ■ ► t 11 NO .lY-t 'tr +tr ~us'.109e 1'® N.' ~ r` w ~'n I.aOrkn r 't .s ma~y, a x_zm F: "'-_....x■. v?,.., ■wr s u•~'_ ~ _ eUFFAl05 WINDOWS ROAD nr> - `;w 3 r a ,.V1FJ ®LOST BOY WINDOWSROADF'rpi My ~`'li > 14 40 1 0 F1 Nr wv, - - - w -me ~2 jhGCFS ~L~'•~♦ O ply • • r w.> @ RAMSHORN ~Of ,,.~k6 ~~Nd E SKIPPER W~J . ~GOP~~~~' L 1l RO ~l r 6Yi~1 TAQ f LOO fS s~ L/~G~Of. 1.~iHEMEADOWS® z'> ♦OUZ' ' G HOST/fp/ yi+vl rr ~y ~P Sr~~~,NI,wIMW~ aA~ 1 /i~ l wy~1j t y•: 9y fkp l•~G,O A ®C Rf,a w, F ~O~ .OFF P .,rib . ~1L AGLfs ♦9OUZ0 GLADE w BOAl~ GA WVh SS 1 I oGf..r ffkFkp ~APpGC ,1~.~1' ~0Pl SO~r l~ MID•VAIL NfsT p/ Mf Co ®S /Np• l4 `cdt. ♦~L) 00 >Y EXPRE N wrw , GS VIL + i !il I~~`~ ♦ s. 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' '~c @ CATWALK 1 - - ♦ ,r11 7 . 11 111~r~ 1 ~ldlc{,y 'tit: y■}~ !_f -r:,'~$ 1 ,1 .1 - 1 - d0 r{~ll1MAnvl+ atv ;6- h - s r' rrr'"'^►' % r r 1 r~wa 1 /Ad ~~,9 - - dr GITALONG• BEAR TREE 1~ Lw •.t z ~r. 1VINDISCH C ' 9AA4r &;ROrAD r ILLAGESr1 , ^1 i WAY D. _ _ _ _ i q •Z r ^ 1r 3'{vy'i~' ,,'CATWALK-- L-L. x_i!5.,._µ®F%'~1•.`-~di: ` L"~ ■'-1 ti~ tl:y iE,~ . ,a~ ^,~,Q X ~y e ` Dri P,4, - GO! PGO 1 wn~.~y 1 ~A o n ~ j1PLION 5HEAD 6 OF, 4, x a~,p rIAL;r, i iy'~ .4, ~ 1,^-0• 'I CATWALK• LY '-Q.;u Sri ry irErrry S o p rv s~wA , > G Y GITALONG • ` {Ur,' L_ i Y>•t ~p~ FqF O(if i~j ; • i' r- ♦ 4 ROAD' ' 1- VAI LLV ILLAGEi-a~9 7~~ G6 V+ :t. (icy` C' CATN_ALKA; rrw `7Wj42AA sf ~"I Af~•Oq C h:: "`7r.rr 1 O .y i 1..>••..F JOw '"IT"la:_iu~IN~ f M'~M~.7.fi"'7~'+rrt• .r..o d•""1 -p TRW, ^F . SIT' I~'1M' W .W W...r+li1 7w Y~ x GOPHER. n7:. 'HILL O . • , + 1 V pi i r tLEVAPON 1' -L4:\*~ O ~ ."'_F~•,.~. f~ ~1II~ u~~L,dh., \T■RT.'~ v ' -z.505m-' l~~.t-'~~~ \=1y~'~Lf.•, - - .v~T; Y~'.[ 1►y41►~t~+ - - - 47L1 Al LODGE AT VAIL ■ VICINITY MAP wro L 3 E° am O J C-Vl O O Q Q ~ 01 E O .O cu O O V cv .N 'i. . O N Cl) 0) C CIO L O E O ~RS U > CU CZ L . co ,Q cc sz ca > '0 Q) O 4 CL 4.- v) L V` RS O O E .+..r 0 V O U ,,,,y~{~ CIO Q~ W F- N 0. ~ t: cts M 13. O U ro o Y i% s~ IQ~i u C-V 2. Project Description Vail's Front Door is proposed to be constructed at the base of the Vista Bahn and south of the Lodge at Vail in Vail Village. The proposed development will include a Skier Services building, a Ski Club building and the Residences (Chalets) townhome development and associated underground parking garages. A Mountain Services tunnel will be constructed from Vail Road underneath the proposed development to provide vehicular access to Vail Mountain Forest Service property. This report addresses the impact Vail's Front Door project will have on storm w drainage going into the Town of Vail's storm drain system. Five study points were chosen to determine the quantity of runoff as a result of the proposed development. On- site storm sewer was also sized in this report. Study Point A is the storm sewer outfall into Mill Creek on the east side of the project. The Vista Balm and a portion of Vail Mountain drain to this study point. Other than the relocation of the Vista Balm, not much development is proposed in this basin. Study Point B is southwest of Siebert Circle at the top of Bridge Street at an existing inlet. Piping is proposed to connect the existing inlet in front of Los Amigos to the existing inlet that outfalls to the Bridge Street storm sewer system. Study Point C is between One Vail Place and the Hill Building. It is proposed to rebuild the existing storm sewer trench drain at the ticket office in this area and connect it into the proposed Vail Streetscape Improvements storm sewer at the southwest corner of Christy Sports on Wall Street. Study Point D is at the intersection of Gore Creek Drive and Vail Road west of the Lodge at Vail at the west side entrance to its' parking lot. A portion of the Ski Club/Spa, a portion of the Lodge at Vail and the Vista Bahn ski yard will flow to this June 2006 Vail's Front Door Final Drainage Report 1 NNW existing Town of Vail existing 30" diameter CMP storm sewer towards Checkpoint Charlie and down Willow Bridge Road to Gore Creek. Study Point E is an existing inlet at the southeast corner of the intersection of Vail Road and Forest Road. A portion of the Residences (Chalets) and a portion of Vail Mountain will also flow into this Town of Vail existing 36" diameter CMP storm sewer system that flows down Vail Road to Gore Creek. The hydrology to calculate the existing and proposed flows to the five study points is included in this report. On-site proposed storm drain pipes and inlets were evaluated for the 100 year storm. 3. Design Methodology A drainage report for the Vail Streetscape Drainage Improvement by Muller Engineering Company, Inc. dated January 17, 1992 analyzed some of the drainage basins included in this report. Excerpts from that report are included in Appendix H. The drainage basins were redone for this report at the study points shown on Drainage Area Maps, Sheets 1 and 2. Peak flows for the larger basins to Study Points A and E were calculated using the TR55, "Urban Hydrology for Small Watersheds", June 1986 as prepared by the U.S. Soil ' Conservation Service. A representative from Vail Associates, Brian McCartney, showed Alpine Engineering, Inc. some of the culverts on Vail Mountain that he was familiar with and these culverts and others found on a field trip are shown approximately on the 100 scale drainage area maps. Drainage divides were delineated based upon the existing culverts and drainage patterns observed in the field. TR55 was used to calculate Runoff Curve Number (RCN), the Time of Concentration (Tc), and flow rates (Q). These June 2006 Vail's Front Door Final Drainage Report 2 Alm It- calculations may be found in Appendix A and B. The 24-hour precipitation (P) values were taken from the Muller Drainage Report and were found to be 2.0 and 2.9 inches for the 10 and 100 year storms respectively. Flows were calculated using the actual soil types as obtained from the U.S. Forest Service soils maps. A soils summary may be found in Table 3. Runoff Curve Numbers were generated using meadow for ski runs, woods in good condition, impervious for buildings and gravel roads for mountain roads. The appropriate hydrologic soil type was used for each area. Peak flows for the smaller basins B, C and D were calculated using the Rational Method. These calculations may also be found in Appendix A and B. Mechanical plans were obtained for the proposed routing of storm sewer through the proposed buildings and the overall drainage divides were based upon this routing. The routing may be seen on Sheet 8, Developed Overall Mechanical Storm Sewer Routing. Manning's Equation was used to determine pipe capacity for the proposed storm drain outfall pipes and calculations are included in Appendix F. 4. Inlets „Appendix D contains dimensions for typical inlets proposed for this project. Open area and weir length has been provided based upon Neenah grate charts where available. A copy of the Neenah inlet and its equivalent D&L Supply grate has been included. A list of Neenah's Bicycle Safe Grates charts has also been included to show that each of the proposed inlets is bicycle safe. Calculations for inlet capacity and flows to each inlet may also be found in Appendix D. The weir and orifice equations were used to determine the head required based upon the flow rate to that inlet. Some inlets were June 2006 Vail's Front Door Final Drainage Report 3 analyzed using the Denver Urban Drainage and Flood Control District (UDFCD) UD- Inlet V2.13 Excel Spreadsheet where applicable. Results may be found in Appendix D. All inlets were evaluated for the 100 year storm. 5. Hydraulic Gradient An overall flow to the proposed storm drain outfall at Mill Creek was calculated in Appendix B. The proposed pipe is planned to outfall into an existing 36" CMP that outfalls into Mill Creek. The FEMA floodplain (see Appendix C) appears to be approximate and the elevations do not seem appropriate for this study. A preliminary floodplain study has been completed by J.F. Sato (see Appendix C) and the elevation of _ the 100 year floodplain at the 36" CMP outfall in. Mill Creek is 8190. This elevation was used as the starting water surface for the hydraulic gradient. The hydraulic gradient for the proposed pipe run was then calculated using the Hydraflow Storm Sewer computer program. These calculations may be found in Appendix E. Although the hydraulic gradient for the 100 year storm does not stay within the pipe because it starts so high due to the floodplain elevation, it does not come out of any of the structures and is therefore deemed acceptable. The main pipe runs for the pipe alignments in Basins D and E also have the hydraulic gradient evaluated in Appendix E. Basins B and C do not have a hydraulic calculation since there is basically one section of pipe being constructed in these basins and small quantities of flow will be flowing in these pipes. The pipe capacity of the proposed pipes in Basins B and C has been evaluated in Appendix F for the proposed flows and there is adequate capacity. Historic and developed drainage basins in Basins B and C have been kept similar to what was determined in the Muller drainage reports and is discussed further in Sections 6 and 7. June 2006 Vail's Front Door Final Drainage Report 4 The Residences or Chalets have three main storm sewer systems through them. Their hydraulic gradients have been evaluated in Appendix E. The proposed storm sewer system in the Chalets will be constructed on top of the parking garage slab and drop structures are proposed where the garage slab has a grade break. Each roof area in the proposed Chalets has been evaluated based upon information provided by the Architect and the flow to each inlet was determined based upon the location of roof downspouts and other contributing drainage areas for the 100 year storm. The hydraulic gradient calculations for runs RS 1-4, RS 4-6 and RS 7-9 show that 8" PVC pipe has adequate capacity for the 100 year storm. Some of the inlets from the Chalets go to building mechanical piping and the overall drainage area for the Chalets was included as the flow to Inlet 28A for evaluation of that part of the Basin E storm sewer system hydraulic gradient calculation. 6. Comparison of Vail's Front Door off-site drainage basin quantities as prepared by Alpine Engineering, Inc. with those of Vail's 1992 Master Drainage Study entitled "Drainage Report for the Vail Streetscape Drainage Improvements" as prepared by Muller Engineering Company, Inc. : . There is a difference between the flows calculated by Alpine Engineering and Muller Engineering for the runoff from Vail Mountain. It appears that the difference in drainage basin Runoff Curve Numbers has the greatest impact on the difference in quantity of runoff between the two reports. We feel that the curve numbers used by Alpine Engineering can be supported by the USFS soils maps and the more detailed topography which includes land cover such as ski runs and forested areas. There are also differences in drainage basin areas, but Alpine Engineering's drainage areas are larger June 2006 Vail's Front Door Final Drainage Report 5 low, AW than Muller Engineering's based upon more detailed topography. Therefore, Alpine Engineering feels the runoff quantities we have calculated are justified. Alpine Engineering has obtained aerial topography for the entire off-site drainage basin on Vail Mountain from Vail Resorts. This is shown on the 11x17 plan entitled: Developed Overall Basin Off-Site Drainage Area Map, Sheet C and the 30x42 plan entitled: Soils and Vegetation Drainage Area Map, Sheet 11. Drainage divides have been delineated based upon this 10-foot contour interval topography. Vegetation is also very well defined on this topography. Muller's 2000 scale drainage area map (apparently delineated from USGS topo at 40-ft contour interval) may be found in Appendix H. Alpine's drainage area map at 2000 scale (with drainage divides based upon the 10-foot topo) and the two maps superimposed upon each.other to show the differences in drainage divides between the two maps may also be found in Appendix H. There is a difference in the Runoff Curve Number between Alpine Engineering and Muller's drainage reports. Alpine Engineering used U.S. Forest Service soil information from the White River National Forest, Holy Cross Soil Survey Area and it shows that some soils are in the B type hydrologic soil group and some soils are C type. It is not known if this USFS soils information was available when Muller evaluated the Vail Mountain Drainage Basins. This could account for the difference in Runoff Curve Numbers. Differences in topography, vegetation (land cover) and the soils types used may be the reason for the difference between Alpine Engineering's and Muller Engineering's flow rates from the large mountain off-site drainage basins. Alpine Engineering is ow proposing to construct a new inlet as shown on 11x17 plan entitled Developed Overall Basin On-Site Drainage Area Map, Sheet A on the lower skiway that will divert «s June 2006 Vail's Front Door Final Drainage Report 6 Wr mountain runoff in a pipe down the west property line of the proposed Chalets (Residences) and into the inlet that outfalls down Vail Road into what Alpine Engineering calls Basin E and Muller Engineering calls Basin OS 1 so that the drainage patterns more closely conform to what Muller Engineering shows in the 1992 Master Drainage Study. This D-inlet is being proposed to insure that runoff from Vail Mountain is diverted to Basin E to the existing 36" CMP in Vail Road in the event that the existing 18" and 24" CMP that divert runoff to Lot 1 on Forest Road are blocked. Alpine Engineering's drainage divides do not take into account on-mountain ditches that are maintained by the ski resort but, as is often assumed with ditches, the 100 year storm will in all likelihood follow the natural flow path and overtop or breach ditches. It appears that Muller's drainage divides assumes a short section of one lower mountain road ditch intercepts runoff and the remainder of their drainage divides ignore ditches. In any case, Alpine Engineering's report uses larger drainage basins than the Muller report. Table A in Appendix H and the calculations in Appendix H summarize the results of the 1992 Muller Engineering study and the updated Alpine Engineering study. Alpine Engineering's areas are larger based upon more detailed topography. Alpine's Runoff Curve Numbers are lower but this could be a result of B and C soil types based upon USFS soils. Snowmelt calculations are also presented in Appendix H but the runoff quantities are less than rainfall so they do not govern. The hydraulic gradient has been calculated for both storm sewer pipe runs A and E based upon the revised flow rates for off-site drainage areas as calculated by Alpine Engineering and there is adequate capacity in the proposed storm drain pipes. IM June 2006 Vail's Front Door Final Drainage Report 7 1", 7. Comparison of Vail's Front Door off-site drainage basin quantities as prepared by Alpine Engineering, Inc. with those of Vail's 2005 Master Drainage Study entitled "Drainage Design Report for the Vail Village Streetscape Project" as prepared by Muller Engineering Company, Inc. : Table B in Appendix I summarizes a comparison of Alpine Engineering, Inc.'s drainage basins with those in the Muller Engineering's 2005 drainage report. Muller's Individual Hydrologic Basin Data sheet and a reduced copy of Muller's Figure 2: Drainage Basin Map are also presented in Appendix I. Alpine Engineering's Rational Method calculations may also be found in Appendix I. Basins B and C have been reduced in size based upon the proposed plan for Vail's Front Door and the Vista Bahn ski yard. Therefore the flow rates to Basin B (Bridge Street/Muller's basin BS l) and Basin C (Wall Street/Muller's basin WS 1) have been reduced from what was anticipated by Muller Engineering. Alpine's drainage basins are delineated on a l 1x17 map entitled: Developed Overall Basin On-Site Drainage Area Map, Sheet A and on 24x36 plan entitled: Developed Overall Basin On-Site Drainage Area Map, Sheet 2. Basin D (Muller's basin GCSA) has been increased in size in the proposed plan partially because some of drainage basins B and C are proposed to be diverted to Basin D and because more of the Lodge at Vail actually flows to the storm drain system for Basin D which outfalls through Checkpoint Charlie to Willow Bridge Road. The hydraulic gradient calculations in Appendix E for storm sewer Run D show that the existing Town of Vail storm sewer system has adequate capacity for the proposed runoff even without installing Insituform Cured in Place Pipe (CIPP) into the existing 30" CMP in Gore Creek Drive and Willow Bridge Road (which was previously proposed at the request of AW I, June 2006 Vail's Front Door Final Drainage Report 8 "M the Town of Vail but is no longer being required by the Town of Vail so it has been eliminated). Therefore the storm sewer system (Run D) as proposed through the Lodge at Vail parking lot and Gore Creek Drive will function to adequately carry the 100 year storm to Gore Creek. 8. Summary Five study points were evaluated to see what the impacts of the proposed Vail's Front Door development would be on the Town of Vail's storm sewer system. Pipe capacities are adequate to carry the runoff from the 100 year storm for the proposed development as shown on Table 2 and the calculations in Appendix E and F. Inlet capacities have been evaluated in Appendix D. Inlets were analyzed for the 100 year storm. The capacity of each inlet was based upon the available head and the weir and orifice equations, or using UDFCD spreadsheets. The head calculated is available at the proposed inlets. The 100 year floodplain does not impact the site except at the Mill Creek storm sewer outfall and it has been factored into the pipe capacity/hydraulic calculations. Detention is not recommended for the site because the existing Town of Vail storm sewer pipes have the capacity for the proposed flows. This is summarized in Tables 1 and 2. Pollution control is being provided by sand/oil interceptors within the parking garages for the proposed buildings. The Town of Vail also has sand/oil interceptors either existing or proposed in Bridge Street and Willow Bridge Road to treat roadway runoff. June 2006 Vail's Front Door Final Drainage Report 9 The crosspans on Vail Road at the entrance to the Chalets (Residences), the Mountain Service Road Tunnel and the Lodge at Vail parking lot have been evaluated in Appendix G. The crosspans have capacity to carry the 100 year storm. a m ~.w June 2006 Vail's Front Door Final Drainage Report 10 TABLE 1 HISTORIC VS. DEVELOPED DRAINAGE BASIN SUMMARY HISTORIC DRAINAGE BASIN SUMMARY DEVELOPED DRAINAGE BASIN SUMMARY Study Point Drainage Area (acres) Runoff Curve Number Time of Concentration 10-Year Flow (cfs) 100-Year Flow (cfs) Drainage Area (acres) Runoff Curve Number Time of Concentration 10-Year Flow (cfs) 100-Year Flow (cfs) A 157.7 67 1.03 hr 7 35 83.5 68 0.59 hr 6 29 B 0.9 0.41 5 min - 2.09 0.2 0.57 5 min - 0.65 C 0.3 0.69 5 min - 1.17 0.2 0.93 5 min - 1.06 D 7.2 0.52 9 min - 17.2 6.71 0.69 10.7 min - 20.7 E 61.8 64 0.99 hr 2 10 125.9 65 0.70 hr 5 28 TABLE 2 PIPE CAPACITY SUMMARY Study Point Pipe Size and Type Assumed Slope Developed Qioo (cfs) Full Capacity (cfs) A 36" RCP 0.5 30 47.2 B 8" PVC 4.4 0.65 3.33 C 8" PVC 1.0 1.06 1.59 D 30" RCP 3.0 20.7 29.0 E 36" CUT 3.0 45.7 62.6 TABLE 3 U.S. FOREST SERVICE SOILS SUMMARY ~s Mo HIM Map Symbol Soils Name Hydrologic Soil Group 281B Quander B 346B Gateview - Eyre D 346C Gateview - Handran - Eyre C 351C Scout B 353C Scout B 367C Scout - Leadville B 381B Seitz - Scout C 385D Scout - Rock - Hechtman D 393B Gateview - Handran B 446B Handran - Eyre D 446C Handran - Eyre D 104A Cryoborolis - Cryaquolis B ML Made Land C ,WW P:\TOV99004\Docs\SpSheets\drain-VFD-SP-sum-2006-rev1.xls (summary) 5115/2006 PA~1 Appendix A Historic Calculations RUNOFF CURVE NUMBER COMPUTATION Project VAIL'S FRONT DOOR User: HM --County EAGLE State: CO Checked: Subtitle: Existing Basin AlE (c:\d-drive\tr55\vfd\ale-06.55) Version 2.10 Date: 02-01-2006 Date: Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) FULLY DEVELOPED URBAN AREAS (Veg Estab.) Impervious Areas Paved parking lots, roofs, driveways - 1.34(98) 0.5(98) - Streets and roads Gravel (w/ right-of-way) OTHER AGRICULTURAL LANDS Meadow -cont. grass (non grazed) Woods good Total Area (by Hydrologic Soil Group) - - 1.3(85) 3.3(89) - 21.5(58) 26.2(71) - - 23.3 (55) 80.3 (70) - 47.4 110. TOTAL DRAINAGE AREA: 157.74 Acres WEIGHTED CURVE NUMBER: 67* * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Droject : VAIL'S FRONT DOOR User: HM "tounty : EAGLE State: CO Checked: ,Subtitle: Existing Basin AlE (c:\d-drive\tr55\vfd\ale-06.55) Version 2.10 Date: 02-01-2006 Date: _W Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) Sheet 2.9 300 .13 I 0.746 ,,,,Shallow Concent'd 2500 0.22 U 0.092 )pen Channel 6200 0.26 .05 3.6 6.9 0.175 146pen Channel 610 12 0.014 Time of Concentration = 1.03* Sheet Flow Surface Codes am A Smooth Surface F Grass, Dense B Fallow (No Res.) G Grass, Burmuda C Cultivated < 20 o Res. H Woods, Light „ D Cultivated > 20 % Res. I Woods, Dense E Grass-Range, Short J Range, Natural - Generated for use by GRAPHIC method 1WR Shallow Concentrated Surface Codes P Paved U Unpaved a& GRAPHICAL PEAK DISCHARGE METHOD Project VAIL'S FRONT DOOR User: HM .County EAGLE State: CO Checked: Subtitle: Existing Basin AlE (c:\d-drive\tr55\vfd\ale-06.55) Data: Drainage Area 157.74 * Acres Runoff Curve Number 67 * Time of Concentration: 1.03 * Hours Rainfall Type II Pond and Swamp Area NONE Storm Number 1 - 2 Frequency (yrs) 10 100 24-Hr Rainfall (in) 2.0 2.9 Ia/P Ratio 0.49 0.34 Runoff (in) 0.17 0.54 Unit Peak Discharge 0.254 0.412 (cfs/acre/in) Pond and Swamp Factor 1.00 1.00 0.00W Ponds Used Peak Discharge (cfs) 7 35 - Value(s) provided from TR-55 system routines Version 2.10 Date: 02-01-2006 Date: Triangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: AlE Comment: TIME OF CONCENTRATION CALCULATION Solve For Depth Given Input Data: Left Side Slope.. 3 .00:1 (H:V) Right Side Slope. 3 .00:1 (H:V) Manning's n...... 0. 050 Channel Slope.... 0. 2600 ft/ft Discharge........ 35. 00 cfs Computed Results: Depth............ 1. 09 ft Velocity......... 9. 78 fps Flow Area........ 3. 58 sf Flow Top Width... 6. 55 ft Wetted Perimeter. 6. 91 ft Critical Depth... 1. 53 ft Critical Slope... 0. 0427 ft/ft Froude Number.... 2. 33 (flow is Supercritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd - Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow aYr «x~ esr Worksheet Name: AlE Comment: TIME OF CONCENTRATION IN CULVERT Solve For Actual Depth Given Input Data: Diameter.......... Slope Manning's n....... Discharge......... 3.00 ft 0.0620 ft/ft 0.024 35.00 cfs Computed Results: Depth Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... AMAX @.94D........ Froude Number..... 1.30 ft 11.93 fps 2.93 sf 1.92 ft 0.0171 ft/ft 43.31s 89.96 cfs 96.77 cfs 2.12 (flow is Supercritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 RUNOFF CURVE NUMBER COMPUTATION `Project : VAIL'S FRONT DOOR User: HM County : EAGLE State: CO Checked: Subtitle: Existing Basin E (c:\d-drive\tr55\vrd\ee-06.55) Version 2.10 Date: 02-01-2006 Date: Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) FULLY DEVELOPED URBAN AREAS (Veg Estab.) --Impervious Areas Paved parking lots, roofs, driveways - 0.4(98) - - Streets and roads Gravel (w/ right-of-way) OTHER AGRICULTURAL LANDS Meadow -cont. grass (non grazed) ,foods good Total Area (by Hydrologic Soil Group) - 1.6(85) 1.5(89) - 8.3(58) 11(71) - 24(55) 15(70) 34.3 27.5 TOTAL DRAINAGE AREA: 61.8 Acres WEIGHTED CURVE NUMBER: 64* * - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10 ?roject : VAIL'S FRONT DOOR User: HM Date: 02-01-2006 County : EAGLE State: CO Checked: Date: Subtitle: Existing Ba sin E (c:\d-drive\tr55\vrd\ee-06.55) Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) "!3heet 2.9 300 .13 I 0.746 Shallow Concent'd 2500 0.2 U 0.096 ""')pen Channel 5500 0.3 .05 2 4 0.149 „ Time of Concentration = 0.99* 0 Sheet Flow Surface Codes A Smooth Surface F Grass, Dense B Fallow (No Res.) G Grass, Burmuda C Cultivated < 20 % Res. H Woods, Light D Cultivated > 20 % Res. I Woods, Dense E Grass-Range, Short J Range, Natural Generated for use by GRAPHIC method Shallow Concentrated Surface Codes P Paved U Unpaved GRAPHICAL PEAK DISCHARGE METHOD ""Project : VAIL'S FRONT DOOR User: HM County : EAGLE State: CO Checked: Subtitle: Existing Basin E (c:\d-drive\tr55\vrd\ee-06.55) Data: Drainage Area 61.8 * Acres Runoff Curve Number 64 * Time of Concentration: 0.99 * Hours Rainfall Type II Pond and Swamp Area NONE Storm Number 1 - 2 Frequency (yrs) 10 100 24-Hr Rainfall (in) 2.0 2.9 Ia/P Ratio 0.56 0.39 Used 0.50 0.39 Runoff (in) 0.12 0.43 Unit Peak Discharge 0.251 0.375 (cfs/acre/in) Pond and Swamp Factor 1.00 1.00 0_O6 Ponds Used - - - Peak Discharge (cfs) 2 10 Value(s) provided from TR-55 system routines Version 2.10 Date: 02-01-2006 Date: VW 440 VAIL'S FRONT DOOR DRAINAGE REPORT Date: April 10, 2006 HISTORIC PEAK FLOW DETERMINATION - RATIONAL METHOD Study Point Drainage Area (acres) Tc (min) I (in/hr) Lawn Area (acres) Imp. Area (acres) Gravel Area (acres) C 0100 (cfs) B 0.9 5 5.7 0.60 0.20 0.10 0.41 2.09 C 0.3 5 5.7 0.10 0.20 0.00 0.69 1.17 D 7.2 9 4.6 4.00 3.09 0.11 0.52 17.20 ALPINE ENGINEERING INC The Actual Flow(Qa) to each Inlet was calculated as: Q=CIA where, Q= Actual Flow (c.f.s) C= Runoff Coefficient 1= Rainfall Intensity (in./hr.) A= Drainage Area (acres) Values for C (as taken from Table 3-1 from Denver Drainage Criteria Manual): Lawns = 0.20 Impervious = 0.93 Gravel = 0.60 Time of Concentration (Tc) is a minimum 5 minutes The Rainfall Intensity is a 100 year event taken from the Intensity-Duration-Frequency Curves for Vail, Colorado P:\TOV99004\Docs\SpSheets\Drain-VFD-SP-areas-2006.xls (HIST) 5/1012006 TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10 sw Project Vail's Front Door User: lew Date: 08-2 7-2003 MR County Eagle State: CO Checked: Date: Subtitle: D1E, INCLUDING D2E iVW - - Subarea #1 - Flow Type 2 year Length Slope Surface n Area Wp Velocity Time 4W rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) Sheet 2.9 115 .06 E 0.124 sai~ Open Channel 75 4 0.005 Open Channel 620 7 0.025 Time of Concentration = 0 .15- Sheet Flow Surfac e Codes A Smooth Surface F Grass, Dense Shallow Concentrated B Fallow (No Res.) G Grass, Burmuda Surface Codes C Cultivated < 20 % Res. H Woods, Light P Paved D Cultivated > 20 % Res. I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural DRAINAGE CRITERIA MANUAL TABLE 3-1 (42) RECOMMENDED-RUNOFF COEFFICIENTS AND PERCENT IMPERVIOUS RUNOFF LAND USE OR PERCENT FREQUENCY SURFACE CHARACTERISTICS IMPERVIOUS 2 5 10 100 Business: 95 87 .87 88 .89 Commercial Areas . Neighborhood Areas 70 .60 .65 .70 .80 Residential: Single-Family * .4G .45 .50 .60 Multi-Unit (detached) 50 .45 .50 .60 .70 ..Multi-Unit (attached) 70 .60 .65 .70 .80 112 Acre Lot or Larger * .30 .35 .40 .60 Apartments 70 .65 .70 .70 .80 Industrial: s Light Areas 80 .71 .72 .76 .82 Heavy Acres 90 .80 .80 .85 .90 Parks, Cemetaries: 7 .10 .18 .25 .45 Playgrounds: 13 .15 .20 .30 .50 Schools: 50 .45 .50 .60 .70 Railroad Yard Areas 20 .20 .25 .35 .45 Undeveloped Areas: Historic Flow Analysis- 2 (See "Lawns") Greenbelts, Agricultural Offsite Flow Analysis 45 .43 .47 .55 .65 (when land use not defined) Streets: Paved 100 .87 .88 .90 .93 Gravel (Packed) 40 .40 .45 .50 .60 Drive and Walks: 96 .87 .87 _8- 9 90 .80 .85 90 •90 Roofs: Lawns, Sandy Soil 0 .00 .01 .05 .20 Clayey Soil Lawns 0 .05 .15 .25 .50 , e Rational Formula Th NOTE coefficients may not be val id for large basins. es : *See Figure 2-1 for percent impervious. low 11-1-90 ,on URBAN DRAINAGE AND FLOOD CONTROL DISTRICT ~ INTENSITY -DURATION FREQUENCY CURVES ww ow 6 5 2 , I f I F1 I I : , , _ 1 I i t I 1 , 1 i f , , i t I I A L - - - t t „ r ~ eU 6u . -f v v (TIME MINUTES) 1U IL ,COLORADO SO cr_ t~ ~ J t~ Q Appendix B Developed Calculations RUNOFF CURVE NUMBER COMPUTATION Version 2.10 :,Project : VAIL'S FRONT DOOR User: HM Date: 04-14-200E ,-County : EAGLE State: CO Checked: Date: Subtitle: Existing Basin A (c:\d-drive\tr55\vfd\A1-06.55) Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) FULLY DEVELOPED URBAN AREAS (Veg Estab.) Streets and roads Gravel (w/ right-of-way) - 0.7(85) 1.9(89) - OTHER AGRICULTURAL LANDS Meadow -cont. grass (non grazed) Woods good - 11.2 (58) 38.6 (71) - - 8.4 (55) 22.7 (70) - Total Area (by Hydrologic Soil Group) 20.3 63.2 TOTAL DRAINAGE AREA: 83.5 Acres WEIGHTED CURVE NUMBER: 68* - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10 ..,Project : VAIL'S FRONT DOOR User: HM Date: 04-14-2001 *County : EAGLE State: CO Checked: Date: Subtitle: Existing Basin A (c:\d-drive\tr55\vfd\A1-06.55) Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) Sheet 1.4 100 .13 I 0.446 Shall ow Concent'd 400 0.23 U 0.014 Open Channel 4540 0.26 .05 3.4 6.4 0.127 Open Channel 150 9 0.005 Time of Concentration = 0.59* Sheet Flow Surface Codes - A Smooth Surface F Grass, Dense Shallow Concentrated B Fallow (No Res.) G Grass, Burmuda Surface Codes C Cultivated < 20 % Res. H Woods, Light P Paved D Cultivated > 20 % Res. I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural * - Generated for use by GRAPHIC method GRAPHICAL PEAK DISCHARGE METHOD Version 2.10 -..Project VAIL'S FRONT DOOR User: HM °County EAGLE State: CO Checked: ,.