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CAS-05_SETTLERS WEST (FILE 1)
JUN-26-04 10.54 FROM•PEMTOM LAND COMPANY ID•6126376635 PAGE 1/22 o The Pemtom Land Company 7597 ANAGRAM DRN6 EDEN PRAIRIE, MINNESOTA 55344 (952) 937-0716 • FAX (952) 937-8635 FAX COVER SHEET FAX NUMBER NUMBER OF PAGES SENT INCLUDING COVER SHEET: DATE SENT: G - �4- (? 5!� - JUN-28-04 10.54 FROM=PEMTOM LAND COMPANY ID=6123378635 PAGE 2/22 f The Pemtom Land Company 7597ANAGRAM DRIVE EDEN PRAIRIE, MINNESOTA 55344 (9S2) 937-0716 • FAX (952) 937-8635 TO: Kate Aanenson, Director of Community Development Bob Generous, Senior Planner Matt Saano, Asst. City Engineer SUJBECT: Development Agreement — Settlers West DATE: June 28, 2004 Dear Kate, Bob, and Matt: Again, I want to thank you for keeping the agenda moving forward and for scheduling the Final Plat and Developers Agreement before the City Council on Monday, June 28, 2004. I note it is on the Consent Agenda, but I want your opinion as to whether there will be questions and comments and if you would like me to be present at the meeting. Please call and let me know, 612-3084573. DEVELOPMENT AGREEMENT: The new plat provides the Outlots as follows: 1. Outlots A and B will be dedicated to the City of Eden Prairie as wetlands_ 2. Outlot C will be dedicated to the City of Eden Prairie as part of the trail connection. 3 _ Outlot D will be dedicated to the City of Chanhassen for the trail connection- 4- Outlots G and F will be dedicated to the Homeowners Association for the gazebo/tot lot. 5 _ Outlot E will be retained by Zwiers 6. Lots 1 - 2, Block 1, Lots 1-5, Block 2, and Lots 1-3, Block 3 are located in the City of Eden Prairie and will be deeded to Settlers West Limited Partnership- 7- Lots 1-29, Block 4 located in the City of Chanhassen and Lots 1-19, Block 5 located in the City of Chanhassen will be dedicated to Settlers West Limited Partnership. The Pemtom Land Company will be the General Partner. The two lawyers, Brian Weisberg representing Beatrice ZMers and Larry Wertheim representing our company, have advised that the plat be signed by Beatrice Zwiers and that the dedications be as indicated above to the respective cities_ JUN-28-04 10.54 FROM,PEMTOM LAND COMPANY ID:6129376635 PAGE 3/22 Kate Aanenson Bob Generous Matt Saam June 28, 2004 Page 2 The Conservation Easements that will be placed over Outlot E will be -wanted to the City of Chanhassen by Beatrice Zwiers_ The signature block will be per the attached Certificate of Limited Partnership and will be as follows: SETTLERS WEST LIMITED PARTNERSHIP By. The Pemtom Land Company, Its General Partner By: Daniel J. Herbst, Its President I would like to make the following changes to the Development Contract. 1. Paragraph 2 — Conditions of Plat Approval — Since the plat has to be recorded in two counties, easements granted to the city, lots dedicated to the Partnership, and Outlots dedicated to the respective cities, please change the recording date from 30 days to 60 days. 2. Paragraph 5 —Time of Performance —should we add after November 15, 2004 with the exception of the final wearing course? 3. Paragraph 8A —Other Special Conditions —I assume you will be attaching the breakdown of administration fees dated June 1, 2004 that lists the various fees by item included in the total of $244,922. 4. Paragraph 8F —This paragraph is a duplicate of the same language that is included in Paragraph 8E. 5_ Paragraph 8G — Would it be possible to split the paragraph in two and make the bluff management plan 8F and then make 8G specifically address the reclamation of the Moon Valley site? I think we all know what is taking place here, but when one reads it, it could be interpreted that the reclamation of the Moon Valley site is included in the bluff management plan and that no building permits will be issued until it was fully implemented. Seems to me that they are two separate items and should be dealt with separately. 6. Paragraph 8I — I believe that should be Outlot E instead of Outlot F. �� / l JUN-26-04 10=54 FROM=PEMTOM LAND COMPANY ID:6126378635 PAGE 4/22 Kate Aanenson Bob Generous Matt Saam June 28, 2004 Page 3 7. Regarding Outlot E, while not in your draft of the Development Agreement, Paragraph 35 of the Conditions for Chanhassen approval recites the same language as contained in Paragraph 7 of the Eden Prairie agreement. The Eden Prairie agreement requires that this language be a recorded agreement between the Developer and the City of Chanhassen. Your Condition 35 makes it clear that if erosion does take place and extends into the City of Eden Prairie, repair to the eroded area located within the City of Eden Prairie shall be repaired by the owner of Outlot E (instead of F) at no expense to the City of Eden Prairie. The City of Eden Prairie is an intended third party beneficiary of this paragraph and the City of Eden Prairie shall have the right to enforce the terms of this paragraph by all legal and equitable remedies including but not limited to abaternmt, irganctions, and damages. S. Page SP-8 — please change the signature to Settlers West Limited Partnership, By: The Pemtom Land Company, Its General Partner, By. Daniel J. Herbst, Its President. 9. Exhibit B — Paragraph 8a — It seems like it would be more appropriate if you would add the language "shall also be famished the City by the builder or owner to guarantee compliance with City Code 20-94_" RECLAMATION OF TJIE MOON VALLEY SITE' Bob Payette located the End Use Grading Plan dated October 2, 1992. Bob Payette has information on the bluff and tree impact and dirt quantities for that approved plan A lawyer from the Siegel, Brill, Greupner, Duffy, and Foster, P.A law firm by the name of Jim Yarosh, who handles municipal matters, has reviewed your Code and looked into what would be needed to amend the Earthworks Permit Agreement granted to Thomas Zwiers and Moon Valley Aggregates, Inc. to modify the find Use Grading Plan. It is his opulion that providing we submit a plan that reduces the adverse bluff impact and results in a site plan more in line with the City's Guide Plan, that with staff support, Your existing Code Section 7-34, allows that if the City Council believes an alternate plan meets the purpose and intent of the ordinance in this Section of the Code, that the Council by its affirmative vote can deviate from the standards. I am including Tim Yarosh's Memorandum as well as the approved End Use Grading Plan. JUN-29-04 10=55 FROM:PEMTOM LAND COMPANY ID•6129379635 PAGE 5/22 Kate Aanenson Bob Generous Matt Saam June 28, 2004 Page 4 Is it possible that the grading plan and permit be approved and issued prior to receiving the final plat? Bob Payette and I look forward to meeting with you tomorrow, Tuesday, June 29, 2004 at 10:30 AM. at your office. Sincerely, THE PEMTOM LAND COMPANY ew a4d-- Daniel J_ Herbst President DJHUidt JUN-28-04 10:55 FROM•PEMTOM LAND COMPANY ID•6129379636 PAGE 6/22 CERTIFICATE OF LIMITED PARTNERSHIP OF SETMERS WEST LIMITED PARTNERSHIP To form a Minnesota limited partnership to be organized and operated under and pursuant to the provisions of Minnesota Statutes Chapter 322A, the Uniform Limited .Partnership Act, as now enacted or hereafter amended, the following certificate of limited partnershzpas adopted: L Name. The name of the Limited Partnership shall;be Settlers West Limited Partnership. 2. Principal Office. The address of the principii office: of the Limited Partnership is 7597 Anagram Drive, Eden Prairie, MN 55344. 3. Agent for Service of Process. The name and address -of the agent for service of process is The Pemtom Land Company, 7597 Anagram .Djive, Eden Prairie, MN 55344- 4_ Name and Address of General ParhZer. The flame and business address of the General Partner is: The Pemtom Land Company 7597 Anagram give Eden Prairie, Minnesota 55344 5:•: _., Term. The latest date on which the Limited Partlership shall dissolve is December 3131, 2034. I certify that I am authorized to execute this certificate and I £lather certify that I understand that by signing this certificate, I am subject to the penalties of pedl ry as set forth in section 609.48 as if I had signed this certificate under oath LMW-249629 I PE140.71 CITY OF CHANHASSEN 7700 MARKET BLVD CHANHASSEN MN 55317 04 �S Payee: THE PEMTOM LAND COMPANY Date: 06/10/2004 Time: 9:28am Receipt Number: DW / 5132 Clerk: DANIELLE SETTLERS WEST FINAL PLAT REVIEW 04-05 ITEM REFERENCE AMOUNT ------------------------------------------- DEVAP SETTLERS WEST FINAL PLAT REV USE & VARIANCE 250.00 --------------- Total: 250.00 Check 6105 250.00 --------------- Change: 0.00 THANK YOU FOR YOUR PAYMENT! 1 SETTLERS WEST LOT TABULATION SHEET CREATED: June 7, 2004 David B. Pemberton, P.L.S BLOCK 1 Lot 1 20,154 Sq. Ft. 0.46 Acres Lot 2 25,790 Sq. Ft. 0.59 Acres TOTAL: 45,944 Sq. Ft. 1.05 Acres BLOCK 2 Lot 1 24,536 Sq. Ft. 0.56 Acres Lot 21,752 Sq. Ft. 0.50 Acres Lot 21,630 Sq. Ft. 0.50 Acres Lot 4 18,400 Sq. Ft. 0.42 Acres Lot 5 14,279 Sq. Ft. 0.33 Acres TOTAL: 100,597 Sq. Ft. 2.31 Acres BLOCK 3 Lot 1 25,694 Sq. Ft. 0.59 Acres Lot 2 16,778 Sq. Ft. 0.39 Acres Lot 3 15,512 Sq. Ft. 0.36 Acres TOTAL: 57,984 Sq. Ft. 1.34 Acres BLOCK 4 Lot 1 15,458 Sq. Ft. 0.35 Acres Lot 2 15,227 Sq. Ft. 0.35 Acres Lot 16,741 Sq. Ft. 0.38 Acres Lot 4 16,095 Sq. Ft. 0.37 Acres Lot 5 17,800 Sq. Ft. 0.41 Acres Lot 6 17,570 Sq. Ft. 0.40 Acres Lot 7 17,747 Sq. Ft. 0.41 Acres Lot 21,901 Sq. Ft. 0.50 Acres Lot 9 22,077 Sq. Ft. 0.51 Acres Lot 10 22,907 Sq. Ft. 0.53 Acres Lot 11 25,643 Sq. Ft. 0.59 Acres Lot 12 20,347 Sq. Ft. 0.47 Acres Lot 13 17,599 Sq. Ft. 0.40 Acres Lot 14 15,978 Sq. Ft. 0.37 Acres Lot 15 15,847 Sq. Ft. 0.36 Acres Lot 16 17,719 Sq. Ft. 0.41 Acres Lot 17 22,275 Sq. Ft. 0.51 Acres Lot 18 19,514 Sq. Ft. 0.45 Acres Lot 19 17,484 Sq. Ft. 0.40 Acres Lot20 16,783 Sq. Ft. 0.39 Acres Lot 21 15,376 Sq. Ft. 0.35 Acres CITY OF CHANHASSEN RECEIVED JUN 0 8 2004 CHANHASSEN PLANNING DEPT r:. Lot 22 15,046 Sq. Ft. 0.35 Acres Lot 23 16,287 Sq. Ft. 0.37 Acres Lot 24 16,805 Sq. Ft. 0.39 Acres Lot25 23,721 Sq. Ft. 0.54 Acres Lot26 21,046 Sq. Ft. 0.48 Acres Lot 27 16,938 Sq. Ft. 0.39 Acres Lot 29 15,570 Sq. Ft. 0.36 Acres Lot30 21,342 Sq. Ft. 0.49 Acres TOTAL: 534,843 Sq. Ft. 12.28 Acres BLOCK Lot 1 16,526 Sq. Ft. 0.38 Acres Lot 2 15,634 Sq. Ft. 0.36 Acres Lot 20,189 Sq. Ft. 0.46 Acres Lot 4 20,836 Sq. Ft. 0.48 Acres Lot 5 18,438 Sq. Ft. 0.42 Acres Lot 6 17,854 Sq. Ft. 0.41 Acres Lot 7 16,882 Sq. Ft. 0.39 Acres Lot 8 16,642 Sq. Ft. 0.38 Acres Lot 9 17,469 Sq. Ft. 0.40 Acres Lot 10 16,231 Sq. Ft. 0.37 Acres Lot 11 15,845 Sq. Ft. 0.36 Acres Lot 12 17,756 Sq. Ft. 0.41 Acres Lot 13 20,302 Sq. Ft. 0.47 Acres Lot 14 16,963 Sq. Ft. 0.39 Acres Lot 15 20,192 Sq. Ft. 0.46 Acres Lot 16 20,788 Sq. Ft. 0.48 Acres Lot 17 18,626 Sq. Ft. 0.43 Acres Lot 18 15,238 Sq. Ft. 0.35 Acres Lot19 21,240 Sq. Ft. 0.49 Acres TOTAL: 343,651 Sq. Ft. 7.89 Acres OUTLOTS A 76,329 Sq. Ft. 1.75 Acres B 120,104 Sq. Ft. 2.76 Acres C 1,293 Sq. Ft. 0.03 Acres O 5,976 Sq. Ft. 0.14 Acres E 912,231 Sq. Ft. 20.94 Acres F 8,589 Sq. Ft. 0.20 Acres G 13,201 Sq. Ft. 0.30 Acres TOTAL: 1,137,723 Sq. Ft. 26.12 Acres RIGHT OF WAY R/W 209,876 Sq. Ft. 4.82 Acres PIONEER TRAIL 2,489 Sq. Ft. 0.06 Acres TOTAL: 212,365 Sq. Ft. 4.88 Acres TOTAL AREA: 2,433,107 Sq. Ft. 55.87 Acres Page I of I Aanenson, Kate From: Justin Larson [larson@sathre.com] Sent: Monday, May 10, 2004 9:55 AM To: Kate Aanenson; Bob Generous; Matt Saam; Lori Haak Cc: 'Daniel J. Herbst'; 'Irene Trask' Subject: Settlers West In reviewing the staff comments, please note the following Item 11. A sediment forebay has been added to Pond 3. Item 37. The retaining wall has been eliminated with the shifting of the cul-de-sac Item 40. We revised the curve to maintain a 180 foot curve radius. Item �— Justin Larson Sathre-Bergquist, Inc. 150 South Broadway Wayzata, MN 55391 (952) 476-6000 (952) 476-0104- Fax The electronic data conveyed by SATHRE-BERGQUIST, INC. is sent for the recipient's reference only. This material is copyright protected. The recipient agrees, by his receipt of electronic information, to not alter the electronic data. The recipient agrees by his receipt of this data that the information contained in the transmission may be changed without notification of the recipient. This electronic information is not the certified version of a plan. Recipient agrees to hold SATHRE-BERGQUIST, INC. harmless from any and all claims. SATHRE-BERGQUIST, Inc. makes no representation or warranties, expressed or implied, with respect to the reuse of the data provided herewith, regardless of its format or the means of its transmission. There is no guarantee or representation to the user as to the accuracy, currency, suitability, or reliability of this data for any purpose. The user accepts the data .as is" and assumes all risks associated with its use. By acceptance of this data, the user agrees not to transmit this data or provide access to it or any part of it to another party unless the user shall include with the data a copy of this disclaimer. SATHRE-BERGQUIST, Inc. assumes no responsibility for actual or consequential damage incurred as a result of any user's reliance on this data. 5/ 10/2004 SATHRE-BERGQUIST, INC. W Wayzata, MN 55391 Fax: (952) 41"104 wwwsathre.com transmittal To: Bob Generous City of Chanhassen 7700 Market Blvd., PC Box 47 Chanhassen 55317 ❑ Herewith ❑ Under separate cover Date: April 14, 2004 Job #: 6965-004 From: Justin Larson Regarding: Settlers West H Courier-1 Hour ❑ Mail ❑ Hand del very Item/rev date Quantity Format Description 4-05-04 1 11x17 Prelimina Site Plan ltht 4-05-04 1 8.5x11 Prelimina Site Plan 1thru14 t -Ug" S- ke P=Plat. P5 P4 s V=V4um. T=Trwspaa y R=Re ,,n:n NdevC M.m cc: Fie SATHRE-BERGQUIST, INC. W 150 South Broadway Phone: (952) 476-6000 Wayzata, MN 55391 Fax: (952) 476-0104 P www.sathre.com S PAP To: Bob Generous City of Chanhassen 690 City Center Drive P.O. Box 147 Chanhassen, MN 55317 Transmittal Date: March 25, 2004 Job #: 6965-004 From: Justin Larson J 0-4- Regarding: Settlers West Transmitted: Via: 0 Herewith ❑ Fed Ex ❑ Under separate cover ❑ Courier (2Hour) 123 Mail ❑ Hand delivery Item/rev date Quantity Format Description 03/24/04 2 Storm water Quality and Quantity Report (copies) 03/24/04 1 Copy of Response Letter to Planning Commission Summary 03/24/04 3 P Preliminary Plat Indicating Various Lot Widths as Requested In Cursory Review 3 P Additional copies of CuttFill Sketch 80 Scale �9W� :�:M��:v=VO.:r=rmrmpmerxy: RECEIVED MAR 2 9 2004 CITY OF CHANHASSEN cc: File 1 Ps sJJ,9Pc 2 9 W N F w � fij Q March 24, 2004 SATHRE - BERGQUIST, INC. 150 SOUTH BROADWAY (952)476-6000 Kate Aanenson, Director of Planning City of Chanhassen 690 City Center Drive P.O. Box 147 Chanhassen, MN 55317 RE: Settlers West — Preliminary Plan Submittal Dear Ms. Aanenson, WAYZATA, MN 55391 FAX (952) 476-0104 The following numbered responses correlate to the February 17, 2004 Planning Commission Summary. In my follow up with the different departments, I got the impression that there were still some issues on the table that need to be worked out between staff. I believe you'll find that we've made a concerted effort to incorporate all of the concerns that staff identified in the project review. With that said, I hope that staff will find the items listed below helpful in both understanding our design intent and determining how to proceed with the remaining issues. 1. No contest. 2. Minimum area criteria are being met with this design. 3. Minimum width at setback is proposed with the exception of Lot 24. The inclusion of a trail connection to the Richard T. Anderson Conservation area has caused this. We thought that pushing the house back would eliminate any problems with a reduced lot width, but reviewing the lot widths in lots 22 and 23, we can shift lot lines somewhat and achieve the City's minimum standard. 4. Hennepin County (the primary obstacle in getting approval on access) has since verbally agreed with the proposed improvements to the intersection. 5. No contest. 6. As mentioned in item 3, a trail access has been included to the conservation area. 7. The notes have been revised to reflect the City's standards with the exception of the 60-foot right-of-way. We're seeking leniency on the standard width for right- of-way. The reduced right-of-way benefits the project in several ways: • It allows the houses and rear yard utilities to be pulled in closer to the road and away from sensitive slope areas. • Continuity with Eden Prairie's standard width of 50 ft lends itself to a positive visual impact (i.e. 1/3 of the development does not appear to be closer to the road than the remaining portion of the development). • Provides future residents with more backyard space considering the bluff constraints that impact lot depth. • Provides additional space for rear yard drainage and utility easements for swales and storm sewer in effort to convey storm water to the ponds and away from the bluffs. 8. A 30 ft connection is proposed to connect the two bluff areas. 9. Tree replacement has been recalculated based on an increased base -line canopy area which includes the heavily forested bluffs. As a result, the tree replacement is zero. 10. A minimum of one over story tree is proposed to be planted in the front yard of each lot per City ordinance. 11. No contest. 12. No contest. 13. Should this comment apply to plans dated 1/16/04, or the approved preliminary plans? or the approved final plans? 14. The storm sewer outlet once proposed to traverse several ridge lines has since been revised. The new alignment takes advantage of an existing storm sewer outlet at the bottom of the basin located in the southwest corner of the site. As such, the alignment has been located in such a way as to have minimum impacts on trees. 15. No contest. 16. No contest. 17. No contest. 18. No contest. 19. Mitigation for all wetland impacts are proposed to occur within the Eden Prairie limits of the project. Any remaining replacement requirements will be sought through Public Value Credits via storm water treatment ponds. 20. A wetland buffer of 10 ft in width is proposed for a small section of wetland H that crosses into the project limits and onto lot 52 and 53. We do not propose to seek buffer PVC though the City of Chanhassen. Rather, PVC will be sought through storm water treatment ponds in Chanhassen. No issue is taken with the buffer signage requirement. 21. Preservation of demarcated bluffs meeting the City's ordinance has been given a great deal of thought. The revised plans incorporate many of the thoughts City staff, consultants, and Three Rivers Park have offered up, including: • Reduce the amount of fill near the bluff edge. • Lowering Settlers West Road in some areas. • Remove walk -out style homes for houses located at grade. • Preservation of trees. • Rear yard storm sewer and swale systems. • Piped emergency overflows (EOF's). • Platting of lots entirely outside of bluff limits. With this being said, we believe some slopes in the Outlot F area (formerly Outlot C) may not strictly meet the bluff ordinance definitions. We still propose to be sensitive to these slopes as well as the existing tree stands, and as such, do not propose to grade beyond the demarcated top of slope in this area. But we are seeking some flexibility on the part of the City for allowing grading a portion of Pond 2 within the no -impact zone. The alternatives would force us to either reduce already minimal backyard space from several lots or reduce pond storage volume. We don't believe that taking either course of action would benefit the slopes located along the rail corridor. In fact, with the aid of Braun Intertech, we're investigating the possibility that we are contributing to a safer condition by removing historically unstable soil mass from the edge of the trail corridor and replacing it with less and lighter material (water). With Braun's 2 of 4 assistance, we're also evaluating options for restoration and/or preservation of the heavily eroded slopes. 22. No contest. 23. The revised plans incorporate the request for a system of swales and storm sewer to collect rear yard drainage and direct it away from the bluff edges. 24. No cross-country storm sewer route is planned in the revised plans. 25. Believing that the intent of incorporating a forebay is to reduce the possibility of short-circuiting treatment efficiency, Pond 3 has its inlet and outlet located at opposite ends thereby eliminating the need for a one. The inlet to Pond-2 has been relocated to a distance further away from the outlet in addition to implementing an in -pond forebay. 26. Two foot sumps are proposed at each street structure located just prior to discharge into the NURP ponds and are shown on the utility plans. 27. No contest. 28. No contest. 29. Erosion control blankets are shown in the grading plans where slopes are 3:1 or greater. 30. No contest. 31. No contest. 32. No contest. 33. The submitted Storm Water Quality and Quantity Report addresses this concern and meets the requirement. 34. Lateral storm sewer design calculations will be submitted as part of final design. 35. No contest. 36. No contest. 37. The City's most recent detail plates have been included as part of the preliminary plans and are located on the Detail Plan. 38. No contest. 39. No contest. 40. A minimum of three feet of freeboard is proposed between the low floor elevation and pond high water levels. 41. No contest. 42. N/A — offsite storm sewer has been eliminated as part of the revised plans. 43. Filling has been reduced throughout the southern portion of the development. 44. We've evaluated various options for collecting storm water runoff within the Eden Prairie parcel however, a number of constraints have hampered our efforts. The mitigation area south of lots 1-5 dictates house elevations (and consequently, road elevations) such that storm water must drain easterly to the low point in Explorer Trail. The grade of the existing Explorer Trail road essentially sets the placement of catch basins and their inverts. And the existing gas main prevents storm water from being piped to the north where the Pond 1 is located. The existing storm water basins in this area flow into Chanhassen via a corrugated metal pipe located in Wetland A near Pioneer Trail and overland through Wetland C as evidenced by both historical photographs dating back to the early 1900's and record plans created as part of recent upgrades to Pioneer Trail. For all the above reasons, we believe that the proposed design illustrates a thoughtful approach to storm water treatment that adequately addresses the engineering challenge although it may not necessarily be the preferred approach. 45. Rear yard berms, swales, and storm sewer are now proposed as part of the design. 46. As discussed previously in our March 3rd meeting with various members of Chanhassen staff, the 150 foot curve radius benefits the project in that it moves 3of4 impervious surfaces (roads, houses, sidewalks, etc...) as well as tree removal as part of grading activities away from the most sensitive bluff area on the project, the deep eroded ravine located on the inside loop of the curve. We propose signage in this area to remedy the staff's safety concerns. It should be noted that having a speed design rated for 30 mph traffic on long dead-end cul-de-sacs is not in the best interest of the future neighborhood. We can provide traffic calming methods though curvilinear horizontal alignments of varying radii, as proposed. 47. A 5 foot sidewalk has been included as part of the revision drawings. 48. No contest. 49. The landscaped island has been removed in the long dead end cul-de-sac as requested. The landscaped island has been retained in the Settlers Court. 50. No contest. 51. No contest. 52. No contest. 53. No contest. 54. No contest. 55. No contest. 56. No contest. 57. No contest. If you have any questions on any of these matters, or need additional information, please feel free to contact me or Bob Payette at (952) 476-6000. Otherwise, we look forward to seeing you on April 20th'. 4 of 4 30 m m, e32 m a � s m m 7 / o Ot9 m N m c 1 m l 1 / N n i g24:af 6 a �Z`" m\I� 929.63 827 15 ip i P W m 0 br'Fd17 '� m I N P � •� W P Oy jy N p j A—.f+� P P 1` f11 m 41 ja f-c ///�nn� O O b i' N ' • • ' IR +�—Y�1� G V y/� N "'�\ \ w 0 U� f /P Nm`m� P O m U Ly N W ID 1• \\�\ \ o c _ 6 9C \ dg UY m I I o �oC+RY27®I a N_i? y m o _5 I, 0 —h LUfF STRU — BLUE P C��SE7gA Current stratum: to 031204 Site name = 6965-004 Settlers West Cut = 94413 yards Fill = 139446 yards Net = 45033 yards FILL Y J J Y 0 W N+ V m V N91.87 t7 89000\ 890 00 867.23 ir:, i 888.36 i b J l\ L, N., —sue � a �•0 + ;- • • N N �.1 pip ffA BP a I U W F N _ N �\y m a m 4,053 S.F. FILL �V69 11 1Nkt ' c 4i v 91 O NWL 886.5 1 • b bl ? � A 1.. ,�. rla wlyd m m m m m' o la w P pv I I I \ I y jn N N \O \Q 41 wm fN m WETLAND WETLAND E / t • (12,725 S.F.) \ 4 m 14,067 S.F. \ b m `\ . • EXEMPT, '\ �' / ^\\ • ' • ' WETLAND FILL, � ' + ; ;, ♦\ • 10' WETI.gNL], Z\ • '. e> �9 \S]._m r'o w/ + @. �.�m y ate/ �A, o c '� • • 4.9301E TYPE FENCE 0 e$ m' � � TeOLF REPNALL . o m u m OL 3LANKEWE8O a m\ ! /`..///ju \\ 4 o W N I A a O O ' Lk m ti 1 1 �y4 •, . I EX. WETLAND-C ' (30-23-D) k 9,594 S.F. FILL /N w w A a\ \U NWL 878.0 4�{ HWL 878.5 \{ I m N O\ O 6 Vi L �•P N\ 44`. \ I o N A ::o a u\ 60 _ IE a J..o � 2g9 m = �`p m'EX. WETLAND-D K (30-32-A) NCH f�mNb W� 3,650 S.F. FILL J O d Ol O wI NI �F O \ V yy N N w 4f..m m T S � .•+ + m \ .W 'Z'�VQ N W W m m Ql S + + 0 4f 0 Y N m mc4) OI N w N pm + w \ m P I b I b b + b �o a � } '� aMi, m\ � • + - ro \o 0 0 \ '� '- I 'EX. WETLAND-F I 1a b b o P al, b 4 m (30-32-A) 5\,47G6 S.F. .. FIao�. 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WETLAND-G m . ` e o +, ti N/ , + `fie W w m .�� m s �> NWL 888.5 /- J m w m A Ate/ o o 6,930LF TYPE I S \ 0 1 I e I o i + Z�' m i o m TOP EXISTING BLUFF o 1 I TLO FF II IT 4,053 S.F. FILLFENCE pGo\ B IMi _ -..-- _.. - i 1 � r y _. ROSION CO ROL BtAN u m in ._ � m is -N � b N A•. �Nyo 'v y in / 'y, • � /ram' •nq i -_ _ _ J � 1 � '. 4s9 - __-a-ar- a b m : Y _a / ' m �\� •A� _ L _ b o L r ` NKE�;AZEeo. UI J f:LQ I N 01 I Current stratum: to 031204 Site name = 6965-004 Settlers West Cut = 94413 yards Fill = 139446 yards Net = 45033 yards FILL OUn m O o 1,'.301.F TYPE I SILT FENCE m I �-a t \ EX. WETLAND-C �, m�l o \ 1 ► (30-23-D) \ I u o > \. J \�•aa s O\1 \ 9,594 S.F. FILL \\N 'Si m J NWL 878.0 I m\ ^I Jam\ \ HWL 878.5 \` I Im61 9 6 > \ \ f� G /l q .fmi1 �O.�qq m !✓1 \ G \ N i \ • g'C .% ra b a\ s mBrPmrn V�\o c \ . �a 'a \ \ \ m • 91. �,..� ' \ AiA N.- 'EX. 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FILL ;` HWL\B9B.q �, TOP EXISTING BLUFF +/�/ LIMITS \ - - LIMIT I N BMWET I ; 1 � I m m m 11 ( n "_Ex°' Current stratum: to 031204 Site name = 6965-004 Settlers West Cut = 94413 yards Fill = 139446 yards Net = 45033 yards FILL I Y o C P Y N t•1 \G P Gi O V '\m 41 ,yL U O1 WETLAND m i (12,725 ST ) WETLAND E / �' `�\. ♦ � \\\ 1,067 S.F. m s `\\ . ► d EXEMPT WETLAND_FILL, m \ o m ..m J \m m � w b `� o o y • , ..\ ma,l � \ 4,93O + -u�, m + J � u {� a `o o I \ ! • o � � gs�'v N N/ m "w m P ice/ 04, ao o.., `\ • • F T/PE I FENCE FENCE ) W �\ V / \ 140 LF RETWALL L� =� —��/ �•� oi� 'G m Ga. �TJ 1` / O wLUT� - 4 N E m61 - -- .. b , N' G P e P N\ + \ \� j E t30LF TYPE SILT FEN" N _EOT �✓ N �N \� G \ ! EX. WETLAND-C (30-23-D) inmao f0 , p\ 9,594 S.F. FILL NWL 878.0 4�.{ HWL 878.5 \-( i� p m it t\ O O I 11lNm_\O ro i, � J. \CI WETLAND-D G99/ NNW �N,�aWmW 3,650S.F.FILL " W W b{ m m Ql ry W P\ (li U OI Y i fA +ON O Y� + i rW `P m l fJ L•\ W P � a P I Al D) i W N 1 'm � m, \m.• �' N m \m .� , O e0 tEX. WETLAND-F\ ." m ye=� N 5,476 S.F. FILL b + + N N ,•N, + mN W P, P \ N l,N ®mI' N, O b YjQ b b b\ b a\ m m I b 1 1 1> S+ b .W{. N + 1 o b b b b \b P O A m J IV O V\ J O G O 'O , O 'O - j l b o �o.. o\ o b b d+ w+ d+ -e>— ////////////////7(/ 11 1 1 1 1 1 Hit it X1 t 11\ 1 \\ \ 1\ 11-1 • A W V' o Stormwater Quality and Quantity Report for Settlers West Eden Prairie, Minnesota Prepared on March 24, 2004 Prepared for The Pemtom Land Company 7597 Anagram Drive Eden Prairie, MN 55344 Contact(s): Dan Herbst (phone)952-937-0716 (fax) (952) 937-8635 Prepared by Sathre-Bergquist, Inc. 150 South Broadway Wayzata, MN 55371 Contact(s): Bob Payette Justin Larson (phone) (952) 476-6000 (fax) (952) 476-0104 hth)J/www.sal:hr9.com/ SATHRE-BERGQUIST, INC. 150 SOUTH BROADWAY, WAYZATA, MN 55391 ♦ (952) 476-6000 Stormwater Quality and Quantity Management Report Settlers West - Proposed Single Family Residential Development Eden Prairie and Chanhassen, Minnesota STORMWATER QUALITY AND QUANTITY REPORT FOR SETTLERS WEST Eden Prairie and Chanhassen, Minnesota PREPARED FOR The Pemtom Land Company 7597 Anagram Drive Eden Prairie, MN 55344 PREPARED BY Sathre-Bergquist, Inc. 150 South Broadway Wayzata, MN 55391 March 24, 2004 I hereby certify that this specification was prepared by me or under my direct supervision and that I am a duly registered Professional Engineer under the laws of the State of Minnesota Date: Reg. No. Stormwater Quality and Quantity Management Report Settlers West - Proposed Single Family Residential Development Eden Prairie and Chanhassen, Minnesota INTRODUCTION This report contains calculations of stormwater runoff for Post and Pre -Development conditions pertaining to NURP Ponds and wetlands located within Eden Prairie and Chanhassen as part of the Settlers West development. METHODOLOGY The watersheds in question were modeled using techniques and data found in the following: 1. Urban Hydrology for Small Watersheds — Technical Release 55 by the United States Department of Agriculture Soils Conservation Service, June 1986. Curve numbers, Hydrologic Soils Groups, and 24 hr. precipitation values were obtained from this reference in addition to Time of Concentrations. 2. Hydroflow Hvdroaraohs 2002 by Intelisolve. This program was used to generate runoff hydrographs for watershed areas, to determine discharge/stage/storage characteristics for the NURP ponds, and to perform flood routing and to combine the results of runoff hydrographs. 