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06-15-2001 Village at Avon Final Drainage Study June 2001 Project No.14575.C.02Alm, 511111� r�rarrt� : r�e��r June 15, 2001 PROJECT NO. 14575.C.02 PREPARED FOR: TOWN OF AVON PUBLIC WORKS DEPARTMENT 400 BENCHMARK ROAD AVON, COLORADO 81620 PREPARED BY: TABLE OF CONTENTS PAGE GENERAL LOCATION AND DESCRIPTION ....................................................... ..............................1 CRITERIA................................................................................................................. ..............................1 HISTORICALDRAINAGE PATTERNS ................................................................ ............................... I EXISTINGDRAINAGE PATTERNS ....................................................................... ..............................2 PROPOSEDDRAINAGE .......................................................................................... ..............................3 DETENTIONREQUIREMENTS ............................................................................ ............................... 6 EROSION AND SEDIMENT CONTROL PLAN ..................................................... ..............................6 SUMMARYAND CONCLUSIONS ......................................................................... ..............................7 APPENDIX: 25 -YEAR RAINFALL 2.1 INCHES 0.04 PROBABILITY 100 -YEAR RAINFALL 2.5 INCHES 0.01 PROBABILITY RUNOFF CURVE NUMBERS FOR EXISTING CONDITIONS RUNOFF CURVE NUMBERS FOR PROPOSED CONDITIONS AVERAGE VELOCITIES FOR ESTIMATING TRAVEL TIME FOR DEVELOPED FLOW PROPOSED VS. EXISTING COMPARISON EXISTING DRAINAGE CALCULATIONS 25 -YEAR AND 100 -YEAR PROPOSED WEST STORM BASINS CALCULATIONS 25 -YEAR AND 100 -YEAR WEST SITE STORMCAD CALCULATIONS PROPOSED EAST STORM BASINS CALCULATIONS 25 -YEAR AND 100 -YEAR EAST SITE STORMCAD CALCULATIONS PROPOSED NORTHWEST BRANCH BASINS CALCULATIONS 25 -YEAR AND 100 -YEAR PROPOSED SOUTH BRANCH BASINS CALCULATIONS 25 -YEAR AND 100 -YEAR RANCH ROAD STORMCAD CALCULATIONS PROPOSED INTERCHANGE BASINS CALCULATIONS 100 -YEAR UPPER RANCH ROAD / INTERCHANGE STORMCAD CALCULATIONS PROPOSED US 6 INTERCHANGE BASIN CALCULATIONS 100 -YEAR RANCH ROAD GUTTER CAPACITY CALCULATION FOR 60CFS RETAIL SITE REQUIRED WATER QUALITY AND DETENTION CALCULATIONS 72" RCP DESIGN CALCULATIONS FOR NOTTINGHAM GULCH ESTIMATED FLOWS 72" RCP BAFFLE -WALL ENERGY DISSIPATOR USBR TYPE VI MAP POCKET GENERAL LOCATION AND DESCRIPTION: The Village at Avon is located in The Town of Avon, County of Eagle, State of Colorado in the South `/2 of Section 7, Township 5 South, Range 81 West of the 6h Principal Meridian. The site is known as the Nottingham property. 177 acres of proposed development is located south of Interstate 70 on the old Stolport site. The development in this area will include a mixture of commercial, office and retail development and is known as the Village Centre. The site drains primarily from north to south to the Eagle River. CRITERIA: Drainage policy and design criteria for this study were obtained through the Town of Avon "Town of Avon Master Drainage Study" manual. The U. S. Department of Agriculture, "Urban Hydrology for Small Watersheds ", TR -55 Drainage Analysis was additionally available for reference. All peak flow calculations obtained by TR -55 were obtained by assuming the rainfall data for 25 -year event of 2.1 inches and the 100 -year event of 2.5 inches. This was obtained from the NOAA ATLAS 2 Volume III. The runoff curves where obtained from Table 2 -2a and 2 -2d in the appendix. Design Standards Storm pipe and structures have been designed to carry the 100 -year storm event. Adjacent lots are assumed to be developed conditions based on the most recent Plat, and Storm Water Detention/Water Quality Evaluation of Vail Valley Centre, by Alpine Engineering for this design. Snow Melt For areas below 7500 feet in elevation the peak runoff event will be rainfall derived. Since, Avon's average elevation is 7400 feet; the peak runoff will be rainfall derived. HISTORICAL DRAINAGE PATTERNS: The existing topography slopes down the mountain from the north to the south at Eagle River at grades between 10 and 40 percent. The property consists of Class B soil with a ground cover of native grasses, trees and weeds. Runoff from the existing basins XI, XII, N1, H, I, AND J is conveyed underneath Interstate Highway 70 via an existing 30" CMP, 30" CMP, 24" CMP AND 72 CMP ", 24" CMP, 24" CMP, 30 "CMP respectively. The flow is conveyed overland across the proposed site to the Eagle River. The existing site has an irrigation ditch, which conveys flow at about 0.01 % in a northwesterly direction across the site south of I70. EXISTING DRAINAGE PATTERNS: Currently, all off -site flows, which flow onto the proposed site, are tributary to the existing Eagle River drainage basin. A runoff summary table and specific improvements are outlined below according to designated basin. THE VILLAGE AT AVON EXISTING RUNOFF SUMMARY LOCAL PEAK ACCUM. PEAK BASIN DESIGN ACCUM. RUNOFF (CFS) RUNOFF (CFS) POINT BASIN 25 -YR. 100 -YR. 25 -YR. 100 -YR. XII 1 E XII 45 65 45 65 0 20E XII, 0 26 39 71 104 P 21E P 11 17 11 17 H 2E H 1 3 1 3 Q 22E H, Q 13 19 14 22 I 4E I 5 12 5 12 R 24E I, R 15 22 15 22 J 5E J 7 13 7 13 S 23E J, S 8 12 12 21 PROPOSED DRAINAGE The proposed development includes retail site which will be bordered by a new interchange with Ranch Road and I70 to the north, the widening of Ranch Road which will tie into Route US 6 will border the northwest and southwest, future development is assumed to occupy the east and Eagle River to the south. The proposed development will maintain historic drainage patterns. The site was divided into ten major basins. They are as follows: East Storm, West Storm, Northwest Branch, South Branch, US 6 and Interchange 1,2,3,4,5. The East Storm Located on the east side of the site will convey all the flow by sheet flow, curb an gutter, and storm pipe to a site detention pond. This flow will combine with a separate storm sewer system conveyed in a similar manner in the West Storm major basin. This flow will be discharged from the detention pond, form a confluence with South Branch major basin, and discharge into the Eagle River. The interchange 1,2,3 flow, which includes existing basins H and I will be conveyed by sheet flow, small swales, curb and gutter, and storm pipe to connect with the North Branch Ranch Road basin. The Northwest Branch basin will start at sub -basin R12 and stop at the first roundabout and combine with the storm sewer of the South Branch. There it will combine flows from the offsite basin XII from the 30 "CMP at the south of I70. The flow will be piped into the Northwest Branch storm system. The South Branch will start at sub -basin R16 and convey flow by sheet flow, curb and gutter, and storm pipe at a low point under the Railroad Bridge. This flow will combine with the site flow from the detention pond and discharge into the Eagle River. The irrigation ditch will be routed through the site by storm pipe as shown on the plan. Nottingham gulch will be conveyed by 72" RCP to the Eagle River though the site. Interchange 4 will combine with Interchange 5 and flow overland in a historical route to a 30" existing CMP under I70. A runoff summary table is outlined below according to designated basin. THE VILLAGE AT AVON PROPOSED RUNOFF SUMMARY 11 LOCAL PEAK ACCUM. PEAK BASIN DESIGN ACCUM. RUNOFF (CFS) RUNOFF (CFS) POINT BASIN 25 -YR. 100 -YR. 25 -YR. 100 -YR. Al 1 Al 0 1 0 1 R1 IA R1,A1 6 7 6 8 A2 2B Al, Rl,A2 3 3 9 11 A6 4 A6 8 10 8 10 A5 5 A5, A6 4 5 12 15 A4 6 A4, A5, A6 3 3 15 18 A15 9 A4, A5, A6, A 15 2 3 21 25 A10 10 A10 2 2 2 2 R2 100 R2 2 2 2 2 All 11 R2, A10, Al 1 0 1 4 5 R3 101 R3 2 3 2 3 P8 12 R2, A10, Al 1, R3, P8 10 12 20 24 P6 13 P6 1 2 1 2 Al2 14 Al2 3 3 3 3 P7 15 P6, Al2, P8 3 3 27 32 P1 17 P1 11 14 11 14 P2 20 P1, P2, P7 8 10 38 46 G3 90 G3 1 1 1 1 R11 62 Rll 1 2 1 2 R12 61 R12, R11, G3 1 2 3 5 R13 63 R13 1 2 1 2 R14 66 R14 1 2 1 2 G4 91 G4 1 1 1 1 X11 1 X11 32 83 32 83 R15 65 R12, R13, R14, G4 1 2 39 95 R16 67 R16 1 2 1 2 R165 69 R16, R165 1 2 2 4 R18 71 R16, R165, R18 1 2 3 6 R17 68 R17 4 5 4 5 R21 78 R17, R21 1 2 5 7 R20 81 R17, R21, R20 1 2 8 9 G5 G5 0 1 0 1 R23 I2 G5, R23 3 3 3 4 G6 G6 0 1 0 1 R22 I1 G5, G6, R23, R20 1 2 14 25 11 BASIN DESIGN POINT INTERCHANGE- 1, 2,3 THE VILLAGE AT AVON INTERCHANGE RUNOFF SUMMARY LOCAL PEAK ACCUM. RUNOFF (CFS) BASIN 100 -YR. 1 4E 1 R2 33 1, R2 R1 32 I, R2, R1 H 3E H O1 37 H, 01 02 36 H, 01, 02 R3 38 R3 R4 39 R4 04 41 04 R6 44 R6,04 05 40 05 07 42 05,07 R5 43 05, 07, R5 G1 45 G1 R8 47 R8 R7 46 I, R2, R1, H, 01, 02 R3, R4,04, R6,05 07, R5, G1, R8, R7 G2 48 G2 R9 49 G2, R9 R10 50 G2, R9, R10, DESG.PT46 INTERCHANGE - 4 MA 21 M 8E INTERCHANGE - 5 34 03 2J 03A 5E J 9E MB 2 US ROUTE 6 3 R24 75 R25 74 R26 72 R27 73 NOTTINGHAM GULCH L 2E N1 50A ACCUM. PEAK RUNOFF (CFS) 100 -YR. 21 21 5 26 8 34 5 5 1 6 1 7 2 2 3 3 1 1 1 2 0 0 2 3 2 3 0 0 2 2 2 55 1 1 2 3 2 61 MA 6 6 MA, M 3 9 03 1 1 03, 03A 1 2 03, 03A, J 20 22 03,03A, J, MB 6 28 1 1 1 1 1 1 1 1 L 1 1 L, N1 450 451 61 DETENTION REQUIREMENTS: Per the Town of Avon Master Drainage Study, detention shall be provided so that the 25 -year developed flow rates do not exceed the 25 -year historic rates. Detention will be designed to accommodate the major and minor storm events, 100 -year and 25 -year respectively. The release rate from the facility shall not exceed the historic 25 -year flow rate. The detention facility shall have an emergency outlet for the 100 -year storm event. Pollution and Storm Water Control Detention volumes were sized in accordance with the procedure described in the TR -55. Water quality capture volumes have been calculated using the procedure for an Extended Detention Basin, as described in Urban Drainage Criteria Manual Volume3, Best Management Practices. EROSION AND SEDIMENTATION CONTROL PLAN: The existing site is located south of Interstate Highway 70. The present topography conveys rainfall runoff predominately towards the Eagle River. The grading plan for this development continues to route drainage in a historical manner. No existing neighboring areas shall be affected by the development of The Village at Avon. Pre - construction erosion control measures to be installed are a perimeter silt fence, straw bale barriers at swale locations, and vehicle tracking control located at the construction entrance. Once final grades are established and the proposed storm sewer is in place, most runoff from the upper section of the site will be conveyed via inlets to the detention facility as shown on the plans. A block and gravel drop inlet sediment filter is proposed for all inlets during the remaining phase of construction. Disturbed soils that are not stabilized or paved over within 30 days must be mulched and properly anchored per Town of Avon Standards and Criteria. Soil stockpiles remaining on -site for more than 30 days must also be mulched. Disturbed areas that are sloped toward adjacent off -site properties and streets (a small percentage of the site) shall be landscaped and either seeded and mulched or sodded. 9 Upon completion of construction, landscaping shall be installed to perform permanent stabilization. Additionally, regular maintenance and cleaning of all storm piping and appurtenances shall be provided. Erosion control measures will be inspected weekly during construction. The Contractor or his agent shall inspect all facilities after any significant runoff or snowmelt event that results in runoff. Accumulated sediment and debris shall be removed from any erosion control measure when sediment reaches one -half the height of the measure or at anytime the sediment or debris adversely impacts proper function of the measure. During construction the contractor shall be responsible for removing any excess mud and gravel that may inadvertently be washed onto adjacent streets or properties. Once construction is completed and on -site erosion potential has been eliminated the above erosion control measures may be removed. The erosion control measures proposed follow Best management Practices (BMP's). During construction, the Town of Avon engineer upon field inspection may impose additional erosion control measures. SUMMARY AND CONCLUSIONS: All calculations of the Final Drainage Study are shown in the back of this report as well as the computation sheets in the Appendix. The features proposed in this study are in compliance with the Town of Avon Criteria. The flows for the site will follow natural drainage direction to the detention pond, and release into the South Branch storm system. The pond will release through an outlet structure that will incorporate 100 -year release, 25 -year release and a water quality release at grade. The Flows from the interchange and Ranch Road will be conveyed by storm pipe to the Eagle River. US 6 roundabout will discharge directly into Eagle River. Nottingham Gulch will be pipe directly to the Eagle River. We acknowledge that the Town of Avon's review of this study is for general conformance, current design criteria, and Planning and Zoning recommendations. REFERENCES: 1. Bishop Brogden Associates, Inc. Estimated Peak Runoff Flows for Nottingham Gulch, March, 1995. 2. Urban Hydrology for Small Watersheds U.S. Department of Agriculture, Soil Conservation Service, Technical Release 55, June, 1986. 3. Town of Avon Master Drainage Study by Inter - Mountain Engineering Ltd., September, 1994. 4. Storm Water Detention/Water Quality Evaluation of Vail Valley Centre, by Alpine Engineering, Inc., August, 1997. 5. Urban Storm Drainage Criteria Manual, Volume 3, Best Management Practices. 6. StormCAD V4.1.1, Copyright Haestad Methods, Inc., 37 Brookside Road, Waterbury, CT. 06708. 7. Hydraulic Design of Energy Dissipators for Culverts and Channels, US Department of Transportation, Federal Highway Administration, December 1978. 8. Precipitation — Frequency Atlas of the Western United States Volume 111 — Colorado, Page 63 and Page 67. Pi APPENDIX ENV AN :�V ou 3S- F-j 1104 jr L-7 wja rds Q f (.Vail,/,VaIIey,.Centre Nil 4 14' MN NY C; AIL T� ALLEY CENTRE VICINITY 1Lip Ire �NA y�f mild ZQ 3 22 2 ° 2 1'.. a jt EE 24 ° 1 4( i 18 .'e 7, 121 2a —,22.24a — �:: — — — Palate a _ -� s oats 18 7 L GLENWCG' - Z - — _ — _2 2 12 .24 + k Zit 2 10 0 i e 29 — __— I 6 — - - 2 - 39 _ ` ;0 0 t a f IS. t ld L104 �� 24 2 '_ _ h7�o a �22 I — — — — - -a 5034 ` L:.. 1a14 _ ,1. - EEE 7 10 to . 1d ( a 110 _ , r X10 --7- t 34't2 ` 2 San I tuls r� A '•.� I- "�10 t2 i ALAM SA, r X43 yalie F •� i{ 2 _ _ .9 1 i 2 3 / 2l 2 t B.f�V 37 — ` — ' — 101224 262618 3841 20 20 22 1d i 26 26 24 22. ! NOl4A ATLAS Z'f' Itl COLORADO i Premed by uS of Comm*ms Natkmol Oemic wW pU1,40wic Adminiatrttion 10 20 30 40 Narional WMtlW SWV,,. Offlo of Hydroty 10 0 MILES. Soo for do Swvim En gm A o 108 107 106 105 109 0,041 ) t 1 FY 2� HIL pe ec t P. ..----- _i _ 3 26 12- �.. 2 0 - 2 -3 � - M 22- Ek - - Z ac 3 22 24- 1 '25. A .6 Wwt, - ?fit -1'3 2 2gam 7 0 z l 28 8 / i to _ t Al iC i a I U 3 LFD / 1 a" 7 I — - -- T 1 3 Q ' — : - - - - -- -1 - -- T HASH 12 — — s yPUEBLO �.' ` 9' - < r.. - r Z4-^ :rr • • -c r 2'111 I 14 ` 1 ,< I'`':.i i •`AUNTA z to z , —n I ro 4i WXJ 9ENBUPIG:.. 's -fl10 ;0 Luis 10 to t {q oYr c i . .. '.' $A - - / / „w.:.:':•:•:• - �v 36 — 36 , 7 11 31 - 11 14 142621 31 314151 r Sf — 11 — NO4A ATLAS 2, Volum III I Figure 43 by U.S. of conun.M ISOPLLIVIALS OF 0. am Ocmk "'A f 30 40 N Weather �. ptf" o CIRTAT10N, MAY-( MILES. Prepared for u.s Depwiment of Aaieuifum INCR Sod conservatim Service, Enomring Division 107 106 105 104 W&Ammmffjr, ;lll 4UP �+�irr �',� -- �• y GREELE`f'. - y Q ..� - AKRC � I 1 J / r 10 R �� - - - - - -- °r3 1 I x`--44 4Y _ •�j - _ I J� •' I HUGO ?a :.... i a I U 3 LFD / 1 a" 7 I — - -- T 1 3 Q ' — : - - - - -- -1 - -- T HASH 12 — — s yPUEBLO �.' ` 9' - < r.. - r Z4-^ :rr • • -c r 2'111 I 14 ` 1 ,< I'`':.i i •`AUNTA z to z , —n I ro 4i WXJ 9ENBUPIG:.. 's -fl10 ;0 Luis 10 to t {q oYr c i . .. '.' $A - - / / „w.:.:':•:•:• - �v 36 — 36 , 7 11 31 - 11 14 142621 31 314151 r Sf — 11 — NO4A ATLAS 2, Volum III I Figure 43 by U.S. of conun.M ISOPLLIVIALS OF 0. am Ocmk "'A f 30 40 N Weather �. ptf" o CIRTAT10N, MAY-( MILES. Prepared for u.s Depwiment of Aaieuifum INCR Sod conservatim Service, Enomring Division 107 106 105 104 W&Ammmffjr, ;lll Table 2.2d.— Runoff curve numbers for and and semiarid rangelands' Herbaceous— mixture of grass, weeds. and Poor Fair 80 ?1 87 81 93 89. low - growing brush, with brush the Good 62 74 85 . minor element. 66 74 T9 Oak- aspen— mountain brush mixture of oak brush, Poor Fair 48 57 63 aspen, mountain mahogany, bitter brush, maple, Good 30 41 48 and other brush. Pinyon. juniper— pinyon, juniper, or both: Poor Fair 75 58 85 73 89 80 gram understory. Good 41 61 71 . Sagebrush with grass understory. Poor Fair 67 51 80 63 95 /0 Good 85 47 55 nts inciude saitbush. Desert shrub —major plants Poor 63 Fair 55 77 72 85 81 88 96. greasewood, creosotebush, bWrkbrush, b Good 49 68 79 84 palo.yerde. mesq* -- s. , and,cutv - _ 'Average runes condition, and 1, a 0.2S. For range in humid regions, use table 2 21-00j- <30% ground cover (litter. grass. and brush overatory)- Fair: 30 to 70% ground cover. (iaal: >70% ground cover. 'Curve numbers for group A have been developed only for desert shrub. 2.8 (210- VI- TR -55, Second Ed., June 1986) Table 2.2a.— Runoff curve numbers for urban areasi Fully developed urban areas (vegetation established) Open space (lawns, parks, golf courses, cemeteries, etc.)3' Poor condition (grass cover < 50%) .............. Fair condition (grass cover 50% to 75 %) ........... 68 49 19 169 1 ' 86 79 89 84 Good condition (grass cover > 75 %) .............. 39 '� 74 80 Impervious areas: Paved parking lots, roofs, driveways, etc. (excluding right-of-way) .......................... 98 98 98 98 Streets and roads: Paved, curbs and storm-sewers (excluding right-of-way) .................................. 98 98 98 98 Paved-, open ditches (including right-of-way) ....... 83 89 92 93 Gravel (including right-of-way) ................... 76 85 89 91 D t (.incl-.-a:rg righ'-,of wey) ......... , .. ..... .. 72 8': g7 39 Western desert urban areas: Natural desert landscaping (pervious areas only)'... 63 77 85 38 Artificial desert landscaping (impervious weed barrier, desert shrub with 1• to 2 -inch sand or gravel mulch and basin borders) ............... 96 96 96 96 Urban districts: 85 89 94 95 Commercial and business .......................... Industrial ......... ............................... 72 81 88 91 93 Residential districts by average lot site: 1/8 acre or less (town houses) . ..................... 65 77 85 90 92 1/4 acre .......... ............................... 38 61 75 83 87 1/3 acre .......... ............................... 30 57 72 81 86 1/2 acre .......... ............................... 25 54 70 80 85 1 acre ............ ..................:............ 20 51 68 T9 84 2 acres ..................... ..................... 12 46 65 77 82 Developing urban areau Newly graded areas (pervious areas only, no vegetation)` .... ............................... Idle lands (CN's are determined using cover types similar to those in table 2.2c1 . 77 86 91 94 'Average runoff condition. and 1, = 0.2S. =Tile average percent impervious area, shown was used to develop the composite CN's. Other assumptions are as follows: imperviou.+ area_+ are directly connected to the drainage system. impervious areas have a CN of 98. and pervious areas are considered equiva lent to open space in good hydrologic condition. CN's for other combinations of conditions may be computed using figure 23 or 2-4. °CN's shown,are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space cover type. 'Composite CN's for natural desert landscaping should be computed using figures 2.3 or 24 based on the impervious area percentage (CN 98) and the pervious area CN. The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition. 