-Subtitle: Existing Basin A (c:\d-drive\tr55\vfd\A1-06.55) Data: Drainage Area 83.5 * Acres Runoff Curve Number 68 * Time of Concentration: 0.59 * Hours Rainfall Type II Pond and Swamp Area NONE Storm Number 1 2 Frequency (yrs) 10 100 24-Hr Rainfall (in) 2.0 2.9 Ia/P Ratio 0.47 0.32 Runoff (in) 0.19 0.58 Unit Peak Discharge 0.378 0.594 (cfs/acre/in) Pond and Swamp Factor 1.00 1.00 0.0% Ponds Used Peak Discharge (cfs) 6 29 * - Value(s) provided from TR-55 system routines Date: 04-14-200, Date: Triangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Comment: Basin A ditch Solve For Depth Given Input Data: Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 3.00:1 (H:V) 3.00:1 (H:V) 0.050 0.2600 ft/ft 29.00 cfs 1.02 ft 9.33 fps 3.11 sf 6.11 ft 6.44 ft 1.42 ft 0.0438 ft/ft 2.30 (flow is Supercritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Triangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Comment: Basin A skiway ditch Solve For Depth Given Input Data: Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 2.00:1 (H:V) 2.00:1 (H:V) 0.035 0.0700 ft/ft 29.00 cfs 1.35 ft 8.01 fps 3.62 sf 5.38 ft 6.02 ft 1.67 ft 0.0220, ft/ft 1.72 (flow is Supercritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 RUNOFF CURVE NUMBER COMPUTATION Version 2.10 'Project : VAIL'S FRONT DOOR User: HM Date: 04-16-200E " County : EAGLE State: CO Checked: Date: Subtitle: Existing Basin E (c:\d-drive\tr55\vrd\E1-06.55) Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) -FULLY DEVELOPED URBAN AREAS (Veg Estab.) Streets and roads Grave l (w/ right-of-way) - 1.3(85) 1 .6(89) - .OTHER AGRICULTURAL LANDS Meadow -cont. grass (non grazed) Woods good _Total Area (by Hydrologic Soil Group) - 26.1(58) 26.1(71) - - 25.6(55) 45.2(70) - 53 72.9 TOTAL DRAINAGE AREA: 125.9 Acres WEIGHTED CURVE NUMBER: 65* * - Generated for use by GRAPHIC method Iw TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10 ft" ,"Project : VAIL'S FRONT DOOR User: HM Date: 04-16-200E "County : EAGLE State: CO Checked: Date: Subtitle: Existing Basin E (c:\d-drive\ tr55\vrd\E1-06.55) Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) - (ft) (ft/sec) (hr) ~Sheet 1.4 100 .10 I - 0.495 -Shallow Concent'd 730 0.2 U 0.028 Open Channel 6415 0.3 .05 3 6 0.173 Time of Concentration = 0.70* Sheet Flow Surface Codes - A Smooth Surface F Grass, Dense Sha llow Concentrated B Fallow (No Res.) G Grass, Burmuda Surface Codes C Cultivated < 20 % Res. H Woods, Light P Paved D Cultivated > 20 o Res. I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural * - Generated for use by GRAPHIC method low do ?bM i GRAPHICAL PEAK DISCHARGE METHOD "m am Project : VAIL'S FRONT DOOR User: HM -County : EAGLE State: CO Checked: _ Subtitle: Existing Basin E (c:\d-drive\tr55\vrd\E1-06.55) r. Data: Drainage Area 125.9 * Acres Runoff Curve Number 65 * Time of Concentration: 0.70 * Hours Rainfall Type II Pond and Swamp Area NONE Storm Number Frequency (yrs) 24-Hr Rainfall (in) Ia/P Ratio Used Runoff (in) Unit Peak Discharge (cfs/acre/in) Pond and Swamp Factor 0.00i Ponds Used Peak Discharge (cfs) * - Value(s) provided f2 1 10 2.0 0.54 0.50 0.14 0.300 1.00 5 ,,om TR- 2 100 2.9 0.37 0.37 0.46 0.482 1.00 28 ,5 systE !m routines Version 2.10 Date: 04-16-200( Date: '.W WM Triangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Comment: Basin E ditch Solve For Depth Given Input Data: Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 3.00:1 (H:V) 3.00:1 (H:V) 0.050 0.3000 ft/ft 28.00 cfs 0.98 ft 9.76 fps 2.87 sf 5.87 ft 6.19 ft 1.40 ft 0.0440, ft/ft 2.46 (flow is Supercritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 A.M VAIL'S FRONT DOOR DRAINAGE REPORT Date: April 10, 2006 DEVELOPED PEAK FLOW DETERMINATION - RATIONAL METHOD Study Point Drainage Area (acres) Tc (min) I (in/hr) Lawn Area (acres) Imp. Area (acres) Gravel Area (acres) C Q100 (cfs) B 0.2 5 5.7 0.10 0.10 0.00 0.57 0.64 C 0.2 5 5.7 0.00 0.20 0.00 0.93 1.06 D 6.7 10.7 4.5 2.20 4.40 _ 0.11 0.69 20.69 ALPINE ENGINEERING INC The Actual Flow(Qa) to each Inlet was calculated as: Q=CIA where, Q= Actul Flow (c.f.s) C= Runoff Coefficient 1= Rainfall Intensity (in./hr.) A= Drainage Area (acres) Values for C (as taken from Table 3-1 from Denver Drainage Criteria Manual): Lawns = 0.20 Impervious = 0.93 Gravel = 0.60 Time of Concentration (Tc) is a minimum 5 minutes The Rainfall Intensity is a 100 year event taken from the Intensity-Duration-Frequency Curves for Vail, Colorado P:\TOV99004\Docs\SpSheets\Drain-VFD-SP-areas-2006.xls (DEV) 5/10/2006 ~E a.. r' ' WAN icl__a I-S d I3 - ~7 IZAA 7) ~0 0 ..i_! Tc, ~7 l 10.77 .r VAN .G tin Appendix C FEMA and J. F. Sato Floodplain Information 1. Ir i - are Aug NATIONAL FLOOD INSURANCE PROGRAM 300 900 FL( FLOODWAY .100 FLOOD BOUNDARY AND '00 FLOODWAY MAP !\Pi . . TOWN OF VAIL, COLORADO tic EAGLE COUNTY Fk as PANEL 2 OF 5 'pa , (SEE MAP INDEX FOR PANELS NOT PRINTED) of ac in pi: .mrri 'an ~FI ` , sc COMMUNITY-PANEL NUMBER 080054 0002 r M Y 6~ Ta EFFECTIVE DATE: z ~Y7r , ' . y-~ ® MAY 2, 1983 Iva r xi J smYp A ~ c Federal Emergency Management Agency -VON low LIMIT OF DETAILED STUDY Spraildle Creek LIMIT OF i 'DETAILED STUDY D E 100-YEAR FLOOD r10 CONTAINED IN CULVERT MEADOW D ' OR i r LL C Q C7 Footbridge Q , D EAST ME DAME pA OW~~_ - j,~/ e N U DRIVE AO Q oraddle m 44 A Creek D „ 'I' T Core Creed 9~ ROAD X Q Gill i N ~Lply Footbridge CREEK \ DRIVE m 100-YEAR FLOOD F WILLOW WILLOW BRIDGE G CONTAINED IN ROAD QO RO ROAD CULVERT p .100-YEAR FLOOD West 111111 ~ CONTAINED IN CULVERT O Creek 0 0 HANSON RANCH ROAD 100-YEAR FLOOD J c CONTAINED JERT IN z GORE < SITE CR EEK a F ROAD Z 1'~t G CR~r~ K- GAP . VAIL MOUNTAIN `culvert z I ~ f ~ i w LIMIT OF DETAILED STUDY law 4AW APPROXIMATE SCALE 400 0 400 FEET are. _ DETAILED STUDY Spraddle Creek I LIMIT OF DETAILED STUDY X I A FLOOD r/ tp D*fN CULVERTS i nN i r / LL Footbridge Q J r\ C / a j EAST MEADON. - ' V DRIVE__~' \a e N _ Spra~lcllc ~ Q ~ Q AD 4v A Creek D co Core Creek pF a / v p . / N ~O W footbridge CREEK r J L ?5:ti 6^ ID L. w'LV f y.=i. t _ --LJ x• 1 .L,,- `"moo .r'.: > r f _ • ter.. eS[YI~ ~•4~'` C -4 Nw- .3 DO•YE FI~000:' r+ . a,} .w -~'1.i•r ~ s : . M,,S.~• • x~l,t - ~ J i. ~ V ROAP h- iZ~t.',.~w ;II? r'^ Jtiy x . test A ( v' ~ j: . - lc1 - iM1rt, ^-~,y'~'~'_• -•i `c1iF~=%!:':`r t li;~t.llYYt3'+y r-~'tiat~. 1~~:~i.•~. ,•y n '1 . _ Q ` fit. ~a z• ;'~~x~'N J ( 7 Pte.. _ - LIMIT O - " DETAILED ST Qjw, . . ~ • 'l }I / ' ; -;i , r / t 1, i;t,; 400 ~ L t • 1. --7 i t 1! r r J 111: i L • ` _:l 4 A ~ a ~ • f • t. tp,i ~ . it ~iJ : r c C J Y A, 1 rwe eat iWl vs ,w w U) w oooov 000000000 0CDkD -+koOtoo c~ U o o o -i o ~ r~ o~ o o o r-i o 0 0 0 0 0 0 0 0 z H z O er 01 M 01 110 O ri o m M N m%D 0 O C' M M W Ul o x d Ol U1 h N O 10 CO h Wit' M N O N O h N h N 14 0, 01 a H O M M -T rn r-1 k.0 tD w h m a r1 M y h h O co ON CA (n M Q r I r I r I r-I N r~ r-1 r-1 ' I .-i N N N N r I ri r-I r 1 r-1 r- I r~ .-1 S W a CO Co cm O 00 C ao 00 O C C o CO O O C O ao a0 O ao cA a w z wu ( E E cM rn M as c14 O r1 O M M %D N Ol %0 O O 00 00 h O M 00 y j O Q W C' O~ if1 t0 N ON U) 00 t0 V~ M N M N O 1- -4 rl M 00 0) x M M d 0~ r-~ to tD k.0 h N O 1-4 N~ h t` M M M ON M M p r1 i r-1 r-1 N ri r-I rl .-1 r 1 N N N N . I ri rl r I ri r i ri r-1 "o W 4 00 CO O CO CO O C O CO C ao o O o 00 OO Oo co CO CO 00 00 E Gu S GY C' m M m N O -i OD M M ko r4 O\ t0 O O O CO h CO Oh CO O E V O~ ~D N rn to co 47 4 M N 0, N O r1 h ri M O 01 M M V' M rq Ul kD lD h 00 O 1-1 N V' h h co o M O, a% M r-I ri ~ r-I N r1 r-1 r-I r-i r-i N N N N ri r-i r1 r-I ri r-I rl rl co co ooaoco mco 00co co co co aDO co co 00aoaoaoouco 0 Z H 1~ Z O ON h M N lf1 I'D O\ tIl -q m m O O h V' M N V' l0 M W8 E, OU h h tD M Q• r1 14 Oft 14 lD M 1D I lp ~ to r1 h N CO r i lO z < O O W V' N ul N 01 M r-1 h h M O N 01 tf1 N lD r-i rl h 00 M C p E Qy W N N N to r-1 co m N h N ~r N h N N N r I N W H M N O Wow r1 r~ CL E E k0 rl N h I~ 01 N m k0 m h Ln v N O h 00 N M CO 0 O) 3 r r I r1 N N N r-1 r-1 1-1 r-1 N N -4 N r1 r-1 r-1 -q r -I v lf1 O U1 O ul M h t`1 N O U1 h in O U1 O O d' 0:) N O O U) \0 co O h mot' O O -V m 0 N r-I M .-1 o M r lD .--1 M ' ' C r-1 N V' W N M IT to ON m N M Ul k0 lO d r-1 N d O N 2 Y Y L7 ' ~ Y v dl z - r Q1 N N H r 14 to U L~ U Q J U n 1 U Q W l Ur x H a W U A W r- i U W [*a Vr W r~ 4 W r 4 r W L U) 2 CO U . x r0 41 1J c, W m m ~ 3 w N N ~4 U N S4 O U 4J • 3 ri V 3~ N r-i 4.1 C: O U V y a-1 O e~ Ga H F-- LC VAX 0 J LL he W W U J J_ N W W W cc u J _cJ G W Y W W U W J a cc LL N O U Q O W U- J 00 a ZW 3 O TABLE 2 t ~ht;?fir a„ ai! i i i i44 r t i 1 i i L.1 (a O U) O O O O O Ln p O r0 Q7 kO Ol r M M I- M co O 00 yi L11 r-I M N N N V' N N O 1 . -I U C) Q1 0 V1 Ln u CL u .Li ro o 0 c 0 o L(1 0 0 0 0 N a LO f~ Lft Ln cr LI) •ar to N Q) 5+ V r-I .-i r I N N N 01 IT W I • i 0 U o •.1 r--I U v u (f) (d O LI1 Ul O O l1"i In O O C) y 04 Ul M te M M r1 N Lp co `J d . I { rl r r I N N N m N u I roo .C V) U A N L+ a~ x ro o o Ln (n Ln 0 0 0 0 0 ro a) -T N a% O O O r kO N qtr w Ql >A M 1-4 r-1 r--I N r--I r-i l0 Ol m a I c o U .-1 m •4 A w ro N O 41 Ql u .-I O N LO l0 O ep kO r cr ro v E M IWO N M M ~D lf•i d' O d• ro L.r ri N M a c ro V] •.1 7 ro A w .n ro H . x ' m[ !0 >1 M 1 a r :~1 4.I d-1 V? ~ 41 p . to to N v V] C7 w r'r w w U) w U4 La O O w a) 41 41 4J 0 41 ro E ro 41 ro U 14-1 ro a, a a .a ~ a o v u U CT O co x x x U~ O N ~7 CT O . t x Ui u a~ O U r-1 kD O w N ro a v a1 ro ~ 1-1 kO .-I 1 a~ ro U c~ La a1 v t: La x a1 • 4j -.14 4 a, a u L o N w E Y (a x p U1 N I.D w U v u C 1 L O O u N C7 N t U ~ i U N Y U ~ e U a Q i ' 41 (n O u Z xy C 3 I a i O i 1-4 G L i O a) cn Y i 3 N 'a 3 U H O ~ i ► p Z w 41 U U- 2 L4 r- N w O C 7 ; r - ~1 O V v W c c1 V O r- O roA rt L, ,7 C Q U U rb b Ef) 1 ~VU i~ u u .c Li 41 ro 1 Y O m x - c p 4 U - c7 _ 4 4J c u U U J v4-j ro w w a ~ w w a al w 0 ~ 9 y I `cp I7 O W C p U O Z 75 Q 75 ` ~5 m U Q W U) 0 0-1 v V' Q v ~ - w Z z U7 o v / w W CI- ry w O cl~ O o LJ J to oo Q ( 0 0 U Z . ~ W g o y N N O O Lf) ¢ Z F- lt1 tJ N L u U W Q U Cr 0 (1) 0- m z O z a Ock~ wl° z Q 0 0 z z O Q U 0 z O a J Lij W La l 'ht ~ v •r, `r~ i 1~ i~ to f'+6 (l _ b ~j. y t v N r' n 8lf[0~ ~ i/~ no,,, 117Af) Ifi14 v o r ~1~ err s p ~I ' 01~ (-l-l ~o " W ~ f tr / f~ f? P 19~':l 1 7*f .117 Appendix D Inlet Calculations =n .W 40 - CJ-12-br- = 93 fl = r sea C~ 7 _ r_ r eat 6 = -2 • ►e-~c =13,5 A~ ? ~ c~~..~~r F "A 4aaA to o) 7 g Q O M r M O N i r 3 a T m lw 0 0 0) C O3 C O C7 0 0 O O 0) a Free Area 63.4 sq. in.=0.44 sq. ft. Weir Length=53 in.=4.42 ft. 15-1/4" Dia. 14' S0. r/A /A; OUTLET TYPE SHALL BE COMPATIBLE WITH PLUMBING PLANS DECK CLAMP(-1) IF REQUIRED SPECIFICATIONS: JOSAM 23500 Series coated cost iron Roof Drain, square pedestrian grate set in square secured frame, WEJLOC invertible non-puncturing flashing collar, weepholes, for 2" roof fill, large sump, with wide roof flange and bottom outlet. -PROVIDE EXTENSIONS AS NEEDED TO PLACE STRAINER AT THE RIM ELEVATIONS NOTED IN THE GRADING PLANS. -SEE DRAINAGE PLANS FOR LOCATIONS WHERE 14" D.I. IS USED -PROVIDE THE CAST IRON BODY AND GRATE FOR THIS PROJECT JOSAM ROOF DRAINS LARGE SUMP, PROMENADE TOP USE 4" OR 5" OUTLET, SEE NOTE BELOW 'OUTLET PIPE SIZE IS TO BE COORDINATED WITH PIPE SIZES IN PLUMBING PLANS. N. T. S. H IJOSAM 23500,14" x14" STRAINER SERIES NO. TYPE NO. PIPE OUTLET 23500 SIZE (inches) 23504/23505 4 / 5 OPTIONS _1 Deck Clomp assembly -2 Drain Receiver -3 Deck Clomp Assembly and Drain Receiver -10 Fixed Extension Collor, Cost Iron, (specify height) Each 4" or fraction NOTE: USE -10-20 Fixed extension collar, Galvanized, (specify height) Each 4' or fraction OPTIONS AS -20 Galvanized Cost Iron Ports REQUIRED FOR -30 Vondol-Proof Grate -36 Ductile Iron Grate (Cast Iron Top Only) THIS PROJECT •-37-50 Heavy-Duly Ductile Iron Undergrote Laminated Top, Satin Finish Nikaloy •-37-51 Heavy-Duty Ductile Iron Undergrote Laminated Top, Satin Finish Bronze -50 Cost Iron Undergrote Laminated Top, Satin Finish Nikoloy -51 Cost Iron Undergrote Laminated Top, Satin Finish Bronze -66 No Hub Side outlet, 2',3',4",5',6' -T Threaded Outlet -X Inside Caulk Outlet -Y Hub Outlet w/Gasket -Z No-Hub Spigot Outlet • Add to -50 or -51 TYPE NO. PIPE SIZE TYPE NO. 23502 2 57 23503 3 57 23504 4 58 23505 5 58 23506 6 59 23508 8 61 23509-Z 10 62 AN 1-3516 1-3517 Im3518% 1-3519. Single Curb Inlet Frame, Grate, & Curb Hood 1-3516 FRAME & HOOD ARE USED WITH ALL4 GRATES ADJUSTABLE UP TO 14" (OPENING 4" TO 7-1/2") 6- G!;; '18_--. ~ 1 /4 SEE A SUBMITTAL DRAWING FOR THE GRATES REQUIRED FOR FURTHER DETAILS 35-1/2" -3516. A 1-1/4" O O O 0 r----~ 6-3/4" L®7/8" 0400 TYPE A GRATE 0 0 0 0 17 3/4" 1-314" 2" 2" LOC~OO (BEST SUITED FOR 0 0 4 4 BIKE SAFE AREAS) A GRATE (SECTION B • B) GRATE (SECTION A - A) GRATE (TOP VIEW) "--bb }l-3517 ' TYPE "L" GRATE (BEST SUITED FOR BIKE SAFE AREAS) 4" 1-5/8" 2" 5-112" 17 314" r 3" L 5-112" ~ 2 GRATE (SECTION B • B) GRATE (SECTION A • A) TYPE "L" GRATE (TOP VIEW) 35-1/2" 11Q A 718" 9116" - T 2114"1 r Tj 11/8' Lo TYPE "V" GRATE 17 314" -11- "VANE GRATE" .1 L1-112" 2, 2 (BEST SUITED FOR HIGH WATER FLOW AREAS) TYPE "V" GRATE (TOP VIEW) GRATE (SECTION B • B) GRATE (SECTION A - A) ~35-112"---i f1 1-3519 A 1-3/4' r O 1-3/4"-1 2„, r J L 1-3/4" TYPE "DL" GRATE "DIRECTIONAL GRATE" 17 314" (BEST SUITED FOR B O HIGH WATER FLOW A GRATE (SECTION B - B) GRATE (SECTION A - A) A AREAS) TYPE "DL" GRATE (TOP VIEW) SUPPLY 102 T'_---38 - I FR-3246-CL Curb Inlet Frame, Grate, Curb Box Heavy Duty Total Weight 590 Pounds CURB BOX ADJUSTABLE 6 TO 11 35 1/2" 3 3/8" 8 SPACES ® 3 -5 3/4- F1 3/4" I 9 1/8„ 32 /8" 5 7/8 " 36 1/4 43" 31 1/4" p Heavy Duty Total Weight 660 Pounds R-3246-F yW. Some as R-3246-E except with 2" radius curb box. See detail. 1 E 6e 0 MM CURB_ BOX ADJ. 5z TO 101- R-32446•F aYY 35 i.. ITI i' Se 1 yI:N n s ~ -lo 33" 22~" 36~ 42 R•3246•E 48DIA. 36 N E E NAH lis5ti FREE OPEN AREAS AND WEIR PERIMETERS OF NEENAH GRATES (Continued) WEIR WEIR SO. PERIMETER SO. PERIMETER CATALOG FT. LINEAL CATALOG FT. LINEAL NO. TYPE OPEN FEET NO. TYPE OPEN FEET R-2561...... BEEH IVE 2.0.... 6.7 R-3070.... V 1.3.. 4.5 R-2561-A.... BEEH IVE.. 1.2.... - 6.7 R-3075.... DR/DL 0.9.. 4.5 R-2563...... BEEHIVE.. 1.2.... 5.8 R-3075-L L..... 0.8.. 4.5 R-2564...... BEEHIVE 1.0....... - 5.8 R-3075-V.. V 1.3.. 4.5 R-2565-A G 0.9.... 5.5 R-3076.... V 1.5.. 5.4 R-2565-C.... G 1.2.... 6.0 R-3077.... V 3.0.: 12.9 R-2565-E G 1.8.... 7.1 R-3077-L V 1.5.. 7.9 R-2565-F G 1.8.... 7.1 R-3077-R V 1.5.. 7.9 R-2565-G.... G 1.7.... 7.1 R-3078.... V 1.5.. 2.5 R-2565-H G 1.2.... 7.6 R=3079.... - L..... 1.4. - 5.5 R-2565-J G 1.8.... 8.5 R-3080.... A 0.9.. 4.4 - R-2569...... A 0.6.... 5.3 R-3080.... DR/DL 1.0.. 4.4 R-2570...... G 0.8.... 5.4 R-3081.... A 0.9.. 6.1 R-2571-A.... F.... 0.9.... 5.8 R-3081.... D 1-0.. 4.4 R-2571-B.... F.... 1.1.... 5.8 R-3081.... DR/DL 1.0.. 4.4 R-2571-C.... F.... 0.9.... . - 5.8 R-3085.... DR/DL 1.0.. 4.4 R-2571-D.... F.... 0.7.... 6.0 R-3090.... A 0.9.. 4.4 R-2571-D1 F.... 1.2.... 6.7 R-3090.... D 1.0.. 4.4 R-2571-D2... F.... 1.2.... 6.7 R-3090.... DR/DL 1.0.. 4.4 R-2571-D3... - F.... 1.2.... 6.7 R-3120.... A 0.7.. 3.0 R-2571-D4... F.... 1.2..:.. 6.7 R-3130.... A 0.7.. 3.0 R-2571-E.... F.... 1.2.... 6.8 R-3150.... A 1.1.. 4.5 R-2572...... F.... 1.3.... 6.7 R-3151.... A 1.1.. 4.5 R-2573...... F.... 1.3.... 6.7 R-3152.... A 1.0.. 4.6 R-2574...... - B 0.9.... 6.2 R-3157-1 A 1.1.. 5.2 R-2577 B 1.0.... 6.7 R-3157-2 V 1.5.. 5.2 R-2578...... C 1.0.... 6.0 R-3157-A K 2.1.. 6.0 R-2579...... B 1.3.... 5.8 R-3159-A S 1.3.. 4.9 R-2580-At C . - . 1.1.... 8.4 R-3161.... S 1.3.. 4.7 R-2580-A G 1.9.... 8.4 R-3165.... A 1.4.. 4.5 R-2580-C.... G 2.8.... 9.9 R-3169.... B 0.7.. 3.5 8-2586-A E 0.4.... 3.8 R-3170.... B 0.7.. 3.5 R-2586-B G 0.5.... 4.2 R-3174.... A 1.4.. 4.9 R-2586-C E 0.6.... 4.7 R-3175'.... A 1.8.. 5.9 R-2586-D.... G 0.8.... 5.2 R-3180.... C 0.9.. 4.0 R-2586-E G 0.8.... 5.1 R-3203-A A or C . 1.0.. 6.6 R-2586-F G 0.8.... 5.4 R-3203-B A or C . 1.0.. 6.6 R-2586-G.... G 1.0.... 5.8 R-3203-C.. Aor C. 1.0.. 6.6 R-2586-H.... E 1.3.... 6.0 R-3205.... K 0.9.. 6.5 R-2586-K G 1.3.... 6.3 R-3210.... C 1.7... 8.0 R-2586-M.... G 1.8. 7.0 R-3210.... DR/DL 1.7... 8.0 R-2586-N.... G 1.7.... 7.9 R-3210.... D 1.7... 8.0 R-2586-0.... G 1.9.... 6.4 R-3210-A C 1.7... 8.0 R-2588-A G 1.1.... 5.8 R-3210-AL . L..... 1.5... 8.0 R-2588-B G 1.0.... 6.5 R-3210-L L..... 1.5... 7.9 R-2588-C'.... G 1.9.... 7.6 R-3220.... C 1.5... 6.0 R-2595...... D 1,2.... 6.0 R-3220-L L..... 1.5... 6.0 R-2600...... K 1.1.... 6.8 R-3222-C.. C 1.4... 5.6 R-2650...... G 1.1.... 6.7 8-3222-LA . L..... 1.0... 5.6 R-2668...... C 0.9.... 6.2 R-3222-1A . L..... 1.0... 7.6 R-2680...... G 1.1.... 6.2 R-3227.... D 2.3... 8.5 R-3227-C.. C 1.9... 8.5 R-3010...... S 1.0.... 4.6 R-3227-D.. DR/DL 2.3... 8.5 R-3010...... A 1.0.... 4.6 R-3228-BD. DR/DL 2.3... 6.0 R-3010...... L.... 0.9.... 4.6 R-3228-G.. D 2.2... 6.0 R-3010...... DR/DL 1.1.... 4.6 R-3228-H.. C 1.9... 6.0 R-3010...... D 1.3.... 4.6 R-3228-J D 2.2... 6.0 R-3015...... L.... 0.9.... 4.6 R-3228-K.. C 1.9... 6.0 R-3015...... DR/DL 1.1.... 4.6 R-3229-A.. C 1.5... 6.0 R-3030...... A 1.0.... 4.6 R-3229-L L..... 1.5... 6.0 R-3030.. - D 1.3.... 4.6 R-3233.... A 2.8.. - 6.4 R-3030...... DR/DL 1.1.... 4.6 R-3233-D.. A 2.8... 6.4 R-3030...... L.... 0.9.... 4.6 R-3234-B1 . C 1.3... 5.3 R-3031-B.... S 0.8.... 4.8 R-3235.... C 0.7... 4.4 R-3032-B S 0.8.... 4.8 R-3236.... C 1.2... 5.0 R-3033-B S 0.8.... 4:8 R-3236-1 C 1.2... 5.0 R-3034-B S 1.1.... 4.8 R-3236-A C 1.2... 4.9 R-3035-A S 1.1.... 4.8 R-3236-B C - 1.2... 4.9 R-3036-B S 1.1 7.4 R-3237.... C 1.3... 4.9 R-3037-A.... S 1.6.... 5.8 R-3237-1 C 1.3... 4.9 R-3038-A.... S 1.5.... 4.8 R-3237-A.. C 1.3... 4.9 R-3039-A S 1.5.... 5.0 R-3237-B C 1.3... 4.9 R-3040...... A 1.0.... 4.6 R-3238.... C 1.3... 7.4 R-3042...... A 0.3.... 5.1 R-3239-A A 1.0... 5.5 R-3065...... DR/DL 0.9.... 4.9 R-3240.... C 2.3... 6.0 R-3065-LULR L..... 0.6.... 4.5 R-3246.... C 1.7... 5.9 R-3065-V V 1.3.... 4.5 R-3246-A C 2.2... 7.0 R-3666...... DR/DL 1.4.... 5.3 R-3246-A DR/DL 2.7... 7.0 R-3067...... DR/DL 1.9.... 5.9 R-3246-AL . L..... 3.0... 7.0 R-3067-LULR L..... 1.6.... 5.9 R-3246-CL . L..... 1.6... 5.9 R-3067-V V 1.8.... 5.9 . 1 ww R-3070...... A 0.9.... 4.5 R-3246-F . , C . 1.8... 5.9 R-3070...... D 1.0.... 4.5 R-3246-G.. DR/DL 1.9... 5.9 R-3070....... L..... 0.8.... 4.5 R-3247-A DR/DL 5.1... 8.4 R-3070....... DR/DL 0.9.... 4.5 R-3249-F S 1.1... 4.7 WEIR SO. PERIMETER CATALOG FT. LINEAL NO. TYPE OPEN FEET R-3250..... K 1.5........ 6.7 R-3250-A K 1.5.. 6.7 R-3250-1 K 1.5.. 7.8 8-3250-B K 1.4.. 7.1 R-3250-C... K 1.4.. 7.1 R-3250-SL L. 1.0.. 7.1 R-3250-CL.. L. 1.0.. ......7.1 R-3250-BV.. V 1.3.. . - 7.1 R-3250-CV.. V 1.3.. 7.1 R-3250-DV.. V 1.3.. 7.1 R-3251..... C 1.0.. 6.3 R-3252-A... V 1.3.. 5.7 R-3259..... A 1.7.. 6.0 R-3260-A A , . 3.2.. 8.0 R-3261-Ai C 1.1.. 5.0 R-3266..... V 0.6.. 7.3 R-3267..... V 0.3.. 7.3 R-3270..... A 0.9.. 4.4 R-3272..... A 1.2.. 4.7 R-3273-A C 1.2.. 4.7 R-3274..... C 1.2.. 4.9 R-3274-A C 1.4.. 4.9 R-3274-B C 1.4.. 4.9 R-3275..... A 1.0.. 4.6 R-3277..... A 1.0.. 4.7 R-3278-1 C 1.3.. 4.6 R-3278-A C 1.3.. 4.6 R-3278-AL L. 0-7.. 4.6 R-3280-A C 1.8.. 5.5 R-3280-B C 1.2.. 4.5 R-3281-A... C 1.0.. 4.3 R-3281-AL.. L. ........0.5.. ......4.3 R-3281-B... DR/DL 1.0.. ......4.3 R-3283-A B 1.4.. 4.5 R-3283-B B 2.8.. 6.4 R-3283-C B 4.2.. 8.2 R-3285-A1 C 0.9.. 4.1 R-3286..... C 0.8.. 4.4 R-3286-BV V 0.7.. 4.4 R-3286-9V V 0.7.. 4.4 R-3287..... C 1.4.. 5.5 R-3287.5 V 3.0.. 11.1 R-3287-10V . V 1.1.. 5.5 R-3267-11V . V 1,1.. 5.5 R-3287-15 V 3.0.. 7.5 R-3287-16 V 3.0.. 7.5 R-3287-SBIO S 1.5.. 5.5 R-3287-S811 S 1.5.. 5.5 R-3288-E2.. DR/DL 2.6.. 7.6 R-3288-HV2. V 3.2.. 7.7 R-3289-A D 1.5.. 7.6 R-3289-HV.. V 1,6.. 5.3 R-3289-L C 1.5.. 7.6 R-3289-C... DR/DL 1.3.. 5.2 R-3290..... C 1.7.. 5.9 R-3290-A C 2.6.. 9.9 R-3290-B D , 3.5.. 9.9 R-3290-C.... D 3.8.. 11.0 R-3291...... C 1.7.. 9.0 R-3292...... C 1.8.. 5.9 R-3293...... D 2.8.. 7.0 R-3295-A D 4.7.. 8.8 R-3295-B D 7.1 11.8 R-3295-AL... L. 3.2.. ......8.8 R-3295-BL L. 4.8 11.8 R-3295-AV V 3.6.. 8.8 R-3295-BV... V 5.4.. 11.8 R-3296-A C 3.6.. 8.8 R-3296-B C 5.4 11.7 R-3297-1 C 2.3.. 7.5 R-3336...... A or C 1.8.. 8.7 R-3337-A . - C 1.1.. 6.0 R-3338-F A 1.4.. 6.5 R-3338-G.... A 2.8.. 9.5 R-3339...... C 1.6.. 7.8 R-3339-A A or C 1.8.. 8.5 R-3340-B C 1.3 6.8 R-3340-D.... C 1.2.. 7.5 R-3341...... K . 0.3.. 3.2 R-3342...... K . 0.5.. 4.4 R-3344...... K . 1.1.. 6.2 R-3345...... K . 1.1.. 6.8 R-3346...... K . 1.4... 8-9 R-3347...... K . 1.3... 7.4 R-3347-A K . 2.3... 10.4 4 Type K indicates "Special" grate style and is not among standard types as illustrated. For BEEHIVE grates, see note on page 44. I 1'3250 ` Curb Inlet Frame,' Grate; and Curb Box I 2 3/4' I-3 1/2• Heavy Duty 11/2r l_ i9• 3,4•r ~2 3/4• ' 38' ---11 1 '_33QC Single Valley Gutter Inlet Frame & Optional Grates Available with: 'A' Grate zs Vane Grate S' Lt-:24' 31 1/2 Q- 4- 3/ - 37 1 1 ii4` ~39 1/4'~ VICE GRATE 'A' rate 48 1/4' Y~EF 99 su t.Y F-1 N, R-3577 Gutter Inlet Frame and Grate Heavy Duty Total Weight 460 Pounds 2 r~~11r34~~ r20 j j 16 32t 3 5 ~ 21~ 412 26 R-3578. Gutter Inlet Frame and Grate..---~ Heavy Duty Total Weight 590 Pounds 411 261 F 5 40~ 14 I 62I 61 36,1 25' 4-45f - R-3579 Gutter Inlet Grate Heavy Duty Total Weight 125 Pounds 16~ 31~~ ~ 3 r ~ ~1r nw •N T FREE OPEN AREAS AND WEIR PERIMETERS OF NEENAH GRATES (C ontinued) WEIR WEIR WEIR CATALOG .SO. FT. PERIMETER LINEAL CATALOG SO. FT PERIMETER LINEAL CATALOG SO. FT. PERIMETER LINEAL NO. TYPE OPEN FEET NO. . TYPE OPEN FEET NO. TYPE OPEN FEET R-3348......... K 1.9. 8.0 R-3477....... C 3 3. . 12 3 R-3919... DR/DL 1.4. 6.9 R-3349-A....... . K 1.8. 7.7 / R-3480.... . C 3.3. . 12.7 R-3920... B or D..... 1.5. 6.0 R-3350......... K 2.2. 9.3 R-3480-A A 1.6. 8.5 R-3921-A . B 1.0. 5.8 R-3351......... K 2.7. 9.3 R-3501 -A M 0.9. 3.4 R-3921-D . D 0.7. 4.8 R-3356-A K 1.5. 7.6 R-3501-B M 0.9. 3.4 R-3922... V 0.8. 5.9 R-3357-A....... K 2.0. 8.7 R-3501-D2A... M 1.0. 3.4 R-3922-A. V 0.8. 5.0 R-3359......... K 1.1. 7.3 R-3501-E2.... M 1.4. 4.2 R-3924... B 2.3. 8.4 13.3360-A....... K 1.6. .......7.8 R-3501-H2.... M 3.3. 6.2 R-3928... B 0.5. 1.9 R-3361.......... K 3.4. 12.7 R-3501-H3.... M 3.0. 6.2 R-3929... B 0.2. 3.3 R-3362......... C 2.3. 10.3 R-3501-HL.... M 3.3. 5.8 R-3930... B or D..... 0.3. 3.0 " R-3362-1 C 2.3. 7.0 R-3501-H4.... M 3.0. 5.8 R-3931... B or D..... 0.3. 3.0 R-3363-1 C 4.6. 10.3 R-3501-LlA M 1.2. 4:4 R-3933... B or D..... 0.6. 4.9 R-3381......... K 1.0. 6.8 R-3501-M...... M 2.3. 5.6 R-3935... Aor C 0.6. 5.3 R-3382......... K 2.3. 10.4 R-3501-N..... M 1.6. 4.3 R-3936-A. C 1.0. 6.5 R-3383-A K 2.7. .......9.3 R3501-0...... M 1.4. 3.3 R-3940... A 1.0. 6.1 R-3383-B K 4.0. 12.0 R-3501 -P M 1.5. 4.3 R-3942... V 0.8. 5.1 R-3390......... K 2.2. 9.1 R-3501-R...... M 2.6. 5.5 R-3943... V 1.2. 6.9 R-3392......... K 1.8. 7.7 R-3501-TL M 1.4. 4.6 R-3948... D 1.4. 5.1 R-3393-A....... K 2.0. 8.7 R-3501-TR.... M 1.4. 4.6 R-3952... D 1.1. 6.3 R-3396......... K 3.2. 11.4 R-3502-A..... M 1.4. 4.1 R-3954... B 1.8. 8.1 R-3397......... A 1.1. 7.2 R-3502-B M 1.4. 4.2 R-3961... D 0.7. 5.2 R-3397.1 V 1.5. 7.2 R-3502-D2.... M 1.9. 4.2 R-3976... B 0.2. 3.3 R-3401......... D 1.9. 7.6 R-3503....... M 1.3. 4.1 R3977... B 0.1. 2.6 R-3401 -13 8 3.8 . 11.2 R-3503-B M 2.0. 4.1 R-3401 -C B 5.7. 14.7 R-3504-F M 2.8. 5.1 R-4001 -A . C 0.3. 2.5 R-3402......... Aor C 0.4. 4.0 R-3506-A2 M 1.4. 2.9 R-4001-B . C 0.3. 2.5 R-3402-E Aor C 2.1. 8.0 R-3506-B M 1.2. 2.9 R-4003-A . A 0.9. 6.1 R-3403......... Aor C..... 1.1. 6.5 R-3506-B1 M 1.3. 3.5 R-4003.8. A 0.9. 6.1 - 'R3403-A1 A 1.5. 8.3 R-3506-B2.... M 1.3. 3.5 R-4003-C. A 0.9. 6.1 R-3403-F A 3.2. 10.6 R-3507-C M 1.6. 3.7 R-4004-A . C 1.3. 6.8 R-3404......... Aor C..... 1.4. 7.2 R-3507-D..... M 1.6. 3.7 R-4004-8. B 1.5. 7.4 R-3405......... Aor C 1.5. 7.9 R-3508-A2 M 1.7. 3.8 R-4004-C . B 1.5. 7.4 R-3405-A A or C 1.3. 8.0 R-3508-B M 1.8. 3.8 R-4004-G . D 1.9. ........7.3 R-3405-B....... Aor C..... 1.5. 8.0 R-3508-B1 M 1.9. 3.8 R-4005-A2 B or D..... 0.4. 4.3 R-3406......... C 1.8. 9.8 R-3508-C..... M 1.4. 3.8 R-4006... B or D..... 0.3. 3.1 R-3406-A....... C 1.8. 9.8 R-3509....... M 0.9. 2.8 R-4007... B or D..... 0.4. 4.3 R-3406-2 C 1.8. 15.9 R-3510....... M 2.9. 4.1 R-4008-B . B or D..... 0.4. 4.3 R-3406-2A C 1.8. 15.9 R-3511....... M 2.0. 2.9 R-4011-B1 B or D..... 0.4. 4.3 R-3408-L L. 1.2. 7.3 R-3513....... M 1.4. 4.7 R-4014-B . C 2.8. 9.7 R-3408-AL...... L. 2.4. 9.7 R-3516....... M 4.5. 6.2 R-4014-C. C 2.4. 8.4 R-3408-BL L. 2.4. 12.5 R-3516-1 M 2.2. 4.3 R-4014-E . C 3.0. 10.1 R-3409......... C 1.5. 7.6 133517....... M 1.8. 33 R-4014-T . D 1.3. 7.4 R-3413......... C 1.5. 9.0 R-3525-L L......... 1.0. 6.7 R-4014-T1 D 0.8. 5.0 R-3415......... A 4.1. 13.5 R-3526-1 K 1.8. 6.7 R-4015-A. B 0.2. 3.3 R-3416........ : A 1.4. 9.8 R-3526-L L......... 1.6. 7.7 R-4015-A1 B 0.2. 3.3 R-3420......... A 1.2. 10.0 R-3527•M..... V 1.6 . 11.3 R-4015-B . C 0.4. 3.3 R-3423......... B 1.6. .......9.9 R-3527-V..... V 0.8. 5.6 R-4015-C. B 0.2. 3.3 R-3425-A K 2.1. 9.4 R-3528-V V 0.8. 7.5 R-4015-D . B 0.2. 3.3 R-3425-B K 2.1. 9.4 R-3529-V V 1.6 . 11.3 R-4016-A . B 0.6. 4.8 R-3429-A Aor C 1.0. 6.0 R-3531 -A Aor C 6.0. 13.0 R-4016-8 . C 0.5. 4.8 R-3430......... A or. C 0.9. 6.6 R-3531-B A or C 6.0. 13.0 R-4016-E . A 0.6. 4.8 R-3433......... A or C 1.5. 6.0 R-3531-C..... A or C 3.0. 9.1 R-4016-Et A 0.6: 4.8 R-3438-A Aor C 7.0. 16.6 R-3531 -D A or C 3.0. 9.1 R-4016-F . C 0.6. 4.8 R-3443......... A 0.7. 6.0 R-3531-E A or C 4.7. 12.7 R-4016-G . B 0.8. 4.8 R-3443-B....... A 0.7. 6.0 R-3570....... A 2.4. 7.4 R-4016-H1 A 0.6. 5.3 R-3448-B C 1.1. 6.8 R-3570-A A 2.4. 7.4 R-4016-K . D 1.1. 6.3 R-3448-C....... C 0.9. 6.8 R-3571....... A 2.4. 7.4 R-4017... B 0.4. 4.1 R-3448-D S 1.2. 6.8 R-3571 -A A 2.4. 7.4 R-4017-1 . 8 0.4. 4.1 R-3449......... C 0.9. 6.8 R-3572....... DR/DL 5.1. 12.4 R-4018... B 0.2. 3.8 R3451......... C 1.5. 7.3 R-3573....... DR/DL 4.4. 12.4 R-4027-B . C 1.1. 4.1 R-3451-B....... C 1.7. 7.8 R-3574....... DR/DL 5.6. 12.4. R-4030-4 . G 0.1. 1.4 13-3454......... A 4.1. 13.2 R-3574-L L......... 2.3. 12.4 R-4030.6 . G 0.1. 2.1 8-3454-B....... D 2.5. 9.9 R-3575....... B 2.6. 9.5 R-4030-6 . G 0.2. 2.7 R-3455-A....... A 2.6. 9.8 R-3576....... DR/DL 2.4. 9.3 R-4030-10 G 0.3. 3.3 R-3455-C....... A 2.6. 10.0 R-3577....... D 1.8. 9.2 R-4030-12 G 0.4. 3.7 R-3457-C....... B 6.0. 14.0 R-3578....... L......... 2.3.. 10.9 R-4030-15 G 0.8. 4.8 A-3460-A A 0.8. 6.0 - 1.4 . R-4030-18 B 1.1. 5.8 R-3460-D....... C 0.8. 6.0 R-3580....... L......... 1.4. 7.9 8-403.0-21 B 1.3. 6.7 R-3461......... C 1.5. 8.0 R-3580-1 L......... 2.8. 12.9 R-4030-24 B 2.1. 7.6 R-3462-B....... DR/DL 1.8. 7.6 R-3581....... V 2.2. 9.3 R-4030-27 G 2.8. 3.0 R-3463-B....... DR/DL 3.5. 12.6 R-3588....... D 1.8. 7.9 R-4030-30 G 3.5. 3.3 w R-3465......... A 0.8. 6.0 R-3588-L L......... 1.5. 7.9 R-4040-6 . E 0.1. 2.1 R-3466-A A 0.8. 6.0 R-3589....... D 1.8. 7.9 R-4040-8 . E 0.2. 2.7 R-3469......... A 2.7. 9.2 R-3589-L L......... 1.5. 7.9 R-4040-10 E 0.3. 3.3 R-3469-E2 B or D.....2.3 . 9.2 R-3591...:... A 1.5. 8.0 R-4040-12 E 0.4. 3.7 R-3471......... C 0.6. 5.8 R-3593....... C 2.5. 12.3 R-4040-15 E 0.7. 4.8 R-3472......... Aor C 1.3. 7.3 R-3594....... S 1.8. 8.0 R-4040-18 E 1.2. 5.8 ,so R-3473......... C 0.9. 6.3 R-3599-A L......... 0.1' 6.0 R-4040-21 G 1.4. 6.7 R-3475......... A 2.7. 9.8 R-3807....... K 6.0. 13.4 R-4040.24 G 1.6. 7.6 No R-3475-1 A 2.7. 9.8 R-3808-1 C 52. 