3. Rational Method pipe sizing based on the method contained in ASCE Manual and ^---1- -• - - - u w I i a�.t i.c tt JI — UU51Ut1 anO L onstructlon or Jannary ,*wers and Storm Drains, by the American Society of Civil Engineers and the Water Pollution Control Federation, 1970. The Mannings formula was used for determining pipe capacities. PRE -DEVELOPMENT CONDITION The Eden Prairie portion of the development consists of several wetlands bounded by a sub -surface gas line, Pioneer Trail (County Road), a neighborhood to the East, City boundary line as well as a regional trail to the west. In addition, a gravel road extending north and south bisects a couple wetlands. Currently, due to its geographical isolation, the site is largely unused but has a history of farming activities extending back into the early part of the last century as evidenced by aerial photography and historical record. There is some evidence of use by way of minor utility companies in that signage exists identifying underground phone lines as well as a large cellular phone antennae within the Chanhassen portion of the project. and Settler; West - Proposed Single Family Residential Development Eden Prairie and Chanhassen, Minnesota The wetland located to the northeast of the site (adjacent to Pioneer trail and east of the gravel road — identified as 30-23-C on the wetland inventory map) has a history of flooding to the extent that it has to be pumped down. This is apparently a result of a collapsed corrugated metal outlet pipe that was originally installed to discharge into the railway corridor via a subsurface route beneath Pioneer Trail. Upgrades to utilities in Pioneer Trail (to include force main installation) possibly contributed to the failure of the pipe. Short Elliott Hendrickson Inc. (SEH) was recently employed by the City of Eden Prairie to determine the conveyance of storm water from this collapsed pipe into the rail corridor as part of an investigative process to mitigate the potential flooding issue. Residents in the Pines 1" Addition immediately east and adjacent of this wetland may be negatively impacted by significant rainfall events, not to mention a wetland mitigation plan developed by Westwood Professional Services, Inc. for a designated area adjoining the wetland. All other wetlands appear to discharge overland provided sufficient rainfall events occur. Much of these wetlands appear to have been excavated to the extent that gentle slopes that traditionally define the edges of the wetland do not exist. Instead they are generally steep in nature (3:1) and deeper than the average lay of the land (possibly a remedial step by previous farming activities). Portions of the wetland delineations performed in December have been exempted under Minnesota Wetland Act, as a result of a combination of mining activities. Tree cover is not a substantial component of the landscapes vegetative cover but rather it is populated by long prairie grasses. POST -DEVELOPMENT CONDITION WITH STORAGE IN NURP PONDS The proposed Eden Prairie portion of the project will improve approximately 11-acres of undeveloped land. Eight houses are proposed for construction on this portion. Some wetland impacts include filling, mitigating as well as exemptions (as aforementioned). A NURP pond will be created at the entrance to treat storm water off of roads and front yards. All storm water being directed to the pond will be done by way of concrete curb and gutter, subsurface drainage pipes, and overland flow. The pond is greatly constrained by access to the county road and wetland boundaries. The sizing is adequate however for both treatment (phosphorous removal, sedimentation, etc...) and volume control. As part of the development process, Sathre-Bergquist is proposing a plan to route all storm water inflow above the design normal water level of Wetland 30-23-C directly into Stormwater Quality and Quantity Management Report Settlers West - Proposed Single Family Residential Development Eden Prairie and Chanhassen, Minnesota the wetland to the west. That wetland, Wetland 30-23-D, will have a combined inflow from overland sources, Pond-1, and Wetland 30-23-C. It appears to be sufficient from a storage standpoint, and with the implementation of an outlet structure, can be very effective at managing discharge rates and quality standards. The discharge is proposed to be directed into the trail corridor (as previously explored/utilized by the City of Eden Prairie) at a rate of less than 1 cfs in a 100-year storm event. A portion of the Eden Prairie storm water runoff will be treated in the Chanhassen limits of the projects. Pond-2 and Pond-3 are linked in series to present the most efficient treatment prior to discharge at the bottom of the basin located at the southwest corner of the project. From there, storm water will be conveyed to an existing 18" iron pipe located at the bottom bank of the existing trail corridor and continue southerly until it meets up with the Minnesota River. The Rail Authority has been consulted on this proposal and was in favor of the design. The purpose of treating Eden Prairie's storm water runoff in this manner is due to the potential conflicts that the existing gas line presents. In addition, that portion of the project is constrained so much by the elevation and grade of Explorer Trail as well as the mitigation area within Settlers Ridge that abuts the proposed home sites on the south line of the Eden Prairie parcel. Finally, it should be noted that Ponds 2 and 3 have a piped EOF. The purpose is to provide sufficient carrying capability should a significant rain event strike the area. This option will serve to protect the sensitive areas from washout. The final discharge rates for the 10 and 100 year storm events for both the Pre and Post conditions are as follows: 10-Year 100-Year Pre -condition 147.88 104.06 Post -condition 133.53 71.94 The contents of this report details the management plan for both the 10 and 100-year storm events. Please refer to both the March 24, 2004 Preliminary Plan submittal and the storm water report submitted January 16, 2004 for additional information not included herein. 7 Hydrograph Return Period Recap Page 1 Hyd. No. Hydrograph type Inflow Hyd(s) Peak Outflow (nfs) Hydrograph description (origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1 SCS Runoff ----- ------- ------- -_- 32.40 ------- ------- 57.90 wshed-pond-2 2 SCS Runoff ----- ------ ------- ------- 16.30 ------- ------- 29.13 wshed Pond-3 3 Reservoir 2 _______ _______ _______ _______ 1.38 ______ _____ 324 pond-3rt 4 Combine 1.3 ---- ----- -- --- 32.82 ----- ------ 59.15 wshed pond-2b 5 Reservoir 4 -- _'-'- ------- ----- 1.72 ------- ------- 6.06 pond-2rt 6 SCS Runoff ----- ------- ------- "-_' '----- 4.19 ------- ------- 8.46 sub-1 7 SCS Runoff ------ ------ _______ _____ ---- 2.59 ----- ----- 4.40 sub-2 8 SCS Runoff ------- ------- ------- 6.45 ---- ------- 13.05 sub-3 9 SCS Runoff ----- ------- ------- ------- ------ 16.03 ------ ------ 34.13 dro-t 10 SCS Runoff ------ ------ ____ --_ ------ 18.75 ------- ---- 38.59 dro-2 (Outlet East) 11 SCS Runoff --- ----- ______ _____ _______ 1.38 ------- ------- 2.89 dro-3 12 Reservoir 8 ----- ------- ------- ------- 0.16 ------- ------- 0.47 Welland-A(RT) 13 Combine 6, 7, 12 ----- ------- ------- ------- 6.80 ------- ---- 12.87 Wetland-C(TI) 14 Reservoir 13 --- --- ___-_ ______ 0.34 ------- ------ 0.94 Wetland-C(RT) 15 Combine 5, 9, 11, 1 ------ ------- ------- ------- 17.53 ------- ----- 37.61 Outlet West 16 Combine 10,15 ------- --- 33.53 _______ ___ 71.94 Total Site Discharge Proj. file: proposed storm 032204.gpw Run date: 03-23-2004 Hvdraflow Hvdrooranhs by IntelisnNa Hydrograph Return Period Recap Page 1 No. Hydrograph Inflow Peak Outflow (cfs) Hydrograph type Hyd(s) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr (origin) description 1 SCS Runoff -- -- 15 30 33.22 EX WSHED-1 2 SCS Runoff -- .-- 16.36 35.53 EX WSHED-2 3 SCS Runoff -- -- 6.83 14.63 EX. WSHED-3 4 SCS Runoff -- -- 16.37 35.00 EX WSHEDA 5 Combine 1, 2, 3, 4 47.88 104.06 Total Site Runoff Proj. file: storm 011603.9pw Run date: 03-24-2004 Hydraflow Hydrographs by Intelisolve • J Stormwater Quality and Quantity Management Report Settles West - Proposed Single Family Residential Development Eden Prairie and Chanhassen, Minnesota NURP Analysis • E PROJECT: Settlers West Location: Eden Prarie 8 Chanhassen Minnesota Prepared for Pemtom Land Company Prepared by Sathre-Bergquist, Inc. Date: March 24, 2004 Nurp Design Pond-1 P = 2.5 "Storm Aw = 1.25 Acres No. of Houses = 0 Each Ave. House Roof Area = 2800 SF No. of Driveways 1 Each Ave. Driveway Area = 900 SF Length of Street = 775 LF Width of Street = 28 FT Topology Area CN Total Hardcover Area = 0.52 Acres 98 Grasscover= 0.73 Acres 69 Hardcover For Fi = 0.52 Acres (Streets 8 Drives) CN = 81 Weighted Mean CN Fi = 0.42 Impervious Fraction Pervious CN: 69.00 S = 1000/CN - 10 = 4.49 R = PFi+(P-.2SXP-.2Sx1-Fiy(P+.8S) R= 1.28 V = RAw/12 = 0.13 Ponding Dead Storage Volume Based on Plan Contours Maximum Soil Retention (inches) Design Storm Runoff (inches) Permanent Pool Volume Required (Ac-Ft) Contour Area (sf) Cummulative Stora ge(cf) (Acre -Feet) 872 Bottom 0 0 Bottom 0.00 874 330 330 0.01 876 1035 1695 0.04 878 2119 4849 0.11 880 3538 10506 0.24 881.5 NWL 4785 16748 NWL 0.38 (Provided) 882 HWL 5225 19251 HWL 0.44 Dead Storage/Pond Surface Area = 3.50 11 • r-. u J PROJECT: Settlers West Location: Eden Prarie & Chanhassen Minnesota Prepared for Pemtom Land Company Prepared by Sathre-Bergquist, Inc. Date: March 24, 2004 Nurp Design Pond-2 P = 2.5 "Storm Aw = 16.52 Acres No. of Houses = 36 Each Ave. House Roof Area = 2800 SF No. of Driveways 39 Each Ave. Driveway Area = 900 SF Length of Street = 2109 LF Width of Street = 28 FT T000loev Area CN Total Hardcover Area = 4.48 Acres 98 Grasscover= 12.04 Acres 69 Hardcover For Fi = 2.16 Acres (Streets & Drives) CN = 77 Weighted Mean CN Fi = 0.13 Impervious Fraction PerviousCN = 73.67 S = 1000/CN - 10 = 3.57 Maximum Soil Retention (inches) R = PFi+(P-.2SXP-.2Sx1-Fiu(P+.8S) R = 0.84 Design Storm Runoff (inches) V = RAw/12 = 1.16 Permanent Pool Volume Required (Ac-Ft) Pending Dead Storage Volume Based on Plan Contours Contour Area(so Cummulative Storage(cf) (Acre -Feet) 872 Bottom 0 0 Bottom 0.00 874 9013 9013 0.21 876 12655 30681 0.70 878 17019 60355 1.39 880 22074 99448 2.28 882 27743 149265 3.43 883 NWL 36252 181263 NWL 4.16 (Provided) 884 45492 222135 5.10 886 HWL 53150 320777 HWL 7.36 Dead Storage/Pond Surface Area = 4.88 • PROJECT: Settlers West Location: Eden Prarie & Chanhassen Minnesota Prepared for Pemtom Land Company Prepared by Sathre-Bergquist, Inc. Date: March 24, 2004 Nurp Design Pond-3 P = 2.5 "Storm Aw = 8.29 Acres No. of Houses = 16.5 Each Ave. House Roof Area = 2800 SF No. of Driveways 19 Each Ave. Driveway Area = 900 SF Length of Street = 1322 LF Width of Street = 28 FT Topology Area CN Total Hardcover Area = 2.30 Acres 98 GraSSCOVer= 5.99 Acres 69 Hardcover For Fi = 1.24 Acres (Streets & Drives) CN = 77 Weighted Mean CN Fi = 0.15 Impervious Fraction PerviousCN = 73.36 S = 1000/CN - 10 = 3.63 Maximum Soil Retention (inches) R= PFi+(P-.2SXP-.2Sx1-Fly(P+.8S) R = 0.87 Design Storm Runoff (inches) V = RAw/12 = 0.60 Permanent Pool Volume Required (Ac-Ft) Pending Dead Storage Volume Based on Plan Contours Contour Area (so Cummulative Storage(cf) (Acre -Feet) 876 Bottom 0 0 Bottom 0.00 878 632 632 0.01 880 1589 2853 0.07 882 2962 7404 0.17 884 4747 15113 0.35 886 8404 28264 0.65 886.5 NWL 10846 33077 NWL 0.76 (Provided) 888 18240 54891 1.26 890 HWL 22587 95718 HWL 2.20 Dead Storage/Pond Surface Area = 3.01 PROJECT: Settlers West Location: Eden Prahe & Chanhassen Minnesota Prepared for Pemtom Land Company Prepared by Sathre-Bergquist, Inc. Date: March 24, 2004 FLOW AND PHOSPHORUS ROUTING IN POND NETWORKS PONDNET 2.1 W. Walker March 1989 INPUT VARIABLES.... case labels watershed area runoff coefficient (Impervious Fraction) pond surface area pond mean depth upstream pond p load upstream pond outflow OUTPUT VARIABLES........ outflow p bad outflow volume outflow p conc pond removal total removal ASSUMED EXPORT FACTORS UNITS Pond 1 Pond 2 Pond 3 acres 1.25 16.52 8.29 - 0.42 0.13 0.15 acres 0.11 0.83 0.25 feet 3.50 4.88 3.01 Ibstyr 0.00 1.94 0.00 ac-fdyr 0.00 4.14 0.00 lbs/yr 0.76 3.70 1.94 ac-ft/yr 1.73 11.34 4.14 ppb 161.82 119.89 172.53 % 64.04 65.62 61.66 % 64.04 73.36 61.66 period length yrs period precipitation inches runoff total p ppb runoff ortho p/total p _ relative decay rate _ unit runoff in/yr unit export Ibs/ac-y POND WATER BUDGETS 0.50 0.50 0.50 20.00 20.00 20.00 450.00 450.00 450.00 0.30 0.30 0.30 1.00 1.00 1.00 16.60 5.23 5.99 1.69 0.53 0.61 runoff ac-ft/yr 1.73 7.20 4.14 upstream pond ac-ff/yr 0.00 4.14 0.00 total inflow ac-ft/yr 1.73 11.34 4.14 outflow ac-fUyr 1.73 11.34 4.14 POND PHOSPHORUS BUDGETS ................... runoff Ibs/yr 2.12 8.81 5.07 upstream pond Ibstyr 0.00 1.94 0.00 total inflow Ibs/yr 2.12 10.75 5.07 net sedimentation Ibstyr 1.35 7.06 3.12 outflow Ibs/yr 0.76 3.70 1.94 HYDRAULIC PARAMETERS pond volume acre-ft 0.38 4.06 0.75 vlawmo pond volume acre-ft 0.11 0.45 0.26 relative volume inches 8.89 22.56 7.24 residence time years 0.22 0.36 0.18 residence time days 81.15 130.74 66.04 overflow rate ft/yr 15.74 13.63 16.63 inflow phos conc ppb 450.02 348.71 450.02 outflow phos conc ppb 161.82 119.89 172.53 p reaction rate - 4.95 5.55 4.20 1-rp - 0.36 0.34 0.38 12.00 10.00 8.00 M!IM1111111 4.00 2.00 0.00 INFLOW Pond 1 2.12 0.76 NURP Ana Pond 2 Pond 3 10.75 5.07 3.70 1.94 IN INFLOW 00UTFLOW I 76.00 74.00 72.00 70.00 68.00 66.00 64.00 62.00 60.00 58.00 56.00 54.00 Pond Removal M NURP Analysis - Phosphorous Removal Pond 1 64.04 64.04 ---I - - Pond 2 65.62 73.36 ❑ Pond Removal (%) ■ Total Removal (%) -- L W, Stormwater Quality and Quantity Management Report Settlers West - Proposed Single Family Residential Development Eden Prairie and Chanhassen, Minnesota 100-YEAR STORM POST -DEVELOPMENT HYDROLOGICAL ANALYSIS Hydrograph Summary Report Page 1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (acft) Inflow hyd(s) Maximum elevation (ft) Maximum storage (acft) Hydrograph description 1 SCS Runoff 57.90 3 726 4.664 ---- ------ ---- wshed-pond-2 2 SCS Runoff 29.13 3 726 2.346 ---- ------ ---- wshed pond-3 3 Reservoir 324 3 T74 2.332 2 889.79 1262 pond -art 4 Combine 59.15 3 726 6.996 1.3 ----- ---- wshed pond-21i 5 Reservoir 6.06 3 852 6.559 4 886.06 3.155 pond-2rt 6 SCS Runoff 8.46 3 726 0.692 --- ----- ---- sub-i 7 SCS Runoff 4.40 3 729 0.405 --- --- ----- sub-2 8 SCS Runoff 13.05 3 732 1.218 -- ----- ----- sub-3 9 SCS Runoff 34.13 3 726 2.558 --- ------ ---- dro-t 10 SCS Runoff 38.59 3 717 2.021 ---- ----- -- dro-2 (Outlet East) 11 SCS Runoff 2.89 3 720 0.183 ---- ---- ---- dro-3 12 Reservoir 0.47 3 1077 0.977 8 880.94 0.845 Wetland-A(RT) 13 Combine 12.87 3 729 2.073 6, 7, 12 ------ ------ Wetland-C(TI) 14 Reservoir 0.94 3 981 1.868 13 878.46 0.736 Wetland-C(RT) 15 Combine 37.61 3 723 11.169 5, 9, 11, 14 ------ ---- Outlet West 16 Combine 71.94 3 720 13.190 10,15 ----- ------ Total Site Discharge Projfile: proposed storm 032204.gpAturn Period: 100 yr Run date: 03-23-2004 Hvdraflow Hvdroorachs by Intelisolve Hydrograph Report Page 7 J Hyd. No. 1 wshed-pond-2 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 16.50 ac = 0.0 % = USER = 6.00 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 12.05 54.13 12.10 57.90 << 12.15 56.86 ...End Hydraflow Hydrographs by Intelisolve Peak discharge = 57.90 cfs Time interval = 3 min Curve number = 77 Hydraulic length = 0 ft Time of conc. (Tc) = 20 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 4.664 acft 0 J Hyd. No. 1 - SCS Runoff -100 Yr - Op = 57.90 cfs - wshed-pond-2 7 0.0 2.4 4.9 7.3 9.7 12.1 14.6 17.0 19.4 21.8 24.3 Time (hrs) Hyd. 1 ;7 • Hydrograph Report Page 1 • • Hyd. No. 2 wshed pond-3 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 8.30 ac = 0.0 % = USER = 6.00 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 12.05 27.23 12.10 29.13 << 12.15 28.60 ...End Hydraflow Hydrographs by Intelisolve Peak discharge = 29.13 cfs Time interval = 3 min Curve number = 77 Hydraulic length = 0 ft Time of conc. (Tc) = 20 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 2.346 acft J 0 Hyd. No. 2 - SCS Runoff -100 Yr - Qp = 29.13 cfs - wshed pond-3 • 1 i 0 L i i i i � 0.0 2.4 4.9 7.3 9.7 12.1 14.6 17.0 19.4 21.8 24.3 Time (hrs) Hyd. 2 • Reservoir Report Page 1 Reservoir No. 3 - pond-3 Hydraflow Hydrographs by IntelisoNe Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (acft) Total storage (acft) 0.00 886.50 10,846 0.000 0.000 3.50 890.00 22,587 1.343 1.343 4.00 890.50 35,000 0.331 1.674 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 27.0 0.0 0.0 0.0 Crest Len ft = 0.17 4.00 0.00 0.00 Span in = 27.0 0.0 0.0 0.0 Crest El. ft = 886.50 890.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeft. = 3.33 3.33 3.33 0.00 Invert El. ft = 886.50 0.00 0.00 0.00 Weir Type = Rect Rect --- --- Length ft = 170.0 0.0 0.0 0.0 Multi -Stage = Yes Yes No No Slope % = 0.40 0.00 0.00 0.00 N-Value = .013 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multi -Stage = n1a No No No Exfiltration Rate = 0.00 irvhr/sgft Tailwater Elev. = 0.00 It Stage /Storage /Discharge Table Naa. Aa ate: n� r awyim uieer:,kl �a wuao-a. Stage Storage Elevation Clv A Clv B Clv C CIv D Wr A Wr B Wr C Wr D Exfil Total It aeft ft cfs cfs ds cfs cfs cis efs cfs cis cis 0.00 0.000 886.50 0.00 --- --- -- 0.00 0.00 --- --- --- 0.00 3.50 1.343 890.00 3.56 --- --- --- 3.56 0.00 --- --- --- 3.56 4.00 1.674 890.50 8.96 --- --- --- 4.20 4.71 --- --- --- 8.91 • Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 3 pond-3rt Hydrograph type = Reservoir Peak discharge = 3.24 cfs Storm frequency = 100 yrs Time interval = 3 min Inflow hyd. No. = 2 Reservoir name = pond-3 Max. Elevation = 889.79 ft Max. Storage = 1.262 acft Storage Indication method used. Outflow hydrograph volume = 2.332 acft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.45 9.46 889.62 3.15 ----- ----- ----- 2.99 ----- ----- ----- ----- 2.99 12.50 7.13 889.68 3.23 ----- ----- ----- 3.08 ----- ----- ----- ----- 3.08 12.55 5.66 889.71 3.27 ----- ----- ----- 3.13 ----- ----- ----- ----- 3.13 12.60 4.99 889.74 3.30 ----- ----- ----- 3.17 ----- ----- ----- ----- 3.17 12.65 4.60 889.75 3.31 ----- ----- ----- 3.19 ----- ----- ----- ----- 3.19 12.70 4.25 889.77 3.33 ----- ----- ----- 3.21 ----- ----- ----- ----- 3.21 12.75 3.95 889.78 3.34 ----- ----- ----- 3.23 ----- ----- ----- ----- 3.23 12.80 3.69 889.78 3.34 ----- ----- ----- 3.24 ----- ----- ----- ----- 3.24 12.85 3.47 889.79 3.35 ----- ----- ----- 3.24 ----- ----- ----- ----- 3.24 12.90 3.29 889.79 << 3.35 ----- ----- ----- 3.24 ----- ----- ----- ----- 3.24 << 12.95 3.14 889.79 3.35 ----- ----- ----- 3.24 ----- ----- ----- ----- 3.24 13.00 3.01 889.79 3.35 ----- ----- ----- 3.24 ----- ----- ----- ----- 3.24 13.05 2.90 889.78 3.34 ----- ----- ----- 3.24 ----- ----- ----- ----- 3.24 13.10 2.80 889.78 3.34 ----- ----- ----- 3.23 ----- ----- ----- ----- 3.23 13.15 2.71 889.77 3.33 ----- ----- ----- 3.22 ----- ----- ----- ----- 3.22 13.20 2.62 889.77 3.33 ----- ----- ----- 3.21 ----- ----- ----- ----- 3.21 13.25 2.54 889.76 3.32 ----- ----- ----- 3.20 ----- ----- ----- ----- 3.20 13.30 2.46 889.75 3.31 ----- ----- ----- 3.19 ----- ----- ----- ----- 3.19 13.35 2.39 889.75 3.30 ----- ----- ----- 3.18 ----- ----- ----- ----- 3.18 13.40 2.33 889.74 3.30 ----- ----- ----- 3.17 ----- ----- ----- ----- 3.17 13.45 2.26 889.73 3.29 ----- ----- ----- 3.15 ----- ----- ----- ----- 3.15 13.50 2.21 889.72 3.28 ----- ----- ----- 3.14 ----- ----- ----- ----- 3.14 13.55 2.15 889.71 3.26 ----- ----- ----- 3.12 ----- ----- ----- ----- 3.12 13.60 2.10 889.70 3.25 ----- ----- ----- 3.11 ----- ----- ----- ----- 3.11 13.65 2.04 889.69 3.24 ----- ----- ----- 3.09 ----- ----- ----- ----- 3.09 13.70 1.99 889.67 3.23 ----- ----- ----- 3.07 ----- ----- ----- ----- 3.07 13.75 1.94 889.66 3.22 ----- ----- ----- 3.05 ----- ----- ----- ----- 3.05 13.80 1.90 889.65 3.21 ----- ----- ----- 3.04 ----- ----- ----- ----- 3.04 13.85 1.85 889.64 3.18 ----- ----- ----- 3.02 ----- ----- ----- ----- 3.02 13.90 1.81 889.63 3.16 ----- ----- ----- 3.00 ----- ----- ----- ----- 3.00 13.95 1.77 889.61 3.14 ----- ----- ----- 2.98 ----- ----- ----- ----- 2.98 14.00 1.73 889.60 3.11 ----- ----- ----- 2.96 ----- ----- ----- ----- 2.96 14.05 1.69 889.59 3.09 ----- ----- ----- 2.94 ----- ---- ----- ----- 2.94 14.10 1.65 889.57 3.06 ----- ----- ----- 2.93 ----- ----- ----- ----- 2.93 End 0 • Hyd. No. 3 - Reservoir -100 Yr - Op = 3.24 cfs - pond-3rt 0.0 6.7 13.4 20.1 26.8 33.5 40.3 47.0 53.7 60.4 67.1 Time (hrs) Hyd. 2 / Hyd. 3 0 • • • Hydrograph Report Hyd. No. 4 wshed pond-2ti Hydrograph type = Combine Storm frequency = 100 yrs Inflow hyds. = 1, 3 Hydrograph Discharge Table Time Hyd. 1 + Hyd. 3 (hrs) (cfs) (cfs) 12.05 54.13 0.95 12.10 57.90 << 1.25 12.15 56.86 1.58 12.20 51.52 1.91 End Page 1 Hydraflow Hydrographs by IntelisoNe Peak discharge = 59.15 cfs Time interval = 3 min Hydrograph VOlume = 6.996 acft Outflow (cfs) 55.08 59.15 << 58.44 53.43 Hyd. No. 4 - Combine -100 Yr - Qp = 59.15 cfs - wshed pond-2ti 60 • 5 4 p 3 21 11 0 I - 0 � I _- 2.6 5.2 / Hyd. 1 7.8 10.4 13.0 15.6 18.2 20.8 23.4 26.0 Time (hrs) Hyd. 3 Hyd. 4 • Hydrograph Report Page 1 Hyd. No. 5 pond-2rt Hydrograph type = Reservoir Storm frequency = 100 yrs Inflow hyd. No. = 4 Max. Elevation = 886.06 ft Storage Indication method used. Hydrograph Discharge Table Hydraflow Hydrographs by Intelisotve Peak discharge = 6.06 cfs Time interval = 3 min Reservoir name = pond-2 Max. Storage = 3.155 acft Outflow hydrograph volume = 6.559 acft Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs It cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 13.45 7.65 886.02 5.80 ----- ----- ----- 2.76 2.65 0.08 ----- ----- 5.49 13.50 7.52 886.02 5.87 ----- ----- ----- 2.77 2.69 0.12 ----- ----- 5.58 13.55 7.40 886.03 5.94 ----- ----- ----- 2.77 2.73 0.15 ----- ----- 5.66 13.60 7.27 886.03 5.99 ----- ----- ----- 2.78 2.77 0.18 ----- ----- 5.73 13.65 7.15 886.04 6.04 ----- ----- ----- 2.79 2.80 0.20 ----- ----- 5.79 13.70 7.03 886.04 6.09 ----- ----- ----- 2.79 2.83 0.22 ----- ----- 5.84 13.75 6.92 886.05 6.13 ----- ----- ----- 2.79 2.85 0.24 ----- ----- 5.89 13.80 6.81 886.05 6.16 ----- ----- ----- 2.80 2.87 0.26 ----- ----- 5.93 13.85 6.70 886.05 6.19 ----- ----- ----- 2.80 2.89 0.27 ----- ----- 5.96 13.90 6.60 886.05 6.21 ----- ----- ----- 2.80 2.91 0.28 ----- ----- 5.99 13.95 6.50 886.06 6.23 ----- ----- ----- 2.80 2.92 0.29 ----- ----- 6.01 14.00 6.40 886.06 6.24 ----- ----- ----- 2.81 2.93 0.30 ----- ----- 6.03 14.05 6.30 886.06 6.26 ----- ----- ----- 2.81 2.93 0.30 ----- ----- 6.04 14.10 6.21 886.06 6.26 ----- ----- ----- 2.81 2.94 0.31 ----- ----- 6.05 14.15 6.11 886.06 6.27 ----- ----- ----- 2.81 2.94 0.31 ----- ----- 6.06 14.20 6.03 886.06 << 6.27 ----- ----- ----- 2.81 2.94 0.31 ----- ----- 6.06 << 14.25 5.95 886.06 6.27 ----- ----- ----- 2.81 2.94 0.31 ----- ----- 6.06 14.30 5.88 886.06 6.26 ----- ----- ----- 2.81 2.94 0.31 ----- ----- 6.05 14.35 5.81 886.06 6.25 ----- ----- ----- 2.81 2.93 0.30 ----- ----- 6.04 14.40 5.76 886.06 6.24 ----- ----- ----- 2.81 2.93 0.30 ----- ----- 6.03 14.45 5.70 886.06 6.23 ----- ----- ----- 2.81 2.92 0.29 ----- ----- 6.02 14.50 5.65 886.05 6.22 ----- ----- ----- 2.80 2.91 0.29 ----- ----- 6.00 14.55 5.60 886.05 6.21 ----- ----- ----- 2.80 2.90 0.28 ----- ----- 5.99 14.60 5.55 886.05 6.20 ----- ----- ----- 2.80 2.90 0.27 ----- ----- 5.97 14.65 5.51 886.05 6.18 ----- ----- ----- 2.80 2.89 0.27 ----- ----- 5.95 14.70 5.46 886.05 6.16 ----- ----- ----- 2.80 2.88 0.26 ----- ----- 5.93 14.75 5.41 886.05 6.15 ----- ----- ----- 2.80 2.87 0.25 ----- ----- 5.91 14.80 5.37 886.05 6.13 ----- ----- ----- 2.79 2.85 0.24 ----- ----- 5.89 14.85 5.32 886.04 6.11 ----- ----- ----- 2.79 2.84 0.23 ----- ----- 5.87 14.90 5.27 886.04 6.09 ----- ----- ----- 2.79 2.83 0.22 ----- ----- 5.85 14.95 5.23 886.04 6.07 ----- ----- ----- 2.79 2.82 0.21 ----- ----- 5.82 15.00 5.18 886.04 6.05 ----- ----- ----- 2.79 2.81 0.20 ----- ----- 5.80 15.05 5.14 886.04 6.03 ----- ----- ----- 2.78 2.79 0.19 ----- ----- 5.77 15.10 5.09 886.03 6.01 ----- ----- ----- 2.78 2.78 0.18 ----- ----- 5.74 15.15 5.04 886.03 5.98 ----- ----- ----- 2.78 2.76 0.17 ----- ----- 5.71 15.20 5.00 886.03 5.96 ----- ----- ----- 2.78 2.75 0.16 ----- ----- 5.69 15.25 4.95 886.03 5.94 ----- ----- ----- 2.77 2.73 0.15 ----- ----- 5.66 15.30 4.91 886.03 5.91 ----- ----- ----- 2.77 2.72 0.14 ----- ----- 5.63 Continues on next page... 0 • pond-2rt Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 15.35 4.86 886.02 5.89 ----- ----- ----- 2.77 2.70 0.12 ----- ----- 5.60 15.40 4.82 886.02 5.86 ----- ----- ----- 2.77 2.69 0.11 ----- ----- 5.56 15.45 4.77 886.02 5.83 ----- ----- ----- 2.76 2.67 0.10 ----- ----- 5.53 15.50 4.73 886.02 5.81 ----- ----- ----- 2.76 2.65 0.09 ----- ----- 5.50 15.55 4.68 886.01 5.78 ----- ----- ----- 2.76 2.64 0.07 ----- ----- 5.47 End Li • • • Hyd. No. 5 - Reservoir -100 Yr - Op = 6.06 cfs - pond-2rt 60 5C Ell 2C Of Fi i ).0 7.2 14.4 21.6 28.8 36.0 43-2 5n 4 S7 F F4 R 71 Time (hrs) Hyd. 4 Hyd. 5 0 Reservoir Report Page 1 Reservoir No. 2 - pond-2 Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (acft) Total storage (acft) 0.00 883.00 36,252 0.000 0.000 3•00 886.00 53,150 3.079 3.079 4.00 887.00 60,000 1.299 4.377 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 30.0 0.0 0.0 0.0 Crest Len It = 0.17 0.00 5.00 0.00 Span in = 30.0 0.0 0.0 0.0 Crest El. It = 883.00 885.00 886.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 2.54 3.33 0.00 Invert El. ft = 883.00 0.00 0.00 0.00 Weir Type = Rect V-notch Rect -- Length ft = 260.0 0.0 0.0 0.0 Mufti -Stage = Yes Yes Yes No Slope % = 0.40 0.00 0.00 0.00 N-Value = .013 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multi -Stage = rJa No No No Exfiltration Rate = 0.00 in(hr/sgft Tailwater Elev. = 0.00 ft Stage /Storage /Discharge Table More: An outflows has man anaWw under inlet arM aumt control. Stage Storage Elevation Chi A CIv B CIv C CIv D Wr A Wr B Wr C Wr D Exfil Total It acft ft cfs cfs efs cfs cfs cfs cfs cfs cfs cfs 0.00 0.000 883.00 0.00 --- --- --- 0.00 --- 0.00 --- --- 0.00 3.00 3.079 886.00 5.63 --- --- --- 2.74 2.54 0.00 --- --- 5.28 4.00 4.377 887.00 27.78 --- --- --- 2.53 10.29 14.95 --- --- 27.77 J Hydrograph Report Page 1 Hyd. No. 6 sub-1 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 3.14 ac = 0.0 % = USER = 6.00 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 12.05 7.79 12.10 8.46 << 12.15 8.41 12.20 7.70 ... End Hydrallow Hydrographs by Intelisolve Peak discharge = 8.46 cfs Time interval = 3 min Curve number = 69 Hydraulic length = 0 ft Time of conc. (Tc) = 20 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 0.692 acft • Hyd. No. 6 - SCS Runoff -100 Yr - Op = 8.46 cfs - sub-1 10 • • T � 6 1- 2.4 4.9 7.3 9.7 12.1 14.6 17.0 19.4 21.9 24.3 1 Time (hrs) Hyd. 6 Ll • Hydrograph Report Page 1 • Hyd. No. 7 sub-2 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 1.25 ac = 0.0 % = USER = 6.00 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 12.10 4.18 12.15 4.40 << 12.20 4.35 12.25 4.05 ... End Hydraflow Hydrographs by Intelisolve Peak discharge = 4.40 cfs Time interval = 3 min Curve number = 81 Hydraulic length = 0 ft Time of conc. (Tc) = 30 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 0.405 acft rl • Hyd. No. 7 - SCS Runoff -100 Yr - Qp = 4.40 cfs - sub-2 r � 4 - 3 1 J 0.0 2.4 4.9 7.3 9.7 12.1 14.6 17.0 19.4 21.9 24 Time (hrs) / Hyd. 7 Eel 0 Hydrograph Report Page 1 Hyd. No. 8 sub-3 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 5.39 ac = 0.0 % = USER = 6.00 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 12.10 12.13 12.15 13.01 12.20 13.05 << 12.25 12.28 End Hydraflow Hydrographs by Intelisolve Peak discharge = 13.05 cfs Time interval = 3 min Curve number = 69 Hydraulic length = 0 ft Time of conc. (Tc) = 30 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 1.218 acft C i i • Hyd. No. 8 - SCS Runoff -100 Yr - Qp =13.05 cfs - sub-3 0.0 2.4 4.9 7.3 9.7 12.2 14.6 17.0 19.5 21.9 24.4 Time (hrs) / Hyd. 8 • • TR55 Tc Worksheet Page 1 Hyd. No. 9 dro-1 Storm frequency = 100 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 300.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 20.0 % Travel Time ........................................ = 14.9 min Shallow Concentrated Flow Flow length = 550 ft Watercourse slope = 8.4 % Surface description = Unpaved Average velocity = 4.68 ft/s TravelTime ........................................ = 2.0 min Channel Flow Cross section flow area = 0.0 sqft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 ft/s Flow length = 0.0 ft TravelTime ........................................ = min Total Travel Time, Tc ........................ = 16.9 min LI Hydraflow Hydrographs by Intelisolve 0 • Hydrograph Report Page 1 • • Hyd. No. 9 dro-1 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration Hydraflow Hydrographs by Intelisolve = SCS Runoff Peak discharge = 34.13 cfs = 100 yrs Time interval = 3 min = 12.20 ac Curve number = 66 = 0.0 % Hydraulic length = 0 ft = TR55 Time of conc. (Tc) = 16.9 min = 6.00 in Distribution = Type II = 24 hrs Shape factor = 484 Hydrograph Discharge Table Time — Outflow (hrs cfs) 12.05 33.98 12.10 34.13 << 12.15 30.77 ...End Hydrograph Volume = 2.558 aeft • Hyd. No. 9 - SCS Runoff - 100 Yr - Op = 34.13 cfs - dro-1 • 0.0 2.4 4.8 7.3 9.7 12.1 14.5 16.9 19.4 21.8 24.2 Time (hrs) Hyd. 9 • TR55 Tc Worksheet Page 1 Hyd. No. 10 dro-2 (Outlet East) Storm frequency = 100 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 130.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 14.0 % TravelTime ........................................ = 8.8 min Shallow Concentrated Flow Flow length = 200 ft Watercourse slope = 35.0 % Surface description = Unpaved Average velocity = 9.55 ft/s TravelTime ........................................ = 0.3 min Channel Flow Cross section flow area = 0.0 sqft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 fUs Flow length = 0.0 ft Travel Time ........................................ = min Total Travel Time, Tc ........................ = 9.1 min LI Hydraflow Hydrographs by Intelisolve • Hydrograph Report Page 1 J Hyd. No. 10 dro-2 (Outlet East) Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 10.60 ac = 0.0 % = TR55 = 6.00 in = 24 hrs Hydrograph Discharge Table Time -- Outflow (hrs cfs) 11.95 38.59 << 12.00 38.39 ...End Hydraflow Hydrographs by Intelisolve Peak discharge = 38.59 cfs Time interval = 3 min Curve number = 66 Hydraulic length = 0 ft Time of conc. (Tc) = 9.1 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 2.021 acft C • i Hyd. No. 10 - SCS Runoff -100 Yr - Op = 38.59 cfs - dro-2 (Outlet East) 0.0 2.4 4.8 7.2 9.6 12.1 14.5 16.9 19.3 21.7 24.1 Time (hrs) Hyd. 10 A • Hydrograph Report Page 1 Hyd. No. 11 dro-3 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 0.90 ac = 0.0 % = USER = 6.00 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 12.00 2.89 << 12.05 2.88 ... End u Hydraflow Hydrographs by Intelisolve Peak discharge = 2.89 cfs Time interval = 3 min Curve number = 66 Hydraulic length = 0 ft Time of conc. (Tc) = 10 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 0.183 acft 0 Hyd. No. 11 - SCS Runoff -100 Yr - Qp = 2.89 cfs - dro-3 3. 2. 2. 1. Id Q 5 I 5 5 0 0.0 2.4 4.8 7.2 9.7 12.1 14.5 16.9 19.3 21.7 24 Time (hrs) / Hyd. 11 .1 • Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 12 Wetland-A(RT) Hydrograph type = Reservoir Peak discharge = 0.47 cfs Storm frequency = 100 yrs Time interval = 3 min Inflow hyd. No. = 8 Reservoir name = wetland -a Max. Elevation = 880.94 ft Max. Storage = 0.845 acft storage Indication method used. Outflow hydrograph volume = 0.977 acft Hydrograph Discharge Table • Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 14.55 0.84 880.92 0.42 ----- ----- ----- ----- ----- ----- ----- ----- 0.42 14.60 0.83 880.92 0.42 ----- ----- ----- ----- ----- ----- ----- ----- 0.42 14.65 0.83 880.92 0.43 ----- ----- ----- ----- ----- ----- ----- ----- 0.43 14.70 0.82 880.92 0.43 ----- ----- ----- ----- ----- ----- ----- ----- 0.43 14.75 0.81 880.92 0.43 ----- ----- ----- ----- ----- ----- ----- ----- 0.43 14.80 0.80 880.92 0.43 ----- ----- ----- ----- ----- ----- ----- ----- 0.43 14.85 0.79 880.92 0.43 ----- ----- ----- ----- ----- ----- ----- ----- 0.43 14.90 0.79 880.92 0.43 ----- ----- ----- ----- ----- ----- ----- ----- 0.43 14.95 0.78 880.93 0.44 ----- ----- ----- ----- ----- ----- ----- ----- 0.44 15.00 0.77 880.93 0.44 ----- ----- ----- ----- ----- ----- ----- ----- 0.44 15.05 0.76 880.93 0.44 ----- ----- ----- ----- ----- ----- ---- ----- 0.44 15.10 0.76 880.93 0.44 ----- ----- ----- ----- ----- ----- ----- ----- 0.44 15.15 0.75 880.93 0.44 ----- ----- ----- ----- ----- ----- ----- ----- 0.44 15.20 0.74 880.93 0.44 ----- ----- ----- ----- ----- ----- ----- ----- 0.44 15.25 0.73 880.93 0.44 ----- ----- ----- ----- ----- ----- ----- ----- 0.44 15.30 0.72 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 15.35 0.72 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 15.40 0.71 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 15.45 0.70 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 15.50 0.69 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 15.55 0.69 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 15.60 0.68 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 • 15.65 0.67 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 15.70 0.66 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 15.75 0.65 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 15.80 0.65 880.93 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 15.85 0.64 880.93 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 15.90 0.63 880.93 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 15.95 0.62 880.93 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 16.00 0.61 880.93 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 16.05 0.61 880.93 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 16.10 0.60 880.93 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 16.15 0.59 880.93 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 16.20 0.58 880.93 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 16.25 0.58 880.93 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 16.30 0.57 880.94 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 16.35 0.56 880.94 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 16.40 0.56 880.94 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 Continues on next page... 0 • Wetland-A(RT) Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 16.45 0.55 880.94 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 16.50 0.55 880.94 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 16.55 0.55 880.94 0.46 ---- ----- ----- ----- ----- ----- ----- ----- 0.46 16.60 0.54 880.94 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 16.65 0.54 880.94 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 16.70 0.54 880.94 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 16.75 0.54 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 16.80 0.53 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 16.85 0.53 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 16.90 0.53 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 • 16.95 0.52 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 17.00 0.52 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 17.05 0.52 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 17.10 0.52 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 17.15 0.51 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 17.20 0.51 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 17.25 0.51 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 17.30 0.50 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 17.35 0.50 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 17.40 0.50 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 17.45 0.50 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 17.50 0.49 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 17.55 0.49 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 17.60 0.49 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 17.65 0.48 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 17.70 0.48 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 17.75 0.48 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 17.80 0.48 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 17.85 0.47 880.94 << 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 17.90 0.47 880.94 << 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 17.95 0.47 880.94 << 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 18.00 0.46 880.94 << 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 18.05 0.46 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 18.10 0.46 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 18.15 0.46 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 • 18.20 0.45 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 18.25 0.45 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 18.30 0.45 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 18.35 0.44 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 18.40 0.44 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 18.45 0.44 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 18.50 0.44 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 18.55 0.43 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 18.60 0.43 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 18.65 0.43 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 18.70 0.42 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 18.75 0.42 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 18.80 0.42 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 18.85 0.41 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 18.90 0.41 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 18.95 0.41 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 Continues on next page... • Weiland-A(RT) Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 19.00 0.41 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 19.05 0.40 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 19.10 0.40 880.94 0.47 ----- ----- ----- ----- ----- ----- ----- ----- 0.47 19.15 0.40 880.94 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 19.20 0.39 880.94 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 19.25 0.39 880.94 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 19.30 0.39 880.94 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 19.35 0.38 880.94 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 19.40 0.38 880.94 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 19.45 0.38 880.94 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 19.50 0.38 880.94 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 19.55 0.37 880.94 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 19.60 0.37 880.94 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 19.65 0.37 880.93 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 19.70 0.36 880.93 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 19.75 0.36 880.93 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 19.80 0.36 880.93 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 19.85 0.35 880.93 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 19.90 0.35 880.93 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 19.95 0.35 880.93 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 20.00 0.35 880.93 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 20.05 0.34 880.93 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 20.10 0.34 880.93 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 20.15 0.34 880.93 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 20.20 0.33 880.93 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 20.25 0.33 880.93 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 20.30 0.33 880.93 0.46 ----- ----- ----- ----- ----- ----- ----- ----- 0.46 20.35 0.33 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 20.40 0.33 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 20.45 0.33 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 20.50 0.32 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 20.55 0.32 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 20.60 0.32 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 20.65 0.32 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 20.70 0.32 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 20.75 0.32 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 20.80 0.32 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 20.85 0.32 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 20.90 0.32 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 20.95 0.32 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 21.00 0.32 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 21.05 0.32 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 21.10 0.32 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 21.15 0.32 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 21.20 0.32 880.93 0.45 ----- ----- ----- ----- ----- ----- ----- ----- 0.45 21.25 0.32 880.93 0.44 ----- ----- ----- ----- ----- ----- ----- ----- 0.44 21.30 0.31 880.93 0.44 ----- ----- ----- ----- ----- ----- ----- ----- 0.44 21.35 0.31 880.93 0.44 ----- ----- ----- ----- ----- ----- ----- ----- 0.44 21.40 0.31 880.93 0.44 ----- ----- ----- ----- ----- ----- ----- ----- 0.44 21.45 0.31 880.93 0.44 ----- ----- ---- ----- ----- ----- ----- ----- 0.44 21.50 0.31 880.93 0.44 ----- ----- ----- ----- ----- ----- ----- ----- 0.44 J Continues on next page... Wetland-A(Rn Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 21.55 0.31 880.93 0.44 ----- ----- ----- ----- ----- ----- ----- ----- 0.44 21.60 0.31 880.93 0.44 ----- ----- ----- ----- ----- ----- ----- ----- 0.44 21.65 0.31 880.93 0.44 ----- ----- ----- ----- ----- ----- ----- ----- 0.44 21.70 0.31 880.93 0.44 ----- ----- ----- ----- ----- ----- ----- ----- 0.44 21.75 0.31 880.93 0.44 ----- ----- ----- ----- ----- ----- ----- ----- 0.44 21.80 0.31 880.93 0.44 ----- ----- ----- ----- ----- ----- ----- ----- 0.44 21.85 0.31 880.93 0.44 ----- ----- ----- ----- ----- ----- ----- ----- 0.44 21.90 0.31 880.93 0.44 ----- ----- ----- ----- ----- ----- ----- ----- 0.44 21.95 0.31 880.93 0.44 ----- ----- ----- ----- ----- ----- ----- ----- 0.44 22.00 0.31 880.93 0.44 ----- ----- ----- ----- ----- ----- ----- ----- 0.44 22.05 0.31 880.93 0.44 ----- ----- ----- ----- ----- ----- ----- ----- 0.44 22.10 0.31 880.92 0.44 ----- ----- ----- ----- ----- ----- ----- ----- 0.44 22.15 0.31 880.92 0.43 ----- ----- ----- ----- ----- ----- ----- ----- 0.43 22.20 0.30 880.92 0.43 ----- ----- ----- ----- ----- ----- ----- ----- 0.43 22.25 0.30 880.92 0.43 ----- ----- ----- ----- ----- ----- ----- ----- 0.43 22.30 0.30 880.92 0.43 ----- ----- ----- ----- ----- ----- ----- ----- 0.43 22.35 0.30 880.92 0.43 ----- ----- ----- ----- ----- ----- ----- ----- 0.43 22.40 0.30 880.92 0.43 ----- ----- ----- ----- ----- ----- ----- ----- 0.43 22.45 0.30 880.92 0.43 ----- ----- ----- ----- ----- ----- ----- ----- 0.43 22.50 0.30 880.92 0.43 ----- ----- ----- ----- ----- ----- ----- ----- 0.43 22.55 0.30 880.92 0.43 ----- ----- ----- ----- ----- ----- ----- ----- 0.43 22.60 0.30 880.92 0.43 ----- ----- ----- ----- ----- ----- ----- ----- 0.43 22.65 0.30 880.92 0.43 ----- ----- ----- ----- ----- ----- ----- ----- 0.43 22.70 0.30 880.92 0.43 ----- ----- ----- ----- ----- ----- ----- ----- 0.43 22.75 0.30 880.92 0.43 ----- ----- ----- ----- ----- ----- ----- ----- 0.43 22.80 0.30 880.92 0.43 ----- ----- ----- ----- ----- ----- ----- ----- 0.43 22.85 0.30 880.92 0.43 ----- ----- ----- ----- ----- ----- ----- ----- 0.43 22.90 0.30 880.92 0.43 ----- ----- ----- ----- ----- ----- ----- ----- 0.43 22.95 0.30 880.92 0.43 ----- ----- ----- ----- ----- ----- ----- ----- 0.43 23.00 0.30 880.92 0.42 ----- ----- ----- ----- ----- ----- ----- ----- 0.42 23.05 0.29 880.92 0.42 ----- ----- ----- ----- ----- ----- ----- ----- 0.42 23.10 0.29 880.92 0.42 ----- ----- ----- ----- ----- ----- ----- ----- 0.42 23.15 0.29 880.92 0.42 ----- ----- ----- ----- ----- ----- ----- ----- 0.42 23.20 0.29 880.92 0.42 ----- ----- ----- ----- ----- ----- ----- ----- 0.42 23.25 0.29 880.92 0.42 ----- ----- ----- ----- ----- ----- ----- ----- 0.42 ... End 0 • J w U Q • 12 - Reservoir - 100 Yr - Qp = 0.47 cfs - Wetland-A(RT) :J 0 5 5 I 0.0 7.2 14.4 21.6 28.8 36.0 43.2 S0A 57.6 64.8 71 Time (hrs) / Hyd. 8 Hyd. 12 9 r] Reservoir Report Page 1 Reservoir No. 5 - wetland -a Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (acft) Total storage (acft) 0.00 880.60 109,000 0.000 0.000 1.00 881.60 109.000 2.502 2.502 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 12.0 0.0 0.0 0.0 Crest Len ft = 0.00 0.00 0.00 0.00 Span in = 12.0 0.0 0.0 0.0 Crest El. ft = 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00 Invert El. ft = 880.60 0.00 0.00 0.00 Weir Type = --- --- --- --- Length ft = 90.0 0.0 0.0 0.0 Multi -Stage = No No No No Slope% = 2.89 0.00 0.00 0.00 N-Value = .013 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multi -Stage = n/a No No No Exfiltration Rate - 0.00 in/hr/sgft Tailwater Elev. = 0.00 ft Stage !Storage /Discharge Table Nqe: AN outllwve have Dean eneyaetl antler hW xM outlet cantd. Stage Storage Elevation CIv A CIv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total It acft ft cfs cfs cfs cfs cfs ds cfs cis ofs cfs 0.00 0.000 880.60 0.00 -- -- --- -- -- --- --- --- 0.00 1.00 2.502 881.60 2.67 __ __ --- --- -- _' _-- -- 2.67 L • • • Hydrograph Report Page Hydraflow Hydrographs by IntelisoWe Hyd. No. 13 Wetland-C(TI) Hydrograph type = Combine Peak discharge = 12.87 cfs Storm frequency = 100 yrs Time interval = 3 min Inflow hyds. = 6, 7, 12 Hydrograph Volume = 2.073 acft Hydrograph Discharge Table Time Hyd. 6 + Hyd. 7 + Hyd. 12 = Outflow (hrs) (cfs) (cfs) (cfs) (cfs) 12.10 8.46 << 4.18 0.04 12.68 12.15 8.41 4.40 << 0.06 12.87 << 12.20 7.70 4.35 0.09 12.13 ... End L • Hyd. No. 13 - Combine - 100 Yr - Op =12.87 cfs - Wetland-C(TI) 1 C] • we 4.4 8.8 13.2 17.6 22.0 26.5 30.9 35.3 39.7 44.1 Time (hrs) / Hyd. 6 Hyd. 7 Hyd. 12 Hyd. 13 • • Hydrograph Report Hyd. No. 14 Wetland-C(RT) Hydrograph type = Reservoir Storm frequency = 100 yrs Inflow hyd. No. = 13 Max. Elevation = 878.46 ft Page 1 Hydraflow Hydrographs by Intelisolve Peak discharge Time interval Reservoir name Max. Storage = 0.94 cfs = 3 min = wetland-c = 0.736 acft Storage Indication method used. Outflow hydrograph volume = 1.868 acft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 13.75 1.35 878.43 0.85 ----- ----- ----- ----- ----- ----- ----- ----- 0.85 13.80 1.33 878.43 0.85 ----- ----- ----- ----- ----- ----- ----- ----- 0.85 13.85 1.31 878.43 0.86 ----- ----- ----- ----- ----- ----- ----- ----- 0.86 13.90 1.29 878.44 0.86 ----- ----- ----- ----- ----- ----- ----- ----- 0.86 13.95 1.27 878.44 0.86 ----- ----- ----- ----- ----- ----- ----- ----- 0.86 14.00 1.25 878.44 0.87 ----- ----- ----- ----- ----- ----- ----- ----- 0.87 14.05 1.24 878.44 0.87 ----- ----- ----- ----- ----- ----- ----- ----- 0.87 14.10 1.22 878.44 0.87 ----- ----- ----- ----- ----- ----- ----- ----- 0.87 14.15 1.21 878.44 0.88 ----- ----- ----- ----- ----- ----- ----- ----- 0.88 14.20 1.19 878.44 0.88 ----- ----- ----- ---- ----- ----- ----- ----- 0.88 14.25 1.18 878.44 0.88 ----- ----- ----- ----- ----- ----- ----- ----- 0.88 14.30 1.17 878.44 0.89 ----- ----- ----- ----- ----- ----- ----- ----- 0.89 14.35 1.16 878.44 0.89 ----- ----- ----- ----- ----- ----- ----- ----- 0.89 14.40 1.15 878.44 0.89 ----- ----- ----- ----- ----- ----- ----- ----- 0.89 14.45 1.14 878.45 0.89 ----- ----- ----- ----- ----- ----- ----- ----- 0.89 14.50 1.14 878.45 0.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.90 14.55 1.13 878.45 0.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.90 14.60 1.13 878.45 0.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.90 14.65 1.12 878.45 0.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.90 14.70 1.12 878.45 0.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.90 14.75 1.11 878.45 0.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.91 14.80 1.11 878.45 0.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.91 14.85 1.10 878.45 0.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.91 14.90 1.10 878.45 0.91 ----- ----- ----- ----- ----- ----- ---- ----- 0.91 14.95 1.09 878.45 0.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.91 15.00 1.09 878.45 0.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.91 15.05 1.08 878.45 0.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.92 15.10 1.08 878.45 0.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.92 15.15 1.07 878.45 0.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.92 15.20 1.07 878.45 0.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.92 15.25 1.06 878.45 0.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.92 15.30 1.05 878.45 0.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.92 15.35 1.05 878.45 0.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.92 15.40 1.04 878.45 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 15.45 1.04 878.45 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 15.50 1.03 878.45 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 15.55 1.03 878.45 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 15.60 1.02 878.46 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 Continues on next page... E • Wetland-C(R1) Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs Cfs cfs cfs cfs cfs 15.65 1.01 878.46 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 15.70 1.01 878.46 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 15.75 1.00 878.46 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 15.80 1.00 878.46 0.93 ----- ----- ---- ----- ----- ----- ----- ----- 0.93 15.85 0.99 878.46 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 15.90 0.98 878.46 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 15.95 0.98 878.46 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 16.00 0.97 878.46 0.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.94 16.05 0.97 878.46 0.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.94 16.10 0.96 878.46 0.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.94 • 16.15 0.95 878.46 0.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.94 16.20 0.95 878.46 0.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.94 16.25 0.94 878.46 0.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.94 16.30 0.94 878.46 << 0.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.94 16.35 0.94 878.46 << 0.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.94 << 16.40 0.93 878.46 << 0.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.94 16.45 0.93 878.46 0.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.94 16.50 0.93 878.46 0.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.94 16.55 0.92 878.46 0.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.94 16.60 0.92 878.46 0.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.94 16.65 0.92 878.46 0.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.94 16.70 0.92 878.46 0.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.94 16.75 0.92 878.46 0.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.94 16.80 0.91 878.46 0.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.94 16.85 0.91 878.46 0.94 ----- ----- ----- ----- ----- ----- ----- ----- 0.94 16.90 0.91 878.46 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 16.95 0.91 878.46 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 17.00 0.90 878.46 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 17.05 0.90 878.46 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 17.10 0.90 878.46 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 17.15 0.90 878.46 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 17.20 0.90 878.46 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 17.25 0.89 878.46 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 17.30 0.89 878.46 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 17.35 0.89 878.46 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 • 17.40 0.89 878.46 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 17.45 0.88 878.46 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 17.50 0.88 878.46 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 17.55 0.88 878.46 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 17.60 0.88 878.45 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 17.65 0.88 878.45 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 17.70 0.87 878.45 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 17.75 0.87 878.45 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 17.80 0.87 878.45 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 17.85 0.87 878.45 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 17.90 0.86 878.45 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 17.95 0.86 878.45 0.93 ----- ----- ----- ----- ----- ----- ----- ----- 0.93 18.00 0.86 878.45 0.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.92 18.05 0.86 878.45 0.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.92 18.10 0.85 878.45 0.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.92 18.15 0.85 878.45 0.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.92 Continues on next page... • Wetland-C(RT) Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 18.20 0.85 878.45 0.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.92 18.25 0.85 878.45 0.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.92 18.30 0.84 878.45 0.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.92 18.35 0.84 878.45 0.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.92 18.40 0.84 878.45 0.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.92 18.45 0.84 878.45 0.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.92 18.50 0.83 878.45 0.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.92 18.55 0.83 878.45 0.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.92 18.60 0.83 878.45 0.92 ----- ----- ----- ----- ----- ----- ----- ----- 0.92 18.65 0.82 878.45 0.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.91 18.70 0.82 878.45 0.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.91 18.75 0.82 878.45 0.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.91 18.80 0.82 878.45 0.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.91 18.85 0.81 878.45 0.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.91 18.90 0.81 878.45 0.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.91 18.95 0.81 878.45 0.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.91 19.00 0.81 878.45 0.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.91 19.05 0.80 878.45 0.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.91 19.10 0.80 878.45 0.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.91 19.15 0.80 878.45 0.91 ----- ----- ----- ----- ----- ----- ----- ----- 0.91 19.20 0.79 878.45 0.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.90 19.25 0.79 878.45 0.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.90 19.30 0.79 878.45 0.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.90 19.35 0.79 878.45 0.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.90 19.40 0.78 878.45 0.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.90 19.45 0.78 878.45 0.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.90 19.50 0.78 878.45 0.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.90 19.55 0.77 878.45 0.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.90 19.60 0.77 878.45 0.90 ----- ----- ----- ----- ----- ----- ----- ----- 0.90 19.65 0.77 878.45 0.89 ----- ----- ----- ----- ----- ----- ----- ----- 0.89 19.70 0.77 878.45 0.89 ----- ----- ----- ----- ----- ----- ----- ----- 0.89 19.75 0.76 878.44 0.89 ----- ----- ----- ----- ----- ----- ----- ----- 0.89 19.80 0.76 878.44 0.89 ----- ----- ----- ----- ----- ----- ----- ----- 0.89 19.85 0.76 878.44 0.89 ----- ----- ----- ----- ----- ----- ----- ----- 0.89 19.90 0.75 878.44 0.89 ----- ----- ----- ----- ----- ----- ----- ----- 0.89 19.95 0.75 878.44 0.89 ----- ----- ----- ----- ----- ----- ----- ----- 0.89 20.00 0.75 878.44 0.89 ----- ----- ----- ----- ----- ----- ----- ----- 0.89 20.05 0.74 878.44 0.88 ----- ----- ----- ----- ----- ----- ----- ----- 0.88 20.10 0.74 878.44 0.88 ----- ----- ----- ----- ----- ----- ----- ----- 0.88 20.15 0.74 878.44 0.88 ----- ----- ----- ----- ----- ----- ----- ----- 0.88 20.20 0.74 878.44 0.88 ----- ----- ----- ----- ----- ----- ----- ----- 0.88 20.25 0.73 878.44 0.88 ----- ----- ----- ----- ----- ----- ----- ----- 0.88 20.30 0.73 878.44 0.88 ----- ----- ----- ----- ----- ----- ----- ----- 0.88 20.35 0.73 878.44 0.88 ----- ----- ----- ----- ----- ----- ----- ----- 0.88 20.40 0.73 878.44 0.88 ----- ----- ----- ----- ----- ----- ----- ----- 0.88 20.45 0.73 878.44 0.87 ----- ----- ----- ----- ----- ----- ----- ----- 0.87 20.50 0.72 878.44 0.87 ----- ----- ----- ----- ----- ----- ----- ----- 0.87 20.55 0.72 878.44 0.87 ----- ----- ----- ----- ----- ----- ----- ----- 0.87 20.60 0.72 878.44 0.87 ----- ----- ----- ----- ----- ----- ----- ----- 0.87 20.65 0.72 878.44 0.87 ----- ----- ----- ----- ----- ----- ----- ----- 0.87 20.70 0.72 878.44 0.87 ----- ----- ----- ----- ----- ----- ----- ----- 0.87 0 Continues on next page... • Wetland-C(RT) Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cis ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 20.75 0.72 878.44 0.87 ----- ----- ----- ----- ----- ----- ----- ----- 0.87 20.80 0.72 878.44 0.86 ----- ----- ----- ----- ----- ----- ----- ----- 0.86 20.85 0.72 878.44 0.86 ----- ----- ----- ----- ----- ----- ----- ----- 0.86 20.90 0.72 878.44 0.86 ----- ----- ----- ----- ----- ----- ----- ----- 0.86 20.95 0.72 878.44 0.86 ----- ----- ----- ----- ----- ----- ----- ----- 0.86 21.00 0.71 878.44 0.86 ----- ----- ----- ----- ----- ----- ----- ----- 0.86 21.05 0.71 878.44 0.86 ----- ----- ----- ----- ----- ----- ----- ----- 0.86 21.10 0.71 878.43 0.86 ----- ----- ----- ----- ----- ----- ----- ----- 0.86 21.15 0.71 878.43 0.85 ----- ----- ----- ----- ----- ----- ----- ----- 0.85 21.20 0.71 878.43 0.85 ----- ----- ----- ----- ----- ----- ----- ----- 0.85 • 21.25 0.71 878.43 0.85 ----- ----- ----- ----- ----- ----- ----- ----- 0.85 21.30 0.71 878.43 0.85 ----- ----- ----- ----- ----- ----- ----- ----- 0.85 21.35 0.71 878.43 0.85 ----- ----- ----- ----- ----- ----- ----- ----- 0.85 21.40 0.71 878.43 0.85 ----- ----- ----- ----- ----- ----- ----- ----- 0.85 21.45 0.70 878.43 0.85 ----- ----- ----- ----- ----- ----- ----- ----- 0.85 21.50 0.70 878.43 0.85 ----- ----- ----- ----- ----- ----- ----- ----- 0.85 21.55 0.70 878.43 0.84 ----- ----- ----- ----- ----- ----- ----- ----- 0.84 21.60 0.70 878.43 0.84 ----- ----- ----- ----- ----- ----- ----- ----- 0.84 ...End • 40 Hyd. No. 14 - Reservoir -100 Yr - Qp = 0.94 cfs - Wetland-C(RT) 15 C M 7.2 14.4 21.6 28.8 36.0 43.2 50.4 57.6 64.8 71.9 Time (hrs) / Hyd. 13 Hyd. 14 0 • Reservoir Report Page 1 J Reservoir No. 4 - wetland-c Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (acft) Total storage (acft) 0.00 878.00 69,235 0.000 0.000 0.50 878.50 71,050 0.805 0.805 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 15.0 0.0 0.0 0.0 Crest Len ft = 0.00 0.00 0.00 0.00 Span in = 15.0 0.0 0.0 0.0 Crest El. It = 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00 Invert El. It = 878.00 0.00 0.00 0.00 Weir Type = --- --- --- --- Length ft = 50.0 0.0 0.0 0.0 Multi -Stage = No No No No Slope % = 1.00 0.00 0.00 0.00 N-Value = .013 .000 .000 .000 Orif. Coeft. = 0.60 0.00 0.00 0.00 Multi -Stage = n/a No No No Exfiltration Rate = 0.00 irdhr/sqh Tailwater Elev. = 0.00 It rto AMa n e Iyzod under inlet and waa c d. Stage /Storage /Discharge Table Stage Storage Elevation CIv A Clv B CIv C CIv D W r A Wr B Wr C Wr D Exfil Total It aeft it cfs efs cfs cfs cfs cfs cfs efs cfs efs 0.00 0.000 878.00 0.00 -- -- --- -- --- --- -- -- 0.00 0.50 0.805 878.50 1.10 --- --- --- --- --- --- --- --- 1.10 .j • Hydrograph Report Hyd. No. 15 Outlet West Hydrograph type = Combine Storm frequency = 100 yrs Inflow hyds. = 5, 9, 11, 14 Hydrograph Discharge Table Time Hyd. 5 + Hyd. 9 + (hrs) (cfs) (cfs) 12.05 0.65 33.98 12.10 0.86 34.13 << 12.15 1.09 30.77 End L: Hyd. 11 + Hyd. 14 = (cfs) (cfs) 2.88 0.10 2.43 0.15 1.84 0.20 Page 