'Composite CN': to use for the design of temporary measures during grading and construction should be computed using figure 2.3 or 24. based on the degree of development (impervious area percentage) and the CN's for the newly graded perviow areas. (210- VI- TR -55, Second Ed., June 1986) 2-5 I a J \9 J C J 0 7 L CJ � d h ou qor / 4 /(S /s alga J* 2 "11 GIIUL sJeeui6u3 6upinsuoo NIMVOVINIMVJV U V C II �� N o 0 2 ou qor / 4 /(S /s alga J* 2 "11 GIIUL sJeeui6u3 6upinsuoo NIMVOVINIMVJV U p t- w Q _O. II �� N ou qor / 4 /(S /s alga J* 2 "11 GIIUL sJeeui6u3 6upinsuoo NIMVOVINIMVJV MAJUINIMARTIN Title T ttF 1 (L kj-b F /qT 1+4 Date Job no. Subject Gi(I- s7-,ej12 ��ia1'irJ C By T L Sheet of 7 Q t 100 - ..... 7S7ab - __ -_ .... i xpo VIP �f q so c ps CVrsui! g �_rgireers AAA071WAAARTIN Title /-�/O /j Date 03- C),?-C) ) Job no. r -Subject tX I S Twb. Pit&,-Or By '70?ZIZ _ Sheet 3 of 1-1/ YI ;�rs..'rgergireer, MARTMIMARTIN Title �/ }I /) Ii Date 03-0'Z -0 1 Job na. Subject ry D &1h,"146t ey T -7&X Sheet yof 7 7o T, e O ► `f a HIOL Q�,e _ 7 o C FS Avonbist.pzo TR-55 To and Tt TSRO SUBAREA COMPUTATION VERSION l.11 �� Date: O3/I2/99 VZ��G� �� vO0 User: Project � . County EAGLE State: CO Checked: Date: Subtitle: HISTORIC HYDROLOGY Subarea ¥I - O Flow Type 2 year Length Slope Surface o Area wp Velocity Time rain (ft) (ft/ft) code (eq/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet l.] 300 .28 E 0.203 Shallow Cooceot'd I750 .041 O 0.I49 0.066 Shallow Conceot'4 llOO ,0836 Time of Concentration = 0'35° Subarea #2 - P Flow Type 2 year Length Slope Surface o Area Wp Velocity Time rain (ft) (ft/ft) coda (sg/ft) (ft) (ft/sec) (bz) _______________________________________________________________________________ Sheet 1.3 308 ,I333 E 0.273 3balImv C000eot'd II00 ,0636 D 0.875 0.066 Shallow Conceot'4 llOO ,0836 Time of Concentration = 0.35+ Subarea #3 - Q Flow Type 2 year Length Slope Surface o Area wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (bz) _______________________________________________________________________________ Sheet I'] 300 'I833 2 0.241 Shallow C000eot'd I550 .0612 D 0.108 0.066 Shallow Conceot'4 llOO ,0836 Time of Concentration = 0.35° Subarea #4 - B Flow Type 2 year Length Slope Surface u Area Wp Velocity Time (ft/ft) rain (ft) (ft/ft) code (3g/ft) (ft) (ft/sec) (bz) _--__--_-__-________---_-__---___----_--_--_-__-----____--_-____---___----_--__ Sheet I'] IOO '52 E 0.026 0.066 Shallow Conceot'4 llOO ,0836 O 0.065 Time of Concentration = 0'13° TR-GS Tc and Tt T8BD SUBAREA COMPUTATION VERSION 1.11 Project VILLAGE AT AVON User: BEPP Date; 03/I2/99 County EAGLE State: CO Checked: Date: Subtitle: HISTORIC HYDROLOGY Subarea #5 - B Flow Type 2 year Length Slope Surface o Area wp Velocity Time rain (ft) (ft/ft) code (ag/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet I.] IOO ,3000 E 0.082 Shallow Couoeot'd 550 ,1363 D 0.026 Time of Concentration = O.lI° Page 1 Page 2 Avoobisc.pco -------------------------------- Subarea 46 - S ------------------------------- / ( Flow Type 2 year- Length Slope Surface n Area WP Velocity Time rain (ft) (ft/ft) code (sg/ft) (ft) (ft/sec) (bc) ------------------------------------------------------------------------------- Sheet 1.3 IOO .IOOO E 0.I27 Shallow Conoeot'd 5OO .I400 U 0.023 Time of Concentration = 0,I5° --- Sheet Flow Surface Codes --- A Smooth Surface F Grass, Dense --- Shallow Concentrated --- B Fallow (0o Res.) G Grass, Burmnda --- Surface Codes --- C Cultivated < 20 % Rea, 8 Woods, Light g Paved D Cultivated > 20 % Rea, I Woods, Dense D Unpaved B Grass-Range, Short Light 2 Paved D Cultivated x 2 Page 2 Av- 21.crn TR -55 TABULAR DISCHARGE METHOD VERSION 1.1_' Project THE VILLAGE AT AVON User: REPP Date: County EAGLE State: CO Checked: Date: Subtitle: DESIGN POINT 20 Total watershed area: 0.180 sq mi Rainfall type: II Frequency: 100 years -------------------- - - - - -- Subareas -------------------------- XII 0 Area(sq mi) 0.11 0.07 Rainfall(in) 2.5 2.5 Curve number 83 80 Runoff(in) 1.06 0.89 Tc (hrs) 0.39 0.35 (Used) 0.40 0.30 TimeToOutlet 0.00 0.00 Ia /P 0.16 0.20 Time Total ------- - - -- -- Subarea Contribution to Total Flow (cfs) ---- -- - - - - -- (hr) Flow XII 0 11.0 2 1 1 11.3 3 2 1 11.6 4 3 1 11.9 10 6 4 12.0 21 12 9 12.1 48 26 22 12.2 85 48 37 12..3 104P 65P 39P 12.4 92 64 28 12.5 67 49 18 12.6 48 35 13 12.7 36 26 10 12.8 28 20 8 13.0 19 13 6 13.2 15 10 5 13.4 12 8 4 13.6 11 7 4 13.8 9 6 3 14.0 9 6 3 14.3 8 5 3 14.6 7 5 2 15.0 6 4 2 15.5 6 4 2 16.0 5 3 2 16.5 5 3 2 17.0 5 3 2 17.5 4 3 1 18.0 3 2 1 19.0 3 2 1 20.0 3 2 1 22.0 3 2 1 26.0 0 0 0 P - Peak Flow 3 2 1 20.0 3 2 1 Page 1 yv- 20.orn 22.0 3 2 1 26. Page 2 Ac- 21.prn TR -55 TABULAR DISCHARGE METHOD VERSION 1.1= Project THE VILLAGE AT AVON User: REPP Date: County EAGLE State: CO Checked: Date: Subtitle: DESIGN POINT 21 Total watershed area: 0.030 sq mi Rainfall type: II Frequency: 100 years -------------------- - - - - -- Subareas -------------------------- P Area(sq mi) 0.03 Rainfall(in) 2.5 Curve number 80 Runoff(in) 0.89 Tc (hrs) 0.35 (Used) 0.30 TimeToOutlet 0.00 Ia /P 0.20 Time Total - ------ ------ Subarea Contribution to Total Flow (cfs) ------ - - - - -- (hr) Flow P 11.0 0 0 11.3 0 0 11.6 1 1 11.9 2 2 12.0 4 4 12.1 9 9 12.2 16 16 12.3 172 17P 12.4 12 12 12.5 8 8 12.6 6 6 12.7 4 4 12.8 3 3 13.0 2 2 13.2 2 2 13.4 2 2 13.6 2 2 13.8 1 1 14.0 1 1 14.3 1 1 14.6 1 1 15.0 1 1 15.5 1 1 16.0 1 1 16.5 1 1 17.0 1 1 17.5 1 1 18.0 1 1 19.0 1 1 20.0 0 0 22.0 0 0 26.0 0 0 P - Peak Flow .0 1 1 19.0 1 1 Page 1 20.0 0 0 22.0 0 0 26.0 0 0 P - Peak Fl Ac -2l crn Page 2 AV-22. orn TR -55 TABULAR DISCHARGE METHOD VERSION . Project THE VILLAGE AT AVON User: REPP Date: County EAGLE State: CO Checked: Date: Subtitle: DESIGN POINT 22 Total watershed area: 0.073 sq mi Rainfall type: II Frequency: 100 years -------------------- - - - - -- Subareas -------------------------- H Q Area(sq mi) 0.04 0.03 Rainfall(in) 2.5 2.5 Curve number 62 80 Runoff(in) 0.22 0.89 Tc (hrs) 0.35 0.34 (Used) 0.30 0.30 TimeToOutlet 0.00 0.00 Ia /P 0.49 0.20 Time Total ------- ------ Subarea Contribution to Total Flow (cfs) -- --- - - --- -- (hr) Flow H Q 11.0 0 0 0 11.3 0 0 0 11.6 1 0 1 11.9 2 0 2 12.0 5 0 5 12.1 11 0 11 12.2 19 1 18 12.3 22P 3P 19P 12.4 16 2 14 12.5 11 2 9 12.6 8 2 6 12.7 6 1 5 12.8 5 1 4 13.0 4 1 3 13.2 3 1 2 13.4 3 1 2 13.6 3 1 2 13.8 3 1 2 14.0 3 1 2 14.3 2 1 1 14.6 2 1 1 15.0 1 0 1 15.5 1 0 1 16.0 1 0 1 16.5 1 0 1 17.0 1 0 1 17.5 1 0 1 18.0 1 0 1 19.0 1 0 1 20.0 1 0 1 22.0 0 0 0 26.0 0 0 0 P - Peak Flow 1 0 1 20.0 1 0 1 Page 1 Av- 24.orn TABULAR HYDROGRAPH METHOD Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: County EAGLE State: CO Checked: Date: Subtitle: DESIGN POINT 24 Total watershed area: 0.149 sq mi Rainfall type: II Frequency: 100 years -------------------- - - - - -- Subareas -------------------------- I R Area(sq mi) 0.12 0.03 Rainfall(in) 2.5 2.5 Curve number 65 80 Runoff(in) 0.30 0.89 Tc (hrs) 0.40 0.11 (Used) 0.40 0.10 TimeToOutlet 0.00 0.00 Ia /P 0.43 0.20 Time Total ------- -- - - -- Subarea Contribution to Total Flow (cfs) ------ - - - - -- (hr) Flow I R 11.0 0 0 0 11.3 0 0 0 11.6 1 0 1 11.9 5 0 5 12.0 14 0 14 12.1 24P 2 22P 12.2 18 5 13 12.3 15 10 5 12.4 16 12P 4 12.5 14 11 3 12.6 12 9 3 12.7 9 7 2 12.8 8 6 2 13.0 7 5 2 13.2 5 4 1 13.4 4 3 1 13.6 4 3 1 13.8 4 3 1 14.0 4 3 1 14.3 3 2 1 14.6 3 2 1 15.0 3 2 1 15.5 3 2 1 16.0 3 2 1 16.5 3 2 1 17.0 2 1 1 17.5 2 1 1 18.0 1 1 0 19.0 1 1 0 20.0 1 1 0 22.0 1 1 0 26.0 0 0 0 P - Peak Flow Page 1 Av -23. orn TR -55 TABULAR DISCHARGE METHOD 'VERSION 1.11 Project THE VILLAGE AT AVON User: REPP Date: County EAGLE State: CO Checked: Date: Subtitle: DESIGN POINT 23 Total watershed area: 0.085 sq mi Rainfall type: II Frequency: 100 years -------------------- - - - - -- Subareas -------------------------- J S Area(sq mi) 0.07 0.02 Rainfall(in) 2.5 2.5 Curve number 70 80 Runoff(in) 0.46 0.89 Tc (hrs) 0.40 0.15 (Used) 0.40 0.20 TimeToOutlet 0.00 0.00 Ia /P 0.34 0.20 Time Total ------- - - - --- Subarea Contribution to Total Flow (cfs) -- ---- - - - --- (hr) Flow J S 11.0 0 0 0 11.3 0 0 0 11.6 0 0 0 11.9 2 0 2 12.0 6 1 5 12.1 13 3 10 12.2 19 7 12P 12.3 21P 13P 8 12.4 17 13 4 12.5 15 12 3 12.6 11 9 2 12.7 9 7 2 12.8 8 6 2 13.0 5 4 1 13.2 4 3 1 13.4 4 3 1 13.6 3 2 1 13.8 3 2 1 14.0 3 2 1 14.3 3 2 1 14.6 3 2 1 15.0 2 1 1 15.5 2 1 1 16.0 1 1 0 16.5 1 1 0 17.0 1 1 0 17.5 1 1 0 18.0 1 1 0 19.0 1 1 0 20.0 1 1 0 22.0 1 1 0 26.0 0 0 0 P - Peak Flow 1 1 0 20.0 1 1 0 Page 1 22.0 26. Av- 23 .nrn Page 2 251 . brn TABULAR HYDROGRAPH METHOD Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: County EAGLE State: CO Checked: Date: Subtitle: DESIGN POINT 20 Total watershed area: 0.180 sq mi Rainfall type: II Frequency: 25 years -------------------- - - - - -- Subareas -------------------------- XII 0 Area(sq mi) 0.11 0.07 Rainfall(in) 2.1 2.1 Curve number 83 80 Runoff(in) 0.76 0.62 Tc (hrs) 0.39 0.35 (Used) 0.40 0.30 TimeToOutlet 0.00 0.00 Ia /P 0.20 0.24 Time Total ------- - - - - -- Subarea Contribution to Total Flow (cfs) ------ - - - - -- (hr) Flow XII 0 11.0 1 1 0 11.3 1 1 0 11.6 3 2 1 11.9 6 4 2 12.0 12 7 5 12.1 30 16 14 12.2 57 32 25 12.3 71P 45P 26P 12.4 65 45 20 12.5 48 35 13 12.6 34 25 9 12.7 26 19 7 12.8 21 15 6 13.0 14 10 4 13.2 11 7 4 13.4 9 6 3 13.6 8 5 3 13.8 8 5 3 14.0 6 4 2 14.3 6 4 2 14.6 5 3 2 15.0 5 3 2 15.5 5 3 2 16.0 4 3 1 16.5 3 2 1 17.0 3 2 1 17.5 3 2 1 18.0 3 2 1 19.0 3 2 1 20.0 2 1 1 22.0 2 1 1 26.0 0 0 0 P - Peak Flow Page 1 252.prn TABULAR HYDROGRAPH METHOD Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: County EAGLE State: CO Checked: Date: Subtitle: DESIGN POINT 21 Total watershed area: 0.030 sq mi Rainfall type: II Frequency: 25 years -------------------- - - - - -- Subareas -------------------------- P Area(sq mi) 0.03 Rainfall(in) 2.1 Curve number 80 Runoff(in) 0.62 Tc (hrs) 0.35 (Used) 0.30 TimeToOutlet 0.00 Ia /P 0.24 Time Total ------- ------ Subarea Contribution to Total Flow (cfs) ----- - - - - - -- (hr) Flow P 11.0 0 0 11.3 0 0 11.6 0 0 11.9 1 1 12.0 2 2 12.1 6 6 12.2 11P 11P 12.3 11 11 12.4 9 9 12.5 6 6 12.6 4 4 12.7 3 3 12.8 2 2 13.0 2 2 13.2 2 2 13.4 1 1 13.6 1 1 13.8 1 1 14.0 1 1 14.3 1 1 14.6 1 1 15.0 1 1 15.5 1 1 16.0 1 1 16.5 1 1 17.0 1 1 17.5 0 0 18.0 0 0 19.0 0 0 20.0 0 0 22.0 0 0 26.0 0 0 P - Peak Flow Page 1 253.cr. ^. TABULAR HYDROGRAPH METHOD Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: County EAGLE State: CO Checked: Date: Subtitle: DESIGN POINT 22 Total watershed area: 0.073 sq mi Rainfall type: II Frequency: 25 years -------------------- - - - - -- Subareas -------------------------- H Q Area(sq mi) 0.04 0.03 Rainfall(in) 2.1 2.1 Curve number 62 80 Runoff(in) 0.11 0.62 Tc (hrs) 0.35 0.34 (Used) 0.30 0.30 TimeToOutlet 0.00 0.00 Ia /P 0.58 0.24 (Used) 0.50 0.24 Time Total ---- -- ------- Subarea Contribution to Total Flow (cfs) ------ - - - - -- (hr) Flow H Q 11.0 0 0 0 11.3 0 0 0 11.6 0 0 0 11.9 1 0 1 12.0 3 0 3 12.1 7 0 7 12.2 13 1P 12 12.3 14P 1 13P 12.4 11 1 10 12.5 7 1 6 12.6 6 1 5 12.7 5 1 4 12.8 4 1 3 13.0 2 0 2 13.2 2 0 2 13.4 2 0 2 13.6 1 0 1 13.8 1 0 1 14.0 1 0 1 14.3 1 0 1 14.6 1 0 1 15.0 1 0 1 15.5 1 0 1 16.0 1 0 1 16.5 1 0 1 17.0 1 0 1 17.5 1 0 1 18.0 1 0 1 19.0 0 0 0 20.0 0 0 0 22.0 0 0 0 26.0 0 0 0 P - Peak Flow Page 1 255.orn TABULAR HYDROGRAPH METHOD Version 2.171 Project THE VILLAGE AT AVON User: REPP Date: County EAGLE State: CO Checked: Date: Subtitle: DESIGN POINT 24 Total watershed area: 0.149 sq mi Rainfall type: II Frequency: 100 years -------------------- - - - - -- Subareas -------------------------- I R Area(sq mi) 0.12 0.03 Rainfall(in) 2.5 2.5 Curve number 65 80 Runoff(in) 0.30 0.89 Tc (hrs) 0.40 0.11 (Used) 0.40 0.10 TimeToOutlet 0.00 0.00 Ia /P 0.43 0.20 Time Total ------- - - - - -- Subarea Contribution to Total Flow (cfs) ------ - - - - -- (hr) Flow I R 11.0 0 0 0 11.3 0 0 0 11.6 1 0 1 11.9 5 0 5 12.0 14 0 14 12.1 24P 2 22P 12.2 18 5 13 12.3 15 10 5 12.4 16 12P 4 12.5 14 11 3 12.6 12 9 3 12.7 9 7 2 12.8 8 6 2 13.0 7 5 2 13.2 5 4 1 13.4 4 3 1 13.6 4 3 1 13.8 4 3 1 14.0 4 3 1 14.3 3 2 1 14.6 3 2 1 15.0 3 2 1 15.5 3 2 1 16.0 3 2 1 16.5 3 2 1 17.0 2 1 1 17.5 2 1 1 18.0 1 1 0 19.0 1 1 0 20.0 1 1 0 22.0 1 1 0 26.0 0 0 0 P - Peak Flow Page 1 255 5.prn TABULAR HYDROGRAPH METHOD Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: County EAGLE State: CO Checked: Date: Subtitle: DESIGN POINT 24 Total watershed area: 0.149 sq mi Rainfall type: II Frequency: 25 years -------------------- - - - - -- Subareas -------------------------- I R Area(sq mi) 0.12 0.03 Rainfall(in) 2.1 2.1 Curve number 65 80 Runoff(in) 0.16 0.62 Tc (hrs) 0.40 0.11 (Used) 0.40 0.10 TimeToOutlet 0.00 0.00 Ia /P 0.51 0.24 (Used) 0.50 0.24 Time Total ------- - -- - -- Subarea Contribution to Total Flow (cfs) --- --- - - - - -- (hr) Flow I R 11.0 0 0 0 11.3 0 0 0 11.6 0 0 0 11.9 3 0 3 12.0 9 0 9 12.1 15P 0 15P 12.2 10 1 9 12.3 6 3 3 12.4 8 5P 3 12.5 7 5 2 12.6 6 4 2 12.7 6 4 2 12.8 4 3 1 13.0 4 3 1 13.2 3 2 1 13.4 3 2 1 13.6 3 2 1 13.8 3 2 1 14.0 3 2 1 14.3 2 1 1 14.6 2 1 1 15.0 2 1 1 15.5 2 1 1 16.0 1 1 0 16.5 1 1 0 17.0 1 1 0 17.5 1 1 0 18.0 1 1 0 19.0 1 1 0 20.0 1 1 0 22.0 1 1 0 26.0 0 0 0 P - Peak Flow Page 1 / � Title ~ "� /; LL i�Jjr lff /4%4� Date / ^,�rs..'rg E ^y;reers `� `( ` 0 Job no. Subject I ST STOif V % S! 7 By 7i2 tL sheet of q� 41 Pty 0, 00 Z SNVVT R111' ZV4 - C Sit s�t�tT z z,' 69 lµAA. pjpW tl. � 6gfrr�s' ti /o -- - -- 1490 4WLO ,00 stint � .. i 0to� plot - -- - - - -- ------ - - -_ -- .t ._.. T. _. _�___..__--- •_- __.. -_. -.- _ _- ._ .. __- do, or ��-vs.pro TIME OF CONCENTRATION AND TRAVEL TIME Version 2.13 � Project THE VILLAGE AT AVON User: REpP Date: 83-I4-200l County EAGLE State: CO Checked: Dace: Subtitle; WEST STORM SITE Subarea #I - RI Flow Type 2 year Length Slope Surface o Area Wp Velocity Time rain (ft) (ft/ft) code (sg/ft) (ft) (ft/sec) (hr) _______________________________________________________________________________ Sheet 1.3 ]OU .02 8 0.076 Shallow Conoaot'd 50 ,0I25 P 0.006 .02 8 0.256 Time of Concentration = 0'08° Subarea #2 - Al Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (og/ft) (ft) (ft/sec) (bc) _______________________________________________________________________________ Sheet 1.3 80 .45 E 8.062 Open Channel 360 2 0.050 Time of Concentration = 8'II+ open Channel 430 2 0.060 Travel Time = 0'86° ------------------------------- Subarea #3 - A2 ------------------------------- � Flow Type 2 year Length Slope Surface n Area Wp Velocity Time - rain (ft) (ft/ft) code (eg/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet I'3 IOO .02 8 0.256 open Channel 430 2 0.060 Time of Concentration = 0.32* open Channel lGO 2 0.021 Open Channel 735 2'8 0.073 Travel Time = O.Oy° TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10 Project ; THE VILLAGE AT AVON User: REPg Date: 03-I4-200I County EAGLE State: CO Checked: Date: Subtitle: WEST STORM SITE Subarea #4 - &6 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (ag/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet l.] 220 .04I A 0.045 Open Channel 450 3,5 0.036 Time of Concentration = 0.08° Open Channel 40 2 0.006 Travel Time = O.Ol* Page 1 Av- ws.orn Subarea #5 - A5 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 15 .02 A 0.007 Open Channel 400 4.5 0.025 Time of Concentration = 0.03* Subarea #6 - A4 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 150 .026 A 0.039 Open Channel 400 4.5 0.025 Time of Concentration = 0.06* Subarea #7 - A15 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 50 .06 E 0.095 Open Channel 250 4 0.017 Time of Concentration = 0.11* Open Channel 80 2 0.011 open Channel p 120 2 0.017 Travel Time = 0.03* - -- 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 Page 2 Av- st9.prn TABULAR HYDROGRAPH METHOD Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 03 -14 -200 County EAGLE State: CO Checked: Date: Subtitle: WEST SITE STORM SEWER Total watershed area: 0.024 sq mi Rainfall type: II Frequency: 100 years -------------------- - - - - -- Subareas -------------------------- Rl Al A2 A6 A5 A4 A15 Area(sq mi) 0.01 0.00 0.00 0.01 0.00 0.00 0.00 Rainfall(in) 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Curve number 92 69 92 92 92 92 92 Runoff(in) 1.69 0.42 1.69 1.69 1.69 1.69 1.69 Tc (hrs) 0.08 0.11 0.32 0.08 0.03 0.06 0.11 (Used) 0.10 0.10 0.30 0.10 0.10 0.10 0.10 TimeToOutlet 0.18 0.12 0.03 0.03 0.03 0.03 0.00 (Used) 0.20 0.10 0.00 0.00 0.00 0.00 0.00 Ia /P 0.07 0.36 0.07 0.07 0.07 0.07 0.07 (Used) 0.10 0.36 0.10 0.10 0.10 0.10 0.10 Time Total ---- --- ------ Subarea Contribution to Total Flow (cfs) --- --- - - ---- (hr) Flow R1 Al A2 A6 A5 A4 A15 11.0 0 0 0 0 0 0 0 0 11.3 0 0 0 0 0 0 0 0 11.6 1 0 0 0 1 0 0 0 11.9 9 1 0 1 3 2 1 1 12.0 16 1 0 1 7 3 2 2 12.1 25P 2 0 2 lop 5P 3P 3P 12.2 21 4 1P 3P 6 3 2 2 12.3 15 7P 0 3 2 1 1 1 12.4 11 7 0 2 1 1 0 0 12.5 8 5 0 1 1 1 0 0 12.6 6 3 0 1 1 1 0 0 12.7 4 2 0 1 1 0 0 0 12.8 4 2 0 1 1 0 0 0 13.0 2 1 0 0 1 0 0 0 13.2 2 1 0 0 1 0 0 0 13.4 2 1 0 0 1 0 0 0 13.6 1 1 0 0 0 0 0 0 13.8 0 0 0 0 0 0 0 0 14.0 0 0 0 0 0 0 0 0 14.3 0 0 0 0 0 0 0 0 14.6 0 0 0 0 0 0 0 0 15.0 0 0 0 0 0 0 0 0 15.5 0 0 0 0 0 0 0 0 16.0 0 0 0 0 0 0 0 0 16.5 0 0 0 0 0 0 0 0 17.0 0 0 0 0 0 0 0 0 17.5 0 0 0 0 0 0 0 0 18.0 0 0 0 0 0 0 0 0 19.0 0 0 0 0 0 0 0 0 20.0 0 0 0 0 0 0 0 0 22.0 0 0 0 0 0 0 0 0 26.0 0 0 0 0 0 0 0 0 P - Peak Flow Page 1 9 0 r TABULAR HYDROGRAPH METHOD Version 2.10 Project THE VILLAGE AT AVON User: REP? Date: 03 -14 -200 County EAGLE State: CO Checked: Date: Subtitle: WEST SITE STORM SEWER Total watershed area: 0.024 sq mi Rainfall type: II Frequency: 25 years -------------------- - - - - -- Subareas -------------------------- R1 Al A2 A6 A5 A4 A15 Area(sq mi) 0.01 0.00 0.00 0.01 0.00 0.00 0.00 Rainfall(in) 2.1 2.1 2.1 2.1 2.1 2.1 2.1 Curve number 92 69 92 92 92 92 92 Runoff(in) 1.33 0.25 1.33 1.33 1.33 1.33 1.33 Tc (hrs) 0.08 0.11 0.32 0.08 0.03 0.06 0.11 (Used) 0.10 0.10 0.30 0.10 0.10 0.10 0.10 TimeToOutlet 0.18 0.12 0.03 0.03 0.03 0.03 0.00 (Used) 0.20 0.10 0.00 0.00 0.00 0.00 0.00 Ia /P 0.08 0.43 0.08 0.08 0.08 0.08 0.08 (Used) 0.10 0.43 0.10 0.10 0.10 0.10 0.10 Time Total ------ - - - - --- Subarea Contribution to Total Flow (cfs) ------ - - - - -- (hr) Flow Rl Al A2 A6 A5 A4 A15 11.0 0 0 -0P 0 0 0 0 0 11.3 0 0 0 0 0 0 0 0 11.6 0 0 0 0 0 0 0 0 11.9 6 0 0 0 3 1 1 1 12.0 13 1 0 1 5 3 2 1 12.1 21P 2 0 2 8P '4P 3P A-TP 12.2 17 3 0 l3P 5 3 2 1 12.3 13 �6P 0 3 2 1 1 0 12.4 10 6 0 2 1 1 0 0 12.5 6 4 0 1 1 0 0 0 12.6 4 2 0 1. 1 0 0 0 12.7 4 2 0 1 1 0 0 0 12.8 2 1 0 0 1 0 0 0 13.0 2 1 0 0 1 0 0 0 13.2 1 1 0 0 0 0 0 0 13.4 0 0 0 0 0 0 0 0 13.6 0 0 0 0 0 0 0 0 13.8 0 0 0 0 0 0 0 0 14.0 0 0 0 0 0 0 0 0 14.3 0 0 0 0 0 0 0 0 14.6 0 0 0 0 0 0 0 0 15.0 0 0 0 0 0 0 0 0 15.5 0 0 0 0 0 0 0 0 16.0 0 0 0 0 0 0 0 0 16.5 0 0 0 0 0 0 0 0 17.0 0 0 0 0 0 0 0 0 17.5 0 0 0 0 0 0 0 0 18.0 0 0 0 0 0 0 0 0 19.0 0 0 0 0 0 0 0. 