12.3 R-4040-27 G 2.3. 3.0 R-3475.3 A 4.1. 13.7 R-3806-2 C 10.3. 19.9 R-4040-30 G 2.9. 3.3 R-3475-E....... A 2.7. .......9.8 R-3900....... Aor C..... 6.6. 16.0 R-4215-A. BEEHIVE ..2.0. 9.0 R-3475-F C 5.4. 13.8 R-3900-A..... Aor C..... 4.4. 11.8 R-4215-C. BEEHIVE 3.3. 11.3 wes R-3475-G....... C 8.1. 17.8 R-3902-A..... C 2.4. 7.9 R-4216.8. BEEHIVE 2.2. 4.1 R-3475-H....... C 10.8. 21.8 Per Lineal Foot R-4216-D. BEEHIVE 3.0. 3.8 Typ e K indicates "Special" grate st yle and is not a mong standard ty pes as ill ustrated . Type M indicates roll type or mountable curb. For BEEHIVE grates, see note on page 44. 1-9226 4' I. ..6, ! 1/4• 1 iiz---t 1- _71 t"i 3ie' z 1/4' CAST IRON to conform to ASTM D&L No. 1-9226 D%M A-48, CLASS 35B Est. weight Ibs. - DBLFoundry Phoney Fax: H-20 Wheel Loading P.o.eox 1319 CSOS~ ~5os~ Moses Lake. WA 98837 7 7952 78 •B 24 r!771-9226 DbfBao,." Prap,r.dby Se,N ~pp.V.dsy; Dec, 1987 D&L Foundry 1- = 9 1/2" ADA Square Grate 4-W, 1,,.. 00 00 CD 00 m w r) :2 r\ Q pr) rY W 00 OC) z d QQ U oz 'Z OJ Q ~ W o ~ u ^O m ~ !Y Z O M C~ OD to d [wwgb9] „Z/l SZ v=i W a J J } Z a U W a [--6991 „ZZ E w LL a Q o E ? i ~ zu a L.Lj } [wwpl] „8/£ \ (n . ~ a It zO = NN M w Z y _ x N Q I L i5 u) w \ Z Q Q } a o a OA~A ~~AA n1na N z Q 0 a w w ` o b a Q 2 rn . --I I-- F- W _ [wwSZ] [ww~l] Z/t E E w U p w o j (7 u u a m Z w _.i I [--0191 bZ p 4i [--6191 .9/C 17Z z UU m a: ~ 0 ~ at o E x r----------------------------~ I a i00000000000000~ E E E E Lo E u E ''Q00000~000000 u '07 ANdllgf NYN33N E - N M E ~ N a N ~ oc) d. E O :0000 0000000 NFL . 0 0 0 N N cn E F- [wwL9] „8/9 Z Q ~E w v3 M r M r ~ u W J S (n J ~ 3 M E E In O M - to a oo M ~ i v snoIN3`JNI 'Wd E9:99:Z SOOZ/6Z/£ `~InoAs-l '6nnp'wy-EL£909-P\OBBUIBaQ\3 00\6nnp\[OOZO/\ \ U d _ o~ cq. c &Lcf'IXJNDRY. - .1-4222 ADA Trench Grate o o o 0 0 c~ • o © -o o 4 1/$" top view 12" 1 1 /4" t--1 1/4" 1 1/2" bottom view 1 1 /4" a.~ r-, /2" Bolt down on request ..AST IRON to conform to ASTM A-48, CLASS 35B . H-20 Wheel Loading alll J-4222 ADA " M ,.1,.1998 D&L No, J-4222 ADA Est. -weight 58 lbs. Y OIL Foundry Phone: Far: P.O.J. 1919 ((50 i) I (609) % T Moses Lake, WA 98837 76b Z 4 76 8 w V- 71/8, br Bicycle Safe Grates There are many more safe grate's for bicycles, than unsafe grates. The grates not recommended for bicycle traf- fic are identified in this catalog. Safe grates, based on the criteria developed on page 89 are shown below. ''RECTANGULAR AND SQUARE GRATES oo DDD 11 DDDDDD Q ~7~~fom~ )o [01 DDD pe A Ty Type B Type C Type DR DL Type L Type S Type V ROUND GRATES I~ -•Ij~~u; l~ I;) i~U~~UDO An . ~ Type A Type B Type C Type D Type F Type G SAFE GRATES CATALOG GRATE CATALOG GRATE CATALOG GRATE CATALOG GRATE CATALOG GRATE NO. TYPE NO. TYPE NO. TYPE NO. TYPE NO- TYPE R-1792-AG G R-2502-C D R-2668 C R-3203-B A R-3250-DV V R-1792-BG G. R-2503-D D R-3010 A, DR, DL R-3203-C A R-3251 C R-1792-CG G R-2503-E D R-3015 DR, DL R-3265 Spec.' R-3252-A V R-1792-OG G R-2503-F D R-3030 A, DR; DL R-3210 C, DR, DL R-3259 Spec.' R-1792-EG G R-2504-C G R-3031-B S R-3210-A C, DR, DL R-3260-A C R-1792-FG G R-2504-D G R-3032.8 S R-3210-L L R-3261-A1 C R-1792-GG G R-2505 D R-3033-B S , R-1792-HG G R-2505.8 D R-3034-B S 8-3220-L L R-3267 V R-1792-JG G R-2510 C R-3035-A S R-3222-IA L R-3270 A R-1878-AlG A R-2510.1 G R-3036-B S R-3222-C C R-3272 A R-1878-A2G A R-2510-2 G R-3037-A S R-3222-LA L R-3273-A A R-1878-A3G A R-2525-A G R-3038-A S R-3227-C C R-3274 A R-1878-A4G A R-2525-C G R-3039-A S R-3227-D DR, DL R-3274-A C R-1878-A5G A R-2525-D G R-3040 A R-3228-80 DR, DL R-3274-8 C R-1876-A6G A R-2525-E G R-3042 Spec.' R-3228-ED DR, DL R-3275 A R-1878-A7G A R-2525-F G R-3065 DR, DL R-3228-H C R-3277 A R-1878-A8G A R-2525-G G R-3065-LL L R-3228-K C R-3278-A C R-1878-A9G A R-2533 A R-3065-LR L R-3229-A C, DR, OL R-3278-AL L R-1878-A10G A R-2534 C R-3065-V V R-3229-L L R-3278-1 C R-1878-BIG A R-2535 B R-3066 DR, DL R-3233 A R-3280-A C R-1878-82G A R-2535-A B R-3067 DR, DL R-3233-D A R-3280-B C R-1878-B3G A R-2540 D R-3067-LL L R-3234-B1 A R-3281-A B R-1878-B4G A R-2545 Spec.' R-3067-LR L R-3235 C R-3281-AL L R-1878-B5G A R-2546 G R-3067-V V R-3236 C R-3281-B DR, DL R-1878-B6G A R-2549 D R-3070 A, DR, DL R-3236-1 C R-3281-C B R-1878.87G A R-2552 Spec.' R-3075 DR, DL R-3236-A C R-3283-A B R-1878-88G A R-2552-A Spec.' R-3075-L L R-3236-B C R-3283-B B R-1878-139G A R-2552-B Spec.' R-3075-V V R-3237 C R-3283-C B R-1878-B10G A R-2569 A R-3076 V R-3237-1 C R-3285-A1 C R-1879-A 1 G A R-2570 G R-3077 V R-3237-A C R-3286 C R-1879-A2G A R-2571-A F R-3078 V R-3237-B C R-3286-8V V R-1879-A3G A R-2571-B F R-3079 L R-3238 A R-3286-9V V R-1879-A4G A R-2571-C f R-3080 A, DR, DL R-3239-A C R-3287 C R-1879-A5G A R-2571-D F R-3081 A, DR, DL R-3246 C R-3287-5 V R-1879-A6G A R-2574 Spec.' R-3085 DR, DL R-3246-1 C R-3287-10V V R-1879-A7G A R-2578 C R-3090 A, DR, DL R-3246-A C, DR, DL R-3287-11V V R-1879-A8G A R-2580-A G R-3120 Spec.' R-3246-AL L R-3287-15 V R-1879-A9G A R-2580-A1 C R-3130 Spec.' R-3246-AP C, DR, DL R-3287-16 V R-1879-AlOG A R-2580-C G R-3150 A R-3246-CL L R-3287-SB10 S R-1879-B 1 G A R-2586-A G R-3151 A R-3246-E C R-3287-SB 11 S R-1879-B2G A R-2586-C G R-3152 A R-3246-F C R-3288-E2 DR, DL R-1879-133G A R-2586-E G R-3157 A R-3246-G DR, DL R-3288-HV2 V R-1879-B4G A R-2586-G G R-3157-2 V R-3247-A DR, DL R-3289-C DR, DL R-1879-B5G 'A R-2586-K G R-3157-A Spec.' R-3249-F S R-3289-D DR, DL R-1879-B6G A R-2586-M G R-3159-A S R-3250 Spec.' R-3289-HV V R-1879-B7G A R-2586-N G R-3161 S R-3250-1 Spec.' R-3290 C R-1879-B8G A R-2586.0 G R-3165 A R-3250-A Spec.' R-3290-A C R-1879-B9G A R-2588-A G R-3169 B R-3250-B Spec.' R-3291 C R-1879-B 1 OG A R-2588-B G R-3170 B R-3250-BL L R-3292 C R-2500 Spec.' R-2588-C G R-3174 A R-3250-BV V R-3295-AL L R-2501 G R-2595 D R-3175 A R-3250-C Spec.' R-3295-AV V R-2502-A D R-2600 Spec.' R-3180 A R-3250-CL L R-3295-BL L R-2502-B D R-2650 G R-3203-A A R-3250-CV V R•3295-BV V ate: w~ dw oft NO M" NO *Special Pattern In addition to the above table, those grates listed on catalog pages 77, 216-216 , - _.1__. -_J r~* SAFE GRATES-CONTINUED CATALOG GRATE CATALOG GRATE CATALOG GRATE CATALOG GRATE CATALOG GRATE NO. TYPE NO. TYPE NO. TYPE NO. TYPE NO. TYPE R-3296-A C R-3460-A A R-3580 L R-4030-4 Spec.' R-4385-F E R-3296.6 C R-3460-D A R-3580-1 L R-4030-6 Spec.' R-4385-H G R-3297-1 C R-3461 C R-3588-L L R-4030-8 Spec.' R-4938 A R-3337-A C R-3462-B DR, DL R-3589-L L R-4030.10 Spec.' R-4938-1 A R-3338-F Spec.' R-3463-B DR, DL R-3591 A R-4030.12 Spec.' R-4938-A A R-3338-G Spec:' R•3465 A R-3593 C R-4030-15 Spec.' R-4938-B A R-3339-1 C R-3466 C R-3594 S 8-4030-24 B R-4941 Spec.' R-3340-B C R-3469 A R-3599-A V R-4030-27 G R-4941-A B R-3340-D C R-3471 C R-3919 Spec.' R-4040-6 E R-4942 Spec.' R-3341 A R-3472 C R-3921-A B R-4040-8 E R-4943 Spec.' R-3345 A R-3473 C R-3921-D B R-4040-10 E R-4943-A Spec.' R-3346 A R-3501-A B R-3922 Spec.' R-4040-12 E R-5901-A G R-3347 A R-3501-B A R-3922-A Spec.' R-4640-15 E R-5901-B G R-3347-A A R-3501-D2A C R-3924 B R-4040.18 E R-5901-C G R-3349-A Spec.' R-3501-E2 C R-3928 B R-4040-21 G R-5901-D . G R•3356-A C R-3501-H3 C R-3929 B R-4040-24 G R-5901-E G R-3357-A C R-3501-LlA D R-3930 B R-4040-27 G R-5901-F G R-3359 Spec.' R-3501-M A R-3931 B R-4370.1 C R-5901-G G R-3360-A C R-3501-P C R-3935 C R-4370.2 G R-5901-H G R-3362 C R-3501-R C R-3936-A C R-4370-4 G R-5901-J G R-3362.1 C R-3501-TL L R-3940 A R-4370-5 G R-6112 G R-3363.1 C R-3501-TR L R-3942 V R•4370-6 G R-6113 G R-3381 A R-3501-U L R-3943 V R-4376.7 G R-6118 G R-3382 C R-3502-A A R-3954 B R-4370-8 E R=6130 G R-3383-A C R-3502-B A R-3976 B R-4370-9 C R-6131 G R-3383-B C R-3502-D2 C R-3977 B R-4370-10 D R-6132 G R-3396 C R-3503 B R-4001-A C R-4370-12 F R-6133 G R-3397 A R-3503-C C R-4001-B C R-4370-13 G R-6134 G R-3397-1 V R-3504-F C R-4003-A A R-4370-14A G R-6352-A E R-3402 Spec.' R-3506-A C R-4003-B A R-4370-15 D R-6352-B Spec.' R-3402-E C R-3506-A2 C R-4003-C A R-4370-17 D R-6352-D Spec.' R-3403 A R-3506-B C R-4004-A C R-4370-21 D R-6352-E G R-3403-Al A R-3506-B 1 C R-4004-B B R-4370.22 D R-6352-G G R-3403-F A R-3507 C R-4004-C C R-4370-23 Spec.' R-6400-AO G R-3404 A R-3508-A2 C R-4005-A2 B R-4370.25 G R-6400-BO G R-3405 A R-3508-B C R-4006 B R-4370-26 G R-6450-AG E R-3405-A Spec.' R•3509 Spec.' R-4007 B R-4370-27A G R-6450-BG E R-3405-B Spec.' R-3510 C R-4007-A6 B R-4380-AA 1 E R-6450-CG E R-3406 C R-3511 C R-4007-A7 B R-4380-A E R.6450-DG E R-3406-A C R-3516 C R-4008-B B R-4380-A 1 E R-6450-EG G R-3406-A2 C R-3516-1 C R-401 1-B 1 B R-4380-B 1 E R-6450-FG G R-3406-2 C R-3517 C R-4014-B A R-4380.1 E R-6450-GG E R-3408-L L R-3525-1 Spec.' R-4014-C A R-4380-3 E R-6450-HG E R-3409 C R-3525-L L R-4014-E A R-43804 E R-6672-1 Spec'. R-3413 C R-3526-1 Spec.' R-4014-T B R-4380-4A1 E R-6672-B A R-3415 A R-3526-L L R-4014-T1 B R-4380.4A E R-6672-C A R-3416 A R-3527-V V R-4015-A B R•4380-6 E R-6672-D A R-3420 A R-3528-V V R-4015-A 1 B R-4380-7 G R-6672-E A R-3423 B R-3529-V V R-4015-B C R-43809 E R-6672-F A R-3425-A Spec.' R-3531-A Spec.' R-4015-C B R-4380-10 E R•6672-G C R-3425-B Spec.' R-3531-B Spec.' R-4015-D B R-4380.11 E R-6672-H A R-3429-A C R-3531-C Spec.' R-4016-B Spec.' R-4380.12 E R-6672-J A R-3430 C R-3531-D Spec.' R-4016-E A R-4380-13 Spec.' R-6672-K A R-3433 C R-3570 A R-4016-E1 B R-4380-13A E R-6672-M A R-3438-A A R-3570-A A R-4016-H1 B R-4380-14 E R-6673-A A R-3443 A R-3571 A R-4016-J1 B R-4380-16 E R-6673•B A R-3443-B A R-3571-A A R-4017 B R-4380-17 E R-6673-C A R-3448-8 C R-3572 DR, DL R-4018 B R-4380.18 Spec.' R-6673-D A R-3448-C C R-3573 DR, DL R-4023-A B R-4380-22 E R-6673-E A R-3448-D C R-3574 DR, DL R-4023-D B R-4380-23 Spec.' R-6673-J A R-3449 C R-3574-L L R-4023-E B R-4380-24 E R-6673-K A R-3451 C R-3576 DR, DL R-4024-A B R-4385-B E R-6673-L A R-3454 Spec.' R-3577 C R•4024-D B R-4385-C E R-6673-N A R-3454-BL L R-3578 L R-4024-E B R-4385-D E R-6673-0 A R•3455-C A R-3579 L R-4027-8 C R-4385-E E R-6673.0 A 4 N S Z 0 m Er 00 «SZ W W f- U U {y~ Q ¢a: N O (n O U U J N OU W z U z W V SL'b z <a O ci a a pp W a~y NW 2'd UN h.=i Na~Z pW F-- (V O Q - ¢ Q u (V ON ~Vl lnd Zoo Q II = U S W U wvI U 11 m< « (E aZ <m N Q = < 5-: K U O ZW<JOF¢ QQI-¢ZZS wfrooo cl 83600m~ U a pN 3w ~a Wa J p ni 1 Z~ Z ¢ ~Tl W Z O Z N ..6 ,.L-„b 0 W m N (Wn > p Z 0 z D \ \ \ - D \ / 2 D D C7 J > D p O VI N ¢ Z W D D D 0 D D M1 N < \ \ U Z Ir N \ Z z r zz > W z \j a J z W W ?p DD / a EE N W D F O > D ?m D D N 3 c7~ D>pDp t> Z //Q Z Z W DDDDDDDDDDDDD~DDDDD IJ- Q Z m D D D D D D D D D D D O D D D D D D D D D D D D D D D D D D D D D D D ~ O O a J D D D D D D D p D D D L O ~1-Tv J 'DDODD1`^D/J~/D QI DD DDD DD DD DDDD D DD ~PD DL Z O W p = >DDDDDA 1 DDDDDD Z J !n S Z f > D D 11.1 D D D ? ¢ , DDDDDD DDDDD JS U DDDD DDDDD 0 2 Z •DDDD O O DDDOf z C3 DDDDDDD L/~oo~~ DDpD~ Wp ,DD DDDD D Zm DDDD DDDD C U.~ DDDDD D D DDDDDDD Z m 'DDDDD DDDDD Z W ;DDDD D DDDDD D D DDDDf S D D D D D D D D D p U Q 0< d D D D D D D D D D C 1- D D A D D D D D D D D ~ Q v DDDDDDDDDDDDD^ D ~ W =)W M W J To m CO O ¢ M ~ u O O:D N um ? W ? J m 0 0 U H w J m m O U w F Z 0 O O U Q W O W 0- C) 0 Z S U J ~U Zt Z2 OU Q¢ JW 0- v) U ZLn FZ W ¢ J J Z= J UW 0- a Z Q Z J Z H a a. `0 V Z O V1 C ' 'p U C O O O L D .(0) 4 l] O¢ -0-0 V N N U O Oa (n V U y N O 0-0 U O O _mz, O ` J C z 0. O U U) 0 3 _U £ N -0 _O .O C •C O U O O U Z i U (n Z I senW `V4VLZ:8VOL 900Z/4Z/Z `66XS'8 `6Mp'WH-b3M3SINHOlS-Slldl3a\e6BuieJd\JMa\b0066AO1\:d SPECIFICATION: JOSAM 30000-S SERIES CAST IRON FLOOR DRAIN, TWO- FLOOR DM N PIECE BODY WITH DOUBLE DRAINAGE FLANGE AND 1/2" ADJUSTABLE STRAINER PRIMER TAP WEJLOC° INVERTIBLE FLASHING COLLAR, WEEPHOLES, BOTTOM OUTLET CONNECTION AND 30000_x+ NIKALOY ADJUSTABLE SQUARE SUPER-FLO® STRAINER. SERIES ~7 SLOT WIDTH 1/4" ADJUSTABLE SUPER-FLO STRAINER • GASKET ON -Y CONNECTION CONFORMS WITH ASTM-0564 091/4" WEJLOC INVERTIBLE FLASHING COLLAR X MIN Y MAX (1 1/8") OuLl X=4" Y = 3-3/4" ~ Z = 3-5/8 O T=3' IPS PRIMER TAP-J 112" W/ PLUG (STD) 314" (USE -49 OPT.) N -5S 5 7/8 1-7/8 9.1 STRAINER B X Y FREE AREA -6S 6 7/8 2-1/4 13.8 -8S 8 1-1/4 2-1/2 24.5 03 3/4" PIPE C17F -TSO THREADED SIDE OUTLET -WT WITH TRAP -PD PRISON DRAIN -ARE ACID-RESISTING EPOXY -49 3/4" PRIMER TAP -91 ROUGH BRONZE BODY -92 GALVANIZED CAST IRON PARTS -SS STAINLESS STEEL PIPE SIZE 2" 3" -2 BRONZE ADJUSTABLE STRAINER -80 PERFORATED STAINLESS STEEL BASKET -CP CHROME PLATED STRAINER -J BACKWATER VALVE -VP SECURED GRATE, VANDAL-PROOF SCREWS -T THREADED OUTLET -X INSIDE CAULK OUTLET -Y HUB OUTLET WITH GASKET -Z NO-HUB SPIGOT OUTLET DRAWING No. JOSAM COMPANY NOTES: A-1 1257-K MICHIGAN CITY, INDIANA -Z-bl-6-4 LIX 77.. lam.. L4 = 2 - 6;5. ~x z K 2.447 3-x Vie = .7 r c~.r L--~~~ = 2) + 3J - 1,78 = !O.2Z S4 h 3/8 5 Y. 3/au x2) -t- 0 x-3/g" x Z) = " = 1.19 -V'4 (~sur If2fiL _ (,:F + 3 +3+3j --1.141 C(~X x 33•S) 4(lgx3~a x 3(-,)1 ?S ~4 z d ~i ~ _ 3 x 3J - 1,7S = 7• ZS ~ Z - _~,1 111-f 51-8„ 6~'a" 4'-f2-_ .I 7-7 g x 2 x Z•66-3 J~2 = 3.`~`S 1 LIP_ 2(G ~3 ..x _ x 2 , e, 4 - se 10...._ r-' pJ, 11 ~ 11 K~j X 3/81 x z) -4-( x ,Z~ 2 mks = 2 8.51 2.38 xx.33.5" z' x~ ~ :3. 4f _ f4ZP4 an VAIL'S FRONT DOOR DRAINAGE REPORT ALPINE Date: June 16, 2006 - - P (Site) Numbered Inlet Computations ENGINEERING INC 112 clogged Inlet # Inlet type 100 yr Q Weir cfs Weir L ft Head weir ft) 100 yr Q Orifice (cfs) Orifice A (sq ft) Head orifice(ft P7 C-INLET 9.00 10.81 0.66 9.00 7.25 0.27 P8 D-INLET 35.00 14.95 1.32 35.00 13.5 1.16 P9 C-INLET 0.02 10.81 0.01 0.02 7.25 0.00 P11 D-INLET 4.33 14.95 0.33 4.33 13.5 0.02 P13 D-INLET 0.48 14.95 0.08 0.48 13.5 0.00 P14 18" FES 0.10 - - 0.10 - - P15 18" FES 0.57 - - 0.57 - - P16 JOSAM 23505 0.42 4.42 0.16 0.42 0.44 0.16 P17 C-INLET 0.70 10.81 0.12 0.70 7.25 0.00 P18 JOSAM 0.11 2.67 0.09 0.11 0.17 0.07 P21 TRENCH DR 1.11 10.00 0.17 1.11 2.12 0.05 P22 TRENCH DR 0.64 10.00 0.12 0.64 2.12 0.02 P23 2'X3' CURB 0.31 5.90 0.10 0.31 1.6 0.01 P24 2'X3' CURB 0.30 5.90 0.10 0.30 1.6 0.01 P25 2'X3' INLET 0.68 10.90 0.12 0.68 2.3 0.02 P26 2'X3' INLET 0.79 10.90 0.13 0.79 2.3 0.02 P27 C-INLET 7.23 10.81 0.57 7.23 7.25 0.17 P29 2'X3' CURB 0.43 5.90 0.13 0.43 1.6 0.01 P30 2'X3' CURB 0.44 5.90 0.13 0.44 1.6 0.01 P31 2'X3' CURB 0.28 5.90 0.10 0.28 1.6 0.01 P31A 2'X3' INLET 0.45 2.30 0.25 0.45 7.25 0.00 P33 TRENCH DR 0.16 10.00 0.05 0.16 2.12 0.00 P34 2'X3' CURB 0.70 5.90 0.18 0.70 1.6 0.03 P35 2'X3' CURB 0.16 5.90 0.07 0.16 1.6 0.00 P36 2'X3' CURB 0.97 5.90 0.22 0.97 1.6 0.06 P37 C-INLET 1.20 10.81 0.17 1.20 7.25 0.00 P38 2'X3' CURB 0.47 5.90 0.14 0.47 1.6 0.01 P39 2'X3' CURB 0.39 5.90 0.12 0.39 1.6 0.01 P42 C-INLET 0.69 10.81 0.12 0.69 7.25 0.00 P43 C-INLET 2.30 10.81 0.27 2.30 7.25 0.02 P44 2'X2' INLET 0.21 8.00 0.06 0.21 0.85 0.01 ELOT6 2'X3' CURB 0.28 5.90 0.10 0.28 1.6 0.01 P:\TOV99004\DWG\Drainage\lnlets\lnlet Calcs-half-clogged-VFD-2006.xls (Inlet P Head) 6/16/2006 1w dig -0 AW VAIL'S FRONT DOOR DRAINAGE REPORT ALPINE Date: June 16, 2006 - R (Residences) Numbered Inlet Computations ENGINEERING INC 1/2 clogged Inlet # Inlet type 100 yr Q Weir cfs Weir L (ft) Head Weir(ft 100 yr Q Orifice (cfs) Orifice A (sq ft) Head orifice(ft) R4A JOSAM 23505 0.02 4.42 0.02 0.02 0.44 0.00 R6 NYLOPLAST DRAIN 0.00 4.46 0.00 0.00 0.44 0.00 R7A JOSAM 30000-S 0.05 2.67 0.05 0.05 0.17 0.01 R8 JOSAM 30000-S 0.17 2.67 0.12 0.17 0.17 0.17 R9 NYLOPLAST DRAIN 0.02 4.46 0.02 0.02 0.44 0.00 R10 NYLOPLAST DRAIN 0.00 4.46 0.00 0.00 0.44 0.00 R11 JOSAM 30000-S 0.02 2.67 0.02 0.02 0.17 0.00 R12 JOSAM 30000-S 0.03 2.67 0.04 0.03 0.17 0.01 R12A JOSAM 30000-S 0.02 2.67 0.03 0.02 0.17 0.00 R13 NYLOPLAST DRAIN 0.00 4.46 0.01 0.00 0.44 0.00 R1 3A NYLOPLAST DRAIN 0.05 4.46 0.04 0.05 0.44 0.00 R14 NYLOPLAST DRAIN 0.04 4.46 0.03 0.04 0.44 0.00 R15 JOSAM 30000-S 0.17 2.67 0.12 0.17 0.17 0.17 R17 JOSAM 30000-S 0.08 2.67 0.07 0.08 0.17 0.04 R18 JOSAM 30000-S 0.10 2.67 0.09 0.10 0.17 0.06 R1 8A NYLOPLAST DRAIN 0.02 4.46 0.02 0.02 0.44 0.00 R19 NYLOPLAST DRAIN 0.07 4.46 0.04 0.07 0.44 0.00 R20 2'x 2' Inlet 0.07 8.00 0.03 0.07 0.85 0.00 R21 NYLOPLAST DRAIN 0.16 4.46 0.08 0.16 0.44 0.02 R21A 2'x 2' Inlet 0.05 8.00 0.02 0.05 0.85 0.00 R23 JOSAM 30000-S 0.15 2.67 0.11 0.15 0.17 0.13 R24 JOSAM 30000-S 0.04 2.67 0.04 0.04 0.17 0.01 R25 TRENCH DRAIN 0.15 10.00 0.04 0.15 2.12 0.00 R26 NYLOPLAST DRAIN 0.02 4.46 0.02 0.02 0.44 0.00 R26A NYLOPLAST DRAIN 0.02 4.46 0.02 0.02 0.44 0.00 R27 JOSAM 30000-S 0.04 2.67 0.04 0.04 0.17 0.01 R28 NYLOPLAST DRAIN 0.09 4.46 0.05 0.09 0.44 0.01 R29 JOSAM 30000-S 0.11 2.67 0.09 0.11 0.17 0.07 R30 NYLOPLAST DRAIN 0.02 4.46 0.02 0.02 0.44 0.00- R31 NYLOPLAST DRAIN 0.04 4.46 0.03 0.04 0.44 0.00 R31 A JOSAM 30000-S 0.17 2.67 0.12 0.17 0.17 0.16 R32 JOSAM 30000-S 0.07 2.67 0.07 0.07 0.17 0.03 R33 NYLOPLAST DRAIN 0.22 4.46 0.10 0.22 0.44 0.04 R34 NYLOPLAST DRAIN 0.17 4.46 0.08 0.17 0.44 0.03 R35 2'x 2' Inlet 0.21 8.00 0.07 0.21 0.85 0.01 R37 JOSAM 30000-S 0.19 2.67 0.13 0.19 0.17 0.21 R38 JOSAM 23505 0.15 4.42 0.08 0.15 0.44 0.02 P:\TOV99004\DWG\D rai nage\l nlets\l n let Calcs-half-clogged-VFD-2006.xls (Inlet R Head) 6/16/2006 VAIL'S FRONT DOOR DRAINAGE REPORT Date: June 16, 2006 ALPINE R (Residences) Numbered Inlet Computations ENGINEERING INC 1/2 clogged 100 yr 100 yr Inlet Inlet Q Weir Weir L Head Q Orifice Orifice A Head # type cfs (ft) weir(ft) (cfs) sq ft) orifice(ft) R39 TRENCH DRAIN 0.09 10.00 0.03 0.09 2.12 0.00 R39A TRENCH DRAIN 0.01 10.00 0.01 0.01 2.12 0.00 R40 NYLOPLAST DRAIN 0.02 4.46 0.02 0.02 0.44 0.00 R41 JOSAM 30000-S 0.07 2.67 0.07 0.07 0.17 0.03 R41A NYLOPLAST DRAIN 0.21 4.46 0.10 0.21 0.44 0.04 R42 NYLOPLAST DRAIN 0.09 4.46 0.06 0.09 0.44 0.01 R43 NYLOPLAST DRAIN 0.05 4.46 0.04 0.05 0.44 0.00 R44 2'x 2' Inlet 0.27 8.00 0.08 0.27 0.85 0.02 R45 NYLOPLAST DRAIN 0.03 4.46 0.03 0.03 0.44 0.00 R46 JOSAM 30000-S 0.08 2.67 0.07 0.08 0.17 0.04 R47 NYLOPLAST DRAIN 0.03 4.46 0.03 0.03 0.44 0.00 R48 JOSAM 30000-S 0.08 2.67 0.07 0.08 0.17 0.04 R49 NYLOPLAST DRAIN 0.00 4.46 0.01 0.00 0.44 0.00 R50 NYLOPLAST DRAIN 0.10 4.46 0.06 0.10 0.44 0.01 R51 NYLOPLAST DRAIN 0.12 4.46 0.07 0.12 0.44 0.01 R P:\TOV99004\DWG\Drainage\lnlets\lnlet Calcs-half-clogged-VFD-2006.xls (Inlet R Head) 6/16/2006 VAIL'S FRONT DOOR DRAINAGE REPORT Date: June 16, 2006 ALPINE D (Deck) Numbered Inlet Computations ENGINEERING INC 1/2 clogged 100 yr 100 yr Inlet Inlet Q Weir Weir L Head Q Orifice Orifice A Head # type (cfs (ft) weir(ft) (cfs) (sq ft orifice(ft) D01 2'x 2' Inlet 0.10 8.00 0.04 0.10 0.85 0.00 D02 2' x 2' Inlet 0.39 8.00 0.10 0.39 0.85 0.04 D03 2'x 2' Inlet 0.35 8.00 0.09 0.35 0.85 0.03 D04 NYLOPLAST DRAIN 0.07 4.46 0.05 0.07 0.44 0.00 D05 NYLOPLAST DRAIN 0.48 4.46 0.17 0.48 0.44 0.21 D06 JOSAM 30000-S 0.08 2.67 0.07 0.08 0.17 0.04 D07 JOSAM 30000-S 0.06 2.67 0.06 0.06 0.17 0.02 D08 JOSAM 30000-S 0.07 2.67 0.07 0.07 0.17 0.03 D09 JOSAM 30000-S 0.03 2.67 0.04 0.03 0.17 0.00 D10 JOSAM 30000-S 0.03 2.67 0.04 0.03 0.17 0 01 D10A JOSAM 30000-S 0.03 2.67 0.04 0.03 0.17 . 0.01 D10B JOSAM 30000-S 0.02 2.67 0.03 0.02 0.17 0.00 D11 NYLOPLAST DRAIN 0.41 4.46 0.15 0.41 0.44 0.15 D12 JOSAM 30000-S 0.03 2.67 0.03 0.03 0.17 0.00 D13 JOSAM 30000-S 0.06 2.67 0.06 0.06 0.17 0.02 D14 JOSAM 30000-S 0.07 2.67 0.06 0.07 0.17 0.03 D15 NYLOPLAST DRAIN 0.08 4.46 0.05 0.08 0.44 0 01 D16 JOSAM 30000-S 0.02 2.67 0.03 0.02 0.17 . 0.00 D17 JOSAM 30000-S 0.03 2.67 0.04 0.03 0.17 0.01 D18 NYLOPLAST DRAIN 0.07 4.46 0.05 0.07 0.44 0.00 D19 JOSAM 30000-S 0.06 2.67 0.06 0.06 0.17 0.02 D20 JOSAM 30000-S 0.06 2.67 0.06 0.06 0.17 0 02 D21 JOSAM 30000-S 0.05 2.67 0.05 0.05 0.17 . 0.02 D22 JOSAM 30000-S 0.04 2.67 0.05 0.04 0.17 0 01 D23 JOSAM 30000-S 0.03 2.67 0.04 0.03 0.17 . 0 00 D24 JOSAM 30000-S 0.03 2.67 0.03 0.03 0.17 . 0.00 D25 JOSAM 30000-S 0.06 2.67 0.06 0.06 0.17 0.02 D27 JOSAM 30000-S 0.06 2.67 0.06 0.06 0.17 0 02 D28A JOSAM 30000-S 0.25 2.67 0.15 0.25 0.17 . 0.36 D29 JOSAM 30000-S 0.06 2.67 0.06 0.06 0.17 0 02 D30 JOSAM 30000-S 0.18 2.67 0.12 0.18 0.17 . 0.20 P:\TOV99004\DWG\Drainage\Inlets\lnlet Calcs-half-clogged-VFD-2006.xls (Inlet D Head) 6/16/2006 x VAIL'S FRONT DOOR ALPINE DRAINAGE REPORT Date: June 16, 2005 - - ENGINEERING INC P (Site) Numbered Inlets DEVELOPED PEAK FLOW DFTFRMINATIMI _ 92eTInKlAl eecTUnr% Study Drainage Lawn Imp. Gravel Q Point Area Tc I Area Area Area C 100 yr (acres) (min) (in/hr) (acres) (acres) (acres) (cfs) P9 0.02 5 5.7 0.02 0.20 0.02 P11 1.68 5 5.7 1.10 0.58 0.45 4.33 P13 0.22 5 5.7 0.12 0.10 0.38 0.48 P14 0.09 5 5.7 0.09 0.20 0.10 P15 0.50 5 5.7 0.50 0.20 0.57 P16 0.08 5 5.7 0.08 0.93 0.42 P17 0.61 5 5.7 0.61 0.20 0.70 P18 0.02 5 5.7 0.02 0.93 0.11 P21 0.21 5 5.7 0.21 0.93 1.11 P22 0.12 5 5.7 0.12 0.93 0.64 P23 0.09 5 5.7 0.04 0.05 0.61 0.31 P24 0.08 5 5.7 0.03 0.05 0.66 0.30 P25 0.23 5 5.7 0.13 0.10 0.52 0.68 P26 0.18 5 5.7 0.04 0.14 0.77 0.79 P27 6.34 5 5.7 6.34 0.20 7.23 P29 0.12 5 5.7 0.05 0.07 0.63 0.43 P30 0.13 5 5.7 0.06 0.07 0.59 0.44 P31 0.06 5 5.7 0.01 0.05 0.81 0.28 P31 A 0.10 5 5.7 0.02 0.08 0.78 0.45 P33 0.03 5 5.7 0.03 0.93 0.16 P34 0.18 5 5.7 0.06 0.12 0.69 0.70 P35 0.03 5 5.7 0.03 0.93 0.16 P36 0.19 5 5.7 0.01 0.18 0.89 0.97 P37 0.25 5 5.7 0.03 0.22 0.84 1.20 P38 0.12 5 5.7 0.04 0.08 0.69 0.47 P39 0.09 5 5.7 0.02 0.07 0.77 0.39 P42 0.13 5 5.7 0.13 0.93 0.69 P43 0.45 5 5.7 0.02 0.43 0.90 2.30 P44 0.18 5 5.7 0.18 0.20 0.21 E Lot 6 0.06 5 5.7 0.01 0.05 0.81 0.28 P:\TOV99004\DWG\Drainage\lnlets\lnlet Calcs-half-clogged-VFD-2006.xis (INLET P Q) 6/16/2006 IM Iwo The Actual Flow(Qa) to each Inlet was calculated as: Q=CIA where, Q= Actul Flow (c.f.s) C= Runoff Coefficient 1= Rainfall Intensity (in./hr.) A= Drainage Area (acres) Values for C (as taken from Table 3-1 from Denver Drainage Criteria Manual): Lawns = 0.20 - Impervious = 0.93 Gravel = 0.60 Time of Concentration (Tc) is a minimum 5 minutes The Rainfall Intensity is a 100 year event taken from the Intensity-Duration-Frequency Curves for Vail, Colorado P:\TOV99004\DWG\Drainage\lnlets\lnlet Calcs-half-clogged-WD-2006.As (INLET P Q) 6/16/2006 VAIL'S FRONT DOOR ALPINE DRAINAGE REPORT Date: June 16, 2005 ENGINEERING INC R (Residences) Numbered Inlets nFvm nPFn PFAIC FI nw DFTERMINATION - RATIONAL METHOD Study Drainage Drainage Lawn Imp. Roof Q Point Area Area Tc I Area Area Area C 100 yr (sq ft) (acres) (min) (in/hr) (acres) (acres) (acres) (cfs) R4A 116 0.003 5 5.7 0.003 0.93 0.02 R6 97 0.002 5 5.7 0.002 0.20 0.00 R7A 402 0.009 5 5.7 0.009 0.93 0.05 R8 131 0.003 5 5.7 0.003 0.93 0.02 RF8 1307 0.030 5 5.7 0.030 0.90 0.15 R9 194 0.004 5 5.7 0.004 0.93 0.02 R10 22 0.001 5 5.7 0.001 0.20 0.00 R11 123 0.003 5 5.7 0.003 0.93 0.02 R12 164 0.004 5 5.7 0.004 0.93 0.02 RF12 108 0.002 5 5.7 0.002 0.90 0.01 R12A 218 0.005 5 5.7 0.002 0.003 0.64 0.02 R13 174 0.004 5 5.7 0.004 0.20 0.00 R1 3A 467 0.011 5 5.7 0.006 0.005 0.53 0.03 RF13A 174 0.004 5 5.7 0.004 0.90 0.02 R14 192 0.004 5 5.7 0.004 0.20 0.00 RF14 285 0.007 5 5.7 0.007 0.84 0.03 R15 1428 0.033 5 5.7 0.018 0.015 0.53 0.10 RF15 566 0.013 5 5.7 0.013 0.90 0.07 R17 170 0.004 5 5.7 0.004 0.93 0.02 RF17 479 0.011 5 5.7 0.011 0.90 0.06 R18 174 0.004 5 5.7 0.004 0.93 0.02 RF18 697 0.016 5 5.7 0.016 0.90 0.08 R19 1264 0.029 5 5.7 0.025 0.004 0.30 0.05 RF19 131 0.003 5 5.7 0.003 0.90 0.02 R20 2799 0.064 5 5.7 0.064 0.20 0.07 R21 1442 0.033 5 5.7 0.023 0.010 0.42 0.08 RF21 697 0.016 5 5.7 0.016 0.90 0.08 R21 A 1508 0.035 5 5.7 0.033 0.002 0.24 0.05 R23 150 0.003 5 5.7 0.003 0.93 0.02 RF23 1107 0.025 5 5.7 0.025 0.91 0.13 R24 209 0.005 5 5.7 0.005 0.93 0.03 RF24 87 0.002 5 5.7 0.002 0.90 0.01 R25 540 0.012 5 5.7 0.010 0.002 0.32 0.02 RF25 1065 0.024 5 5.7 0.024 0.92 0.13 R26 871 0.020 5 5.7 0.020 0.20 0.02 R26A 305 0.007 5 5.7 0.003 0.004 0.62 0.02 R27 305 0.007 5 5.7 0.007 0.93 0.04 R28 1089 0.025 5 5.7 0.011 0.014 0.61 0.09 R29 187 0.004 5 5.7 0.004 0.93 0.02 RF29 768 0.018 5 5.7 0.018 0.88 0.09 R30 409 0.009 5 5.7 0.007 0.002 0.36 0.02 P:\TOV99004\DWG\Drainage\lnlets\lnlet Calcs-half-clogged-WD-2006.xis (INLET R Q) 6/16/2006 as VAIL'S FRONT DOOR ALPINE DRAINAGE REPORT _ Date: June 16, 2005 ENGINEERING INC R (Residences) Numbered Inlets nFVFI OPFn PEAK FLOW DETERMINATION - RATIONAL METHOD Study Drainage Drainage Lawn Imp. Roof 0 Point Area Area Tc I Area Area Area C 100 yr (sq ft) (acres) (min) (in/hr) (acres) (acres (acres) cfs) R31 563 0.013 5 5.7 0.007 0.006 0.54 0.04 R31A 296 0.007 5 5.7 0.007 0.93 0.04 RF31A 1089 0.025 5 5.7 0.025 0.90 0.13 R32 176 0.004 5 5.7 0.004 0.93 0.02 RF32 436 0.010 5 5.7 0.010 0.90 0.05 R33 5227 0.120 5 5.7 0.108 0.012 0.27 0.19 RF33 261 0.006 5 5.7 0.006 0.90 0.03 R34 871 0.020 5 5.7 0.009 0.011 0.60 0.07 RF34 871 0.020 5 5.7 0.020 0.90 0.10 R35 8026 0.184 5 5.7 0.184 0.20 0.21 R37 269 0.006 5 5.7 0.006 0.93 0.03 RF37 1307 0.030 5 5.7 0.030 0.90 0.15 R38 1742 0.040 5 5.7 0.015 0.025 0.66 0.15 R39 581 0.013 5 5.7 0.013 0.20 0.01 RF39 596 0.014 5 5.7 0.014 0.88 0.07 R39A 348 0.008 5 5.7 0.008 0.20 0.01 R39B 305 0.007 5 5.7 0.003 0.004 0.62 0.02 R40 321 0.007 5 5.7 0.004 0.003 0.51 0.02 R41 174 0.004 5 5.7 0.004 0.93 0.02 RF41 436 0.010 5 5.7 0.010 0.90 0.05 R41 A 588 0.013 5 5.7 0.003 0.010 0.76 0.06 RF41A 1307 0.030 5 5.7 0.030 0.90 0.15 R42 1349 0.031 5 5.7 0.025 0.006 0.34 0.06 RF42 261 0.006 5 5.7 0.006 0.90 0.03 R43 697 0.016 5 5.7 0.011 0.005 0.43 0.04 RF43 87 0.002 5 5.7 0.002 0.90 0.01 R44 10500 0.241 5 5.7 0.241 0.20 0.27 R45 531 0.030 5 5.7 0.030 0.20 0.03 R46 305 0.007 5 5.7 0.007 0.93 0.04 RF46 348 0.008 5 5.7 0.008 0.90 0.04 R47 562 0.013 5 5.7 0.009 0.004 0.42 0.03 R48 183 0.004 5 5.7 0.004 0.93 0.02 RF48 523 0.012 5 5.7 0.012 0.90 0.06 R49 127 0.003 5 5.7 0.003 0.20 0.00 R50 1025 0.024 5 5.7 0.020 0.004 0.32 0.04 RF50 436 0.010 5 5.7 0.010 0.90 0.05 R51 1025 0.024 5 5.7 0.015 0.009 0.47 0.06 RF51 432 0.003 5 5.7 0.010 2.98 0.05 The Actual Flow(Qa) to each Inlet was calculated as: Q=CIA where, Q= Actul Flow (c.f.s) P:\TOV99004\DWG\Drainage\Inlets\lnlet Calcs-half-clogged-WD-2006.xis (INLET R Q) 6/16/2006 a~ VAIL'S FRONT DOOR ALPINE DRAINAGE REPORT Date: June 16, 2005 ENGINEERING INC R (Residences) Numbered Inlets DEVELOPED PEAK FLOW DETERMINATION - RATIONAL METHOD Study Drainage Drainage Lawn imp. Roof] I Q Point Area Area Tc I Area Area Area C 100 yr (sq ft) (acres) (min) (in/hr (acres) (acres) (acres) (cfs) C= Runoff Coefficient 1= Rainfall Intensity (in./hr.) A= Drainage Area (acres) Values for C (as taken from Table 3-1 from Denver Drainage Criteria Manual): Lawns = 0.20 Impervious = 0.93 Roof = 0.90 Time of Concentration (Tc) is a minimum 5 minutes The Rainfall Intensity is a 100 year event taken from the Intensity-Duration-Frequency Curves for Vail, Colorado P:\TOV99004\DWG\Drainage\Inlets\lnlet Calcs-half-clogged-VF13-2006.x1s (INLET R O) 6/16/2006 -.Spring- 2006) g storm e-I,d 0--- m an h o) e) tgE OV REPLACE XISTIN C`JRR.3 i n g CM e BLEND _INLET .~R ME °-gTCH EXI jli D G R A- GRA`6 ES I l 3l'a..A ~T TI GRAD 111*0 BEGIN PROFII. U 790- - -RCp :.JD PROFILE 13A P-28 Rim Upper=8180.50. Rim Lower=8179.75 Inv Out=8175.44 Rim=8181.1 _ Inv Out=74.66 Inv In=74.86 REMOVE/REPLACE EXISTING STONE WALKWAY TO MATCH PROPOSED GRADING ` BEGIN PROFILE 13 2~ _ `z8 c1J IB l8_a e t3 - Wzcc, 2- -7-0~o STREET AND INLET HYDRAULICS Version 2.13 Released February 2006 Urban Drainage and Flood Control District Denver, Colorado Purpose: This workbook aids in estimating gutter conveyance capacity and assists in sizing inlets. Function: 1. To calculate the peak runoff flow from a catchment at the location of a proposed inlet. 2. To determine the maximum street gutter hydraulic capacity for both the minor and major events. 