1 Hydraflow Hydrographs by Intelisolve Peak discharge = 37.61 cfs Time interval = 3 min Hydrograph Volume = 11.169 acft Outflow (cfs) 37.61 << 37.56 33.91 • Hyd. No. 15 - Combine -100 Yr - Qp = 37.61 cfs - Outlet West r 1 • M 5.9 11.9 17.8 23.7 29.6 35.6 41.5 47.4 53.4 59.3 Time (hrs) / Hyd. 5 Hyd. 9 Hyd. 11 Hyd. 1 e Hyd. 15 :7 • Hydrograph Report Page 1 • Hyd. No. 16 Total Site Discharge Hydrograph type = Combine Storm frequency = 100 yrs Inflow hyds. = 10, 15 Hydrograph Discharge Table Time Hyd. 10 + Hyd. 15 = (hrs) (cfs) (cfs) 11.95 38.59 << 26.65 12.00 38.39 33.55 12.05 27.52 37.61 << End Hydraflow Hydrographs by Intelisolve Peak discharge = 71.94 cfs Time interval = 3 min Hydrograph Volume = 13.190 acft Outflow (cfs) 65.24 71.94 << 65.14 7 0 Hyd. No. 16 - Combine -100 Yr - Op = 71.94 cfs - Total Site Discharge • Time (hrs) / Hyd. 10 Hyd. 15 Hyd. 16 W9 • Stormwater Quality and Quantity Management Report Settlers West - Proposed Single Family Residential Development Eden Prairie and Chanhassen, Minnesota 10-YEAR STORM POST -DEVELOPMENT HYDROLOGICAL ANALYSIS • • Hydrograph Summary Report Page 1 Hyd. No, Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (actt) Inflow hyd(s) Maximum elevation (ft) Maximum storage (actt) Hydrograph description 1 SCS Runoff 32.40 3 726 2.640 ---- ------ ------ wshed-pond-2 2 SCS Runoff 16.30 3 726 1.328 ---- ------ ------ wshed pond-3 3 Reservoir 1.38 3 807 1.316 2 888.37 0.717 pond-3rt 4 Combine 32.82 3 726 3.956 1,3 ------ ---- wshed pond-21i 5 Reservoir 1.72 3 1137 3.554 4 885.13 2.185 pond-2rt 6 SCS Runoff 4.19 3 729 0.357 ---- ------ -- sub-1 7 SCS Runoff 2.59 3 729 0.239 ---- ----- sub-2 8 SCS Runoff 6.45 3 732 0.628 ---- -- sub-3 9 SCS Runoff 16.03 3 726 1.266 ---- ---- --- dro-1 10 SCS Runoff 18.75 3 720 1.000 ---- ------ --- dro-2 (Outlet East) 11 SCS Runoff 1.38 3 723 0.091 --- ------ ---- dro-3 12 Reservoir 0.16 3 1443 0.431 8 880.79 0.486 Wetland-A(RT) 13 Combine 6.80 3 729 1.026 6, 7, 12 ------ ------ Wetland-C(TI) 14 Reservoir 0.34 3 1185 0.856 13 878.27 0.432 Wetland-C(RT) 15 Combine 17.53 3 726 5.766 5, 9, 11, 14 ----- ------ Outlet West 16 Combine 33.53 3 720 6.766 10,15 ------ ---- Total Site Discharge Proj. file: proposed storm 03220 .gFWturn Period: 10 yr Run date: 03-23-2004 Hydrallow Hydrographs by Inlelisolve • Hydrograph Report Page 1 Hyd. No. 1 wshed-pond-2 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 16.50 ac = 0.0 % = USER = 4.20 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 12.05 29.90 12.10 32.40 << 12.15 32.16 12.20 29.38 ...End • Hydraflow Hydrographs by Intelisolve Peak discharge = 32.40 cfs Time interval = 3 min Curve number = 77 Hydraulic length = 0 ft Time of conc. (Tc) = 20 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 2.640 acft 0 n u • :] Hyd. No. 1 - SCS Runoff -10 Yr - Op = 32.40 cfs - wshed-pond-2 0 0 -- 0 nn P4 49 73 97 1P 1 146 17.0 19.4 21.8 24 Time (hrs) Hyd. 1 .3 rl • Hydrograph Report Page 1 Hyd. No. 2 wshed pond-3 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 8.30 ac = 0.0 % = USER = 4.20 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 12.05 15.04 12.10 16.30 << 12.15 16.18 12.20 14.78 ... End • Hydraflow Hydrographs by Intelisolve Peak discharge = 16.30 cfs Time interval = 3 min Curve number = 77 Hydraulic length = 0 ft Time of conc. (Tc) = 20 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 1.328 acft • Hyd. No. 2 - SCS Runoff -10 Yr - Op 2C • 1: i i nn 9a A 7`q A 121 146 17-0 19.4 21.8 24 Time (hrs) Hyd. 2 .3 • • Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisotve Hyd. No. 3 pond-3rt Hydrograph type = Reservoir Peak discharge = 1.38 cfs Storm frequency = 10 yrs Time interval = 3 min Inflow hyd. No. = 2 Reservoir name = pond-3 Max. Elevation = 888.37 ft Max. Storage = 0.717 acft Storage Indication method used. Outflow hydrograph volume = 1.316 acft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.60 3.02 888.26 1.33 ----- ----- ----- 1.26 ----- ----- ----- ----- 1.26 12.65 2.79 888.28 1.35 ----- ----- ----- 1.28 ----- ----- ----- ----- 1.28 12.70 2.58 888.29 1.37 ----- ----- ----- 1.30 ----- ----- ----- ----- 1.30 12.75 2.40 888.31 1.39 ----- ----- ----- 1.31 ----- ----- ----- ----- 1.31 12.80 2.25 888.32 1.40 ----- ----- ----- 1.32 ----- ----- ----- ----- 1.32 12.85 2.12 888.33 1.41 ----- ----- ----- 1.33 ----- ----- ----- ----- 1.33 12.90 2.01 888.33 1.42 ----- ----- ----- 1.34 ----- ----- ----- ----- 1.34 12.95 1.92 888.34 1.43 ----- ----- ----- 1.35 ----- ----- ----- ----- 1.35 13.00 1.84 888.35 1.44 ----- ----- ----- 1.36 ----- ----- ----- ----- 1.36 13.05 1.78 888.35 1.44 ----- ----- ----- 1.36 ----- ----- ----- ----- 1.36 13.10 1.72 888.36 1.45 ----- ----- ----- 1.37 ----- ----- ----- ----- 1.37 13.15 1.66 888.36 1.45 ----- ----- ----- 1.37 ----- ----- ----- ----- 1.37 13.20 1.61 888.36 1.46 ----- ----- ----- 1.37 ----- ----- ----- ----- 1.37 13.25 1.56 888.36 1.46 ----- ----- ----- 1.38 ----- ----- ----- ----- 1.38 13.30 1.51 888.37 1.46 ----- ----- ----- 1.38 ----- ----- ----- ----- 1.38 13.35 1.47 888.37 1.46 ----- ----- ----- 1.38 ----- ----- ----- ----- 1.38 13.40 1.43 888.37 1.46 ----- ----- ----- 1.38 ----- ----- ----- ----- 1.38 13.45 1.39 888.37 << 1.46 ----- ----- ----- 1.38 ----- ----- ----- ----- 1.38 << 13.50 1.36 888.37 1.46 ----- ----- ----- 1.38 ----- ----- ----- ----- 1.38 13.55 1.32 888.37 1.46 ----- ----- ----- 1.38 ----- ----- ----- ----- 1.38 13.60 1.29 888.37 1.46 ----- ----- ----- 1.38 ----- ----- ----- ----- 1.38 13.65 1.26 888.37 1.46 ----- ----- ----- 1.38 ----- ----- ----- ----- 1.38 13.70 1.23 888.36 1.46 ----- ----- ----- 1.38 ----- ----- ----- ----- 1.38 13.75 1.20 888.36 1.46 ----- ----- ----- 1.37 ----- ----- ----- ----- 1.37 13.80 1.17 888.36 1.45 ----- ----- ----- 1.37 ----- ----- ----- ----- 1.37 13.85 1.14 888.36 1.45 ----- ----- ----- 1.37 ----- ----- ----- ----- 1.37 13.90 1.12 888.36 1.45 ----- ----- ----- 1.37 ----- ----- ----- ----- 1.37 13.95 1.09 888.35 1.45 ----- ----- ----- 1.36 ----- ----- ----- ----- 1.36 14.00 1.07 888.35 1.44 ----- ----- ----- 1.36 ----- ----- ----- ----- 1.36 14.05 1.04 888.35 1.44 ----- ----- ----- 1.36 ----- ----- ----- ----- 1.36 14.10 1.02 888.34 1.43 ----- ----- ----- 1.35 ----- ----- ----- ----- 1.35 14.15 1.00 888.34 1.43 ----- ----- ----- 1.35 ----- ----- ----- ----- 1.35 14.20 0.98 888.34 1.42 ----- ----- ----- 1.34 ----- ----- ----- ----- 1.34 14.25 0.96 888.33 1.42 ----- ----- ----- 1.34 ----- ----- ----- ----- 1.34 14.30 0.95 888.33 1.41 ----- ----- ----- 1.33 ----- ----- ----- ----- 1.33 14.35 0.93 888.32 1.41 ----- ----- ----- 1.33 ----- ----- ----- ----- 1.33 14.40 0.92 888.32 1.40 ----- ----- ----- 1.32 ----- ----- ----- ----- 1.32 14.45 0.91 888.31 1.40 ----- ----- ----- 1.32 ----- ----- ----- ----- 1.32 0 Continues on next page... • pond-3rt Hydrograph Discharge Table Page 2 Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cis cfs cfs cfs cfs cfs 14.50 0.90 888.31 1.39 ----- ----- ----- 1.31 ----- ----- ----- ----- 1.31 14.55 0.89 888.31 1.39 ----- ----- ----- 1.31 ----- ----- ----- ----- 1.31 14.60 0.88 888.30 1.38 ----- ----- ----- 1.30 ----- ----- ----- ----- 1.30 14.65 0.87 888.30 1.38 ----- ----- ----- 1.30 ----- ----- ----- ----- 1.30 14.70 0.87 888.29 1.37 ----- ----- ----- 1.29 ----- ----- ----- ----- 1.29 14.75 0.86 888.29 1.36 ----- ----- ----- 1.29 ----- ----- ----- ----- 1.29 14.80 0.85 888.28 1.36 ----- ----- ----- 1.28 ----- ----- ----- ----- 1.28 14.85 0.84 888.28 1.35 ----- ----- ----- 1.28 ----- ----- ----- ----- 1.28 14.90 0.83 888.27 1.35 ----- ----- ----- 1.27 ----- ----- ----- ----- 1.27 14.95 0.83 888.27 1.34 ----- ----- ----- 1.27 ----- ----- ----- ----- 1.27 15.00 0.82 888.26 1.33 ----- ----- ----- 1.26 ----- ----- ----- 1.26 15.05 0.81 888.26 1.33 ----- ----- ----- 1.26 ----- ----- ----- ----- 1.26 15.10 0.80 888.25 1.32 ----- ----- ----- 1.25 ----- ----- ----- ----- 1.25 15.15 0.79 888.25 1.32 ----- ----- ----- 1.25 ----- ----- ----- ----- 1.25 ... End n Hyd. No. 3 - Reservoir - 10 Yr - Op =1.38 cfs - pond -art w 1 5 0 5 0 0.0 7.2 14.4 21.6 28.8 36.0 43.2 50.4 57.6 64.8 71 Time (hrs) / Hyd. 2 Hyd. 3 19 0 • J Reservoir Report Page 1 Reservoir No. 3 - pond-3 Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (acft) Total storage (acft) 0.00 886.50 10,846 0.000 0.000 3.50 890.00 22,587 1.343 1.343 4.00 890.50 35,000 0.331 1.674 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 27.0 0.0 0.0 0.0 Crest Len ft = 0.17 4.00 0.00 0.00 Span in = 27.0 0.0 0.0 0.0 Crest El. It = 886.50 890.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 3.33 0.00 Invert El. ft = 886.50 0.00 0.00 0.00 Weir Type = Rect Rect --- --- Length ft = 170.0 0.0 0.0 0.0 Multi -Stage = Yes Yes No No Slope % = 0.40 0.00 0.00 0.00 N-Value = .013 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multi -Stage = n1a No No No Exfiltration Rate = 0.00 irkthr/sgft Tailwater Elev. = 0.00 it Stage /Storage /Discharge Table Nate: AN mfflons have been xiayzW urger islet and outlet co d Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total It acft ft cfs cis cfs cfs cis cis cfs efs cis efs 0.00 0.000 886.50 0.00 --- --- --- 0.00 0.00 --- -- --- 0.00 3.50 1.343 890.00 3.56 --- --- --- 3.56 0.00 --- --- --- 3.56 4.00 1.674 890.50 8.96 --- --- --- 4.20 4.71 --- --- --- 8.91 Ll • Hydrograph Report • Hyd. No. 4 wshed pond-2ti Hydrograph type = Combine Storm frequency = 10 yrs Inflow hyds. = 1, 3 Hydrograph Discharge Table Time Hyd. 1 + Hyd. 3 = (hrs) (cfs) (cfs) 12.05 29.90 0.30 12.10 32.40 << 0.42 12.15 32.16 0.55 12.20 29.38 0.69 End Page 1 Hydraflow Hydrographs by Intelisolve Peak discharge = 32.82 cfs Time interval = 3 min Hydrograph Volume = 3.956 acft Outflow (cfs) 30.20 32.82 << 32.71 30.06 10 Hyd. No. 4 - Combine - 10 Yr - Qp = 32.82 cfs - wshed pond-2ti M • 1 • 0 0 0 nn P7 S4 Rp in9 188 188 19.0 21.8 24.5 27 Time (hrs) / Hyd. 1 Hyd. 3 Hyd. 4 vj 0 • Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 5 pond-2rt Hydrograph type = Reservoir Peak discharge = 1.72 cfs Storm frequency = 10 yrs Time interval = 3 min Inflow hyd. No. = 4 Reservoir name = pond-2 Max. Elevation = 885.13 ft Max. Storage = 2.185 acft Storage Indication method used. Outflow hydrograph volume = 3.554 acft Hydrograph Discharge Table • Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 15.60 2.62 885.01 1.59 ----- ----- ----- 1.54 0.01 ----- ----- ----- 1.55 15.65 2.60 885.01 1.59 ----- ----- ----- 1.55 0.01 ----- ----- ----- 1.55 15.70 2.58 885.02 1.60 ----- ----- ----- 1.55 0.01 ----- ----- ----- 1.56 15.75 2.55 885.02 1.60 ----- ----- ----- 1.56 0.01 ----- ----- ----- 1.56 15.80 2.53 885.02 1.61 ----- ----- ----- 1.56 0.01 ----- ----- ----- 1.57 15.85 2.51 885.03 1.62 ----- ----- ----- 1.57 0.01 ----- ----- ----- 1.57 15.90 2.49 885.03 1.62 ----- ----- ----- 1.57 0.01 ----- ----- ----- 1.58 15.95 2.46 885.04 1.63 ----- ----- ----- 1.57 0.01 ----- ----- ----- 1.58 16.00 2.44 885.04 1.63 ----- ----- ----- 1.58 0.01 ----- ----- ----- 1.58 16.05 2.42 885.04 1.63 ----- ----- ----- 1.58 0.01 ----- ----- ----- 1.59 16.10 2.40 885.05 1.64 ----- ----- ----- 1.59 0.01 ----- ----- ----- 1.59 16.15 2.37 885.05 1.64 ----- ----- ----- 1.59 0.01 ----- ----- ----- 1.60 16.20 2.35 885.05 1.65 ----- ----- ----- 1.59 0.01 ----- ----- ----- 1.60 16.25 2.34 885.05 1.65 ----- ----- ----- 1.60 0.01 ----- ----- ----- 1.60 16.30 2.32 885.06 1.66 ----- ----- ----- 1.60 0.01 ----- ----- ----- 1.61 16.35 2.30 885.06 1.66 ----- ----- ----- 1.60 0.01 ----- ----- ----- 1.61 16.40 2.29 885.06 1.66 ----- ----- ----- 1.61 0.01 ----- ----- ----- 1.61 16.45 2.27 885.07 1.67 ----- ----- ----- 1.61 0.01 ----- ----- ----- 1.62 16.50 2.26 885.07 1.67 ----- ----- ----- 1.61 0.01 ----- ----- ----- 1.62 16.55 2.25 885.07 1.67 ----- ----- ----- 1.62 0.01 ----- ----- ----- 1.62 16.60 2.24 885.07 1.68 ----- ----- ----- 1.62 0.01 ----- ----- ----- 1.63 16.65 2.23 885.08 1.68 ----- ----- ----- 1.62 0.01 ----- ----- ----- 1.63 • 16.70 2.22 885.08 1.68 ----- ----- ----- 1.62 0.01 ----- ----- ----- 1.63 16.75 2.20 885.08 1.69 ----- ----- ----- 1.63 0.01 ----- ----- ----- 1.63 16.80 2.19 885.08 1.69 ----- ----- ----- 1.63 0.01 ----- ----- ----- 1.64 16.85 2.18 885.09 1.69 ----- ----- ----- 1.63 0.01 ----- ----- ----- 1.64 16.90 2.17 885.09 1.70 ----- ----- ----- 1.63 0.01 ----- ----- ----- 1.64 16.95 2.16 885.09 1.70 ----- ----- ----- 1.64 0.01 ----- ----- ----- 1.64 17.00 2.15 885.09 1.70 ----- ----- ----- 1.64 0.01 ----- ----- ----- 1.65 17.05 2.14 885.09 1.71 ----- ----- ----- 1.64 0.01 ----- ----- ----- 1.65 17.10 2.12 885.10 1.71 ----- ----- ----- 1.64 0.01 ----- ----- ----- 1.65 17.15 2.11 885.10 1.71 ----- ----- ----- 1.65 0.01 ----- ----- ----- 1.65 17.20 2.10 885.10 1.71 ----- ----- ----- 1.65 0.01 ----- ----- ----- 1.66 17.25 2.09 885.10 1.72 ----- ----- ----- 1.65 0.01 ----- ----- ----- 1.66 17.30 2.08 885.10 1.72 ----- ----- ----- 1.65 0.01 ----- ----- ----- 1.66 17.35 2.07 885.10 1.72 ----- ----- ----- 1.65 0.01 ----- ----- ----- 1.67 17.40 2.06 885.11 1.73 ----- ----- ----- 1.66 0.01 ----- ----- ----- 1.67 17.45 2.04 885.11 1.73 ----- ----- ----- 1.66 0.01 ----- ----- ----- 1.67 Continues on next page... 0 • pond-2rt Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs it cfs cfs cfs cis cfs cfs cfs cfs cfs cfs 17.50 2.03 885.11 1.73 ----- ----- ----- 1.66 0.02 ----- ----- ----- 1.67 17.55 2.02 885.11 1.73 ----- ----- ----- 1.66 0.02 ----- ----- ----- 1.68 17.60 2.01 885.11 1.74 ----- ----- ----- 1.66 0.02 ----- ----- ----- 1.68 17.65 2.00 885.11 1.74 ----- ----- ----- 1.66 0.02 ----- ----- ----- 1.68 17.70 1.99 885.11 1.74 ----- ----- ----- 1.67 0.02 ----- ----- ----- 1.69 17.75 1.98 885.12 1.74 ----- ----- ----- 1.67 0.02 ----- ----- ----- 1.69 17.80 1.97 885.12 1.75 ----- ----- ----- 1.67 0.02 ----- ----- ----- 1.69 17.85 1.95 885.12 1.75 ----- ----- ----- 1.67 0.02 ----- ----- ----- 1.69 17.90 1.94 885.12 1.75 ----- ----- ----- 1.67 0.02 ----- ----- ----- 1.69 17.95 1.93 885.12 1.75 ----- ----- ----- 1.67 0.02 ----- ----- ----- 1.70 • 18.00 1.92 885.12 1.75 ----- ----- ----- 1.67 0.03 ----- ----- ----- 1.70 18.05 1.91 885.12 1.75 ----- ----- ----- 1.67 0.03 ----- ----- ----- 1.70 18.10 1.90 885.12 1.76 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.70 18.15 1.89 885.12 1.76 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.70 18.20 1.88 885.12 1.76 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.70 18.25 1.87 885.12 1.76 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.71 18.30 1.86 885.12 1.76 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.71 18.35 1.84 885.13 1.76 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.71 18.40 1.83 885.13 1.76 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.71 18.45 1.82 885.13 1.76 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.71 18.50 1.81 885.13 1.77 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.71 18.55 1.80 885.13 1.77 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.71 18.60 1.79 885.13 1.77 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.71 18.65 1.78 885.13 1.77 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.71 18.70 1.77 885.13 1.77 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.71 18.75 1.76 885.13 1.77 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.71 18.80 1.75 885.13 1.77 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.71 18.85 1.74 885.13 1.77 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.72 18.90 1.73 885.13 << 1.77 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.72 18.95 1.72 885.13 << 1.77 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.72 << 19.00 1.71 885.13 << 1.77 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.72 19.05 1.70 885.13 1.77 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.72 19.10 1.69 885.13 1.77 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.71 19.15 1.67 885.13 1.77 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.71 19.20 • 1.66 885.13 1.77 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.71 19.25 1.65 885.13 1.77 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.71 19.30 1.64 885.13 1.77 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.71 19.35 1.63 885.13 1.77 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.71 19.40 1.62 885.13 1.77 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.71 19.45 1.61 885.13 1.77 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.71 19.50 1.60 885.13 1.76 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.71 19.55 1.59 885.13 1.76 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.71 19.60 1.58 885.13 1.76 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.71 19.65 1.57 885.12 1.76 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.71 19.70 1.56 885.12 1.76 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.71 19.75 1.55 885.12 1.76 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.70 19.80 1.54 885.12 1.76 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.70 19.85 1.53 885.12 1.76 ----- ----- ----- 1.68 0.03 ----- ----- ----- 1.70 19.90 1.52 885.12 1.76 ----- ----- ----- 1.67 0.03 ----- ----- ----- 1.70 19.95 1.51 885.12 1.75 ----- ----- ----- 1.67 0.03 ----- ----- ----- 1.70 20.00 1.50 885.12 1.75 ----- ----- ----- 1.67 0.02 ----- ----- ----- 1.70 • Continues on next page... • pond-2rt Hydrograph Discharge Table Page 3 Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 20.05 1.49 885.12 1.75 ----- ----- ----- 1.67 0.02 ----- ----- ----- 1.70 20.10 1.48 885.12 1.75 ----- ----- ----- 1.67 0.02 ----- ----- ----- 1.69 20.15 1.47 885.12 1.75 ----- ----- ----- 1.67 0.02 ----- ----- ----- 1.69 20.20 1.46 885.12 1.75 ----- ----- ----- 1.67 0.02 ----- ----- ----- 1.69 20.25 1.45 885.12 1.74 ----- ----- ----- 1.67 0.02 ----- ----- ----- 1.69 20.30 1.44 885.11 1.74 ----- ----- ----- 1.67 0.02 ----- ----- ----- 1.69 20.35 1.44 885.11 1.74 ----- ----- ----- 1.67 0.02 ----- ----- ----- 1.68 20.40 1.43 885.11 1.74 ----- ----- ----- 1.66 0.02 ----- ----- ----- 1.68 20.45 1.42 885.11 1.74 ----- ----- ----- 1.66 0.02 ----- ----- ----- 1.68 20.50 1.42 885.11 1.73 ----- ----- ----- 1.66 0.02 ----- ----- ----- 1.68 20.55 1.41 885.11 1.73 ----- ----- ----- 1.66 0.02 ----- ----- ----- 1.68 20.60 1.41 885.11 1.73 ----- ----- ----- 1.66 0.02 ----- ----- ----- 1.67 20.65 1.40 885.11 1.73 ----- ----- ----- 1.66 0.01 ----- ----- ----- 1.67 20.70 1.40 885.11 1.73 ----- ----- ----- 1.66 0.01 ----- ----- ----- 1.67 20.75 1.39 885.11 1.72 ----- ----- ----- 1.65 0.01 ----- ----- ----- 1.67 20.80 1.39 885.10 1.72 ----- ----- ----- 1.65 0.01 ----- ----- ----- 1.67 20.85 1.39 885.10 1.72 ----- ----- ----- 1.65 0.01 ----- ----- ----- 1.66 20.90 1.38 885.10 1.72 ----- ----- ----- 1.65 0.01 ----- ----- ----- 1.66 20.95 1.38 885.10 1.72 ----- ----- ----- 1.65 0.01 ----- ----- ----- 1.66 21.00 1.37 885.10 1.71 ----- ----- ----- 1.65 0.01 ----- ----- ----- 1.66 21.05 1.37 885.10 1.71 ----- ----- ----- 1.65 0.01 ----- ----- ----- 1.65 21.10 1.36 885.10 1.71 ----- ----- ----- 1.65 0.01 ----- ----- ----- 1.65 21.15 1.36 885.10 1.71 ----- ----- ----- 1.64 0.01 ----- ----- ----- 1.65 21.20 1.35 885.10 1.71 ----- ----- ----- 1.64 0.01 ----- ----- ----- 1.65 21.25 1.35 885.09 1.71 ----- ----- ----- 1.64 0.01 ----- ----- ----- 1.65 21.30 1.34 885.09 1.70 ----- ----- ----- 1.64 0.01 ----- ----- ----- 1.65 21.35 1.34 885.09 1.70 ----- ----- ----- 1.64 0.01 ----- ----- ----- 1.65 21.40 1.34 885.09 1.70 ----- ----- ----- 1.64 0.01 ----- ----- ----- 1.64 21.45 1.33 885.09 1.70 ----- ----- ----- 1.64 0.01 ----- ----- ----- 1.64 21.50 1.33 885.09 1.70 ----- ----- ----- 1.63 0.01 ----- ----- ----- 1.64 21.55 1.32 885.09 1.70 ----- ----- ----- 1.63 0.01 ----- ----- ----- 1.64 21.60 1.32 885.09 1.69 ----- ----- ----- 1.63 0.01 ----- ----- ----- 1.64 21.65 1.31 885.08 1.69 ----- ----- ----- 1.63 0.01 ----- ----- ----- 1.64 21.70 1.31 885.08 1.69 ----- ----- ----- 1.63 0.01 ----- ----- ----- 1.64 • 21.75 1.30 885.08 1.69 ----- ----- ----- 1.63 0.01 ----- ----- ----- 1.63 21.80 1.30 885.08 1.69 ----- ----- ----- 1.63 0.01 ----- ----- ----- 1.63 21.85 1.30 885.08 1.68 ----- ----- ----- 1.62 0.01 ----- ----- ----- 1.63 21.90 1.29 885.08 1.68 ----- ----- ----- 1.62 0.01 ----- ----- ----- 1.63 21.95 1.29 885.08 1.68 ----- ----- ----- 1.62 0.01 ----- ----- ----- 1.63 22.00 1.28 885.07 1.68 ----- ----- ----- 1.62 0.01 ----- ----- ----- 1.63 22.05 1.28 885.07 1.68 ----- ----- ----- 1.62 0.01 ----- ----- ----- 1.62 22.10 1.28 885.07 1.68 ----- ----- ----- 1.62 0.01 ----- ----- ----- 1.62 22.15 1.27 885.07 1.67 ----- ----- ----- 1.61 0.01 ----- ----- ----- 1.62 22.20 1.27 885.07 1.67 ----- ----- ----- 1.61 0.01 ----- ----- ----- 1.62 22.25 1.26 885.07 1.67 ----- ----- ----- 1.61 0.01 ----- ----- ----- 1.62 22.30 1.26 885.07 1.67 ----- ----- ----- 1.61 0.01 ----- ----- ----- 1.62 22.35 1.25 885.06 1.67 ----- ----- ----- 1.61 0.01 ----- ----- ----- 1.61 22.40 1.25 885.06 1.66 ----- ----- ----- 1.61 0.01 ----- ----- ----- 1.61 22.45 1.25 885.06 1.66 ----- ----- ----- 1.60 0.01 ----- ----- ----- 1.61 22.50 1.24 885.06 1.66 ----- ----- ----- 1.60 0.01 ----- ----- ----- 1.61 22.55 1.24 885.06 1.66 ----- ----- ----- 1.60 0.01 ----- ----- ----- 1.61 0 Continues on next page... J pond-2rt Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 22.60 1.24 885.06 1.66 ----- ----- ----- 1.60 0.01 ----- ----- ----- 1.61 22.65 1.23 885.06 1.65 ----- ----- ----- 1.60 0.01 ----- ----- ----- 1.60 22.70 1.23 885.05 1.65 ----- ----- ----- 1.60 0.01 ----- ----- ----- 1.60 22.75 1.22 885.05 1.65 ----- ----- ----- 1.59 0.01 ----- ----- ----- 1.60 22.80 1.22 885.05 1.65 ----- ----- ----- 1.59 0.01 ----- ----- ----- 1.60 22.85 1.22 885.05 1.64 ----- ----- ----- 1.59 0.01 ----- ----- ----- 1.60 22.90 1.21 885.05 1.64 ----- ----- ----- 1.59 0.01 ----- ----- ----- 1.60 22.95 1.21 885.05 1.64 ----- ----- ----- 1.59 0.01 ----- ----- ----- 1.59 23.00 1.20 885.04 1.64 ----- ----- ----- 1.58 0.01 ----- ----- ----- 1.59 23.05 1.20 885.04 1.64 ----- ----- ----- 1.58 0.01 ----- ----- ----- 1.59 • 23.10 1.20 885.04 1.63 ----- ----- ----- 1.58 0.01 ----- ----- ----- 1.59 23.15 1.19 885.04 1.63 ----- ----- ----- 1.58 0.01 ----- ----- ----- 1.59 23.20 1.19 885.04 1.63 ----- ----- ----- 1.58 0.01 ----- ----- ----- 1.58 23.25 1.19 885.04 1.63 ----- ----- ----- 1.58 0.01 ----- ----- ----- 1.58 23.30 1.18 885.04 1.63 ----- ----- ----- 1.57 0.01 ----- ----- ----- 1.58 23.35 1.18 885.03 1.62 ----- ----- ----- 1.57 0.01 ----- ----- ----- 1.58 23.40 1.18 885.03 1.62 ----- ----- ----- 1.57 0.01 ----- ----- ----- 1.58 23.45 1.17 885.03 1.62 ----- ----- ----- 1.57 0.01 ----- ----- ----- 1.57 23.50 1.17 885.03 1.62 ----- ----- ----- 1.57 0.01 ----- ----- ----- 1.57 23.55 1.17 885.03 1.61 ----- ----- ----- 1.56 0.01 ----- ----- ----- 1.57 23.60 1.16 885.03 1.61 ----- ----- ----- 1.56 0.01 ----- ----- ----- 1.57 23.65 1.16 885.02 1.61 ----- ----- ----- 1.56 0.01 ----- ----- ----- 1.57 23.70 1.16 885.02 1.61 ----- ----- ----- 1.56 0.01 ----- ----- ----- 1.56 23.75 1.15 885.02 1.61 ----- ----- ----- 1.56 0.01 ----- ----- ----- 1.56 23.80 1.15 885.02 1.60 ----- ----- ----- 1.56 0.01 ----- ----- ----- 1.56 23.85 1.15 885.02 1.60 ----- ----- ----- 1.55 0.01 ----- ----- ----- 1.56 23.90 1.15 885.02 1.60 ----- ----- ----- 1.55 0.01 ----- ----- ----- 1.56 23.95 1.14 885.01 1.60 ----- ----- ----- 1.55 0.01 ----- ----- ----- 1.56 24.00 1.14 885.01 1.59 ----- ----- ----- 1.55 0.01 ----- ----- ----- 1.55 24.05 1.12 885.01 1.59 ----- ----- ----- 1.55 0.01 ----- ----- ----- 1.55 24.10 1.08 885.01 1.59 ----- ----- ----- 1.54 0.01 ----- ----- ----- 1.55 24.15 1.02 885.01 1.59 ----- ----- ----- 1.54 0.01 ----- ----- ----- 1.55 24.20 0.94 885.00 1.58 ----- ----- ----- 1.54 0.01 ----- ----- ----- 1.54 ...End • L Hyd. No. 5 - Reservoir -10 Yr - Op =1.72 cfs - pond-2rt 911 w U p 2( 1C C I — I I D.0 7.2 14.4 21.6 28.8 36.0 43.2 56.4 57.6 64.8 71 Time (hrs) / Hyd. 4 Hyd. 5 19 n u r, u Reservoir Report Page 1 Reservoir No. 2 - pond-2 Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (acft) Total storage (acft) 0.00 883.00 36,252 0.000 0.000 3.00 886.00 53,150 3.079 3.079 4.00 887.00 60,000 1.299 4.377 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 30.0 0.0 0.0 0.0 Crest Len It = 0.17 0.00 5.00 0.00 Span in = 30.0 0.0 0.0 0.0 Crest El. It = 883.00 885.00 886.00 0.00 No. Barrels = 1 0 0 0 Weir Coeft. = 3.33 2.54 3.33 0.00 Invert El. ft - = 883.00 0.00 0.00 0.00 Weir Type = Rect V-notch Rect -- Length ft = 260.0 0.0 0.0 0.0 Mufti -Stage = Yes Yes Yes No Slope % = 0.40 0.00 0.00 0.00 N-Value = .013 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multvatage = Na No No No Extiltration Rate = 0.00 irJhr/sgft Tailwater Elev. = 0.00 ft Stage /Storage /Discharge Table Nola: AN outlloxs bade been analyzed w rM aM aWet control. Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total R acft ft cfs efs efs cfs efs cfs cfs efs efs cfs 0.00 0.000 883.00 0.00 - -- -- 0.00 --- 0.00 -- --- 0.00 3.00 3.079 886.00 5.63 --- -- -- 2.74 2.54 0.00 --- --- 5.28 4.00 4.377 887.00 27.78 --- -- - 2.53 10.29 14.95 --- --- 27.77 • Hydrograph Report Page 1 Hyd. No. 6 sub-1 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 3.14 ac = 0.0 % = USER = 4.20 in = 24 hrs Hydrograph Discharge Table Time — Oufflow (hrs cfs) 12.10 4.14 12.15 4.19 << 12.20 3.88 End u Hydraflow Hydrographs by Intelisolve Peak discharge = 4.19 cfs Time interval = 3 min Curve number = 69 Hydraulic length = 0 ft Time of conc. (Tc) = 20 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 0.357 acft 5 1 L 1 Hyd. No. 6 - SCS Runoff - 10 Yr - Op = 4.19 cfs - sub-1 2.4 4.9 7.3 9.7 12.1 14.6 17.0 19.4 21.9 24.3 Time (hrs) Hyd. 6 • Hydrograph Report Page 1 Hyd. No. 7 sub-2 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration r-� = SCS Runoff = 10 yrs = 1.25 ac = 0.0 % = USER = 4.20 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 12.10 2.44 12.15 2.59 << 12.20 2.58 12.25 2.41 End u Hydraflow Hydrographs by Intelisolve Peak discharge = 2.59 cfs Time interval = 3 min Curve number = 81 Hydraulic length = 0 ft Time of conc. (Tc) = 30 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 0239 aeft 2. 2. 1. IQ Q Hyd. No. 7 - SCS Runoff -10 Yr - Op = 2.59 cfs - sub-2 --T 5lk 0 5 0 5 - son- I 0 nn P4 49 7'1 97 122 146 17n 195 21.9 24 Time (hrs) Hyd. 7 Is Hydrograph Report Hyd. No. 8 sub-3 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 5.39 ac = 0.0 % = USER = 4.20 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 12.15 6.33 12.20 6.45 << 12.25 6.14 ...End Page 1 Hydraflow Hydrographs by Intelisolve Peak discharge = 6.45 cfs Time interval = 3 min Curve number = 69 Hydraulic length = 0 ft Time of conc. (Tc) = 30 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 0.628 aeft C U) w Q 4 E Hyd. No. 8 - SCS Runoff -10 Yr - Qp = 6.45 cfs - sub-3 2.4 4.9 7.3 9.8 12.2 14.6 17.1 19.5 22.0 24.4 Time (hrs) Hyd. 8 • TR55 Tc Worksheet Page 1 Hyd. No. 9 dro-1 Storm frequency = 10 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 300.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 20.0 % Travel Time ........................................ = 14.9 min 40 Shallow Concentrated Flow Flow length = 550 ft Watercourse slope = 8.4 % Surface description = Unpaved Average velocity = 4.68 ft/s TravelTime ........................................ = 2.0 min Channel Flow Cross section flow area = 0.0 sqft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 ft/s Flow length = 0.0 ft TravelTime ........................................ = min Total Travel Time, Tc ........................ = 16.9 min J Hydraflow Hydrographs by Intelisolve ;7 • Hydrograph Report Page 1 Hyd. No. 9 dro-1 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 12.20 ac = 0.0 % = TR55 = 4.20 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 12.05 15.54 12.10 16.03 << 12.15 14.73 End • Hydraffow Hydrographs by Intelisolve Peak discharge = 16.03 cfs Time interval = 3 min Curve number = 66 Hydraulic length = 0 ft Time of conc. (Tc) = 16.9 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 1.266 acft • • 7 Hyd. No. 9 - SCS Runoff -10 Yr - Qp =16.03 cfs - dro-1 1� M 2.4 4.9 7.3 9.7 12.1 14.6 17.0 19.4 21.8 24.3 Time (hrs) Hyd. 9 0 • TR55 Tc Worksheet Page 1 Hyd. No. 10 dro-2 (Outlet East) Storm frequency = 10 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 130.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 14.0 % Travel Time ........................................ = 8.8 min Shallow Concentrated Flow Flow length = 200 ft Watercourse slope = 35.0 % Surface description = Unpaved Average velocity = 9.55 Ws Travel Time ........................................ = 0.3 min Channel Flow Cross section flow area = 0.0 sqft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 ft/s Flow length = 0.0 ft TravelTime ........................................ = min Total Travel Time, Tc ........................ = 9.1 min :7 Hydraflow Hydrographs by Intelisolve • Hyd. No. 10 - SCS Runoff -10 Yr - Qp =18.75 cfs - dro-2 (Outlet East) 20 • I • 0 i i nn 94 4R 79 9FR 191 145 1RA 1A3 21.7 24 Time (hrs) Hyd. 10 1 • 0 Hydrograph Report Page 1 Hyd. No. 10 dro-2 (Outlet East) Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration Hydraflow Hydrographs by Intelisolve = SCS Runoff Peak discharge = 18.75 cfs = 10 yrs Time interval = 3 min = 10.60 ac Curve number = 66 = 0.0 % Hydraulic length = 0 ft = TR55 Time of conc. (Tc) = 9.1 min = 4.20 in Distribution = Type II = 24 hrs Shape factor = 484 Hydrograph Volume = 1.000 acft Hydrograph Discharge Table Time -- Outflow (hrs cfs) 11.95 18.08 12.00 18.75 << End J 1. • 1. J Hyd. No. 11 - SCS Runoff - 10 Yr - Op =1.38 cfs - dro-3 i 5 i 0 - nn 9A AR 72 9.7 12.1 14.5 16.9 19.3 21.7 24 -.1 • • Hydrograph Report Page 1 LI • Hyd. No. 11 dro-3 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 0.90 ac = 0.0 % = USER = 4.20 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 12.00 1.34 12.05 1.38 << End Hydraflow Hydrographs by Intelisolve Peak discharge = 1.38 cfs Time interval = 3 min Curve number = 66 Hydraulic length = 0 ft Time of conc. (Tc) = 10 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 0.091 acft J Hyd. No. 12 - Reservoir -10 Yr - Op = 0.16 cfs - Wetland-A(RT) NO- C E C ).0 7.2 14.4 21.6 28.8 36.0 43.2 56.4 57.6 64.8 71 Time (hrs) / Hyd. 8 Hyd. 12 L • • Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 12 Wetland-A(RT) Hydrograph type = Reservoir Peak discharge = 0.16 cfs Storm frequency = 10 yrs Time interval = 3 min Inflow hyd. No. = 8 Reservoir name = wetland -a Max. Elevation = 880.79 ft Max. Storage = 0.486 acft Storage Indication method used. Outflow hydrograph volume = 0.431 acft Hydrograph Discharge Table • Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 17.00 0.31 880.78 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 17.05 0.30 880.78 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 17.10 0.30 880.78 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 17.15 0.30 880.78 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 17.20 0.30 880.78 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 17.25 0.30 880.78 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 17.30 0.30 880.78 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 17.35 0.29 880.78 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 17.40 0.29 880.78 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 17.45 0.29 880.78 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 17.50 0.29 880.78 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 17.55 0.29 880.78 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 17.60 0.29 880.78 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 17.65 0.28 880.78 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 17.70 0.28 880.78 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 17.75 0.28 880.78 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 17.80 0.28 880.79 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 17.85 0.28 880.79 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 17.90 0.28 880.79 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 17.95 0.27 880.79 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 18.00 0.27 880.79 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 18.05 0.27 880.79 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 • 18.10 0.27 880.79 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 18.15 0.27 880.79 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 18.20 0.27 880.79 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 18.25 0.26 880.79 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 18.30 0.26 880.79 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 18.35 0.26 880.79 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 18.40 0.26 880.79 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 18.45 0.26 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 18.50 0.26 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 18.55 0.25 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 18.60 0.25 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 18.65 0.25 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 18.70 0.25 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 18.75 0.25 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 18.80 0.25 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 18.85 0.24 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 Continues on next page... 0 Wetland-A(RT) Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cis cfs 18.90 0.24 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 18.95 0.24 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 19.00 0.24 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 19.05 0.24 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 19.10 0.24 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 19.15 0.23 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 19.20 0.23 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 19.25 0.23 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 19.30 0.23 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 19.35 0.23 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 19.40 0.23 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 19.45 0.22 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 19.50 0.22 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 19.55 0.22 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 19.60 0.22 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 19.65 0.22 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 19.70 0.22 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 19.75 0.21 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 19.80 0.21 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 19.85 0.21 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 19.90 0.21 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 19.95 0.21 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 20.00 0.20 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 20.05 0.20 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 20.10 0.20 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 20.15 0.20 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 20.20 0.20 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 20.25 0.20 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 20.30 0.20 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 20.35 0.19 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 20.40 0.19 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 20.45 0.19 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 20.50 0.19 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 20.55 0.19 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 20.60 0.19 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 20.65 0.19 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 20.70 0.19 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 20.75 0.19 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 20.80 0.19 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 20.85 0.19 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 20.90 0.19 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 20.95 0.19 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 21.00 0.19 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 21.05 0.19 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 21.10 0.19 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 21.15 0.19 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 21.20 0.19 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ---- 0.16 21.25 0.19 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 21.30 0.19 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 21.35 0.19 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 21.40 0.19 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 Continues on next page... • Wetland-A(RT) Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 21.45 0.19 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 21.50 0.19 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 21.55 0.19 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 21.60 0.19 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 21.65 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 21.70 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 21.75 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 21.80 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 21.85 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 21.90 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 21.95 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 22.00 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 22.05 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 22.10 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 22.15 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 22.20 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 22.25 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 22.30 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 22.35 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 22.40 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 22.45 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 22.50 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 22.55 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 22.60 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 22.65 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 22.70 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 22.75 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 22.80 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 22.85 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 22.90 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 22.95 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 23.00 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 23.05 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 23.10 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 23.15 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 23.20 0.18 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 23.25 0.17 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 23.30 0.17 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 23.35 0.17 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 23.40 0.17 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 23.45 0.17 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 23.50 0.17 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 23.55 0.17 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 23.60 0.17 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 23.65 0.17 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 23.70 0.17 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 23.75 0.17 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 23.80 0.17 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 23.85 0.17 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 23.90 0.17 880.79 << 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 23.95 0.17 880.79 << 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 Continues on next page... • • Wetland-A(R4) Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 24.00 0.17 880.79 << 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 24.05 0.17 880.79 << 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 << 24.10 0.16 880.79 << 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 24.15 0.15 880.79 << 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 24.20 0.13 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 24.25 0.12 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 24.30 0.09 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 24.35 0.08 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 24.40 0.06 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 24.45 0.04 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 • 24.50 0.03 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 24.55 0.02 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 24.60 0.01 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 24.65 0.01 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 24.70 0.00 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 24.75 0.00 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 24.80 0.00 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 24.85 0.00 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 24.90 0.00 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 24.95 0.00 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 25.00 0.00 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 25.05 0.00 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 25.10 0.00 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 25.15 0.00 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 25.20 0.00 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 25.25 0.00 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 25.30 0.00 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 25.35 0.00 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 25.40 0.00 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 25.45 0.00 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 25.50 0.00 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 25.55 0.00 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 25.60 0.00 880.79 0.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.16 25.65 0.00 880.79 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 25.70 0.00 880.79 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 • 25.75 0.00 880.79 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 25.80 0.00 880.79 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 25.85 0.00 880.79 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 25.90 0.00 880.79 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 25.95 0.00 880.79 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 26.00 0.00 880.79 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 26.05 0.00 880.79 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 26.10 0.00 880.79 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 26.15 0.00 880.78 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 26.20 0.00 880.78 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 26.25 0.00 880.78 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 26.30 0.00 880.78 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 26.35 0.00 880.78 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 26.40 0.00 880.78 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 26.45 0.00 880.78 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 26.50 0.00 880.78 0.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.15 Continues on next page... J • Wetland-A(RT) Page 5 Hydrograph Discharge Table Time Inflow Elevation NO cfs ft 26.55 0.00 880.78 26.60 0.00 880.78 26.65 0.00 880.78 26.70 0.00 880.78 26.75 0.00 880.78 26.80 0.00 880.78 26.85 0.00 880.78 End L Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.15 ----- ----- ---- 0.15 ----- ----- ---- 0.15 ----- ----- ----- ---- ----- ----- ---------- 0.15 0.15 ----- ----- ----- ---- ----- ----- ---------- 0.15 0.15 ----- ----- ----- ---- ----- ----- ---------- 0.15 0.15 ----- ----- ----- ---- ----- ----- ---------- 0.15 0.15 ----- ----- ---- • Hyd. No. 13 - Combine -10 Yr - Qp = 6.80 cfs - Wetland-C(TI) 6 - 6 4 2 0 0.0 4.5 9.1 13.6 18.1 22.7 27.2 31.7 36.3 40.8 41E Time (hrs) Hyd. 6 Hyd. 7 Hyd. 12 j Hyd. 13 1.3 0 • Reservoir Report Page 1 Reservoir No. 5 - wetland -a Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (acft) Total storage (acft) 0.00 880.60 109,000 0.000 0.000 1.00 981.60 109,000 2.502 2.502 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 12.0 0.0 0.0 0.0 Crest Len ft = 0.00 0.00 0.00 0.00 Span in = 12.0 0.0 0.0 0.0 Crest El. It = 0.00 0.00 0.00 0.00 • No. Barrels = 1 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00 Invert El. ft = 880.60 0.00 0.00 0.00 Weir Type = -- --- -- - Length ft = 90.0 0.0 0.0 0.0 Multi -Stage = No No No No Slope % = 2.89 0.00 0.00 0.00 N-Value = .013 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multi -Stage = Iva No No No Exfiltration Rate = 0.00 irJhr/sqft Tailwater Elev. = 0.00 ft Stage /Storage /Discharge Table Nd "ou1Me5 hew been awnM under rt a a Vol,can Stage Storage Elevation CIv A Civ B CIv C CIv D Wr A W r B Wr C Wr D Exfil Total ft acft ft cfs cfs efs cfs cfs cfs cfs cis cfs cis 0.00 0.000 880.60 0.00 --- --- -- --- -- --- --- --- 0.00 1.00 2.502 881.60 2.67 --- --- -- --_ --- -_- --- --- 2.67 Ll 0 • r • Hydrograph Report Page Hydraflow Hydrographs by Intelisolve Hyd. No. 13 Wetland-C(TI) Hydrograph type = Combine Peak discharge = 6.80 cfs Storm frequency = 10 yrs Time interval = 3 min Inflow hyds. = 6, 7, 12 Hydrograph Volume = 1.026 acfl Hydrograph Discharge Table Time Hyd. 6 + Hyd. 7 + Hyd. 12 = Outflow (hrs) (cfs) (cfs) (cfs) (cfs) 12.10 4.14 2.44 0.02 6.59 12.15 4.19 << 2.59 << 0.02 6.80 << 12.20 3.88 2.58 0.02 6.49 ...End • Hyd. No. 14 - Reservoir -10 Yr - Op = 0.34 cfs - Wetland-C(RT) Ei • C L C )_0 7.2 14.4 21.6 28.8 36.0 43.2 50.4 57.6 64.8 71 Time (hrs) ® Hyd. 13 Hyd. 14 Mi 7 • Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 14 Wetland-C(RT) Hydrograph type = Reservoir Peak discharge = 0.34 cfs Storm frequency = 10 yrs Time interval = 3 min Inflow hyd. No. = 13 Reservoir name = wetland-c Max. Elevation = 878.27 ft Max. Storage = 0.432 acft Storage Indication method used. Outflow hydrograph volume = 0.856 acff Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 15.65 0.47 878.25 0.31 ----- ----- ----- ----- ----- ----- ----- ----- 0.31 15.70 0.47 878.26 0.31 ----- ----- ----- ----- ----- ----- ----- ----- 0.31 15.75 0.47 878.26 0.31 ----- ----- ----- ----- ----- ----- ----- ----- 0.31 15.80 0.46 878.26 0.31 ----- ----- ----- ----- ----- ----- ----- ----- 0.31 15.85 0.46 878.26 0.31 ----- ----- ----- ----- ----- ----- ----- ----- 0.31 15.90 0.46 878.26 0.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.32 15.95 0.45 878.26 0.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.32 16.00 0.45 878.26 0.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.32 16.05 0.45 878.26 0.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.32 16.10 0.44 878.26 0.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.32 16.15 0.44 878.26 0.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.32 16.20 0.44 878.26 0.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.32 16.25 0.43 878.26 0.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.32 16.30 0.43 878.26 0.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.32 16.35 0.43 878.26 0.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.32 16.40 0.43 878.26 0.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.32 16.45 0.43 878.26 0.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.32 16.50 0.42 878.26 0.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.32 16.55 0.42 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 16.60 0.42 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 16.65 0.42 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 16.70 0.42 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 • 16.75 0.42 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 16.80 0.42 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 16.85 0.42 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 16.90 0.42 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 16.95 0.41 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 17.00 0.41 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 17.05 0.41 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 17.10 0.41 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 17.15 0.41 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 17.20 0.41 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 17.25 0.41 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 17.30 0.41 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 17.35 0.41 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 17.40 0.40 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 17.45 0.40 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 17.50 0.40 878.26 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 Continues on next page... 0 • Wetland-C(RT) Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cis ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 17.55 0.40 878.26 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 17.60 0.40 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 17.65 0.40 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 17.70 0.40 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 17.75 0.40 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 17.80 0.39 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 17.85 0.39 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 17.90 0.39 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 17.95 0.39 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 18.00 0.39 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 • 18.05 0.39 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 18.10 0.39 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 18.15 0.39 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 18.20 0.39 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 18.25 0.38 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 18.30 0.38 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 18.35 0.38 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 18.40 0.38 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 18.45 0.38 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 18.50 0.38 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 18.55 0.38 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 18.60 0.37 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 18.65 0.37 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 18.70 0.37 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 18.75 0.37 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 18.80 0.37 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 18.85 0.37 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 18.90 0.37 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 18.95 0.37 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 19.00 0.36 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 19.05 0.36 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 19.10 0.36 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 19.15 0.36 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 19.20 0.36 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 • 19.25 0.36 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 19.30 0.36 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 19.35 0.35 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 19.40 0.35 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 19.45 0.35 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 19.50 0.35 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 19.55 0.35 878.27 << 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 19.60 0.35 878.27 << 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 19.65 0.35 878.27 << 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 19.70 0.35 878.27 << 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 19.75 0.34 878.27 << 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 << 19.80 0.34 878.27 << 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 19.85 0.34 878.27 << 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 19.90 0.34 878.27 << 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 19.95 0.34 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 20.00 0.34 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 20.05 0.34 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 • Continues on next page... r� U Wetland-C(RT) Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 20.10 0.33 878.27 0.34 -- - - - -- - 0.34 20.15 0.33 878.27 0.34 --- - - __ _ ____ 0.34 20.20 0.33 878.27 0.34 ---- --- - ---- ----- ---- - -- 0.34 20.25 0.33 878.27 0.34 ----- ---- - ----- ----- ----- - - 0.34 20.30 0.33 878.27 0.34 ----- ----- --- ----- ----- --- - -- 0.34 20.35 0.33 878.27 0.34 ---- ----- --- ----- ----- -- - - 0.34 20.40 0.33 878.27 0.34 ----- ----- --- -- -- - - 0.34 20.45 0.33 878.27 0.34 ----- ----- ---- ----- -__ --- -- - 0.34 20.50 0.33 878.27 0.34 ----- ----- ----- ----- ----- ----- --- ----- 0.34 20.55 0.33 878.27 0.34 ----- ----- ----- ----- ----- ----- ---- ----- 0.34 20.60 0.33 878.27 0.34 ---- ----- ----- ----- ----- ----- ----- ----- 0.34 20.65 0.33 878.27 0.34 ----- --- ----- ---- --- --- - ----- 0.34 20.70 0.33 878.27 0.34 ----- ----- ----- ----- ---- ----- ----- ----- 0.34 20.75 0.33 878.27 0.34 ----- ----- ---- ----- ---- ----- ----- ----- 0.34 20.80 0.33 878.27 0.34 ----- ----- ---- ----- ----- ----- ----- ----- 0.34 20.85 0.33 878.27 0.34 ----- ----- ---- ----- ---- ----- ----- ----- 0.34 20.90 0.33 878.27 0.34 ---- ---- ----- ----- ----- ----- ----- -- 0.34 20.95 0.33 878.27 0.34 ----- --- ---- ----- ----- ----- ----- ----- 0.34 21.00 0.32 878.27 0.34 ---- --- ---- ----- ----- ---- --- ----- 0.34 21.05 0.32 878.27 0.34 ---- --- ---- -- ----- ----- - -- 0.34 21.10 0.32 878.27 0.34 --- - ----- ---- ----- ----- - -- 0.34 21.15 0.32 878.27 0.34 ---- ----- ----- ----- ---- ----- - -- 0.34 21.20 0.32 878.27 0.34 -- --- -- ___ - __ __ 0.34 21.25 0.32 878.27 0.34 ----- ---- -- ---- --- - -- 0.34 21.30 0.32 878.27 0.34 ---- --- --- ----- -- ---- -- 0.34 21.35 0.32 878.27 0.34 ----- --- --- ---- ---- -- - - 0.34 21.40 0.32 878.27 0.34 ----- ----- -- -- --- ----- --- 0.34 21.45 0.32 878.27 0.34 -- ---- --- ---- --- -- 0.34 21.50 0.32 878.27 0.34 - -- -- ----- ----- ----- --- -- 0.34 21.55 0.32 878.27 0.34 - -- __ ___ -__ __ ___ __ 0.34 21.60 0.32 878.27 0.34 - -- -- -- --- -- --- -- 0.34 21.65 0.32 878.27 0.34 ---- -_ -- -- - -__ _- 0.34 21.70 0.32 878.27 0.34 --- - -- ----- __ _- _--- 0.34 21.75 0.32 878.27 0.34 ---- ----- ----- ----- -- -- --- ----- 0.34 21.80 0.32 878.27 0.34 ---- --- ---- ----- -- ---- ----- 0.34 21.85 0.32 878.27 0.34 ----- ---- ----- ----- ---- ----- .--- ----- 0.34 21.90 0.32 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 21.95 0.32 878.27 0.34 ---- ----- ----- ----- ---- ----- ----- ----- 0.34 22.00 0.32 878.27 0.34 ----- ----- ----- ----- ---- ----- ----- ----- 0.34 22.05 0.32 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 22.10 0.32 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- _-- 0.34 22.15 0.32 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- - 0.34 22.20 0.32 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 22.25 0.32 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 22.30 0.32 878.27 0.34 ----- ----- ----- ---- ----- ----- ----- -- 0.34 22.35 0.32 878.27 0.34 ----- ----- ----- ----- ----- ---- ----- - 0.34 22.40 0.32 878.27 0.34 ----- ----- ----- ----- -- -- - 0.34 22.45 0.32 878.27 0.34 ----- ----- ----- _ __- -- 0.34 22.50 0.32 878.27 0.34 ----- ----- --- ---- -- --- --- -- 0.34 22.55 0.32 878.27 0.34 ----- ----- -- -- -- -- 0.34 22.60 0.32 878.27 0.34 --- --- - ---- -- -- 0.34 n Continues on neat page... • Wetland-C(RT) Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 22.65 0.32 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 22.70 0.32 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 22.75 0.32 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 22.80 0.32 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 22.85 0.32 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 22.90 0.32 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 22.95 0.32 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 23.00 0.32 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 23.05 0.32 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 23.10 0.31 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 23.15 0.31 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 23.20 0.31 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 23.25 0.31 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 23.30 0.31 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 23.35 0.31 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 23.40 0.31 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 23.45 0.31 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 23.50 0.31 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 23.55 0.31 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 23.60 0.31 878.27 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 23.65 0.31 878.26 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 23.70 0.31 878.26 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 23.75 0.31 878.26 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.34 23.80 0.31 878.26 0.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 23.85 0.31 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 23.90 0.31 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 23.95 0.31 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 24.00 0.31 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 24.05 0.31 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 24.10 0.30 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 24.15 0.29 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 24.20 0.27 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 24.25 0.25 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 24.30 0.23 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 24.35 0.21 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 24.40 0.20 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 24.45 0.19 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 24.50 0.18 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 24.55 0.17 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 24.60 0.17 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 24.65 0.16 878.26 0.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.33 24.70 0.16 878.26 0.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.32 24.75 0.16 878.26 0.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.32 24.80 0.16 878.26 0.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.32 24.85 0.16 878.26 0.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.32 24.90 0.16 878.26 0.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.32 24.95 0.16 878.26 0.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.32 25.00 0.16 878.26 0.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.32 25.05 0.16 878.26 0.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.32 25.10 0.16 878.26 0.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.32 25.15 0.16 878.26 0.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.32 r, u Continues on next page... • Wetland-C(RT) Page 5 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs it cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 25.20 0.16 878.26 0.31 ----- ----- ----- ----- ----- ----- ----- ----- 0.31 25.25 0.16 878.26 0.31 ----- ----- ----- ----- ----- ----- ----- ----- 0.31 25.30 0.16 878.26 0.31 ----- ----- ----- ----- ----- ----- ----- ----- 0.31 25.35 0.16 878.26 0.31 ----- ----- ----- ----- ----- ----- ----- ----- 0.31 25.40 0.16 878.25 0.31 ----- ----- ----- ----- ----- ----- ----- ----- 0.31 End • 0 • fiI • 15 - Combine -10 Yr - Op =17.53 cfs - Outlet West 5 5 0 0.0 14.4 43.2 56.4 57.6 64.8 71 7.9 246 28.8 36.0 Time (hrs) / Hyd. 5 / Hyd. 9 Hyd. 1 Y Hyd. 14 Hyd. 15 L • • Reservoir Report J • Page 1 Reservoir No. 4 - wetland-c Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (acft) Total storage (acft) 0.00 878.00 69,235 0.000 0.000 0.50 878.50 71,050 0.805 0.805 Culvert / Orifice Structures [A] [B] [C] Rise in = 15.0 0.0 0.0 Span in = 15.0 0.0 0.0 No. Barrels = 1 0 0 Invert El. ft = 878.00 0.00 0.00 Length ft = 50.0 0.0 0.0 Slope % = 1.00 0.00 0.00 N-Value = .013 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 Multi -Stage = n/a No No Stage / Storage / Discharge Table Stage Storage Elevation CIv A ft acft ft cfs 0.00 0.000 878.00 0.00 0.50 0.805 878.50 1.10 Weir Structures [D] [A] [B] [C] [D] 0.0 Crest Len ft = 0.00 0.00 0.00 0.00 0.0 Crest El. ft = 0.00 0.00 0.00 0.00 0 Weir Coeff. = 0.00 0.00 0.00 0.00 0.00 Weir Type = -- -- -- -- 0.0 Multi -Stage = No No No No 0.00 .000 0.00 No Exfiltration Rate = 0.00 irJhr/sgft Tailwater Elev. = 0.00 It Nate: An ouNovs Aare heel ar.