HomeMy WebLinkAboutC03-182 Berry Creek LLCEASEMENT AGREEMENT For the consideration set forth herein and other valuable consideration, the sufficiency of which is hereby acknowledged, the Board of County Commissioners, County of Eagle, State of Colorado( "Grantor"), hereby grants and conveys to the Berry Creek Limited Liability Co., a Colorado limited liability company, its successors and assigns, ( "Grantee'), non - exclusive easements for the purposes of constructing and operating a storm water drainage system consisting of swales, culverts, a retention basin, and other devices (collectively referred to as "drainage easements') for the transportation of drainage from the Berry Creek Housing Site at a location and on a route shown on Exhibit "A" attached hereto and incorporated herein by this reference, which is a part of the property commonly known as Tract C, Recreational Parcel of the Berry Creek/Miller Ranch Development. The drainage easements granted in this agreement shall be possessed and enjoyed by Grantee, its successors and assigns, so long as the drainage easements shall be used by Grantee, its successors or assigns in accordance with the terms and conditions of this Agreement. Grantee shall assign is rights and obligations under this Agreement to the Miller Ranch Property Owners' Association upon its formation. In the event that Grantee does not assign its rights and obligations within a reasonable time following the formation of the Miller Ranch Property Owners' Association, this Agreement may be terminated upon notice to the Grantee. The drainage easements granted by this agreement are non - exclusive and Grantor reserves the right to use for itself and to grant for others rights -of -way over, across or through the easement herein granted, provided that they do not interfere with Grantee's easements herein. Grantor reserves the right to use and enjoy the premises to the fullest possible extent without unreasonable interference with the exercise by Grantee of the rights granted in this agreement. Without limiting the foregoing, Grantor reserves the right to fence the whole or any part of the boundaries of the drainage easements, to build fences crossing the drainage easements, and to place along, across, over and through the drainage easements as many roads, streets, sidewalks, passageways, electric and power lines, waterlines, sewer lines, gas lines, telephone poles, telephone lines and other utilities as Grantor may desire subject only to the right of Grantee to use the same for purposes herein granted. The Grantor and Grantee understand and agree that additional changes and modifications to the drainage easements may become necessary due to County's continued construction of the Berry Creek/Miller Ranch Development. These changes and modifications may include, but are not limited to: the construction of a larger retention basin with connecting swales and culverts at a different location on the Berry Creek/Miller Ranch property. Currently, the Grantor is considering the construction of an approximately five (5) acre retention pond between Tract A and Tract C of the Berry Creek/Miller Ranch Property. Grantor, in its sole discretion, reserves the right to require relocation of the drainage easements, which