3. To determine the flow condition on the street and to size inlets to capture that flow. Content: The workbook consists of the following 4 worksheets: Q-Peak Use this sheet to determine the peak discharge at your proposed inlet location. The peak is based on rainfall characteristics (return period), imperviousness, overland/gutter lengths and slopes, and existing gutter flows from upstream design points (carry-over flow). If the peak discharge is already known, enter it at the top of this sheet and the rest of the sheet may be ignored. Q-Allow Use this sheet to determine the maximum allowable discharge for one side of the street at your proposed inlet location. This is based on the regulated maximum flow spread and gutter flowline depth, the street longitudinal and transverse slopes, the gutter section geometry, the street roughness, and any conveyance capacity behind the curb face (e.g. that area above the sidewalk). If a longitudinal slope of zero is entered on this sheet, the condition will default to a sump, or sag location. If the maximum allowable discharge at this location is smaller than the peak discharge determined on the previous sheet, the proposed inlet location should be moved upstream. Inlet On Grade Use this sheet to select the inlet type and number of inlets best suited for your proposed location on a continuous grade, determining the intercepted flow and the bypassed (carry-over) flow. The carry-over flow will need to be applied to the next downstream inlet in addition to the local runoff determined for that inlet. Inlet In Sump Use this sheet to select the inlet type and number of inlets best suited for your proposed location in a sump, or sag location. The type and number of inlets in a sump is based on the desired maximum flow depth and spread. There will be no bypassed (carry-over) flow from this inlet. Acknowledgements: Spreadsheet Development Team: Dr. James C.Y. Guo, P.E. Professor, Department of Civil Engineering, University of Colorado at Denver Ken A. MacKenzie, P.E. Urban Drainage and Flood Control District Wright Water Engineers, Inc. Denver, Colorado Comments? Direct all comments regarding this spreadsheet workbook to: UDFCD E-Mail Revisions? Check for revised versions of this or any other workbook at: Downloads Inlet 35 UD-inlet_v2.13.xis, INTRO 3/1/2006, 11:05 AM INLET ON A CONTINUOUS GRADE Project: Vail's Front Door Inlet ID: Inlet P36 - Curb Inlet Lo (C) f H-Curb H-Vert Wo Wp W Lo (G) Desion Information Type of Inlet Type = CDOT/Denver 13 Combination Local Depression (additional to continuous gutter depression 'a' from'Q-AIIOW) aLOCAL = 0.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 3.00 it Width of a Unit Grate (cannot be greater than W from Q-Allow) W. = 1.73 It Clogging Factor for a Single Unit Grate (typical min. value = 0.5) CrG = 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) CrC = 0.10 Street Hydraulics (C Iculated), Capacity OK - 0 Is less than maximum a Design Discharge for Hall of Street (from Q-Peak) llowable from shost'O.Allove Q. = 0.16 cfs Water Spread Width T = 0.9 It Water Depth at Flowline (outside of local depression) d = 1.1 inches Water Depth at Street Crown (or at T.) dcRow,4 = 0.0 inches Ratio of Gutter Flow to Design Flow Eo = 1.000 Discharge outside the Gutter Section W, carried in Section T. Q. = 0.00 cts Discharge within the Gutter Section W Q,. = 0.16 cis Discharge Behind the Curb Face ABACK = 0.00 cis Street Flow Area A. = 0.04 sq ft Street Flow Velocity V. = 3.81 fps Water Depth for Design Condition dLocL = 1.1 inches Grate Anabfs[s (Calculated) Total Length of Inlet Grate Opening L = 3.00 It Ratio of Grate Flow to Design Flow Eo.ceATE = -0.428 Under No-Clogging Condition Minimum Velocity Where Grate Spash-Over Begins V. = 6.17 fps Interception Rate of Frontal Flow Rr = 1.00 Interception Rate of Side Flow R, = 0.13 Interception Capacity Q, = -0.04 cis Under Clogging Condition Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = 1.00 Clogging Factor for Multiple-unit Grate Inlet GrateClog = 0.50 Effective (unclogged) Length of Multiple-unit Grate Inlet L. = 1.50 It Minimum Velocity Where Grate Spash-Over Begins V. = 3.86 fps Interception Rate of Frontal Flow Rr = 1.00 Interception Rate of Side Flow R. = 0.03 Actual Interception Capacity Q. = -0.06 ofs Carty-Over Flow = Q.-Q. (to be applied to curb opening or next d/s inlet) Qb = 0.23 cis Curb or Slotted Inlet Opening Analysis . Wiated) Equivalent Slope S. (based on grate carry-over) S. = 0.1033 fl/ft Required Length LT to Have 100% Interception LT = 6.85 ft Under No-Clogging Condition Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 3.00 It Interception Capacity a = 0.07 cfs Under Clogging Condition Clogging Coefficient CurbCoef = 1.00 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.10 Effective (Unclogged) Length L. = 2.70 ft Actual Interception Capacity Q.. 0.07 ds; Carty-Over Flow - Q , -Q. Qb = 0.16 cis Total Inlet Interception Capacity Q = 0.00 cis Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.16 de Capture Percentage - Q.IQ. = C% = 2.6% Inlet 35 UD-Inlet v2.13.xis, Inlet On Grade 'S-n~oJ~id covvte O~ - 3/1/2006,11:05 AM 0~ L ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Major & Minor Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Vail's Front Door Inlet ID: JL Inlet P35 - Curb Inlet 'I TACK TCROWN _ .mas S T, TMAx BACK W T. treat rown o-~ y Qw Qx/ HCURB d $ % mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) iing's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition og's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) er Cross Slope (Eq. ST-8) er Depth without Gutter Depression (Eq. ST-2) er Depth with a Gutter Depression Nable Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) :harge outside the Gutter Section W, carried in Section Tx ;harge within the Gutter Section W (QT - Qx) ;harge Behind the Curb (e.g., sidewalk, driveways, & lawns) imum Flow Based On Allowable Water Spread r Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth 3retical Water Spread )retical Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) xetical Discharge outside the Gutter Section W, carried in Section TxTH ial Discharge outside the Gutter Section W, (limited by distance TCROwN) harge within the Gutter Section W (Qd - Qx) harge Behind the Curb (e.g., sidewalk, driveways, & lawns) it Discharge for Major & Minor Storm r Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth e-Based Depth Safety Reduction Factor for Major & Minor (d ? 6") Storm Flow Based on Allow. Gutter Depth (Safety Factor Applied) ,iltant Flow Depth at Gutter Flowline (Safety Factor Applied) octant Flow Depth at Street Crown (Safety Factor Applied) TBAcK = It SeACK = ft. vert. / ft. horiz nBACK = H. = 6.00 inches TCROWN = 13.0 ft a = 2.00 inches W = 2.00 ft Sx = 0.0200 ft. vert. / ft. horiz SO = 0.0736 ft. vert. / ft. horiz n5TREET = 0.0160 Minor Storm Major Storm TMAx =F_____12,0 12.0 ft d.. = 6.00 6.00 inches IX = yes SW - y' d= Tx= Eo= Qx' Qw' QBACK QT' V= V'd = \Ai- Cf.- \Aninr Q#- 0.1033 0.1033 2.88 2.88 4.88 4.88 10.0 10.0 0.522 0.522 6.5 6.5 7.1 7.1 0.0 0.0 13.6 13.6 11.7 11.7 4.7 4.7 Vft riches riches t TTH ' TxTH' Eo' QxTH' Qx' Qw' QBACK Q= V= V'd = R= Qd' d= dcaowN ' Miner _qf v Uninr Cfnrm 16.7 16.7 14.7 14.7 0.378 0.378 18.0 18.0 17.6 17.6 11.0 11.0 0.0 0.0 28.6 28.6 13.8 13.8 6.9 6.9 0.36 0.36 10.4 10.4 4.54 4.54 0.00 0.00 'fs ;fs As Its Ps AS :fs As ;fs As Ps :fs riches riches Minor Storm Ma'or Storm lowahle Gutter Capacely Based on Minimum of QT or Q• Q,im,,,= 10.4 10.4 cfs STORM max. allowable capacity OK - greater than flow given on sheet 'Q-Peak' R STORM max. allowable capacity OK - greater than flow given on sheet 'Q-Peak' 4" Inlet 35 LID-Inlet v2.13.xis, Q-Allow 3/1/2006, 11:05 AM 3 11 DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD 11 Vail's Front Door Inlet P35 - Curb Inlet Design Flow = Gutter Flow + Carry-over Flow OVERLAND SIDE OVERLAND I STREET ® 4 GUTTER FLOW PLUS CARRY-,MOVER FLOW F ® F GUTTER FLOW INLET INLET 1/2 OF STREET Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): *Q = 0.16 0.16 cfs *If you entered a value here, ski the rest of this sheet and proceed to sheet Q-Allow Geographic Information: (Enter data in the blue cells): Site: (Check One Box Only) Site is Urban: X Site Is Non-Urban: Subcetchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope ft/ft Len th ft Overland Flow = Gutter Flow = Rainfall Information: Intensity I (inch/hr) = Cl * P, C2 + Tc) ^ C3 Design Storm Return Period, Tr = Return Period One-Hour Precipitation, P, C,= CZ= C+3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG Overland Flow Time, to = Gutter Flow Time, tG = Calculated Time of Concentration, Tc Time of Concentration by Regional Formula, Tc Recommended T, Time of Concentration Selected by User, T. _ Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q = years inches Mainr >:itnrm N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A NIA N/A N/A N/A N/A N/A 0.16 0.16 fps fps minutes minutes minutes minutes minutes minutes nch/hr ,is rfs Inlet 35 UD-Inlet_v2.13.xls, Q-Peak 3/1/2006, 11:05 AM INLET ON A CONTINUOUS GRADE Project: Vail's Front Door ew. Inlet ID: Inlet P29 - Curb Inlet -Lo (C)am H-Curb H-Vert Wo WP W Lo (G) Design Information (input) Type of Inlet Type = CDOT/Denver 13 Combination Local Depression (additional to continuous gutter depression'a' from'Q-AIIov/) aLocu = 0.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 Length of a Single Unit Inlet (Grate or Curb Opening) L. = 3.00 ft Width of a Unit Grate (cannot be greater than W from Q-Allow) W. = 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) CrG = 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) CrC = 0.10 Street Hydraulics (Calculated)- C than maximum Design Discharge for Half of Street (from Q-Peak) allowable from sheet'(1-Allowke Q. = 0.43 efs Water Spread Width T = 1.2 It Water Depth at Flowline (outside of local depression) d = 1.5 inches Water Depth at Street Crown (or at T.) dcRowN = 0.0 inches Ratio of Gutter Flow to Design Flow E. = 1.000 Discharge outside the Gutter Section W, carried in Section T. Q. = 0.00 cis Discharge within the Gutter Section W Q.. = 0.43 cis Discharge Behind the Curb Face Qenc,c = 0.00 cis Street Flow Area A. = 0.08 sq ft Street Flow Velocity V. = 5.56 fps Water Depth for Design Condition dLOCAL = 1.5 inches Grate Analysis (Calcubdod) Total Length of Inlet Grate Opening L = 3.00 ft Ratio of Grate Flow to Design Flow E. WWE = 1.373 Under No-Clogging Condition Minimum Velocity Where Grate Spash-Over Begins V. = 6.17 fps Interception Rate of Frontal Flow R, = 1.00 Interception Rate of Side Flow R, = 0.07 Interception Capacity Q, = 0.59 cis Under Clogging Condition Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = 1.00 Clogging Factor for Multiple-unit Grate Inlet GrateClog = 0.50 Effective (unclogged) Length of Multiple-unit Grate Inlet L, = 1.50 ft Minimum Velocity Where Grate Spash-Over Begins V. = 3.86 fps Interception Rate of Frontal Flow Rr = 0.85 Interception Rate of Side Flow R„ = 0.02 Actual Interception Capacity Q.= 0.50 cis Carty-Over Flow - Q.-Q. (to be applied to curb opening or next d/s inlet) Q,, = 0.00 cfs Curb or Slotted Inlet Opening AnaWis (Calculated) Equivalent Slope S. (based on grate carry-over) S. = 0.1033 ft/ft Required Length LT to Have 100% Interception LT = 0.00 ft Under No-Clogging Condition Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 0.00 ft Interception Capacity Q, = 0.00 cis Under Clogging Condition Clogging Coefficient CurbCoef = 1.00 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.10 Effective (Unclogged) Length L. = 0.00 ft Actual Interception Capacity Q.= 0.00cfs Carry-Over Flow = Q e Q. Qb = 0.00 cfs Summa Total Inlet Interception Capacity a = 0.50 cfs Total Inlet Carty-Over Flow (flow bypassing inlet) Qy = -0.07 cfs Capture Percentage = QJQ. = C%- 100.0% Inlet 29 UD-Inlet v2.13.x1s, Inlet On Grade 311/2006,11:21 AM I~ ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Major & Minor Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Vail's Front Door Inlet ID: Inlet P29 - Curb Inlet ix ~TACK TCROWN T. T MAx w Tx treet rowA y Qw Q./ URB d S". a mum Allowable Width for Spread Behind Curb TsACK = ft Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = ~ ft. vert. / ft. horiz ring's Roughness Behind Curb nBAcK = it of Curb at Gutter Flow Line HcuRe = 6.00 inches nce from Curb Face to Street Crown TCROwN = 13.0 ft it Depression a = 2.00 inches :r Width W = 2.00 ft it Transverse Slope SX = 0.0200 ft. van. / ft. horiz it Longitudinal Slope - Enter 0 for sump condition SO = 0.1031 ft. van. /ft. horiz iing's Roughness for Street Section nsTREET = 0.0160 Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) wtiai er Cross Slope (Eq. ST-8) or Depth without Gutter Depression (Eq. ST-2) or Depth with a Gutter Depression Noble Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) ;harge outside the Gutter Section W, carried in Section TX ;harge within the Gutter Section W (QT - QX) ;harge Behind the Curb (e.g., sidewalk, driveways, & lawns) .Imum Flow Based On Allowable Water Spread i Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth oretical Water Spread Dretical Spread for Discharge outside the Gutter Section W (T - W) or Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) aretical Discharge outside the Gutter Section W. carded in Section TX TH ial Discharge outside the Gutter Section W, (limited by distance Tc.) ;harge within the Gutter Section W (Qd - Qx) ;harge Behind the Curb (e.g., sidewalk, driveways, & lawns) it Discharge for Major & Minor Storm i Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth e-Based Depth Safety Reduction Factor for Major & Minor (d ? 6") Storm Flow Based on Allow. Gutter Depth (Safety Factor Applied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at Street Crown (Safety Factor Applied) Minor Storm Major Storm TMAX = 12.0 12.0 ft dMAx = 6.00 6.00 inches X = yes SW= Y= d= TX= Eo = Qx= Qw= QBACK = QT- V= V'd = TTH = TX TH = Eo = QXTH = Qx= Qw= QUACK = Q= V= V'd = R= Qd= d= dCRowN = KAinnr c}n„n rotninr cfn- 0.1033 0.1033 2.88 2.88 4.88 4.88 10.0 10.0 0.522 0.522 7.7 - 7.7 8.4 8.4 0.0 0.0 16.1 16.1 13.8 13.8 5.6 5.6 KAinnr qt- M.inr qtr 16.7 16.7 14.7 14.7 0.378 0.378 21.3 21.3 20.8 20.8 13.0 13.0 0.0 0.0 33.8 33.8 16.4 16.4 8.2 8.2 0.28 0.28 9.4 9.4 4.23 4.23 0.00 0.00 Vft riches riches t ,is ;fs ,is ps n t :fs ,is ,is -is fps cfs riches riches Minor Storm Ma'or Storm towable Gutter Capacity Rased on Minimum of 0z or Q. Q.ik. = 9.4 9.4 cfs STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' Z STORM max. allowable capacity OK -9 reater than flow given on sheet'Q-Peak' Inlet 29 UD-Inlet v2.13.xis, Q-Allow 3/1/2006,11:21 AM DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Vail's Front Door Inlet P29 - Curb Inlet Design Flow = Gutter Flow + Carry-over Flow OVERLAND SIDE I OVERLAND FLOW STREET I FLOW ® E-GUTTER FLOW PLUS CARRY-OVER FLOW E- ® F GUTTER FLOW INLET INLET 1/2 OF STREET (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): * If you entered a value here, skip the rest of this sheet and proceed to sheet Geoaraphic Information: (Enter data in the blue cells): Site: (Check One Box Only) Site is Urban: x Site Is Non-Urban: rmatinn- Intensity I !inch/hr1= C. * P. / / C„ + *Q 0.431 cfs Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope ft/ft Len th ft Overland Flow =1 I Gutter Flow = Design Storm Return Period, Tr = Return Period One-Hour Precipitation, Pt = Ct= C2 = C3= User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG Overland Flow Time, to = Gutter Flow Time, tC, _ Calculated Time of Concentration, T. _ Time of Concentration by Regional Formula, T. = Recommended T. _ Time of Concentration Selected by User, T, _ Design Rainfall Intensity, I = Calculated Local Peak Flow, QP = Total Design Peak Flow, Q = N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A NIA N/A N/A N/A N/A 0.43 0.43 fps fps minutes minutes minutes minutes minutes minutes inch/hr ofs cfs Miner Inlet 29 UD-Inlet_v2.13.x1s, Q-Peak 3/1/2006,11:21 AM INLET ON A CONTINUOUS GRADE Project: Vail's Front Door Inlet ID: Inlet P30 - Curb Inlet i`Lo (C) r H-Curb H-Vert Wo WP W Lo (G) Design Information (input) Type of Inlet Type = CDOT/Denver 13 Combination Local Depression (additional to continuous gutter depression's' from'O-Allow) aLocu = 0.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 Length of a Single Unit Inlet (Grate or Curb Opening) L. = 3.00 it Width of a Unit Grate (cannot be greater than W from Q-Allow) W. = 1.73 it Clogging Factor for a Single Unit Grate (typical min. value = 0.5) CrG = 0.50 CI Bing Factor for a Single Unit Curb Opening (typical min. value = 0.1) CrC = 0.10 Street Hydraulics (Calculated). Capacity OK - 0 Is less than maximum a Design Discharge for Half of Street (from Q-Peak) llowable from sheet'"ll Q. = OA4 chi Water Spread Width T = 1.2 ft Water Depth at Flowline (outside of local depression) d = 1.5 inches Water Depth at Street Crown (or at Tw~) dceovm = 0.0 inches Ratio of Gutter Flow to Design Flow E, = 1.000 Discharge outside the Gutter Section W, carried in Section T. % = 0.00 cis Discharge Within the Gutter Section W Q. = 0.44 cis Discharge Behind the Curb Face QBACK = 0.00 cis Street Flow Area A. = 0.08 sq ft Street Flow Velocity V. = 5.59 fps Water Depth for Design Condition dry = 1.5 inches Grate Analysis (Calculated) Total Length of Inlet Grate Opening L = 3.00 it Ratio of Grate Flow to Design Flow E, GRAM = 1.350 Under No-Clogging Condition Minimum Velocity Where Grate Spash-Over Begins V. = 6.17 fps Interception Rate of Frontal Flow Rr = 1.00 Interception Rate of Side Flow R. = 0.07 Interception Capacity Q = 0.59 cis Under Clogging Condition Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = 1.00 Clogging Factor for Multiple-unit Grate Inlet GrateClog = 0.50 Effective (unclogged) Length of Multiple-unit Grate Inlet L. = 1.50 it Minimum Velocity Where Grate Spash-Over Begins V. = 3.86 fps Interception Rate of Frontal Flow R, = 0.84 Interception Rate of Side Flow R, = 0.02 Actual Interception Capacity Q. = 0.50 cis Carty-Over Flow - Q.-Q. (to be applied to curb opening or next d/s inlet) Qb = 0.00 efs Curb or Slotted Inlet Opening Anahmis (Calculated Equivalent Slope S. (based on grate carryover) S. = 0.1033 Wit Required Length LT to Have 100% Interception LT = 0.00 it Under No-Clogging Condition Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 0.00 it Interception Capacity Qi = 0.00 cfs Under Clogging Condition clogging Coefficient CurbCoef = 1.00 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.10 Effective (Unclogged) Length L. = 0.00 ft Actual Interception Capacity Q. = 0.00 efs Carty-Over Flow = Q oar Q. Qb = 0.00 cis Summary Total Inlet Interception Capacity Q = 0.50 cis Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = -0.06 cis Capture Percentage = Q.IQ. = C%= 100.0 % Inlet 30 UD-Inlet_v2.13.x1s, Inlet On Grade 3/1/2006, 11:10 AM 11 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Major & Minor Storm) I (t3asea on Itegwatea Griterla for Maximum Allowable Flow Depth and Spread) Project: Vail's Front Door Inlet ID: Inlet P30 - Curb Inlet _TACK S BACK TCROWN T,TMAT W Tx g y HCURe d a rown rown Q. W Qx/ 9 6~ mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition Tg's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) ter Cross Slope (Eq. ST-8) ter Depth without Gutter Depression (Eq. ST-2) ter Depth with a Gutter Depression wable Spread for Discharge outside the Gutter Section W (T - W) ter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) ;barge outside the Gutter Section W, carried in Section Tx :barge within the Gutter Section W (QT - Qx) :barge Behind the Curb (e.g., sidewalk, driveways, & lawns) imum Flow Based On Allowable Water Spread r Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth oretical Water Spread oretical Spread for Discharge outside the Gutter Section W (T - W) ter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) oretical Discharge outside the Gutter Section W, carried in Section TXTH ral Discharge outside the Gutter Section W, (limited by distance TcRowN) ;barge within the Gutter Section W (Qd - Qx) ;barge Behind the Curb (e.g., sidewalk, driveways, & lawns) At Discharge for Major & Minor Storm v Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth ie-Based Depth Safety Reduction Factor for Major & Minor (d 216") Storm : Flow Based on Allow. Gutter Depth (Safety Factor Applied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at Street Crown (Safety Factor Applied) TRACK = ft SOACK = ft. vent. / ft. horiz nBACK = HcuRe = 6.00 inches TCROWN = 13.0 ft a = 2.00 inches W = 2.00 ft Sx = 0.0200 ft. van. / ft. horiz SO = 0.1031 ft. vert. /ft. horiz nsTREET = 0.0160 Minor Storm Major Storm T.Ax = 12.0 12.0 ft d,Mx = 6.00 6.00 inches X = yes Sw= y' d= Tx= Eo= Qx= Qw= QBACK = QT- V= V'd = LAi- Q#- &Aai- Q-- 0.1033 0.1033 2.88 2.88 4.88 4.88 10.0 10.0 0.522 0.522 7.7 7.7 8.4 8.4 0.0 0.0 16.1 16.1 13.8 13.8 5.6 5.6 ItIft riches riches n TTH Tx TH = Eo= QxTH Qx= Qw= QBACK = Q= V= V'd = R= Qd° d= dcRowN = LAi- Q#- LA.i- Qf- 16.7 16.7 14.7 14.7 0.378 0.378 21.3 21.3 20.8 20.8 13.0 13.0 0.0 0.0 33.8 33.8 16.4 16.4 8.2 8.2 0.28 0.28 9.4 9.4 4.23 4.23 0.00 0.00 ,is ,is ,is ,is ps ;is ,is :is ;is 'fs ps ;fs riches riches Minor Storm Ma'or Storm lwable Gutter Capacity on Minimum of Oz or 0Gutter CapaciBased on Minimum of~~r Q 0.11_ = 9.4 9.4 cfs STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' Z STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' Inlet 30 UD-Inlet_v2.13.xls, Q-Allow 3/1/2006, 11:10 AM DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Vail's Front Door Inlet P30 - Curb Inlet Design Flow = Gutter Flow + Cary-over Flow L OV LOWND STRDEET ❑VFLOWND y ® 4-GUTTER FLOW PLUS CARRY-OVER FLOW 4-- ® F- GUTTER FLOW INLET INLET 1/2 OF STREET I Design Flow: ONLY if already determined through other methods: Minor Storm major Storm (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): *Q = 0.44 0.44 cfs * If you entered a value here, skip the rest of this sheet and proceed to sheet Q-Allowl Site: (Check One Box Only) Site is Urban: X Site Is Non-Urban: Subcatchment Area = Acres Percent Imperviousness = %p NRCS Soil Type = 1A, B, C, or D Slope ft/ft Length ft Overland Flow =1 I Gutter Flow =L I ation: Intensity 1 (inch/hr) = C, * P, / (C2 + T.) ^ C3 Design Storm Return Period, Tr = Return Period One-Hour Precipitation, P, = C,= C2 = C3= User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Ob = Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefflcient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vc = Gutter Flow Velocity, VG Overland Flow Time, to = Gutter Flow Time, tC, = Calculated Time of Concentration, T. = Time of Concentration by Regional Formula, T, = Recommended T. = Time of Concentration Selected by User, T. Design Rainfall Intensity, I = Calculated Local Peak Flow, Op = Total Design Peak Flow, Q = &A.1 r cfr,r,,, N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A NIA NIA N/A N/A N/A N/A 0.44 0." ps ps ninutes ninutes ninutes ninutes ninutes ninutes nch/hr :fs .is Inlet 30 UD-Inlet v2.13.xis, Q-Peak 3/1/2006, 11:10 AM INLET ON A CONTINUOUS GRADE Project: Vall's Front Door Inlet ID: Inlet P34 - Curb Inlet ~Lo (C)am H-Curb H-Vert Wo WP W Lo (G) Design Information (input) Type of Inlet Type = CDOT/Denver 13 Combination Local Depression (additional to continuous gutter depression'a' from 'Q-Allow') aLocAL = 0.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No= 1 Length of a Single Unit Inlet (Grate or Curb Opening) L. = 3.00 ft Width of a Unit Grate (cannot be greater than W from Q-Allow) W. = 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) CrG = 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) CrC = 0.10 Street Hydraulics (Calculated), Capacity OK - 0 Is less than maximum a Design Discharge for Half of Street (from Q-Peak) ll p from shoet'O-AlloW Q. = 0.70 cfs Water Spread Width T = 1.6 ft Water Depth at Flowline (outside of local depression) d = 2.0 inches Water Depth at Street Crown (or at Tex) doROWN = 0.0 inches Ratio of Gutter Flow to Design Flow E. = 1.000 Discharge outside the Gutter Section W, carried in Section T. Qx = 0.00 cis Discharge within the Gutter Section W Q„. = 0.71 cis Discharge Behind the Curb Face QSACK = 0.00 cis Street Flow Area A. = 0.13 sq It Street Flow Velocity V. = 5.55 fps Water Depth for Design Condition dLocnL = 1.9 inches tifate Analysis (~leulatedl Total Length of Inlet Grate Opening L = 3.00 It Ratio of Grate Flow to Design Flow E„41RATE = 1.070 Under No-Clogging Condition Minimum Velocity Where Grate Spash-Over Begins V. = 6.17 fps Interception Rate of Frontal Flow Rr = 1.00 Interception Rate of Side Flow R. = 0.07 Interception Capacity Q, = 0.75 cfs Under Clogging Condition Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = 1.00 Clogging Factor for Multiple-unit Grate Inlet GrateClog = 0.50 Effective (unclogged) Length of Multiple-unit Grate Inlet L. = 1.50 It Minimum Velocity Where Grate Spash-Over Begins V. = 3.86 fps Interception Rate of Frontal Flow Rf = 0.85 Interception Rate of Side Flow R. = 0.02 Actual Interception Capacity Q. = 0.64 ds Carry-Over Flow = Q.-Q. (to be applied to curb opening or next d/s inlet) Qb = 0.07 ds Curb or Slotted Inlet Opening Analysis (Calculated) Equivalent Slope S. (based on grate carry-over) S. = 0.1033 Wit Required Length LT to Have 100% Interception LT = 4.11 ft Under No-Clogging Condition Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 3.00 ft Interception Capacity Q, = 0.03 cis Under Clogging Condition Clogging Coefficient CurbCoef = 1.00 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.10 Effective (Unclogged) Length L. = 2.70 ft Actual Interception Capacity Q. = 0.03 cfs Carry-Over Flow - Q oar -Q. Qb = 0.04 ds Summazy Total Inlet Interception Capacity Q = 0.67 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.03 ds Capture Percentage = 0.10. = C%= 95.6% Inlet 34 UD-Inlet_v2.13.xis, Inlet On Grade 3/1/2006, 11:46 AM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Major & Minor Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Vail's Front Door Inlet ID: Inlet P34 - Curb Inlet _n.R T ,r TCROWN WATx S tleet r own w x Jy Q Q/ Sx Ci~ mum Allowable Width for Spread Behind Curb TRACK = ft Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = ~ ft. vert. / ft. horiz ring's Roughness Behind Curb nBAcK = it of Curb at Gutter Flow Line HcuRB = 6.00 inches nee from Curb Face to Street Crown Tcaovm = 13.0 ft it Depression a = 2.00 inches :r Width W = 2.00 ft t Transverse Slope Sx = 0.0200 ft. vert. / ft. horiz I Longitudinal Slope - Enter 0 for sump condition Sc = 0.0736 ft. vert. / ft. horiz iing's Roughness for Street Section nsTREET = 0.0160 Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) ter Cross Slope (Eq. ST-8) er Depth without Gutter Depression (Eq. ST-2) er Depth with a Gutter Depression wable Spread for Discharge outside the Gutter Section W (T - W) ter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) ;harge outside the Gutter Section W, carried in Section Tx ;harge within the Gutter Section W (OT - Qx) ;harge Behind the Curb (e.g., sidewalk, driveways, & lawns) ;imum Flow Based On Allowable Water Spread u Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth oretical Water Spread :)retical Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) Dreticai Discharge outside the Gutter Section W, carried in Section Tx TH ial Discharge outside the Gutter Section W, (limited by distance Tc.) harge within the Gutter Section W (Qd - Qx) harge Behind the Curb (e.g., sidewalk, driveways, & lawns) il Discharge for Major & Minor Storm r Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth e-Based Depth Safety Reduction Factor for Major & Minor (d ? 6") Storm Flow Based on Allow. Gutter Depth (Safety Factor Applied) iltant Flow Depth at Gutter Flowline (Safety Factor Applied) iltant Flow Depth at Street Crown (Safety Factor Applied) Minor Storm Major Storm TMAx = 12.0 12.0 ft dMAx = 6.00 6.00 inches X=yes Minor Storm Maior Stonn SH, y' d= Tx Ec = Qx= Qw= ABACK = QT' V= V-d = 0.1033 0.1033 2.88 2.88 4.88 4.88 10.0 10.0 0.522 0.522 6.5 6.5 7.1 7.1 0.0 0.0 13.6 13.6 11.7 11.7 4.7 4.7 TTH TxTH' Eo' QxTH' Ox' QWo ()BACK' Q= V= V-d = R= Qd' d= dCRowN = 1111 - Qs..-,., a-; - Q- 16.7 16.7 14.7 14.7 0.378 0.378 18.0 18.0 17.6 17.6 11.0 11.0 0.0 0.0 28.6 28.6 13.8 13.8 6.9 6.9 0.36 0.36 10.4 10.4 4.54 4.54 0.00 0.00 Vft riches riches t .is :is ft :is Ps t t ;fs ,is ;is ,is ,is ps ,is riches riches Minor Storm Ma'or Storm lowable Gutter Capacity Based on Minimum of OT or Q. 10.4 10.4 cfs STORM max. allowable capacity OK - greater than flow given on sheet 'Q-Peak' 2 STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' Inlet 34 UD-Inlet_v2.13.xis, Q-Allow 3/l/2006,11:46 AM FE77 DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Vail's Front Door Inlet P34 - Curb Inlet Design Flow = Gutter Flow + Cary-over Flow ~GVFLOWND I STSIDE REET I I❑VFLOWND ® -*-GUTTER FLOW PLUS CARRY-OVER FLOW E- ® E- GUTTER FLOW INLET INLET 1/2 OF STREET Design Flow: ONLY if already determined through other methods: Minor Storm Ma'or Storm (local peak flow for 1 /2 of street, plus flow bypassing upstream subcatchments): *Q = 0.70 0.70 cfs If you entered a value here, ski the rest of this sheet and proceed to sheet Q-Allow Geographic Information: (Enter data in the blue cells): Site: (Check One Box Only) Site is Urban: X Site Is Non-Urban: rmation: Intensity I (inch/hr) = Cl ' Nl / ((;Z + T,) ^ c3 Design Storm Return Period, T, _ Return Period One-Hour Precipitation, P, _ C, _ C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = Analysis of Flow Time (Time a uatcnment: Calculated Design Storm Runoff Coefficient, C Calculated 5-yr. Runoff Coefficient, C5 Overland Flow Velocity, Vo Gutter Flow Velocity, VG - Overland Flow Time, to - Gutter Flow Time, tG Calculated Time of Concentration, T. Time of Concentration by Regional Formula, T. Recommended Tc _ Time of Concentration Selected by User, T. Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q 1 0.001 0.001 Minnr Ctnr N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A NIA NIA N/A N/A N/A N/A 0.70 0.70 fps `ps minutes ninutes ninutes ninutes ninutes ninutes nch/hr Is is Inlet 34 UD-Inlet_v2.13.xis, Q-Peak Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft1ft) Len Overland Flow = Gutter Flow = Minor Storm Maor Storm 3/1/2006,11:46 AM INLET ON A CONTINUOUS GRADE 771 Project: Vail's Front Door Inlet ID: Inlet P31 - Curb Inlet , d, Lo (C)- M H-Curb H-Vert Wo WP W Lo (G) Design Information (input Type of Inlet Type = CDOT/Denver 13 Combination Local Depression (additional to continuous gutter depression 'a'from'Q-Alloy!) aLocAL = 0.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 Length of a Single Unit Inlet (Grate or Curb Opening) L. = 3.00 ft Width of a Unit Grate (cannot be greater than W from Q-Allow) W. = 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) CrG = 0.50 Logging Factor for a Single Unit Curb Opening (typical min. value = 0.1) CrC = 0.10 Street Hydraulics (Calculated). Capacity OK - O is less than maYimnm Design Discharge for Half of Street (from Q-Peak) aunmable from sheet •O-srm.. Cl. = r 0,28 cfs Water Spread Width T = 1.4 ft Water Depth at Flowline (outside of local depression) d = 1.7 inches Water Depth at Street Crown (or at Tom) d caovrta = 0.0 inches Ratio of Gutter Flow to Design Flow E. = 1,000 Discharge outside the Gutter Section W, carried in Section T. Q„ = 0.00 cis Discharge within the Gutter Section W Qw = 0.28 ds Discharge Behind the Curb Face QBACK = 0.00 ds Street Flow Area A. = 0.10 sq ft Street Flow Velocity V. = 2.93 fps Water Depth for Design Condition d. = 1.7 inches Total Length of Inlet Grate Opening L = 3.00 ft Ratio of Grate Flow to Design Flow E. -GRATE = 1,189 Under No-Clogging Condition Minimum Velocity Where Grate Spash-Over Begins V. = 6.17 fps Interception Rate of Frontal Flow Rr = 1.00 Interception Rate of Side Flow R. = 0,19 Interception Capacity Q = 0.32 cis Under Clogging Condition Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = 1.00 Clogging Factor for Multiple-unit Grate Inlet GrateClog = 0.50 Effective (unclogged) Length of Multiple-unit Grate Inlet L. = 1.50 It Minimum Velocity Where Grate Spash-Over Begins V, = 3.86 fps Interception Rate of Frontal Flow Rr = 1.00 Interception Rate of Side Flow R. = 0.05 Actual Interception Capacity Q. = 0.33 cfs Carry-Over Flow - O.Q. (to be applied to curb opening or next d/s inlet) Qb = 0.00 cfs Opening Analysis (Calculated Equivalent Slope S. (based on grate carry-over) S. = 0.1033 ft/ft Required Length LT to Have 100% Interception LT = 0.00 ft Under No-Clogging Condition Effective Length of Curb Opening or Slatted Inlet (minimum of L, LT) L = 0.00 ft Interception Capacity Q, = 0.00 cis Under Clogging Condition Clogging Coefficient CurbCoef = 1.00 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.10 Effective (Unclogged) Length L, = 0.00 ft Actual Interception Capacity Q. = 0.00 cfs Carty-Over Flow = Q , -Q. Qb = 0.00 cfs Total Inlet Interception Capacity Q = 0.33 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = -0.05 ds Capture Percentage = Q.IQ. = C% = 100.0 % Inlet 31 UD-In1et_v2.13.x1s, Inlet On Grade 3/1/2006,11:47 AM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Major & Minor Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Vail's Front Door Inlet ID: Inlet P31 - Curb Inlet VAN SBACK T. TMAX T TCROw BACK W ~V---- Tx Street Crow n y Qw Qx/ HCURe d $ x f a 9 mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ling's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition Tg's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) ter Cross Slope (Eq. ST-8) er Depth without Gutter Depression (Eq. ST-2) ter Depth with a Gutter Depression wable Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) charge outside the Gutter Section W, carried in Section Tx charge within the Gutter Section W (QT - OX) charge Behind the Curb (e.g., sidewalk, driveways, & lawns) !mum Flow Based On Allowable Water Spread v Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth oretical Water Spread oretical Spread for Discharge outside the Gutter Section W (T - W) ter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) oretical Discharge outside the Gutter Section W, carried in Section Tx TH ial Discharge outside the Gutter Section W, (limited by distance TcRovvN) charge within the Gutter Section W (Qd - Qx) charge Behind the Curb (e.g., sidewalk, driveways, 8 lawns) al Discharge for Major & Minor Storm v Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth e-Based Depth Safety Reduction Factor for Major & Minor (d 2:6") Storm Flow Based on Allow. Gutter Depth (Safety Factor Applied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at Street Crown (Safety Factor Applied) TBACK = ft SeACK = ft. van. / ft. horiz nBACK = Hcu B = 6.00 inches TCR. = 13.0 ft a = 2.00 inches W = 2.00 ft Sx = 0.0200 ft. vert. / ft. horiz SO = 0.0250 ft. vert. / ft. horiz nsTREET = Minor Storm Maor Storm TMAX = 12.0 12.0 ft dMAx = 6.00 6.00 inches X = yes Sw= y' d= TX- Eo = QX- Qw' QBACK = Or V= V'd = TTH Tx ,H: Eo QXTH QX' Qw- ABACK = 0- V - V*d = R= Qd s d= dCROVM Minor Sf- LAni~ Cf- 0.1033 0.1033 2.88 2.88 4.88 4.88 10.0 10.0 0.522 0.522 3.8 3.8 4.1 4.1 0.0 0:0 7.9 7.9 6.8 6.8 2.8 2.8 AAin r Cfn \Ae . - 16.7 16.7 14.7 14.7 0.378 0.378 10.5 10.5 10.3 10.3 6.4 6.4 0.0 0.0 16.7 16.7 8.1 8.1 4.0 4.0 0.86 0.86 1 14.3 5 5 5.75 0.63 0.63 Vft riches riches t :is ,is cis is ps R 1 .fs ,is ,is cfs ,is Ps is Tches Tches Minor Storm Major Storm lowahle Gutter Capa i Based on M!nlmum of OT or Qd gAii,M a 7.9 7.9 cis STORM max. allowable capacity OK - greater than flow given on sheet 'Q-Peak' Z STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' Inlet 31 UD-Inlet v2.13.x1s, Q-Allow 311/2006,11:47 AM DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Vail's Front Door Inlet P31 - Curb Inlet Design Flow = Gutter Flow + Carry-over Flow ~YUVFLOWND SIDE OVERLAND I STREET LOW ~ L ® 4 GUTTER FLOW PLUS CARRY-OVER FLOW E- ® E- GUTTER FLOW INLET INLET 1/2 OF STREET Design Flow: ONLY if already determined through other methods: Minor Storm jor Storm (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): *Q = 0.28 Ma 0.28 cfs * If you entered a value here, ski the rest of this sheet and proceed to sheet Q-Allow Geographic information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope ft/ft Len th (it) Overland Flow = Gutter Flow = namran imormation: Intenstty I (inch/hr) = C, r,i (C2 + T.) ^ C3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P, = inches C, = C2 = C3= User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.00 0.00 cfs Site: (Check One Box Only) Site is Urban: X Site Is Non-Urban: Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C Calculated 5-yr. Runoff Coefficient, C5 Overland Flow Velocity, Vo Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, tG = Calculated Time of Concentration, T. = Time of Concentration by Regional Formula, T. = Recommended Tc = Time of Concentration Selected by User, T. = Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q = Ui-r-Qf^- \A~!- N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A WA N/A N/A N/A WA WA N/A NIA _N/_A WA N/A N/A N/A 0.28 = = = 0.28 ps ps ninutes ninutes ninutes ninutes ninutes ninutes nch/hr ;fs :is inlet 31 UD-Inlet_v2.13.xis, Q-Peak 3/1/2006,11:47 AM INLET ON A CONTINUOUS GRADE Project: Vail's Front Door Inlet ID: Inlet P36 - Curb Inlet I~-Lo (C) 71 H-Curb H-Vert Wo WP W Lo (G) Dulgo Information (input) Type of Inlet Type = CDOT/Denver 13 Combination Local Depression (additional to continuous gutter depression 'a' from'Q-aloW) aLOCAL = 0.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 Length of a Single Unit Inlet (Grate or Curb Opening) L. = 3.00 It Width of a Unit Grate (cannot be greater than W from Q-Allow) W. = 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) CrG = 0.50 Clogging Factor fora Single Unit Curb Opening (typical min. value = 0.1) St t H d l CrC = 0.10 ree y rau ics (Calculated). Capacity OK .0 In lessthan iaximum Design Discharge for Half of Street (from Q-Peak ) allowable froM shost'O.Allove Q, = 0.97 cis Water Spread Width T = 2.3 ft Water Depth at Flowline (outside of local depression) d = 2.5 inches Water Depth at Street Crown (or at T.W dcRowN = 0.0 inches Ratio of Gutter Flow to Design Flow E, = 1.000 Discharge outside the Gutter Section W, carried in Section T. O.= 0.00 cfs Discharge within the Gutter Section W Q„ = 0.98 ofs Discharge Behind the Curb Face QBACx = 0.00 CIS Street Flow Area A.= 0.22 sq It Street Flow Velocity V. = 4.51 fps ajar Depth for Design Condition dLocA, = 2.5 inches Grate Ana d) Total Length of Inlet Grate Opening L = 3.00 ft Ratio of Grate Flow to Design Flow Eo GRATE = 0.976 Under No-Clogging Condition Minimum Velocity Where Grate Spash-Over Begins V. = 6.17 fps Interception Rate of Frontal Flow III, = 100 Interception Rate of Side Flow R. = 0.10 Interception Capacity Q, = 0.96 cfs Under Clogging Condition Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = 1.00 Clogging Factor for Multiple-unit Grate Inlet GrateClog = 0.50 Effective (unclogged) Length of Multiple-unit Grate Inlet L. = 150 ft Minimum Velocity Where Grate Spash-Over Begins V. = 3.86 fps Interception Rate of Frontal Flow Rr = 094 Interception Rate of Side Flow R. = 0.02 Actual Interception Capacity Q.. 0.90 cfs Carry-Over Flow - Q.-O (lo be applied to curb opening or next d/s inlet) Qb = 0.08 cis urb or Slotted Inlet Opening Analysis - - Equivalent Slope S. (based on grate carryover) S. = 0.1033 ft/ft Required Length LT to Have 100% Interception LT = 2.97 It Under No-Clogging Condition Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 2.96 ft Interception Capacity Q, = 004 cis Under Clogging Condition Clogging Coefficient CurbCoef = 1.00 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.10 Effective (Unclogged) Length L. = 2.70 It Actual Interception Capacity Q.= 0.04 cis Carry-Over Flow = Q GRA -Q, Q,,= 0.04 cfs Sununary Total Inlet Interception Capacity Q = 0.94 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.03 cis Capture Percentage = Q,IQ, = C% z 96.9 % Inlet P36 UD-Inlet_v2.13.x1s, Inlet On Grade 311/2006,11:49 AM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Major & Minor Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Vail's Front Door Inlet ID: L~ Inlet P36 - Curb Inlet 'I TBACK TCROWN se~ ACK T, MAX W T. Street Crown HCURB d S x mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition Tg's Roughness for Street Section I► Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) ter Cross Slope (Eq. ST-8) er Depth without Gutter Depression (Eq. ST-2) er Depth with a Gutter Depression Arable Spread for Discharge outside the Gutter Section W (T - W) ter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) harge outside the Gutter Section W, carried in Section TX harge within the Gutter Section W (QT - QX) harge Behind the Curb (e.g., sidewalk, driveways, & lawns) Imum Flow Based On Allowable Water Spread r Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth oretical Water Spread oretical Spread for Discharge outside the Gutter Section W (T - W) ter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) oretical Discharge outside the Gutter Section W, carried in Section TXTH ial Discharge outside the Gutter Section W, (limited by distance Tc,,.) :harge within the Gutter Section W (Qd - QX) :harge Behind the Curb (e.g., sidewalk, driveways, & lawns) tl Discharge for Major & Minor Storm r Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth H;-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm Flow Based on Allow. Gutter Depth (Safety Factor Applied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at Street Crown (Safety Factor Applied) TeAcK = ft SBACK = ft. van. / ft. horiz nBACK = HcuRB = 6.00 inches TCROWN = 13.0 ft a = 2.00 inches W = 2.00 ft SX = 0.0200 ft. vert. / ft. horiz SO = 0.0200 ft. vert. / ft. horiz nsTRm = 0.0160 Minor Storm Ma'or Storm TMAX = 12.0 12.0 ft dMAX = 6.00 6.00 Inches X = yes S`v : y' d= Tx: EO : ox= QW: ABACK = QT' V= V"d = 0.1033 0.1033 2.88 2.88 4.88 4.88 10.0 10.0 0.522 0.522 3.4 3.4 3.7 3.7 0.0 0.0 7.1 7.1 6.1 6.1 2.5 2.5 Vft nches riches t TTH TX TH : Eo: QX TH QX= QW' ABACK ' Q= V= V•d = R= Qd' d= dCROWN - Minnr.gt- KA.inr Q#- 16.7 16.7 14.7 14.7 0.378 0.378 9.4 9.4 9.2 9.2 5.7 5.7 0.0 0.0 14.9 14.9 7.2 7.2 3.6 3.6 1.00 1.00 14.9 14.9 6.00 6.00 0.88 0.88 :fs :is As :fs ps ifs :fs :fs :fs :fs ps ft Tches Tches Minor Storm Ma' Storm Allowable Gutter Capacity Based on Minimum of QT o 0 7.1 7.1 cfs iR STORM max. allowable capacity OK - greater than flow given on sheet 'Q-Peak' OR STORM max. allowable capacity OK - greater than flow given on sheet 'Q-Peak' Inlet P36 UD-Inlet_v2.13.xis, Q-Allow 3/l/2006,11:49 AM DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Vail's Front Door Inlet P36 - Curb Inlet Design Flow = Gutter Flow + Carry-over Flow UVFLOWND SIDE OVERLAND ~Y I STREET ® - - GUTTER FLOW PLUS CARRY-,MOVER FLOW F ® F GUTTER FLOW INLET INLET 1/2 OF STREET Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): *Q = 0.97 0.97 cfs * If you entered a value here, ski the rest of this sheet and proceed to sheet Q-Allow Geographic Information: (Enter data in the blue cells): Site: (Check One Box Only) Site is Urban: X Site Is Non-Urban: =Ct"Pi/(C2+T. Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D S1022 ft/ftLen th ft Overland Flow = Gutter Flow = Design Storm Return Period, T, _ Return Period One-Hour Precipitation, P, _ C, _ C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C Calculated 5-yr. Runoff Coefficient, C5 Overland Flow Velocity, Vo Gutter Flow Velocity, VG Overland Flow Time, to : Gutter Flow Time, tG Calculated Time of Concentration, T. Time of Concentration by Regional Formula, T, Recommended T. Time of Concentration Selected by User, T. Design Rainfall Intensity, I Calculated Local Peak Flow, Qv Total Design Peak Flow, Q inches KAY N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A i N/A N/A i 0.97 0.1711 ps ps ninutes ninutes ninutes ninutes ninutes ninutes ich/hr fs fs Inlet P36 UD-Inlet_v2.13.xls, Q-Peak 3/l/2006,11:49 AM IA ~I INLET ON A CONTINUOUS GRADE Project: Vail's Front Door Inlet ID: Inlet 031-A - Valle Inlet I~-Lo (C)- r H-Curb H-Vert Wo W WP Lo (G) Design Infonmatinn 00"o Type of Inlet Type = CDOT/Denver 13 Valley Grate Local Depression (additional to continuous gutter depression 'a'from 'Q-AIIOW) a = Total Number of Units in the Inlet (Grate or Curb Opening) LocAL 0.1 inches Length of a Single Unit Inlet (Grate or Curb Opening) No = L. = 1 3.00 ft Width of a Unit Grate (cannot be greater than W from Q-Allow) W. = 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) CrG = 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cr-C = WA Design Discharge for Half of Street (from Q-Peak) Q, = OA5 cfs Water Spread Width T = 1.4 ft Water Depth at Flowline (outside of local depression) d = 1.1 inches Water Depth at Street Crown (or at T.) dcaowN = 0.0 inches Ratio of Gutter Flow to Design Flow E. = 1.000 Discharge outside the Gutter Section W, carried in Section T. Q = 0 Discharge within the Gutter Section W . Q. = .00 cis 0,13 cis Discharge Behind the Curb Face Qencx = 0.32 cis Street Flow Area A. = 0.06 sq It Street Flow Velocity V. = 7.30 fps Water Depth for Design Condition d. = 1.2 inches Grate Anabtailar&a[mlated) Total Length of Inlet Grate Opening L = 3.00 it Ratio of Grate Flow to Design Flow Eo GpATE = -0.558 Under No-Clogging Condition Minimum Velocity Where Grate Spash-Over Begins V. = 6.17 fps Interception Rate of Frontal Flow Rr = 0.90 Interception Rate of Side Flow R. = 0.04 Interception Capacity Q, = -0.06 cfs Under Clogging Condition Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = 1.00 Clogging Factor for Multiple-unit Grate Inlet GrateClog = 0.50 e ctive (unclogged) Length of Multiple-unit Grate Inlet L. = 150 ft Minimum Velocity Where Grate Spash-Over Begins V, = 3.86 fps Interception Rate of Frontal Flow Rr = 0.69 Interception Rate of Side Flow R. = 0.01 Actual Interception Capacity Q. -0.05 cis Carry-Over Flow = Q.-Q. (to be applied to curb opening or next d/s inl t e ) Q, = 0.50 cfs Curb or Slotted Inlet Opening Anabmi= (Gale atedl Equivalent Slope S. (based on grate carry-over) S = ft/ft Required Length LT to Have 100% Interception . L = f Under No-Clogging Condition T t Effective Length of Curb Opening or Slotted Inlet (minimum of L LT) , Interception Capacity L = Q, = ft cis Under Clogging Condition Clogging Coefficient CurbCoef = Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = Effective (Unclogged) Length L. = ft Actual Interception Capacity Q. _ NIA efs Carry-Over Flow = Q .RATE -O. Q, = WA cfs Total Inlet Interception Capacity 0. -0.05 cis Total Inlet Carry-Over Flow (flow bypassing inlet) Q. = 0.50 efs Capture Percentage = Q.IQ. = C% = -11.0% Inlet 31A UD-Inlet_v2.13.xls, Inlet On Grade 3/2/2006, 10:25 AM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Major & Minor Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Vail's Front Door Inlet ID: Inlet P31-A - Valley Inlet ,r TBACK T MAX SBACK MAX W- TX Street _ Crown y Q'w Qx/ HCURB d S X a 6f w ;sae ~r sum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) iing's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) er Cross Slope (Eq. ST-8) er Depth without Gutter Depression (Eq. ST-2) er Depth with a Gutter Depression Nable Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) ;harge outside the Gutter Section W, carried in Section TX harge within the Gutter Section W (QT - QX) ;harge Behind the Curb (e.g., sidewalk, driveways, & lawns) !mum Flow Based On Allowable Water Spread r Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth oretical Water Spread oretical Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) oretical Discharge outside the Gutter Section W, carried in Section TXTH ial Discharge outside the Gutter Section W, (limited by distance TCROwN) ;harge within the Gutter Section W (Qd - Qx) ;harge Behind the Curb (e.g., sidewalk, driveways, & lawns) oil Discharge for Major & Minor Storm o Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth B-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm Flow Based on Allow. Gutter Depth (Safety Factor Applied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at Street Crown (Safety Factor Applied) 16.7 16.7 12.7 12.7 0.625 0.625 7.1 7.1 6.8 6.8 11.8 11.8 34.7 34.7 53.4 53.4 31.4 31.4 15.7 15.7 0.86 0.86 45.9 45.9 5.66 5.66 0.54 0.54 Minor Storm Major Storm owable Gutter Capacity Based on Minimum of QT or Qd Q.n- 51131 31.3 cfs STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' 2 STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' Inlet 31A UD-Inlet_v2.13.x1s, Q-Allow TBACK = 12.0 ft SBACK = 0.0200 ft. vert ./ft.horiz nBACK = 0.0160 HcuRB = 0.10 inches TcRowH = 13.0 ft a = 2.00 inches W = 4.00 ft SX = 0.0200 ft. van. / ft. horiz SO = 0.0250 ft. vent . / ft. horiz nsrREET = 0.0160 Minor Storm or Storm TMAX = 12.0 12.0 ft dMAX = 6.00 6.00 inches X=yes Minor Storrs Major Stone SW = 0.0617 0.0617 ft/ft y = 2.88 2.88 inches d = 4.88 4.88 inches TX = 8.0 8.0 ft Eo = 0.782 0.782 QX = 2.1 2.1 cfs Qw = 7.5 7.5 cfs QBACK = 21.7 21.7 cfs QT = 31.3 31.3 cfs V = 26.4 26.4 fps V'd = 10.7 10.7 Minor Storm Ma'or Storm TTH = ft Tx TH = ft Eo = QX TH = CfS QX = cfs Qw = cfs QBACK = cfs Q = cfs V = fps V•d = R= Qd = cfs d = inches dcRowN = inches 3/2/2006,10:25 AM 4" DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Vail's Front Door Inlet P31-A - Valley Inlet * . Design Flow = Gutter Flow + Carry-over Flow OVERLAND SIDE OVERLAND FLOW ~Y I STREET ® < --GUTTER FLOW PLUS CARRY-`MOVER FLOW F ® F GUTTER FLOW INLET INLET 1/2 OF STREET Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): *Q = 0.45 0.45 cfs * If you entered a value here, ski the rest of this sheet and proceed to sheet Q-Allow Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Site: (Check One Box Only) Slope ft/ft Length( ft Site is Urban: X Overland Flow = Site Is Non-Urban: Gutter Flow = Rainfall Information: Intensity I (inch/hr)= C, * P, / (G, + T- )A C, Minor Storm Maor Storm Design Storm Return Period, Tr = Return Period One-Hour Precipitation, P, _ C, _ CZ = C3= User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.00 0.00 Analysis of Flow Time (Time of Concentration) for a Catchment: Minor Storm Major Storm Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG _ Overland Flow Time, to = Gutter Flow Time, tG _ Calculated Time of Concentration, T. _ Time of Concentration by Regional Formula, T. _ Recommended T, _ Time of Concentration Selected by User, T. _ Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q = N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A NIA NIA N/A N/A N/A N/A 0.45 0.45 fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs Inlet 31A UD-Inlet v2.13.x1s, Q-Peak 3/2/2006,10:25 AM IL INLET ON A CONTINUOUS GRADE Project: Vail's Front Door Inlet ID: Inlet P23. Curb Inlet I~Lo (C)--~ H-Curb H-Vert Wo .k. WP W Lo (G) rrs w Deslgn Information llnmutl Type of Inlet Type = CDOT/Denver 13 Combination Local Depression (additional to continuous gutter depression 'a' from'Q-AIIow) aLocAL = 0.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 Length of a Single Unit Inlet (Grate or Curb Opening) L, = 3.00 ft Width of a Unit Grate (cannot be greater than W from Q-Allow) W. = 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) CrG = 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) CrC = 0.10 Street Ittdraulocs (Calculated). Capacity OK - 0 Is less than maximum Design Discharge for Half of Street (from Q-Peak) allowable from sheet'01-Allow, Q. = ' 0.31 ds Water Spread Width T= 1.1 ft Water Depth at Flowline (outside of local depression) d = 1.3 inches Water Depth at Street Crown (or at T" dcaow, = 0.0 inches Ratio of Gutter Flow to Design Flow E, = 1.000 Discharge outside the Gutter Section W, carried in Section T, Q. = 0.00 cis Discharge within the Gutter Section W Q., = 0.31 cis Discharge Behind the Curb Face QSACK = 0.00 cis Street Flow Area A. = 0.06 sq ft Street Flow Velocity V. = 5.41 fps Water Depth for Design Condition dLocAL = 1.3 inches Grata Analysis (Calculated Total Length of Inlet Grate Opening L = 3.00 ft Ratio of Grate Flow to Design Flow ER ATE m 2.792 Under No-Clogging Condition Minimum Velocity Where Grate Spash-Over Begins V. = 6.17 fps Interception Rate of Frontal Flow Rr = 1.00 Interception Rate of Side Flow R. = 0.07 Interception Capacity Q, = 0.84 cis Under Clogging Condition Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = 1.00 Clogging Factor for Multiple-unit Grate Inlet GrateClog = 0.50 Effective (unclogged) Length of Multiple-unit Grate Inlet L. = 1.50 It Minimum Velocity Where Grate Spash-Over Begins V. = 3.86 fps Interception Rate of Frontal Flow Rr = 0.86 Interception Rate of Side Flow R. = 0.02 Actual Interception Capacity Q. = 0.75 ds Carty-Over Flow = Q.-Q. (to be applied to curb opening or next d/s inlet) Qb = 0.00 ds Curb or Slotted Inlet Opening Analysis (Calculated) Equivalent Slope S. (based on grate carryover) S. = 0.1033 ft/ft Required Length LT to Have 100% Interception LT = 0.00 ft Under No-Clogging Condition Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 0.00 ft Interception Capacity Q, = 0.00 cis Under Clogging Condition Clogging Coefficient CurbCoef = 1.00 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.10 Effective (Unclogged) Length L. = 0.00 ft ctual Interception Capacity Q. = 0.00 cfs Cary-Over Flow = Q GM -Q, Qb = 0.00 cfs Summagt Total Inlet Interception Capacity a = 0.75 ds Total Inlet Carry-Over Flow (flow bypassing inlet) Qb - -0.44 cis Capture Percentage = Q,1Q. = C%= 100.0% Inlet P23 LID-Inlet_v2.13.xis, Inlet On Grade 3/2/2006,10:06 AM ~w 4A ~I ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Major & Minor Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Vail's Front Door Inlet ID: Inlet P23 - Curb Inlet TCROWN T BACK f __S S` ~ T. TM A% BACK W '1' T. $tfe8t Crown Q W Qx / S HCURB d y a 6f mum Allowable Width for Spread Behind Curb TBACK = ft Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = ft. vert. /ft. horiz iing's Roughness Behind Curb neAG( _ it of Curb at Gutter Flow Line HCuRB = 6.00 inches nce from Curb Face to Street Crown TCRowN = 13.0 ft r Depression a = 2.00 inches ;r Width W = 2.00 ft t Transverse Slope Sx = 0.0200 ft. vert. / ft. horiz t Longitudinal Slope - Enter 0 for sump condition SO= 0.1200 ft. vert. / ft. horiz ring's Roughness for Street Section nsTREET = 0.0160 i i Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) er Cross Slope (Eq. ST-8) or Depth without Gutter Depression (Eq. ST-2) or Depth with a Gutter Depression Nable Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) ;harge outside the Gutter Section W, carried in Section Tx ;harge within the Gutter Section W (QT - Qx) ;harge Behind the Curb (e.g., sidewalk, driveways, & lawns) imum Flow Based On Allowable Water Spread i Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth xetical Water Spread xetical Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) xetical Discharge outside the Gutter Section W, carried in Section Tx TH al Discharge outside the Gutter Section W, (limited by distance TCROWN) harge within the Gutter Section W (Qd - Qx) harge Behind the Curb (e.g., sidewalk, driveways, & lawns) it Discharge for Major & Minor Storm r Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth e-Based Depth Safety Reduction Factor for Major & Minor (d ? 6") Storm Flow Based on Allow. Gutter Depth (Safety Factor Applied) ,iltant Flow Depth at Gutter Flowline (Safety Factor Applied) iltant Flow Depth at Street Crown (Safety Factor Applied) Minor Storm Ma'or Storm TMAx = 12.0 12.0 ft dMAx =[6.001 6.00 inches X = yes Sw= y' d= TX= Eo= Qx' Qw= QBACK ' QT' V= V•d = T, ' TXTH = Eo = Qx TH = Qx= Qw= ABACK = 0- V = V'd = R= Qd= d= dCRowN Min- C}nrm AA=inr Rt- 0.1033 0.1033 2.88 2.88 4.88 4.88 10.0 10.0 0.522 0.522 8.3 8.3 9.0 9.0 0.0 0.0 17.3 17.3 14.9 14.9 6.1 6.1 RM- Ct^- KAei- Cfnrm 16.7 16.7 14.7 14.7 0.378 0.378 23.0 23.0 22.5 22.5 14.0 14.0 0.0 0.0 36.5 36.5 17.7 17.7 8.8 8.8 0.25 0.25 9.0 9.0 4.09 4.09 0.00 0.00 Vft riches riches t :fs ;fs ;fs ;fs os )fs As ;fs ;fS ;fs Os ;fs riches riches Minor Storm Ma'or Storm ex Allowable Gutter Capacity Based on Minimum of Q. or Qd = 9.0 9.0 cfs [NOR STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' AJOR STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' ..w Inlet P23 UD-Inlet v2.13.xis, O-Allow 3/2/2006,10:06 AM F=-- DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD ' Vail's Front Door Inlet P23 - Curb Inlet Design Flow = Gutter Flow + Carry-over Flow OVERLAND SIDE OVERLAND I STREET ® GUTTER FLOW PLUS CARRY-`MOVER FLOW.*.-- ® -9--GUTTER FLOW INLET INLET 1/2 OF STREET Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): *Q = 0.31 0.31 cfs * If you entered a value here, ski the rest of this sheet and proceed to sheet Q-Allow Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Site: (Check One Box Only) Slope ft/ft Length (fl) Site is Urban: X Overland Flow = Site Is Non-Urban: Gutter Flow = Rainfall Information: Intensity l (inch/hr) = C,* P,/ (C2 + T,) A C3 Minor Storm Major Storm Design Stortn Return Period, Tr = years Return Period One-Hour Precipitation, P, = Inches C, C2= C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.00 0.00 cis Analvsis of Flow Time (Time of Concentration) for a Catchment: Minor Storm Major Storm Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG _ Overland Flow Time, to = Gutter Flow Time, to = Calculated Time of Concentration, T. _ Time of Concentration by Regional Formula, T. _ Recommended Tc _ Time of Concentration Selected by User, T, _ Design Rainfall Intensity, I = Calculated Local Peak Flow, QP = Total Design Peak Flow, Q = N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A NIA N/A N/A N/A N/A N/A 0.31 0.31 fps fps minutes minutes minutes minutes minutes minutes inch/hr cfs cfs Inlet P23 UD-Inlet_v2.13.x1s, Q-Peak 3/2/2006,10:06 AM INLET ON A CONTINUOUS GRADE Project: Vail's Front Door Inlet ID: Inlet P24 - Curb Inlet -Lo (C) H-Curb H-Vert Wo WP W Lo (G) , Design Information (input) Type of Inlet Type = CDOT/Denver 13 Combination Local Depression (additional to continuous gutter depression 'a'from'Q-AIIoW) aLOoAL = 0.