0 20.0 0 0 0 0 0 0 0 0 22.0 0 0 0 0 0 0 0 0 26.0 0 0 0 0 0 0 0 0 P - Peak Flow Page 1 Scenario: Base WI-7 mm WI -1 Title: THE VILLAGE AT AVON Project Engineer: GARY THOMAS g: \haynes\ 14587_02 \drainage \stormcad \w - site.stm Martin & Martin StormCAD v4.1.1 [4.2014] 06/02/01 05:08:14 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 Scenario: Base WEST SITE STORM Label Upstrearr Node Downstrearr Node Length (ft) Section Size Full Capacity (cfs) Velocity in (ft/s) Velocity Out (ft/s) Average Velocity (ft/s) Maximu rT Velocity (ft/s) Hydra uli Grade Line In (ft) Hydrauli Grade Line Out (ft) pstrearr Ground Elevation (ft) Downstrearr Ground Elevation (ft) Upstream Invert Elevation (ft) P -1 WI -1 W -1 29.00 18 inch 10.50 4.58 3.84 4.21 15.00 7,547.44 7,547.21 7,551.05 7,551.27 7,547.00 P -2 W -1 W -2 77.00 18 inch 10.50 4.58 4.58 4.58 15.00 7,546.95 7,546.18 7,551.27 7,551.27 7,546.51 P -3 W -2 W -3 199.00 18 inch 10.50 4.58 3.16 3.87 15.00 7,545.98 7,544.13 7,551.27 7,551.27 7,545.54 P -16 WI -9 W -3 18.00 18 inch 10.50 4.58 4.58 4.58 15.00 7,546.49 7,546.31 7,551.05 7,551.27 7,546.05 P -15 WI -8 W-4 20.00 18 inch 10.50 4.58 4.58 4.58 15.00 7,545.49 7,545.29 7,551.05 7,551.27 7,545.05 P-4 W -3 W-4 201.00 18 inch 10.24 5.44 3.94 4.69 15.00 7,543.90 7,542.18 7,551.27 7,551.27 7,543.25 P -14 WI -7 W -5 19.00 18 inch 10.50 4.58 4.58 4.58 15.00 7,543.73 7,54154 7,551.05 7,551.29 7,543.29 P -5 W-4 W -5 186.00 21 inch 15.76 6.11 2.49 4.30 15.00 7,541.89 7,541.29 7,551.27 7,551.29 7,541.14 P -10 WI -3 WI-4 48.00 24 inch 48.10 12.09 3.18 7.63 15.00 7,524.56 7,523.94 7,528.44 7,526.00 7,523.94 P -13 WI -6 W-6 152.00 21 inch 22.52 6.51 6.51 6.51 15.00 7,541.43 7,538.36 7,547.00 7,549.37 7,541.00 P-6 W -5 W-6 117.00 21 inch 33.31 11.38 3.33 7.35 15.00 7,539.68 7,535.77 7,551.29 7,549.37 7,539.10 P -11 WI-4 WI -13 71.00 24 inch 22.62 4.77 4.77 4.77 15.00 7,523.73 7,523.41 7,526.00 7,529.00 7,521.57 P -17 W-6 W -7 350.00 21 inch 24.44 9.89 9.89 9.89 15.00 7,534.55 7,526.22 7,549.37 7,542.67 7,533.73 P -12 WI -13 W -8 48.00 24 inch 24.43 5.09 5.09 5.09 15.00 7,523.21 7,522.97 7,529.00 7,532.00 7,520.66 P -18 W -7 W -8 409.00 21 inch 17.69 7.75 4.57 6.16 15.00 7,526.20 7,522.97 7,542.67 7,532.00 7,525.20 P -8 W -8 0-1 96.00 24 inch 24.21 8.591 8.751 8.671 15.0017,522.2717,520.9017,532.001 7,517.00 7,520.10 Title: THE VILLAGE AT AVON Project Engineer: GARY THOMAS g:\haynes\ 14587_02 \drainage \stormcad \w - site.stm Martin & Martin StormCAD v4.1.1 [4.2014] 06/02/01 04:57:16 PM 0 Haestad Methods, inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 2 Scenario: Base WEST SITE STORM ownstrea rr Invert Elevation (ft) Downstrea rr Cover (ft) Upstream Cover (ft) on structec Slope (ft/ft) Energy Slope (ft/ft) Material Mannings n System Known Flow (cfs) 7,546.71 3.06 2.55 0.010000 ).011251 Concret 0.013 2.00 7,545.74 4.03 3.26 0.010000 ).010000 Concret 0.013 2.00 7,543.55 6.22 4.23 0.010000 ).010164 Concret ( 0.013 2.00 7,545.87 3.90 3.50 0.010000 ).010000 Concreti 0.013 2.00 7,544.85 4.92 4.50 0.010000 ).010000 Concret ( 0.013 2.00 7,541.34 8.43 6.52 0.009502 ).009658 Concret ( 0.013 4.00 7,543.10 6.69 6.26 0.010000 ).010000 Concretc 0.013 2.00 7,539.30 10.24 8.38 0.009892 ).005790 Concret ( 0.013 6.00 7,521.77 2.23 2.50 0.045208 ).056938 Concret ( 0.013 10.00 7,537.93 9.69 4.25 0.020197 ).020197 Concret ( 0.013 3.00 7,533.93 13.69 10.44 0.044188 ).049191 Concret ( 0.013 8.00 7,520.86 6.14 2.43 0.010000 ).004397 Concret 0.013 5.00 7,525.40 15.52 13.89 0.023800 ).023800 Concret 0.013 11.00 7,520.10 9.90 6.34 0.011667 ).005003 Concret 0.013 6.00 7,520.10 10.15 15.72 0.012469 ).009379 Concret 0.013 11.00 7,519.00 -4.001 9.901 0.011458 ).013815 Concret 0.0131 17.00 Title: THE VILLAGE AT AVON Project Engineer: GARY THOMAS g: \haynes\ 14587_02 \drainage\stormcad \w - site.stm Martin & Martin StormCAD v4.1.1 [4.2014] 06/02/01 04:57:16 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 2 of 2 Scenario: Base >>>> Info: Subsurface Analysis iterations: 1 »» Info: Convergence was achieved. Gravity subnetwork discharging at: 0 -1 »» Info: Loading and hydraulic computations completed successfully. »» Warning: 0 -1 Pipe crown is above structure. »» Warning: P -8 Pipe fails minimum cover constraint. »» Warning: 2-8 Pipe discharge is above full flow capacity. »» Warning: P -17 Pipe fails maximum cover constraint. »» Warning: P -18 Pipe fails maximum cover constraint. CALCULATION SUMMARY FOR SURFACE NETWORKS I Label I Inlet i Inlet I Total ( Total I Capture I Gutter I Gutter I I of Type Shape I ( System I Intercepted ( Bypassed I Efficiency I Spread I Depth I I I ( I I ( (ft /s) I Flow I Flow I (g) I (ft) I (ft) I I I I (cfs) I I (ft) I 1------- I (cfs) I (cfs) I I I-------- I---------- inch I I I I --- - - - - - I I- ------ I--------------- I WI -13 I Generic Inlet I---------------------- I Generic Default I------------- 100% 1 0.00 I- --------- I 0.00 I------------ ( 100.0 1 0.00 1 0.00 1 I WI -4 I' Generic Inlet ( Generic Default 100% I 0.00 I 0.00 I 100.0 1 0.00 1 0.00 1 I WI -3 I Generic Inlet ( Generic Default 100% I 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1 I WI -1 1 Generic Inlet ( Generic Default 100% I 0.00 1 0.00 I 100.0 1 0.00 1 0.00 1 1 WI -6 I Generic Inlet I Generic Default 100% I 0.00 1 0.00 I 100.0 1 0.00 1 0.00 1 I WI -7 I Generic Inlet I Generic Default 100% I 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1 1 WI -8 I Generic Inlet I Generic Default 100% 1 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1 1 WI -9 -------------------------------------------------------------------------------------------------- I Generic Inlet I Generic Default 100% 1 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1 - - - - -- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0 -1 I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I I I of I Size i Shape I (ft) I System I Velocity 1 Grade I Grade I 1 I Sections I I ( I Flow ( (ft /s) I Upstream I Downstream I I I I I I I (cfs) I I (ft) I 1------- (ft) I - - - - -I 1------- I P -8 I---------- 1 1 I--------- 1 24 I---------- inch I I-------- Circular I I-------- 96.00 1 27.00 I---------- 1 8.67 I----------- 1 7,522.27 1 7,520.90 1 1 P -18 1 1 1 21 inch I Circular 1 409.00 1 11.00 1 6.16 1 7,526.20 1 7,522.97 1 1 P -12 1 1 1 24 inch I Circular i 48.00 1 16.00 1 5.09 1 7,523.21 1 7,522.97 1 1 P -17 1 1 1 21 inch I Circular 1 350.00 1 11.00 1 9.89 1 7,534.55 1 7,526.22 1 P -11 I 1 1 24 inch I Circular I 71.00 1 15.00 1 4.77 1 7,523.73 1 7,523.41 1 P -6 1 1 1 21 inch I Circular 1 117.00 ( 8.00 1 7.35 1 7,539.68 1 7,535.77 1 i P -13 I 1 1 21 inch ( Circular 1 152.00 I 3.00 1 6.51 1 7,541.43 1 7,538.36 1 I P -10 I 1 1 24 inch I Circular I 48.00 1 10.00 1 7.63 1 7,524.56 1 7,523.94 1 I P -5 ( 1 1 21 inch 1 Circular 1 186.00 1 6.00 1 4.30 1 7,541.89 1 7,541.29 1 I P -14 1 1 1 18 inch I Circular ( 19.00 1 2.00 1 4.58 1 7,543.73 1 7,543.54 1 1 P -4 I 1 1 18 inch I Circular 1 201.00 1 4.00 1 4.69 1 7,543.90 1 7,542.18 1 1 P -15 1 1 1 18 inch I Circular 1 20.00 1 2.00 1 4.58 I 7,545.49 1 7,545.29 1 I P -16 1 1 1 18 inch I Circular 1 18.00 1 2.00 1 4.58 1 7,546.49 1 7,546.31 1 P -3 1 1 1 18 inch I Circular 1 199.00 1 2.00 1 3.87 1 7,545.98 1 7,544.13 1 I P -2 1 1 1 18 inch I Circular 1 77.00 I 2.00 1 4.58 1 7,546.95 1 7,546.18 1 1 P -1 ----------------------------------------------------------------------------------------- I 1 1 18 inch I Circular 1 29.00 I 2.00 1 4.21 1 7,547.44 1 7,547.21 1 - - - --- I Label I Total I Ground I Hydraulic I Hydraulic I I I System I Elevation 1 Grade I Grade I I Flow I (ft) I Line In I Line Out I I I (cfs) I I (ft) I (ft) I Title: THE VILLAGE AT AVON Project Engineer: GARY THOMAS g:\haynes\ 14587 -02 \drainage \stormcad \w - site.stm Martin & Martin StormCAD v4.1.1 [4.2014] 06/02/01 04:57:26 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 2 I------- I 0-1 1 -------- I 27.00 1 ----------- I 7,517.00 1 ----------- I 7,520.00 1 ------ - - - - - I 7,520.00 1 l W -8 1 27.00 1 7,532.00 1 7,522.97 1 7,522.27 1 i W -7 1 11.00 1 7,542.67 1 7,526.20 1 7,526.20 1 1 WI -13 1 16.00 1 7,529.00 1 7,523.41 1 7,523.21 1 1 W -6 1 11.00 1 7,549.37 1 7,535.77 1 7,534.55 1 1 WI -4 1 15.00 1 7,526.00 1 7,523.94 1 7,523.73 1 1 W -5 1 8.00 1 7,551.29 1 7,541.29 1 7,539.68 1 1 WI -6 1 3.00 1 7,547.00 1 7,541.76 1 7,541.43 1 1 WI -3 1 10.00 1 7,528.44 1 7,525.69 1 7,524.56 1 W -4 1 6.00 1 7,551.27 1 7,542.18 1 7,541.89 1 1 WI -7 1 2.00 1 7,551.05 1 7,543.90 1 7,543.73 1 i W -3 1 4.00 1 7,551.27 1 7,544.13 1 7,543.90 1 WI -8 1 2.00 1 7,551.05 1 7,545.66 1 7,545.49 I I WI -9 1 2.00 1 7,551.05 1 7,546.66 1 7,546.49 1 I W -2 1 2.00 1 7,551.27 1 7,546.18 1 7,545.98 1 1 W -1 1 2.00 1 7,551.27 1 7,547.21 1 7,546.95 1 1 WI -1 1 ------------------------------------------------ 2.00 1 7,551.05 1 7,547.61 1 7,547.44 1 - - - - -- Completed: 06/02/2001 04:56:09 PM Title: THE VILLAGE AT AVON Project Engineer: GARY THOMAS g: \haynes\ 14587_02 \drainage \stormcad \w - site.stm Martin & Martin StormCAD v4.1.1 [4.2014] 06/02/01 04:57:26 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 2 of 2 < � i \\ m 5A= <> =E / ) °! 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Av- es.prn TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 03 -14 -2001 County EAGLE State: CO Checked: Date: Subtitle: EAST STORM Subarea #1 - A10 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 90 .45 E 0.068 Open Channel 140 2.3 0.017 Open Channel 170 2.0 0.024 Time of Concentration = 0.11* Open Channel 490 2 0.068 Travel Time = 0.07* Subarea #2 - R2 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 125 .02 A 0.038 Open Channel 360 2 0.050 Time of Concentration = 0.09* ------------------------ - - - - -- Subarea #3 - All ------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 250 .24 E 0.197 Time of Concentration = 0.20* Open Channel 400 2 0.056 Travel Time = 0.06* Subarea #4 - R3 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 125 .02 A 0.038 Open Channel 465 2 0.065 Time of Concentration = 0.10* TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 03 -14 -2001 County EAGLE State: CO Checked: Date: Subtitle: EAST STORM ------------------------- - - - - -- Subarea #5 - P8 ------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time Page 1 Open Channel 360 2 0.050 Travel Time ~ 0.05° Subarea #6 - 26 Flow Type 2 year Length Slope Surface o Area wp Velocity Time rain (ft) (ft/ft) code (sg/ft) (ft) (ft/sec) (bc) --_____-------__-_-__-_____-__-___-_--_______-_-_--__-___-_-_--_--_-__-__--_--_ Sheet 1.3 270 .033 E 0.464 Open Channel IOO � 2 0,0I4 Time of Concentration ~ 0.48^ Subarea #7 - Al2 Flow Typo 2 year Length Slope Surface Av-es.pzo Time rain (f t) (f t/f t) code (sq/f t) (f t) (f t/aec) (hz) ( ------------------------------------------------------------------------------- ` Sheet 1.3 225 .3I E 0.164 Shallow Couoeot'd 260 .0308 U 0.026 Open Channel 400 1.5 0.074 Open Channel 80 2 0.011 Time of Concentration = 0.27* Open Channel 360 2 0.050 Travel Time ~ 0.05° Subarea #6 - 26 Flow Type 2 year Length Slope Surface o Area wp Velocity Time rain (ft) (ft/ft) code (sg/ft) (ft) (ft/sec) (bc) --_____-------__-_-__-_____-__-___-_--_______-_-_--__-___-_-_--_--_-__-__--_--_ Sheet 1.3 270 .033 E 0.464 Open Channel IOO � 2 0,0I4 Time of Concentration ~ 0.48^ Subarea #7 - Al2 Flow Typo 2 year Length Slope Surface o Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (bz) ------------------------------------------------------------------------------- Sheet 1.3 15 '02 A 0,007 Open Channel 420 2'5 0.047 Open Channel 20 2 0.003 Time of Concentration = 0.06° Subarea #8 - P7 Flow Type 2 year Length Slope Surface o Area wp Velocity Time rain (ft) (ft/ft) coda (aq/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 1'3 I60 ,033 A 0.038 open Channel 290 2.5 0.032 Time of Concentration ~ 0.07° Open Channel 360 2 0.050 Travel Time = 0'05° Subarea #9 - Pl Flow Type 2 year Length Slope Surface o Area wp Velocity Time rain (ft) (ft/ft) code (ag/ft) (ft) (ft/sec) (bz) ------------------------------------------------------------------------------- Sheet 1.3 300 '033 A 0'062 Open Channel 270 75 3.75 O . O2O Ogeo Channel 480 l I33 0.133 Time of Concentration ~ 0'22* �� Page 2 Av- es.prn TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 03 -14 -2001 County EAGLE State: CO Checked: Date: Subtitle: EAST STORM Subarea #10 - 22 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 300 .033 A 0.062 Open Channel 270 3.75 0.020 Open Channel 30 2 0.004 Time of Concentration = 0.09* open Channel p 130 2 0.018 Travel Time = 0.02* - -- 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 Page 3 es2'. - Tz--.BULAR ,._DR.OGRAPH METHOD Vers_ .. _. _. Project THE VILLAGE AT AVON User: REPP Date: 03 -14 -20 O1 County EAGLE State: CO Checked: Date: Subtitle: EAST SITE STORM Total watershed area: 0.042 sq mi Rainfall type: II Frequency: 100 years -------------------- - - - - -- Subareas -------------------------- A10 R2 All R3 28 Area(sq mi) 0.00 0.00 0.00 0.00 0.01 Rainfall(in) 2.5 2.5 2.5 2.5 2.5 Curve number 92 1.69 92 1.69 69 0.42 92 1.69 92 1.69 Runoff(in) Tc (hrs) 0.11 0.09 0.20 0.10 0.27 (Used) 0.10 0.10 0.20 0.10 0.20 TimeToOutlet 0.18 0.18 0.12 0.12 0.07 (Used) 0.20 0.20 0.10 0.10 0.10 Ia /P 0.07 0.07 0.36 0.07 0.07 (Used) 0.10 0.10 0.36 0.10 0.10 Time Total --- --- - -- - - -- Subarea Contribution to Total Flow (cfs) ----- - - -- -- (hr) Flow A10 R2 All R3 P8 11.0 0 0 0 0 0 0 0 11.3 1 0 0 0 0 0 1 11.6 3 0 0 0 1 11.9 10 0 0 0 0 12.0 22 0 0 0 1 3 12.1 39 1 1 0 2 6 12.2 41P 1 1 1P 3P 10 12.3 32 22 2P 1 2 12P 12.4 23 2 2 1 1 10 12.5 18 2 2 1 1 6 12.6 11 1 1 0 1 4 3 12.7 9 1 1 0 0 2 12.8 7 1 1 0 0 13.0 4 0 0 0 0 1 13.2 3 0 0 0 0 1 13.4 3 0 0 0 0 1 13.6 2 0 0 0 0 1 1 13.8 2 0 0 0 0 1 14.0 2 0 0 0 0 1 14.3 2 0 0 0 0 0 1 14.6 2 0 0 0 0 1 15.0 2 0 0 0 0 15.5 0 0 0 0 0 0 16.0 0 0 0 0 0 16.5 0 0 0 0 0 0 17.0 0 0 0 0 0 0 0 17.5 0 0 0 0 0 0 18.0 0 0 0 0 0 0 19.0 0 0 0 0 0 0 0 20.0 0 0 0 0 0 22.0 0 0 0 0 0 0 26.0 0 0 0 0 0 P - Peak Flow Page 1 P - Peak Flow Page 2 ..". -es2 r^ "ABUL:.R H'�DRCGRAP.. "177HOD 0 Project THE VILLAGE AT AVON User: REPP Date: 03 -14 -20 O1 County EAGLE State: CO Checked: Date: Subtitle: EAST SITE STORM Continuation of subarea information -------------------- - - - - -- Subareas -------------------------- P6 Al2 P7 21 P2 Area(sq mi) 0.00 0.00 0.00 0.01 0.01 Rainfall(in) 2.5 2.5 2.5 2.5 2.5 Curve number 92 92 92 92 92 Runoff(in) 1.69 1.69 1.69 1.69 1.69 Tc (hrs) 0.48 0.06 0.07 0.22 0.09 (Used) 0.50 0.10 0.10 0.20 0.10 TimeToOutlet 0.07 0.07 0.02 0.02 0.00 (Used) 0.10 0.00 0.00 0.00 0.00 Ia /P 0.07 0.07 0.07 0.07 0.07 (Used) 0.10 0.10 0.10 0.10 0.10 Time -- --- -- --- - -- Subarea Contribution to Total Flow (cfs) ----- -- - - -- (hr) 26 Al2 P7 P1 PZ 11.0 0 0 0 0 0 11.3 0 0 0 1 0 11.6 0 0 0 1 1 11.9 0 1 1 4 3 12.0 0 2 2 7 7 12.1 0 3P 3P 13 lop ` 12.2 1 2 2 14P 6 12.3 1 1 1 8 2 12.4 2P 0 0 4 1 12.5 2 0 0 3 1 12.6 1 0 0 2 1 12.7 1 0 0 2 1 12.8 1 0 0 1 1 13.0 1 0 0 1 1 13.2 0 0 0 1 1 13.4 0 0 0 1 1 13.6 0 0 0 1 0 13.8 0 0 0 1 0 14.0 0 0 0 1 0 14.3 0 0 0 1 0 14.6 0 0 0 1 0 15.0 0 0 0 1 0 15.5 0 0 0 0 0 16.0 0 0 0 0 0 16.5 0 0 0 0 0 17.0 0 0 0 0 0 17.5 0 0 0 0 0 18.0 0 0 0 0 0 19.0 0 0 0 0 0 20.0 0 0 0 0 0 22.0 0 0 0 0 0 26.0 0 0 0 0 0 P - Peak Flow Page 2 P - Peak Flow Page 1 ABUL,�.R ..:DROGRA :PH %?E_ OD ,ers_:. -- _. -- Project THE VILLAGE AT AVON User: REP? Date: 03 -14 -20 01 County EAGLE State: CO Checked: Date: Subtitle: EAST SITE STORM Total watershed area: 0.042 sq mi Rainfall type: II Frequency: 25 years -------------------- - - - - -- Subareas -------------------------- A10 R2 All R3 28 Area(sq mi) 0.00 0.00 0.00 0.00 0.01 Rainfall(in) 2.1 2.1 2.1 2.1 2.1 Curve number 92 92 61 92 92 Runoff(in) 1.33 1.33 0.09 1.33 1.33 Tc (hrs) 0.11 0.09 0.20 0.10 0.27 (Used) 0.10 0.10 0.20 0.10 0.20 TimeToOutlet 0.18 0.18 0.12 0.12 0.07 (Used) 0.20 0.20 0.10 0.10 0.10 Ia /P 0.08 0.08 0.61 0.08 0.08 (Used) 0.10 0.10 0.50 0.10 0.10 Time Total --- ---- -- - - -- Subarea Contribution to Total Flow (cfs) ----- - - - - -- (hr) Flow A10 R2 All R3 P8 11.0 0 0 0 OP 0 0 11.3 0 0 0 0 0 0 11.6 2 0 0 0 0 1 11.9 9 0 0 0 0 1 12.0 17 0 0 0 1 2 12.1 31 1 1 0 1 4 12.2 33P 1 1 0 2P 8 12.3 27 2P 2P 0 2 lop 12.4 17 2 2 0 1 7 12.5 12 1 1 0 1 5 12.6 9 1 1 0 0 3 12.7 7 1 1 0 0 2 12.8 5 0 0 0 0 2 13.0 3 0 0 0 0 1 13.2 2 0 0 0 0 1 13.4 2 0 0 0 0 1 13.6 2 0 0 0 0 1 13.8 2 0 0 0 0 1 14.0 2 0 0 0 0 1 14.3 0 0 0 0 0 0 14.6 0 0 0 0 0 0 15.0 0 0 0 0 0 0 15.5 0 0 0 0 0 0 16.0 0 0 0 0 0 0 16.5 0 0 0 0 0 0 17.0 0 0 0 0 0 0 17.5 0 0 0 0 0 0 18.0 0 0 0 0 0 0 19.0 0 0 0 0 0 0 20.0 0 0 0 0 0 0 22.0 0 0 0 0 0 0 26.0 0 0 0 0 0 0 P - Peak Flow Page 1 P - Peak Flow Page 2 ..77-es2� .. m-E 'HOD 1e -s_ .. 2. 0 Project THE VILLAGE AT AVON User: REPP Date: 03 -14 -20 O1 County EAGLE State: CO Checked: Date: Subtitle: EAST SITE STORM Continuation of subarea information -------------------- - - - - -- Subareas -------------------------- P6 Al2 P7 21 22 Area(sq mi) 0.00 0.00 0.00 0.01 0.01 Rainfall(in) 2.1 2.1 2.1 2.1 2.1 Curve number 92 92 92 92 92 Runoff(in) 1.33 1.33 1.33 1.33 1.33 Tc (hrs) 0.48 0.06 0.07 0.22 0.09 (Used) 0.50 0.10 0.10 0.20 0.10 TimeToOutlet 0.07 0.07 0.02 0.02 0.00 (Used) 0.10 0.00 0.00 0.00 0.00 Ia /P 0.08 0.08 0.08 0.08 0.08 (Used) 0.10 0.10 0.10 0.10 0.10 Time - ---- -- - ----- Subarea Contribution to Total Flow (cfs) ----- - - - - -- (hr) P6 Al2 27 21 22 11.0 0 0 0 0 0 11.3 0 0 0 0 0 11.6 0 0 0 1 0 11.9 0 1 1 3 3 12.0 0 2 2 5 5 12.1 0 3P 3P 10 8P 12.2 1P 2 2 11P 5 12.3 1 1 1 6 2 12.4 1 0 0 3 1 12.5 1 0 0 2 1 12.6 1 0 0 2 1 12.7 1 0 0 1 1 12.8 1 0 0 1 1 13.0 0 0 0 1 1 13.2 0 0 0 1 0 13.4 0 0 0 1 0 13.6 0 0 0 1 0 13.8 0 0 0 1 0 14.0 0 0 0 1 0 14.3 0 0 0 0 0 14.6 0 0 0 0 0 15.0 0 0 0 0 0 15.5 0 0 0 0 0 16.0 0 0 0 0 0 16.5 0 0 0 0 0 17.0 0 0 0 0 0 17.5 0 0 0 0 0 18.0 0 0 0 0 0 19.0 0 0 0 0 0 20.0 0 0 0 0 0 22.0 0 0 0 0 0 26.0 0 0 0 0 0 P - Peak Flow Page 2 N W 1� 0 N m m 0 �L CO) V/ N M .3ci It N W U) 7Z 2 o N .- O ca >. CL 0 p �Q cU c E m `o W U) U O a` to m co L6 Ln ti M O N Q O O n O O F- U Z c a r 06 c 'p t @ O N 'O N Y O O m n Cl) U C N O O L N 'O N d R E N m :y 'O U E 0 zm O @ Q c H � Q v g W N a 0 O� o gL� W y 0 ~ T N N � O f- Of O Scenario: Base EAST SITE STORM Label Upstream Node DownstrearT Node Length (ft) Section Size Full Capacity (cfs) Velocity In (ft/s) Velocity Out (ft/s) Average Velocity (ft/s) Maximurr Velocity (ft/s) Hydraulic Grade Line in (ft) Hydraulic Grade Line Out (ft) Upstream Ground Elevation (ft) ownstrea Ground Elevation (ft) pstream Invert Elevation (ft) P -E1 EI -29 E -1 23.00 18 inch 11.17 3.55 4.70 4.13 15.00 7,545.03 7,544.68 7,549.50 7,550.31 7,544.50 P -E3 EI -30 E -2 21.00 18 inch 10.50 2.92 1.48 2.20 15.00 7,542.98 7,543.01 7,549.50 7,550.31 7,542.61 P -E2 E -1 E -2 146.00 18 inch 11.00 3.55 2.97 3.26 15.00 7,544.53 7,543.01 7,550.31 7,550.31 7,544.00 P -E4 E -2 E -3 198.00 18 inch 10.56 4.02 3.41 3.71 15.00 7,542.86 7,540.95 7,550.31 7,550.31 7,542.20 P -E5 EI -31 E -3 21.00 18 inch 10.50 1.84 1.14 1.49 15.00 7,540.93 7,540.95 7,549.50 7,550.31 7,540.41 P -E2 EI -17 E -9 19.00 21 inch 15.42 2.84 3.61 3.22 15.00 7,530.90 7,530.66 7,535.42 7,535.82 7,530.54 P -E6 E -3 E-4 295.00 18 inch 10.59 4.41 3.28 3.84 15.00 7,540.77 7,537.98 7,550.31 7,549.50 7,540.00 P -E7 EI -32 E-4 52.00 18 inch 10.50 2.60 0.82 1.71 15.00 7,537.92 7,537.98 7,549.40 7,549.50 7,537.52 P -E2 E -9 EI -19 19.00 21 inch 14.08 2.84 1.59 2.21 15.00 7,530.52 7,530.55 7,535.82 7,535.42 7,530.16 P -E11 EI -24 E-6 18.00 18 inch 10.50 3.43 3.40 3.41 15.00 7,533.90 7,533.84 7,547.67 7,548.00 7,532.45 P -E1 EI -23 E -6 22.00 18 inch 9.23 3.40 3.40 3.40 15.00 7,533.92 7,533.84 7,547.60 7,548.00 7,531.90 P -E8 E-4 E -5 326.00 18 inch 11.72 4.77 6.37 5.57 15.00 7,537.66 7,533.42 7,549.50 7,548.53 7,536.80 P -E9 EI -33 E -5 479.00 12 inch 5.54 4.80 3.82 4.31 15.00 7,544.74 7,533.44 7,549.36 7,548.53 7,544.00 P -E2 EI -19 EI -11 99.00 21 inch 15.52 2.93 0.87 1.90 15.00 7,530.38 7,530.44 7,535.42 7,537.49 7,529.81 P -E2 EI -10 EI -11 220.00 18 inch 9.66 4.65 2.87 3.76 15.00 7,531.83 7,530.44 7,536.33 7,537.49 7,531.00 P -E1 EI -14 EI -15 177.00 18 inch 23.42 4.15 1.99 3.07 15.00 7,541.25 7,533.10 7,542.56 7,539.62 7,540.55 P -E1 E-6 E -7 64.00 24 inch 22.44 4.70 3.82 4.26 15.00 7,533.24 7,533.19 7,548.00 7,547.29 7,531.73 P -E1 E -5 E -7 66.00 24 inch 29.20 5.05 2.55 3.80 15.00 7,533.21 7,533.19 7,548.53 7,547.29 7,532.20 P -E1 EI -20 EI -21 109.00 18 inch 10.79 2.04 1.13 1.58 15.00 7,529.57 7,529.56 7,544.86 7,542.64 7,528.75 P -E2 EI -11 EI -12 195.00 24 inch 23.14 5.71 4.07 4.89 15.00 7,529.81 7,528.22 7,537.49 7,538.10 7,528.60 P -E2 EI -15 EI -16 72.00 18 inch 21.44 5.33 3.77 4.55 15.00 7,532.55 7,530.39 7,539.62 7,538.34 7,531.55 P -E1 EI -22 E -8 24.00 24 inct 14.60 0.48 0.48 0.48 15.00 7,529.47 7,529.47 7,542.64 7,543.08 7,527.50 P -E1 E -7 E -8 359.00 24 inct 21.88 7.40 6.44 6.92 15.00 7,532.51 7,529.47 7,547.29 7,543.08 7,530.90 P -E1 EI -21 E -8 15.00 18 inct 8.58 1.98 1.98 1.98 15.00 7,529.49 7,529.47 7,542.64 7,543.08 7,527.40 P -E2 EI -12 E -10 60.00 24 inct 16.00 4.73 4.13 4.43 15.00 7,527.79 7,527.69 7,538.10 7,538.96 7,526.36 P -E21 EI -16 E -10 42.00 18 inct 21.44 6.50 10.89 8.69 15.00 7,529.57 7,527.37 7,538.34 7,538.96 7,528.35 P -E1 E -8 E -11 350.00 30 inc 46.30 7.01 5.09 6.05 15.00 71 528.70 7,525.17 7,543.08 7,539.09 7,527.00 P -E2 E -10 E -11 22.00 30 inc 150.95 6.57 4.35 5.46 15.00 7,527.09 7,525.17 7,538.96 7,539.09 7,525.52 P -E2 E -11 0-2 256.00 36 inc 58.95 8.27 6.55 7.41 15.00 7,524.22 7,523.00 7,539.09 7,520.00 7,522.00 Title: THE VILLAGE AT AVON Project Engineer: GARY THOMAS g: \haynes \14587_02 \drainage \stormcad \e - site.stm Martin & Martin StormCAD v4.1.1 [4.2014] 06/02/01 03:22:07 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 