*Ze unEer Ytlet a outlet ae,td Ch,B CIvC CivD WrA WrB WrC WrD Exfil Total cfs cfs cfs cfs cts cfs cfs cfs ets -- --- --- --- --- -- --- -- 0.00 --- --- --- --- -- --- -- --- 1.10 L • j Hydrograph Report Hyd. No. 15 Outlet West Hydrograph type = Combine Storm frequency = 10 yrs Inflow hyds. = 5, 9, 11, 14 Hydrograph Discharge Table Time Hyd. 5 + Hyd. 9 + (hrs) (cfs) (cfs) 12.05 0.20 15.54 12.10 0.28 16.03 << 12.15 0.37 14.73 End Hyd. 11 + Hyd. 14 = (cfs) (cfs) 1.38 << 0.02 1.19 0.03 0.92 0.04 Page 1 Hydraflow Hydrographs by Intelisolve Peak discharge Time interval = 17.53 cfs = 3 min Hydrograph Volume = 5.766 acft Outflow (cfs) 17.14 17.53 << 16.07 :l Hyd. No. 16 - Combine -10 Yr - Qp = 33.53 cfs - Total Site Discharge 4C 3( 1( ' 1 i 0 0.0 F r, 11 g 14 Q 9� R 94 9 'IQ 5 45.1 50.8 5E Time (hrs) / Hyd. 10 Hyd. 15 Hyd. 16 ICI • r, • Hydrograph Report Hyd. No. 16 Total Site Discharge Hydrograph type = Combine Storm frequency = 10 yrs Inflow hyds. = 10, 15 Hydrograph Discharge Table Time Hyd. 10 + Hyd. 15 = (hrs) (cfs) (cfs) 12.00 18.75 << 14.78 12.05 13.82 17.14 ... End Page 1 Hydraflow Hydrographs by Intelisolve Peak discharge = 33.53 cfs Time interval = 3 min Hydrograph Volume = 6.766 acft Outflow (cfs) 33.53 << 30.96 Stormwater Quality and Quantity Management Report Settlers West - Proposed Single Family Residential Development Eden Prairie and Chanhassen, Minnesota 100-YEAR STORM PRE -DEVELOPMENT HYDROLOGICAL ANALYSIS Hydrograph Summary Report Page 1 Hyd. No, Hydrograph type (origin) Peak flow (Ms) Time interval (min) Time to peak (min) Volume (tuft) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cuft) Hydrograph description 1 SCS Runoff 33.22 6 738 170,820 ---- ----- ------ EX. WSHED-1 2 SCS Runoff 35.53 6 738 182,696 ____ ------ EX. WSHED-2 3 SCS Runoff 14.63 6 732 61,120 --- ------ -- EX. WSHED-3 4 SCS Runoff 35.00 6 720 111,278 --- ----- ---- EX. WSHED-4 5 Combine 104.06 6 732 525,914 1, 2, 3, 4 --- ---- Total Site Runoff Proj. file: existing storm 011601 p eturn Period: 100 yr Run date: 01-15-2004 Hyd. No. 1 - SCS Runoff - 100 Yr - Op = 33.22 cfs - EX. WSHED-1 40 3 w 0 Ci 2 10 0 0.0 2.5 4.9 7.4 9.8 12.3 14.8 17.2 19.7 22.1 24.6 Time (hrs) / Hyd. 1 Hyd. No. 2 - SCS Runoff - 100 Yr - Qp = 35.53 cfs - EX. WSHED-2 40 3 w U ci 20 10 0 0.0 2.5 4.9 7.4 9.8 Li 2.3 14.8 17.2 19.7 22.1 24.6 Time (hrs) / Hyd. 2 Ll :7 Hyd. No. 3 - SCS Runoff -100 Yr - Qp =14.63 cfs - EX. WSHED-3 15 1 w a 0.0 2.4 4.9 7.3 9.8 12.2 14.6 17.1 19.5 22.0 24.4 Time (hrs) / Hyd. 3 0 5 0 Tw. G Hyd. No. 4 - SCS Runoff -100 Yr - Qp = 35.00 ds - EX. WSHED-4 Time (hrs) / Hyd. 4 • :7 Hyd. No. 5 - Combine -100 Yr - Qp =104.06 cfs - Total Site Runoff 15 100 w u CY 50 0 0.0 2.5 4.9 7.4 9.8 12.3 14.7 17.2 19.6 22.1 24.5 Time (hrs) / Hyd. 1 / Hyd. 2 / Hyd. 3 / Hyd. 4 / Hyd. 5 TR55 Tc Worksheet Page 1 Hydraflow Hydrographs by Intelisoive Hyd. No. 1 EX. WSHED-1 Storm frequency = 100 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 300.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 3.0 % TravelTime ........................................ = 31.8 min Shallow Concentrated Flow Flow length = 215 It Watercourse slope = 4.2 % Surface description = Unpaved Average velocity = 3.31 fUs TravelTime ........................................ = 1.1 min Channel Flow Cross section flow area = 0.0 sqft Wetted perimeter = 0.0 It Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 fUs Flow length = 0.0 ft TravelTime ........................................ = min Total Travel Time, Tc ........................ = 32.9 min Hydrograph Report Hyd. No. 1 EX. WSHED-1 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 18.70 ac = 0.0 % = TR55 = 6.00 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 12.00 19.01 12.10 26.56 12.20 32.34 12.30 33.22 << 12.40 30.07 12.50 26.37 12.60 22.17 12.70 17.67 ... End • Page 1 Hydraflow Hydrographs by Intelisolve Peak discharge = 33.22 cfs Time interval = 6 min Curve number = 66 Hydraulic length = 0 ft Time of conc. (Tc) = 32.9 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 170,820 cuff • TR55 Tc Worksheet Hyd. No. 2 EX. WSHED-2 Storm frequency = 100 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 300.0 It Two-year 24-hr precip. = 2.70 in Land slope = 5.0 % Travel Time ........................................ = 25.9 min Shallow Concentrated Flow Flow length = 1115 ft Watercourse slope = 8.0 % Surface description = Unpaved Average velocity = 4.56 Ws Travel Time ........................................ Channel Flow Cross section flow area = 0.0 sqft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 ft/s Flow length = 0.0 It TravelTime ........................................ Total Travel Time, Tc ....................... '7 = 4.1 min = min = 30.0 min Page 1 Hydraflow Hydrographs by Intelisolve • Hydrograph Report Page 1 J Hyd. No. 2 EX. WSHED-2 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 20.00 ac = 0.0 % = TR55 = 6.00 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 12.00 20.33 12.10 28.40 12.20 34.59 12.30 35.53 << 12.40 32.17 12.50 28.20 12.60 23.71 12.70 18.90 ...End Hydraflow Hydrographs by IntelisoNe Peak discharge = 35.53 cfs Time interval = 6 min Curve number = 66 Hydraulic length = 0 ft Time of conc. (Tc) = 30 min Distribution = Type II Shape factor = 484 Hydrograph volume = 182,696 cuff 7 • TR55 Tc Worksheet Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 3 EX. WSHED-3 Storm frequency = 100 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 300.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 5.0 % TravelTime ........................................ = 25.9 min Shallow Concentrated Flow Flow length = 300 ft Watercourse slope = 28.0 % Surface description = Unpaved Average velocity = 8.54 ft/s TravelTime ........................................ = 0.6 min Channel Flow Cross section flow area = 0.0 sqft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 ft/s Flow length = 0.0 ft Travel Time ........................................ = min Total Travel Time, Tc ........................ = 26.5 min • C7 Hydrograph Report Hyd. No. 3 EX. WSHED-3 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 6.90 ac = 0.0 % = TR55 = 6.00 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 12.00 10.96 12.10 14.41 12.20 14.63 << 12.30 12.22 12.40 9.57 ... End Page 1 Hydraflow Hydrographs by Intelisolve Peak discharge = 14.63 cfs Time interval = 6 min Curve number = 66 Hydraulic length = 0 ft Time of conc. (Tc) = 26.5 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 61,120 cult 0 • TR55 Tc Worksheet Page 1 Hyd. No. 4 EX. WSHED-4 Storm frequency = 100 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 300.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 18.0 % Travel Time ........................................ = 15.5 min Shallow Concentrated Flow Flow length = 515 ft Watercourse slope = 9.9 % Surface description = Unpaved Average velocity = 5.08 ft/s TravelTime ........................................ = 1.7 min Channel Flow Cross section flow area = 0.0 sqft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 fUs Flow length = 0.0 ft TravelTime ........................................ = min Total Travel Time, Tc ........................ = 17.2 min • HydraFlow Hydrographs by Intelisolve 0 • 0 • Hydrograph Report Hyd. No. 4 EX. WSHED-4 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 13.40 ac = 0.0 % = TR55 = 6.00 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 11.90 21.75 12.00 35.00 << 12.10 34.09 12.20 22.50 ... End Page 1 Hydraflow Hydrographs by Intelisolve Peak discharge = 35.00 cfs Time interval = 6 min Curve number = 66 Hydraulic length = 0 ft Time of conc. (Tc) = 17.2 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 111278 curt • Hydrograph Report • • Hyd. No. 5 Total Site Runoff Hydrograph type = Combine Storm frequency = 100 yrs Inflow hyds. = 1, 2, 3, 4 Hydrograph Discharge Table Time Hyd. 1 + Hyd. 2 + Hyd. 3 + Hyd. 4 = (hrs) (cfs) (cfs) (cfs) (cfs) 12.00 19.01 20.33 10.96 35.00 << 12.10 26.56 28.40 14.41 34.09 12.20 32.34 34.59 14.63 << 22.50 12.30 33.22 << 35.53 << 12.22 12.21 12.40 30.07 32.17 9.57 7.09 12.50 26.37 28.20 6.84 6.10 12.60 22.17 23.71 4.40 5.16 ...End Page 1 Hydraflow Hydrographs by Intelisolve Peak discharge = 104.06 cfs Time interval = 6 min Hydrograph Volume = 525,914 cuft Outflow (cfs) 85.30 103.46 104.06 << 93.19 78.90 67.51 55.43 J Stormwater Quality and Quantity Management Report Settlers West - Proposed Single Family Residential Development Eden Prairie and Chanhassen, Minnesota 10-YEAR STORM PRE -DEVELOPMENT HYDROLOGICAL ANALYSIS Hydrograph Summary Report Page 1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (cult) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cuff) Hydrograph description 1 SCS Runoff 15.30 6 738 84,520 ----- EX. WSHED-1 2 SCS Runoff 16.36 6 738 90,396 - EX. WSHED-2 3 SCS Runoff 6.83 6 732 30,242 EX. WSHED-3 4 SCS Runoff 16.37 6 726 55,059 - EX. WSHED-4 5 Combine 47.88 6 732 260217 1, 2, 3, 4 ----- -- -- Total Site Runoff Proj. file: existing storm 011603. pyReturn Period: 10 yr Run date: 01-15-2004 Hyd. No.1 - SCS Runoff -10 Yr - Qp =15.30 cfs - EX. WSHED-1 19 Hyd. No. 2 - SCS Runoff - 10 Yr - Qp = 16.36 cfs - EX. WSHED-2 2 15 � 10 5 0 0.0 2.5 4.9 7.4 9.8 12.3 14.8 17.2 19.7 22.1 24.6 Time (hrs) / Hyd. 2 :7 N V 0 17 Hyd. No. 3 - SCS Runoff -10 Yr - Op = 6.83 cfs - EX. WSHED-3 8 6 4 2 0 n n n . r.0 a.0 1Z.Z 14.b 11.1 19.5 22.0 Time (hrs) / Hyd. 3 24.4 • 7 Hyd. No. 4 - SCS Runoff - 10 Yr - Qp = 16.37 cfs - EX. WSHED-4 2 15 w 0 pr 1 5 0 0.0 2.4 4.8 7.3 9.7 12.1 14.5 16.9 19.4 21.8 24.2 Time (hrs) J* Hyd. 4 Hyd. No. 5 - Combine - 10 Yr - Qp = 47.88 cfs - Total Site Runoff 50 40 30 u <i 20 10 0 0.0 2.5 4.9 7.4 9.8 12.3 14.8 17.2 19.7 22.1 24.6 rime (hrs) / Hyd. 1 / Hyd. 2 / Hyd. 3 / Hyd. 4 / Hyd. 5 TR55 Tc Worksheet Hyd. No. 1 EX. WSHED-1 Storm frequency = 10 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 300.0 it Two-year 24-hr precip. = 2.70 in Land slope = 3.0 % Travel Time ........................................ = 31.8 min Shallow Concentrated Flow Flow length = 215 ft Watercourse slope = 4.2 % Surface description = Unpaved Average velocity = 3.31 ft/s Travel Time ........................................ = 1.1 min Channel Flow Cross section flow area = 0.0 sqft Wetted perimeter = 0.0 it Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 ft/s Flow length = 0.0 it TravelTime ........................................ = min Total Travel Time, Tc ........................ = 32.9 min • Page 1 Hydraflow Hydrographs by INelisolve • • • Hydrograph Report Hyd. No. 1 EX. WSHED-1 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 18.70 ac = 0.0 % = TR55 = 4.20 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 12.10 11.30 12.20 14.42 12.30 15.30 << 12.40 14.12 12.50 12.63 12.60 10.86 12.70 8.88 ...End Page 1 Hydraflow Hydrographs by Intelisolve Peak discharge = 15.30 cfs Time interval = 6 min Curve number = 66 Hydraulic length = 0 ft Time of conc. (Tc) = 32.9 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 84,520 cull • TR55 Tc Worksheet Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 2 EX. WSHED-2 Storm frequency = 10 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 300.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 5.0 % Travel Time ........................................ = 25.9 min Shallow Concentrated Flow Flow length = 1115 It Watercourse slope = 8.0 % Surface description = Unpaved Average velocity = 4.56 ft/s TravelTime ........................................ = 4.1 min Channel Flow Cross section flow area = 0.0 sgft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 ft/s Flow length = 0.0 ft TravelTime ........................................ = min Total Travel Time, Tc ........................ = 30.0 min :I Hydrograph Report Hyd. No. 2 EX. WSHED-2 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 20.00 ac = 0.0 % = TR55 = 4.20 in = 24 hrs Page 1 Hydraflow Hydrographs by Intelisolve Peak discharge = 16.36 cfs Time interval = 6 min Curve number = 66 Hydraulic length = 0 ft Time of conc. (Tc) = 30 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 90,396 cuff Hydrograph Discharge Table Time — Outflow (hrs cfs) 12.10 12.09 12.20 15.43 12.30 16.36 << 12.40 15.11 12.50 13.51 12.60 11.62 12.70 9.49 ...End TR55 Tc Worksheet Page 1 Hydraflow Hydrographs by IntelisoNe Hyd. No. 3 EX. WSHED-3 Storm frequency = 10 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 300.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 5.0 % TravelTime ........................................ = 25.9 min Shallow Concentrated Flow Flow length = 300 ft Watercourse slope = 28.0 % Surface description = Unpaved Average velocity = 8.54 ft/s TravelTime ........................................ = 0.6 min Channel Flow Cross section flow area = 0.0 sgft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 fUs Flow length = 0.0 ft TravelTime ........................................ = min Total Travel Time, Tc ........................ = 26.5 min • Hydrograph Report Hyd. No. 3 EX. WSHED-3 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration LI Page 1 Hydraflow Hydrographs by Intelisolve = SCS Runoff Peak discharge = 6.83 cfs = 10 yrs Time interval = 6 min = 6.90 ac Curve number = 66 = 0.0 % Hydraulic length = 0 ft = TR55 Time of conc. (Tc) = 26.5 min = 4.20 in Distribution = Type II = 24 hrs Shape factor = 484 Hydrograph Discharge Table Time — Outflow (hrs cfs) 12.00 4.61 12.10 6.46 12.20 6.83 << 12.30 5.85 12.40 4.72 12.50 3.48 ... End Hydrograph Volume = 30242 cutt 0 • TR55 Tc Worksheet Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 4 EX. WSHED-4 Storm frequency = 10 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 300.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 18.0 % Travel Time ........................................ = 15.5 min Shallow Concentrated Flow Flow length = 515 ft Watercourse slope = 9.9 % Surface description = Unpaved Average velocity = 5.08 Ws TravelTime ........................................ = 1.7 min Channel Flow Cross section flow area = 0.0 sqft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 ft/s Flow length = 0.0 ft TravelTime ........................................ = min Total Travel Time, Tc ........................ = 17.2 min Hydrograph Report Hyd. No. 4 EX. WSHED-4 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration • = SCS Runoff = 10 yrs = 13.40 ac = 0.0 % = TR55 = 4.20 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 11.90 8.82 12.00 15.87 12.10 16.37 << 12.20 11.20 ... End :] Page 1 Hydraflow Hydrographs by Intelisolve Peak discharge = 16.37 cfs Time interval = 6 min Curve number = 66 Hydraulic length = 0 ft Time of conc. (Tc) = 17.2 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 55,059 cuft 0 :] • 7 Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 5 Total Site Runoff Hydrograph type = Combine Peak discharge = 47.88 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyds. = 1, 2, 3, 4 Hydrograph Volume = 260,217 cult Hydrograph Discharge Table Time Hyd. 1 + Hyd. 2 + Hyd. 3 + Hyd. 4 = Outflow (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) 12.00 7.57 8.09 4.61 15.87 36.14 12.10 11.30 12.09 6.46 16.37 << 46.21 12.20 14.42 15.43 6.83 << 11.20 47.88 << 12.30 15.30 << 16.36 << 5.85 6.33 43.85 12.40 14.12 15.11 4.72 3.76 37.71 12.50 12.63 13.51 3.48 3.26 32.88 12.60 10.86 11.62 2.31 2.77 27.55 ... End L Stormwater Quality and Quantity Management Report Settlers West - Proposed Single Family Residential Development Eden Prairie and Chanhassen, Minnesota DRAINAGE MAPS 'H, Q s,C�F9S PLP��4 March 24, 2004 SATHRE - BERGQUIST, INC. 150 SOUTH BROADWAY (952) 476-6000 Kate Aanenson, Director of Planning City of Chanhassen 690 City Center Drive P.O. Box 147 Chanhassen, MN 55317 RE: Settlers West — Preliminary Plan Submittal Dear Ms. Aanenson, WAYZATA, MN 55391 FAX (952) 476-0104 RECEIVE: MAR 2 6 2004 CRY OF CHANHASSF#,1 The following numbered responses correlate to the February 17, 2004 Planning Commission Summary. In my follow up with the different departments, I got the impression that there were still some issues on the table that need to be worked out between staff. I believe you'll find that we've made a concerted effort to incorporate all of the concerns that staff identified in the project review. With that said, I hope that staff will find the items listed below helpful in both understanding our design intent and determining how to proceed with the remaining issues. 1. No contest. 2. Minimum area criteria are being met with this design. 3. Minimum width at setback is proposed with the exception of Lot 24. The inclusion of a trail connection to the Richard T. Anderson Conservation area has caused this. We thought that pushing the house back would eliminate any problems with a reduced lot width, but reviewing the lot widths in lots 22 and 23, we can shift lot lines somewhat and achieve the City's minimum standard. 4. Hennepin County (the primary obstacle in getting approval on access) has since verbally agreed with the proposed improvements to the intersection. 5. No contest. 6. As mentioned in item 3, a trail access has been included to the conservation area. 7. The notes have been revised to reflect the City's standards with the exception of the 60-foot right-of-way. We're seeking leniency on the standard width for right- of-way. The reduced right-of-way benefits the project in several ways: • It allows the houses and rear yard utilities to be pulled in closer to the road and away from sensitive slope areas. • Continuity with Eden Prairie's standard width of 50 ft lends itself to a positive visual impact (i.e. 1/3 of the development does not appear to be closer to the road than the remaining portion of the development). • Provides future residents with more backyard space considering the bluff constraints that impact lot depth. • Provides additional space for rear yard drainage and utility easements for swales and storm sewer in effort to convey storm water to the ponds and away from the bluffs. 8. A 30 ft connection is proposed to connect the two bluff areas. 9. Tree replacement has been recalculated based on an increased base -line canopy area which includes the heavily forested bluffs. As a result, the tree replacement is zero. 10. A minimum of one over story tree is proposed to be planted in the front yard of each lot per City ordinance. 11. No contest. 12. No contest. 13. Should this comment apply to plans dated 1/16/04, or the approved preliminary plans? or the approved final plans? 14. The storm sewer outlet once proposed to traverse several ridge lines has since been revised. The new alignment takes advantage of an existing storm sewer outlet at the bottom of the basin located in the southwest corner of the site. As such, the alignment has been located in such a way as to have minimum impacts on trees. 15. No contest. 16. No contest. 17. No contest. 18. No contest. 19. Mitigation for all wetland impacts are proposed to occur within the Eden Prairie limits of the project. Any remaining replacement requirements will be sought through Public Value Credits via storm water treatment ponds. 20. A wetland buffer of 10 ft in width is proposed for a small section of wetland H that crosses into the project limits and onto lot 52 and 53. We do not propose to seek buffer PVC though the City of Chanhassen. Rather, PVC will be sought through storm water treatment ponds in Chanhassen. No issue is taken with the buffer signage requirement. 21. Preservation of demarcated bluffs meeting the City's ordinance has been given a great deal of thought. The revised plans incorporate many of the thoughts City staff, consultants, and Three Rivers Park have offered up, including: • Reduce the amount of fill near the bluff edge. • Lowering Settlers West Road in some areas. • Remove walk -out style homes for houses located at grade. • Preservation of trees. • Rear yard storm sewer and swale systems. • Piped emergency overflows (EOF's). • Platting of lots entirely outside of bluff limits. With this being said, we believe some slopes in the Outlot F area (formerly Outlot C) may not strictly meet the bluff ordinance definitions. We still propose to be sensitive to these slopes as well as the existing tree stands, and as such, do not propose to grade beyond the demarcated top of slope in this area. But we are seeking some flexibility on the part of the City for allowing grading a portion of Pond 2 within the no -impact zone. The alternatives would force us to either reduce already minimal backyard space from several lots or reduce pond storage volume. We don't believe that taking either course of action would benefit the slopes located along the rail corridor. In fact, with the aid of Braun Intertech, we're investigating the possibility that we are contributing to a safer condition by removing historically unstable soil mass from the edge of the trail corridor and replacing it with less and lighter material (water). With Braun's 2of4 assistance, we're also evaluating options for restoration and/or preservation of the heavily eroded slopes. 22. No contest. 23. The revised plans incorporate the request for a system of swales and storm sewer to collect rear yard drainage and direct it away from the bluff edges. 24. No cross-country storm sewer route is planned in the revised plans. 25. Believing that the intent of incorporating a forebay is to reduce the possibility of short-circuiting treatment efficiency, Pond 3 has its inlet and outlet located at opposite ends thereby eliminating the need for a one. The inlet to Pond-2 has been relocated to a distance further away from the outlet in addition to implementing an in -pond forebay. 26. Two foot sumps are proposed at each street structure located just prior to discharge into the NURP ponds and are shown on the utility plans. 27. No contest. 28. No contest. 29. Erosion control blankets are shown in the grading plans where slopes are 3:1 or greater. 30. No contest. 31. No contest. 32. No contest. 33. The submitted Storm Water Quality and Quantity Report addresses this concern and meets the requirement. 34. Lateral storm sewer design calculations will be submitted as part of final design. 35. No contest. 36. No contest. 37. The City's most recent detail plates have been included as part of the preliminary plans and are located on the Detail Plan. 38. No contest. 39. No contest. 40. A minimum of three feet of freeboard is proposed between the low floor elevation and pond high water levels. 41. No contest. 42. N/A — offsite storm sewer has been eliminated as part of the revised plans. 43. Filling has been reduced throughout the southern portion of the development. 44. We've evaluated various options for collecting storm water runoff within the Eden Prairie parcel however, a number of constraints have hampered our efforts. The mitigation area south of lots 1-5 dictates house elevations (and consequently, road elevations) such that storm water must drain easterly to the low point in Explorer Trail. The grade of the existing Explorer Trail road essentially sets the placement of catch basins and their inverts. And the existing gas main prevents storm water from being piped to the north where the Pond 1 is located. The existing storm water basins in this area flow into Chanhassen via a corrugated metal pipe located in Wetland A near Pioneer Trail and overland through Wetland C as evidenced by both historical photographs dating back to the early 1900's and record plans created as part of recent upgrades to Pioneer Trail. For all the above reasons, we believe that the proposed design illustrates a thoughtful approach to storm water treatment that adequately addresses the engineering challenge although it may not necessarily be the preferred approach. 45. Rear yard berms, swales, and storm sewer are now proposed as part of the design. 46. As discussed previously in our March 3rd meeting with various members of Chanhassen staff, the 150 foot curve radius benefits the project in that it moves 3of4 impervious surfaces (roads, houses, sidewalks, etc...) as well as tree removal as part of grading activities away from the most sensitive bluff area on the project, the deep eroded ravine located on the inside loop of the curve. We propose signage in this area to remedy the staff's safety concerns. It should be noted that having a speed design rated for 30 mph traffic on long dead-end cul-de-sacs is not in the best interest of the future neighborhood. We can provide traffic calming methods though curvilinear horizontal alignments of varying radii, as proposed. 47. A 5 foot sidewalk has been included as part of the revision drawings. 48. No contest. 49. The landscaped island has been removed in the long dead end cul-de-sac as requested. The landscaped island has been retained in the Settlers Court. 50. No contest. 51. No contest. 52. No contest. 53. No contest. 54. No contest. 55. No contest. 56. No contest. 57. No contest. If you have any questions on any of these matters, or need additional information, please feel free to contact me or Bob Payette at (952) 476-6000. Otherwise, we look forward to seeing you on April 20''I 4of4 3��as SUQ` SATHRE-BERGQUIST, INC. 150 South Broadway Wayzata, MN 55391 March 24, 2004 Kate Aanenson, Director of Planning City of Chanhassen 690 City Center Drive P.O. Box 147 Chanhassen, MN 55317 Phone:(952) 476-6000 Fax:(952) 476-0104 www.sathre.com RE: Settlers West — Preliminary Plan Submittal Dear Ms. Kate Aanenson, CITY OF CHANHASSEN RECEIVED MAR 2 4 2004 CHANHASSEN PLANNING DEPT Please accept the submitted plans as part of the Preliminary Plat submittal process for the City of Chanhassen. We've incorporated a great deal of thought and input from both project consultants and the City's staff and feel we have demonstrated much sensitivity to addressing their concerns. As you are probably aware, the one major issue — the access to the county road — has been addressed, and seems to be moving forward finally. The project has certainly proved a challenge with what I'd consider a plethora of minor issues. However, the two most prominent issues that we felt needed to be revisited for Chanhassen staff were bluff protection and tree preservation. That being said, our approach has been to reduce grading activity by lowering the fills in the southern portion of the site. Full basements and look -out style home sites have replaced the previous design where many of the home sites were walk -outs. We tried to match grade with the proposed road profile and the result is less excavation and more tree preservation. In addition, canopy coverage has been recalculated taking into account the trees on the existing slopes. Preserving much of the existing trees stands and trees located within the bluff limits has resulted in no required tree replacement. A minimum of one overstory tree is proposed within the front yard of each lot with additional landscaping proposd in the common areas. As discussed previously in our March 3"' meeting, some slopes in the Outlot F area (formerly Outlot C) may not strictly meet the bluff ordinance definitions. We still propose to be sensitive to these slopes as well as the existing tree stands, and as such, do not propose to grade beyond the demarcated top of slope in this area. We're seeking some flexibility on the part of the City for allowing grading a portion of Pond 2 within the no -impact zone. The alternatives would force us to either reduce already minimal backyard space from several lots or reduce pond storage volume. We don't believe that taking either course of action would benefit the slopes located along the rail corridor. In fact, with the aid of Braun Intertech, we're investigating the possibility that we are contributing to a safer condition by removing historically unstable soil mass from the edge of the trail corridor and replacing it with less and lighter material (water). With Braun's assistance, we're also evaluating options for restoration and/or preservation of the heavily eroded slopes. As a part of our grading contract, the existing trash and debris that has been deposited in the bluff ravines over the past years will be removed and hauled off site. In an effort to reduce the volume of water sheeting over the edge of the bluffs, we provided storm sewer collection points along swales located in the backyards. The ability to do this is more feasible having been given the opportunity to investigate a reduction in right-of-way width. Therefore, a reduced right-of-way from the City standard is proposed and is shown herein as a being 50' in width. The reduction is also proposed in the interest of continuity with Eden Prairie's standard 50 foot right-of-way. By doing so, we were able to pull the grading activities and house locations away from the top of bluff and achieve the required lot areas entirely outside of the bluff limits. A 150' Horizontal curve is proposed south of Pond-2. The sharper radius works best for the site considering the steep ravine located just inside the curve and the steep slopes that traverse the entire western limits of the site. The City's standard is 180 feet for a 30 mph road. It is not our intent to have traffic on an elongated cul-de-sac traveling at such speeds and believe that the tighter radius not only has traffic calming effects but also adds character to movement through this portion of the development. A trail connection both to the county trail corridor defining our western limits, and a proposed mulch trail to the east connecting with the Richard T. Anderson Conservation Area have been added. Both connections are tied together with a 5' concrete sidewalk running along the one side of the street. Our intent is to provide a storm water outlet from pond 2 and 3 sufficiently sized to accommodate a piped emergency overflow (EOF) in the event of a large rain event (12" in 24 HR). We will provide details of the sizing in the final plans. EOF's have been set in areas where piping to a pond is not possible or feasible, and sufficient storage doesn't exist near the low floor opening during significant rain events if the basin becomes plugged. These are all small localized drainage ares. We're proposing a storm water discharge route to tie into an existing 18" steel pipe at the southwest corner of Outlot F. We have consulted with both Three Rivers Park and Hennepin County Rail Authority on just how to proceed with this design. We feel there is opportunity in this design to benefit all parties; For Chanhassen, this approach will save far more trees and be much less invasive towards any sensitive steep slope or bluff areas than the previous design. And for the Rail Authority, we can mitigate an extremely eroded outlet area and provide a more efficient inlet. In a meeting held on March 23 with the staff from the Rail Authority, the design was well received with no objections. The remaing issue deals with maintenance permits between the City of Chanhassen and the Rail Authority. We've flagged a route on -site that shows the desired storm outlet route down the slope and into the bottom basin of Outlot F. We also flagged a separate trail that would enable access to the outlet for servicing purposes. Both the trail and outlet pipe location were selected such that the occurrence of negative impacts to trees would be kept to a minimum. Tree protection fencing will be used in all instances where tree preservation is desired as part of the final design. Lastly, mitigation for Wetland filling is proposed to occur in Eden Prairie with Public Value Credits in both municipalities making up the remainder of the required 2:1 replacement. We will seek PVC's through a combination of treatment ponds and buffer creation. If you have any questions on this matter, or need additional information, please feel free to contact me at (952) 476-6000. 