may include the use of underground transport of storm water, to accommodate the future construction of any storm water drainage improvements. Grantee agrees to comply with the relocation of the drainage easements upon notice by Grantor and bear the mo Ese C7yN�N N� /0 22I IYfINIIIN costs of said relocation as stated herein. Grantee agrees to be responsible for a pro rata portion of all ongoing repair and maintenance costs associated with the current and any future drainage easements utilized by the Berry Creek Housing Site. Grantee shall pay that portion of costs representing the volume of drainage generated from the Berry Creek Housing Site in relation to the volume of drainage generated from Tract C, Recreational Parcel of the Berry Creek/Miller Ranch Development. Such volume shall be based on the Drainage Report detailing the subcatchment data for a 100 -year storm for both the Berry Creek Housing Site and Tract C, Recreation Parcel as prepared by Peak Civil Engineering and attached hereto as Exhibit "B." Grantor and Grantee understand and agree that this report currently attributes approximately ninety percent (90 %) of the volume of drainage to the Berry Creek Housing Site and that this is a fair and accurate representation of the volume of drainage generated by the Berry Creek Housing Site in relation to the volume of drainage generated from Tract C, Recreational Parcel. Accordingly, Grantee agrees to be responsible for 90% of all ongoing maintenance and repairs costs of the drainage easements granted herein. Additionally, Grantee agrees to be responsible for any relocated drainage easements in the same amount except that Grantee shall not be responsible for the maintenance and repair costs of any future retention basin that, may be substantially larger than the current basin. Grantee shall only be responsible for the costs associated with future swales, culverts, and other devices necessary to transport the storm water to said future basin. This percentage of costs shall not change during the duration of this Agreement unless stated so in a writing duly authorized and executed by both Grantor and Grantee. To complete the current storm drainage improvements for the Berry Creek Housing Site, Grantee agrees to be responsible for the completion of the south drainage swale as identified in Exhibit "A" along with any remaining, necessary storm culverts in a manner acceptable to Grantor. Additionally, Grantee agrees to be responsible for a pro rata portion of all construction costs associated with future drainage improvements utilized by the Berry Creek Housing Site. Grantee shall pay that portion of construction costs in the same percentage as that required for the ongoing maintenance and repair costs. Accordingly, Grantee agrees to be responsible for 90% of all future drainage improvements that maybecome necessary due to Grantor's decision to relocate the drainage easements, except that Grantee shall not be responsible for the construction costs of any future retention basin that may be substantially larger than the current basin. Grantee shall only be responsible for the construction costs associated with future swales, culverts, and other devices necessary to transport the storm water to said future basin. This