2 Scenario: Base EAST SITE STORM ownstrea Invert Elevation (ft) ownstrea Cover (ft) pstrea Cover (ft) onstructe Slope (ft/ft) Energy Slope (ft/ft) Material Manning n System Known Flow (cfs) 7,544.24 4.57 3.50 0.011304 ).009174 Concret 0.013 2.00 7,542.40 6.41 5.39 0.010000 ).003418 Concret ( 0.013 1.00 7,542.40 6.41 4.81 0.010959 ).010844 Concret ( 0.013 2.00 7,540.20 8.61 6.61 0.010101 ).010007 Concret ( 0.013 3.00 7,540.20 8.61 7.59 0.010000 ).000726 Concret ( 0.013 1.00 7,530.36 3.71 3.13 0.009474 ).008304 Concreto 0.013 1.00 7,537.00 11.00 8.81 0.010169 ).009907 Concret ( 0.013 4.00 7,537.00 11.00 10.38 0.010000 ).000787 Concret ( 0.013 1.00 7,530.01 3.66 3.91 0.007895 ).002868 Concret ( 0.013 1.00 7,532.27 14.23 13.72 0.010000 ).003180 Concret 0.013 6.00 7,531.73 14.77 14.20 0.007727 ).003263 Concret 0.013 6.00 7,532.74 14.29 11.20 0.012454 ).012144 Concret 0.013 5.00 7,532.40 15.13 4.36 0.024217 ).023860 Concret ( 0.013 3.00 7,528.86 6.88 3.86 0.009596 ).000610 Concret ( 0.013 1.00 7,529.14 6.85 3.83 0.008455 ).007256 Concret ( 0.013 4.67 7,531.75 6.37 0.51 0.049718 ).047184 Concret 0.013 3.33 7,531.10 14.19 14.27 0.009844 ).002730 Concret 0.013 12.00 7,531.10 14.19 14.33 0.016667 ).004787 Concret 0.013 8.00 7,527.60 13.54 14.61 0.010550 ).000448 Concret ( 0.013 2.00 7,526.56 9.54 6.89 0.010462 ).009424 Concreti 0.013 4.67 7,528.55 8.29 6.57 0.041667 ).033065 Concret 0.013 3.33 7,527.40 13.68 13.14 0.004167 ).000043 Concreto 0.013 1.50 7,527.54 13.54 14.39 0.009359 ).009034 Concreti 0.013 20.00 7,527.30 14.28 13.74 0.006667 ).001110 Concret 0.013 1.50 7,526.06 10.90 9.74 0.005000 ).002927 Concret 0.013 4.67 7,526.60 10.86 8.49 0.041667 ).024018 Concret 0.013 3.33 7,522.54 14.05 13.58 0.012743 ).011118 Concret 0.013 23.00 7,522.54 14.05 10.94 0.135455 ).104252 Concret 0.013 8.00 7,520.00 -3.001 14.091 0.007813 ).006301 Concret 0.0131 31.00 Title: THE VILLAGE AT AVON Project Engineer: GARY THOMAS g: \haynes\ 14587_02 \drainage \stormcad \e- site.stm Martin & Martin StormCAD v4.1.1 [4.2014] 06/02/01 03:22:07 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 2 of 2 Scenario: Base »» Info: Subsurface Analysis iterations: 1 »» Info: Convergence was achieved. Gravity subnetwork discharging at: 0 -2 >>>> Info: Loading and hydraulic computations completed successfully. »» Warning: 0 -2 Pipe crown is above structure. »» Info: P -E10 Hydraulic jump formed. »» Info: P -E10 Critical depth assumed upstream. »» Info: P -E14 Hydraulic jump formed. »» Info: P -E14 Critical depth assumed upstream. »» Info: P -E18 Hydraulic jump formed. »» Info: P -E18 Critical depth assumed upstream. »» Info: P -E29 Hydraulic jump formed. »» Info: P -E29 Critical depth assumed upstream. »» Warning: P -E29 Pipe fails minimum cover constraint. »» Info: P -E22 Hydraulic jump formed. »» Info: P -E22 Critical depth assumed upstream. »» Info: P -E26 Hydraulic jump formed. »» Info: P -E26 Critical depth assumed upstream. »» Info: P -E28 Hydraulic jump formed. »» Info: P -E28 Critical depth assumed upstream. »» Warning: P -E28 Pipe fails maximum slope constraint. »» Info: P -E19 Hydraulic jump formed. »» Info: P -E19 Critical depth assumed upstream. >>>> Warning: P -E19 Pipe fails minimum cover constraint. »» Info: P -E20 Hydraulic jump formed. »» Info: P -E20 Critical depth assumed upstream. »» Info: P -E24 Hydraulic jump formed. »» Info: P -E24 Critical depth assumed upstream. »» Warning: P -E16 Pipe fails minimum slope constraint. »» Warning: P -E16 Pipe fails minimum velocity constraint. »» Info: P -E9 Hydraulic jump formed. »» Info: P -E9 Critical depth assumed upstream. »» Info: P -E6 Hydraulic jump formed. »» Info: P -E6 Critical depth assumed upstream. »» Info: P -E4 Hydraulic jump formed. >>>> Info: P -E4 Critical depth assumed upstream. »» Info: P -E2 Hydraulic jump formed. »» Info: P -E2 Critical depth assumed upstream. »» Info: P -E3 Hydraulic jump formed. »» Info: P -E3 Critical depth assumed upstream. »» Warning: P -E5 Pipe fails minimum velocity constraint. CALCULATION SUMMARY FOR SURFACE NETWORKS I Label I Inlet 1 Inlet I Total I Total I Capture I Gutter I Gutter I Type I I Intercepted I Bypassed I Efficiency I Spread I Depth 1 Flow I Flow ( M ( (ft) I (ft) I I I I (cfs) I (cfs) I I 1-------- I I I--- - - - - -I 1------- EI -22 I--------------- I Generic I---------------------- Inlet I Generic Default 100% I------------- I 0.00 I---------- 1 0.00 I------------ 1 100.0 1 0.00 1 0.00 1 1 EI -12 I Generic Inlet I Generic Default 100% I 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1 EI -11 1 Generic Inlet I Generic Default 100% 1 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1 EI -10 ( Generic Inlet I Generic Default 100% 1 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1 EI -16 I Generic Inlet ( Generic Default 100% I 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1 1 EI -15 I Generic Inlet I Generic Default 100% I 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1 1 EI -14 I Generic Inlet I Generic Default 100% I 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1 1 EI -19 1 Generic Inlet I Generic Default 100% I 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1 1 EI -17 1 Generic Inlet I Generic Default 100% 1 0.00 ( 0.00 1 100.0 1 0.00 1 0.00 1 1 EI -21 I Generic Inlet I Generic Default 100% 1 0.00 ( 0.00 I 100.0 1 0.00 1 0.00 1 Title: THE VILLAGE AT AVON Project Engineer: GARY THOMAS g: \haynes \14587_02 \drainage \stormcad \e - site.stm Martin & Martin StormCAD v4.1.1 [4.2014] 06/02/01 03:22:35 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 1 of 3 I EI -20 I Generic Inlet I EI -24 Generic Inlet EI -23 Generic Inlet EI -33 Generic Inlet EI -29 I Generic Inlet 1 EI -30 I Generic Inlet EI -31 I Generic Inlet EI -32 I Generic Inlet -------------------------------------------------------------------------------------------------------- CALCULATION SUMMARY FOR I Generic Default I Generic Default I Generic Default I Generic Default 1 Generic Default 1 Generic Default I Generic Default I Generic Default SUBSURFACE NETWORK 1000 1 0.00 1000 0.00 100% I 0.00 100% 1 0.00 100% I 0.00 100% 0.00 100% 1 0.00 100% 1 0.00 WITH ROOT: 0 -2 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 100.0 1 100.0 1 100.0 1 100.0 1 100.0 1 100.0 1 100.0 1 100.0 1 0.00 1 I 0.00 1 I 0.00 1 1 0.00 1 1 0.00 1 I 0.00 1 I 0.00 1 I 0.00 I 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 i 0.00 1 1 Label I Number Grade I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I (cfs) I I of I (ft) I Size I Shape I (ft) I System I Velocity I Grade I Grade I 1 7,539.09 1 7,525.17 I Sections E -10 I ( I I Flow I (ft /s) I Upstream I Downstream I 1 7,529.47 I I 1 9.99 I I I I (cfs) I I (ft) I I ------- (ft) - - - - - I EI -21 I - ------ 1 P -E29 I---------- I 1 I--------- 1 36 I---------- inch I I-------- Circular 1 I 256.00 1 -------- I ---------- 46.33 1 I ----------- 7.41 1 7,524.22 1 7,523.00 1 1 7,542.64 P -E28 I 1 1 30 inch I Circular 1 22.00 1 21.33 1 5.46 1 7,527.09 1 7,525.17 1 1 7,529.81 I P -E18 I 1 1 30 inch I Circular 1 350.00 1 25.00 1 6.05 1 7,528.70 1 7,525.17 1 I P -E21 1 1 1 18 inch I Circular 1 42.00 1 9.99 1 8.69 1 7,529.57 1 7,527.37 1 I P -E27 1 1 1 24 inch I Circular 1 60.00 1 11.34 1 4.43 1 7,527.79 1 7,527.69 1 I P -E17 1 1( 18 inch I Circular 1 15.00 1 3.50 1 1.98 1 7,529.49 1 7,529.47 1 P -E14 I 1 1 24 inch I Circular 1 359.00 1 20.00 1 6.92 1 7,532.51 1 7,529.47 1 P -E16 1 1 1 24 inch I Circular 1 24.00 1 1.50 1 0.48 1 7,529.47 1 7,529.47 1 P -E20 1 1 1 18 inch I Circular 1 72.00 1 6.66 1 4.55 1 7,532.55 1 7,530.39 1 I P -E26 1 1 1 24 inch I Circular 1 195.00 1 11.34 1 4.89 1 7,529.81 1 7,528.22 1 1 P -E15 1 1 1 18 inch I Circular 1 109.00 1 2.00 1 1.58 1 7,529.57 1 7,529.56 1 1 P -E10 1 1 1 24 inch I Circular 1 66.00 1 8.00 1 3.80 1 7,533.21 1 7,533.19 1 1 P -E13 1 1 1 24 inch I Circular 1 64.00 1 12.00 1 4.26 1 7,533.24 1 7,533.19 1 1 P -E19 1 1 1 18 inch I Circular 1 177.00 1 3.33 1 3.07 1 7,541.25 1 7,533.10 1 P -E22 1 1 1 18 inch 1 Circular 1 220.00 1 4.67 1 3.76 1 7,531.83 1 7,530.44 1 1 P -E25 1 1 1 21 inch I Circular 1 99.00 1 2.00 1 1.90 1 7,530.38 1 7,530.44 1 I P -E9 1 1 1 12 inch I Circular 1 479.00 1 3.00 1 4.31 1 7,544.74 1 7,533.44 1 i P -E8 1 1 1 18 inch I Circular 1 326.00 1 5.00 1 5.57 1 7,537.66 1 7,533.42 1 1 P -E12 1 1 1 18 inch I Circular 1 22.00 1 6.00 1 3.40 1 7,533.92 1 7,533.84 1 1 P -Ell 1 1 1 18 inch I Circular 1 18.00 1 6.00 1 3.41 1 7,533.90 1 7,533.84 1 i P -E24 1 1 1 21 inch I Circular 1 19.00 1 1.00 1 2.21 1 7,530.52 1 7,530.55 1 I P -E7 1 1 1 18 inch 1 Circular 1 52.00 1 1.00 1 1.71 1 7,537.92 1 7,537.98 1 P -E6 1 1 1 18 inch 1 Circular 1 295.00 1 4.00 1 3.84 1 7,540.77 1 7,537.98 1 1 P -E23 1 1 1 21 inch 1 Circular ( 19.00 I 1.00 1 3.22 1 7,530.90 1 7,530.66 1 i P -E5 1 1 1 18 inch I Circular 1 21.00 1 1.00 1 1.49 1 7,540.93 1 7,540.95 1 P -E4 1 1 1 18 inch I Circular 1 198.00 1 3.00 1 3.71 1 7,542.86 1 7,540.95 1 P -E2 1 1 1 18 inch 1 Circular 1 146.00 1 2.00 1 3.26 1 7,544.53 1 7,543.01 1 I P -E3 1 1 1 18 inch 1 Circular 1 21.00 1 1.00 1 2.20 1 7,542.98 1 7,543.01 1 I P -E1 ---------------------------------------------------------------- 1 1 1 18 inch I Circular 1 23.00 1 2.00 1 4.13 1 ------------------------- 7,545.03 1 7,544.68 1 - - - - -- I Label I Total I Ground ( Hydraulic I Hydraulic 1 I System I Elevation I Grade I Grade I I Flow I (ft) ( Line In I Line Out I I (cfs) I I (ft) I (ft) I-------I--------I-----------I-----------I---------- 1 0 -2 1 46.33 1 7,520.00 1 7,523.00 1 7,523.00 1 E -11 1 46.33 1 7,539.09 1 7,525.17 1 7,524.22 E -10 1 21.33 1 7,538.96 1 7,527.69 1 7,527.09 1 E -8 1 25.00 1 7,543.08 1 7,529.47 1 7,528.70 1 EI -16 1 9.99 1 7,538.34 1 7,530.39 1 7,529.57 1 EI -12 1 11.34 1 7,538.10 1 7,528.22 1 7,527.79 EI -21 1 3.50 1 7,542.64 1 7,529.56 1 7,529.49 1 E -7 1 20.00 1 7,547.29 1 7,533.19 1 7,532.51 EI -22 1 1.50 1 7,542.64 1 7,529.47 1 7,529.47 1 EI -15 1 6.66 1 7,539.62 1 7,533.10 1 7,532.55 1 EI -11 1 11.34 1 7,537.49 1 7,530.44 1 7,529.81 1 EI -20 1 2.00 1 7,544.86 1 7,529.65 1 7,529.57 I E -5 1 8.00 1 7,548.53 1 7,533.44 1 7,533.21 Title: THE VILLAGE AT AVON Project Engineer: GARY THOMAS g: \haynes\ 14587_02 \drainage \stormcad \e - site.stm Martin & Martin StormCAD v4.1.1 (4.2014) 06/02/01 03:22:35 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 2 of 3 E -6 1 12.00 1 7,548.00 1 7,533.84 1 7,533.24 EI -14 1 3.33 1 7,542.56 1 7,541.58 1 7,541.25 EI -10 4.67 1 7,536.33 1 7,532.25 1 7,531.83 EI -19 2.00 1 7,535.42 1 7,530.55 1 7,530.38 EI -33 1 3.00 1 7,549.36 1 7,545.19 1 7,544.74 E -4 I 5.00 1 7,549.50 1 7,537.98 1 7,537.66 EI -23 ( 6.00 1 7,547.60 1 7,534.14 1 7,533.92 EI -24 I 6.00 1 7,547.67 1 7,534.13 1 7,533.90 E -9 I 1.00 1 7,535.82 1 7,530.58 1 7,530.52 EI -32 1 1.00 I 7,549.40 I 7,538.06 I 7,537.92 E -3 1 4.00 I 7,550.31 ( 7,540.95 I 7,540.77 EI -17 1 1.00 1 7,535.42 1 7,531.05 1 7,530.90 EI -31 1 1.00 ( 7,549.50 1 7,541.00 1 7,540.93 E -2 I 3.00 1 7,550.31 I 7,543.01 1 7,542.86 E -1 I 2.00 I 7,550.31 I 7,544.69 1 7,544.53 EI -30 I 1.00 I 7,549.50 ( 7,543.15 1 7,542.98 EI -29 1 2.00 ( 7,549.50 I 7,545.28 1 7,545.03 Completed: 06/02/2001 02:45:46 PM Title: THE VILLAGE AT AVON Project Engineer: GARY THOMAS g: \haynes \14587_02 \drainage \stormcad \e - site.stm Martin & Martin StormCAD v4.1.1 [4.2014] 06/02/01 03:22:35 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 3 of 3 4) U) to C2 C 0 � Ct-I LO P- ItN N N CY) m LO LO N: r: -5 0 w -i� ij- 4-- -S 00 CL a) Q) 0 OD 0 > > c 0 C: - 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Subject N 02T N nJFbT &?,"c µ By ) 1 -e— Sheet of r OD 19,000-5- Z $ l N t'i. 5 we-rr 9701 60 W ° ,,® C-ftA is Z 30 y ®/® p) PF per .•. zs'�� z'�v,tttP2't 6 q f �° 6�, r 3Yo �a 10% Tier � +fit = o, i 1 r►� ; z -- TIME OF CONCENTRATION AND TRAVEL TIME Version 2.'0 \ Project THE VILLAGE AT AVON User: REPP Date: 03-I4-2001 County EAGLE State: CO Checked: Date: Subtitle: NORTHWEST NOTTINGHAM ROAD BRANCH Subarea #I - G3 Flow Type 2 year Length Slope Surface o Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 250 ,50 E 0.147 Time of Concentration = 0,I5° Subarea #2 - RlI Flow Type 2 year Length Slope Surface o Area Wp Velocity Time rain (ft) (ft/ft) code (sg/ft) (tt} (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 25 .02 8 0.010 4 0 O]I open Channel 450 Time of Concentration = 0,'A* , ^ OU7 8 O Open Channel 70 2 Travel Time = 8.0I° Subarea #] - RI2 � Flow Type 2 year Length Slope Surface o Area Wp Velocity Time � rain (ft) (ft/ft) code (oq/ft) (ft) (ft/sec) (bz) ------------------------------------------------------------------------------- OI0 Sheet 1.3 25 '02 A 0.010 O3I U . Opoo Channel 450 4 Time of Concentration = 0'04° open Channel 230 TIME OF CONCENTRATION Project THE VILLAGE AT AVON County EAGLE State: CO Subtitle: NORTHWEST NOTTINGHAM ROAD BRANCH 4 0.016 Travel Time = 0.02° AND TRAVEL TIME Version 2'I0 User: 8BPg Data: 03-14-2001 Checked: Date/ Subarea #4 - BI3 Flow Type 2 year Length Slope Surface o Area wp Velocity Time rain (ft) (ft/ft) code <ag/ft> (ft) (ft/sec) (hr) _______________________________________________________________________________ UIO Sheet 1'3 25 '02 A 0.010 4 O 014 open Channel 200 Time of Concentration = O''2° Open Channel 300 Page 1 4 0.021 Travel Time = 0.02° AV- rnw.prn ------------------ ----------- Subarea #5 - R14 ------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) -------------------------------------------------------------------- Sheet 1.3 25 .02 A 0.010 Open Channel 525 4 0.036 p Time of Concentration = 0.05* Open Channel 100 2.8 0.010 p Travel Time = 0.01* Subarea #6 - G4 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) --------------------------------------------------------------- Sheet 1.3 300 .50 E 0.170 Time of Concentration = 0.17* Subarea #7 - X11 -1 Flow Type Length Slope Surface n Area Wp Velocity Time (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Open Channel 380 6.5 0.016 Time of Concentration = 0.02* Subarea #8 - R15 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 25 .02 A 0.010 Open Channel 280 4 0.019 Time of Concentration = 0.03* - 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 Page 2 Av- rnw65.crn TABULAR HYDROGRAPH METHOD Version 2.13 Project THE VILLAGE AT AVON User: REPP Date: 03 -14 -2001- County EAGLE State: CO Checked: Date: Subtitle: NORTHWEST BRANCH NOTTINGHAM ROAD Total watershed area: 0.015 sq mi Rainfall type: II Frequency: 100 years -------------------- - - - - -- Subareas -------------------------- G3 Rll R12 R13 R14 G4 R15 Area(sq mi) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rainfall(in) 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Curve number 69 92 92 92 92 61 92 Runoff(in) 0.42 1.69 1.69 1.69 1.69 0.20 1.69 Tc (hrs) 0.15 0.04 0.04 0.02 0.05 0.17 0.03 (Used) 0.20 0.10 0.10 0.10 0.10 0.20 0.10 TimeToOutlet 0.04 0.04 0.02 0.00 0.00 0.00 0.00 (Used) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ia /P 0.36 0.07 0.07 0.07 0.07 0.51 0.07 (Used) 0.36 0.10 0.10 0.10 0.10 0.50 0.10 Time Total ---- --------- Subarea Contribution to Total Flow (cfs) - ----- - -- --- (hr) Flow G3 Rll R12 R13 R14 G4 R15 11.0 0 0 0 0 0 0 OP 0 11.3 0 0 0 0 0 0 0 0 11.6 0 0 0 0 0 0 0 0 11.9 5 0 1 1 1 1 0 1 12.0 5 0 1 1 1 1 0 1 12.1 11P 1P 2P 2P 2P 2P 0 2P 12.2 6 1 1 1 1 1 0 1 12.3 1 1 0 0 0 0 0 0 12.4 1 1 0 0 0 0 0 0 12.5 0 0 0 0 0 0 0 0 12.6 0 0 0 0 0 0 0 0 12.7 0 0 0 0 0 0 0 0 12.8 0 0 0 0 0 0 0 0 13.0 0 0 0 0 0 0 0 0 13.2 0 0 0 0 0 0 0 0 13.4 0 0 0 0 0 0 0 0 13.6 0 0 0 0 0 0 0 0 13.8 0 0 0 0 0 0 0 0 14.0 0 0 0 0 0 0 0 0 14.3 0 0 0 0 0 0 0 0 14.6 0 0 0 0 0 0 0 0 15.0 0 0 0 0 0 0 0 0 15.5 0 0 0 0 0 0 0 0 16.0 0 0 0 0 0 0 0 0 16.5 0 0 0 0 0 0 0 0 17.0 0 0 0 0 0 0 0 0 17.5 0 0 0 0 0 0 0 0 18.0 0 0 0 0 0 0 0 0 19.0 0 0 0 0 0 0 0 0 20.0 0 0 0 0 0 0 0 0 22.0 0 0 0 0 0 0 0 0 26.0 0 0 0 0 0 0 0 0 P - Peak Flow Page 1 6 5 . o rn TABULAR HYDROGRAPH METHOD Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 03 -14 -200' County EAGLE State: CO Checked: Date: Subtitle: NORTHWEST BRANCH NOTTINGHAM ROAD Total watershed area: 0.015 sq mi Rainfall type: II Frequency: 25 years -------------------- - - - - -- Subareas -------------------------- G3 Rll R12 R13 R14 G4 R15 Area(sq mi) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rainfall(in) 2.1 2.1 2.1 2.1 2.1 2.1 2.1 Curve number 69 92 92 92 92 69 92 Runoff(in) 0.25 1.33 1.33 1.33 1.33 0.25 1.33 Tc (hrs) 0.15 0.04 0.04 0.02 0.05 0.17 0.03 (Used) 0.20 0.10 0.10 0.10 0.10 0.20 0.10 TimeToOutlet 0.04 0.04 0.02 0.00 0.00 0.00 0.00 (Used) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ia /2 0.43 0.08 0.08 0.08 0.08 0.43 0.08 (Used) 0.43 0.10 0.10 0.10 0.10 0.43 0.10 Time Total ------- -- - --- Subarea Contribution to Total Flow (cfs) - ----- - -- - -- (hr) Flow G3 Rll R12 R13 R14 G4 R15 11.0 0 0 0 0 0 0 0 0 11.3 0 0 0 0 0 0 0 0 11.6 0 0 0 0 0 0 0 0 11.9 0 0 0 0 0 0 0 0 12.0 5 0 SIP 1P 1P 2P 0 '`1P 12.1 5 0 1 1 1 1 0 1 12.2 + 7P IP 1 1 1 1 ,iP 1 12.3 0 0 0 0 0 0 0 0 12.4 0 0 0 0 0 0 0 0 12.5 0 0 0 0 0 0 0 0 12.6 0 0 0 0 0 0 0 0 12.7 0 0 0 0 0 0 0 0 12.8 0 0 0 0 0 0 0 0 13.0 0 0 0 0 0 0 0 0 13.2 0 0 0 0 0 0 0 0 13.4 0 0 0 0 0 0 0 0 13.6 0 0 0 0 0 0 0 0 13.8 0 0 0 0 0 0 0 0 14.0 0 0 0 0 0 0 0 0 14.3 0 0 0 0 0 0 0 0 14.6 0 0 0 0 0 0 0 0 15.0 0 0 0 0 0 0 0 0 15.5 0 0 0 0 0 0 0 0 16.0 0 0 0 0 0 0 0 0 16.5 0 0 0 0 0 0 0 0 17.0 0 0 0 0 0 0 0 0 17.5 0 0 0 0 0 0 0 0 18.0 0 0 0 0 0 0 0 0 19.0 0 0 0 0 0 0 0 0 20.0 0 0 0 0 0 0 0 0 22.0 0 0 0 0 0 0 0 0 26.0 0 0 0 0 0 0 0 0 P - Peak Flow Page 1 20.orn TABULAR HYDROGRAPH METHOD Version 2.^ Project THE VILLAGE AT AVON User: REP? Date: 03 -1-4 -2001 County EAGLE State: CO Checked: Date: Subtitle: EAST SITE STORM Total watershed area: 0.042 sq mi Rainfall type: II Frequency: 25 years -------------------- - - - - -- Subareas -------------------------- A10 R2 All R3 28 Area(sq mi) 0.00 0.00 0.00 0.00 0.01 Rainfall(in) 2.1 2.1 2.1 2.1 2.1 Curve number 92 92 61 92 92 Runoff(in) 1.33 1.33 0.09 1.33 1.33 Tc (hrs) 0.11 0.09 0.20 0.10 0.27 (Used) 0.10 0.10 0.20 0.10 0.20 TimeToOutlet 0.18 0.18 0.12 0.12 0.07 (Used) 0.20 0.20 0.10 0.10 0.10 Ia /P 0.08 0.08 0.61 0.08 0.08 (Used) 0.10 0.10 0.50 0.10 0.10 Time Total ---- -- -- -- - -- Subarea Contribution to Total Flow (cfs) --- --- -- - - -- (hr) Flow A10 R2 All R3 P8 11.0 0 0 0 ;Op 0 0 11.3 0 0 0 0 0 0 11.6 2 0 0 0 0 1 11.9 9 0 0 0 0 1 12.0 17 0 0 0 1 2 12.1 31 1 1 0 1 4 12.2 '33P 1 1 0 -2P 8 12.3 27 2P e2P 0 2 d.OP 12.4 17 2 2 0 1 7 12.5 12 1 1 0 1 5 12.6 9 1 1 0 0 3 12.7 7 1 1 0 0 2 12.8 5 0 0 0 0 2 13.0 3 0 0 0 0 1 13.2 2 0 0 0 0 1 13.4 2 0 0 0 0 1 13.6 2 0 0 0 0 1 13.8 2 0 0 0 0 1 14.0 2 0 0 0 0 1 14.3 0 0 0 0 0 0 14.6 0 0 0 0 0 0 15.0 0 0 0 0 0 0 15.5 0 0 0 0 0 0 16.0 0 0 0 0 0 0 16.5 0 0 0 0 0 0 17.0 0 0 0 0 0 0 17.5 0 0 0 0 0 0 18.0 0 0 0 0 0 0 19.0 0 0 0 0 0 0 20.0 0 0 0 0 0 0 22.0 0 0 0 0 0 0 26.0 0 0 0 0 0 0 P - Peak Flow Page 1 P - Peak Flow Page 2 Av- es20.orn TABULAR HYDROGRAPH METHOD Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 03- 14-2001 County EAGLE State: CO Checked: Date: Subtitle: EAST SITE STORM Continuation of subarea information -------------------- - - - - -- Subareas -------------------------- P6 Al2 P7 P1 22 Area(sq mi) 0.00 0.00 0.00 0.01 0.01 Rainfall(in) 2.5 2.5 2.5 2.5 2.5 Curve number 92 92 92 92 92 Runoff(in) 1.69 1.69 1.69 1.69 1.69 Tc (hrs) 0.48 0.06 0.07 0.22 0.09 (Used) 0.50 0.10 0.10 0.20 0.10 TimeToOutlet 0.07 0.07 0.02 0.02 0.00 (Used) 0.10 0.00 0.00 0.00 0.00 Ia /P 0.07 0.07 0.07 0.07 0.07 (Used) 0.10 0.10 0.10 0.10 0.10 Time ------ ------- Subarea Contribution to Total Flow (cfs) ------ - - - - -- (hr) P6 Al2 P7 Pi P2 11.0 0 0 0 0 0 11.3 0 0 0 1 0 11.6 0 0 0 1 1 11.9 0 1 1 4 3 12.0 0 2 2 7 7 12.1 0 3P 3P 13 lop 12.2 1 2 2 14P 6 12.3 1 1 1 8 2 12.4 2P 0 0 4 1 12.5 2 0 0 3 1 12.6 1 0 0 2 1 12.7 1 0 0 2 1 12.8 1 0 0 1 1 13.0 1 0 0 1 1 13.2 0 0 0 1 1 13.4 0 0 0 1 1 13.6 0 0 0 1 0 13.8 0 0 0 1 0 14.0 0 0 0 1 0 14.3 0 0 0 1 0 14.6 0 0 0 1 0 15.0 0 0 0 1 0 15.5 0 0 0 0 0 16.0 0 0 0 0 0 16.5 0 0 0 0 0 17.0 0 0 0 0 0 17.5 0 0 0 0 0 18.0 0 0 0 0 0 19.0 0 0 0 0 0 20.0 0 0 0 0 0 22.0 0 0 0 0 0 26.0 0 0 0 0 0 P - Peak Flow Page 2 MARTINIMARTM Title e!7Aq r,) Date o Job no. E,g:r-e,s vil Subject OaAj.