2of2 NThe Pemtom Land Company 7597ANAGRAM DRIVE EDEN PRAIRIE, MINNESOTA 55344 (952) 937-0716 • FAX (952) 937-8635 March 4, 2004 Bob Generous, Senior Planner City of Chanhassen 7700 Market Blvd. P.O. Box 147 Chanhassen, MN 55317 RE: Settlers West Dear Mr. Generous: We agree to a waiver of the 60 day review period for Settlers West until revised plans have been submitted to the city. Sincerely, THE PEMTOM LAND COMPANY Daniel J. Herbst President DJH/idt AECEIVEp MAR 0 5 2004 CITY OF CHANHASSEN SATHRE - BERGQUIST, INC. 150 SOUTH BROADWAY WAYZATA, MN 55391 (952) 476-6000 FAX (952) 476-0104 February 20, 2004 Bob Generous, Senior Planner City of Chanhassen 690 City Center Drive P.O. Box 147 Chanhassen, MN 55317 RE: Settlers West — Bluff Analysis Dear Mr. Bob Generous, AECFIVED FEB 2 2t.�Jd C17YOFCHANHASSEN On Monday, November 17, 2003, yourself along with Lori Haak, had met with me to walk the top of slope of the Settlers West project. The purpose was to provide the City s representatives with a visual reference thru staking provided by Sathre-Bergquist to identify where the top of the bluff edge is located. Further, once approved by the City, we could continue to proceed with a development plan and design that demonstrates sensitivity towards protecting this natural and aesthetic resource. During the preliminary submittal process, we have been pursuing solutions to several issues stemming from wetland mitigation, storm water detention pond location, tree preservation, and potential erosion of the bluff areas (to name a few) posed by the site's inherent constraints. A process that has driven us to evaluate several alternatives, and in doing so, we had come to a conclusion that an area having slopes previously identified as bluffs may not in fact meet the City's bluff ordinance definitions. As such, we have created an exhibit detailing our analysis of the slopes in this area as evidence showing that the area does not meet the bluff ordinance. A determination that this area indeed does not meet the bluff ordinance will allow us more options in addressing some of the engineering and administrative challenges that we face on this project. We would be happy to meet with you to discuss our analysis. If you have any questions on this matter, or need additional information, please feel free to contact me at (952) - 476-6000. c: rile Dan Herbst (Pemtom Land Company) encl: Settlers West Bluff Exhibit City of Chanhassen 7700 Market Boulevard P.O. Box 147 Chanhassen, MN 55317 OF (952) 227-1100 To: The Pemtom Land Company 7597 Anagram Drive Eden Prairie, MN 55344 Ship To: Invoice SALESPERSON DATE TERMS Kim 2/12/04 upon receipt QUANTITY DESCRIPTION UNIT PRICE AMOUNT 43 Property Owners List within 500' of Settlers West (43 names) $3.00 $129.00 SUBTOTAL SHIPPING & HANDLING TOTAL DUE $129.00 Make all checks payable to: City of Chanhassen Please write the following code on your check: Planning Case #04-05. If you have any questions concerning this invoice, call: (952)-227-1107. THANK YOU FOR YOUR BUSINESS! City of Chanhassen Location Map Showing Public Hearing Notification Area Settlers West Planning Case No. 04-05 Ll E BOYD S PETERSON 9860 PIONEER CIR CHANHASSEN MN 55317-8696 CATHERINE SUZANNE LARSON 9841 DEERBROOK DR CHANHASSEN MN 55317-8550 DONALD GERALD BURCHETT 225 PIONEER TRL CHANHASSEN MN 55317-8662 GARY A & PATRICIA B KOCH TRUSTEES OF TRUST 9901 DEERBROOK DR CHANHASSEN MN 55317-8552 HENNEPIN CO REG RR AUTHORITY BRADLEY & REBECCA CHRISTENSEN 9820 DEERBROOK DR CHANHASSEN MN 55317-8549 DAN & VALERIE TESTER 230 FLYING CLOUD DR CHASKA MN 55318-9532 DONALD H III & DIANE M KENNEDY 108 PIONEER TRL CHANHASSEN MN 55317-8659 GAYLE M & RICHARD P VOGEL TRUSTEES OF TRUST 105 PIONEER TRL CHANHASSEN MN 55317-8660 HENNEPIN CO GOVT CENTER JEFFREY B & CAROL G SORUM 300 6TH ST S 9900 DEERBROOK DR SW STREET LEVEL CHANHASSEN MN 55317-8551 MINNEAPOLIS MN 55487-0999 JIMMY M & MARY E ROANE 9981 DEERBROOK DR CHANHASSEN MN 55317-8552 JOHN E & ANN LONSTEIN 9861 DEERBROOK DR CHANHASSEN MN 55317-8550 JON G & SUSAN J WESTERHAUS 9730 MEADOWLARK LN CHANHASSEN MN 55317-8626 MAT -THEW J & CHARLENE M THILL 9610 MEADOWLARK LN CHANHASSEN MN 55317-8694 JOHN & JENNIFER BEUTZ 5624 SHERIDAN AVE S MINNEAPOLIS MN 55410-2616 JOHN J MOTSCHENBACHER & KIMBERLY A MOTSCHENBACHER 9821 DEERBROOK DR CHANHASSEN MN 55317-8550 LOWELL & CLAUDIA CAMPBELL 415 LAKOTA LN CHASKA MN 55318-9457 MICHAEL A BOYLAN 9941 DEERBROOK DR CHANHASSEN MN 55317-8552 CARVER COUNTY CARVER COUNTY GOVT CTR-ADMIN 600 4TH ST E CHASKA MN 55318-2102 DENIS C & MARY E DUKER 9940 DEERBROOK DR CHANHASSEN MN 55317-8551 ELDON L BERKLAND & WENDY NELSON BERKLAND 10 PIONEER TRL CHANHASSEN MN 55317-8627 GERALD F & NANCY G SLOCUM 9920 DEERBROOK DR CHANHASSEN MN 55317-8551 JEFFREY R & BARBARA C MICHELL 9961 DEERBROOK DR CHANHASSEN MN 55317-8552 JOHN B & JANE A PAUL TRUSTEES OF TRUST 9121 SABRE LN WESTMINSTER CA 92683-5521 JOHN M & LINDA J REVIER 9881 DEERBROOK DR CHANHASSEN MN 55317-8550 MARK JAMES DANIELSON 9751 MEADOWLARK LN CHANHASSEN MN 55317-8626 MICHAEL D & MONICA S WISTRAND 9670 MEADOWLARK LN CHANHASSEN MN 55317-8694 MICHAEL J & PATRICIA A CONROY MICHAEL J REILLY & LISA A REILLY MICHAEL ROBERT NELSON 9921 DEERBROOK DR 9701 MEADOWLARK LN 9870 PIONEER CIR CHANHASSEN MN 55317-8552 CHANHASSEN MN 55317-8626 CHANHASSEN MN 55317-8696 rl MICHAEL T & TERESA A MONK 9671 MEADOWLARK LN CHANHASSEN MN 55317-8695 ROBERT J & EMILY J TISCHLEDER 185 PIONEER TRL CHANHASSEN MN 55317-8660 STEVEN F & KATHLEEN M BURKE 9591 MEADOWLARK LN CHANHASSEN MN 55317-8693 THOMAS W & BEATRICE I ZW IERS 9390 267TH ST LAKEVILLE MN 55044-7890 W ILLIAM T & CAROL ANN GRAY 50 PIONEER TRL CHANHASSEN MN 55317-8627 NEIL A KLINGELHUTZ 9731 MEADOWLARK LN CHANHASSEN MN 55317-8626 RUSSELL & YVONNE BARTO 400 LAKOTA LN CHASKA MN 55318-9452 STEVEN J ZUMBUSCH & CHARLOTTE M ZUMBUSCH 9700 MEADOWLARK LN CHANHASSEN MN 55317-8626 TIMOTHY A & DAWNE M ERHART 9611 MEADOWLARK LN CHANHASSEN MN 55317-8695 PAULJTAUNTON 9980 DEERBROOK DR CHANHASSEN MN 55317-8551 STEPHEN M & NICOLE DRAGOS 9960 DEERBROOK DR CHANHASSEN MN 55317-8551 STEVEN JON & ANGELA S SMITH 240 FLYING CLOUD DR CHASKA MN 55318-9532 WILLIAM GRATZ 9851 PIONEER CIR CHANHASSEN MN 55317-8696 DI TAI=H AND RETAIN THIS STATEMENT ♦CHED CHECK IS IN PAYMENT OF ITEMS OESCRIDED THE PEM70M LAND COMPANY iF coww..T PLEASE rvonFY US FRO PR Y. NO RECEIPT D RDYELI WSINESSF RMS 1+R 3280300 Ivnv.E¢Iu�elwmz.wln DELUXE -FORM WVCY-2 V-7 2/18/04 Property owners list fo Settlers West 129.00 Planning Case #04-05 it a� FEB 1 200, CI7 Y ur U6ANHASSEN CITY OF CHANHASSEN 7700 MARKET BLVD • CHANHASSEN MN 5 317 Payee: THE PEMTOM LAND COMPANY Date: 02/19/2004 Time: 12:35pm Receipt Number: DW / 4767 Clerk: DANIELLE GIS LIST ITEM REFERENCE ------------------------------------------- AMOUNT GIS GIS LIST GIS LIST 129.00 Total: --------------- 129.00 Check 5904 129.00 Change: --------------- 0.00 THANK YOU FOR YOUR PAYMENT! RECEIPT CYOF 690 CITY CENTER DRIVE • P.O. BOX 147 CHANMSEN PHONE: (952) 937N 90017 RECEIVED OF '' `" i C,= No. 77358 DATE DESCRIPTION PERMILIC. AMOUNT FUND SOURCE OBd. PROD. - 4b 5- -�j—�L TOTAL AMOUNT�"�� CHECK CASH Cl DEPUTYTREASURER F5�j(l, I 'ITY OF CHANHASSEN -7700 MARKET BLVD HANHASSEN MN 55317 Payee: PEMTOM LAND COMPANY Date: 01/20/2004 Time: 9:24am Receipt Number: EE / 4466 7lerk: BETTY DEV APP FEES ITEM REFERENCE ---------------- DEVAP USE & VARIANCE PLAT RECORDING REZONING WETLAND Total: Check 5861 Change: AMOUNT 1,935.00 400.00 500.00 150.00 --------------- 2,985.00 2,985.00 --------------- 0.00 THANK YOU FOR YOUR PAYMENT! DETAIL W/GL DIST RECEIPT REPORT FROM 00/00/0000 TO 07/30/2004 City of Chanhassen _---------------------------------------------------------------------. Receipt P Drawer Post Date User Name Notes Customer Name -------------------- ______-_-----___-___--__--__-___-___-_-___---___---. 4466 BE 01/20/2004 BETTY DEV APP PEES PEMTOM LAND COMPANY Date: 07/30/04 Time: 10:20am Page: 1 .----------------_------- Change Receipt Total Stat --------- ---- 2,985.00 0.00W Receipt Type: DEVAP Line Amount 2,985.00 GL Note: USE 6 VARIANCE GL Number: 101-0000-3602 Bank Code: CHA Amount: 1,935.00 GL Note: PLAT RECORDING GL Number: 101-0000-3605 Bank Code: CRA Amount: 400.00 GL Note: REZONING GL Number: 101-0000-3603 Bank Code: CRA Amount: 500.00 GL Note: WETLAND GL Number: 720-0000-3328 Bank Code: CHA Amount: 150.00 -------------- Receipt Total 2,985.00 Tender Information: Amount Code Description Reference 2,985.00 R Check 5861 2,985.00 Total Tendered 0.00 Change -------------- 2,985.00 Receipt Total --------------------------------------------------------------- Cash Drawer EE Subtotal: -------------- 2,985.00 Grand Total (excl. voids): -------------- 2,985.00 Message Meuwjssen, Kim Page I of 1 From: Generous, Bob Sent: Tuesday, July 27, 2004 2:00 PM To: Meuwissen, Kim Subject: RE: Settlers West Development Sign... We request that finance issue a $100.00 check to the applicant. Usually, we�y s a copy of the receipt to write the request upon. -----Original Message ----- From: Meuwissen, Kim Sent: Tuesday, July 27, 2004 1:37 PM To: Generous, Bob Subject: Settlers West Development Sign... ...has been turned in to Nikki at Public Works. How do we go about getting them their deposit back? Kim Meuwissen Planning Secretary City of Chanhassen 952-227-1107 7/28/2004 Date: From: ❑ FOR YOUR COMMENTS ❑ FOR YOUR INFORMATION ❑ FOR YOUR APPROVAL ❑ TAKE APPROPRIATE ACTION ❑ CALL ME ❑ SEE ME ❑ NOTE & RETURN ❑ NOTE & FILE ❑ FOR YOUR SIGNATURE J ❑ REPLY & SEND COPY ❑ COMMENTS: _ O Copydght 1969, 1970—Laurel Office Aids, Inc., Bronwills, N.V. 10708 V.W. Elmicke Associates, Inc., Bron.1119, N.V. 10708 Tel. (914) 337-19M • Fax (914) 337-1723 Distributed In Canada solely by V.W. Elmicke Ltd., Peterborough, Ornado Tel. (705) 7434202 • Fax (705) 743-9994 PRINEB IN U9A Form OA-4 The Pemtom Land Company 7597ANAGRAM DRIVE EDEN PRAIRIE, MINNESOTA 55344 (952) 937-0716 • FAX (952) 937-8635 TO: Honorable Mayor, Members of the City Council, Chairperson and Members of the Planning Commission (Board) and Professional Staff CITY OF CHANHASSEN RECEIVED SUBJECT: Settlers West .JAIL 1 6 2004 DATE: January 14, 2004 CHANHASSEN PLANNING DEPT We are pleased to present to you a proposal for a new neighborhood of single family detached custom homes on the existing Moon Valley property. BACKGROUND: The Moon Valley Property, for you history types, was one of the early downhill ski areas developed in the fifties with a rope tow. The rope tow used an old unreliable tractor engine with pulleys made from car tire rims mounted on used telegraph poles. Ask your parents about the telegraph. Subsequent to that, the owners mined the rich gravel prevalent on the Minnesota River Bluff. The mined area of the pit has been and is currently used as a shooting range for rifles, pistols and shotguns. The pit has realized a great deal of erosion through the years and on quiet days or days with southern winds the range noise is an aggravation for all the neighbors. A very unsightly radio transmission tower also exists on the upper plateau of this site. The current owner, subject to approval of the final plat and Developer's Agreement for this site, will discontinue all of the above undesirable uses and will agree to stabilize the mined area of the site. There is believed to be some additional gravel on the western edge of the pit not located in the bluff that once removed will allow the entire area to be graded for future land uses per the Comprehensive Plan of the City of Chanhassen. As a part of the Developer's Agreement the City will approve a grading and drainage plan for the lower plateau area. This plan will provide for the stabilization of the existing mined area including appropriate erosion control and restoration measures as well as a plan to control storm water. THE PROPERTY: The land area consists of approximately 131 acres of which 56 acres are in the upper plateau. 11 acres of this upper area fronting on Pioneer Trail are within the City of Eden Prairie and 45 acres of the upper area are in the City of Chanhassen. This area is guided low -density housing in both Cities. The lower area consisting of approximately 75 acres is guided high -density housing, officelindustrial and commercial. This area has extensive frontage along U. S. Highway 212. The Eastern portion of the site on the upper plateau abuts land in Eden Prairie that includes Settlers Ridge, a residential community of 220 homes, and the lower mined area of the site abuts the beautiful wooded Richard T. Anderson Conservation Area. The shooting range is adjacent to existing Eden Prairie trails within the Conservation Area. The entire west boundary of the site is along the Hennepin County Regional Railway Corridor. Settlers West January 14, 2004 Page 2 PLAN: The proposed plan is to only develop the upper plateau of the site into quality single family lots. The lower area of the site, all located in Chanhassen, would be graded to balance the earthwork and to provide the necessary erosion protection, restoration, and storm water ponding to prevent further unsightly and detrimental erosion from the site as it currently exists. The lower area is proposed to be developed per the Comprehensive Plan at a future date when utilities are available to serve this area. After extensive study by the staffs of both Cities it was determined that the only logical way to develop the upper plateau would be to provide utilities from the City of Eden Prairie via Pioneer Trail and existing water and sewer lines stubbed from Settlers Ridge to the East. To provide utilities now or anytime in the future through the City of Chanhassen would be very, very costly and would do serious damage to the wooded bluff areas of this site. The majority of the land in Chanhassen abutting this site to the West is already developed into large estate type lots with private sewer and water systems. The homeowners in this area may not need or want public utilities from the City of Chanhassen until some unknown time in the future and even at that time it would be extremely difficult to cross the Hennepin County Regional Railway Corridor with these utilities. Upon approval a Joint Powers Agreement will be in place to reimburse the City of Eden Prairie for the utility services to the upper area lots located in Chanhassen Chanhassen will be able to develop the lower area of the Moon Valley Property when utilities are scheduled for that area. Access to the proposed lots in the upper area will be from the North off Pioneer Trail and from the East using the existing dead ended street Explorer Trail built in Settlers Ridge. Due to the existing wooded bluff and nearly 200 feet of elevation difference between the upper and lower parcels no road system is proposed as a connection to the South. Specifically the plan will be to develop lots that will compliment the existing homes to the East in Eden Prairie and to the West and North in Chanhassen. The lots will be designed to accommodate custom homes. Build out of the 61 lots is proposed over a 3-5 year time period depending on market conditions. The entrance off Pioneer Trail "Settlers West Road" will be unique with the enhancement and restoration of existing wetlands located on each side of the current field drive. A pleasant, meandering road will traverse the site southerly terminating with two Cul De Sacs serving several lots with spectacular views overlooking the wooded bluff and the entire Minnesota River Valley. The streets will be public and will be maintained by the respective municipality in which they are geographically located. The future homeowner's children will attend the schools based on the boundaries of existing school districts. Thirteen home sites will be located in the City of Eden Prairie and forty-eight home sites will be located in the City of Chanhassen. Extensive studies have been completed regarding trees, topography, bluffs, utility service, wetlands, and storm water. Through the development review and approval process we will work with both Settlers West January 14, 2004 Page 3 Cities to meet the Cities' goals in all of these areas while providing quality home sites for the future residents. Pemtom's goal is to exceed the expectations of both Cities and create a long-term asset to the surrounding neighbors and community as a whole. We respectfully request your approval of this outstanding new neighborhood. DEVELOPMENT TEAM: The development team will consist of the Pemtom Land Company, Sathre-Bergquist, Inc. and Westwood Professional Services. This is an experienced team with over 100 combined years in the profession of creating high quality neighborhoods throughout the area. DEVELOPER: The Pemtom Land Company has been active in building and developing in the Metropolitan area since 1963. Adjacent neighborhoods created in the vicinity include, Crimson Bay in Chanhassen, Trillium Bay and Eagle Bluff in Minnetrista, Swiss Mountain in Victoria, Wynnfield on Dell Road and Settlers Ridge in Eden Prairie. Other neighborhoods in Eden Prairie include Entrevaux, Kingston Ridge, St. Johns Wood and Normandy Crest. On Lake Minnetonka our neighborhoods include Chimo, McCarthys Woods, Brynmar Place, Carsonwood, and Greenwoods on the Lake. SATHRE-BERGOUIST. INC.: Sathre-Bergquist will prepare plans, surveys, plats, and engineering works. Sathre—Bergquist, Inc. is a Land Surveying and Engineering firm located in Wayzata, Minnesota. Our firm has been providing planning, engineering, and surveying services for commercial and residential development projects for over 25 years in communities throughout the Metropolitan area. Over the years we have designed and worked with our clients to develop numerous sites in both Chanhassen and Eden Prairie. Our goal as designers and engineers is to work with the natural features of sites to create quality home sites with appealing streetscapes using curvilinear streets varying in elevation that draw people to these sites. Then, hopefully, they will become homeowners and residents of the city. WESTWOOD PROFESSIONAL SERVICES: Westwood Professional Services has provided land development consulting services for over 32 years. Westwood's approach to the environment is to provide quality places to live, work, and play while protecting our natural resources to the greatest extent possible. Our team of wetland scientists includes over 35 years of experience in wetland delineations, and mitigation designs. Sincerely, THE PEMTOM LANDC�OMPANY— Daniel J. Herbst President DJH/idt Ll 7 Stormwater Quality and Quantity Report for Settlers West Chanhassen and Eden Prairie. Minnesota Prepared on January 16, 2004 Prepared for The Pemtom Land Company 7597 Anagram Drive Eden Prairie, MN 55344 Contact(s): Dan Herbst (phone)952-937-0716 (fax) (952) 937-8635 Prepared by Sathre-Bergquist, Inc. 150 South Broadway Wayzata, MN 55371 Contact(s): Bob Payette Justin Larson (phone) (952) 476-6000 (fax) (952) 476-0104 http://www.sathre.com/ CITY OF CHANHASSEN RECEIVED JAN 1 6 2004 CHANHASSEN PLANNING DEPT SATHRE-BERGQUIST, INC. R' V �4y 150 SOUTH BROADWAY, WAYZATA, MN 55391 ♦ (952) 476-6000 s �q,FRP P�2 • :7 :l Stormwater Quality and Quantity Report for Settlers West Chanhassen and Eden Prairie, Minnesota Prepared on January 16, 2004 Prepared for The Pemtom Land Company 7597 Anagram Drive Eden Prairie, MN 55344 Contact(s): Dan Herbst (phone)952-937-0716 (fax) (952) 937-8635 Prepared by Sathre-Bergquist, Inc. 150 South Broadway Wayzata, MN 55371 Contact(s): Bob Payette Justin Larson (phone) (952) 476-6000 (fax) (952) 476-0104 hftp://www.sathre.com/ I hereby certify that this specification was prepared by me or under my direct supervision and that I am a duly registered Professional Engineer under the laws of the State of Minnesota. Date /—1 ' -yy Reg. No.7 S / • PROJECT: Settlers West Location: Eden Prarie & Chanhassen Minnesota Prepared for Pemtom Land Company Prepared by Sathre-Bergquist, Inc. Date: January 16, 2004 Nurp Design Pond-1 P = 2.5 "Storm Aw = 1.5 Acres No. of Houses = 0.5 Each Ave. House Roof Area = 2800 SF No. of Driveways 2 Each Ave. Driveway Area = 900 SF Length of Street = 740 LF Width of Street = 28 FT Topology Area CN Total Hardcover Area = 0.55 Acres 98 Grasscover= 0.95 Acres 69 Hardcover For Fi = 0.52 Acres (Streets & Drives) CN = 80 Weighted Mean CN Fi = 0.34 Impervious Fraction Pervious CN: 69.95 S = 1000/CN - 10 = 4.30 Maximum Soil Retention (inches) R= PFi+(P-.2SXP-.2Sx1-Fiy(P+.8S) R = 1.16 Design Storm Runoff (inches) V = RAw/12 = 0.14 Permanent Pool Volume Required (Ac-FI) Ponding Dead Storage Volume Based on Plan Contours Contour Area (sf) Cummulative Storage(cf) (Acre -Feel) 872 Bottom 0 0 Bottom 0.00 874 129 129 0.00 876 779 1037 0.02 878 NWL 6407 8223 NWL 0.19 (Provided) • 881 HWL 13352 37862 HWL 0.87 Dead Storage/Pond Surface Area = 1.28 PROJECT: Settlers West Location: Eden Prarie 8 Chanhassen Minnesota Prepared for Pemtom Land Company Prepared by Sathre-Bergquist, Inc. Date: January 16, 2004 Nurp Design Pond-2 P = 2.5 "Storm Aw = 14.5 Acres No. of Houses = 26.5 Each Ave. House Roof Area = 2800 SF No. of Driveways 39 Each Ave. Driveway Area = 900 SF Length of Street = 1973 LF Width of Street = 28 FT Topol0(o Area CN Total Hardcover Area = 3.78 Acres 98 Grasscover = 10.72 Acres 69 Hardcover For Fi = 2.07 Acres (Streets & Drives) CN = 77 Weighted Mean CN Fi = 0.14 Impervious Fraction PerviousCN = 72.98 S = 1000/CN - 10 = 3.70 Maximum Soil Retention (inches) R = PFi+(P-.2SXP-.2Sx1-Fiy(P+.8S) R = 0.84 Design Storm Runoff (inches) V = RAw/12 = 1.02 Permanent Pool Volume Required (Ac-Ft) Ponding Dead Storage Volume Based on Plan Contours Contour Area (sf) Cummulative Storage(cf) (Acre -Feet) 872 Bottom 0 0 Bottom 0.00 874 12148 12148 0.28 876 15590 39886 0.92 878 19421 74897 1.72 880 23623 117941 2.71 882 28183 169747 3.90 883 NWL 36252 201965 NWL 4.64 (Provided) 886 HWL 53150 336068 HWL 7.72 Dead Storage/Pond Surface Area = 5.57 41 • PROJECT: Settlers West Location: Eden Prarie & Chanhassen Minnesota Prepared for Pemtom Land Company Prepared by Sathre-Bergquist, Inc. Date: January 16, 2004 Nurp Design Pond-2 P = 2.5 "Storm Aw = 8.1 Acres No. of Houses = 16 Each Ave. House Roof Area = 2800 SF No. of Driveways 20 Each Ave. Driveway Area = 900 SF Length of Street = 1183 LF Width of Street = 28 FT T000logy Area CN Total Hardcover Area = 2.20 Acres 98 Grasscover= 5.90 Acres 69 Hardcover For Fi = 1.17 Acres (Streets & Drives) CN = 77 Weighted Mean CN Fi = 0.14 Impervious Fraction PerviousCN = 73.31 S = 1000/CN - 10 = 3.64 R = PFi+(P-.2S)(P-.2Sx1-Fi)/(P+.8S) R = 0.86 V = RAw/12 = 0.58 Ponding Dead Storage Volume Based on Plan Contours Maximum Soil Retention (inches) Design Storm Runoff (inches) Permanent Pool Volume Required (Ac-Ft) Contour Area (so Cummulative Storage(cf) (Acre -Feet) 878 Bottom 0 0 Bottom 0.00 880 1138 1138 0.03 882 2318 4594 0.11 884 3875 10787 0.25 886 5851 20513 0.47 888 NWL 12286 38650 NWL 0.89 (Provided) 890 HWL 21887 72823 HWL 1.67 Dead Storage/Pond Surface Area = 3.15 Ll •1 2 5 s 10 N iP Hydraflow Hydrographs Diagram Project: proposed storm 011603.gp 01-15-2004 • • • Hydrograph Summary Report Page 1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (acft) Inflow hyd(s) Maximum elevation (ft) Maximum storage (acft) Hydrograph description 1 SCS Runoff 5.58 2 716 0.259 ---- ------ ------ P. Wshed-1 2 SCS Runoff 22.36 2 736 2.353 ---- ------ ------ P. Wshed-2 3 SCS Runoff 11.20 2 740 1.342 ---- ------ ------ P. Wshed-3 4 Reservoir 0.26 2 794 0.252 1 878.63 0.144 Pond- 1rt 5 Reservoir 1.01 2 1014 1.789 2 884.54 1.578 Pond-2rt 6 Reservoir 4.13 2 774 1.272 3 889.50 0.586 Pond-3rt 7 Combine 5.14 2 776 3.312 4, 5, 6 ------ ------ Ponds-rt 8 SCS Runoff 15.92 2 726 1.232 ---- ------ ------ DRO-1 9 SCS Runoff 9.86 2 720 0.530 ---- ------ ------ DRO-2 10 SCS Runoff 10.52 2 726 0.791 ---- ------ ------ DRO-3 11 SCS Runoff 16.63 2 726 1.250 ---- ------ ------ DRO-4 12 Combine 49.95 2 724 7.115 7, 8, 9, 10, 11 ------ ------ TOTAL RUNOFF Proj. file: proposed storm 01160 .gRaturn Period: 10 yr Run date: 01-15-2004 Nvdmnnw Nvdrmmnhe by Infclicnh,n Hyd. No. 1 - SCS Runoff -10 Yr - Op = 5.58 cfs - P. Wshed-1 1.1 9.b 11.9 14.2 16.6 19.0 21.3 23.7 Time (hrs) / Hyd. 1 •' • • :7 J w U :7 Hyd. No. 2 - SCS Runoff -10 Yr - Qp = 22.36 cfs - P. Mhed-2 U.0 2.4 4.9 7.3 9.8 12.2 14.7 17.1 19.6 22.0 24.5 Time (hrs) / Hyd. 2 C T w U Hyd. No. 5 - Reservoir -10 Yr - Op =1.01 cis - Pond-2rt Time (hrs) if Hyd. 2 / Hyd. 5 •I C • Hyd. No. 6 - Reservoir - 10 Yr - Qp = 4.13 cfs - Pond-3rt Time (hrs) / Hyd. 3 / Hyd. 6 n • Hyd. No. 7 - Combine -10 Yr - Qp = 5.14 cfs - Ponds-rt Ic Time (hrs) / Hyd. 4 / Hyd. 5 / Hyd. 6 / Hyd. 7 • • 0 • Ll Hyd. No. 8 - SCS Runoff -10 Yr - Qp =15.92 cfs - DRO-1 P-Id 5 5 0 u.0 44 4.d 1.3 9.7 12.1 14.5 17.0 19.4 21.8 24.2 Time (hrs) / Hyd. 8 .] N V a Hyd. No. 9 - SCS Runoff -10 Yr - Qp = 9.86 efs - DRO-2 1 0 0.0 2.4 4.8 7.2 9.6 12.1 Time (hrs) / Hyd. 9 14.5 16.9 19.3 21.7 24.1 • • 0 Mi • Hyd. No.10 - SCS Runoff -10 Yr - Qp =10.52 cfs - DRO-3 2.4 4.8 7.3 9.7 12.1 14.5 17.0 19.4 21.8 24.2 Time (hrs) ** Hyd. 10 0 Hyd. No. 11 - SCS Runoff -10 Yr - Qp =16.63 cfs - DRO-4 U.0 2.4 4.8 7.3 9.7 12.1 14.5 17.0 19.4 21.8 24.2 Time (hrs) / Hyd. 11 • Hyd. No. 12 - Combine - 10 Yr - Qp = 49.95 cfs - TOTAL RUNOFF 50 40 w 30 Ci 2 10 0 0.0 3.7 7.4 11.1 14.8 18.5 22.2 25.9 29.6 33.3 37.0 Time (hrs) / Hyd. 7 / Hyd. 8 / Hyd. 9 / Hyd. 10 / Hyd. 11 / Hyd. 12 TR55 Tc Worksheet • Page 1 HydraFlow Hydrographs by Intelisolve Hyd. No. 1 P. Wshed-1 Storm frequency = 10 yrs Sheet Flow Manning's n-value = 0.011 Flow length = 250.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 1.0 % Travel Time ........................................ = 3.6 min Shallow Concentrated Flow Flow length = O ft Watercourse slope = 0.0 Surface description = Paved Average velocity = 0.00 ft/s Travel Time ........................................ = 0.0 min Channel Flow Cross section flow area = 0.8 sqft Wetted perimeter = 3.1 ft Channel slope = 4.3 % Manning's n-value = 0.013 Velocity = 9.39 ft/s Flow length = 95.0 ft Travel Time ........................................ = 0.2 min Total Travel Time, Tc ........................ = 3.8 min 0 C 0 Hydrograph Report Hyd. No. 1 P. Wshed-1 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration 40 = SCS Runoff = 10 yrs = 1.50 ac = 0.0 % = TR55 = 4.20 in = 24 hrs Hydrograph Discharge Table Time -- Outflow (hrs cfs) 11.83 2.89 11.87 3.75 11.90 4.76 11.93 5.58 << 11.97 5.53 12.00 4.42 12.03 2.82 ... End U Page 1 Hydraflow Hydrographs by Intelisolve Peak discharge = 5.58 cfs Time interval = 2 min Curve number = 80 Hydraulic length = 0 ft Time of conc. (Tc) = 3.8 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 0.259 acft Lj TR55 Tc Worksheet • Page 1 Hydragow Hydrographs by IntelisoNe Hyd. No. 2 P. Wshed-2 Storm frequency = 10 yrs Sheet Flow Manning's n-value = 0.200 Flow length = 275.0 It Two-year 24-hr precip. = 2.70 in Land slope = 2.2 % Travel Time ........................................ = 29.0 min Shallow Concentrated Flow • Flow length = 120 ft Watercourse slope = 3.5 % Surface description = Paved Average velocity = 3.80 ft/s Travel Time ........................................ = 0.5 min Channel Flow Cross section flow area = 1.2 sgft Wetted perimeter = 3.9 ft Channel slope = 0.4 % Manning's n-value = 0.013 Velocity = 3.32 ft/s Flow length = 1170.0 ft Travel Time ........................................ = 5.9 min Total Travel Time, Tc ........................ = 35.4 min • Hydrograph Report Hyd. No. 2 P. Wshed-2 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration LI = SCS Runoff = 10 yrs = 14.50 ac = 0.0 % = TR55 = 4.20 in = 24 hrs Hydrograph Discharge Table Time - Outflow (hrs cfs) 12.00 12.50 12.03 14.38 12.07 16.18 12.10 17.87 12.13 19.41 12.17 20.73 12.20 21.73 12.23 22.31 12.27 22.36 << 12.30 21.90 12.33 21.10 12.37 20.15 12.40 19.16 12.43 18.13 12.47 17.06 12.50 15.96 12.53 14.82 12.57 13.67 12.60 12.50 12.63 11.34 ..End Page 1 Hydraflow Hydrographs by IntelisoNe Peak discharge = 22.36 cfs Time interval = 2 min Curve number = 77 Hydraulic length = 0 ft Time of conc. (Tc) = 35.4 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 2.353 aeft 0 TR55 Tc Worksheet • Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 3 P. Wshed-3 Storm frequency = 10 yrs Sheet Flow Manning's n-value = 0.400 Flow length = 300.