percentage of costs shall not change during the duration of this Agreement unless stated so in a writing duly authorized and executed by both Grantor and Grantee. Grantor shall perform or have performed all ongoing maintenance, repairs and construction in its sole discretion. Grantee shall promptly pay its portion of these costs upon being notified by Grantor of the same. Grantor agrees to reasonably attempt to notify Grantee prior to performing significant maintenance, repairs and construction, however, failure by Grantor to so notify Grantee shall not relieve Grantee of any of its obligations herein. II�IIIINIVh�II�NIIII�IIIYINIYI�IAINII e�,',�83.n. Teak J Simonton Eagle, CO 174 R 0.00 D 0.00 Grantor and Grantee agree that this Agreement maybe enforced for specific performance, injunctive, or other appropriate relie& including damages, as maybe available according to the laws and statutes of the State of Colorado. It is specifically understood that by executing this Agreement both the Grantor and Grantee commit themselves to perform pursuant to these terms contained herein. In the event that an action is brought to enforce this Agreement, the prevailing party shall be responsible for the recovery if its costs and fees, including reasonable attorney's fees. This Agreement shall be governed and construed in accordance with the laws of Colorado. Venue for any action arising out of any dispute pertaining to this Agreement shall be in Eagle, Colorado. This Agreement and the rights and obligations created hereby shall be binding upon and inure to the benefit of the Grantor and Grantee and their respective successors and assigns. Nothing herein expressed or implied is intended or should be construed to confer or give to any person or entity other than the Grantor or Grantee and their respective successors and assigns, any right, remedy or claim under or by reason hereof of by reason of any covenant or condition herein contained. If any portion of this Agreement is held invalid or unenforceable for any reason by a court of competent jurisdiction, such portion shall be deemed severable and its invalidity or its unenforceability shall not affect the remaining provisions; such remaining provision shall be fully severable and this Agreement shall be construed and enforced as if such invalid provision had never been inserted into this Agreement. This Agreement may be amended, modified, changed, or terminated in whole or in part only by written agreement duly authorized and executed by both Grantor and Grantee. This Agreement represents the full and complete understanding of the Grantor and Grantee and supersedes any prior agreements, discussions, negotiations, representations or understandings of Grantor and Grantee with respect to the subject matter contained herein. I��E��1��YRI� 839283 //REMAINDER OF PAGE INTENTIONALLY LEFT BLANK// 3 i� IN SS WHEREO , GRANTOR and GRANTEE have executed this Drainage Agreement this da. 2003. ATTEST: iOGLE v N .k Clerk to the Board of Commissioners COUNTY OF EAGLE, STATE OF COLORADO, by and through Its BOARD OF Co I: BERRY CREEK LIMITED LIABILITY COMPANY, a Colorado Limited Liability Company BY: LU�L) (Name and Title) STATE OF yv 0 ) ) SS. COUNTY OF I The foregoing instrument was acknowledged before me by 1"S't \ C as of the Berry Creek Limited Li ility Company, this JSA�1- day of , 2003. , My commission expires: a S1k� G: \bryan\Beny CreekWrainage easement 2.wpd OFFICIA%SFAL a Basia J. Cruz r NOTARY l'[1H1!1C STATE My Commission Expires. Y�II�Il1 YIIY�I�IY�l�ll� 8'92w n °.s Teak J Simonton Eagle, Co 174 R 0. 