• Cfl By 772,p_ Sheet of xv* 1,0 "C79 Of V Ap rA- Vv IST 4, ....... ... o. �antg A .. .... .... e am .......... T" xv* Av- rs.prn TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 03 -14 -2001 County EAGLE State: CO Checked: Date: Subtitle: SOUTH NOTTINGHAM ROAD BRANCH Subarea #1 - R16 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr). ------------------------------------------------------------------------------- Sheet 1.3 25 .02 A 0.010 Open Channel 430 4 0.030 Time of Concentration = 0.04* Subarea #2 - R165 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ----------------------------------------------------------------- - - - - -- - Sheet 1.3 25 .02 A 0.010 Open Channel 270 4 0.019 Time of Concentration = 0.03* Open Channel 120 4 0.008 Travel Time = 0.01* ------------------------ - - - - -- Subarea #3 - R18 ------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 25 .02 A 0.010 Open Channel 110 4 0.008 Time of Concentration = 0.02* Open Channel 150 TIME OF CONCENTRATION AND TRAVEL TIME Project : THE VILLAGE AT AVON User: REPP County : EAGLE State: CO Checked: Subtitle: SOUTH NOTTINGHAM ROAD BRANCH Subarea #4 - R17 4 0.010 Travel Time = 0.01* Version 2.10 Date: 03 -14 -2001 Date: Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ----------------------------------------------------------------------------- Sheet 1.3 25 .02 A 0.010 Open Channel 650 4 0.045 Time of Concentration = 0.06* Open Channel 110 Page 1 4 0.008 Travel Time = 0.01* Av- rs.arn Subarea #5 - R20 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 25 .02 A rain 0.010 Open Channel 180 4 0.013 Open Channel 15 2.8 0.001 15 .02 Time of Concentration = 0.02* Open Channel 380 4 0.026 p Travel Time = 0.03* Subarea #6 - R21 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 15 .02 A 0.007 Open Channel 650 4 0.045 Time of Concentration = 0.05* ------------------------- - - - - -- Subarea #7 - G5 ------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 25 .05 E 0.059 Open Channel 450 4 0.031 Time of Concentration = 0.09* Subarea #8 - R23 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 150 .05 A 0.030 Open Channel 400 4 0.028 Time of Concentration = 0.06* TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 03 -14 -2001 County EAGLE State: CO Checked: Date: Subtitle: SOUTH NOTTINGHAM ROAD BRANCH Subarea #9 - G6 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 50 .05 E 0.102 Open Channel 340 4 0.024 Time of Concentration = 0.13* Page 2 Av- rs.prn Subarea #10 - R22 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 25 .02 A 0.010 Open Channel 450 4 0.031 Time of Concentration = 0.04* - -- 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 Page 3 Av- sril.prn P - Peak Flow Page 1 TABULAR HYDROGRAPH METHOD Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 03 -14 -2001 County EAGLE State: CO Checked: Date: Subtitle: SOUTH NOTTINGHAM ROAD Total watershed area: 0.016 sq mi Rainfall type: II Frequency: 100 years -------------------- - - - - -- Subareas -------------------------- R16 R165 R18 R17 R21 Area(sq mi) 0.00 0.00 0.00 0.00 0.00 Rainfall(in) 2.5 2.5 2.5 2.5 2.5 Curve number 92 92 92 92 92 Runoff(in) 1.69 1.69 1.69 1.69 1.69 Tc (hrs) 0.04 0.03 0.02 0.06 0.05 (Used) 0.10 0.10 0.10 0.10 0.10 TimeToOutlet 0.03 0.02 0.01 0.01 0.01 (Used) 0.00 0.00 0.00 0.00 0.00 Ia /P 0.07 0.07 0.07 0.07 0.07 (Used) 0.10 0.10 0.10 0.10 0.10 Time Total ---- --- - ----- Subarea Contribution to Total Flow (cfs) --- --- - -- --- (hr) Flow R16 R165 R18 R17 R21 11.0 0 0 0 0 0 0 11.3 0 0 0 0 0 0 11.6 0 0 0 0 0 0 11.9 9 1 1 1 2 1 12.0 12 1 1 1 3 1 12.1 22P 2P 2P 2P 5P 2P 12.2 12 1 1 1 3 1 12.3 2 0 0 0 1 0 12.4 1 0 0 0 1 0 12.5 1 0 0 0 1 0 12.6 1 0 0 0 1 0 12.7 0 0 0 0 0 0 12.8 0 0 0 0 0 0 13.0 0 0 0 0 0 0 13.2 0 0 0 0 0 0 13.4 0 0 0 0 0 0 13.6 0 0 0 0 0 0 13.8 0 0 0 0 0 0 14.0 0 0 0 0 0 0 14.3 0 0 0 0 0 0 14.6 0 0 0 0 0 0 15.0 0 0 0 0 0 0 15.5 0 0 0 0 0 0 16.0 0 0 0 0 0 0 16.5 0 0 0 0 0 0 17.0 0 0 0 0 0 0 17.5 0 0 0 0 0 0 18.0 0 0 0 0 0 0 19.0 0 0 0 0 0 0 20.0 0 0 0 0 0 0 22.0 0 0 0 0 0 0 26.0 0 0 0 0 0 0 P - Peak Flow Page 1 Av- sril.prn P - Peak Flow Page 2 TABULAR HYDROGRAPH METHOD Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 03 -14 -2001 County EAGLE State: CO Checked: Date: Subtitle: SOUTH NOTTINGHAM ROAD Continuation of subarea information -------------------- - - - - -- Subareas -------------------------- R20 G5 R23 G6 R22 Area(sq mi) 0.00 0.00 0.00 0.00 0.00 Rainfall(in) 2.5 2.5 2.5 2.5 2.5 Curve number 92 69 92 69 92 Runoff(in) 1.69 0.42 1.69 0.42 1.69 Tc (hrs) 0.02 0.09 0.06 0.13 0.04 (Used) 0.10 0.10 0.10 0.10 0.10 TimeToOutlet 0.00 0.00 0.00 0.00 0.00 (Used) 0.00 0.00 0.00 0.00 0.00 Ia /P 0.07 0.36 0.07 0.36 0.07 (Used) 0.10 0.36 0.10 0.36 0.10 Time - ----- ------- Subarea Contribution to Total Flow (cfs) -- ---- - - - - -- (hr) R20 G5 R23 G6 R22 11.0 0 0 0 0 0 11.3 0 0 0 0 0 11.6 0 0 0 0 0 11.9 1 0 1 0 1 12.0 1 0 2 1P 1 12.1 2P 1P 3P 1 2P 12.2 1 0 2 1 1 12.3 0 0 1 0 0 12.4 0 0 0 0 0 12.5 0 0 0 0 0 12.6 0 0 0 0 0 12.7 0 0 0 0 0 12.8 0 0 0 0 0 13.0 0 0 0 0 0 13.2 0 0 0 0 0 13.4 0 0 0 0 0 13.6 0 0 0 0 0 13.8 0 0 0 0 0 14.0 0 0 0 0 0 14.3 0 0 0 0 0 14.6 0 0 0 0 0 15.0 0 0 0 0 0 15.5 0 0 0 0 0 16.0 0 0 0 0 0 16.5 0 0 0 0 0 17.0 0 0 0 0 0 17.5 0 0 0 0 0 18.0 0 0 0 0 0 19.0 0 0 0 0 0 20.0 0 0 0 0 0 22.0 0 0 0 0 0 26.0 0 0 0 0 0 P - Peak Flow Page 2 Il.orn TABULAR HYDROGRAPH METHOD Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 03 -14 -2001 County EAGLE State: CO Checked: Date: Subtitle: SOUTH NOTTINGHAM ROAD Total watershed area: 0.016 sq mi Rainfall type: II Frequency: 25 years -------------------- - - - - -- Subareas -------------------------- R16 R165 R18 R17 R21 Area(sq mi) 0.00 0.00 0.00 0.00 0.00 Rainfall(in) 2.1 2.1 2.1 2.1 2.1 Curve number 92 92 92 92 92 Runoff(in) 1.33 1.33 1.33 1.33 1.33 Tc (hrs) 0.04 0.03 0.02 0.06 0.05 (Used) 0.10 0.10 0.10 0.10 0.10 TimeToOutlet 0.03 0.02 0.01 0.01 0.01 (Used) 0.00 0.00 0.00 0.00 0.00 Ia /P 0.08 0.08 0.08 0.08 0.08 (Used) 0.10 0.10 0.10 0.10 0.10 Time Total ---- ---- ----- Subarea Contribution to Total Flow (cfs) ------ - - - - -- (hr) Flow R16 R165 R18 R17 R21 11.0 0 0 0 0 0 0 11.3 0 0 0 0 0 0 11.6 0 0 0 0 0 0 11.9 2 0 0 0 1 0 12.0 11 1P 1P 1P 3 `p 12.1 NP 1 1 1 P4P 1 12.2 11 1 1 1 3 1 12.3 2 0 0 0 1 0 12.4 1 0 0 0 1 0 12.5 0 0 0 0 0 0 12.6 0 0 0 0 0 0 12.7 0 0 0 0 0 0 12.8 0 0 0 0 0 0 13.0 0 0 0 0 0 0 13.2 0 0 0 0 0 0 13.4 0 0 0 0 0 0 13.6 0 0 0 0 0 0 13.8 0 0 0 0 0 0 14.0 0 0 0 0 0 0 14.3 0 0 0 0 0 0 14.6 0 0 0 0 0 0 15.0 0 0 0 0 0 0 15.5 0 0 0 0 0 0 16.0 0 0 0 0 0 0 16.5 0 0 0 0 0 0 17.0 0 0 0 0 0 0 17.5 0 0 0 0 0 0 18.0 0 0 0 0 0 0 19.0 0 0 0 0 0 0 20.0 0 0 0 0 0 0 22.0 0 0 0 0 0 0 26.0 0 0 0 0 0 0 P - Peak Flow Page 1 P - Peak Flow Page 2 Il.arn TABULAR HYDROGRAPH METHOD Version 2.1.0 Project THE VILLAGE AT AVON User: REPP Date: 03 -14 -2001 County EAGLE State: CO Checked: Date: Subtitle: SOUTH NOTTINGHAM ROAD Continuation of subarea information -------------------- - - - - -- Subareas -------------------------- R20 G5 R23 G6 R22 Area(sq mi) 0.00 0.00 0.00 0.00 0.00 Rainfall(in) 2.1 2.1 2.1 2.1 2.1 Curve number 92 69 92 69 92 Runoff(in) 1.33 0.25 1.33 0.25 1.33 Tc (hrs) 0.02 0.09 0.06 0.13 0.04 (Used) 0.10 0.10 0.10 0.10 0.10 TimeToOutlet 0.00 0.00 0.00 0.00 0.00 (Used) 0.00 0.00 0.00 0.00 0.00 Ia /P 0.08 0.43 0.08 0.43 0.08 (Used) 0.10 0.43 0.10 0.43 0.10 Time ---- --- -- - - -- Subarea Contribution to Total Flow (cfs) ------ - - - - -- (hr) R20 G5 R23 G6 R22 11.0 0 OP 0 0 0 11.3 0 0 0 0 0 11.6 0 0 0 0 0 11.9 0 0 1 0 0 12.0 111P 0 2 Q ?P : 1P 12.1 1 0 � 1 12.2 1 0 2 0 1 12.3 0 0 1 0 0 12.4 0 0 0 0 0 12.5 0 0 0 0 0 12.6 0 0 0 0 0 12.7 0 0 0 0 0 12.8 0 0 0 0 0 13.0 0 0 0 0 0 13.2 0 0 0 0 0 13.4 0 0 0 0 0 13.6 0 0 0 0 0 13.8 0 0 0 0 0 14.0 0 0 0 0 0 14.3 0 0 0 0 0 14.6 0 0 0 0 0 15.0 0 0 0 0 0 15.5 0 0 0 0 0 16.0 0 0 0 0 0 16.5 0 0 0 0 0 17.0 0 0 0 0 0 17.5 0 0 0 0 0 18.0 0 0 0 0 0 19.0 0 0 0 0 0 20.0 0 0 0 0 0 22.0 0 0 0 0 0 26.0 0 0 0 0 0 P - Peak Flow Page 2 O-1 Scenario: Base i -17 N Title: THE VILLAGE AT AVON Project Engineer: GARY THOMAS g: \...\ drainage \stormcad \southbranch245.stm Martin & Martin StormCAD v4.1.1 [4.2014] 06/13/01 02:05:43 PM 9 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 Scenario: Base :71 Label Upstream Node Downstrearr Node Length (ft) Section Size Full Capacity (cfs) Velocity In (ft/s) Velocity Out (ft/s) Average Velocity (ft/s) Maximurr Velocity (ft/s) Hydrauli Grade Line In (ft) Hydraulic Grade Line Out (ft) pstrearr Ground Elevation (ft) DownstrearT Ground Elevation (ft) Upstream Invert Elevation (ft) P -33 1 -17 J -14 74.00 30 inch 68.60 16.91 16.91 16.91 30.00 7,643.05 7,640.02 7,646.00 7,644.00 7,638.16 P -1 1 -1 1 -2 68.00 18 inch 21.01 1.13 1.13 1.13 30.00 7,565.81 7,565.79 7,567.75 7,567.75 7,558.64 P -31 J -14 J -13 238.00 36 inch 398.32 12.10 44.51 28.30 30.00 7,638.89 7,552.13 7,644.00 7,558.00 7,636.09 P -2 1 -2 1 -3 232.00 30 inch 82.03 13.24 13.24 13.24 30.00 7,564.15 7,558.33 7,567.75 7,559.00 7,555.72 P -32 J -13 J -1 28.00 36 inch 252.08 11.74 11.74 11.74 30.00 7,552.43 7,552.00 7,558.00 7,552.00 7,545.00 P -3 1 -3 J -1 172.00 30 inch 82.03 13.65 13.65 13.65 30.00 7,556.59 7,552.00 7,559.00 7,552.00 7,546.24 P-40 1 -20 1 -18 47.00 18 inch 14.85 1.13 1.13 1.13 30.00 7,542.83 7,542.81 7,543.35 7,543.35 7,539.50 P -4 J -1 1 -4 121.00 42 inch 201.21 15.59 15.59 15.59 30.00 7,550.28 7,547.59 7,552.00 7,548.50 7,539.16 P -27 1 -18 J -2 189.00 21 inch 34.11 1.66 1.66 1.66 30.00 7,542.79 7,542.67 7,543.35 7,544.15 7,538.36 P -5 1 -4 J -2 108.00 42 inch 201.21 16.01 16.01 16.01 30.00 7,545.20 7,542.67 7,548.50 7,544.15 7,534.12 P -28 J -2 J -11 144.00 42 inch 142.28 16.42 16.42 16.42 30.00 7,539.74 7,536.19 7,544.15 7,539.00 7,529.60 P -29 J -11 1 -5 211.00 42 inch 201.21 16.42 16.42 16.42 30.00 7,534.09 7,528.89 7,539.00 7,529.12 7,526.52 P -7 1 -5 J -3 145.00 42 inch 201.21 16.42 16.42 16.42 30.00 7,526.79 7,523.21 7,529.12 7,524.00 7,517.88 P-41 1 -9 1 -19 129.00 18 inch 21.01 1.13 1.13 1.13 30.00 7,507.50 7,507.46 7,517.00 7,512.19 7,502.02 P -30 J -3 1 -8 150.00 42 inch 201.21 16.42 16.42 16.42 30.00 7,520.70 7,517.00 7,524.00 7,517.00 7,511.88 P -39 1 -19 1 -11 55.00 24 inch 31.99 2.23 2.23 2.23 30.00 7,507.41 7,507.36 7,512.19 7,512.19 7,496.66 P -34 1 -8 1 -10 135.00 42 inch 201.21 16.42 16.42 16.42 30.00 7,515.37 7,512.04 7,517.00 7,512.04 7,505.68 P -21 1-11 1 -12 79.00 24 inch 31.99 3.82 3.82 3.82 30.00 7,507.22 7,507.00 7,512.19 7,507.00 7,495.36 P -36 1 -10 1 -13 193.00 42 inch 201.21 16.42 16.42 16.42 30.00 7,511.38 7,506.62 7,512.04 7,507.00 7,500.08 P -37 1-12 1 -13 71.00 24 inch 31.99 4.46 4.46 4.46 30.00 7,506.90 7,506.62 7,507.00 7,507.00 7,493.58 P -42 1 -21 1 -15 144.00 18 inch 18.85 2.92 0.57 1.74 30.00 7,510.37 7,509.30 7,514.00 7,520.16 7,510.00 P -38 1 -13 J -7 187.00 42 inch 201.21 18.40 18.40 18.40 30.00 7,503.99 7,498.21 7,507.00 7,498.50 7,492.16 P -25 1 -15 1 -16 127.00 30 inch 190.37 14.75 14.67 14.71 30.00 7,507.61 7,490.16 7,520.16 7,490.16 7,505.16 P -12 J -7 J -8 196.00 42 inch 201.21 18.40 18.40 18.40 30.00 7,495.05 7,488.98 7,498.50 7,490.86 7,484.68 P -26 1 -16 J -8 48.00 30 inch 58.00 15.28 15.28 15.28 30.00 7,490.59 7,488.98 7,490.16 7,490.86 7,477.60 P -24 1 -14 J -8 19.00 24 inch 31.99 0.64 0.64 0.64 30.00 7,488.98 7,488.98 7,490.40 7,490.86 7,477.02 P -13 J -8 J -9 258.00 60 inch 184.15 12.94 12.94 12.94 30.00 7,486.38 7,483.93 7,490.86 7,502.50 7,476.64 P -14 J -9 J -10 249.00 60 inch 184.52 12.94 12.94 12.94 30.00 7,482.37 7,480.00 7,502.50 7,504.00 7,475.15 P -15 J -10 0-1 108.00 60 inch 368.301 13.381 12.941 13.161 30.0017,478.3317,477.5017,504.001 7,471.54 7,473.70 Title: THE VILLAGE AT AVON Project Engineer: GARY THOMAS g: \...\ drainage \stormcad \south branch 245.stm Martin & Martin StormCAD v4.1.1 [4.2014] 06/14/01 12:25:25 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 2 Scenario: Base RANCH ROAD STORM Downstrearr Invert Elevation (ft) DownstrearT Cover (ft) Upstream Cover (ft) onstructe Slope (ft/ft) Energy Slope ( ft/ft) Material Manning n System Known Flow (cfs) 7,636.09 5.41 5.34 0.027973 ).040952 Concret 0.013 83.00 7,555.92 10.33 7.61 0.040000 ).000363 Concret 0.013 2.00 7,551.20 3.80 4.91 0.356681 ).244719 Concret ( 0.013 83.00 7,546.44 10.06 9.53 0.040000 ).025116 Concret ( 0.013 3.00 7,541.00 8.00 10.00 0.142857 ).015487 Concret ( 0.013 83.00 7,539.36 10.14 10.26 0.040000 ).026685 Concret ( 0.013 2.00 7,538.56 3.29 2.35 0.020000 ).000363 Concreto 0.013 2.00 7,534.32 10.68 9.34 0.040000 ).022231 Concret 0.013 85.00 7,529.60 12.80 3.24 0.046349 ).000637 Concret ( 0.013 2.00 7,529.80 10.85 10.88 0.040000 ).023432 Concret ( 0.013 2.00 7,526.72 8.78 11.05 0.020000 ).024665 Concret 0.013 4.00 7,518.08 7.54 8.98 0.040000 ).024665 Concret 0.013 4.00 7,512.08 8.42 7.74 0.040000 ).024665 Concret 0.013 2.00 7,496.86 13.83 13.48 0.040000 ).000363 Concret 0.013 2.00 7,505.88 7.62 8.62 0.040000 ).024665 Concret ( 0.013 2.00 7,495.56 14.63 13.53 0.020000 ).000958 Concret ( 0.013 5.00 7,500.28 8.26 7.82 0.040000 ).024665 Concretf 0.013 2.00 7,493.78 11.22 14.83 0.020000 ).002814 Concreto 0.013 5.00 7,492.36 11.14 8.46 0.040000 ).024665 Concret 0.013 2.00 7,492.16 12.84 11.42 0.020000 ).003830 Concret 0.013 2.00 7,505.36 13.30 2.50 0.032222 ).008362 Concret ( 0.013 1.00 7,484.68 10.32 11.34 0.040000 ).030954 Concret ( 0.013 2.00 7,477.80 9.86 12.50 0.215433 ).137654 Concret ( 0.013 72.00 7,476.84 10.52 10.32 0.040000 ).030954 Concreti 0.013 2.00 7,476.64 11.72 10.06 0.020000 ).033438 Concreto 0.013 3.00 7,476.64 12.22 11.38 0.020000 ).000078 Concret 0.013 2.00 7,475.35 22.15 9.22 0.005000 ).009512 Concret ( .00 7,473.90 25.10 22.35 0.005020 ).009512 Concret ( 0.013 7.00 7,471.54 -5.00 25.30 0.020000 ).009376 Concreto 0.0131 7.00 Title: THE VILLAGE AT AVON Project Engineer: GARY THOMAS g: \...\ drainage \stormcad \south branch 245.stm Martin & Martin StormCAD v4.1.1 [4.2014] 06/14/01 12:25:25 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 2 of 2 ----------------------------------------------------------------- Scenario: Base >>>> Info: Subsurface Analysis iterations: 1 >>>> Info: Convergence was achieved. Gravity subnetwork discharging at: 0 -1 »» Info: Loading and hydraulic computations completed successfully. »» Warning: 0 -1 Pipe crown is above structure. >>>> Warning: I -16 Flooding is occurring. Calculations continue with hydraulic grade reset. >>>> Warning: P -13 Pipe discharge is above full flow capacity. >>>> Warning: P -14 Pipe fails maximum cover constraint. »» Warning: P -14 Pipe discharge is above full flow capacity. »» Warning: P -15 Pipe fails maximum cover constraint. »» Warning: P -15 Pipe fails minimum cover constraint. »» Info: P -25 Hydraulic jump formed. »» Info: 2-25 Critical depth assumed upstream. >>>> Warning: P -26 Pipe discharge is above full flow capacity. >>>> Warning: P -31 Pipe fails maximum slope constraint. >>>> Warning: P -33 Pipe discharge is above full flow capacity. >>>> Warning: P -28 Pipe discharge is above full flow capacity. >>>> Info: P -42 Hydraulic jump formed. >>>> Info: P -42 Critical depth assumed upstream. CALCULATION SUMMARY FOR SURFACE NETWORKS Label I Inlet I Inlet I Total I Total I Capture I Gutter I Gutter I I I Type I I Intercepted I Bypassed I Efficiency I Spread I Depth I I I I I Flow I Flow i ( %) I (ft) I (ft) I I I I I (cfs) I (cfs) I I-------- I--- I - - - - -I 1------- I I -14 I--------------- I Generic Inlet I---------------------- I Generic Default I------------- 100% 1 0.00 I---------- 1 0.00 I------------ 1 100.0 1 0.00 1 0.00 1 I -16 ( Generic Inlet Generic Default 100% 1 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1 1 I -15 I Generic Inlet I Generic Default 100% I 0.00 1 0.00 I 100.0 1 0.00 1 0.00 1 1 I -12 Generic Inlet I Generic Default 100% I 0.00 1 0.00 100.0 1 0.00 1 0.00 1 1 I -11 Generic Inlet I Generic Default 100% I 0.00 1 0.00 I 100.0 1 0.00 1 0.00 1 I -13 I Generic Inlet I Generic Default 100% 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1 I -10 I Generic Inlet I Generic Default 100% ( 0.00 I 0.00 1 100.0 1 0.00 1 0.00 1 1 I -8 I Generic Inlet I Generic Default 100% 1 0.00 I 0.00 1 100.0 I 0.00 1 0.00 1 I I -5 I Generic Inlet I Generic Default 100% I 0.00 I 0.00 I 100.0 I 0.00 1 0.00 1 I I -4 ( Generic Inlet I Generic Default 100% I 0.00 1 0.00 I 100.0 1 0.00 1 0.00 1 I I -3 I Generic Inlet I Generic Default 100% 1 0.00 I 0.00 1 100.0 1 0.00 1 0.00 1 1 I -2 I Generic Inlet I Generic Default 100% I 0.00 I 0.00 1 100.0 1 0.00 1 0.00 1 1 I -1 I Generic Inlet I Generic Default 100% I 0.00 ( 0.00 1 100.0 1 0.00 1 0.00 1 l I -17 I Generic Inlet I Generic Default 100% 1 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1 I -19 I Generic Inlet I Generic Default 100% 1 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1 1 I -18 I Generic Inlet I Generic Default 100% 1 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1 1 I -20 I Generic Inlet ( Generic Default 100% 1 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1 I -9 I Generic Inlet I Generic Default 100% 1 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1 I -21 -------------------------------------------------------------------------------------------------------- I Generic Inlet I Generic Default 100% 1 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1 CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0 -1 I Label I Number I Section I Section I Length Total I Average I Hydraulic I Hydraulic I of ( Size I Shape I (ft) I System I Velocity I Grade I Grade I Sections I I I I Flow (ft /s) I Upstream I Downstream 1 1 I I 1 I I (cfs) I (ft) I I------------ (ft) I I 1------- 1 P -15 I---------- 1 1 I--------- 1 60 i---------- inch I Circular I-------- 108.00 -------- I---------- 1 254.00 1 I----------- 13.16 1 7,478.33 1 7,477.50 1 Title: THE VILLAGE AT AVON Project Engineer: GARY THOMAS g: \...\ drainage \stormcad \southbranch245.stm Martin & Martin Storm CAD v4.1.1 [4.2014] 06/14/01 12:25:08 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 3 I P -14 1 1 1 60 inch I Circular 1 249.00 1 254.00 1 12.94 1 7,482.37 1 7,480.00 P -13 1 1 1 60 inch I Circular 1 258.00 1 254.00 1 12.94 1 7,486.38 1 7,483.93 1 1 P -24 1 1 1 24 inch I Circular 1 19.00 1 2.00 1 0.64 1 7,488.98 1 7,488.98 1 I P -26 1 1 1 30 inch I Circular 1 48.00 1 75.00 1 15.28 1 7,490.59 1 7,488.98 1 i P -12 I 1 1 42 inch I Circular 1 196.00 1 177.00 1 18.40 7,495.05 I 7,488.98 1 1 2-25 1 1 30-inch I Circular 1 127.00 1 72.00 1 14.71 I 7,507.61 7,490.16 P -38 1 142 inch I Circular 1 187.00 1 177.00 1 18.40 1 7,503.99 1 7,498.21 1 1 P -42 1 1 1 18 inch I Circular 1 144.00 1 1.00 1 1.74 I 7,510.37 1 7,509.30 I I P -37 1 1 1 24 inch I Circular 1 71.00 1 14.00 1 4.46 ( 7,506.90 1 7,506.62 1 P -36 1 1 1 42 inch Circular 1 193.00 1 158.00 1 16.42 1 7,511.38 1 7,506.62 1 1 P -21 I 1 1 24 inch Circular I 79.00 1 12.00 1 3.82 1 7,507.22 1 7,507.00 1 P -34 I 1 1 42 inch ( Circular 1 135.00 1 158.00 1 16.42 1 7,515.37 I 7,512.04 I P -39 I 1( 24 inch I Circular 1 55.00 1 7.00 1 2.23 1 7,507.41 1 7,507.36 1 1 P -30 1 1 1 42 inch I Circular 1 150.00 1 158.00 1 16.42 1 7,520.70 1 7,517.00 1 1 P -41 1 1 1 18 inch I Circular 1 129.00 1 2.00 1 1.13 1 7,507.50 1 7,507.46 1 2-7 1 1 1 42 inch I Circular i 145.00 1 158.00 1 16.42 1 7,526.79 1 7,523.21 1 P -29 1 1 1 42 inch I Circular 1 211.00 1 158.00 1 16.42 1 7,534.09 I 7,528.89 I P -28 1 1 1 42 inch ( Circular 144.00 1 158.00 1 16.42 1 7,539.74 1 7,536.19 1 P -5 1 1 42 inch I Circular ( 108.00 1 154.00 1 16.01 1 7,545.20 1 7,542.67 ( 1 P -27 1 1 1 21 inch I Circular 1 189.00 1 4.00 1 1.66 1 7,542.79 1 7,542.67 1 12 -4 1 1 42 inch I Circular 1 121.00 ( 150.00 1 15.59 1 7,550.28 1 7,547.59 1 1 2 -40 1 1 1 18 inch I Circular 1 47.00 1 2.00 1 1.13 1 7,542.83 1 7,542.81 I I P -3 1 1 1 30 inch I Circular 1 172.00 67.00 1 13.65 1 7,556.59 1 7,552.00 1 1 2-32 I 1 1 36 inch I Circular i 28.00 I 83.00 1 11.74 1 7,552.43 1 7,552.00 1 I P -2 I 1 1 30 inch I Circular 1 232.00 I 65.00 1 13.24 1 7,564.15 1 7,558.33 1 1 P -31 1 1 1 36 inch I Circular 1 238.00 I 83.00 1 28.30 1 7,638.89 1 7,552.13 1 2-1 1 1 118 inch I Circular I 68.00 I 2.00 1 1.13 1 7,565.81 1 7,565.79 1 1 2-33 ----------------------------------------------------------------------------------------------- 1 1 1 30 inch I Circular I 74.00 ( 83.00 1 16.91 1 7,643.05 1 7,640.02 1 Label I Hydraulic I I Total I Ground ( Hydraulic I System I Elevation I Grade I Grade I 1 ( Flow 1 (ft) I Line In I Line Out I 1 1 (cfs) I I (ft) (ft) I - - - - -I 1------- 1 0 -1 I-------- I---------------------------- 254.00 1 7,471.54 I 7,477.50 .1 7,477.50 1 I J -10 254.00 1 7,504.00 1 7,480.00 1 7,478.33 I I J -9 1 254.00 1 7,502.50 1 7,483.93 1 7,482.37 I i J -8 1 254.00 1 7,490.86 1 7,488.98 1 7,486.38 1 1 I -14 1 2.00 1 7,490.40 1 7,488.99 1 7,488.98 1 1 I -16 1 75.00 1 7,490.16 1 7,490.16 1 7,490.16 I 1 J -7 1 177.00 1 7,498.50 1 7,498.21 1 7,495.05 1 1-15 72.00 1 7,520.16 1 7,509.30 1 7,507.61 1 I 1-13 177.00 1 7,507.00 1 7,506.62 1 7,503.99 I I I -21 I 1.00 I 7,514.00 1 7,510.44 1 7,510.37 1 1 I -12 i 14.00 1 7,507.00 1 7,507.00 1 7,506.90 1 1 I -10 1 158.00 1 7,512.04 1 7,512.04 1 7,511.38 1 l I -11 I 12.00 1 7,512.19 1 7,507.36 1 7,507.22 1 1 I -8 1 158.00 1 7,517.00 1 7,517.00 1 7,515.37 1 i 1-19 1 7.00 1 7,512.19 1 7,507.46 1 7,507.41 1 1 J -3 1 158.00 1 7,524.00 1 7,523.21 1 7,520.70 1 I -9 1 2.00 1 7,517.00 1 7,507.52 1 7,507.50 1 1 1-5 1 158.00 1 7,529.12 1 7,528.89 1 7,526.79 I I 1-11 1 158.00 1 7,539.00 1 7,536.19 1 7,534.09 1 1 1-2 1 158.00 1 7,544.15 1 7,542.67 1 7,539.74 1 1 I -4 1 154.00 1 7,548.50 1 7,547.59 1 7,545.20 1 1 I -18 I 4.00 1 7,543.35 1 7,542.81 1 7,542.79 1 1 J -1 1 150.00 1 7,552.00 1 7,552.00 1 7,550.28 1 1 I -20 ( 2.00 1 7,543.35 1 7,542.86 1 7,542.83 1 1 1-3 1 67.00 1 7,559.00 1 7,558.33 1 7,556.59 I 1 J -13 1 83.00 1 7,558.00 1 7,553.50 1 7,552.43 1 1 I -2 I 65.00 1 7,567.75 1 7,565.79 1 7,564.15 1 J -14 I 83.00 1 7,644.00 1 7,640.02 1 7,638.89 1 1 1-1 I 2.00 1 7,567.75 1 7,565.82 1 7,565.81 1 l 1-17 1 83.00 1 7,646.00 1 7,643.05 1 7,643.05 1 Title: THE VILLAGE AT AVON Project Engineer: GARY THOMAS g: \...