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 Length of a Single Unit Inlet (Grate or Curb Opening) L. = 3.00 ft Width of a Unit Grate (cannot be greater than W from Q-Allow) W. = 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cr-G = 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) CrC = 0.10 Street Hydraulics (Calculated). Capacity OK - 0 us less than maximum a Design Discharge for Half of Street (from Q-Peak) llowab Is from shoot *O-All Q. = 0.30 cfs Water Spread Width T = 1.1 it Water Depth at Flowline (outside of local depression) d = 1.3 inches Water Depth at Street Crown (or at T.) dcROVm = 0.0 inches Ratio of Gutter Flow to Design Flow E. = 1.000 Discharge outside the Gutter Section W, carried in Section T. Q. = 0.00 cis Discharge within the Gutter Section W Q. = 0.31 cfs Discharge Behind the Curb Face QBAac = 0.00 cis Street Flow Area A. = 0.06 sq It Street Flow Velocity V. = 5.36 fps Water Depth for Design Condition dLoc L = 1.3 inches Grate Analyais, (Calculated Total Length of Inlet Grate Opening L = 3.00 ft Ratio of Grate Flow to Design Flow E.-GRATE = 3.204 Under No-Clogging Condition Minimum Velocity Where Grate Spash-Over Begins V. = 6.17 fps Interception Rate of Frontal Flow Rf = 1.00 Interception Rate of Side Flow R. = 0.07 Interception Capacity Q, = 0.93 cis Under Clogging Condition Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = 1.00 Clogging Factor for Multiple-unit Grate Inlet GrateClog = 0.50 Effective (unclogged) Length of Multiple-unit Grate Inlet L. = 1.50 it Minimum Velocity Where Grate Spash-Over Begins V. = 3.86 fps Interception Rate of Frontal Flow Rr = 0.86 Interception Rate of Side Flow R. = 0.02 Actual Interception Capacity Q. = 0.64 cis Carry-Over Flow = Q.-O. (to be applied to curb opening or next d/s inlet) Qb = 0.00 cis Curb or Slotted Inlet Opening Ana sms(Calculated) Equivalent Slope S. (based on grate carry-over) S. = 0.1033 f tft Required Length LT to Have 100% Interception LT = 0.00 ft Under No-Clogging Condition Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 0.00 It Interception Capacity Q, = 0.00 cis Under Clogging Condition Clogging Coefficient CurbCoef = 1.00 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbCiog = 0.10 Effective (Unclogged) Length L. = 0.00 It Actual Interception Capacity Q. 0.00 cfs Carry-Over Flow = Q oeATE -Q, Qb = 0.00 cfs Summaly Total Inlet Interception Capacity Q = 0.84 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = -0.54 cis Capture Percentage = Q.IQ. = C%= 100.0% Inlet P24 UD-Inlet_v2.13.xis, Inlet On Grade 3/2/2006, 10:07 AM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Major & Minor Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Vail's Front Door Inlet ID: Inlet P24 - Curb Inlet TACK TCROWN S T'TMAX BACK W T. Street _ Crown y Qw QK/ HCURB d S" a 9f mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition tg's Roughness for Street Section w, K~ Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) ter Cross Slope (Eq. ST-8) er Depth without Gutter Depression (Eq. ST-2) er Depth with a Gutter Depression wable Spread for Discharge outside the Gutter Section W (T - W) ter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) :harge outside the Gutter Section W, carried in Section Tx ;harge within the Gutter Section W (QT - ;harge Behind the Curb (e.g., sidewalk, driveways, & lawns) imum Flow Based On Allowable Water Spread i Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth oretical Water Spread retical Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) oretical Discharge outside the Gutter Section W, carried in Section TXTH al Discharge outside the Gutter Section W, (limited by distance TCROwN) harge within the Gutter Section W (Qd - Qx) harge Behind the Curb (e.g., sidewalk, driveways, & lawns) it Discharge for Major & Minor Storm r Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth *-Based Depth Safety Reduction Factor for Major & Minor (d 6") Storm Flow Based on Allow. Gutter Depth (Safety Factor Applied) ltant Flow Depth at Gutter Flowline (Safety Factor Applied) ltant Flow Depth at Street Crown (Safety Factor Applied) 16.7 16.7 14.7 14.7 0.378 0.378 23.0 23.0 22.5 22.5 14.0 14.0 0.0 0.0 36.5 36.5 17.7 17.7 8.8 8.8 0.25 0.25 9.0 9.0 1 4.09 4.09 1 0.00 0.00 Minor Storm Ma'or Storm lowable Gutter Capacity Based on Minimum of QT or O. Q,iyw = 9.0 9.0 cfs STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' 2 STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' TBACK = ft SBACK = ft. vert. / ft. horiz nBACK = HCURB = 6000 inches TCROWN = 13.0 ft a = 2.00 inches W = 2.00 ft SX = 0.0200 ft. vert . / ft. horiz SO = 0.1200 ft. vert. / ft. horiz nsrREET = 0.0160 Minor Storm Major Storm TMAx = 12.0 12.0 ft dMAx = 6.00 6.00 inches X = yes Minor Storm Major Storm SW = 0.1033 0.1033 ft/ft y = 2.88 2.88 inches d = 4.88 4.88 inches TX = 10.0 10.0 ft Eo = 0.522 0.522 QX = 8.3 8.3 cfs Qw = 9.0 9.0 cfs ABACK = 0.0 0.0 cla QT = 17.3 17.3 cis V = 14.9 14.9 fps V•d = 6.1 6.1 Minor Storm Major Storm TTH = ft Tx TH = ft Eo = Qx TH = cfs QX = cfs Qw = cfs ABACK = cfs Q = cfs V = fps V•d = R= Qd = cfs d = inches dCROWN = inches Inlet P24 UD-Inlet_v2.13.xls, Q-Allow 3/2/2006,10:07 AM F=- DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD 11 Vail's Front Door Inlet P24 - Curb Inlet Design Flow = Gutter Flow + Carry-over Flow OVERLAND SIDE ~OVERLAND FLOW LOWI I STREET ® E-GUTTER FLOW PLUS CARRY-`MOVER FLOW F- ® F GUTTER FLOW INLET INLET 1/2 OF STREET Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): *Q = 0.30 0.30 cfs *If you entered a value here, ski the rest of this sheet and proceed to sheet Q-Allow) Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Site: (Check One Box Only) Slope ft/ft Length ft Site is Urban: X Overland Flow = Site Is Non-Urban: Gutter Flow = Of rmation: Intensity I (inch/hr) = Cf * Pf / (C2 + T.) ^ C3 Design Storm Return Period, T, Return Period One-Hour Precipitation, Pi Cf CZ C3 User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), CS Bypass (Carry-Over) Flow from upstream Subcatchments, Qb Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 - Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, tG Calculated Time of Concentration, Tc Time of Concentration by Regional Formula, T. _ Recommended T.: Time of Concentration Selected by User, T. Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q = N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A NIA N/A N/A N/A N/A 0.30 0.30 fps fps minutes minutes minutes minutes minutes minutes nch/hr ,is rfs I Inlet P24 UD-Inlet v2.13.xis, Q-Peak 3/2/2006,10:07 AM Minnr Stnrm Mninr Cfnrm INLET IN A SUMP OR SAG LOCATION c„s Project = Vail's Front Door Inlet ID = Inlet P26 - Valley Inlet ~Lo (C)~ H-Curb H-Vert W WP W Lo (G) Design Information (input) Type of Inlet Type = CDOT/Denver 13 Valley Crate Local Depression (additional to continuous gutter depression's' from'Q-Allow') a„ l = 0.10 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 Grate Information Length of a Unit Grate L, (G) = 3.00 feet Width of a Unit Grate W. = 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A.. = 0.47 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 Grate Weir Coefficient (typical value 3.00) C. (G) = 3.00 Grate Orifice Coefficient (typical value 0.67) Co (G) = 0.67 Curb Opening Information Length of a Unit Curb Opening L. (C) = WA feet Height of Vertical Curb Opening in Inches H_„ = WA inches Height of Curb Orifice Throat in Inches H, ,_t = WA inches Angle of Throat (see USDCM Figure ST-5) Theta = WA degrees Side Width for Depression Pan (typically the gutter width of 4 feet) W, = WA feet Clogging Factor for a Single Curb Opening (typical value 0.10) C, (C) = WA Curb Opening Weir Coefficient (typical value 2.30-3.00) C. (C) = WA Curb Opening Orifice Coefficient (typical value 0.6 C. (C) = WA lResulling Gutter Flow Depth for Grate Inlet Capacity In a Sum Clogging Coefficient for Multiple Units Coat = 1.00 Clogging Factor for Multiple Units Clog = 0050 Grate As a Weir Flow Depth at Local Depression without Clogging (0 cis grate, 0.68 cfs curb) d„, = 1.53 inches is Row Used for Combination Inlets Only d,,,,,,, = WA inches Flow Depth at Local Depression with Clogging (0 cfs grate, 0.68 cis curb) d„, = 2.12 inches is Row Used for Combination Inlets Only d=,,,.G = WA inches Grate As an Orifice Flow Depth at Local Depression without Clogging (0 cis grate, 0.68 cis curb) dd = 0.72 inches Flow Depth at Local Depression with Clogging (0 cis grate, 0.68 cis curb) d„ = 0.82 Inches Resulting Gutter Flow Depth Outside of Local Depression d,.e,,,, = 2.02 Inches Resulting Gutter Flow Depth for Curb Opening Inlet Capactly In a Sump Clogging Coefficient for Multiple Units Coef = WA Clogging Factor for Multiple Units Clog = WA Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cis grate, 0.68 cis curb) d. = WA inches Flow Depth at Local Depression with Clogging (0 cis grate, 0.68 cis curb) d,,,, = WA inches Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cis grate, 0.68 cis curb) da = WA inches Flow Depth at Local Depression with Clogging (0 cis grate, 0.68 cis curb) d„ = WA inches Resulting Gutter Flow Depth Outside of Local Depression d,.c,,. = NIA Inches Resultant Street Conditions Total Inlet Length L = 3.0 feet Total Inlet Interception Capacity (Design Discharge from Q-Peak) Q. = 0,7 cis Resultant Gutter Flow Depth (based on sheet Q-Allow geometry) d = 2.02 Inches Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 2.7 feet Resultant Flow Depth at Street Crown dcaown = 0.00 Inches Inlet P25 UD-Inlet_v2.13.xis, Inlet In Sump 3/1/2006,12:55 PM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Major & Minor Storm) iw (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Vail's Front Door Inlet ID: Inlet P25 - Valley Inlet Jam. 'I TBACK T T TcaowN SBACK MAxW IV TX i Street _ Crown / HCURd S x y VX7 a sues AAlle i num Allowable Width for Spread Behind Curb Taux = 12.0 ft Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.0200 ft. vert. / ft. horiz ring's Roughness Behind Curb nsAcK = 0.0160 it of Curb at Gutter Flow Line HcuRB = 0.10 inches nee from Curb Face to Street Crown TcRowN = 13.0 ft !r Depression a = 2.00 inches it Width W = 4.00 ft t Transverse Slope SX = 0.0200 ft. vert. / ft. horiz t Longitudinal Slope - Enter 0 for sump condition So = 0.0000 ft. vert. / ft. horiz ring's Roughness for Street Section nsTRm = 0.0160 Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) Minor Storm Major Storm TMAx = 12.0 12.0 ft dMAX = 6.00 6.00 inches X=yes ;er Cross Slope (Eq. ST-8) er Depth without Gutter Depression (Eq. ST-2) er Depth with a Gutter Depression Nable Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEG-22 method (Eq. ST-7) :harge outside the Gutter Section W, carried in Section Tx :harge within the Gutter Section W (QT - Qx) ;harge Behind the Curb (e.g., sidewalk, driveways, & lawns) Imum Flow Based On Allowable Water Spread r Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth xetical Water Spread xetical Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) xetical Discharge outside the Gutter Section W, carried in Section Tx TH ial Discharge outside the Gutter Section W, (limited by distance TCRCwN) harge within the Gutter Section W (Qd - Qx) harge Behind the Curb (e.g., sidewalk, driveways, & lawns) it Discharge for Major & Minor Storm r Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth e-Based Depth Safety Reduction Factor for Major & Minor (d 2:6") Storm Flow Based on Allow. Gutter Depth (Safety Factor Applied) iltant Flow Depth at Gutter Flowline (Safety Factor Applied) Altant Flow Depth at Street Crown (Safety Factor Applied) Sw= y' d= TX= Eo = Qx= Qw= QBACK = QT: V= V'd = TTH ' Tx TH = Eo= QX TH = QX2 Qw= ABACK = 0- V= V'd = R= Qd= d= dcaowN = AAi- Q#- RA.I- Qt- 0.0617 0.0617 2.88 2.88 4.88 4.88 8.0 8.0 0.782 0.782 0.0 0.0 0.0 0.0 0.0 0.0 SUMP SUMP 0.0 0.0 0.0 0.0 Ui- Cf- \Aoi- Cf- 16.7 16.7 12.7 12.7 0.625 0.625 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OA SUMP SUMP SUMP SUMP Vft nches nches R ;fs :fs 'fs :fs pS t t :fs :fs AS :is :fs ps :fs nches riches Minor Storm Ma'or Storm lowable Gutter Capacity Based on Minimum of QT orQd Q.11_ = SUMP SUMP cfs STORM max, allowable capacity OK - greater than flow given on sheet'Q-Peak' 2 STORM max. allowable capacity OK - greater than flow given on sheet 'Q-Peak' Inlet P25 UD-Inlet_v2.13.xis, Q-Allow 3/l/2006,12:55 PM DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD F=- I Vail's Front Door Inlet P25 - Valley Inlet b s Design Flow = Gutter Flow + Carry-over Flow II OVERLAND I SIDE y FLOWI STREET I FLOW ® 4 -.-GUTTER FLOW PLUS CARRY-OVER FLOW F ® F GUTTER FLOW INLET INLET 1/2 OF STREET Design Flow: ONLY if already determined through other methods: Minor Storm Ma'or Storm (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): *Q = 0.68 0.68 cfs * If you entered a value here, ski the rest of this sheet and proceed to sheet Q-Allow Geographic Information: (Enter data in the blue cells): Site: (Check One Box Only) Site is Urban: X Site Is Non-Urban: Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope ft/ft Len th ft Overland Flow = Gutter Flow = Drmation: Intensity I (inch/hr) = C, r, i ( c:Z + i ^ L3 Design Storm Return Period, Tr = Return Period One-Hour Precipitation, P, _ C,= C2= C3= User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), Cr, = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, t43 _ Calculated Time of Concentration, T. _ Time of Concentration by Regional Formula, Tc Recommended T. _ Time of Concentration Selected by User, T. _ Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q = 0.00 Minnr Rtnr N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.68 0.68 inches Fps fps ninutes ninutes ninutes ninutes ninutes ninutes nch/hr :fs sfs Inlet P25 UD-Inlet v2.13.xls, Q-Peak 3/l/2006,12:55 PM W1 INLET IN A SUMP OR SAG LOCATION Project = Vail's Front Door Inlet ID Inlet P26 - Valley Inlet -Lo (C) - H-Curb H-Vert W W wP t-0 (G) Design Information (InPIM Type of Inlet Type = CDOT/Denver 13 Valley Grate Local Depression (additional to continuous gutter depression 'a' from'Q-Allow') ai-I = 0.10 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 Grate Information Length of a Unit Grate L. (G) = 3.00 feet Width of a Unit Grate W. = 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A.. = 0.47 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cr (G) = 0.50 Grate Weir Coefficient (typical value 3.00) Q. (G) = 3.00 Grate Orifice Coefficient (typical value 0.67) Co (G) = 0.67 Curb Opening Information Length of a Unit Curb Opening L, (C) = WA feet Height of Vertical Curb Opening in Inches H,,,,, = WA inches Height of Curb Orifice Throat in Inches HP,,,1 = WA inches Angle of Throat (see USDCM Figure ST-5) Theta = WA degrees Side Width for Depression Pan (typically the gutter width of 4 feet) WP = WA feet Clogging Factor for a Single Curb Opening (typical value 0.10) G (C) = WA Curb Opening Weir Coefficient (typical value 2.30-3.00) Cw (C) = WA Curb Opening Orifice Coefficient (typical value 0.67) C. (C) = WA Resultina Gutter Flow Depth fer Grate Inlet Capacity In a Sumo Clogging Coefficient for Multiple Units Coef = 1.00 Clogging Factor for Multiple Units Clog = 0.50 Grate As a Weir Flow Depth at Local Depression without Clogging (0 cis grate, 0.79 cis curb) d„, = 1.64 inches This Row Used for Combination Inlets Only d~,, = N/A inches Flow Depth at Local Depression with Clogging (0 cis grate, 0.79 cis curb) d„„ = 229 inches his Row Used for Combination Inlets Only da„ b. = N/A inches Grate As an Orifice Flow Depth at Local Depression without Clogging (0 cis grate, 0.79 cis curb) da = 0.73 inches Flow Depth at Local Depression with Clogging (0 cfs grate, 0.79 cis curb) d„ = 0.86 inches Resulting Gutter Flow Depth Outside of Local Depression = 2.19 Inches Resulting Gutter Flew Depth for Curb Opening inlet - antly in a Sump Clogging Coefficient for Multiple Units Coef = WA Clogging Factor for Multiple Units Clog = WA Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cis grate, 0.79 cis curb) d. = WA inches Flow Depth at Local Depression with Clogging (0 cis grate, 0.79 cfs curb) d_ = WA inches Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cis grate, 0.79 cis curb) d,i = WA inches Flow Depth at Local Depression with Clogging (0 cis grate, 0.79 cis curb) d„ = WA inches Resulting Gutter Flow Depth Outside of Local Depression d,.c„b = NIA Inches Resultant street Condition Total Inlet Length L = 3.0 feet Total Inlet Interception Capacity (Design Discharge from O-Peak) Q. = 0.8 cis Resultant Gutter Flow Depth (based on sheet 0-Allow geometry) d = 2.19 Inches Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 3.0 feet Resultant Flow Depth at Street Crown d.. = 0.00 Inches Inlet P26 UD-Inlet_v2.13.xis, Inlet In Sump 3/2/2006, 9:33 AM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Major & Minor Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Vail's Front Door Inlet ID: L Inlet P26 - Valley Inlet 'I TBACK TCROWN +aw `SBAC- T. TMAx C' W- T. Street Crown ..yq y Q w Q x/ -i HcuRe d S x a a 5f mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) iing's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition Tg's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) er Cross Slope (Eq. ST-8) er Depth without Gutter Depression (Eq. ST-2) er Depth with a Gutter Depression wable Spread for Discharge outside the Gutter Section W (T - W) ter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) :harge outside the Gutter Section W, carried in Section Tx :harge within the Gutter Section W (QT - Ox) :harge Behind the Curb (e.g., sidewalk, driveways, & lawns) !mum Flow Based On Allowable Water Spread Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth oretical Water Spread oretical Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) oretical Discharge outside the Gutter Section W, carried in Section TXTH al Discharge outside the Gutter Section W, (limited by distance TCROwN) harge within the Gutter Section W (Qd - QK] harge Behind the Curb (e.g., sidewalk, driveways, & lawns) 1 Discharge for Major & Minor Storm r Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth e-Based Depth Safety Reduction Factor for Major & Minor (d 6") Storm Flow Based on Allow. Gutter Depth (Safety Factor Applied) altant Flow Depth at Gutter Flowline (Safety Factor Applied) ltant Flow Depth at Street Crown (Safety Factor Applied) 16.7 16.7 12.7 12.7 0.625 0.625 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SUMP SUMP SUMP ' SUMP Minor Storm Ma'or Storm Max. Allowable Gutter Capacity Based on Minimum of OT oLDd SUMP SUMP cfs AM MINOR STORM max, allowable capacity OK - greater than flow given on sheet 'Q-Peak' MAJOR STORM max. allowable capacity OK - greater than flow !yen on sheet'Q-Peak' Inlet P26 LID-Inlet_v2.13.x1s, Q-Allow TBACK = 12.0 ft SBACK = 0.0200 ft. vert . / ft. horiz nBACK ° 0.0160 HcuRB = 0.10 inches TcaowN = 13.0 ft a = 2.00 inches W = 4.00 ft Sx = 0.0200 ft. vert. / ft. horiz So = 0.0000 ft. vert. / ft. horiz nsTREET = 0.0160 Minor Storm Major Storm TMAX = 12.0 12.0 ft dMAX = 6.00 6.00 inches X = yes Minor Storm Ma or Storm SW = 0.0617 0.0617 ft/ft y = 2.88 2.88 inches d = 4.88 4.88 inches TX = 8.0 8.0 ft Eo = 0.782 0.782 Qx = 0.0 0.0 cfs Qw = 0.0 0.0 cfs ABACK = 0.0 0.0 cis QT = SUMP SUMP cis V = 0.0 0.0 fps V`d = 0.0 0.0 Minor Storm Major Storm TTH = ft Tx TH = ft Eo = QXTH = cis Qx = cis Qw = cfs QBACK = Cis Q = cfs V = fps V•d = R= Qd = cfs d = inches dcRowN = inches 3/2/2006, 9:34 AM DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Vail's Front Door Inlet P26 - Valley Inlet Design Flow = Gutter Flow + Carry-over Flow I OVERLAND SIDE OVERLAND FLOW 1 STREET FLOW y ® E- GUTTER FLOW PLUS CARRY-OVER FLOW F ® F GUTTER FLOW INLET INLET 1/2 OF STREET Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): *Q = 0.79 0.79 cfs * If you entered a value here, ski the rest of this sheet and proceed to sheet Q-Allow Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Site: (Check One Box Only) Slope (fl/ft) Len th (ft) Site is Urban: X Overiand Flow - Site Is Non-Urban: Gutter Flow = Rainfall Information: Intensity I (inch/hr) = C, * P, C2 + T~ ) A C3 Design Storm Return Period, T, = Return Period One-Hour Precipitation, P, = C,= C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = Analysis of Flow Time (Time of Concentration) for a Catchment: Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow rime, to = Gutter Flow Time, tG = Calculated Time of Concentration, T. = Time of Concentration by Regional Formula, T. = Recommended Tc = Time of Concentration Selected by User, T. = Design Rainfall Intensity, I = Calculated Local Peak Flow, Op = Total Design Peak Flow, Q = 0.001 0.001cfs Minnr Stnrm Mninr LCtnrm N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A NIA NIA N/A N/A N/A N/A 0.79 0.79 `ps ps ninutes ninutes ninutes ninutes ninutes ninutes nch/hr ;fs :fs Inlet P26 UD-In1et_v2.13.xls, Q-Peak 3/2/2006, 9:34 AM INLET IN A SUMP OR SAG LOCATION Project = Vairs Front Door Inlet ID = Inlet P38 - Curb Inlet' -Lo (C) f H-Curb H-Vert ~ Wp W Lo (G) Type of Inlet Type = CDOT/Denver 13 Valley Grate Local Depression (additional to continuous gutter depression'a' from'Q-Allow') a,a„ = 0.10 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 Grate Information Length of a Unit Grate L. (G) = 3.00 feet Width of a Unit Grate W. = 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A.. = 0.47 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) C, (G) = 0.50 Grate Weir Coefficient (typical value 3.00) Cw (G) = 3.00 Grate Orifice Coefficient (typical value 0.67) Co (G) = 0.67 Curb Opening Information Length of a Unit Curb Opening Lo (C) = WA feet Height of Vertical Curb Opening in Inches H,,,,, = WA inches Height of Curb Orifice Throat in Inches H,,,,,, = WA inches Angle of Throat (see USDCM Figure ST-5) Theta = WA degrees Side Width for Depression Pan (typically the gutter width of 4 feet) WP = N/A feet Clogging Factor for a Single Curb Opening (typical value 0.10) C, (C) = N/A Curb Opening Weir Coefficient (typical value 2.30-3.00) C,,, (C) = WA Curb Opening Orifice Coefficient (typical value 0.67 Co (C) = WA eaulting Gutter Flow Depth for Grate Inlet Capacity In a Sum Clogging Coefficient for Multiple Units Coef = 1.00 Clogging Factor for Multiple Units Clog = 0.50 Grate As a Weir Flow Depth at Local Depression without Clogging (0 cis grate, 0.47 cis curb) d„, = 1.31 inches This Row Used for Combination Inlets Only dam.,„ = WA inches Flow Depth at Local Depression with Clogging (0 cis grate, 0.47 cis curb) d_ _ 1.78 inches This Row Used for Combination Inlets Only dame = WA inches Grate As an Orifice Flow Depth at Local Depression without Clogging (0 cis grate, 0.47 cis curb) do, = 0.71 inches Flow Depth at Local Depression with Clogging (0 cis grate, 0.47 cis curb) do, = 0.75 inches ResuMng Gutter Flow Depth Outside of Local Depression 1.68 Inches Depth for Curb Opening Inlet C2paft In a Sump Clogging Coefficient for Multiple Units Coef = N/A Clogging Factor for Multiple Units Clog = WA Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cis grate, 0.47 cis curb) cl ~ = WA inches Flow Depth at Local Depression with Clogging (0 cis grate, 0.47 cis curb) d„„ = WA inches Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cis grate, 0.47 cis curb) do, = N/A inches Flow Depth at Loral Depression with Clogging (0 cis grate, 0.47 cis curb) d„ = WA inches Resulting Gutter Flow Depth Outside of Local Depression d,.. = NIA Inches sultant Street Conditions Total Inlet Length L = 3.0 feet Total Inlet Interception Capacity (Design Discharge from Q-Peak) a.= 0.5 cis Resultant Gutter Flow Depth (based on sheet Q-Allow geometry) d = 1.68 Inches , Resultant Street Flow Spread (based on sheet Q-Allow geometry) T - 2.3 feet Resultant Flow Depth at Street Crown dcRo" = 0.00 Inches Inlet P38 UD-Inlet_v2.13.xls, Inlet In Sump 3/2/2006.10:17 AM ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Major $ Minor Storm) aw (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Vail's Front Door Inlet ID: Inlet P38 - Curb Inlet TBACK TCROWN T. ST Max eacK W + T. Sheet _ Crown y Qw Qx/ HcuRB d S % mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) ring's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition ng's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) er Cross Slope (Eq. ST-8) er Depth without Gutter Depression (Eq. ST-2) er Depth with a Gutter Depression Nable Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) ;harge outside the Gutter Section W, carried in Section TX harge within the Gutter Section W (QT - QX) harge Behind the Curb (e.g., sidewalk, driveways, & lawns) imum Flow Based On Allowable Water Spread r Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth aarr oretical Water Spread oretical Spread for Discharge outside the Gutter Section W (T - W) ter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) oretical Discharge outside the Gutter Section W, carried in Section TxTH ial Discharge outside the Gutter Section W, (limited by distance TCROwN) ;harge within the Gutter Section W (Qd - QX) ;harge Behind the Curb (e.g., sidewalk, driveways, & lawns) l Discharge for Major & Minor Storm r Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth e-Based Depth Safety Reduction Factor for Major & Minor (d 216") Storm Flow Based on Allow. Gutter Depth (Safety Factor Applied) ultant Flow Depth at Gutter Flowline (Safety Factor Applied) ultant Flow Depth at Street Crown (Safety Factor Applied) 16.7 16.7 12.7 12.7 0.625 0.625 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SUMP SUMP SUMP SUMP Minor Storm Maor Storm Max. Allowable Gutter Capacity Rased on Minimum of O. or Q_ Q.11_, _ SUMP SUMP cfs MINOR STORM max. allowable capacity OK - greater than flow given on sheet 'Q-Peak' MAJOR STORM max. allowable capacity OK - greater than flow given on sheet 'Q-Peak' Inlet P38 UD-Inlet_v2.13.x1s, Q-Allow TBACK = 12.0 ft SBACK = 0.0200 ft. vert./ft. horiz nBAcK = 0.0160 HcuRB = 0.10 inches TCROWN = 13.0 ft a = 2.00 inches W = 4.00 ft SX = 0.0200 ft. vert. / ft. horiz So = 0.0000 ft. vent. / ft. horiz nsrREET = 0.0160 Minor Storm Major Storm TMAx 12.0.. 