00 D 0. 00 a. rn N iaco0m co o m in M `M a 0®aa a .��. a s n O - U w C E =U - Y ro m C, EASEMENT 61'32'08" 344.26' 204.96' 369.74 S35'51'A 352.22' A = 26'50'20" R = 1848.86' T = 441.13' L = 866.06' CB = S49'56'28 "E CH = 858.16' IEIT TRACT A 15.886 AC. A = 79'32'59" R = 206.93' "E T = 172.26' L = 287.31' CB = S50'58'59 "W CH = 264.78' 4 37.27" \\ t mss\ q`� � N89'07' 5-W ar'•\ �¢ 121.78' Z? / D = 4548'52" j R = 186.53 \ /� / T = 78.82 / L = 149.15 .� j CB = S30'15'26 "E / CH = 145.21 tiS3. Re. Z' / S79'44'37 "E --' 47.48' co A= 41'36'06" R = 830.00' T = 315.30' L = 602.65' CB = S58'56'34 "E CH = 589.50' 3 M CV im ,v ^ 50.00, N / ^v Ll = 1101814 / n- / R= 140.00 % inc S / T = 201.07 I I;ro 00, L = 269.52 Co CB = S79'44'37 "E CH = 229.79 \� / I / TRACT C 50.00. 44 35.600 AC. 1 Coll 3roa^ e �h UTILITY AND DRAINAGE�a EASEMENT �,' 11h / 1 � 1 / r 1 2g \ OS \ ^ rF S72'1 7'44"E Cn I / 88' 55.00' 1 1 � / 3 17-4.2,16 1 TRACT D 1s W 1 31.494 AC. 1 02'19'08 "E I (Miller Ranch Project) 97Z S 151.14! 1 � UTILITY AND DRAINAGE EASEMENT DESCRIPTION: A strip of land situate in Tract C and Miller Ranch Road right of way, according to the Final Plat of Berry Creek / Miller Ranch Planned Unit Development as filed for record on June 25, 2002 at Reception No. 799649 in the Office of the Clerk and Recorder, Eagle County, State of Colorado; said strip being depicted hereon. This description is based on record documents only, there was no field survey done with respect to this description. A = 14311'16" R = 95.00' T = 285.48' L = 237.41' CB = S79'44'37 "E CH = 180.28' EXHIBIT A 1." = 200' Revised Easement Size: TJA 06 -03 -03 01121 \dwg \Esmt — Tract —C.dwa TJA 12 -12 -02 MARCIN ENGINEERING LLC NOTICE: According to Colorado law you MUST commence any legal P.O. BOX IN2 action based upon any defect in this survey within three years MK 00 81620 after you first discovered such defect. In no event, may any (970) 748 -0274 action based upon any defect in this survey be commenced more (970) 74 48-0 FAX than ten years from the date of certification shown hereon. P.O. BOX 5018 EAGLE, CO 81631 (970) 328 -1900 (970) 328 -1901 FAX B 2 V a O Q h NVId 39`dNIt G 1N 13A3a-1SOd 00'SCIIVMa3 - and H0N 1lIWN33210.128139 T 3SVHd -13021W NOLUi3210321 - 0 . o"I NVId 1N3MOUAM 31IS 5 � 2 a r � g 559 4�45x,� R ui • -� b 8 Q ' 1 RY1 � � 1 i i i 11 � ` � � 1 i i i 11 r;W 'e4 r. " * t I a rn Go 00 00 yNy�g;rNo V�yy! • • M m w Im we Oc)am a r s — U m W — C O y ® CO — E o N - Y —oom" m F-• w � r;W 'e4 r. " * t I a rn Go 00 00 yNy�g;rNo V�yy! • • M m w Im we Oc)am a r s — U m W — C O y ® CO — E o N - Y —oom" m F-• w Tract C — Phase 1 Berry Cree4/Miller Ranch PUD APPENDIX E POST - DEVELOPMENT 100 -YEAR STORM SUBCATCHMENT DATA A� III III � III I�I III III III I �1 8392836.. 29P Teak J Simonton Eagle, CO 174 R 0. 