\ drainage \stormcad \southbranch245.stm Martin & Martin Storm CAD v4.1.1 [4.2014] 06/14/01 12:25:08 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 2 of 3 V) �- �� < o ° of vi O N .- a vLLpj yo 5 }' O < i Profile Scenario: Base Label: 1 -15 Rim: 7,520.16 ft Sump: 7,505.16 ft Label: J -8 Label: 1 -16 Rim: 7,490.86 ft Rim: 7,490.16 ft Sump: 7,476.64 ft Sump: 7,477.60 ft' 6 +00 7 +00 S&,tDo Label: P -26 Up. Invert: 7,477.60 ft Dn. Invert: 7,476.64 ft L: 48.00 ft Size: 30 inch S: 0.020000 fttft 7,525.00 7,520.00 Label: 1 -21 7,515.00 Rim: 7,514.00 ft 7,510.00 Sump: 7,510.00 ft 7,505.00 Elevation (ft) 7,50 . 7,495.00 \Label: P -42 Up. Invert: 7,510.00 ft 7,490.00 Dn. Invert: 7,505.36 ft L: 144.00 ft 7,485.00 Size: 18 inch 7,480.00 S: 0.032222 fttft 7,475.00 ft) 9 +50 Label: P -25 Up. Invert: 7,505.16 ft Dn. Invert: 7,477.80 ft L: 127.00 ft Size: 30 inch S: 0.215433 fttft Title: THE VILLAGE AT AVON Project Engineer: GARY THOMAS g: \...\ drainage \stormcad \southbranch245.stm Martin & Martin StormCAD v4.1.1 [4.2014] 06/13/01 02:01:19 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 1 of 1 � m V cn • k NI • U C -;. ■ , 1 d, co ■ � m V cn ■ • -' • -' • U C -;. •' , -. • co ■ 0• N @ N a) lM ■ • -' -' -' -' U C -;. •' , -. • co ■ 0• N @ N a) (1)V- Q o 2 a N - 0 C a) I- m }fin. 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Subject IBC t{y"61F / ZO By 791` Sheet Z of Z Int -l.prn TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 05 -25 -2001 County EAGLE State: CO Checked: Date: Subtitle: INTERCHANGE Subarea #1 - I Flow Type Length Slope Surface n Area Wp Velocity Time (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Open Channel 450 2.6 0.048 Time of Concentration = 0.05 Subarea #2 - R2 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 100 .50 E 0.071 Open Channel 620 7.5 0.023 Time of Concentration = 0.09* Open Channel 65 1 0.018 Travel Time = 0.02* Subarea #3 - R1 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 100 .50 E 0.071 Open Channel 640 7.5 0.024 Time of Concentration = 0.09* Open Channel 205 3.5 0.016 Travel Time = 0.02* * - Generated for use by TABULAR method TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 05 -25 -2001 County EAGLE State: CO Checked: Date: Subtitle: INTERCHANGE Subarea #5 - 01 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 50 .5 E 0.041 Open Channel 680 2.25 0.084 Time of Concentration = 0.12* Open Channel 70 Page 1 1 0.019 Travel Time = 0.02* Int -l.prn Subarea #6 - 02 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 50 .5 E 0.041 Open Channel 600 2.8 0.060 Time of Concentration = 0.10* Open Channel 80 4 0.006 Open Channel 230 4 0.016 Travel Time = 0.02* Subarea #7 - R3 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 50 .02 A 0.018 Open Channel 300 4 0.021 Time of Concentration = 0.04* Open Channel 10 Open Channel 210 Subarea #8 - R4 1 0.003 4 0.015 Travel Time = 0.02* Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 50 .02 A 0.018 Open Channel 400 4 0.028 Time of Concentration = 0.05* Open Channel 50 1 0.014 Travel Time = 0.01* - -- 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 TABULAR method TABULAR HYDROGRAPH METHOD Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 05 -25 -2001 County EAGLE State: CO Checked: Date: Subtitle: INTERCHANGE Total watershed area: 0.027 sq mi Rainfall type: II Frequency: 100 years -------------------- - - - - -- Subareas -------------------- - - - - -- Page 2 Int -1.prn I R2 R1 H 01 02 R3 R4 Area(sq mi) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rainfall(in) 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Curve number 65 90 90 62 69 69 90 90 Runoff(in) 0.30 1.53 1.53 0.22 0.42 0.42 1.53 1.53 Tc (hrs) 0.40 0.09* 0.09* 0.34 0.12* 0.10* 0.04* 0.05* (Used) 0.40 0.10 0.10 0.30 0.10 0.10 0.10 0.10 TimeToOutlet 0.05* 0.03* 0.01* 0.00 0.04* 0.02* 0.00 0.00 (Used) 0.00 0.00 0.00 0.00 0.10 0.00 0.00 0.00 Ia /P 0.43 0.09 0.09 0.49 0.36 0.36 0.09 0.09 (Used) 0.43 0.10 0.10 0.49 0.36 0.36 0.10 0.10 Time Total ------- - - - - -- Subarea Contribution to Total Flow (cfs) ------ - - - - -- (hr) Flow I R2 R1 H 01 02 R3 R4 11.0 0 PIZ' 0 0 s 0 0 0 0 11.3 0 0 0 0 0 0 0 0 0 11.6 0 0 0 0 0 0 0 0 0 11.9 7 0 2 3 0 0 0 1 1 12.0 12. 0 3 5 0 0 1P 1 2 12.1 20P 0 5P 8P 0 1P 1 2P 3P 12.2 13 0 3 5 0 1 1 1 2 12.3 5 0 1 2 0 1 0 0 1 12.4 2 0 1 1 0 0 0 0 0 12.5 2 0 1 1 0 0 0 0 0 12.6 1 0 0 1 0 0 0 0 0 12.7 1 0 0 1 0 0 0 0 0 12.8 1 0 0 1 0 0 0 0 0 13.0 1 0 0 1 0 0 0 0 0 13.2 0 0 0 0 0 0 0 0 0 13.4 0 0 0 0 0 0 0 0 0 13.6 0 0 0 0 0 0 0 0 0 13.8 0 0 0 0 0 0 0 0 0 14.0 0 0 0 0 0 0 0 0 0 14.3 0 0 0 0 0 0 0 0 0 14.6 0 0 0 0 0 0 0 0 0 15.0 0 0 0 0 0 0 0 0 0 15.5 0 0 0 0 0 0 0 0 0 16.0 0 0 0 0 0 0 0 0 0 16.5 0 0 0 0 0 0 0 0 0 17.0 0 0 0 0 0 0 0 0 0 17.5 0 0 0 0 0 0 0 0 0 18.0 0 0 0 0 0 0 0 0 0 19.0 0 0 0 0 0 0 0 0 0 20.0 0 0 0 0 0 0 0 0 0 22.0 0 0 0 0 0 0 0 0 0 26.0 0 0 0 0 0 0 0 0 0 P - Peak Flow * - value(s) provided from TR -55 system routines Page 3 Int -2.prn TIME OF.CONCENTRATION AND TRAVEL TIME Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 05 -25 -2001 County EAGLE State: CO Checked: Date: Subtitle: INTERCHANGE -2 Subarea #1 - 04 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 50 .067 E 0.091 Open Channel 620 2.5 0.069 Time of Concentration = 0.16* Open Channel 200 4 0.014 Travel Time = 0.01* Subarea #2 - R6 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 50 .02 E 0.147 Open Channel 180 4 0.013 Time of Concentration = 0.16* Open Channel 60 1 0.017 Open Channel 300 5 0.017 Travel Time = 0.03* Subarea #3 - 05 Flow Type Length Slope Surface n Area Wp Velocity Time (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Open Channel 670 4 0.047 Time of Concentration = 0.05* Open Channel 60 1 0.017 Travel Time = 0.02* * - Generated for use by TABULAR method TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 05 -25 -2001 County EAGLE State: CO Checked: Date: Subtitle: INTERCHANGE -2 ------------------------- - - - - -- Subarea #4 - 07 ------------------------------- Flow Type Length Slope Surface n Area Wp Velocity Time (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Open Channel 525 9 0.016 Time of Concentration = 0.02* Page 1 Open Channel 90 Int -2.prn Subarea #5 - R5 4 0.006 Travel Time = 0.01* Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 50 .02 A 0.018 Open Channel 190 4 0.013 Time of Concentration = 0.03* - -- 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 TABULAR method TABULAR HYDROGRAPH METHOD Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 05 -25 -2001 County EAGLE State: CO Checked: Date: Subtitle: INTERCHANGE -2 Total watershed area: 0.008 sq mi Rainfall type: II Frequency: 100 years f- -------------------- - - - - -- Subareas -------------------------- 04 R6 05 07 R5 Area(sq mi) 0.00 0.00 0.00 0.00 0.00 Rainfall(in) 2.5 2.5 2.5 2.5 2.5 Curve number 69 92 69 69 92 Runoff(in) 0.42 1.69 0.42 0.42 1.69 Tc (hrs) 0.16* 0.16* 0.05* 0.02* 0.03* (Used) 0.20 0.20 0.10 0.10 0.10 TimeToOutlet 0.03* 0.00 0.01* 0.00 0.00 (Used) 0.00 0.00 0.00 0.00 0.00 Ia /P 0.36 0.07 0.36 0.36 0.07 (Used) 0.36 0.10 0.36 0.36 0.10 Time Total ------- - - - --- Subarea Contribution to Total Flow (cfs) ------ - - - - -- (hr) Flow 04 R6 05 07 R5 11.0 0 0 0 OP 0 0 11.3 0 0 0 0 0 0 11.6 0 0 0 0 0 0 11.9 1 0 0 0 0 1 12.0 3 0 1P 0 1P 1 12.1 4P 0 1 0 1 2P 12.2 4 1P 1 0 1 1 12.3 1 0 1 0 0 0 12.4 0 0 0 0 0 0 12.5 0 0 0 0 0 0 12.6 0 0 0 0 0 0 12.7 0 0 0 0 0 0 12.8 0 0 0 0 0 0 13.0 0 0 0 0 0 0 Page 2 Page 3 Int -2.prn 13.2 0 0 0 0 0 0 13.4 0 0 0 0 0 0 13.6 0 0 0 0 0 0 13.8 0 0 0 0 0 0 14.0 0 0 0 0 0 0 14.3 0 0 0 0 0 0 14.6 0 0 0 0 0 0 15.0 0 0 0 0 0 0 15.5 0 0 0 0 0 0 16.0 0 0 0 0 0 0 16.5 0 0 0 0 0 0 17.0 0 0 0 0 0 0 17.5 0 0 0 0 0 0 18.0 0 0 0 0 0 0 19.0 0 0 0 0 0 0 20.0 0 0 0 0 0 0 22.0 0 0 0 0 0 0 26.0 0 0 0 0 0 0 P - Peak Flow * - value(s) provided from TR -55 system routines Page 3 Iot-3.pru \ TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10 Project THE VILLAGE AT AVON User: aEPP Date: 05-25-200I County EAGLE State: CO Checked: Date: Subtitle: INTERCHANGE-3 Subarea #I - GI Flow Type 2 year Length Slope Surface o Area Wp Velocity Time � rain (ft) (ft/ft) code (ag/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 130 .5 E 0.087 Time of Concentration = O.OQ+ Subarea #2 - R7 Flow Type 2 year Length Slope Surface o Area WP Velocity Time rain (ft) (ft/ft) code (aq/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 25 .02 A 0.010 Open Channel 230 6 0.011 Time of Concentration = 0,02* open Channel 285 6 0.0I3 Travel Time = 0,0I* \ Flow Type 2 year Length Slope Surface u Area WP Velocity Time rain (ft) (ft/ft) code (sg/ft) (ft) (ft/sec) (hr) _______________________________________________________________________________ Sheet 1.3 25 .02 A 0'010 open Channel 280 6 0.0I3 Time of Concentration = 0.02* ODeo Channel 70 l 0.019 Travel Time = 0.02^ Subarea #4 - G2 Flow Type 2 year Length Slope Surface u Area Wp Velocity Time rain (ft) (ft/ft) code (ag/ft) (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 30 .5 E 0.027 open Channel 200 50 0.80I Time of Concentration = 0.03+ + - Generated for use by TABULAR method TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10 Project THE VILLAGE AT AVON User: DE2P Date: 05-25-2001 County EAGLE State: CO Checked: Date: Subtitle: INTERCHANGE-3 ------------------------------- Subarea #5 - R9 ------------------------------- Flow Type 2 year Length Slope Surface u Area Wp Velocity Time Page 1 Int -3.prn rain (ft) (ft /ft) code (sq /ft) (f t) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 25 .02 A 0.010 Open Channel 260 6 0.012 Time of Concentration = 0.02* Open Channel 65 1 0.018 Travel Time = 0.02* Subarea #6 - R10 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 25 .02 A 0.010 Open Channel 260 6 0.012 Open Channel 20 4 0.001 Time of Concentration = 0.02* Subarea #7 - L Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 50 .2 E 0.059 Open Channel 650 1 0.181 Time of Concentration = 0.24* Subarea #8 Flow Type Length Slope Surface n Area Wp Velocity Time (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Open Channel 290 40 0.002 Open Channel 1200 30 0.011 Time of Concentration = 0.01 - -- 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 TABULAR method TABULAR HYDROGRAPH METHOD Project THE VILLAGE AT AVON User: County EAGLE State: CO Checked: Subtitle: INTERCHANGE -3 Shallow Concentrated Surface Codes P Paved U Unpaved Version 2.10 REPP Date: 05 -25 -2001 Date: Total watershed area: 0.008 sq mi Rainfall type: II Frequency: 100 years ----------------- - - - - -- -------------------- - - - - -- Subareas - -- Gl R7 R8 G2 R9 R10 L Area(sq mi) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rainfall(in) 2.5 2.5 2.5 2.5 2.5 2.5 2.5 Page 2 Int -3.prn Curve number 69 92 92 69 92 92 80 Runoff(in) 0.42 1.69 1.69 0.42 1.69 1.69 0.89 Tc (hrs) 0.09* 0.02* 0.02* 0.03* 0.02* 0.02* 0.24* (Used) 0.10 0.10 0.10 0.10 0.10 0.10 0.20 TimeToOutlet 0.05* 0.04* 0.02* 0.00 0.00 0.00 0.00 (Used) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ia /P 0.36 0.07 0.07 0.36 0.07 0.07 0.20 (Used) 0.36 0.10 0.10 0.36 0.10 0.10 0.20 Time Total ------- - - - - -- Subarea Contribution to Total Flow (cfs) ------ - - - - -- (hr) Flow Gl R7 R8 G2 R9 R10 L 11.0 0 OP 0 0 0 0 0 0 11.3 0 0 0 0 0 0 0 0 11.6 0 0 0 0 0 0 0 0 11.9 4 0 1 1 0 1 1 0 12.0 4 0 1 1 0 1 1 0 12.1 lop 0 2P 2P 1P 2P 2P 1P 12.2 5 0 1 1 0 1 1 1 12.3 0 0 0 0 0 0 0 0 12.4 0 0 0 0 0 0 0 0 12.5 0 0 0 0 0 0 0 0 12.6 0 0 0 0 0 0 0 0 12.7 0 0 0 0 0 0 0 0 12.8 0 0 0 0 0 0 0 0 13.0 0 0 0 0 0 0 0 0 13.2 0 0 0 0 0 0 0 0 13.4 0 0 0 0 0 0 0 0 13.6 0 0 0 0 0 0 0 0 13.8 0 0 0 0 0 0 0 0 14.0 0 0 0 0 0 0 0 0 14.3 0 0 0 0 0 0 0 0 14.6 0 0 0 0 0 0 0 0 15.0 0 0 0 0 0 0 0 0 15.5 0 0 0 0 0 0 0 0 16.0 0 0 0 0 0 0 0 0 16.5 0 0 0 0 0 0 0 0 17.0 0 0 0 0 0 0 0 0 17.5 0 0 0 0 0 0 0 0 18.0 0 0 0 0 0 0 0 0 19.0 0 0 0 0 0 0 0 0 20.0 0 0 0 0 0 0 0 0 22.0 0 0 0 0 0 0 0 0 26.0 0 0 0 0 0 0 0 0 P - Peak Flow * - value(s) provided from TR -55 system routines Page 3 Int -4.prn TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 05 -25 -2001 County EAGLE State: CO Checked: Date: Subtitle: INTERCHANGE -4 Subarea #1 - MA Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 20 .3 E 0.024 Open Channel 70 20 0.001 Time of Concentration = 0.02* Open Channel 160 4 0.011 Travel Time = 0.01* Subarea #2 - M Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 50 .3 E 0.050 Open Channel 570 1.2 0.132 Time of Concentration = 0.18* Open Channel 100 4 0.007 Travel Time = 0.01* - -- 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 TABULAR method TABULAR HYDROGRAPH METHOD Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 05 -25 -2001 County EAGLE State: CO Checked: Date: Subtitle: INTERCHANGE -4 Total watershed area: 0.011 sq mi Rainfall type: II Frequency: 100 years -------------------- - - - - -- Subareas -------------------------- MA M Area(sq mi) 0.01 0.00 Rainfall(in) 2.5 2.5 Curve number 80 80 Runoff(in) 0.89 0.89 Tc (hrs) 0.02* 0.18* (Used) 0.10 0.20 TimeToOutlet 0.01* 0.00 (Used) 0.00 0.00 Ia /P 0.20 0.20 Time Total ------- - - - - -- Subarea Contribution to Total Flow (cfs) ------ - - - - -- (hr) Flow MA M Page 1 Int -4.prn 11.0 0 0 0 11.3 0 0 0 11.6 0 0 0 11.9 2 2 0 12.0 5 4 1 12.1 8P 6P 2 12.2 7 4 3P 12.3 3 1 2 12.4 2 1 1 12.5 2 1 1 12.6 2 1 1 12.7 1 1 0 12.8 1 1 0 13.0 0 0 0 13.2 0 0 0 13.4 0 0 0 13.6 0 0 0 13.8 0 0 0 14.0 0 0 0 14.3 0 0 0 14.6 0 0 0 15.0 0 0 0 15.5 0 0 0 16.0 0 0 0 16.5 0 0 0 17.0 0 0 0 17.5 0 0 0 18.0 0 0 0 19.0 0 0 0 20.0 0 0 0 22.0 0 0 0 26.0 0 0 0 P - Peak Flow * - value(s) provided from TR -55 system routines Page 2 I _ Consulting Engineers Title Date 5 741/o Job no. Subject Jwrt-- f i9y.1(, F - S BY T12/ Sheet j of / (IOM Int -5.prn TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 05 -25 -2001 County EAGLE State: CO Checked: Date: Subtitle: INTERCHANGE -5 Subarea #1 - 03 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 100 .5 E 0.071 Open Channel 760 1 0.211 Time of Concentration = 0.28* Subarea #2 - O3A Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 90 .5 E 0.065 Open Channel 810 1 0.225 Time of Concentration = 0.29* Open Channel 130 2.5 0.014 Travel Time = 0.01* Subarea #4 - MB Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (3q/ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 70 .20 E 0.077 Open Channel 1400 2.25 0.173 Time of Concentration = 0.25* Open Channel 60 - -- 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 TABULAR method TABULAR HYDROGRAPH METHOD Project THE VILLAGE AT AVON User: County EAGLE State: CO Checked: Subtitle: INTERCHANGE -5 2.25 0.007 Travel Time = 0.01* Shallow Concentrated - -- Surface Codes - -- P Paved U Unpaved Version 2.10 REPP Date: 05 -25 -2001 Date: Total watershed area: 0.040 sq mi Rainfall type: II Frequency: 100 years Sb -------------------- - - - - -- -------------------- - - - - -- u areas 03 O3A J MB Area(sq mi) 0.01 0.00 0.02 0.01 Rainfall(in) 2.5 2.5 2.5 2.5 Page 1 Int -5.prn Curve number 69 69 70 80 Runoff(in) 0.42 0.42 0.46 0.89 Tc (hrs) 0.28* 0.29* 0.40 0.25* (Used) 0.30 0.30 0.40 0.20 TimeToOutlet 0.01* 0.00 0.00 0.00 (Used) 0.00 0.00 0.00 0.00 Ia /p 0.36 0.36 0.34 0.20 Time Total ------- - - - - -- Subarea Contribution to Total Flow (cfs) ------ - - - --- (hr) Flow 03 O3A J MB 11.0 0 0 0 0 0 11.3 0 0 0 0 0 11.6 0 0 0 0 0 11.9 1 0 0 0 1 12.0 2 0 0 0 2 12.1 6 0 0 1 z® 5 12.2 lop 1P 1P 2 6P 12.3 10 1 1 IP 4 12.4 8 1 1 4 2 12.5 6 1 1 3 1 12.6 5 1 0 3 1 12.7 3 0 0 2 1 12.8 3 0 0 2 1 13.0 2 0 0 1 1 13.2 2 0 0 1 1 13.4 2 0 0 1 1 13.6 1 0 0 1 0 13.8 1 0 0 1 0 14.0 1 0 0 1 0 14.3 1 0 0 1 0 14.6 0 0 0 0 0 15.0 0 0 0 0 0 15.5 0 0 0 0 0 16.0 0 0 0 0 0 16.5 0 0 0 0 0 17.0 0 0 0 0 0 17.5 0 0 0 0 0 18.0 0 0 0 0 0 19.0 0 0 0 0 0 20.0 0 0 0 0 0 22.0 0 0 0 0 0 26.0 0 0 0 0 0 P - Peak Flow * - value(s) provided from TR -55 system routines Page 2 d R m o C V/ L9 N I- Z_ d @ O O N r C_ m C � @ @gin. i� �o c Q U W E 0 U � N O a` n M 0 N r t Q O O n m 0 U 3 C a6 c a t o m a N Y O O m n M U C N a O L @ a @ N m TA O Q � Q1 Wca Urn gao N O J O M � n� o W oo Fvo F- orn o Scenario: Base UPPER RANCH ROAD / INTERCHANGE Label Upstream Node Downstrearr Node Length (ft) Section Size Full Capacity (cfs) Velocity In (ft/s) Velocity Out (ft/s) Average Velocity (ft/s) Maximurr Velocity (fUs) Hydraulic Grade Line In (ft) Hydraulic Grade Line Out (ft) pstrea Ground Elevation (ft) ownstrea Ground Elevation (ft) Upstream Invert Elevation (ft) P -23 I -INT -5 J -INT -4 157.00 24 inch 16.55 6.68 6.68 6.68 15.00 7,658.58 7,657.23 7,660.00 7,670.00 7,655.50 P -25 I -INT -1 J -INT -5 141.00 18 inch 34.37 4.77 13.87 9.32 15.00 7,676.86 7,661.29 7,680.00 7,686.00 7,676.00 P -24 J -INT -4 I -INT -6 303.00 24 inch 45.24 7.61 6.68 7.15 15.00 7,656.10 7,646.43 7,670.00 7,648.00 7,654.46 P -26 J -INT -5 I -INT -2 158.00 21 inch 54.44 4.52 2.99 3.75 15.00 7,655.47 7,637.15 7,686.00 7,646.00 7,654.65 P -5 I -INT -6 I -INT -7 68.00 24 inch 31.99 8.28 8.28 8.28 15.00 7,645.10 7,644.20 7,648.00 7,648.00 7,642.14 P -2 I -INT -2 I -INT -3 73.00 21 inch 22.41 4.80 2.49 3.65 15.00 7,636.70 7,636.21 7,646.00 7,640.00 7,635.80 P -14 I- INT -12 I- INT -13 61.00 18 inch 14.85 2.36 0.57 1.46 15.00 7,618.71 7,618.77 7,622.00 7,622.00 7,618.28 P -6 I -INT -7 J -INT -6 202.00 24 inch 45.24 9.57 9.23 9.40 15.00 7,642.43 7,635.69 7,648.00 7,639.50 7,640.58 P -3 1 -INT -3 J -INT -6 82.00 24 inch 31.99 4.15 3.82 3.98 15.00 7,635.87 7,635.69 7,640.00 7,639.50 7,634.14 P -15 I- INT -13 I- INT -14 92.00 18 inch 14.85 1.13 1.13 1.13 15.00 7,618.75 7,618.72 7,622.00 7,621.50 7,616.86 P -17 I- INT -15 I- INT -16 199.00 18 inch 14.85 2.92 0.57 1.74 15.00 7,620.35 7,618.65 7,624.00 7,621.50 7,619.98 P -13 I- INT -11 J -INT -1 60.00 18 inch 14.85 1.70 1.70 1.70 15.00 7,626.92 7,626.87 7,631.00 7,631.25 7,624.50 P -12 I- INT -10 J -INT -1 10.00 18 inch 14.85 1.13 1.13 1.13 15.00 7,626.87 7,626.87 7,631.00 7,631.25 7,623.50 P -7 J -INT -6 J -INT -1 230.00 30 inch 82.03 9.13 8.35 8.74 15.00 7,634.65 7,626.87 7,639.50 7,631.25 7,632.50 P -16 I- INT -14 J -INT -2 10.00 18 inch 14.85 216 2.26 2.26 15.00 7,618.62 7,618.60 7,621.50 7,621.75 7,614.82 P -18 I- INT -16 J -INT -2 59.00 18 inch 14.85 1.13 1.13 1.13 15.00 7,618.62 7,618.60 7,621.50 7,621.75 7,615.80 P -8 J -INT -1 J -INT -2 212.00 30 inch 82.03 9.91 9.37 9.64 15.00 7,625.34 7,618.60 7,631.25 7,621.75 7,623.10 P -9 J -INT -2 J -INT -3 148.00 30 inch 91.71 10.93 10.59 10.76 15.00 7,616.74 7,610.26 7,621.75 7,614.00 7,614.42 P -19 I- INT -17 I -INT -8 70.00 18 inch 14.85 1.13 1.13 1.13 15.00 7,603.15 7,603.12 7,605.00 7,605.00 7,599.72 P -10 J -INT -3 I -INT -8 170.00 30 inch 91.71 10.93 10.59 10.76 15.00 7,609.14 7,603.12 7,614.00 7,605.00 7,606.82 P -11 I -INT -8 I -INT -9 288.00 30 inch 91.71 11.66 11.41 11.53 15.00 7,600.48 7,589.10 7,605.00 7,591.00 7,598.12 P -20 I- INT -18 I -INT -9 68.00 18 inch 14.85 2.83 2.83 2.83 15.00 7,589.26 7,589.10 7,592.00 7,591.00 7,586.44 P -27 I -INT -9 J -7 297.00 30 inch 94.00 12.79 20.45 16.62 15.00 7,585.93 7,569.40 7,591.00 7,580.00 7,583.52 P -28 J -7 0-INT -2 1237.00 30 inch 91.71 12.791 12.631 12.711 15.00 7,570.18 7,558.42 7,580.00 7,567.75 7,567.77 Title: THE VILLAGE AT AVON Project Engineer: Martin /Martin g: \...