12.0 ft dMAX = 6.00 6.00 inches I X = yes Minor Storm Major Storm SW = 0.0617 0.0617 ft/ft y = 2.88 2.88 inches d = 4.88 4.88 inches TX = 8.0 8.0 ft Eo = 0.782 0.782 QX = 0.0 0.0 cfs Qw = 0.0 0.0 cfs ABACK = 0.0 0.0 cfS QT= SUMP SUMP cfs V= 0.0 0.0 fps V•d = 0.0 0.0 Minor Storm Ma or Storm TTH = ft TxTH = ft Eo = QX TH = cis QX = cfs Qw = cis QBACK = cfs Q = cis V = fps V'd = R= Qd = cfs d = inches dcRowN = inches 3/2/2006,10:17 AM DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD 11 Vail's Front Door Inlet P38 - Curb Inlet Design Flow = Gutter Flow + Carry-over Flow yOVERLAND I SIDE L OVERLAND FLOW FLOW STREET ® <--GUTTER FLOW PLUS CARRY-OVER FLOW E-- ® F GUTTER FLOW INLET INLET 1/2 OF STREET Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): "Q = 0.47 0.47 cfs * If you entered a value here, ski the rest of this sheet and proceed to sheet Q-Allow Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Site: (Check One Box Only) Slope ft/ft Len th ft Site I-; Urban: X Overland Flow =1 I Site Is Non-Urban: Gutter Flow = Rainfall Information: Intensity I (inch/hr) = C, * P, CZ + T,) A C3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P, = Inches C,= C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.00 0.00 cis Analysis of Flow Time (Time of Concentration) for a Catchment: M Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vc = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, tG = Calculated Time of Concentration, T. _ Time of Concentration by Regional Formula, T. _ Recommended T. _ Time of Concentration Selected by User, Tc _ Design Rainfall Intensity, I = Calculated Local Peak Flow, Qp = Total Design Peak Flow, Q = i- Rt- KA.i- Rf- N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A NIA NIA N/A N/A N/A N/A 0.47 0.47 ps -ps ninutes ninutes ninutes ninutes ninutes ninutes nch/hr ,is :fs Inlet P38 UD-Inlet_v2.13.xls, Q-Peak 3/2/2006,10:17 AM w INLET IN A SUMP OR SAG LOCATION Project = Vail's Front Door Inlet ID = Inlet P39 - Curb Inlet Lo (C)~ xr H-Curb H-Vert W W WP Lo (G) Design Information (Inoutl Type of Inlet Type = CDOT/Denver 13 Valley Grate Local Depression (additional to continuous gutter depression 'a'from 'Q-Allow') a„ l = 0.10 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 Grate Information Length of a Unit Grate L. (G) = 3.00 feet Width of a Unit Grate W. = 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) A u. = 0.47 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 Grate Weir Coefficient (typical value 3.00) Cw (G) = 3.00 Grate Orifice Coefficient (typical value 0.67) Co (G) = 0.67 Curb Opening Information Length of a Unit Curb Opening L, (C) = N/A feet Height of Vertical Curb Opening in Inches H., = WA inches Height of Curb Orifice Throat in Inches H,,,,,t = NIA inches Angle of Throat (see USDCM Figure ST-5) Theta = WA degrees Side Width for Depression Pan (typically the gutter width of 4 feet) We = WA feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cr (C) = WA Curb Opening Weir Coefficient (typical value 2.303.00) Cw (C) = N/A Curb Opening Orifice Coefficient ( ical value 0.67) C. (C) = WA y Depth for Grate Inlet Capacity In a Sump Clogging Coefficient for Multiple Units Coef = 1.00 Clogging Factor for Multiple Units Clog = 0.50 Grate As a Weir Flow Depth at Local Depression without Clogging (0 cis grate, 0.39 cis curb) d„, = 1.22 inches his Row Used for Combination Inlets Only d,,, _ WA inches Flow Depth at local Depression with Clogging (0 cis grate, 0.39 cis curb) d,,, = 1.63 inches This Row Used for Combination Inlets Only d~ = WA inches Grate As an Orifice Flow Depth at Local Depression without Clogging (0 cis grate, 0.39 cis curb) d„ = 0.70 inches Flow Depth at Local Depression with Clogging (0 cfs grate, 0.39 cfs curb) d„ = 0.73 inches Resulting Gutter Flow Depth Outside of Local Depression d,,„ = 1.53 Inches Resultinn Gutter Flow nppth for Curb Opening Inlet Capaeft In a Sum Clogging Coefficient for Multiple Units Coef = WA Clogging Factor for Multiple Units Clog = WA Curb as a Weir, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cis grate, 0.39 cfs curb) d. = WA inches Flow Depth at Local Depression with Clogging (0 cis grate, 0.39 cis curb) d„, WA inches Curb as an Orifice, Grate as an Orifice Flow Depth at Local Depression without Clogging (0 cis grate, 0.39 cls curb) d„ = WA inches Flow Depth at Local Depression with Clogging (0 cis grate, 0.39 cis curb) d„ _ WA inches Resulting Gutter Flow Depth Outside of Local Depression d_u. _ N/A Inches Resultant Street Condition Total Inlet Length L = 3.0 feet Total Inlet Interception Capacity (Design Discharge from Q-Peak) Q. = 0.4 cis Resultant Gutter Flow Depth (based on sheet O-Allow geometry) d = 1.53 Inches Resultant Street Flow Spread (based on sheet O•A/low geometry) T = 2.1 feet Resultant Flow Depth at Street Crown dc. = 0.00 Inches Inlet P39 UD-inlet_v2.13.xls, Inlet In Sump 3/2/2006, 10:18 AM I~ ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Major & Minor Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Vail's Front Door , Inlet ID: JC~ Inlet P39 - Curb Inlet 'I TRACK TCROWN T, TMAx SBACK W Tx Street Crown y Qw Qx _ ~ HCURB d S, a 5f mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) Ting's Roughness Behind Curb of Curb at Gutter Flow Line ce from Curb Face to Street Crown Depression Width Transverse Slope Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section Allowable Water Spread for Minor & Major Storm Allowable Depth at Gutter Flow Line for Minor & Major Storm Flow Depth at Street Crown (leave blank for no) ter Cross Slope (Eq. ST-8) ar Depth without Gutter Depression (Eq. ST-2) er Depth with a Gutter Depression Nable Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) harge outside the Gutter Section W, carried in Section Tx harge within the Gutter Section W (QT - Qx) harge Behind the Curb (e.g., sidewalk, driveways, & lawns) imum Flow Based On Allowable Water Spread r Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth xetical Water Spread xetical Spread for Discharge outside the Gutter Section W (T - W) er Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7) xetical Discharge outside the Gutter Section W, carried in Section Tx TH at Discharge outside the Gutter Section W, (limited by distance Tc.) harge within the Gutter Section W (Qd - Qx) harge Behind the Curb (e.g., sidewalk, driveways, 8 lawns) it Discharge for Major & Minor Storm r Velocity Within the Gutter Section Product: Flow Velocity Times Gutter Flowline Depth e-Based Depth Safety Reduction Factor for Major & Minor (d ? 6") Storm Flow Based on Allow. Gutter Depth (Safety Factor Applied) dltant Flow Depth at Gutter Flowline (Safety Factor Applied) Ultant Flow Depth at Street Crown (Safety Factor Applied) TBACK = 12.0 ft SBACK = 0.0200 ft. vert. /ft. horiz nBACK = 0.0160 HcuRB = 0.10 inches TCROWN = 13.0 ft a = 2.00 inches W = 4.00 ft SX = 0.0200 ft. vert. / ft. horiz SO = 0.0000 ft. vert. / ft. horiz nsTREE7 = 0.0160 Minor Storm Major Storm TMAx = 12.0 12.0 ft d. = 6.00 6.00 inches X = yes Minor Storm Major Storm SW = 0.0617 0.0617 ft/ft y = 2.88 2.88 inches d = 4.88 4.88 inches TX = 8.0 8.0 ft EO = 0.782 0.782 QX = OA 0.0 cfs QW = OA 0.0 cfs ABACK = 0.0 0.0 cfs QT= SUMP SUMP cfs V = 0.0 0.0 fps V•d = 0.0 0.0 Minor Storm Major Storm TTN = 16.7 16.7 ft TXTH = 12:7 12.7 ft EO = 0.625 0.625 QxTH = 0.0 0.0 cfs QX = 0.0 0.0 cfs Qw = 0.0 0.0 cfs ABACK = 0.0 0.0 cfs Q = 0.0 0.0 cfs V = 0.0 0.0 fps V`d = 0.0 0.0 R = SUMP SUMP Od = SUMP SUMP cfs d = inches dCROWN = inches Minor Storm Ma'or Storm Max. Allowable Gutter Capacity Based on Minimum of QT or Qd 0,11- = SUMP SUMP cfs MINOR STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' MAJOR STORM max. allowable capacity OK - greater than flow given on sheet'Q-Peak' Inlet P39 UD-Inlet_v2.13.xis, Q-Allow 3/2/2006, 10:18 AM 4 DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD Vail's Front Door Inlet P39 - Curb Inlet Design Flow = Gutter Flow + Carry-over Flow ~ OVERLAND SIDE ~ OVERLAND STREET I ® F GUTTER FLOW PLUS CARRY-OVER FLOW cc ® F GUTTER FLOW INLET INLET 1/2 OF STREET Analysis of Flow Time (Time of Concentration) for a Catchment: Minor Storm Major Storm Rainfall Information: Intensity I (inch/hr) = C1 * P, CZ + T,) A C3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P, = inches C, _ C2 = C3= User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.00 0.00 cfs Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments): *Q = 0.39 0.39 cfs * If you entered a value here, ski the rest of this sheet and proceed to sheet Q-Allow Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Site: (Check One Box Only) Slope ft/ft Length ft Site is Urban: X Overland Flow = Site Is Non-Urban: Gutter Flow = Calculated Design Storm Runoff Coefficient, C = Calculated 5-yr. Runoff Coefficient, C5 = Overland Flow Velocity, Vo = Gutter Flow Velocity, VG = Overland Flow Time, to = Gutter Flow Time, to = Calculated Time of Concentration, T. _ Time of Concentration by Regional Formula, T. _ Recommended T. _ Time of Concentration Selected by User, T. _ Design Rainfall Intensity, I = Calculated Local Peak Flow, QP = Total Design Peak Flow, Q = N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A NIA N/A N/A N/A N/A N/A 0.39 0.39 ps ps ninutes ninutes ninutes ninutes ninutes ninutes nch/hr ;fs :fs Inlet P39 UD-Inlet_v2.13.xis, Q-Peak 3/2/2006,10:18 AM Appendix E Hydraulic Gradient Calculations 3 as O L ~Mw = O O N r O O O N ~4 O J O Z u, N ~ d N fD V O co M Y] O M V O_ O- N O_ CD I EL m 00 0 - CD rn CL E y W N C O CP f0 i N U O O a` M N N ~F G O O c N v` x C C w N C co N O «wad W li L w+ V♦ Y~ E L 0 -lz 0 0 rn Cl O M 0 0 ti 0 C) E c C) L s ca _ d 0 0 0 o co O O N C O O C 0 o 0 0 ° 0 0 0 0 0 0 , o r- co 0) 0 v N O O O W W Cl) O O N N N N U) E 0 U) 3 0 m a O 5f i m lC IL O c iS1r1A L co Wo E L O *0 c n D i d C J to O T N M '-T In O h 00 O 0 W W d d d d d d d N a a a a a a co w ) C o _ ~W m O o 0 0 0 C) CD V) 00 o O o a; E g o v Lq to ao of r,: 0 0 0 M N N O O O O r- 00 00 O O O O r O O O to LO LO U'j 0 LO LO 0 0 Y n co T r 0 0 0 0 0 0 0 0 , 0 0 , M m c0 M M O O M 3.. Z c N O N O _ O O _ O O O O O _ O > O O O O O O O O O O O C O. J U U U U U U U U U CU w m 0 ~ m T NC C4) 4) n E d J yZ- co M M M M 0 C) M M M C) N :3 Z M > E - LO CD co co N C O N co CO O W N C W W W 0 N co co co co CA 0 i O i CA O fl o M M C O o J N" 0i O O O co O N O N C to O r O O N co 0 M 000 r- N n 0) co CD - 0 00 M W g g ~ co o c3i 00 rn rn rn a o a o c o 0 0 d N C E'C O O o O O O O O O O . O O C. O O O O O O 0 O^ C C V O O O O O o O O C. O O O O O O O O O O O Q ~ V O O O O C O C O O O O U A^ O O O O O O O O O O . d R O O O O O O O O O O O m O O O O O O O O O O C O 3 y O O O O O O O O N C C C) Cl O O O to to O : N o Y - O O 0 O O O O t- N O t) C a = x = _ _ _ = 2 = _ O E M ^ m ~ M L6 O O CO M LO O O o E r 4) 4) D M r co CO CO N Cn co co to Q W CV O O O O T ~ M t` ~ i 00 M N F F J ~ O ~ O O ~ ~ O O ~ c m CO Co CO 4) G C Z W T N M V' Co Cfl n OD 0 LL 6 O U N .s J Z T N M ~ to (0 ti W M O N N 0 E 0 cn 0 m v 2 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) (ft) (ft) (ft) No. 1 E1-EO 30.02 36 c 61.9 87.80 87.20 -0.970 90.00* 90.54* 0.21 End 2 P1-E1 30.02 36 c 100.8 87.30 87.64 0.337 90.75* 91.29* 0.24 1 3 P2-P1 30.02 36 c 55.1 87.80 88.26 0.835 91.53* 91.64* 0.04 2 4 P3-P2 30.02 30 c 109.9 88.72 89.15 0.391 91.68* 92.27* 0.09 3 5 P4-P3 30.02 30 c 103.0 89.25 89.65 0.389 92.36* 92.91 * 0.26 4 6 P5-P4 30.02 30 c 43.7 89.75 89.86 0.252 93.17* 93.40* 0.44 5 7 P6-P5 29.52 30 c 45.4 89.96 90.06 0.220 93.84* 94.08* 0.56 6 8 P7-P6 29.02 30 c 104.8 90.16 90.68 0.496 94.64* 94.95* 0.08 7 9 P8-P7 22.02 30 c 168.4 90.88 92.11 0.730 95.03* 95.32* 0.23 8 10 P9-P8 0.02 24 c 44.3 92.31 93.21 2.030 95.55* 95.55* 0.00 9 Project File: sd-a-align-2-REV.stm Number of lines: 10 Run Date: 06-16-2006 NOTES: c = circular; e = elliptical; b = box; Return period = 100 Yrs.; * Indicates surcharge condition. Hydraflow Storm Sewers 2003 r d R a '"m a O 3 L e~ /O~ Y/ p d C O N M V' O t` 00 W W M CL M d d d d d (fl N M v 6 6 h 6 w a a m m 0 m m m a o - N C) CD, O d w C p O ao O rn O v O U? O U~ O co Lq of 1- O 4 O 0 0 O O M O N O N O O O O O O O CO O) N O O O 0 -Q CL O rn O llt O (n O U~ O 0 W) 0 O ~ O 0 O 0 O 0 C 0 o 0 r- 0 00 co rn rn rn rn M M 0 C O ~ O co 00 (O M 7 W (O "r Cl) O LO U? p rn m rn rn rn W m rn rn rn rn J _ _ ~ V t[) O) N (O h N r D) O V: O M (n m N q O U~ C) - M 'IT 14' LO LO C) C) 0 ~ O o o o CO in (D p 00 M 0 0 N ti O 00 M C r r 0 00 0 0 o w O o O o 0 0 0 0 0 0 0 0 a o m rn rn o d ~ C a o v (D LO U*) co co 00 r E v N (D N CD 00 O (D N 7 00 00 00 CO Op co 00 00 O 00 O co O O O O N 67 M 0 Z CL O O tt) N O Cl) M Q o M co M co N N Lo r` o o y O O O O O O O O O N L 0) N N C M co M M M l M M C M N 00 N N r r O d) <t O It 'r 0 (D (D (D LO .4' O CL M- T O 1- O LO D7 (OD CD (n a) Cn It N co iO Cl) N M M O N to N N N - 'a 3 y^ 0 0 0 0 0 0 Lq o o N o M 0 M 0 N o Cl) M M M N N O C ~ = O O O C) O CD O O C) O v O O o O O O O O O O } O 7 O 00 Lq N r O f` O C • 00 00 r- 1- r- h ~ co (D O ~ o II N r r r -0 ~ O d Q O O O O O O O O O O Ll - O O O O O O O O O O E N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 x x m F o 0 0 0 0 0 0 0 0 0 rn Q ~ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 q 0 O 0 o 0 0 0 0 0 < 0 0 N 0 a C) C) C) 0 CD 0 0 U') C (j O 0 O O O O 0• O O O 0 0 0 0 0 0 0 0 0 0 E E o O C) O o 0 0 0 0 0 > d 0 0 0 0 0 0 0 0 0 0 a ~ O C) 0 0 0 0 0 0 0 0 c v rT N ` V V O O O O O O O O O O C p D m O O O O O O O O O O p) - (j 0 0 0 0 0 6 0 0 0 c o O C) r O 0) O Cl) n o 'IT 't 00 M p '0 (n II C) L6 o C) cyi 6 C. (D 'i N co LO -It 0) C 0) Q LL ! H C C v y J W r N M I- LO (D 1~ co O fn W m O P rn c O a O J r N Cl) ~ U') (D ti 00 CD Z M O O N d 05 0 m v` 2 d O) R IL V/ C -2 E -mo ,J xw~ rLM V ~w Ilir 5 V aw+ L y 0 O V' CO CA M O C N N O O N d' O N O C O O O o 0 o 0 0 0 0 Lf) Lf) LO LO LO U') 0 0 r- 00 -It r- CD LO V o o O O o o O C) CO O N N m N M M O O N c 0 M M O 00 O Lr) O N N a M CA N O O Y W- 0 0 o 0 0 0 0 0 0 0 o d L V O O O M CO C0 CO 00 co O Q N a C O l!j N O t1j O Cl! O '"a3 O O O O O O O O O O O C 0 0) M Cfl Cfl Cfl co co O D w U) CNC) U N O O O O N O v O O O O O O Cl O O O J > d F W ^ W 0 O 0) to It LO W d C C). 0 0 ' V co m 0) 0) 0) N 0) rn 0 0) N N Z M 00 ~ 00 co L O N N N ~ O O M L ` O O O O o o O O C) 0 O E a) O N O N O N N C4 c O rn O v O y C m m v v CO O CO to O v O - r O CL 2 Q, ti n r~ v N o O o rn rn 0 rn m m a v r~ r~ r~ v v v v v a Ch E t Z o 0 p p p o o p . 0 0 0 r) A ~Un ~ n n i o ~Vn o D Cl) M Cl) N N N N N N N J f 7 m N (0 N V M LO N LO = LO O O N M LO of O N N M CY 4 O O 0) 0) O O 0 0) O 0 0) 0 > O 'T CO ~ O co CO co > 9 N CO N CO 00 O O _ N C a) r- h 00 O O O O O N M 00 00 00 00 00 co CA 0) O (7) CP r": "l: Lo 00 M J C O L U') O r V LO O to V O Cl) w CO CO 0 CO O r- O U) CO Lq N O O O O N r' o O O O O O O O O O J> 0.2 g O V O CO N 0 O h O 7 00 d' M O O W N O N N Cl) ~ O O O O (3) 0 O 0 0) O 0) O 0 R O 00 00 00 00 00 CO 'T M O '7 C5 N O N O O O O O O O O O O O O O O O t O N O N N O 0 0 7 O O 7 V CO CO Co Co O v O V m E I~l) _ d Co r- r- V vii c a O o p rn rn rn rn rn rn o Q -S 6 r-: r v v v v v v C6 m L 0 t C Q O O O O O O O O O O O O O O O O O -a) N $ D N N O M O M N N N N N N N V 9 > o N- ce) 00 - M W o 0 U C 2 d o 0 0 V) c o, m rn W 4 6 0 ) 0 ) 0 W m N 0) W ) 0 E v w a) > a) O 00 O M O W N r,~ O N O n cD 0A Co 7 00 00 M W Of cn 00 n r 0 0 0 0 N C14 N c0 0 0 O o O o 0 0 0 0 0 0 0 0 N C' L V) a O N O 0 N O O O O O C C ) O N C f6 -0 V M M M p M 0) 0) C14 ~ o c0 . M M N N N p U to N ~ ~ U N M M M M M C~ l CD l 0 N M C ) C ) C 7 N W C ~ o M R O W i- M 0 p Q. Z M O O 3 0 3 c v` x W i. li 3 0 ca V` i O O N CO O r M in C JJ a~ q N Z Rs 00 ~ R o d ~ N_ D G m Oi d s ~ a6 ~ d 0 F3 a ~ y w N C <0 Cl) W U .a) - d 0 0 N h N 3 m 0 0 c m x E M LU i N C i N L a -40- L OtL no i. W w3+ W ~n E -.o ~n 0 0 v n co co co ' U ) N co O O co LO N O CN N C to N N v O Z N ~ d U'j C C O M N O O T LO n , 0 LO C C N C J O C ) 0 0 0 0 0 L LO W M O O N N N N N 0 U) 3 0 m v` 2 E w i N .2) co 6 N .mow L a Q ar+r -40- L. as ~rn -.E L o /I m N N O O N U7 r` C r O LO r CN -0 1 0 v R d O O r F T . . . . . . Lo C Lf) O U7 U') N r ~ O C 0 LLJ ) 0 0 N 0 0 0 LO 1- 0 c (0 o 0 0 L O Cl) 0 N W N N U) E 0 U) 0 v` 2 ARM E r-+ N Iwo ; W N (B r ~ U) 4=- d O L ~W r / --E L r~ emu/ I 0 Cl 0 0 LO 0 0 0 ~ I 00 N ~ O M v M ea d cq ¢ C J O C J N O O N LO ~ C J O M O O C C) O ~ c c J o co- CD O O O ~ O O O ~ ti (D c d W M O O N y N 3 m E 0 0 a E N W N C O (0 i N tom. L a ~40 W +w O L L 4) wr 3 4) *OE L- -0 O O M LO - 7 - 1 N c C: LO N tf) N N O p p N Lo ti L V m d LO N r O O r ti Hi ll O Lo i N O °O , o °o o 0 _ rn rn 00 ti c o (0 m W M O O N E CD N 3 a~ U) E `o 0 m a 2 E N erY > W N C iu 'a a r 4- 0 L AWa L per E L -O O O N 10 0 C N , C J 00 r i O LO r LO N s v ea O m o ~ i 9 : W ti 0 LO LO N 0 0 0 O 0 O 0 0 0 0 rn rn co 00 r- ti w M O O N y N 3 0 E 0 U) 00 m '00 S E a LU ry N C C5 6 cn d b.~ ew 0 L ~ L as 11ME L -0 O O O O O O 00 co O ti C t V R d O L A to O O 1 - 4 I M O N O 4 - 0 r O O O O O O O q q q q o m co co ti W M C. O N N 3 0 0 0 t`a v a 2 , 4- Im0 L IL L as E L -0 it o ~n N N N O O N N C co J r r O LO r ^ V m LO G1 N r O O r ti O lf~ LO N 0 C) 0 0 0 o O 00 0) M 0) 00 00 0 0 co co co 0 co ti W E N W N C iu N O a M O O N 3 N E 0 3 0 m rn LC IL zra~i Q d _L Q J LO C) LO C14 C14 ¢ m Cb ¢ W W W W X W '7 d d m d 4 d d d 7 d t N N d N N O N C7 V U') O U) Ca0 C7 N N ¢ a m (O CO Qi p Q Q- a- 0 w w w w a d ce) a a a a a o i N r N ~ a o a a M EL a a _ Cib W o d E ° c°h ° m ° w ° rn n v o O 00 M 0 O LO O _ L v co N N co O W O co O O N p LO to N O o CN O O IT O O co O p co CO O co O ~ cj C.0 LO IT . D co co O co 00 0 co co co N G X0 Y O O O O LO V O N O O O LO O LO O to 0 0 0 LO LO C) C) C) Q . O N Lo It n 0 t 0 ~ O O O 0 O O O O O O O O r O r O O 7 IT It It It d' Cl) Cl) Cl) co Cl) O O O O O M Cl) M M Z L v ~ O O O O O O O O O O O O _ O _ O O O _ O _ O _ O _ O _ O _ O O O _ O O O O O O O O O O O O O O O O O O M Q J w U U U U U U U U U U U U U U U U U U U U U ~ <0 Q V ~ 0) ` N L N V ~ CL CL J a, ' O M O M O Cl) O M O M O O l O O O O O N co 00 00 co co M C ) M M M M CY) N N 00 Z ~ tz W 0 l0 O CD N 0 Cl O d' O C) N co to h O CO O LO N O LO U O to O O O ° CO M C. CO 4 6 CD O C)* CD CO N co CO CY) co LOO (00 O r- 000 r- 0 r-- r- CD LO _ co p W d L O o m (h - It ll Leo CY) CO 00 1'- r- Q~pp 0) L(' C M co Lo _ _ J H v N - M N O V O V o O 14 O M O O O (P O O O N C M N V r r N N N N t L j Q 00 O O O O O O O N O O O c- IT N v LO M w M a M O 0 m p p O O L W .r LO Lo C\l LO LO (D LO rl LO O O ° ° o N O N O O 0 Lo LO L O CO ( D C 0 (O O C D (D C O r- r- r- ~ a, ; it wwO s G) tl~ 4) w3+ W^ v^/ E L -p d c * E E E O O O O O O O O O O O O O O O O O O O O O O O O Ln LO LO LO O to O LO O CD LO O O LO O LO ~ tO C V O C. C. O O O co O M 0 co m O c O M O r-- O O co O O M O M V) O jp ~ V O O O O O O o O O O O O O o O O 00 O O O O O M co Q O O O O O O O O O O O O O LL O L m O O O C, O O co O O N O V O C5 CY) O I~ O C) co CD O O Q t4 O O O O O O O O O O O M O O O M O O O O O O O r L O O O O O L o o 0 o C C C C C C CY 0 0 0 0 0 0 o O C) C O C C) O O o O O O O C) O O o 0 0 0 0 0 0 0 0 0 0 0 0 o o o c O o O 0 O 0 O 0 o 0 0 0 0 0 E E m U U U U 2 U 2 U 2 U 2 2 Z> C7 E N d r O co O M r N CO O M M O O o C d o CO tO - Q L0 OMO r N C; (O N M 7 OV M 0o o O M N O n 000 E o _ a w w L I ~ O Cfl M O M 0 M N N r LO O M N 0 CO CO CV _ J N N CD r- 0~0 W - (D M M r r. N N ct V) ^ c- n c CP .E L QO Z a W C N M O D n M A - r r W to O N m L O J Z N M V t!7 CO f~ (b t>) ° r r CO M to O r U N p N N a`. 0 0 N 3 E `o U) 0 m 2 N m m a -FI LL W L 0 ~sw L. ^F~! wL+ W 2 V♦ -E L -0 D Cc J N M O Q Q Q Q a a Q M a M a M M a - M a M a co o A v a CO M M M co M M C) N a a a a a. a a a a co C C) W E °o pan v° rn ° rn (q Co rn cq m co O It cn n N 7 o ca co m co CD (D n n ao cD co 0 o Y o 00 0 0 0 co o 0 0 0 n C) O r O r r r m _ M_ _M co _M M Cl) M Cl) N N Z l0 c v O O O O O _ O O _ O _ O O O O O O O O O O O O 10 m m C CL M N ~ J w U U U U U U U U U U m c 10 0 t C N C m d :3 L.. 00 co co 00 00 co 00 co ~ O E ~ c- Z CL o O o O ao 0 N '7 n M v O~ o O 0 O 0 W 0 W C W v co cOo co co (DD ccoo co co co (ND m 0 CL c O F- " to W M O O O Coo M ~ 00 ~ LO 07 LO W ' J y to m c CD N N n r t c O On M co O I,. CD r- O - OR CD O V a' C W r, 000 LO co cc to c00o N. V) m 0) U) d m C . £ E O O O O O O O O O O - l() V) O U) LO V) O U') O LO ip 0 V to M CM) 000 co O 0) O co co R ~ C1 O O C O O O O O O O D O LL O1 m N 0) O o ao M 00 O O O O O O N O 0 N O O O O O O O O c y = cy V O O O O O O O O O O Cl O O O O O O O O O Y 0 0 0 0 0 0 0 0 0 0 0) (D w a a c a % m E E E E E m E E 0 C9 U U U U U C7 U U c (D m CD o) (D M co 00 0) o O C r W M O N O M a V 04 E 00 CD N Q L W m c c O M M n O V 0 N _ J v O r 6 M 6 N M OD cV d. c rn CP ~ .a to m G - N N N o N o 'o m Z O n n 0) LL c C N M V O O n CD O O U m J Z N N N N N N N N M M O d i M 0 N i 3 d E o` co 0 c D x w~. Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) (ft) (ft) (ft) No. 1 EX2-EX1 21.36 30 c 20.7 51.18 51.60 2.025 52.95 53.14 0.70 End 2 EX3-EX2 21.41 30 c 29.7 51.60 52.00 1.349 53.84 54.05 0.38 1 3 EX4-EX3 21.51 30 c 63.6 52.00 54.00 3.147 54.43 55.55 0.32 2 4 EX5-EX4 21.64 30 c 79.6 54.00 56.20 2.766 55.87 57.75 0.50 3 5 P40-EX5 18.88 30 c 87.3 56.20 57.54 1.535 58.25 59.00 0.31 4 6 P45-P40 18.24 30 c 96.0 57.60 59.10 1.563 59.31 60.53 0.77 5 7 P36A-P45 16.31 30 c 19.3 59.10 59.24 0.726 61.30 61.39 0.31 6 8 P43-P36A 13.95 30 c 61.9 59.24 59.54 0.484 61.70 61.74 0.07 7 9 P42-P43 14.12 30 c 101.3 59.54 60.03 0.484 61.81 61.87 0.14 8 10 P42A-P42 13.76 30 c 32.2 60.03 60.18 0.466 62.01 62.03 0.15 9 11 P41A-P42A 13.82 30 c 34.2 60.18 60.34 0.468 62.18 62.19 0.21 10 12 P41-P41A 9.79 30 c 21.1 60.34 60.42 0.380 62.41 62.41 0.06 11 13 P41 B-P41 9.84 24 c 47.4 60.50 60.93 0.908 62.48 62.46 0.23 12 14 D28-P41 B 10.00 24 c 152.5 61.13 62.61 0.970 62.69 63.73 0.24 13 15 D26-D28 5.86 24 c 87.0 62.80 63.63 0.954 63.97 64.49 0.32 14 16 M1-D26 5.89 18 c 55.3 63.80 64.50 1.267 64.81 65.43 0.18 15 17 P10-M1 5.94 18 c 73.2 66.43 74.00 10.343 67.36 74.93 0.19 16 18 P 11 A-P 10 5.94 18 c 111.0 74.20 76.80 2.342 75.13 77.73 0.41 17 19 P 12-P 11 A 2.95 18 c 119.4 77.00 79.70 2.261 78.14 80.36 0.25 18 20 P17-1312 1.44 18 c 72.6 79.90 81.50 2.204 80.60 81.96 0.15 19 21 P15-P12 1.71 18 c 126.6 79.90 83.00 2.449 80.60 83.50 0.17 19 22 P13-P12 0.55 18 c 44.5 79.90 82.50 5.849 80.60 82.78 0.10 19 23 P14-P13 0.18 18 c 61.1 82.70 89.00 10.314 82.88 89.16 0.05 22 24 P31A-P45 2.04 18 c 17.4 59.30 60.88 9.060 61.30 61.42 0.13 6 25 P31-P31A 1.71 18 c 69.3 61.08 62.42 1.935 61.58 62.92 0.19 24 26 P32-P31 1.54 18 c 38.3 62.67 63.37 1.827 63.14 63.84 0.11 25 27 P34-P32 0.87 18 c 69.1 63.57 67.94 6.321 63.96 68.30 0.17 26 28 P35-P34 0.16 18 c 28.7 68.81 69.60 2.750 68.96 69.75 0.04 27 29 P11-P11A 4.79 18 c 36.0 77.00 78.00 2.778 78.14 78.84 0.35 18 30 P36-P36A 1.27 15 c 18.4 59.44 60.90 7.948 61.70 61.71 0.04 7 31 P37-P36A 0.96 15 c 42.8 59.44 62.80 7.850 61.70 63.19 0.13 7 Project File: sd-d-align-2-REV.stm Number of lines: 31 Run Date: 06-16-2006 NOTES: c = circular; e = elliptical; b = box; Return period = 100 Yrs.; ` Indicates surcharge condition. Hydraflow Storm Sewers 2003 d a~ CL +am O = m own .WM m 411l~ L ifY 3 E O c/ N c X N x co x It x X LO Q M v N a a v d v N (O d Q N N J W. M. Q a. 4 Q Q d 00 m 9 Q _ d _ m m N w M w V' w L w O It m M (O M N It N It 00 CO O r N h In CO d d M m m p p g d d 0_ d d O N > (0 4f W p 0 O r O M O r O CO O M O OT V' r w V• c) O LO N O m O m m m O O O O O E 0 O LO to Cj to N C co C') V' Cl) O r- 00 co 00 Op CD r- m 00 O m O e- M V' N N O CO O CO O _ D CO (fl (0 (D co (D (D co to co CO co 00 00 00 co co ~ (6 V C. O r O M O - O OO O O O O r 00 V' O O M O O 00 M O O O O O O Cl : R T N CO CD 00 O m O to N O to to > LO co O CND CO co co (D co co co CO COO O O t-: o6 O N 00 00 ( D C D (O O co 00 co O O 00 0 0 0 0 > L v m p Op V' r OR LO N - M C) M 0 00 O co v co V' 0) O r- CA 00 M Cl) r O d1 W U') to LO LO !O LO CO O CO N (D N N N N M V' r r- CC) O O C O O O O CD CO CD CO co r N. M W J S C. 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C r- CO - m (D CL c 0 1- O COO CD Cn co co co O) n M O - J fq ~ O O O lt7 r r M M M t' c > Q O O N O O I~ O O O CU N N O co O N N cwv ° co Ul) U) IT 0 c p n 0 0 ° w m c ' o ° o ° 0 - E , n 0 0 0 0 0 0 - r. o o r ui ui o 0 0 C) lp C O LO O coo COO coo O O O O jp V O O O O O O O O O O Q 3 LL E m V O M N ° O O O Q i`a o o O o O) 0 O 0 CD C) c ~ 0 0 0 0 c o ' ° C) CD ° ° ° ° ° o ° C 1 w o o °o °o ° o ° o o Y v o 0 6 6 6 0 6 6 o co ~ m Q 2 2 S 2 Z 2 m 2 m m c E m N O O O co LO . v r- M c m Q WS N MV N 1 N CV r- to O M 4 v O N p N W Q s w C O h CO O V O O o! Cl) J m O co to ce) a0 CO N C N to N V to O c O) w a m ~=Z W r N co V O N n co O) N M m C U m J Z N M V O CO f~ W CA 0 M O N N 3 Cl) 0 CO 0 2 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line WS) (in) (ft) (ft) (ft) (ft) (ft) (ft) No. 1 EX 2-OUTFALL 45.71 36 c 163.1 60.10 68.20 4.967 61.72 70.35 0.82 End 2 P27-EX 2 45.78 36 c 58.0 68.20 73.80 9.655 71.18 75.96 1.10 1 3 P28-P27 7.40 18 c 83.7 74.00 74.47 0.562 77.06* 77.47* 0.12 2 4 P28A-P28 7.43 18 c 26.6 74.67 74.90 0.865 77.60* 77.73* 0.23 3 5 P29-P28A 0.85 18 c 11.4 75.10 75.69 5.175 77.96* 77.96* 0.00 4 6 P30-P29 0.47 18 c 20.9 75.89 76.29 1.914 77.97* 77.97* 0.00 5 7 P286-P27 28.00 36 c 25.1 74.22 74.66 1.750 77.06 77.01 0.34 2 8 P28C-P28B 28.00 24 c 41.4 74.86 89.00 34.155 77.36 90.83 0.60 7 9 P28D-P28C 28.00 24 c 55.0 89.20 107.00 32.364 91.43 108.83 0.20 8 10 P28E-P28D 28.00 24 c 150.8 107.20 154.00 31.045 109.03 155.83 1.34 9 Project File: sd-e-align-3-REV.stm Number of lines: 10 Run Date: 06-16-2006 NOTES: c = circular; e = elliptical; b = box; Return period = 100 Yrs.; * Indicates surcharge condition. HydraFlow Storm Sewers 2003 d a *ew O rawi.i YY► 3 L O *a c n J J a 0 H N M Q n OD OD 0 0 N C14 00 CD CN 04 04 CN C 0 X d N N d d a. !L w a a a N 1- OD W m O OD W W OWO w a a a a N N O a a a a a O O N > N C N ° O O Cl W O S O O O U? W O O Cb ° co CA u'i Oi m h O E o n n o o n n o m m ° 0 ° ° 0 0 0 C) ° ~ C $ m co C, c o 00 c c o n 00 • n m x n r~l 0 o o r- r- ao rn Q Cl) W ° CC) 1- to 0 v O ( O m O O M I a ~ n ti W c r r ~ P, I- r- n am J _ co co M Cl) OCY) 0 M V O7 O O O C O O N O O n O O r m CO N N w M O N N _ C W coo c00o n 1- r- ti f- ~ co 0) CD o > _ a N C) 00 r- It N CD c N co O m o to r-- ~ E coo ti r- t- ~ n r- 0) 00 0 ° LO Z o O Oni O U~ W 7 m n LO r' CO O N C _ ' 7 m O O O r r M M M 0. N_ N C . r O O 0 M co 0 co CN N ~ . co M r Cl) N N N n j CD p LO "1' 0) _ N 00 ~I' M N M O O m N ,F n V O O V m m m C. to C'? ~ j n O Om0 LO N cli CV f- 00 0 6 V w 000 = r_: ci N r 000 r r r A 0 n ~ O I M O P, O O O C) 0 O I" O V L6 V LO ~ T n It n 00 O It O 00 N OD N W N N •O - v s C O n It N co O O O O M M 4 V' O O O O O O ch } N N = ~ O ~ - 0 O CJ M O ~ ~ M O O ~ O ~ O O O O N C • O O O O O O O O O O O 0 - o o U) LO 0 0 Co o 0) a E U O oo cxO m m 7 o °O 00° °o °o w K F- , v v o O • o • 0 0 0 Q °o ~ oo ~ co co °o 00 ° 0 0 o ao n o = - o ri o 0 0 0 0 0 0 < c °1 V o C> 0 O 0 0 o 00 co co V co o 0 0 0 0 0 0 0 CR 00 Cl 0 0 0 0 0 0 0 0 0 + (D E m C) C, - - - O O O N O O O O ~ H o o CV cV o O o O o O w N C I Ql (Y C 0 V = V V O O IT M O O m N r Cl) r O O O O O O O O ~ o co O 0 0 0 0 0 0 - N ri J C c0 0 n m It m v 0 0D o a to ccoo N N N L'o r N .N G O d C O.. C = I•- LL = J 111 r N M O N n co m R fn 2 fq C S C) d H J N M 7. O CO n M m - O Z 0 N 3 E 05 3 0 m x d Z ~,w n ;N L Hies ser C h ~ CO ~ M O O ~ O O V' 2 N O O M W N M O O O O O O O O r Y 0 ~ Co 7 W ~ o °o 14: o ~ o O C7 O O O O , C) O CD O pr y CD M O M O W Q CO N V' r O O O N N N N p Y C) d C C O O O O O C C C C ~ t V 4) LO 0 1- CO C\l 04 M 'IT M O a N° U N O O 7 CO C) O O m M M a- O O O O O t0 US ~ Cl) IT O O 0 M M M C ' ° 0 M Cl? Cl? Q . N N O O O O O J> C) d 0 CD O O n n CD t- r W d V O n O O 0 M n r_: n r-~ n 00 n r` n r- r- (V n n rn a y Cc . o o n N n N O O O V' v O M M M V M t O O O O O r- O E N ~ _ N c N n N N N r to C6 00 V' CD O of (A C c v ~ P N O ` a v It P- o 0 0 m 'n r- r 6 M M M Y m % % o lt7 o to O t') O `0 00 O Cl) 00 00 (b 00 z N N r r N J > M W ~ r N OMO OMO d 0) O W 00 0 0 ^ ti n r a O Lo > N 000 Vrl- ' N Co C) O N CD C) O C d co Cl) N r- O 0 n r- n 0 0 ° r N M O n Co V: 0 7 7 O J Co W Co M 00 CO N O Ct) V0 N N U) N e W O 0 O 0 r C O. V ' i n O 0 CM CM M V• o 0 0 0 o r- J > _ Q d 000 00 Cl) co 0 _ 0 LO n n W d M ~ ti M C 0 I- 0 D C r n A n m a m > 0 Lo co r- N 00 N g O c, LO -,T O N -q- N N Cl) N O O O O O O E ' r,~ 00 V 0 N Co V CD 0 N O 0 0 0 N CD v v O O v Cp w Q W 000 O ~ ~ n ~ 0) r r O E 3 C M n M M (M C•M N Q L L Q 0 N Co M 0 O CC) O CC) O CC) O It O O Cn co C. O M co Q' N N N N a N J > _ Q CN 00 O O N 0) O M M Ce) 0 V C o 0 n P, n N n P, n N 1- r4: n n 0 p i L j> N O (no 0 0 N Co O 00 N to > N E Z 6 06 N . r- r- N 0 N N IT r- 0 r- co co CD CD 0 0 M m w n 00 n O M O O O O N O O O O O C 0 - :2 C v Cp V' Cn It V n V n 00 O IT O N N N N 00 N a ~ d p y U N co Z- M M 0 0 V 0 co CD N U 'e M N N z U) LU C_ J N M It CC) o n o 0 N O Q ~ ~ Z M N 3 E 3 0 c m 2 t v 3 a~ is CL 3 0 4- m T 0 0 N E2 N 3 E 0 U) 3 0 c m T „an i w• 0 iwL. 0. ~A+ W ~w3+ W .E L -0 V E M r N .O a O T T ~ I N LO 0 0 - i co O O N V t0 d -i co -1 00 O O O ~ O O O O n O ~ r CN O CO ^ ~ co d M Cl) Co O O N N N O 3 O `a 2 C r a~a «w O L 0 brw W` WYY / a~ cn 0 0 N N 3 d E o co 3 0 c m 0 2 dwlel W i wee Storm Sewer Summary Report Penn 9 d m + L 0 0 d W O Q Q aQo aQi O m J o Q ¢ M t (7 p N W O a m o 0 0 e d O cq ~ ~ ~ CO[) M O E co (A O _ A a a o 0 0°o C) 0 Lo r- r- O O `6 q i O .a. O 0 (A C9 O O O 0 N ~ S Q. > C ~ ct h O CO t1 >,"Mp (D M tC) CO CV CCj . W 10 0 o 0 CD N r J a l) 00 CN M • r Lo ' d 01 v d cr- o 00 0 10 ` tO > C m V) co - 0 o o 1- co 0 Q O CD N In N U) ap 0 rn c m o xw, C O. n 00 r- e ~ CC) 0 O p - N n _ oo M r; M co 0 0 E 0 ~ V v :3 Z CL O \ co 0 M V O N I-- O N N r` v c>? co o n M of co Q. N M M In M r r N r a d _N C N CO 0 0 CO co 0 co co Lo r.