00 D 0.00 1138- post -dev Type 11 24 -hr Rainfall= 2.40" Prepared by Peak Civil Engineering, Inc. Page 4 HydroCADO 6.00 s/n 002040 ©1986 -2001 Applied Microcomputer Systems 5/16/02 Subcatchment 4: 4 Runoff = 1.15 cfs @ 12.83 hrs, Volume= 0.307 of Runoff by SCS TR -20 method '.JH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr Rainfall= 2.40" Area (ac) CN Description 9.800 61 >75% Grass cover, Good, HSG B 0.900 93 gravel parking lot 14.100 61 Pasture /grassland /range, Good, HSG B 24.800 62 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 42.2 300 0.0200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 1.00" 10.1 600 0.0200 1.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 2.0 Direct Entry, 54.3 900 Total N V.. V 3 0 U. Subcatchment 4: 4 Hydrograph Plot 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) �J YIII�% Eagle. I�IUNIIII'AI 174�u0IA 83928N — Runoff • 1138- 138-post Type 1124 -hr Rainfall= 2.40 P Page 5 Prepared by Peak Civil Engineering, Inc. HydroCAD®6 00 s/n 002040 ©1986 -2001 Applied Microcomputer Systems 5/16/02 Time Precip. Excess Runoff (hours) (inches) (inches I (cfs) 5.00 0.15 0.00 0.00 5.25 0.16 0.00 0.00 5.50 0.17 0.00 0.00 5.75 0.18 0.00 0.00 6.00 0.19 0.00 0.00 6.25 0.20 0.00 0.00 6.50 0.21 0.00 0.00 6.75 0.23 0.00 0.00 7.00 0.24 0.00 0.00 7.25 0.25 0.00 0.00 7.50 0.26 0.00 0.00 7.75 0.27 0.00 0.00 8.00 0.29 0.00 0.00 8.25 0.30 0.00 0.00 8.50 0.32 0.00 0.00 8.75 0.33 0.00 0.00 9.00 0.35 0.00 0.00 9.25 0.37 0.00 0.00 9.50 0.39 0.00 0.00 9.75 0.41 0.00 0.00 10.00 0.43 0.00 0.00 10.25 0.46 0.00 0.00 10.50 0.49 0.00 0.00 10.75 0.52 0.00 0.00 11.00 0.56 0.00 0.00 11.25 0.61 0.00 0.00 11.50 0.68 0.00 0.00 11.75 0.93 0.00 0.00 12.00 1.59 0.02 0.01 12.25 1.69 0.03 0.27 12.50 1.76 0.04 0.83 12.75 1.81 0.05 1.13 13.00 1.85 0.06 1.08 13.25 1.89 0.06 0.94 13.50 1.92 0.07 0.81 13.75 1.94 0.08 0.72 14.00 1.97 0.08 0.64 14.25 1.99 0.08 0.58 14.50 2.01 0.09 0.53 14.75 2.03 0.09 0.49 15.00 2.05 0.10 0.46 15.25 2.07 0.10 0.44 15.50 2.08 0.11 0.42 15.75 2.10 0.11 0.41 16.00 2.11 0.11 0.39 16.25 2.13 0.12 0.37 16.50 2.14 0.12 0.35 16.75 2.15 0.12 0.34 17.00 2.16 0.12 0.33 17.25 2.18 0.13 0.32 17.50 2.19 0.13 0.31 17.75 2.20 0.13 0.31 Subcatchment 4: 4 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 18.00 2.21 0.14 0.30 18.25 2.22 0.14 0.29 18.50 2.23 0.14 0.29 18.75 2.24 0.14 0.28 19.00 2.25 0.15 0.27 19.25 2.26 0.15 0.27 19.50 2.27 0.15 0.26 19.75 2.28 0.15 0.25 20.00 2.28 0.16 0.24 Page: 10 of 18 07/03/2003 05:29P Teak J Simonton Eagle, CO 174 R 0. 00 D 0. 00 LM Ll • 0 1138-post-dev Type // 24-hr Rainfall=2.40" Prepared by Peak Civil Engineering, Inc. Page 6 HydroCADO 6.00 s/n 002040 ©1986 -2001 Applied Microcomputer Systems 5/16/02 Subcatchment 5: 5 Runoff = 43.62 cfs @ 12.11 hrs, Volume= 2.843 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 9.00-20.00 hrs, dt= 0.05 hrs Type 11 24-hr Rainfall=2.40" Area (ac) CN Description 34.000 85 1/8 acre lots, 65% imp, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfS) 18.0 Direct Entry, Berry Creek/Miller Ranch Master Drainage Stu 0 LL. Subcatchment 5: 5 Hydrograph Plot - - --- - - - -- - - - - - -; - - - - - - - - - - - - - T ---------------7 - F43.62 ds --------- - - - ---- - ---- - - - - - - - - - - - - - - - - - - - r - - - - --- - - - - 1 - - - - T- - - - T - - - - �- -- ------------------- ---- t- ---,---------7----7-- -- - - - --- - - - --- - - - - - - - - - - - - - - - - - - - --- - - - - - - - - ------------------ T ---- ---- - - - - - - - -1 - ------------- - - - - - - - - - - - - - - - - - - --- - - - - - - - --- - - - - -- -- - - - - - - - - f - - - - - - - --- - - - - - --- - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - T - -- - - T - - - - - - - - - - -_ - - - - - - L___ - - - - - - - - - - -- - - - - - - - - - - - - - - -- - --- - ---- --- - - - - - - - -- - - - - r --- - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 10 11 U ij 14 10 lb if I ts I U zu Time (hours) 839283 Page: 11 of 18 07/03/2003 05:29P Teak J �YAIYIXINI�NI�II�„�^^% .r 1133- post -dev Type 11 24 -hr Rainfall= 2.40" Prepared by Peak Civil Engineering, Inc. Page 7 HydrL CADO 6.00 s/n 002040 ©1986 -2001 Applied Microcomputer Systems 5/16/02 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 5.a :0 0.15 0.00 0.00 5.;'h 0.16 0.00 0.00 5.:,0 0.17 0.00 0.00 5.73 0.18 0.00 0.00 6.00 0.19 0.00 0.00 6.25 0.20 0.00 0.00 6.50 0.21 0.00 0.00 6.75 0.23 0.00 0.00 7.00 0.24 0.00 0.00 7.25 0.25 0.00 0.00 7.50 0.26 0.00 0.00 7.75 0.27 0.00 0.00 8.00 0.29 0.00 0.00 8.25 0.30 0.00 0.00 8.50 0.32 0.00 0.00 8.75 0.33 0.00 0.00 9.00 0.35 0.00 0.00 9.25 0.37 0.00 0.01 9.50 0.39 0.00 0.05 9.75 0.41 0.00 0.11 10.00 0.43 0.00 0.18 10.25 0.46 0.01 0.28 10.50 0.49 0.01 0.41 10.75 0.52 0.02 0.58 11.00 0.56 0.02 0.84 11.25 0.61 0.03 1.20 11.50 0.68 0.05 1.85 11.75 0.93 0.14 5.04 12.00 1.59 0.51 31.01 12.25 1.69 0.58 28.20 12.50 1.76 0.63 10.56 12.75 1.81 0.66 5.93 13.00 1.85 0.69 4.42 13.25 1.89 0.71 3.69 13.50 1.92 0.74 3.22 13.75 1.94 0.75 2.84 14.00 1.97 0.77 2.54 14.25 1.99 0.79 2.27 14.50 2.01 0.80 2.14 14.75 2.03 0.82 2.03 15.00 2.05 0.83 1.94 15.25 2.07 0.84 1.84 15.50 2.08 0.86 1.74 15.75 2.10 0.87 1.64 16.00 2.11 0.88 1.53 16.25 2.13 0.89 1.44 16.50 2.14 0.90 1.39 16.75 2.15 0.91 1.35 17.00 2.16 0.92 1.32 17.25 2.18 0.93 1.28 17.50 2.19 0.94 1.24 17.75 2.20 0.94 1.21 Subcatchment 5: 5 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 18.00 2.21 0.95 1.17 18.25 2.22 0.96 1.13 18.50 2.23 0.97 1.10 18.75 2.24 0.98 1.06 19.00 2.25 0.98 1.02 19.25 2.26 0.99 0.98 19.50 2.27 1.00 0.95 19.75 2.28 1.00 0.91 20.00 2.28 1.01 0.87 1111111111111111111111111111111111111111111111111111 Teak J Simonton Eagle, CO 174 R 0 .00 Page: 12 of 18 07/03/2003 05:29P 0.00 J PEAK LAND CONSULTANTS, INC. September i 7, 2002 DLD Engineering Company Attn: David Despeaux P.O. Box 1331 Edwards, CO 81632 ITea �INuI� ^aIII!�u1u1NR90 83928p .. PEAK LAND SURVEYING, INC PEAK CIVIL ENGINEERING, INC 970 - 476 -8644 ■ FAX 970 - 476 -8616 ■ 1000 LION'S RIDGE LOOP ■ VAIL. CO 816.5; 970 -726 -3232 ■ FAX 970 - 72614343 ■ 78436 US HWY 40, t.0. BOX 1680 ■ WINTER PARK CO 80482 RE: Berry CreekiNMIer Ranch PUD Tract C & Tract D Drainage Coordination Dear Mr. Despeaux: Stormwater discharged from Tract D will be conveyed into a detention basin at the western portion of Tract C through a series of swales and culverts. The original drainage report for Tract C assumed all stormwater discharging from Tract D would be conveyed in the Swale at the southern perimeter of Tract C (Reach 11). Using the information provided by DLD Engineering, as listed in the table below, for proposed tract D basins A, B & C; the drainage model for Tract C was appropriately modified. Time of Concentration