\ 14587_02\ drainage \stormcad \interchange2.stm Martin & Martin StormCAD v4.1.1 [4.20141 06/05/01 03:45:01 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 2 Scenario: Base Downstrearr Invert Elevation (ft) Down strea rr Cover (ft) U pstrea rr Cover (ft) onstructec Slope (ft/ft) Energy Slope (ft/ft) Material Mannings n System Known Flow (cfs) 7,654.66 13.34 2.50 0.005350 ).008618 Concreto 0.013 21.00 7,660.90 23.60 2.50 0.107092 ).091765 Concret 0.013 5.00 7,642.34 3.66 13.54 0.040000 ).032586 Concret ( 0.013 21.00 7,636.00 8.25 29.60 0.118038 ).117085 Concret ( 0.013 5.00 7,640.78 5.22 3.86 0.020000 ).013210 Concret ( 0.013 5.00 7,634.34 3.91 8.45 0.020000 ).010354 Concret 0.013 1.00 7,617.06 3.44 2.22 0.020000 ).000359 Concret 0.013 1.00 7,632.50 5.00 5.42 0.040000 ).033856 Concret ( 0.013 8.00 7,632.50 5.00 3.86 0.020000 ).002777 Concret ( 0.013 1.00 7,615.02 4.98 3.64 0.020000 ).000363 Concret ( 0.013 1.00 7,616.00 4.00 2.52 0.020000 ).009209 Concret 0.013 1.00 7,623.30 6.45 5.00 0.020000 ).000816 Concret 0.013 3.00 7,623.30 6.45 6.00 0.020000 ).000363 Concret 0.013 2.00 7,623.30 5:45 4.50 0.040000 ).034750 Concret ( 0.013 9.00 7,614.62 5.63 5.18 0.020000 ).001450 Concretf 0.013 2.00 7,614.62 5.63 4.20 0.020000 ).000363 Concret ( 0.013 1.00 7,614.62 4.63 5.65 0.040000 ).032559 Concret ( 0.013 14.00 7,607.02 4.48 4.83 0.050000 ).044589 Concret 0.013 17.00 7,598.32 5.18 3.78 0.020000 ).000363 Concret ( 0.013 2.00 7,598.32 4.18 4.68 0.050000 ).036085 Concret ( 0.013 17.00 7,583.72 4.78 4.38 0.050000 ).039827 Concret ( 0.013 2.00 7,585.08 4.42 4.06 0.020000 ).002266 Concret 0.013 2.00 7,567.92 9.58 4.98 0.052525 ).042303 Concret 0.013 3.00 7,555.92 9.331 9.731 0.0500001).0498641 Concretl 0.0131 3.00 Title: THE VILLAGE AT AVON Project Engineer: Martin /Martin g: \...\ 14587_02\ drainage \stormcad \interchange2.stm Martin & Martin StormCAD v4.1.1 [4.2014] 06/05/01 03:45:01 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 2 of 2 Scenario: Base >>>> Info: Subsurface Analysis iterations: 1 »» Info: Convergence was achieved. Gravity subnetwork discharging at: 0 -INT -2 ----------------------------------------------------------------- »» Info: Loading and hydraulic computations completed successfully. »» Info: P -2 Hydraulic jump formed. »» Info: P -2 Critical depth assumed upstream. »» Info: P -6 Hydraulic jump formed. >>>> Info: 2-6 Critical depth assumed upstream. »» Info: P -7 Hydraulic jump formed. »» Info: P -7 Critical depth assumed upstream. »» Info: P -8 Hydraulic jump formed. »» Info: 2-8 Critical depth assumed upstream. »» Info: 2-9 Hydraulic jump formed. »» Info: P -9 Critical depth assumed upstream. »» Info: P -10 Hydraulic jump formed. »» Info: 2-10 Critical depth assumed upstream. »» Info: 2-11 Hydraulic jump formed. »» Info: P -11 Critical depth assumed upstream. »» Info: P -17 Hydraulic jump formed. »» Info: P -17 Critical depth assumed upstream. »» Warning: P -23 Pipe discharge is above full flow capacity. »» Info: P -24 Hydraulic jump formed. »» Info: P -24 Critical depth assumed upstream. »» Warning: P -25 Pipe fails maximum cover constraint. »» Info: 2-26 Hydraulic jump formed. »» Info: 2-26 Critical depth assumed upstream. »» Warning: 2 -26 Pipe fails maximum cover constraint. »» Warning: 2-27 Pipe fails maximum velocity constraint. »» Info: P -28 Hydraulic jump formed. »» Info: P -28 Critical depth assumed upstream. CALCULATION SUMMARY FOR SURFACE NETWORKS Label I Inlet I Inlet ( Total I Total ( Capture I Gutter I Gutter I I Type I Intercepted I Bypassed ( Efficiency I Spread I Depth I I Flow I Flow I ( %) I (ft) I (ft) I I I (cfs) I (cfs) I I I I----------I---------------I----------------------I-------------I----------I------------I--------I-------- I I- INT -18 I Generic Inlet I Generic Default 100% 1 0.00 1 0.00 1 100.0 1 0.00 1 0.00 I -INT -9 I Generic Inlet I Generic Default 100% I 0.00 1 0.00 1 100.0 1 0.00 1 0.00 I -INT -8 Generic Inlet I Generic Default 100% I 0.00 1 0.00 1 100.0 I 0.00 1 0.00 I -INT -3 I Generic Inlet I Generic Default 100% ( 0.00 1 0.00 1 100.0 I 0.00 1 0.00 1 I -INT -2 I Generic Inlet I Generic Default 100% I 0.00 I 0.00 1 100.0 1 0.00 1 0.00 1 I I -INT -7 I Generic Inlet I Generic Default 100% I 0.00 I 0.00 1 100.0 I 0.00 1 0.00 1 I -INT -6 I Generic Inlet Generic Default 100% 1 0.00 1 0.00 1 100.0 I 0.00 1 0.00 1 I- INT -10 I Generic Inlet I Generic Default 100% 1 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1 I- INT -11 I Generic Inlet ( Generic Default 100% I 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1 I I- INT -14 I Generic Inlet I Generic Default 100% I 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1 I- INT -13 Generic Inlet I Generic Default 100% 1 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1 I- INT -12 I Generic Inlet I Generic Default 100% 1 0.00 1 0.00 1 100.0 ( 0.00 1 0.00 1 I- INT -16 I Generic Inlet 1 Generic Default 100% 1 0.00 1 0.00 1 100.0 I 0.00 1 0.00 1 I- INT -15 I Generic Inlet I Generic Default 100% 1 0.00 1 0.00 1 100.0 1 0.00 1 0.00 1 I- INT -17 I Generic Inlet I Generic Default 100% 1 0.00 1 0.00 1 100.0 I 0.00 1 0.00 1 I -INT -5 Generic Inlet Generic Default 100% 1 0.00 1 0.00 1 100.0 I 0.00 1 0.00 1 I -INT -1 ------------------------------------------------------------------------------------------- I Generic Inlet I Generic Default 100% 1 0.00 1 0.00 1 100.0 1 0.00 ---------- 1 0.00 1 - - - - -- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0 -INT -2 Title: THE VILLAGE AT AVON Project Engineer: Martin /Martin g: \...\ 14587_02\ drainage \stormcad \interchange2.stm Martin & Martin StormCAD v4.1.1 [4.2014] 06/05/01 03:45:12 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 3 I Label Number I Section 1 Section Length I Total Average ( Hydraulic I Hydraulic I 1 of I Size Shape 1 (ft) System I Velocity I Grade Grade 1 Sections I I I I Flow I (ft /s) I Upstream I Downstream I I I I I I (cfs) I I (ft) I I------- (ft) I - - - - -I ------- I---------- P -28 1 1---- 1 130 ----- I ---------- 1-------- -------- inch Circular ( 237.00 ( 62.00 I---- - - - - -- I 12.71 1 ----------- 7,570.18 I 7,558.42 1 2-27 ( 1 1 30 inch 1 Circular 1 297.00 I 62.00 1 16.62 I 7,585.93 1 7,569.40 1 P -20 1 1 1 18 inch I Circular 68.00 5.00 1 2.83 1 7,589.26 I 7,589.10 1 P -11 1 1 30 inch I Circular 1 288.00 I 56.00 1 11.53 1 7,600.48 I 7,589.10 1 1 P -10 1 1 30 inch Circular 1 170.00 1 52.00 1 10.76 I 7,609.14 ( 7,603.12 1 P -19 1 18 inch I Circular I 70.00 I 2.00 I 1.13 I 7,603.15 1 7,603.12 P -9 1 1 1 30 inch I Circular 1 148.00 1 52.00 1 10.76 1 7,616.74 1 7,610.26 I P -8 1 1 1 30 inch I Circular 1 212.00 1 46.00 1 9.64 1 7,625.34 1 7,618.60 1 P -18 1 1 1 18 inch I Circular I 59.00 I 2.00 1 1.13 1 7,618.62 1 7,618.60 1 P -16 1 1 1 18 inch 1 Circular 10.00 i 4.00 1 2.26 I 7,618.62 1 7,618.60 1 P -7 I 1 1 30 inch ( Circular 1 230.00 1 41.00 1 8.74 1 7,634.65 1 7,626.87 1 P -12 1 1 1 18 inch 1 Circular I 10.00 1 2.00 1 1.13 1 7,626.87 1 7,626.87 1 i P -13 I 1 1 18 inch Circular I 60.00 ( 3.00 1 1.70 1 7,626.92 I 7,626.87 1 1 P -17 1 1 18 inch 1 Circular 1 199.00 I 1.00 1 1.74 1 7,620.35 I 7,618.65 1 P -15 I 1 1 18 inch I Circular I 92.00 I 2.00 1 1.13 1 7,618.75 1 7,618.72 I 1 P -3 1 1 1 24 inch Circular I 82.00 I 12.00 I 3.98 1 7,635.87 1 7,635.69 1 P -6 1 1 1 24 inch 1 Circular 1 202.00 1 29.00 I 9.40 1 7,642.43 ( 7,635.69 1 I P -14 1 1 1 18 inch I Circular 1 61.00 1 1.00 I 1.46 1 7,618.71 I 7,618.77 1 1 P -2 1 1 1 21 inch I Circular I 73.00 1 6.00 1 3.65 1 7,636.70 I 7,636.21 1 1 P -5 1 1 1 24 inch I Circular 1 68.00 1 26.00 I 8.28 1 7,645.10 I 7,644.20 1 P -26 1 1 1 21 inch 1 Circular 1 158.00 1 5.00 I 3.75 1 7,655.47 1 7,637.15 1 1 P -24 I 1 1 24 inch I Circular 1 303.00 1 21.00 1 7.15 1 7,656.10 1 7,646.43 1 P -25 I 1 1 18 inch I Circular 1 141.00 1 5.00 I 9.32 1 7,676.86 1 7,661.29 1 I P -23 ----------------------------------------------------------------------------------------------- 1 1 24 inch I Circular 1 157.00 1 21.00 I 6.68 1 7,658.58 1 7,657.23 1 Label I Total I Ground ( Hydraulic I Hydraulic I I 1 System I Elevation I Grade I Grade K 1 1 Flow I (ft) I Line In ( Line Out i I I (cfs) (ft) I (ft) I I------ - - - - -I 1------------------ 1 0 -INT -2 I 62.00 1----------- 1 I----------- 7,567.75 I 7,558.42 1 7,558.42 1 I J -7 I 62.00 1 7,580.00 1 7,570.18 1 7,570.18 1 1 I -INT -9 1 62.00 i 7,591.00 I 7,589.10 I 7,585.93 1 1 I- INT -18 I 5.00 I 7,592.00 I 7,589.41 1 7,589.26 I 1 I -INT -8 56.00 1 7,605.00 1 7,603.12 1 7,600.48 1 J -INT -3 1 52.00 1 7,614.00 I 7,610.26 I 7,609.14 1 1 I- INT -17 1 2.00 1 7,605.00 1 7,603.17 1 7,603.15 1 1 J -INT -2 1 52.00 1 7,621.75 ( 7,618.60 1 7,616.74 1 I J -INT -1 I 46.00 1 7,631.25 I 7,626.87 1 7,625.34 1 1 I- INT -16 I 2.00 1 7,621.50 1 7,618.65 I 7,618.62 1 1 I- INT -14 1 4.00 1 7,621.50 I 7,618.72 I 7,618.62 1 1 J -INT -6 I 41.00 1 7,639.50 I 7,635.69 1 7,634.65 1 1 I- INT -10 I 2.00 1 7,631.00 I 7,626.90 1 7,626.87 1 1 I- INT -11 I 3.00 1 7,631.00 I 7,626.97 1 7,626.92 1 I I- INT -15 I 1.00 1 7,624.00 ( 7,620.52 1 7,620.35 1 I- INT -13 I 2.00 1 7,622.00 I 7,618.77 1 7,618.75 1 1 I -INT -3 I 12.00 1 7,640.00 I 7,636.21 1 7,635.87 1 I I -INT -7 I 29.00 1 7,648.00 I 7,644.20 1 7,642.43 1 I- INT -12 ( 1.00 1 7,622.00 ( 7,618.82 1 7,618.71 1 1 I -INT -2 I 6.00 1 7,646.00 I 7,637.15 1 7,636.70 1 I -INT -6 I 26.00 1 7,648.00 1 7,646.43 1 7,645.10 I I J -INT -5 1 5.00 1 7,686.00 I 7,655.63 1 7,655.47 I J -INT -4 I 21.00 1 7,670.00 ( 7,657.23 I 7,656.10 I I I -INT -1 1 5.00 1 7,680.00 I 7,677.30 ( 7,676.86 1 I I -INT -5 --------------------------------------------------- I 21.00 1 7,660.00 I 7,659.45 1 7,658.58 1 - - - - -- Completed: 06/05/2001 03:37:53 PM Title: THE VILLAGE AT AVON Project Engineer: Martin /Martin g: \...\ 14587_02\ drainage \stormcad \interchange2.stm Martin & Martin StormCAD v4.1.1 [4.2014] 06/05/01 03:45:12 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 2 of 3 O c o @ O N m ��a n n r n LQ r n r IQ n OO .0 O c N W U U) N CC p 00 0o a rl� ca= Ipnn�{m 00 c ittO• -o C orn d Rio. -ao f00 _Sg I61 aa= no m• oa co 06 1=On ^• (Q (Q n c Cln - - .�g 9 03 u3 Ntt'O• ?o (Q -0 (Q tp 0- Iowa nr- {o An a .nc . -Ao d��co� °o @a J J��Jn3 fb�� °N� Q0 ,&° 0 050 A". v O (O 00 nr '80 4101 N LO \ \\ P'f to t-.9 8 NM n. w 9 °O 1, lq In C04 G G O r, f S "w40 „t't -Soo co N C) C y d m y o o0 J 7 O J r%31b _ S S ly o FYISIU3 .`Q� JJ Q o SEE na D Jao3 c,r �• E � E 0 om ro �aa3 0 �o� N� o =�n n G Rm .� C O t to ,,.,� U ^, aOE \ o 3qo m�yyf. 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O L V co ■ r •• LO • • • • • • 1 • c,_.. . ■ • • • • • • • 1 • • 1 1 ; n w • • PR 9 • • • • • C (6 O � ID m C - m ca v L:> a� o c Q c E c W a U � N O a` Lh LO n c%> O N t co O co O H U S a r 06 C_ 'D O f0 W N V N Y O O m r M U c N V O L N V «0 N t0 u O Q lO6 � W Q a J oO O hI O W co rO F- orn O 1 i J 1 1 i mmw�m ■ • 1 • i c � @ o � N � G � � CL It C > m � c Urn c E W 0 U � m O n. fD O fD N LO M O N t co O n tp O H U Z c m a3: ■9 c C m O m v Y O O m r> U c N 0 L m 'O N m N N m O m m U m C 7 V U OE 0 Q ro W ca (D J NO O n1 o W w LO � : o — � o F- m o MAR77NIMARTIN Tine THF y / L Consulting Engineers Date (�2 / D / Job no. l , —, C' 'I- . f Subject U S JZOA T-e- (,) By _ Sheet / of t t € Uo6.pzo / ' TIME OF CONCENTRATION AND TRAVEL TIME Version 2.I0 \ Project THE VILLAGE AT AVON User: BEPP Date' 06-02-200I County EAGLE State: CO Checked: Date: Subtitle: D3 ROUT 6 INTERSECTION Subarea #1 - R24 Flow Type 2 year Length Slope Surface o Area Wp Velocity Time rain (ft) (ft/ft) code <sg/ft> (ft) (ft/sec) (hr) ------------------------------------------------------------------------------- Sheet I'3 25 '02 & O'OlO Open channel 300 4 0.02I open Channel 60 6 0.003 Time of Concentration = 0.03^ Subarea #2 - R25 Flow Type 2 year Length Slope Surface o Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (bz) _______________________________________________________________________________ Sheet 1.3 30 .02 A 0'0I2 Open Channel 270 4 0.0I9 Open Channel 60 6 0'003 Time of Concentration = 0,03+ Subarea #3 - R26 Flow Type 2 year Length Slope Surface u Area Wp Velocity Time � rain (ft) (ft/ft) code (ag/ft) (ft) (ft/sec) (hr) _-_-__-_______-_--_-____--_____-___--___-__--___________-____--____--_-__-_____ Sheet 1.3 40 ,02 A 0.0I5 Open Channel 85 4 8.006 Open Channel ill 6 0.005 Time of Concentration = 0.03^ Subarea #4 - R27 Flow Type 2 year Length Slope Surface u Area Wp Velocity Time rain (ft) (ft/ft) code (ag/ft) (ft) (ft/sec) (hr) _______________________________________________________________________________ Sheet 1'3 40 .02 8 0.0I5 Open Channel 90 2.75 0,009 open Channel 60 6 0.003 Time of Concentration ~ 0'03* --- Sheet Flow Surface Codes -- A Smooth Surface F Grass, B Fallon (0o Res.) G Grass, C Cultivated < 20 % Res. B Woods, D Cultivated > 20 % Res. Z Woods, E Grass-Range, 3burt J Range, + - Generated for use by TABULAR meth - Dense Burmud Light Dense Natural od TABULAR 8YDR0GDAPB METHOD Project THE VILLAGE AT AVON User: REPg / County � EAGLE State: CO Checked: \ � SobtitIe: DS ROUT 6 INTERSECTION Page 1 Shallow Concentrated Surface Codes P Paved U Unpaved Version 2.10 Date: 06-02-200I Date: Us6.prn Total watershed area: 0.002 sq mi Rainfall type: II Frequency: 100 years -------------------- - - - - -- Subareas -------------------------- R24 R25 R26 R27 Area(sq mi) 0.00 0.00 0.00 0.00 Rainfall(in) 2.5 2.5 2.5 2.5 Curve number 92 92 92 92 Runoff(in) 1.69 1.69 1.69 1.69 Tc (hrs) 0.03* 0.03* 0.03* 0.03* (Used) 0.10 0.10 0.10 0.10 TimeToOutlet 0.00 0.00 0.00 0.00 Ia /P 0.07 0.07 0.07 0.07 (Used) 0.10 0.10 0.10 0.10 Time Total ------- - ----- Subarea Contribution to Total Flow (cfs) - ----- - - ---- (hr) Flow R24 R25 R26 R27 11.0 0 0 0 0 0 11.3 0 0 0 0 0 11.6 0 0 0 0 0 11.9 0 0 0 0 0 12.0 0 0 0 0 0 12.1 4P 1P 1P 1P 1P 12.2 0 0 0 0 0 12.3 0 0 0 0 0 12.4 0 0 0 0 0 12.5 0 0 0 0 0 12.6 0 0 0 0 0 12.7 0 0 0 0 0 12.8 0 0 0 0 0 13.0 0 0 0 0 0 13.2 0 0 0 0 0 13.4 0 0 0 0 0 13.6 0 0 0 0 0 13.8 0 0 0 0 0 14.0 0 0 0 0 0 14.3 0 0 0 0 0 14.6 0 0 0 0 0 15.0 0 0 0 0 0 15.5 0 0 0 0 0 16.0 0 0 0 0 0 16.5 0 0 0 0 0 17.0 0 0 0 0 0 17.5 0 0 0 0 0 18.0 0 0 0 0 0 19.0 0 0 0 0 0 20.0 0 0 0 0 0 22.0 0 0 0 0 0 26.0 0 0 0 0 0 P - Peak Flow * - value(s) provided from TR -55 system routines Ityffem",an- Project Description Improved Lotter's Worksheet RANCH ROAD Open Channel GUTTER Weighting Method CAPACITY Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 0.040 ft/ft 000 Discharg 39.00 cfs e Options Current Roughness Improved Lotter's Method Method Open Channel Improved Lotter's Weighting Method Method Closed Channel Horton's Method Weighting Method 8.78 to Results End Mannings 0.014 Coefficient Coefficien Water Surface 9.28 ft Elevation 0 +00.00 Elevation Range 8.78 to 0 +05.50 10.00 Flow Area 5.0 ft2 Wetted Perimeter 23.24 ft Top Width 22.62 ft Actual Depth 0.50 ft Critical Elevation 9.51 ft Critical Slope 0.003830 ft/ft Velocity 7.84 ft/s Velocity Head 0.95 ft Specific Energy 10.24 ft Froude Number 2.94 Flow Type Supercriti cal Calculation Messages: Water elevation exceeds lowest end station by 0.10233153 ft. Roughness Segments Start End Mannings Station Station Coefficien t 0 +00.00 0 +05.50 0.030 0 +05.50 0 +07.00 0.013 0 +07.00 0 +31.00 0.014 0 +31.00 0 +33.50 0.013 Project Engineer: Martin /Martin g:\haynes \14587_02 \drainage \ranch gutter.fm2 Martin & Martin FlowMaster v6.1 [614k] 04/02/01 12:49 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 mylyron 'r Natural Channel Points Station Elevation (ft) (ft) 0 +00.00 10.00 0 +05.50 9.89 0 +06.00 9.88 0 +06.00 9.38 0 +07.00 9.36 0 +31.00 8.88 0 +33.00 8.78 0 +33.00 9.28 0 +33.50 9.18 Project Engineer: Martin /Martin g: \haynes \14587_02 \drainage \ranch gutter.fm2 Martin & Martin FlowMaster v6.1 [614k] 04/02/01 12:49 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 2 Cross Section Cross Section for Irregular Channel Project Description Worksheet RANCH ROAD Mannings GUTTER Coefficient CAPACITY Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings 0.014 Coefficient Slope 0.040000 ft/ft Water Surface 9.28 ft Elevation Elevation Range 8.78 to 10.00 Discharge 39.00 cfs 10.00 9.80 9.60 9.40 9.20 9.00 8.80 8.60 0 +00.00 0 +05.00 0 +10.00 0 +15.00 0 +20.00 0 +25.00 0 +30.00 0 +35.00 V:10.0N H:1 NTS Project Engineer: Martin /Martin g: \haynes \1458702 \drainage \ranch gutter.fm2 Martin & Martin FlowMaster v6.1 [614k] 04/02101 12:50 P_M © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 Table Rating Table for Irregular Channel Project Description Worksheet RANCH ROAD GUTT Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 040000 ft/ft Options Current Roughness Methc rved Lotter's Method Open Channel Weighting rved Lotter's Method Closed Channel Weighting Horton's Method Attribute Minimum Maximum Increment Discharge (cfs) 0.00 50.00 1.00 Discharge (cfs) Water Surface Elevation (ft) Velocity (ft/s) Flow Area (ft2) Wetted Perimeter (ft) Top Width (ft) 0.00 8.78 0.00 0.0 0.00 0.00 1.00 8.94 3.33 0.3 5.06 4.90 2.00 8.98 3.84 0.5 6.98 6.78 3.00 9.00 4.21 0.7 8.30 8.08 4.00 9.02 4.50 0.9 9.35 9.11 5.00 9.04 4.74 1.1 10.24 9.97 6.00 9.05 4.95 1.2 11.01 10.74 7.00 9.07 5.13 1.4 11.71 11.42 8.00 9.08 5.30 1.5 12.35 12.04 9.00 9.09 5.45 1.7 12.93 12.61 10.00 9.10 5.59 1.8 13.47 13.15 11.00 9.11 5.72 1.9 13.99 13.65 12.00 9.12 5.84 2.1 14.47 14.12 13.00 9.13 5.96 2.2 14.92 14.57 14.00 9.14 6.07 2.3 15.36 14.99 15.00 9.15 6.17 2.4 15.77 15.40 16.00 9.16 6.27 2.6 16.17 15.79 17.00 9.16 6.61 2.6 16.23 15.85 18.00 9.16 6.76 2.7 16.52 16.13 19.00 9.17 6.84 2.8 16.88 16.49 20.00 9.18 6.92 2.9 17.23 16.83 21.00 9.18 6.98 3.0 17.60 17.19 22.00 9.19 7.03 3.1 18.00 17.57 23.00 9.20 7.08 3.2 18.38 17.94 24.00 9.20 7.13 3.4 18.75 18.29 25.00 9.21 7.18 3.5 19.10 18.64 26.00 9.22 7.23 3.6 19.45 18.97 27.00 9.22 7.28 3.7 19.79 19.29 28.00 9.23 7.33 3.8 20.11 19.61 29.00 9.23 7.38 3.9 20.43 19.92 30.00 9.24 7.43 4.0 20.74 20.22 31.00 9.24 7.48 4.1 21.05 20.51 32.00 9.25 7.52 4.3 21.35 20.79 Project Engineer: Martin /Martin g: \haynes \14587_02 \drainage \ranch gutter.fm2 Martin & Martin FlowMaster v6.1 (614k] 04/02/01 12:27:50 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 2 Table Rating Table for Irregular Channel Discharge (cfs) Water Surface Elevation (ft) Velocity (ft/s) Flow Area (ft2) Wetted Perimeter (ft) Top Width (ft) 33.00 9.25 7.57 4.4 21.64 21.07 34.00 9.26 7.61 4.5 21.92 21.35 35.00 9.26 7.66 4.6 22.20 21.61 36.00 9.27 7.70 4.7 22.47 21.88 37.00 9.27 7.75 4.8 22.74 22.13 38.00 9.28 7.79 4.9 23.00 22.39 39.00 9.28 7.84 5.0 23.24 22.62 40.00 9.29 7.88 5.1 23.45 22.83 41.00 9.29 7.93 5.2 23.66 23.03 42.00 9.29 7.98 5.3 23.87 23.24 43.00 9.30 8.03 5.4 24.07 23.44 44.00 9.30 8.07 5.4 24.28 23.64 45.00 9.31 8.12 5.5 24.48 23.83 46.00 9.31 8.16 5.6 24.67 24.03 47.00 9.31 8.21 5.7 24.87 24.22 48.00 9.32 8.25 5.8 25.06 24.40 49.00 9.32 8.29 5.9 25.25 24.59 50-001 9.331 8.331 6.01 25.431 24.77 Project Engineer: Martin /Martin g: \haynes \14587_02 \drainage \ranch gutter.fm2 Martin & Martin FlowMaster v6.1 [614k] 04/02/01 12:27:50 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 2 of 2 Curve Plotted Curves for Irregular Channel Project Description Worksheet RANCH ROAD GUTT Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 040000 ft/ft Options Current Roughness Methc wed Lotter's Method Open Channel Weighting wed Lotter's Method Closed Channel Weighting Horton's Method Attribute Minimum Maximum Increment Discharge (cfs) 0.00 60.00 1.00 Worksheet: RANCH ROAD GUTTER CAPACITY Water Surface Elevation vs Discharge 9.40 ----- - - - - -- -------------------- - - - - -- -------------------- - - - - -- ------------------- - - - - -- ------- - - - - -- - 9.35 ---- - - - - -- :.. ------------ +------ - - - - -- - -- - - - - -- - - - - -- 9.30 ----- - - - - -- -- - - - - -- - - - - - - - -- - - - - -- ------ ------------ ----- -; - - -- - - - -- 9.25 --- - - - - -- ---- ...