- N r- m 0 U.) Cl) M M M M N N r W= H Lo CD O M M 0 p) co co r V w v N O O N O O O C`7 N N CV N O O a00 0 a~D co M O F.. Lo It O O O O O O O O v v C O O O O O O O O O O O O O O O O r+ } C CD R) N 0 O n O O 0 V O O O O O O O F" II ' O O O O O O O O O O O O O O O O O as .s .a a ~M V O O 0 00 O O O O O O O O O O C 7 O ~ O O O O O O O O Q' ~f}+ Q V O O O O O O O O O O O O O O p p O Leo 0 CD L) C O O O O O O O O O 0 ipMip~ V O O O O O O O O co t O O O O O 0 lU E d O v 0 O p O O O O O Lm Q O O O C O O O O - y A ) O) C ` 3 Q C v 0 O p 00 00 0o O 0 ~ _ o O O O O O O O O E N C N 0 M O V CD N d' _ ~ cco V II aloe J O N to CO O N N V ' E M N to L d) c D c I- c C (U c O J w N M V to 0 ti t5 a`;J C •O u J r- N M V U') 0 N 0 a O Z 0 N 3 E 0 c m S ~ L a) O y C y O O o Cl) O O m rp a~ a O O O O O O O O 0 Y LO LO U') 0 T n ~ O o 0 0 v o 0 0 0 0 0 0 0 •rr T m (s) N W p N N N CO N N Cp ww~ ~ u C C C C C C C C V > o 00 O co n r Q~j v aWiY Q CO Cl) O I:r "It V; Cl) M O O O O O O O O ^o r- V) N N U) co O O CAD r O 7 CO C - v O 'T -t V M Cl) O O O O O O O O J > > N M CD C O O M co O Cl) co v W N Cri o C) d 6 0 0 00 o r C) gar 'o _ _ 4f L N N O CO O O O O O O O O O H E > ~ LO O UC o In v M ~ r*, CO M m L : Cl) Cl) Cl) Cl) Cl) N N CL d Q y It 7 7 Cl) Cl) 00 CO LO N N N N N r O C=; C5 O O C; O O O w..n Q . D 'IT ce) 04 M M v It It 0 V ~ O O O O O O O O J > Cl) f" OO v v r C U M 17 S d v Ld ~ M CO 04 O O .N - e- W O C> > O C LO r- CO O O (A o O n O O C p V V O O C6 O t` M 6 - ° co 0) e- C v J ` CO M M T O N T C) 04 N N 6 C5 M O O 'IT N w N o _N M ~ 00 m 'fit It O CO N CO V M M O O O O O O O O J> (D 2 C0 co N M VN' M O 00 (D C (D O W d v q M Cn n N Cf) O o 00 co ,e y M O O CA o o N V O O O O O O O Q p Y Q N £ ~ LO CO 0) r, CO v M M co W~ C .d.,-. m m N M co m N N ` ♦ L m (o C Q y co co w LO N C7 N N N - C) v 0 O O O O O O O O Wo Al a a. W CL . v C) m Rd: O It V It Cl) M ~ O C) O O O O O O WfY A~ o d. CY) V N to V Lq Cl) N W S d vi o o (6 ui ~ o rn ,aw L > 4) o rn ° ^ OR m 7 m V 00 00 C) ' V+ O (D 0 It O O 0 w CO CY) LO O urn- ~ O O O O O O p p `v N ~,L c iun) o 0 0 0 0 0 0 00 d C J N M V CO o r` o CO 0 O N M co (D N (0 D C 7 of 00 N C w O N d E 0 z a N 7 CO C it N a U aai E y N co _E w a m f) a U Cq y U U w a) W p o a z M N N N cn U) 0 c A 2 Ig- ~Zi~ 1-7 _~~_w...._ w ;mee law -tee I"" iww ~tY +WOY ~w c 3 "Mo I~ L - 00 im"_ 0 0 N N 3 0 N E `o U) 3 0 c m 2 D 40 L s U) O 1 .a F~ 'I S g CI5 M O O N N 3 U) E o` U) 3 0 a aw w~ T3A! YfA p saryp L 0 CL _,,,e 2~ i O M O O N 3 E o` Cl) 3 c m o T 4M ~Wd Storm Sewer Summary Report D--- A Hydraflow Storm Sewers 2003 wW dell IM al Y ~A+ +~W i 0 0 N N 3 m E `o U) 3 0 c m v` a 2 Ma 4M Mw AN +l1Y~ 6uw". n 0 a u ca ~a L 0 0 d E o` 3 c° m v` T v~ I kco~ . 4.Q T:-Zo 2 1~ TZ3(~ + F ~3 221 i-RZ( 4-R- 2+ +0,6Z4-0,641 470,o-2- 2- 6o 22G-!-'9 lp- ~5 L-) I'M i ,uati 3 a~ No 5 ca a " 3 o 0 0 N G) 3 0 0 3 m o` a 2 wr LM a OWL. 3 "'E ILM 0 /W v~ lj~ 91 1-- I '1e= s ce) ~.~-iR 0 C) q C) 00 C; C) a e~ d rn IL D d C ~w J N 'IT Q' V d' C) C~ cr W 4) E C) co co to omY O - 0- 0 0 O 0 Z ° O o ;v 0 o O R c a m u N S C ' zr- CL co co co = I- (D W a o tn O M J y" O rO t c gag W 0 0 d m c ' E o O O o = 0 o° °o , y.r 0 ~ u o 0 G c O1 R ^ ice . W O m A °o ° A ~ W o 0 N O ' me C Jw N Y 0 0 0 ~ c m om m ~ rn A L o, ~ a t cm J y _ N N W ~/I w iiY y d _ = O a C LU - ~ Q-Z c L 0 d C J Z r N E y ri ui LL U N O d M 0 N N N 3 E o co 0 m a x O O O N V O N f0 N y N _C w O N .n E 7 Z w Storm Sewer Summary Report Line Line ID Flow No. Line Line Invert rate size length EL Dn (cfs) (in) (ft) (ft) 1 R40A-R42 0.41 8 c 27.7 0.60 2 R42-R44 0.27 8 c 25.9 0.87 Invert Line HGL EL Up slope down (ft) N (ft) 0.87 0.973 0.83 3.50 10.139 1.19 Page 1 HG Minor Dns up loss line (ft) q (ft) No. 1.17 002 . End 3.74 0- 08 1 Project File: rs7-9.stm Number of lines: 2 Run Date: 06-14-2006 NOTES: c = circular; e = elliptical; b = box; Return period = 100 Yrs.; - Indicates surcharge condition. d ar CL c 4 N V ~ ~ - J CO N O O W p v O r E N rn ~ O a a _ C) C) ui m (9 N U M O C 7 0 O W 00 C5 J r CM p N W CO co N t o o 4) c w d = w o a O N CO O ci ni E C CL v ~ z d 2 O' C5 a o a m _N N O co N w~C Co r O O O w ~ ~ ~ V: N air O O C L T..a. Q' t C O p C5 O C ~ } O O O h- d II C E O O O C; O .C N -"'°y W V C K C0 O O d C ~ C6 H O C Aim~O Q V C) C) / ~ C O O cO • y 7 O O 0 O jl 0 V C) p p O O O O 06 t N d O 2 O p E L a o o C) o N O O d N N E II G O = c C ,.0 w LLI LL J p W Cy ~ a. O z 0 0 N 3 E `o CO 0 m a S T O) m L O to C M O O N o 0 o Y O o V O T a to M Y = O ` ' 0) Cu ,ya . V W - O C m Q j w Co. O N Q n O O O N M co O p J > W d~ N ~ a M m D v 00 T O 0 0 $A E LO O M d N N 4w, C. ` 'D cr to N T xr,,..v Q y O O w -n am C) ~ « O co N D O O xe J > ^ t > _ (D .2 d o L In aw O M C ) ^ O h )[j N N y o o roi r O 'A vI = J > W .M O u) O M N T ~r M ^ Cl) Nt N O M Zq m M -M p y C m ~ T T 3 p Q T c o 4 s d^. M N M Q O C; J > _ G) - Cl Q1 'a o ~ > = o V - o 0 V C5 N . . C5 0 A emw N y ~ W 00 os~.,a ` a! T J T N CD O O N v CD O N f0 C 7 N y N C O N E 7 Z N E y N M Z N U U E y y N G CL fq ) O n U N .C i~ U w o O Z 0 N E2 3 t~ 0 U) ~o m v` 2 . Appendix F Pipe Capacity Calculations r~ Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Computed Results: iameter.......... 3.00 ft Slope 0.0050 ft/ft Manning's n....... 0.013 Discharge......... 30.00 cfs Worksheet Name: Comment: STUDY POINT A - 3611 RCP Solve For Actual Depth Given Input Data: n4 Depth Velo it 1.74 ft c y.......... Flow Area......... 7.07 4.24 fps sf Critical Depth.... 1.77 ft Critical Slope.... 0.0047 ft/ft Percent Full...... 57.92 Full Capacity..... 47.16 cfs QMAX @.94D........ 50.73 cfs Froude Number..... 1.04 (flow is Supercritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: Comment: STUDY POINT B - 811 PVC Solve For Actual Depth Given Input Data: Diameter.......... Slope 0.67 ft 0.0437 ft/ft Manning's n....... 0.010 Discharge......... 0.65 cfs Computed Results: Depth Velocit 0.20 ft y.......... Flow Area 7.32 fps Critical Depth.... 0.09 sf 0.38 ft Critical Slope.... 0.0044 ft/ft Percent Full...... 29.96 0 Full Capacity..... 3.33,cfs QMAX @.94D........ 3.58 cfs Froude Number..... 3.39 (flow is Supercritical) Open Channel Flow Module, version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Im 'Iwo Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow worksheet Name: Comment: STUDY POINT C - 811 PVC Solve For Actual Depth Given Input Data: Diameter.......... 0.67 ft Slope 0.0100 ft/ft Manning's n....... 0.010 Discharge......... 1.06 cfs Computed Results: Depth 0.40 ft Velocity.......... 4.83 fps Flow Area......... 0.22 sf Critical Depth.... 0.49 ft Critical Slope.... 0.0057 ft/ft Percent Full...... 59.65 0-6 Full Capacity..... 1.59-cfs QMAX @.94D........ 1.71 cfs Froude Number..... 1.47 (flow is Supercritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Circular Channel Analysis & Design solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: Comment: STUDY POINT D - 3011 RCP Solve For Actual Depth Given Input Data: Diameter.......... 2.50 ft Slope 0.0050 ft/ft Manning's n....... 0.013 Discharge......... 20.70 cfs Computed Results: Depth 1.56 ft Velocity.......... 6.42 fps Flow Area......... 3.22 sf Critical Depth.... 1.55 ft Critical Slope.... 0.0052 ft/ft Percent Full...... 62.46 Full Capacity..... 29.00 cfs QMAX @.94D........ 31.20 cfs Froude Number..... 0.98 (flow is Subcritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: Comment: STUDY POINT E - 36" CMP Solve For Actual Depth Given Input Data: Diameter.......... 3.00 ft slope 0.0300 ft/ft Manning's n....... 0.024 Discharge......... 45.70 cfs Computed Results: Depth 1.90 ft Velocity.......... 9.66 fps Flow Area......... 4.73 sf Critical Depth.... 2.20 ft Critical Slope.... 0.0202 ft/ft Percent Full...... 63.44 % Full Capacity..... 62.58 cfs QMAX C.94D........ 67.31 cfs Froude Number..... 1.33 (flow is Supercritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: Comment: 24" RCP from INLET 28F Solve For Full Flow Capacity Given Input Data: Diameter.......... 2.00 ft Slope. 0.02 00 ft/ft Manning's n....... 0.01 3 Discharge......... 31.99 cfs Computed Results: Full Flow Capacity..... 31.99 cfs Full Flow Depth........ 2.00 ft Velocity.......... 10.18 fps Flow Area......... 3.14 sf Critical Depth.... 1.89 ft Critical Slope.... 0.0173 ft/ft Percent Full....., 100.00 0 Full Capacity..... 31.99 , cfs AMAX @.94D........ 34.41 cfs Froude Number..... FULL Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Appendix G Drainage Evaluation of Gore Creek Drive 4' Wide Cross Pans senw `Wd 69:K:C 900Z/8Z/Z' ' l 6X5'8 `Bmp•wy-wep-eBpol\a6euieJ(I\E)Ma\b0066AO11:d n - Zy« -3 1. L Led- °4A4 ~1W I9IIIIII~IItlIII11I~Il~lll to NF Q qr U) I~N~I qll UI-w z W v F4 00 NZ M;Z R CD m0(na N U z F z w :5 U nwJ Z V r^ z w z ° 5 Ix to i Z W z vm3 _ m N ~m W o ° Z ~j0: m _Z N V) U • O Z Q (0 a o ~ a0 zto ow a^n W to ° a. 0 ~~3 U In: 02, MW m C30< U V '.i W CE bt ~O e co CL C14 s 's Z r ~ Z QQ CV •N r~~• ~ L to o~a 0 t VI z1 I • d M1111Unlall1 m N 0 :W 0 LC Z \ ~ W 0 O p~ W ° O~ VI INlll~aa C] Q w w II " ~ III I ~ W i _ W Z wit, v ~n Z II 3 C9 IIII~ p~ II~ p 8 ~ I<m Z F o< 3 O NN I"~IIIIII IIII W~ ~ ~ ~ ~Ilhv Zn in } r ~ U Q 0 ~IaCU 3Z\o IL~ ~U) W V, ° ^ Z ~ U W O y ~ N U F ° \ O V O N U v W ° a a . W LLI U V CV 1-~®< tL ~ aa3 m ~ z~$a~°m ~ to s V'kU W CV ~ 2 O U < Z o ID \ J MID ~ CL \ \ cc , I . 0 ` U W a U Z Z W < a N - Q z z oFa U Q z~ N N H Z 0800148±1 d IIIINUNINIIIN~IIIIINUI mN''~ rn b ' O~c 3z< Mi 12 N~ z Z W Iplllpi ql e,u ,f v Q a<.L Cs z < O o F \ Z F U F ° N Z < W w a \ W _N\ W e ~ z `O o Obi Z 0 v °W Q nj ~ < o< m A•\ ~~~3 0 W Q L 2UL m ~ (n 00 U \ O LL) J ~Q z a _Z She U Q co CL Z J aZ<. iv , \ co z ~ \ Q o \ W O 90 cU °h N ~ 7 z • d #A* V" «w wr mill j-, 0 N } z 0) C4 O4w 3oJ 931 8C C n: to e% O OWW U) N N IS ~ NI INNINNNI ~ ~0 I W WZ I~ ~M +iS Z Z %n 3 li I~I co ~ ~Ih O v O ~ {G~\ W Z m < V, Z U Z N1I}~\ O \ Q W N 7 F W O m r • • \ \ CL ' • . N ~ O 4 N W O W C F < / v 3 CL O/ m v N ' m Q o W ` - Z U 2 2 ~ to •r:J•: U O Q ~ ~ I Q ~ O N I< CC ® Z ID • . v { NM pp ik U z :•r 3 a W CL ~ W o w V N Z z F /R v o aU e W OJ CLJ U W 0 5N fn WWy~ (/1 O 30g 0v a + o U)i o: In H Z tPute ie- goo d VAIL'S FRONT DOOR ALPINE DRAINAGE REPORT Date: February 3, 2005 ENGINEERING INC P (Site) Numbered Inlets DEVELOPED PEAK FLOW DETERMINOTinm _ RATMIKIA1 UCTUnn Study Point Drainage Area (acres) Tc (min) I (in/hr) Lawn Area (acres) Imp. Area (acres) Gravel Area (acres) C 0100 WS) P9 0.02 5 5.7 0.02 0.20 0.02 P11 1.68 5 5.7f 1.10 0.58 0.45 4.33 P13 0.22 .5 5.7 0.12 0.10 0.38 0.48 P14 0.09 5 5.7 0.09 0.20 0.10 P15 0.50 5 5.7 0.50 0.20 0.57 P16 0.08 5 5.7 0.08 0.93 0.42 P17 0.61 5 5.7 0.61 0.20 0.70 P18 0.02 5 5.7 0.02 0.93 0.11 P21 0.21 5 5.7 0.21 0.93 1.11 P22 0.12 5 5.7 0.12 0.93 0.64 P23 0.09 5 5.7 0.04 0.05 0.61 0.31 P24 0.08 5 5.7 0.03 0.05 0.66 0.30 P25 0.23 5 5.7 0.13 0.10 0.52 0.68 P26 0.18 5 5.7 0.04 0.14 0.77 0.79 P27 6.34 5 5.7 6.34 0.20 7.23 P29 0.12 5 5.7 0.05 0.07 0.63 0.43 P30 0.13 5 5.7 0.06 0.07 0.59 0.44 P31 0.06 5 5.7 0.01 0.05 0.81 0.28 P31 A 0.10 5 5.7 0.02 0.08 0.78 0.45 P33 0.03 5 5.7 0.03 0.93 0.16 P34 0.18 5 5.7 0.06 0.12 0.69 0.70 P35 0.03 5 5.7 0.03 0.93 0.16 P36 0.19 5 5.7 0.01 0.18 0.89 0.97 P37 0.25 5 5.7 0.03 0.22 0.84 1.20 P38 0.12 5 5.7 0.04 0.08 0.69 0.47 P39 0.09 5 5.7 0.02 0.07 0.77 0.39 P42 0.13 5 5.7 0.13 0.93 0.69 P43 0.45 5 5.7 0.02 0.43 0.90 2.30 P44 0.18 5 5.7 0.18 0.20 0.21 E Lot 6 0.06 5 5.7 0.01 0.05 0.81 0.28 1-4 PAT0V99004\Docs\SpSheets\Inlet Ca1cs-VFD-2006.xis (INLET P Q) 2/28/2006 The Actual Flow(Qa) to each Inlet was calculated as: Q=CIA where, Q= Actul Flow (c.f.s) C= Runoff Coefficient 1= Rainfall Intensity (in./hr.) A= Drainage Area (acres) Values for C (as taken from Table 3-1 from Denver Drainage Criteria Manual): Lawns = 0.20 Impervious = 0.93 Gravel = 0.60 Time of Concentration (Tc) is a minimum 5 minutes The Rainfall Intensity is a 100 year event taken from the Intensity-Duration-Frequency Cures for Vail, Colorado PATOV99004\Docs\SpSheets\Inlet Calcs-WD-2006.x1s (INLET P Q) 2/28/2006 Triangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Comment: P34 Solve For Depth Given Input Data: Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 24.00:1 (H:V) 50.00:1 (H:V) 0.013 0.0667 ft/ft 0.70 cfs 0.08 ft 3.32 fps 0.21 sf 5.59 ft 5.59 ft 0.12 ft 0.0063 ft/ft 3.01 (flow is Supercritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Triangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Comment: P31 Solve For Depth Given Input Data: Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 24.00:1 (H:V) 48.00:1 (H:V) 0.013 0.0625 ft/ft 0.28 cfs 0.05 ft 2.59 fps 0.11 sf 3.94 ft 3.94 ft 0.08 ft 0.0071 ft/ft 2.76 (flow is Supercritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Triangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Comment: P31A Solve For Depth Given Input Data: Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 24.00:1 (H:V) 50.00:1 (H:V) 0.013 0.0200 ft/ft 0.45 cfs 0.08 ft 1.89 fps 0.24 sf 5.93 ft 5.93 ft 0.10 ft 0.0067 ft/ft 1.67 (flow is Supercritical) Open Channel Flow Module,, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Triangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Comment: EX LOT 6 Solve For Depth Given Input Data: Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 24.00:1 (H:V) 50.00:1 (H:V) 0.013 0.0200 ft/ft 0.28 cfs 0.07 ft 1.68 fps 0.17 sf 4.97 ft 4.97 ft 0.08 ft 0.0072 ft/ft 1.62 (flow is Supercritical) Open,Channel Flow Module, Version 3.41 (c), 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Appendix H Comparison of 1992 Muller and Alpine Engineering Flow Rates TABLE A 1992 Muller VC AlninP F,nainPPrina Drainarra Racir Study Point 1 1 Muller Alpine A Basins WS 1 Basins AEP & A4P Area 64 ac Area 83.5 ac RCN 74 RCN 68 tc 0.56 hr tc 0.59 hr L-J I Q100 38.88 cfs Q100 29 cfs Study Point 11 1 Muller Alpine E Basins OS 1 Basins ER Area 83.2 ac Area 129.5 ac RCN 76 RCN 65 tc 0.71 hr tc 0.70 hr Q100 48.01 cfs Q100 11 28 cfs P:\TOV99004\Docs\SpSheets\basins-a.xis (summary) 5/9/2006 ® FLOW TRIRUTARY TO MAJOR STREAM,-- BASIN EXCLUDED FROM STUDY. OFF-SITE BASIN MAP FIGURE 2 0 A SCALE r . 2000• ALPINE - ENGINEERING s DRAINAGE DIVIDES O ore ~ l~ SCALE: 1*=2000' v ■ : Ica ~-rI ALPINE DIVIDES SUPERIMPOSED ON MULLER'S _ ° BASIN MAP co W"-IR TAR A ° cli iN EXCL D T CB \I s poll WM3 VR1 i Ml EM10 y aim VV3 F- TL~A iN MAP FI 2 DRAINAGE REPORT FOR THE VAIL STREETSCAPE DRAINAGE IMPROVEMENTS Prepared for: TOWN OF VAIL 75 South Frontage Road Vail, Colorado 81657 Prepared by: MULLER ENGINEERING COMPANY, INC. 550 South Wadsworth Boulevard, Suite 500 Lakewood, Colorado 80226 MEC Project No. 9102 January 17, 1992 #ttttttt.#tt#t#itt180-80 LIST OF INPUT DATA FOR TR-20 HYDROL08Y##tttt#tt#tt##!t## JOB,TR-20 FULLPRINT TITLE 001 VAIL STREETSCAPE, NEC JOB 49102 TITLE FEBRUARY 1991 6 RUNOFF 1 001 1 0.031 6 RUNOFF 1 002 2 0.027 6 RUNOFF 1 003 3 0.152 6 RUNOFF 1 004 4 0.003 6 RUNOFF 1 005 5 0.089 6 RUNOFF 1 006 6 0.038 6 RUNOFF 1 007 7 0.014 6 RUNOFF 1 008 1 0.010 6 RUNOFF 1 009 2 0.036 6 RUNOFF 1 010 3 0.094 6 RUNOFF 1 011 4 0.187 6 RUNOFF 1 012 5 0.103 6 RUNOFF 1 013 6 0.128 ENDATA 7 INCREN 6 0.10 7 COMPUT 7 001 013 0.0 ENDCMP 1 7 COMPUT 7 001 0117, 0.0 ENDCMP 1 7 COMPUT 7 001 013 0.0 ENDCMP 1 E14DJOB 2 SUMMARY HOPLOTS (VAILAMC2.T20) ~3S~ik FULLY DEVELOPED CONDITIONS fl 83 0.451 1 LH1 79 0.461 1 NM3 81 0.621 1 EMS 79 0.421 1 EM10 84 0.601 1 VRO 84 0.561 1 VR1 81 0.391 1 VV2 74 0.451 1 VV3 75 0.421 1 VV4 77 0.461 1 VV6 B0 0.651 1 VV2023 74 0.561 1 NS1~- 76 0.711 1 US1 2.0 1.02 2 01 10 10-YR AMC-II 2.3 1.02 2 01 25 25-YR AMC-II 2.9 1.02 2 01 99 100-YR ANC-1I x 1 a 3 4 rJ 6 7 8 9 14 Jl /A 13 tt#ttittttttttit#it#ttttttt#lttEND OF 86-BO LISTItt#tttt#!tt!##itt#t#t#tt#!#tttt MULLER ENGINEERING CALCULATION 9 XE0 03/19/1991 VAIL STREETSCAPE, NEC JOB 19102 (VAILANC2.T20) REV 09101/83 FEBRUARY 1991 FULLY DEVELOPED CONDITIONS is V~ pARY TABLE 3 - DISCHARGE (CFS) AT XSECTION S AND STRUCTURES FOR ALL STORMS AND ALTERNATES "CTION/ DRAINAGE UCTURE AREA STORM NUMBERS ~S 11111 T D }ll (SO MI) 10 25 99 ECTION 1 .0.03 ALTERNATE 1 11.60' 15.42 23.61 1-0 ECTION 2 0.03 .(ALTERNATE 1 7,04 9.91 16.26 W 3 s ECTION 3 0.15 "ALTERNATE 1 38.95 53.36 84,83 ECTION 4 0.00 k'>ALTERNATE 1 0.82 1.15 1.89 E/yl IO 'ECTION 5 0.09 '.ALTERNATE 1 29.98 39.49 59.77 Y R 0 SECTION 6 0.04 ALTERNATE 1 13.35 17.58 26.61 V PI .SECTION 7 0.01 51ALTERNATE 1 3.40 4.69 7.42 `/Y a 'SECTION 8 0.41 ALTERNATE 1 1,511 _.37 4.40 J y v r; 'i-SECTION 9 0.04 ALTERNATE 1 6.42 9.79 17.58 vv 4- XSECTION 10 0.49 ALTERNATE 1 20.00 29.22 50.04 Y Y 6 'XSECTION 11 0.19, i ALTHNATE 1 42.48 59.12 95.76 2 Y y 0-0,)J XSECTION 12 0. ALTERNATE 1 13.31 20.88 38.88 w5 XSECTION 13 0.13 ALTERNATE 1 18.06 27.09 48.01 01%) MULLER ENGINEERING CALCULATION JOB 1 SUMMARY PAGE 15 ,oft RUNOFF CURVE NUMBER COMPUTATION Version 2.10 Project : VAIL'S FRONT DOOR User: HM Date: 04-14-2006 County : EAGLE State: CO Checked: Date: Subtitle: Existing Basin A (c:\d-drive\tr55\vfd\A1-06.55) Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) FULLY DEVELOPED URBAN AREAS (Veg Estab.) Streets and roads Gravel (w/ right-of-way) - 0.7(85) 1.9(89) - OTHER AGRICULTURAL LANDS -Meadow -cont. grass (non grazed) - 11.2(58) 38.6(71) - Woods good - 8.4(55) 22.7(70) - Total Area (by Hydrologic Soil Group) 20.3 63.2 ----------------TOTAL-DRAINAGE AREA: 83.5 Acres WEIGHTED CURVE NUMBER: 68 Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10 Project : VAIL'S FRONT DOOR User: HM Date: 04-14-2006 County : EAGLE S State: CO Checked: Date: ubtitle: Existing Basin A (c:\d-drive\tr55\vfd\A1-06.55) `""Flow Type 2 year Length Slope Surface n Area Wp Velocity Time ,Am rain (ft) (ft/ft) - code (sq/ft) (ft) (ft/sec) (hr) „Sheet 1.4 100 .13 - I Shallow Concent'd 400 0.23 U 0.446 "")pen Channel 4540 0.26 .05 3.4 6.4 0.014 0 127 Open Channel 150 . , 9 0.005 Time of Concentration = 0 .59* Sheet Flow Surface Codes - A Smooth Surface F Grass, Dense Shallow Concentrated B Fallow (No Res.) G Grass, Burmuda Surface Codes C Cultivated < 20 % Res. H Woods, Light P Paved D Cultivated > 20 % Res. I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural k - Generated for use by GRAPHIC method GRAPHICAL PEAK DISCHARGE METHOD Version 2.10 . Project : VAIL'S FRONT DOOR User: HM County : EAGLE State: CO Checked: 'Subtitle: Existing Basin A (c:\d-drive\tr55\vfd\A1-06.55) Data: Drainage Area 83.5 * Acres Runoff Curve Number 68 * Time of Concentration: 0.59 * Hours Rainfall Type II Pond and Swamp Area NONE Storm Number 1 2 Frequency (yrs) 10 100 24-Hr Rainfall (in) 2.0 2.9 Ia/P Ratio 0.47 0.32 Runoff (in) 0.19 0.58 Unit Peak Discharge 0.378 0.594 (cfs/acre/in) Pond and Swamp Factor 1.00 1.00 0.00i Ponds Used Peak Discharge (cfs) 6 29 Date: 04-14-2006 Date. r - Value(s) provided from TR-55 system routines ate„ Triangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Comment: Basin A ditch Solve For Depth Given Input Data: Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 3.00:1 (H:V) 3.00:1 (H:V) 0.050 0.2600 ft/ft 29.00 cfs 1.02 ft 9.33 fps 3.11 sf 6.11 ft 6.44 ft 1.42 ft 0.0438 ft/ft 2.30 (flow is Supercritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 a Triangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Comment: Basin A skiway ditch Solve For Depth Given Input Data: Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 2.00:1 (H:V) 2.00:1 (H:V) 0.035 0.0700 ft/ft 29.00 cfs 1.35 ft 8.01 fps 3.62 sf 5.38 ft 6.02 ft 1.67 ft 0.0220 ft/ft 1.72 (flow is Supercritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 RUNOFF CURVE NUMBER COMPUTATION Version 2.10 Project : VAIL'S FRONT DOOR User: HM Date: 04-16-2006 .County : EAGLE State: CO Checked: Date: Subtitle: Existing Basin E (c:\d-drive\tr55\vrd\E1-06.55) Hydrologic Soil Group COVER DESCRIPTION A B C D Acres (CN) FULLY DEVELOPED URBAN AREAS (Veg Estab.) Streets and roads Gravel (w/ right-of-way) - 1.3(85) 1.6(89) - OTHER AGRICULTURAL LANDS Meadow -cont. grass (non grazed) - 26.1(58) 26.1(71) - Woods good - 25.6(55) 45.2(70) - Total Area (by Hydrologic Soil Group) 53 72.9 ----------------TOTAL DRAINAGE AREA: 125.9 Acres WEIGHTED CURVE NUMBER: 65* - Generated for use by GRAPHIC method TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10 Project : VAIL'S FRONT DOOR Ago User: HM Date: 04-16-2006 bounty : EAGLE State: CO Checked: Date: Subtitle: Existing Basin E (c:\d-drive\tr55\vrd\E1-06.55) '°-"?low Type 2 year Length Slope Surface n Area W Velocity Time rain (ft) (ft/ft) code _ (sq/ft) (ft) (ft/sec) (hr) .Sheet 1.4 100 .10 I - - 0 495 Shallow Concent'd 730 ` 0.2 U . 0 028 bpen Channel 6415 0.3 .05 3 6 . 0.173 Time of Concentration = 0 .70* Sheet Flow Surface Codes - A Smooth Surface F Grass, Dense Shallow Concentrated B Fallow (No Res.) G Grass, Burmuda Surface Codes C Cultivated < 20 °s Res. H Woods, Light P Paved D Cultivated > 20 o Res. I Woods, Dense U Unpaved E Grass-Range, Short J Range, Natural "'r - Generated for use by GRAPHIC method GRAPHICAL PEAK DISCHARGE METHOD Project : VAIL'S FRONT DOOR User: HM .County : EAGLE State: CO Checked: Subtitle: Existing Basin E (c: _ \d-drive\tr55\vrd\E1-06.55) Data: Drainage Area " 125.9 * Acres Runoff Curve Number 65 * Time of Concentration: 0.70 * Hours Rainfall Type II Pond and Swamp Area NONE Storm Number 1 2 - Frequency (yrs) 10 100 24-Hr Rainfall (in) 2.0 2.9 Ia/P Ratio 0.54 0.37 Used 0.50 0.37 Runoff (in) 0.14 0.46 Unit Peak Discharge 0.300 0.482 (cfs/acre/in) Pond and Swamp Factor 1.00 1.00 0.00i Ponds Used Peak Discharge (cfs) 5 28 - Value(s) provided from TR-55 system routines Version 2.10 Date: 04-16-2006 Date: Triangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Comment: Basin E ditch Solve For Depth Given Input Data: Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth............ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 3.00:1 (H:V) 3.00:1 (H:V) 0.050 0.3000 ft/ft 28.00 cfs 0.98 ft 9.76 fps 2.87 sf 5.87 ft 6.19 ft 1.40 ft 0.0440 ft/ft 2.46 (flow is Supercritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 k r Draft Soil Survey of the Holy Cross Soil Survey Area White River and Arapaho National Forests, Colorado Parts of Eagle, Garfield, Mesa, Pitkin and Summit Counties Field work by: Tony Svatos, Ron Wright of the U.S. Forest Service and James R. Irvine, James Whiting, Gerald Manus, and Jeff Hahn, Contractors. By Ron Wright, White River National Forest Soil Scientist United States Department of Agriculture U.S. Forest Service White River and Arapaho National Forests Colorado r~ October 4, 1994 i j ALPINE DIVIDES SUPERIMPOSED ON QUAD SHEET AND USFS SOILS SCALE r a 2000• Iwo 4" 13-10-9: DESIGN CRITERIA: 46 Page 4 of i frequency storm runoff, utilizing the maximum available head. The maximum available head shall be determined by the uppermost ponding elevation, so chosen as not to cause flood damage to upstream properties. 3. On-site facilities and culverts under minor streets shall be designed to accommodate the 25-yeas frequency storm runoff. 4. Inlets and other facilities draining the street surface shall be designed to accommodate the 10- year frequency storm runoff. 5. All drainage installations shall also be designed to permit free unobstructed passage of debris and silt, or provide for their deflection and/or collection at a point upstream in such a manner as not to create an expensive maintenance problem. 6. Storm runoff estimates. Unless approved by the Town Engineer, the Soil Conservation Service method shall be utilized for drainage calculations. The appropriate design manual shall be Procedures for Determining Peak Flows in Colorado. a. Precipitation and snowmelt rates to be used are itemized below: Frequency (years) Precipitation (inches) Snow Melt (cfs/acre) 2 1.0 0.040 5 1.4 0.048 w 6 1.6 0.060 25 1.9 0.067 50 2.2 0.072 100 2.4 0.080 b. Unless an extensive drainage report is prepared by a registered professional engineer with supporting data on soil types, vegetation, and historic flows, the following design procedures shall be used: Calculation Of Runoff Curve Numbers Impervious surface CN = 98 Lawn areas CN = 60 Wood or forest land CN = 70 A weighted CN shall be calculated for the immediate area proposed for development. Open space areas will be lumped in separate tributary basins and a CN of 70 assigned to them independent of the developed area. SAMPLE: Total drainage shed = 5.0 acres httn://www Appendix I Comparison of 2005 Muller and Alpine Engineering Flow Rates TABLE B 2005 Muller vs Alpine Engineering Drainage Basin Comparison Study Point 1 Muller `ape 1 1 B Basins BSI Basins B1P & B2P Area 0.9 ac Area 0.2 ac CN 0.89 CN 0.57 tc 5.0 min tc 5.0 min L~ 100 N 5.7 in/hr i 100 5.7 in/hr loo 4.61 in/hr Q100 0.65 cfs Study Point Muller Alpine c Basins WS1A Basins C1P Area 1.1 ac Area 0.2 ac E CN 0.6 CN 0.93 tc 9.3 min tc 5.0 min i 100 4.6 in/hr i 100 5.7 in/hr Q100 3.04 cfs Q100 1.06 cfs Study Point Muller Alpine D Basins GC5A Basins D4P-D7P Area 2.1 ac Area 6.71 ac CN 0.89 CN 0.69 tc 5.0 min tc 10.7 min i 100 5.7 in/hr i 100 4.5 in/hr LJ Q100 10.63 cfs Q100 20.7 cfs P:\TOV99004\Docs\SpSheets\basins-b.xls (summary) 5/9/2006 ~i u q G u u u u 4 DRAINAGE RESIGN REPORT FOR VAIL VILLAGE STREETSCAPE PROJECT June 2004 Revised November 2005 Prepared For: TOWN OF VAIL 75 South Frontage Road Vail, CO 81657 Prepared by: Muller Engineering Company, Inc. 777 South Wadsworth Boulevard Irongate 4, Suite 100 Lakewood, CO 80226 MEC #02-016.05 r k r 4 6 4 k 6 14 16 16 16, 16 16 VAIL STREETSCAPE IMPROVEMENTS PROJECT MEC #02-016.05 INDIVIDUAL HYDROLOGIC BASIN DATA 4;tnrm 1 M uaarc f:alri dm+crl h%.• 1101-I - n~+o• nn i~ ninc BASIN DATA DI RECT RUNOFF BASIN NAME AREA acres C100 Tc* (cfs) Caoo*A acres 1100 in/hr Q100 cfs BRIDGE STREET BSI 0.91 0.89 5.0 0.81 5.7 4.61 BS2 0.24 0.89 5.0 0.21 5.7 1.20 BS3 0.16 0.89 5.0_ 0.14 5.7 0.79 BS4 0.32 0.89 5.0 0.29 5.7 1.65 BSSA 0.15 0.89 5.0 0.14 5.7 0.77 BSSB 0.26 0.89 5.0 0.23 5.7 1.31 BS6 0.20 0.89 5.0 0.18 5.7 1.02 WALL STREET WS1A 1.10 0.60 9.3 0.66 4.6 3.04 WS2A 0.17 0.89 5.0 0.15 5.7 0.86 WS2B 0.30 0.89 5.0 0.26 5.7 1.50 WS3 0.20 0.89 5.0 0.18 5.7 1.04 WS4 0.29 0.89 5.0 0.26 5.7 1.47 GORE CREEK DR GC2A 0.55 0.89 5.0 0.49 5.7 2.77 GC213 0.15 0.89 5.0 0.14 5:7 0.77 G 2C 0.30 0.89 5.0 0.27 5.7 .1.54 GCSA 2.10 0.89 5.0 1.86 5.7 10.63 GCSB 0.17 0.89 5.0 0.15 5.7 0.86 GCSC 0.18 0.89 5.0 0.16 5.7 0.89 GCSD 0.08 0.89 5.0 0.07 5.7 0.41 GC6 0.19 0.89 5.0 0.17 5.7 0.98 W63 0.27 0.89 5.0 0.24 5.7 1.35 HANSON RANCH RD HR1 0.16 0.89 5.0 0.14 5.7 0.82 CHILDREN'S FOUNTAIN CF1 0.19 0.89 5.0 0.17 5.7 0.95 CF2 0.17 0.89 5.0 0.15 5.7 0.87 nu111 LIMU U1 UUnL;t: iuauui1 uj o minutes was uses Tor smau aasms. hydrology calcs.xis Page 1 o~ 11 N V 01 (T W N IZ i Z o 0#`' ~k/ST/NG 3 M\ c0 N V O ~ ^ A (11 A N IJ f0 (!i f0 Z ' o -n a 2; ro c m LQ m 0p ~°m 0 3 0 0 m v z(n m mz A Co M z m N0 m A o vi m ;v m 0 A Z 1 cv~ cv~ m = AO c m m rn ~p I I li 0 O S A D N m A ZZI g F m A o z Z o o ZZ N O 4 0 to ; ;D o Fz~zZ;o o ;u 0 m ;u ~!r m O O m MM N FC [rJ 1 N fD "woo / saw" ON'~°° N N O z A~0 mom N~~l D .0m ~MA l r 0 ~ O z;o j ~0 j oK 0000000, 0000' 0000, N V Tl; --*-i MEN m 18• PVC " D ;o Q y0 1 ~zz I z L 32 00 m ' - -12„ VC Pvc I* I tI f U p 4 co C~ (p ,y' uj I P n O r cD e+ 0000 a ~ Y i ,2 1 J asitt~ i I ~ I 0 I 0 I so 0 .®00 ~ i .m.m r \ v p5~ / Z~ - w ....cam; W rr n m ~ o z v w 0 0 0 m 0 m 1 0 61, fl X o N nmD C c~ T z omm i i i z Z z o w o cc z ?zzz o Z o Z~mo~ cn c 0 D D1 m m O m m n y~ Z m m m rTi FIGURE 2 : DRAINAGE BASIN MAP Moan ♦ AIL VILLAGE ST E Nl~ N ETSCAPE L. 00 C N 00 0111* 00 \ vi m D mvi~ V F;u ° ° ° ° ~Ft1g ° a Y o ° \ p \ 1 bN~ o a Y ~ 8 P-C _ . ~ p o- o~ MAPS 1 , 0i Y I WL too .1 Ili ~ J W qo~ , SCALE r . 2000' / ~ rxrvva r rJ_. t • , 11"'. 6400 pc r 9 l I I I' v, 1 1% A4- sagtes _ C.est HISTORfC DRAINAGE AREA MAP i l,~J 1 / w Creed r o . 111,77177 1(/ /~''~~~,~~1 i~-~-i----- SCA1LE 1" t 2000' / 01,////~~ ~a :.•u Vail ' I~ < DEVELOPED DRAINAGE AREA MAP t t Raj,, 4 ` 4#A MR *mW i mot, 1 } /7{I1 = A ,'c a' is ~ t ~ 1~-.a In. = --mac. / i `1 _ 1 D O ;i,~ Vii. ~ ~ ~~~~'-';r--::~---j. 349 ` + ep ♦ l / •~S1 it' ~l t " ~ k ~-WaterT id W t N i ~2 ~ it _ 1- SCAU r . eooa- US FOREST SERVICE SOILS MAP 446C'' IF v "f t 14 4 " = P:\TOV99004\DWG\Drainage\area-aei.dwg, 11x17 SHTB, 6/15/2006 2:19:08 PM, Mues a / n k ~ ♦ 0 ED ~ - r 010 .4 10 r ~ p F®, E® F OD I ;aD / 1 r~ Imp F III F•I z A • • F E ~ I r Om3 ` I EE® i = 1 m F® ANSI` I / \ s E ®6 41 AL 1 .fj , Fm I I I ~ ~ F F rrir ? f ?I Q N II I ~ F F it?mr l r? ~ I I ~ ~ ~ ~ ~ ~ `fir J E{ rrr I E ~ ~ o I s I, ~ , 1 6m E `I / ~ \ I 1 i ,rri r bra ® /'/(1 \ \ % r ® r. / grr 9 L r r - - 1 ;i / rrll ~ - 1 r lii 11;1 ~1r~Y,t-• - _ \ My f ~I -f 40, l~ o P 0 1 ii / ooop / i 0.01 DESIGNED HHM NE NO. DATE REVISIONS BY VAIL S FRONT DOOR 1 06/19/2006 Drains e Report Update Alk I HM = CHE KED GDP DEVELOPED AMR JOB NO. 64259.6G ON-SITE ENGINEERING INC DATE 02r14r2006 DRAINAGE AREA SCHEMATIC ED ,~~IyM9p5~,C•e u~9 97 (SEAL) , 970 -737) fNf 926-J790 • A r 9 P:\TOV99004\DWG\Drainage\lodge-dam-hm-offsite.dwg, 11x17-600-ShtC, 6/15/2006 11:16:59 AM, Mues