Curve Number Basin Area Basin A 1 19 85 11.51 Basin B 21 85 14.53 Basin C 20 85 8.84 Attached is output from the drainage model for all downstream swales and culverts for the 100 -year storm demonstrating their ability to convey the required flow. The slight increments of one to two minutes in the time of concentration, do not affect the characteristics and function of the detention basin as modeled in the Tract C — Recreation Parcel — Phase 1 drainage report. If constructed as specified all swales and culverts proposed for Tract C will adequately convey stormwater from Tract D to the proposed detention basin located at the western portion of Tract C. The detention basin will adequately reduce peak discharges for the 25 -year and 100 -year stones to the flowrates specified in the Tract C- Recreation Parcel -Phase 1 drainage report. Should anyone require additional information please contact me at 970 - 476 -8644. Respectfully yours, Eric G. William, Peak Civil Engh EW /ew P:\ 1100 -1199 \1138 \docs\letter - drainage -09- 17 -02. doe N E CD N O � O N ti a _P Qi 0 2 —t o aO M Cj a C Q 40 C N R •C M co co 111 O --D p U o �i- CDo c CL � co O a �U `O . T7 . 839283 Page: 14 of 18 07/03/2003 05:29P Teak J Simonton Eagle, CO 174 R 0.00 D 0.00 F t 1138- post -dev Type /l 24 -hr Rainfa11=2.40" Prepared by Peak Civil Engineering, Inc. Page 1 HydroCAD® 6.00 s/n 002040 ©1986 -2001 Applied Microcomputer Systems 9/1712002 Reach 11: 11 Inflow = 27.59 cfs @ 12.14 hrs, Volume= 1.944 of Outflow = 23.63 cfs @ 12.36 hrs, Volume= 1.916 af, Atten= 14 %, Lag= 13.0 min Routing by Stor- Ind +Trans method, Ti, re Span= 5.00 -20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.3 fps, Min. Travel Time= 7.7 min Avg. Velocity = 1.3 fps, Avg. Travel Time= 19.6 min Peak Depth= 1.03' Capacity at bank full= 94.50 cfs Inlet Invert= 7,269.00', Outlet Invert= 7,250.00' 4.00' x • 2.00' deep channel, n= 0.040 Length= 1,500.0' Slope= 0.01 27 T Side Slope Z- value= 3.0'P Reach 11: 11 Hydrograph Plot 3U _ _ _ _I_ 1 I F 1 28 _________I____�____r____1_____ ___ ___i____r______ r____ 2 __- --- __- --- _-- 1____L____L___ --- ___J ______ _L____L____•____J____1____i____ 1 ' i.23.63cfs'; i t 1 1 1 , 22 1 ! 1 1 1 1 i I 2 ----� -- - - -- - - - - - - - - - 1 ---� -- --� --- -- ---- - --j - - - -� -- i ---- T- - - - i - - - - 16 1 ' 1 1 1 0 14 --- -; - - -- ' -- -; - - -- - - - -'- - - -- - - -- - - - - - -- '- - ' -- - -' -- -- 1 i 1 1 I 1 1 I t t t I 1 8 ____1 1 1 i I _ - -_J__ _ - _- _L____L _- __i___- __- _ry____, ___ _ __ _ 4 _ t 2 --- - - - - -- - - -'7- r-- --r --- -- -- - -- - -- - r - - - - : - ...__.r- r 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 839283 Page: 15 of 18 T1 111111 07/03/2003 eak J Simonton Eagle, Co 174 R 0.00 000 5.29P Inflow OutfIOW . •, • 1138- post -dev Type 11 24 -hr Rainfall =2,40" Prepared by Peak Civil Engineering, Inc. Page 1 Hydr )CAD@ 6.00 s/n 002040 ©1986 -2001 Applied Microcomputer Systems 9/17/2002 Reach 35: 35 Inflow = 22.65 cfs @ 12.89 hrs, Volume= 7.358 of Outflow = 22.58 cfs @ 12.96 hrs, Volume= 7.306 af, Atten= 0 %, Lag= 4.3 min Routing by Stor -Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.9 fps, Min. Travel Time= 2.4 min Avg. Velocity = 3.0 fps, Avg. Travel Time= 3.2 min Peak Depth= 1.11' Capacity at bank