----- - - - - -- ----- - - - - -- - - - - -- - C 9.20 ------- - - - - -- -------------------- - - - - -- ------ - - - - -- - . 9.15 --- - - - - -- - - - -- ----- - - - - -- - - W - 9.10 ----- - - - - -- - - - - -- - -------- ------- ------- - - - - -- - - - - - -- -- ------ - - - - -- t9.05 - ----- - - - - -- -- - - - - -- = - 9.00 - - - - -- ------- - - - - -- --- - - - - -- ------ - - - - -- --- - - - - -- -. o 8.95 -- --------- ------ ------------ •------- - - - - - - ---- - - - - -- 8.90 - - - 8.85 ------------ ------ - - - - -- ------------------- - - - - -- --- - - - - -- --- - - - - -- - - - -- ------ - - - - -- - -- - - - - - - ---- - - - - -- 8.80 ---- - - - - -- - - - -- - - - - -- - - -- 8.75 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 Discharge (cfs) Project Engineer: Martin /Martin g: \haynes \14587_02 \drainage \ranch gutter.fm2 Martin & Martin FlowMaster v6.1 [614k] 04/02/01 12:28:47 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 V Q 0. Q W I-' Q O v I„ 00 O 00 v N d' O M co M M M O M ^ LL U N cy W N = U N co LO N O CD M O 00 00 N OR OR CMD N CA (A CD 00 00 CD (14) NOIIVA3-13 3ovimns U31`dM MARTINIMARTIN Consulting Engineers Title U) LC dbr d-j /�VU/J Date Job no. Subject Vy4TM 6jA4-L 1 rY v6LAm RF6etA, 2(---,o 9� miz ey-w iN F F FL c srn VL S Z Sheet of C2r7 "i.4 M41vmft VOL-3 -' f3n�sN r�s 490 40L Z11- W: ► ref • . o qS" a A i THE VILLAGE AT AVON - ELEVATION VS. STORAGE VOLUME 7522 H W W 7520 Z p 7518 � i ! > 7516 W J W 7514 0 40000 80000 120000 160000 200000 STORAGE (CUBIC FEET) V =1/3D [A1 +A2 +(SQRT AI +AB)] ELEV AREA SQ. FT. VOLUME CU. FT. ACCUM DET. VOL CU. FT. ACCUM DET. VOL AC -FT ACCUM DET. VOL. CY 7514 4695 0 0 0 0 75151 14353 9086 9086 0.209 337 7516 16715 15519 24605 0.565 911 7517 19983 18325 42929 0.986 1590 7518 23413 21675 64605 1.483 2393 7519 27373 25367 89972 2.065 3332 75201 31714 29517 119489 2.743 4426 75211 36409 34035 153523 3.524 5686 75221 40179 38279 191802 4.403 7104 Prepared by Thomas Repp 6/14/01 Page 1 MARTINIMARTIN Consulting Engineers Title TAf'` V) (� L ft b;' 4-r &jqJate /�,� j Job no. Subject SA l &71 P-Vyrpa &5 BY Zrit Sheet of Ze)- - I((Z Svc %Z F-4c F. lZ evemoyj SI- 1 ;o ' 3ee4S 1 I♦ ,V qor I �/- s o/ 6 —44of n Al ani j s'eeul6u3 6u}lnsuoo NIMVJVINIMViq ° P.: N r. N y Q } 0 1 ;o ' 3ee4S 1 I♦ ,V qor I �/- s o/ 6 —44of n Al ani j s'eeul6u3 6u}lnsuoo NIMVJVINIMViq Consulting Engineers I Title 141-7 y) t ( % ate b 3/y Job no. Subject O (A TL FT —j" e, TV,- /Z t BY 799 Sheet / of Sl73-IiV& S6Z Pr MARTINIMARTIN Consulting Engineers Title Date Job no. Subject By (fZ1t Sheet Z of Z Orifice Plate Perforation Sizing Circular Perforation Sizing Chart may be applied to orifice plate or vertical pipe outlet. Hole Dia (in) * Hole Dia (in) Min. Se (in) Area per Row (sq in) n =1 n =2 n =3 1 4 0.250 1 0.05 0.10 0.15 5/16 0.313 2 0.08 0.15 0.23 3/8 0.375 2 0.11 0.22 0.33 7/16 0.438 2 0.15 0.30 • 0.45 1 /2 0.500 2 0.20 0.39 0.59 9/16 0.563 3 0.25 0.50 0.75 5/8 0.625 3 0.31 0.61 0.92 11 /16 0.688 3 0.37 0.74 1.11 3 4 0.750 3 0.44 0.88 1.33 13 16 0.813 3 0.52 1.04 1.56 7/8 1 0.875 3 0.60 1.20 1.80 15/16 0.938 3 0.69 1.38 2.07 4 0.79 1.57 2.36 1.063 4 0.89 1.77 2.66 1.125 4 0.99 1.99 2.98 M311.000 1.188 4 1.11 2.22 3.32 1.250 4 1.23 2.45 3.68 1.313 4 1.35 2.71 4.06 1 3/8 1.375 4 1.48 2.97 4.45 1 7/16 1.438 4 1.62 3.25 4.87 1 1 2 1.500 4 1.77 3.53 5.30 1 9 16 1.563 4 1.92 3.83 5.75 1 5 8 1.625 4 2.07 4.15 6.22 1 11 16 1.688 4 2.24 4.47 6.71 1 3 4 1.750 4 2.41 4.81 7.22 1 13 16 1.813 4 2.58 5.16 7.74 1 7/8 1.875 4 2.76 5.52 8.28 1 15/16 1.938 4 2.95 5.90 8.84 2 2.000 4 3.14 6.28 9.42 n = Number of columns of perforations Minimum steel plate thickness 1/4. 5/16 * Designer may interpolate to the nearest 32nd inch to better match the required area, if desired. Rectangular Perforation Sizing Only one column of rectangular perforations allowed. Rectangular Height = 2 inches R Rectangular Width (inches) _ equired Area per Row (sq in 2„ Urban Drainage and Flood Control District Drainage Criteria Manual (V.3) File: Detalls.dwg Rectangular Hole Width Min. Steel Thickness 5" 1 4 6" 1 4 7" 5/32 " 8" 5/16 " 9" 11 /32 " 10" 3/g „ >10" 1/2 „ Figure 5 WQCV Outlet Orifice Perforation Sizing Pndvoll.prn STORAGE VOLUME FOR DETENTION BASINS Project THE VILLAGE AT AVON User: REPP County EAGLE State: CO Checked: Subtitle: ON -SITE DETENTION EXISTING FLOWS Drainage Area: .065 Sq miles Rainfall -Type: II 24 -Hour Rainfall: 2.1 inches Peak Inflow: 54.00 cfs Peak Outflow: 30.00 cfs Runoff Volume: 1.2 inches Detention Basin Storage Volume: Version 2.10 Date: 03 -20 -2001 Date: Rainfall Frequency: 25 years Runoff Curve Number: 90 0.30 inches or Page 1 1.0 acre feet MARTINIMARTIN Consulting Engineers Title _Tj f j= y j L L ►1 6 t &T 4-4" Date �)3 -/ % - O / Job no. Subject ON-SIT-r ►-) t --rttnj-1 -? Ole,! By rILA Sheet of V7 � o.-I F 5. rrt N _Al/,fit C/N# 3 �y - say 10.prn TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 03 -20 -2001 County EAGLE State: CO Checked: Date: Subtitle: ON -SITE DETENTION EXISTING FLOWS Subarea #1 - 0 Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 300 .067 E 0.380 Shallow Concent'd 800 .0125 U 0.123 Time of Concentration = 0.50* - -- 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 Page 1 13.prn TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 03 -20 -2001 County EAGLE State: CO Checked: Date: Subtitle: ON -SITE DETENTION EXISTING FLOWS Subarea #1 - P Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 150 .20 E 0.141 Shallow Concent'd 950 .042 U 0.080 Time of Concentration = 0.22* - -- 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 Page 1 14.prn TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 03 -20 -2001 County EAGLE State: CO Checked: Date: Subtitle: ON -SITE DETENTION EXISTING FLOWS Subarea #1 - Q Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 300 .20 E 0.246 Shallow Concent'd 900 .033 U 0.085 Time of Concentration = 0.33* - -- 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 Page 1 16.prn TIME OF CONCENTRATION AND TRAVEL TIME Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 03 -20 -2001 County EAGLE State: CO Checked: Date: Subtitle: ON -SITE DETENTION EXISTING FLOWS Subarea #1 - R Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft /ft) code (sq /ft) (ft) (ft /sec) (hr) ------------------------------------------------------------------------------- Sheet 1.3 150 .13 E 0.168 Shallow Concent'd 200 .30 U 0.006 Time of Concentration = 0.17* - -- 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 Page 1 Q10.prn TABULAR HYDROGRAPH METHOD Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 03 -19 -2001 County EAGLE State: CO Checked: Date: Subtitle: ON -SITE DETENTION EXISTING FLOWS Total watershed area: 0.040 sq mi Rainfall type: II Frequency: 25 years -------------------- - - - - -- Subareas -------------------------- 0 Area(sq mi) 0.04 Rainfall(in) 2.1 Curve number 80 Runoff(in) 0.62 Tc (hrs) 0.50 TimeToOutlet 0.00 Ia /P 0.24 Time Total ------- - - - - -- Subarea Contribution to Total Flow (cfs) ------ - - - - -- (hr) Flow 0 11.0 0 0 11.3 0 0 11.6 0 0 11.9 0 0 12.0 1 1 12.1 2 2 12.2 5 5 12.3 9 9 12.4 12P 12P 12.5 11 11 12.6 10 10 12.7 7 7 12.8 6 6 13.0 4 4 13.2 3 3 13.4 2 2 13.6 2 2 13.8 2 2 14.0 1 1 14.3 1 1 14.6 1 1 15.0 1 1 15.5 1 1 16.0 1 1 16.5 1 1 17.0 1 1 17.5 1 1 18.0 1 1 19.0 1 1 20.0 0 0 22.0 0 0 26.0 0 0 P - Peak Flow Page 1 Q13.prn TABULAR HYDROGRAPH METHOD Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 03 -19 -2001 County EAGLE State: CO Checked: Date: Subtitle: ON -SITE DETENTION EXISTING FLOWS Total watershed area: 0.020 sq mi Rainfall type: II Frequency: 25 years -------------------- - - - - -- Subareas -------------------------- P Area(sq mi) 0.02 Rainfall(in) 2.1 Curve number 80 Runoff(in) 0.62 Tc (hrs) 0.22 (Used) 0.20 TimeToOutlet 0.00 Ia /P 0.24 Time Total ------- - - - - -- Subarea Contribution to Total Flow (cfs) ------ - - - - -- (hr) Flow P 11.0 0 0 11.3 0 0 11.6 0 0 11.9 1 1 12.0 3 3 12.1 8 8 12.2 9P 9P 12.3 6 6 12.4 3 3 12.5 2 2 12.6 2 2 12.7 2 2 12.8 1 1 13.0 1 1 13.2 1 1 13.4 1 1 13.6 1 1 13.8 1 1 14.0 1 1 14.3 1 1 14.6 1 1 15.0 0 0 15.5 0 0 16.0 0 0 16.5 0 0 17.0 0 0 17.5 0 0 18.0 0 0 19.0 0 0 20.0 0 0 22.0 0 0 26.0 0 0 P - Peak Flow Page 1 Q14.prn TABULAR HYDROGRAPH METHOD Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 03 -19 -2001 County EAGLE State: CO Checked: Date: Subtitle: ON -SITE DETENTION EXISTING FLOWS Total watershed area: 0.010 sq mi Rainfall type: II Frequency: 25 years -------------------- - - - - -- Subareas -------------------------- Q Area(sq mi) 0.01 Rainfall(in) 2.1 Curve number 80 Runoff(in) 0.62 Tc (hrs) 0.33 (Used) 0.30 TimeToOutlet 0.00 Ia /P 0.24 Time Total ------- - - - - -- Subarea Contribution to Total Flow (cfs) ------ - - - - -- (hr) Flow Q 11.0 0 0 11.3 0 0 11.6 0 0 11.9 0 0 12.0 1 1 12.1 2 2 12.2 4P 4P 12.3 4 4 12.4 3 3 12.5 2 2 12.6 1 1 12.7 1 1 12.8 1 1 13.0 1 1 13.2 1 1 13.4 0 0 13.6 0 0 13.8 0 0 14.0 0 0 14.3 0 0 14.6 0 0 15.0 0 0 15.5 0 0 16.0 0 0 16.5 0 0 17.0 0 0 17.5 0 0 18.0 0 0 19.0 0 0 20.0 0 0 22.0 0 0 26.0 0 0 P - Peak Flow Page 1 Q16.prn TABULAR HYDROGRAPH METHOD Version 2.10 Project THE VILLAGE AT AVON User: REPP Date: 03 -19 -2001 County EAGLE State: CO Checked: Date: Subtitle: ON -SITE DETENTION EXISTING FLOWS Total watershed area: 0.010 sq mi Rainfall type: II Frequency: 25 years -------------------- - - - - -- Subareas -------------------------- R Area(sq mi) 0.01 Rainfall(in) 2.1 Curve number 80 Runoff(in) 0.62 Tc (hrs) 0.17 (Used) 0.20 TimeToOutlet 0.00 Ia /P 0.24 Time Total ------- - - ---- Subarea Contribution to Total Flow (cfs) ------ - - - - -- (hr) Flow R 11.0 0 0 11.3 0 0 11.6 0 0 11.9 1 1 12.0 2 2 12.1 4 4 12.2 5P 5P 12.3 3 3 12.4 2 2 12.5 1 1 12.6 1 1 12.7 1 1 12.8 1 1 13.0 1 1 13.2 0 0 13.4 0 0 13.6 0 0 13.8 0 0 14.0 0 0 14.3 0 0 14.6 0 0 15.0 0 0 15.5 0 0 16.0 0 0 16.5 0 0 17.0 0 0 17.5 0 0 18.0 0 0 19.0 0 0 20.0 0 0 22.0 0 0 26.0 0 0 P - Peak Flow Page 1 DRAINAGE CRITERIA MANUAL TABLE 3 -1 (42) RECOMMENDED - RUNOFF COEFFICIENTS AND PERCENT IMPERVIOUS LAND USE OR SURFACE CHARACTERISTICS Business: Commercial Areas Neighborhood Areas Residential: Single - Family Multi -Unit (detached) Multi -Unit (attached) 1/2 Acre Lot or Larger Apartments Industrial: Light Areas Heavy Acres Parks, Cemetaries: Playgrounds: Schools: Railroad Yard Areas RUNOFF RCENT (See FREQUENCY RVIOUS 2 5 10 100 Offsite Flow Analysis 45 .43 .47 .55 95 .87 .87 .88 .89 70 .60 .65 .70 .80 * .40 .45 .50 .60 50 .45 .50 .60 .70 70 .60 .65 .70 .80 * .30 .35 .40 .60 70 .65 .70 .70 .80 80 .71 .72 .76 .82 90 .80 .80 .85 .90 7 .10 .18 .25 .45 13 .15 .20 .30 .50 50 .45 .50 .60 .70 �r- 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 .88 .89 Roofs: 90 .80 .85 .90 .90 Lawns, Sandy Soil 0 .00 .01 .05 .20 Lawns, Clayey Soil 0 .05 .15 .25 .50 NOTE: These Rational Formula coefficients may not be valid for large basins. *See Figure 2 -1 for percent impervious. 11 -1 -90 URBAN DRAINAGE AND FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL (V. 3) STRUCTURAL BEST MANAGEMENT PRACTICES 0.50 0.45 0.40 N 0.35 s U 0.30 L 0.25 m 3 0.20 U Ci 3 0.15 0.10 0.05 0.00 WQCV= a'(0.91 i 3 -1.19i z +0.781) I I 6 -hr drain time a = 0.7 12 -hr drain time a = 0.8 24 -hr drain time a = 0.9 40 -hr drain time a= 1.0 Retention Pond, Porous Pavement Detention and Porous Landscape Detention 12 -hour Drain Time 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 Total Imperviousness Ratio (i =1 wg1100) 0.8 0.9 1 FIGURE PPD -2 Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event 9 -1 -99 Urban Drainage and Flood Control District S -25 STRUCTURAL BEST MANAGEMENT PRACTICES DRAINAGE CRITERIA MANUAL (V. 3) 1 0.50 0.45 0.40 N 0.35 a .c 0.30 m t 0.25 m 3 0.20 U Ci 0.15 0.10 0.05 0 00 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Total Imperviousness Ratio (i =1 wg1100) FIGURE EDB -2 Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event S -42 9 -1 -99 Urban Drainage and Flood Control District Extended Detention Basin 40 -hour Drain Time I V I � Constructed Wetland Basin 24 -hour Drain Time 6 -hr drain time a = 0.7 12 -hr drain time a = 0.8 7Ri) 24 -hr drain time a = 0.9 40 -hr drain time a = 1.0 rz I i Retention Pond, Porous Pavement Detention and Porous Landscape Detention 12 -hour Drain Time 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Total Imperviousness Ratio (i =1 wg1100) FIGURE EDB -2 Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event S -42 9 -1 -99 Urban Drainage and Flood Control District q/o o - `ls° e/-S lZvb r 3o J% CF vt:yz- Scenario: Base ST MH NG-1 E2 Q1 Title: THE VILLAGE AT AVON Project Engineer: GARY THOMAS g: \haynes\ 14587_02 \drainage \stormcad \72rcp.stm Martin & Martin StormCAD v4.1.1 [4.20141 06/05/01 03:54:16 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 Scenario: Base F Label Upstream Node Downstream Node Length (ft) Section Size Full Capacity (cfs) Velocity In (ft/s) Velocity Out (fus) Average Velocity (ft/s) Maximurr Velocity (ft/s) Hydraulic Grade Line In (ft) Hydraulic Grade Line Out (ft) pstrea Ground Elevation (ft) ownstrearr Ground Elevation (ft) Upstream Invert Elevation (ft) P -1 E -24 J -1 66.00 18 inch 41.70 14.91 14.91 14.91 15.00 7,650.91 7,640.51 7,655.00 7,646.00 7,650.60 P -2 J -1 ST MH NG- 78.00 21 inch 65.06 14.99 14.99 14.99 15.00 7,640.29 7,627.14 7,646.00 7,630.85 7,640.00 P -10 E -2 ST MH NG- .315.00 72 inch 1,243.05 40.43 40.43 40.43 15.00 7,642.44 7,615.30 7,646.00 7,630.85 7,639.94 P -3 ST MH NG- ST MH NG- 196.00 72 inch 1,758.61 52.17 20.34 36.25 15.00 7,606.08 7,574.62 7,630.85 7,592.00 7,604.00 P-4 ST MH NG- ST MH NG- 176.00 72 inch 1,627.68 49.33 49.33 49.33 15.00 7,572.17 7,546.17 7,592.00 7,552.72 7,570.00 P -5 ST MH NG- ST MH NG- 551.00 72 inch 390.70 16.06 16.26 16.16 15.00 7,542.31 7,535.97 7,552.72 7,545.84 7,534.89 P -6 ST MH NG- ST MH NG- 446.00 72 inc 702.99 26.43 26.43 26.43 15.00 7,529.92 7,517.63 7,545.84 7,526.80 7,526.41 P -9 ST MH NG 0-1 197.00 72 inc 694.611 26.191 26.191 26.191 15.0017,505.8417,500.5417,526.801 7,503.11 7,502.30 Title: THE VILLAGE AT AVON Project Engineer: GARY THOMAS g: \haynes\ 14587_02 \drainage \stormcad \72rcp.stm Martin & Martin StormCAD v4.1.1 [4.2014) 06/05/01 03:53:44 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 2 Scenario: Base 72" RCP ownstrea ry Invert Elevation (ft) Down strea rr Cover (ft) U pstrea Cover (ft) o n structec Slope (ft/ft) Energy Slope Oft) Material Mannings n System Known Flow (cfs) 7,640.20 4.30 2.90 0.157576 ).157576 Concret ( 0.013 4.00 7,626.85 2.25 4.25 0.168590 ).168590 Concret ( 0.013 4.00 7,612.80 12.05 0.06 0.086159 ).086159 Concret ( 0.013 450.00 7,570.20 15.80 20.85 0.172449 ).343474 Concret ( 0.013 454.00 7,544.00 2.72 16.00 0.147727 ).147727 Concret ( 0.013 454.00 7,530.20 9.64 11.83 0.008512 ).011310 Concretf 0.013 454.00 7,514.12 6.68 13.43 0.027556 ).027556 Concret 0.013 454.00 7,497.00 0.111 18.501 0.0269041).0269041 Concretl 0.013 454.00 Title: THE VILLAGE AT AVON Project Engineer: GARY THOMAS g: \haynes \14587_02 \drainage \stormcad \72rcp.stm Martin & Martin StormCAD v4.1.1 [4.2014] 06/05/01 03:53:44 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 2 of 2 Scenario: Base »» Info: Subsurface Analysis iterations: 1 >>>> Info: Convergence was achieved. Gravity subnetwork discharging at: 0 -1 »» Info: Loading and hydraulic computations completed successfully. »» Warning: 2-3 Pipe fails maximum velocity constraint. »» Warning: P -4 Pipe fails maximum velocity constraint. »» Warning: P -5 Pipe fails maximum velocity constraint. »» Warning: 2-5 Pipe discharge is above full flow capacity. »» Warning: P -6 Pipe fails maximum velocity constraint. »» Warning: P -10 Pipe fails minimum cover constraint. »» Warning: P -10 Pipe fails maximum velocity constraint. »» Warning: P -9 Pipe fails minimum cover constraint. >>>> Warning: 2-9 Pipe fails maximum velocity constraint. CALCULATION SUMMARY FOR SURFACE NETWORKS I Label I Inlet I Inlet I Total I Total I Capture I Gutter I Gutter I Type ( 1 Intercepted 1 Bypassed I Efficiency I Spread I Depth I Shape I 1 Flow I Flow I M ( (ft) ( (ft) I I 1 (cfs) I (cfs) I ------------ I i-------- I I I-------- 1 I------- I--------------- I---------------------- E -2 ( Generic Inlet I I------------- Generic Default 100% I 0.00.1 I---------- 0.00 I 1 100.0 1 0.00 1 0.00 1 I E -24 I Generic Inlet -------------------------------------------------------------------------------------------------- Generic Default 100% 1 0.00 I 0.00 1 100.0 1 0.00 1 0.00 1 - - - - -- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0 -1 I Label I Number I Section I Section I Length ( Total I Average I Hydraulic I Hydraulic I I of I Size ( Shape I (ft) I System I Velocity I Grade ( Grade I I Sections I I I I Flow I (ft /s) I Upstream I Downstream I I ST MH I I I 1 7,506.76 I (cfs) I I (ft) I (ft) I I------- - - - - -I I------- P -9 1---------- 1 I--------- 1 72 I---------- inch I Circular I-------- 1 197.00 I-------- 1 454.00 I---------- I----------- 1 26.19 1 7,505.84 1 7,500.54 1 P -6 1 1 1 72 inch I Circular 1 446.00 1 454.00 1 26.43 1 7,529.92 1 7,517.63 1 P -5 1 1 1 72 inch I Circular 1 551.00 1 454.00 1 16.16 1 7,542.31 1 7,535.97 1 I P -4 ( 1 1 72 inch I Circular 1 176.00 1 454.00 1 49.33 1 7,572.17 1 7,546.17 1 I P -3 I 1 1 72 inch I Circular ( 196.00 1 454.00 I 36.25 1 7,606.08 1 7,574.62 1 12 -10 1 1 72 inch 1 Circular 1 315.00 1 450.00 I 40.43 1 7,642.44 1 7,615.30 1 P -2 I 1( 21 inch 1 Circular 1 78.00 I 4.00 I 14.99 I 7,640.29 1 7,627.14 1 P -1 ----------------------------------------------------------------------------- I 1 1 18 inch ( Circular 1 66.00 1 4.00 1 14.91 I 7,650.91 ------------ 1 7,640.51 1 - - - - -- Label I Total I Ground I Hydraulic I Hydraulic I I System 1 Elevation ( Grade I Grade Flow I (ft) I Line In I Line Out I (cfs) I I (ft) I (ft) I I----------- I 1------------- 1 0 -1 I-------- 454.00 I----------- 1 7,503.11 I----------- 1 7,500.54 1 7,500.54 I ST MH NG -1 1 454.00 1 7,526.80 1 7,506.76 1 7,505.84 I I ST MH NG -2 ( 454.00 1 7,545.84 1 7,534.17 1 7,529.92 1 I ST MH NG -3 1 454.00 1 7,552.72 1 7,542.84 1 7,542.31 1 I ST MH NG -4 454.00 I 7,592.00 I 7,574.62 1 7,572.17 1 1 ST MH NG -5 1 454.00 7,630.85 I 7,607.93 1 7,606.08 E -2 ( 450.00 1 7,646.00 I 7,646.00 1 7,642.44 1 J -1 I 4.00 1 7,646.00 I 7,640.40 1 7,640.29 1 E -24 1 4.00 7,655.00 1 7,652.64 1 7,650.91 I Title: THE VILLAGE AT AVON Project Engineer: GARY THOMAS g: \haynes\ 14587_02 \drainage \stormcad \72rcp.stm Martin & Martin StormCAD v4.1.1 [4.2014] 06/05/01 03:53:53 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 1 of 2 Completed: 06/05/2001 03:51:14 PM Title: THE VILLAGE AT AVON Project Engineer: GARY THOMAS g: \haynes\ 14587_02\ drainage \stormcad \72rcp.stm Martin & Martin StormCAD v4.1.1 [4.2014] 06/05/01 03:53:53 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 2 of 2 4-1 0) 6S"t �- E d.'' 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Consulting Engineers Subject By Sheet of - �vF26 �' D� ss � ➢ x-0,2 WS (�,2 Tyr VI J J N Z Z 2 � W W V ~ Z N Z 5 W F J Q _Z 0 0 w m z 0 N W 0 z Z N H Q U D W � N Z J F N U El W cc CD LL O M/O H VIII —C -7 O O co C r c U c L O LV O r N 0 i Li cc Q Q a cn J J Q W J LL LL m i LU cc I U z C7 N W N U > w cc V LL 90 8( A c 6( J } C7 z 50 w U. O N O J 40 30 20 10L_ 1.0 I IMPACT BASIN -? ,,. ,I/ HYDRAULIC JUMP... HORIZONTAL FLOOR c.0 3.0 4.0 5.0 6.0 7.0 Fr = VO/(gye) 1 /2 FIGURE VIII -C -3. ENERGY LOSS- IMPACT BASIN- HYDRAULIC JUMP VIII --C -8 Y I L:IAL Z - - - - - - - - - - -_- - - Ij -F -- - -- - - - - -Vla 3did L:VIL z m -j I Z Z U3 Z uj VIII-C-6 > co o 4, ,-F . 7 a W CL Z > dVbdlH 0 U u Q 0 cc m 0 D io -T --]� 0 0 0 cc —210 'D j 00 0 >-t cc Lli Z X4 Ljj -i -j z z In z N uj —i U. • U U. Z ca .4.7. uj VIII-C-6 > co o 4, ,-F . 7