full= 75.42 cfs Inlet Invert= 7,259.70', Outlet Invert= 7,250.00' 3.00' x 2.00' deep channel, n= 0.040 Length= 570.0' Slope= 0.0170 T Side Slope Z- value= 2.0T Reach 35: 35 Hydrograph Plot + 22.58dfs f------ I------- - - - - -�- 22 � ! , 20- --- -- -' i t I t- - - -- - --- - - --1` -- - - -- - --- ---- -' -- - -- -+ r 18 r i r 16 ---- +- - - - --- - - - a -------- �- - - --- -- r v 14 3 12-._..... i , I r i 7 6 -- - -' - - -- -- -�- - ---- ------ L-- --L--- -----�--- -- i 2- ____,___- --- - __,_ - -_ --- _,._-- --- i 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) IY IINAI� ��II�1N�lu�li' Y 83923' eak J Simonton Eagle, Co 174 R 0.00 0 0.00 L— Inflow Outflow 1138- post -dev Type // 24 -hr Rainfall =2.40" Prepared by Peak Civil Engineering, Inc. Page 1 HydroCAD® 6.00 s/n 002040 ©1986 -2001 Applied Microcomputer Systems 9/17/2002 Reach 37: 37 Inflow = 25.76 cfs @ 12.51 hrs, Volume= 7.579 of Outflow = 24.56 cfs @ 12.75 hrs, Volume= 7.403 af, Atten= 5 %, Lag= 14.0 min Routing by Stor -Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.3 fps, Min. Travel Time= 8.3 min Avg. Velocity = 2.1 fps, Avg. Travel Time= 13.2 min Peak Depth= 1.33' Capacity at bank full= 57.29 cfs Inlet Invert= 7,275.80', Outlet Invert= 7,259.70' 3.00' x 2.00' deep channel, n= 0.040 Length= 1,640.0' Slope= 0. 0098'/' Side Slope Z- value= 2.0'f Reach 37: 37 Hydrograph Plot -- r - -... r _. - - -1 -- ---1 -- --'F - - - - f - - - - 5J6 cfs ' 1 24.56 'cfs - -- r- -- -r - - -- ' , r 1 1 1 I i L__ -_ t i __.L L _..____ __ L________ J.____t____1____ 1 1 r ( r , ! 10 11 12 13 14 15 16 17 18 19 20 Time (hours) INII IMII I II I� NIII IIII IINII III Ilan III MI 839283 �8,0. Teak J Simonton Eagle, CO 174 R 0. 00 D 0. 00 Inflow [—_Outflow 2 2 - -- --- - -: - -- ' - -- --- r-- - - - - -- 1 , 24 --t -• 22 - ' ' - -- - -- - -- 2 18 -- -' - - -- - - -1- r O U- 1 4 - - -' - - - -- -- ' ' -- - -- - 2 -- r - -... r _. - - -1 -- ---1 -- --'F - - - - f - - - - 5J6 cfs ' 1 24.56 'cfs - -- r- -- -r - - -- ' , r 1 1 1 I i L__ -_ t i __.L L _..____ __ L________ J.____t____1____ 1 1 r ( r , ! 10 11 12 13 14 15 16 17 18 19 20 Time (hours) INII IMII I II I� NIII IIII IINII III Ilan III MI 839283 �8,0. Teak J Simonton Eagle, CO 174 R 0. 00 D 0. 00 Inflow [—_Outflow 1138- post -dev y Prepared by Peak Civil Engineering, Inc. Type // 24 -hr Rainfa //= 2.40" HydroCADO 6.00 s/n 002040 ©1986 -gnni Annie -ri nn,,.�,,, ,,M.....__ Page 1 Pond 36: 36 Inflow = 24.56 cfs @ 12.75 hrs, Volume= 7.403 of Outflow = 22.10 cfs @ 12.92 hrs, Volume= 7.359 af, Atten= 10 %, Lag= 10.1 min Primary = 22.10 cfs @ 12.92 hrs, Volume= 7.359 of Routing her Stor -Ind method, Time Span= 5.00-20.00-hrs, dt= 0.05 hrs Peak Elev= 7,263.44' Storage= 8,534 cf Plug -Flow detention time= 4.6 min calculated for 7.334 of (99% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store _ feet) (sq -ft) (cubic feet) (cubic feet) 7,259.00 100 0 0 7,260.00 7,262.00 1,000 550 550 7,263.00 2,000 4,000 3,000 3,000 3,550 7,264.00 5,000 4,500 6,550 11,050 Primary OutFlow (Free Discharge) t-1= Culvert 1 Primary 7,259.70' 24.0" x 35.0' long Culvert RCP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 7,259.35' 8=0.0100't n= 0.010 Cc= 0.900 IINII�YI�IIIIIIYu1� Y1� 839283 'rof "... Teak J Simonton Easle, Co 174 R 0.00 D 0. 00 �r