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 5.7 % Travel Time ........................................ = 37.1 min Shallow Concentrated Flow • Flow length = 790 ft Watercourse slope = 3.5 % Surface description = Unpaved Average velocity = 3.02 ft/s Travel Time ........................................ = 4.4 min Channel Flow Cross section flow area = 0.0 sqft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 ft/s Flow length = 0.0 ft Travel Time ........................................ = min Total Travel Time, Tc ........................ = 41.5 min 9 • Hydrograph Report L r� Hyd. No. 3 P. Wshed-3 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 8.10 ac = 0.0 % = TR55 = 4.20 in = 24 hrs Hydrograph Discharge Table Time - Outflow (hrs cfs) 12.03 6.18 12.07 6.99 12.10 7.78 12.13 8.53 12.17 9.24 12.20 9.89 12.23 10.45 12.27 10.88 12.30 11.14 12.33 11.20 << 12.37 11.04 12.40 10.76 12.43 10.41 12.47 10.05 12.50 9.66 12.53 9.26 12.57 8.84 12.60 8.41 12.63 7.96 12.67 7.50 12.70 7.02 12.73 6.54 12.77 6.06 ... End Page 1 Hydraflow Hydrographs by Inteltsolve Peak discharge = 11.20 cfs Time interval = 2 min Curve number = 77 Hydraulic length = 0 ft Time of conc. (Tc) = 41.5 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 1.342 acft J A Pond-lrt Page 6 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cis cfs cfs cfs cfs cfs cfs cfs cfs 20.03 0.06 878.43 0.16 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15 20.07 0.06 878.42 0.16 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15 20.10 0.06 878.42 0.16 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14 20.13 0.06 878.42 0.16 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14 20.17 0.06 878.42 0.16 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14 20.20 0.06 878.42 0.16 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14 20.23 0.06 878.42 0.16 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14 20.27 0.06 878.42 0.16 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14 20.30 0.06 878.42 0.16 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14 20.33 0.06 878.42 0.16 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14 20.37 0.06 878.42 0.16 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14 20.40 0.06 878.42 0.15 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14 20.43 0.06 878.41 0.15 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14 20.47 0.06 878.41 0.15 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14 20.50 0.06 878.41 0.15 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14 20.53 0.06 878.41 0.15 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14 20.57 0.06 878.41 0.15 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14 20.60 0.06 878.41 0.15 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14 20.63 0.06 878.41 0.15 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14 20.67 0.06 878.41 0.15 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14 20.70 0.06 878.41 0.15 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14 20.73 0.06 878.41 0.15 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14 20.77 0.06 878.41 0.15 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14 20.80 0.06 878.40 0.15 ----- ----- ----- 0.13 ----- ----- ----- ----- 0.13 20.83 0.06 878.40 0.15 ----- ----- ----- 0.13 ----- ----- ----- ----- 0.13 20.87 0.06 878.40 0.15 ----- ----- ----- 0.13 ----- ----- ----- ----- 0.13 20.90 0.06 878.40 0.15 ----- ----- ----- 0.13 ----- ----- ----- ----- 0.13 20.93 0.06 878.40 0.15 ----- ----- ----- 0.13 ----- ----- ----- ----- 0.13 20.97 0.06 878.40 0.15 ----- ----- ----- 0.13 ----- ----- ----- ----- 0.13 21.00 0.06 878.40 0.15 ----- ----- ----- 0.13 ----- ----- ----- ----- 0.13 21.03 0.06 878.40 0.15 ----- ----- ----- 0.13 ----- ----- ----- ----- 0.13 21.07 0.06 878.40 0.14 ----- ----- ----- 0.13 ----- ----- ----- ----- 0.13 21.10 0.06 878.40 0.14 ----- ----- ----- 0.13 ----- ----- ----- ----- 0.13 21.13 0.06 878.40 0.14 ----- ----- ----- 0.13 ----- ----- ----- ----- 0.13 21.17 0.06 878.39 0.14 ----- ----- ----- 0.13 ----- ----- ----- ----- 0.13 21.20 0.06 878.39 0.14 ----- ----- ----- 0.13 ----- ----- ----- ----- 0.13 End Pond-1rt Page 5 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAR Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 18.33 0.08 878.48 0.19 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17 18.37 0.08 878.48 0.19 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17 18.40 0.08 878.48 0.19 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17 18.43 0.08 878.48 0.19 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17 18.47 0.08 878.47 0.19 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17 18.50 0.08 878.47 0.19 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17 18.53 0.08 878.47 0.19 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17 18.57 0.08 878.47 0.19 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17 18.60 0.08 878.47 0.19 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17 18.63 0.08 878.47 0.19 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17 18.67 0.08 878.47 0.19 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17 18.70 0.08 878.47 0.18 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17 18.73 0.08 878.47 0.18 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17 18.77 0.08 878.46 0.18 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17 18.80 0.08 878.46 0.18 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17 18.83 0.08 878.46 0.18 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16 18.87 0.08 878.46 0.18 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16 18.90 0.08 878.46 0.18 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16 18.93 0.08 878.46 0.18 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16 18.97 0.08 878.46 0.18 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16 19.00 0.08 878.46 0.18 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16 19.03 0.08 878.46 0.18 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16 19.07 0.08 878.46 0.18 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16 19.10 0.08 878.45 0.18 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16 19.13 0.08 878.45 0.18 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16 19.17 0.07 878.45 0.18 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16 19.20 0.07 878.45 0.18 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16 19.23 0.07 878.45 0.18 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16 19.27 0.07 878.45 0.17 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16 19.30 0.07 878.45 0.17 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16 19.33 0.07 878.45 0.17 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16 19.37 0.07 878.45 0.17 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16 19.40 0.07 878.45 0.17 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16 19.43 0.07 878.44 0.17 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16 19.47 0.07 878.44 0.17 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15 19.50 0.07 878.44 0.17 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15 19.53 0.07 878.44 0.17 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15 19.57 0.07 878.44 0.17 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15 19.60 0.07 878.44 0.17 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15 19.63 0.07 878.44 0.17 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15 19.67 0.07 878.44 0.17 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15 19.70 0.07 878.44 0.17 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15 19.73 0.07 878.43 0.17 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15 19.77 0.07 878.43 0.17 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15 19.80 0.07 878.43 0.17 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15 19.83 0.07 878.43 0.16 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15 19.87 0.07 878.43 0.16 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15 19.90 0.07 878.43 0.16 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15 19.93 0.07 878.43 0.16 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15 19.97 0.07 878.43 0.16 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15 20.00 0.06 878.43 0.16 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15 0 Continues on next page... Pond-irt •I Hydrograph Discharge Table Page 4 Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs efs cfs cfs cfs cfs cfs 16.63 0.10 878.54 0.22 ----- ----- ----- 0.20 ----- ----- ----- ----- 0.20 16.67 0.10 878.53 0.22 ----- ----- ----- 0.20 ----- ----- ----- ----- 0.20 16.70 0.10 878.53 0.22 ----- ----- ----- 0.20 ----- ----- ----- ----- 0.20 16.73 0.10 878.53 0.22 ----- ----- ----- 0.20 ----- ----- ----- ----- 0.20 16.77 0.10 878.53 0.22 ----- ----- ----- 0.20 ----- ----- ----- ----- 0.20 16.80 0.10 878.53 0.22 ----- ----- ----- 0.20 ----- ----- ----- ----- 0.20 16.83 0.10 878.53 0.22 ----- ----- ----- 0.20 ----- ----- ----- ----- 0.20 16.87 0.10 878.53 0.22 ----- ----- ----- 0.20 ----- ----- ----- ----- 0.20 16.90 0.10 878.53 0.22 ----- ----- ----- 0.20 ----- ----- ----- ----- 0.20 16.93 0.10 878.53 0.22 ----- ----- ----- 0.20 ----- ----- ----- ----- 0.20 16.97 0.10 878.52 0.22 ----- ----- ----- 0.20 ----- ----- ----- ----- 0.20 17.00 0.10 878.52 0.22 ----- ----- ----- 0.20 ----- ----- ----- ----- 0.20 17.03 0.10 878.52 0.22 ----- ----- ----- 0.20 ----- ----- ----- ----- 0.20 17.07 0.10 878.52 0.22 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19 17.10 0.10 878.52 0.22 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19 17.13 0.10 878.52 0.21 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19 17.17 0.10 878.52 0.21 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19 17.20 0.10 878.52 0.21 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19 17.23 0.10 878.52 0.21 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19 17.27 0.10 878.51 0.21 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19 17.30 0.10 878.51 0.21 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19 17.33 0.10 878.51 0.21 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19 17.37 0.10 878.51 0.21 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19 17.40 0.10 878.51 0.21 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19 17.43 0.10 878.51 0.21 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19 17.47 0.09 878.51 0.21 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19 17.50 0.09 878.51 0.21 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19 17.53 0.09 878.50 0.21 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19 17.57 0.09 878.50 0.21 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19 17.60 0.09 878.50 0.21 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19 17.63 0.09 878.50 0.20 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18 17.67 0.09 878.50 0.20 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18 17.70 0.09 878.50 0.20 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18 17.73 0.09 878.50 0.20 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18 17.77 0.09 878.50 0.20 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18 17.80 0.09 878.50 0.20 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18 17.83 0.09 878.49 0.20 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18 17.87 0.09 878.49 0.20 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18 17.90 0.09 878.49 0.20 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18 17.93 0.09 878.49 0.20 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18 17.97 0.09 878.49 0.20 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18 18.00 0.09 878.49 0.20 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18 18.03 0.09 878.49 0.20 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18 18.07 0.09 878.49 0.20 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18 18.10 0.09 878.49 0.20 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18 18.13 0.09 878.48 0.20 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18 18.17 0.09 878.48 0.19 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18 18.20 0.09 878.48 0.19 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18 18.23 0.09 878.48 0.19 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17 18.27 0.09 878.48 0.19 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17 18.30 0.08 878.48 0.19 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17 u r, u Continues on next page... 49 • Pond- 1rt Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs It cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 14.93 0.15 878.60 0.26 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23 14.97 0.15 878.60 0.26 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23 15.00 0.14 878.59 0.26 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23 15.03 0.14 878.59 0.26 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23 15.07 0.14 878.59 0.26 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23 15.10 0.14 878.59 0.26 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23 15.13 0.14 878.59 0.26 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23 15.17 0.14 878.59 0.25 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23 15.20 0.14 878.59 0.25 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23 15.23 0.14 878.59 0.25 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23 • 15.27 0.14 878.59 0.25 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23 15.30 0.14 878.58 0.25 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23 15.33 0.13 878.58 0.25 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23 15.37 0.13 878.58 0.25 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23 15.40 0.13 878.58 0.25 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23 15.43 0.13 878.58 0.25 ----- ----- ----- 0.22 ----- ----- ----- ----- 0.22 15.47 0.13 878.58 0.25 ----- ----- ----- 0.22 ----- ----- ----- ----- 0.22 15.50 0.13 878.58 0.25 ----- ----- ----- 0.22 ----- ----- ----- ----- 0.22 15.53 0.13 878.58 0.25 ----- ----- ----- 0.22 ----- ----- ----- ----- 0.22 15.57 0.13 878.58 0.25 ----- ----- ----- 0.22 ----- ----- ----- ----- 0.22 15.60 0.13 878.57 0.25 ----- ----- ----- 0.22 ----- ----- ----- ----- 0.22 15.63 0.12 878.57 0.25 ----- ----- ----- 0.22 ----- ----- ----- ----- 0.22 15.67 0.12 878.57 0.24 ----- ----- ----- 0.22 ----- ----- ----- ----- 0.22 15.70 0.12 878.57 0.24 ----- ----- ----- 0.22 ----- ----- ----- ----- 0.22 15.73 0.12 878.57 0.24 ----- ----- ----- 0.22 ----- ----- ----- ----- 0.22 15.77 0.12 878.57 0.24 ----- ----- ----- 0.22 ----- ----- ----- ----- 0.22 15.80 0.12 878.57 0.24 ----- ----- ----- 0.22 ----- ----- ----- ----- 0.22 15.83 0.12 878.57 0.24 ----- ----- ----- 0.22 ----- ----- ----- ----- 0.22 15.87 0.12 878.56 0.24 ----- ----- ----- 0.22 ----- ----- ----- ----- 0.22 15.90 0.12 878.56 0.24 ----- ----- ----- 0.22 ----- ----- ----- ----- 0.22 15.93 0.11 878.56 0.24 ----- ----- ----- 0.22 ----- ----- ----- ----- 0.22 15.97 0.11 878.56 0.24 ----- ----- ----- 0.22 ----- ----- ----- ----- 0.22 16.00 0.11 878.56 0.24 ----- ----- ----- 0.21 ----- ----- ----- ----- 0.21 16.03 0.11 878.56 0.24 ----- ----- ----- 0.21 ----- ----- ----- ----- 0.21 16.07 0.11 878.56 0.24 ----- ----- ----- 0.21 ----- ----- ----- ----- 0.21 16.10 0.11 878.56 0.24 ----- ----- ----- 0.21 ----- ----- ----- ----- 0.21 16.13 0.11 878.55 0.24 ----- ----- ----- 0.21 ----- ----- ----- ----- 0.21 16.17 0.11 878.55 0.23 ----- ----- ----- 0.21 ----- ----- ----- ----- 0.21 16.20 0.11 878.55 0.23 ----- ----- ----- 0.21 ----- ----- ----- ----- 0.21 16.23 0.11 878.55 0.23 ----- ----- ----- 0.21 ----- ----- ----- ----- 0.21 16.27 0.11 878.55 0.23 ----- ----- ----- 0.21 ----- ----- ----- ----- 0.21 16.30 0.11 878.55 0.23 ----- ----- ----- 0.21 ----- ----- ----- ----- 0.21 16.33 0.11 878.55 0.23 ----- ----- ----- 0.21 ----- ----- ----- ----- 0.21 16.37 0.11 878.55 0.23 ----- ----- ----- 0.21 ----- ----- ----- ----- 0.21 16.40 0.11 878.54 0.23 ----- ----- ----- 0.21 ----- ----- ----- ----- 0.21 16.43 0.11 878.54 0.23 ----- ----- ----- 0.21 ----- ----- ----- ----- 0.21 16.47 0.11 878.54 0.23 ----- ----- ----- 0.21 ----- ----- ----- ----- 0.21 16.50 0.11 878.54 0.23 ----- ----- ----- 0.21 ----- ----- ----- ----- 0.21 16.53 0.11 878.54 0.23 ----- ----- ----- 0.20 ----- ----- ----- ----- 0.20 16.57 0.10 878.54 0.23 ----- ----- ----- 0.20 ----- ----- ----- ----- 0.20 16.60 0.10 878.54 0.23 ----- ----- ----- 0.20 ----- ----- ----- ----- 0.20 0 Continues on next page... Pond-1 rt Page 2 W Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 13.23 0.26 878.63 << 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 << 13.27 0.26 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 13.30 0.25 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 13.33 0.25 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 13.37 0.24 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 13.40 0.24 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 13.43 0.23 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 13.47 0.23 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 13.50 0.23 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 13.53 0.22 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 13.57 0.22 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 13.60 0.22 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 13.63 0.21 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 13.67 0.21 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 13.70 0.21 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 13.73 0.20 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 13.77 0.20 878.63 0.28 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 13.80 0.20 878.63 0.28 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 13.83 0.19 878.63 0.28 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 13.87 0.19 878.63 0.28 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 13.90 0.19 878.63 0.28 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 13.93 0.19 878.63 0.28 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 13.97 0.18 878.62 0.28 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 14.00 0.18 878.62 0.28 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 14.03 0.18 878.62 0.27 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 14.07 0.17 878.62 0.27 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 14.10 0.17 878.62 0.27 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 14.13 0.17 878.62 0.27 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 14.17 0.17 878.62 0.27 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 14.20 0.17 878.62 0.27 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 14.23 0.17 878.62 0.27 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 14.27 0.17 878.62 0.27 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 14.30 0.17 878.62 0.27 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 14.33 0.17 878.61 0.27 ----- ----- ----- 0.24 ----- ----- ----- ----- 0.24 14.37 0.16 878.61 0.27 ----- ----- ----- 0.24 ----- ----- ----- ----- 0.24 14.40 0.16 878.61 0.27 ----- ----- ----- 0.24 ----- ----- ----- ----- 0.24 14.43 0.16 878.61 0.27 ----- ----- ----- 0.24 ----- ----- ----- ----- 0.24 14.47 0.16 878.61 0.27 ----- ----- ----- 0.24 ----- ----- ----- ----- 0.24 14.50 0.16 878.61 0.27 ----- ----- ----- 0.24 ----- ----- ----- ----- 0.24 14.53 0.16 878.61 0.27 ----- ----- ----- 0.24 ----- ----- ----- ----- 0.24 14.57 0.16 878.61 0.27 ----- ----- ----- 0.24 ----- ----- ----- ----- 0.24 14.60 0.16 878.61 0.27 ----- ----- ----- 0.24 ----- ----- ----- ----- 0.24 14.63 0.16 878.61 0.26 ----- ----- ----- 0.24 ----- ----- ----- ----- 0.24 14.67 0.16 878.60 0.26 ----- ----- ----- 0.24 ----- ----- ----- ----- 0.24 14.70 0.15 878.60 0.26 ----- ----- ----- 0.24 ----- ----- ----- ----- 0.24 14.73 0.15 878.60 0.26 ----- ----- ----- 0.24 ----- ----- ----- ----- 0.24 14.77 0.15 878.60 0.26 ----- ----- ----- 0.24 ----- ----- ----- ----- 0.24 14.80 0.15 878.60 0.26 ----- ----- ----- 0.24 ----- ----- ----- ----- 0.24 14.83 0.15 878.60 0.26 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23 14.87 0.15 878.60 0.26 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23 14.90 0.15 878.60 0.26 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23 Continues on next page... F, • Hydrograph Report 7 • Hyd. No. 4 Pond-1 rt Hydrograph type = Reservoir Storm frequency = 10 yrs Inflow hyd. No. = 1 Max. Elevation = 878.63 ft Storage Indication method used. Hydrograph Discharge Table Page 1 Hydraflow Hydrographs by Intelisolve Peak discharge = 0.26 cfs Time interval = 2 min Reservoir name = pond-1 Max. Storage = 0.144 acft Outflow hydrograph volume = 0.252 act: Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 11.97 5.53 878.42 0.16 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14 12.00 4.42 878.47 0.19 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17 12.03 2.82 878.52 0.21 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19 12.07 1.56 878.54 0.23 ----- ----- ----- 0.20 ----- ----- ----- ----- 0.20 12.10 0.98 878.55 0.23 ----- ----- ----- 0.21 ----- ----- ----- ----- 0.21 12.13 0.81 878.56 0.24 ----- ----- ----- 0.22 ----- ----- ----- ----- 0.22 12.17 0.78 878.57 0.24 ----- ----- ----- 0.22 ----- ----- ----- ----- 0.22 12.20 0.74 878.57 0.25 ----- ----- ----- 0.22 ----- ----- ----- ----- 0.22 12.23 0.71 878.58 0.25 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23 12.27 0.68 878.59 0.25 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23 12.30 0.65 878.59 0.26 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23 12.33 0.62 878.60 0.26 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23 12.37 0.59 878.60 0.26 ----- ----- ----- 0.24 ----- ----- ----- ----- 0.24 12.40 0.55 878.61 0.26 ----- ----- ----- 0.24 ----- ----- ----- ----- 0.24 12.43 0.52 878.61 0.27 ----- ----- ----- 0.24 ----- ----- ----- ----- 0.24 12.47 0.49 878.61 0.27 ----- ----- ----- 0.24 ----- ----- ----- ----- 0.24 12.50 0.45 878.61 0.27 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 12.53 0.42 878.62 0.27 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 12.57 0.40 878.62 0.27 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 12.60 0.39 878.62 0.27 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 12.63 0.38 878.62 0.27 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 12.67 0.37 878.62 0.28 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 12.70 0.36 878.63 0.28 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 12.73 0.36 878.63 0.28 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 12.77 0.35 878.63 0.28 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 12.80 0.34 878.63 0.28 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25 12.83 0.33 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 12.87 0.33 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 12.90 0.32 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 12.93 0.31 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 12.97 0.30 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 13.00 0.29 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 13.03 0.29 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 13.07 0.28 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 13.10 0.28 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 13.13 0.27 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 13.17 0.27 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 13.20 0.26 878.63 0.28 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 Continues on next page... • Reservoir Report Page 1 Reservoir No. 1 - pond-1 Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (acft) Total storage (acft) 0.00 878.00 6,407 0.000 0.000 3.00 881.00 13,352 0.680 0.680 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 12.0 0.0 0.0 0.0 Crest Len R = 0.17 4.00 0.00 0.00 Span in = 12.0 0.0 0.0 0.0 Crest El. R = 878.00 880.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert El. It = 878.00 0.00 0.00 0.00 Weir Type = Rect Rect -- -- Length ft = 45.0 0.0 0.0 0.0 Multi -Stage = Yes Yes No No Slope% = 0.40 0.00 0.00 0.00 N-Value = .013 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multi -Stage = n/a No No No Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev. = 0.00 It Note: All a lms here been &*47 l uMa inlet eM outlet o lyd. Stage /Storage /Discharge Table Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total It acft ft cis efs cfs cis cfs cfs CIS efs cfs cfs 0.00 0.000 878.00 0.00 --- --- --- 0.00 0.00 --- --- -- 0.00 3.00 0.680 881.00 5.41 --- --- --- 0.69 4.72 --- --- --- 5.41 •1 J C Pond-2rt • Hydrograph Discharge Table Page 12 Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs It cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 30.77 0.00 884.03 0.58 ----- ----- ----- 0.55 ----- ----- ----- ----- 0.55 30.80 0.00 884.03 0.58 ----- ----- ----- 0.55 ----- ----- ----- ----- 0.55 30.83 0.00 884.03 0.58 ----- ----- ----- 0.55 ----- ----- ----- ----- 0.55 30.87 0.00 884.03 0.58 ----- ----- ----- 0.55 ----- ----- ----- ----- 0.55 30.90 0.00 884.02 0.58 ----- ----- ----- 0.55 ----- ----- ----- ----- 0.55 30.93 0.00 884.02 0.57 ----- ----- ----- 0.54 ----- ----- ----- ----- 0.54 30.97 0.00 884.02 0.57 ----- ----- ----- 0.54 ----- ----- ----- ----- 0.54 31.00 0.00 884.02 0.57 ----- ----- ----- 0.54 ----- ----- ----- ----- 0.54 31.03 0.00 884.02 0.57 ----- ----- ----- 0.54 ----- ----- ----- ----- 0.54 31.07 0.00 884.02 0.57 ----- ----- ----- 0.54 ----- ----- ----- ----- 0.54 31.10 0.00 884.02 0.57 ----- ----- ----- 0.54 ----- ----- ----- ----- 0.54 31.13 0.00 884.01 0.57 ----- ----- ----- 0.54 ----- ----- ----- ----- 0.54 31.17 0.00 884.01 0.56 ----- ----- ----- 0.54 ----- ----- ----- ----- 0.54 31.20 0.00 884.01 0.56 ----- ----- ----- 0.54 ----- ----- ----- ----- 0.54 31.23 0.00 884.01 0.56 ----- ----- ----- 0.53 ----- ----- ----- ----- 0.53 31.27 0.00 884.01 0.56 ----- ----- ----- 0.53 ----- ----- ----- ----- 0.53 31.30 0.00 884.01 0.56 ----- ----- ----- 0.53 ----- ----- ----- ----- 0.53 31.33 0.00 884.01 0.56 ----- ----- ----- 0.53 ----- ----- ----- ----- 0.53 31.37 0.00 884.00 0.56 ----- ----- ----- 0.53 ----- ----- ----- ----- 0.53 31.40 0.00 884.00 0.56 ----- ----- ----- 0.53 ----- ----- ----- ----- 0.53 31.43 0.00 884.00 0.55 ----- ----- ----- 0.53 ----- ----- ----- ----- 0.53 31.47 0.00 884.00 0.55 ----- ----- ----- 0.53 ----- ----- ----- ----- 0.53 31.50 0.00 884.00 0.55 ----- ----- ----- 0.53 ----- ----- ----- ----- 0.53 31.53 0.00 884.00 0.55 ----- ----- ----- 0.52 ----- ----- ----- ----- 0.52 31.57 0.00 884.00 0.55 ----- ----- ----- 0.52 ----- ----- ----- ----- 0.52 31.60 0.00 883.99 0.55 ----- ----- ----- 0.52 ----- ----- ----- ----- 0.52 31.63 0.00 883.99 0.55 ----- ----- ----- 0.52 ----- ----- ----- ----- 0.52 31.67 0.00 883.99 0.54 ----- ----- ----- 0.52 ----- ----- ----- ----- 0.52 31.70 0.00 883.99 0.54 ----- ----- ----- 0.52 ----- ----- ----- ----- 0.52 31.73 0.00 883.99 0.54 ----- ----- ----- 0.52 ----- ----- ----- ----- 0.52 31.77 0.00 883.99 0.54 ----- ----- ----- 0.52 ----- ----- ----- ----- 0.52 31.80 0.00 883.99 0.54 ----- ----- ----- 0.51 ----- ----- ----- ----- 0.51 31.83 0.00 883.98 0.54 ----- ----- ----- 0.51 ----- ----- ----- ----- 0.51 31.87 0.00 883.98 0.54 ----- ----- ----- 0.51 ----- ----- ----- ----- 0.51 31.90 0.00 883.98 0.54 ----- ----- ----- 0.51 ----- ----- ----- ----- 0.51 31.93 0.00 883.98 0.53 ----- ----- ----- 0.51 ----- ----- ----- ----- 0.51 31.97 0.00 883.98 0.53 ----- ----- ----- 0.51 ----- ----- ----- ----- 0.51 32.00 0.00 883.98 0.53 ----- ----- ----- 0.51 ----- ----- ----- ----- 0.51 32.03 0.00 883.98 0.53 ----- ----- ----- 0.51 ----- ----- ----- ----- 0.51 32.07 0.00 883.97 0.53 ----- ----- ----- 0.51 ----- ----- ----- ----- 0.51 32.10 0.00 883.97 0.53 ----- ----- ----- 0.50 ----- ----- ----- ----- 0.50 End J •I Pond-2rt Page 11 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs efs cfs cfs 29.07 0.00 884.11 0.65 ----- ----- ----- 0.62 ----- ----- ----- ----- 0.62 29.10 0.00 884.11 0.65 ----- ----- ----- 0.61 ----- ----- ----- ----- 0.61 29.13 0.00 884.11 0.65 ----- ----- ----- 0.61 ----- ----- ----- ----- 0.61 29.17 0.00 884.10 0.65 ----- ----- ----- 0.61 ----- ----- ----- ----- 0.61 29.20 0.00 884.10 0.65 ----- ----- ----- 0.61 ----- ----- ----- ----- 0.61 29.23 0.00 884.10 0.65 ----- ----- ----- 0.61 ----- ----- ----- ----- 0.61 29.27 0.00 884.10 0.65 ----- ----- ----- 0.61 ----- ----- ----- ----- 0.61 29.30 0.00 884.10 0.64 ----- ----- ----- 0.61 ----- ----- ----- ----- 0.61 29.33 0.00 884.10 0.64 ----- ----- ----- 0.60 ----- ----- ----- ----- 0.60 29.37 0.00 884.10 0.64 ----- ----- ----- 0.60 ----- ----- ----- ----- 0.60 29.40 0.00 884.09 0.64 ----- ----- ----- 0.60 ----- ----- ----- ----- 0.60 • 29.43 0.00 884.09 0.64 ----- ----- ----- 0.60 ----- ----- ----- ----- 0.60 29.47 0.00 884.09 0.64 ----- ----- ----- 0.60 ----- ----- ----- ----- 0.60 29.50 0.00 884.09 0.63 ----- ----- ----- 0.60 ----- ----- ----- ----- 0.60 29.53 0.00 884.09 0.63 ----- ----- ----- 0.60 ----- ----- ----- ----- 0.60 29.57 0.00 884.09 0.63 ----- ----- ----- 0.60 ----- ----- ----- ----- 0.60 29.60 0.00 884.08 0.63 ----- ----- ----- 0.59 ----- ----- ----- ----- 0.59 29.63 0.00 884.08 0.63 ----- ----- ----- 0.59 ----- ----- ----- ----- 0.59 29.67 0.00 884.08 0.63 ----- ----- ----- 0.59 ----- ----- ----- ----- 0.59 29.70 0.00 884.08 0.63 ----- ----- ----- 0.59 ----- ----- ----- ----- 0.59 29.73 0.00 884.08 0.62 ----- ----- ----- 0.59 ----- ----- ----- ----- 0.59 29.77 0.00 884.08 0.62 ----- ----- ----- 0.59 ----- ----- ----- ----- 0.59 29.80 0.00 884.07 0.62 ----- ----- ----- 0.59 ----- ----- ----- ----- 0.59 29.83 0.00 884.07 0.62 ----- ----- ----- 0.59 ----- ----- ----- ----- 0.59 29.87 0.00 884.07 0.62 ----- ----- ----- 0.58 ----- ----- ----- ----- 0.58 29.90 0.00 884.07 0.62 ----- ----- ----- 0.58 ----- ----- ----- ----- 0.58 29.93 0.00 884.07 0.62 ----- ----- ----- 0.58 ----- ----- ----- ----- 0.58 29.97 0.00 884.07 0.61 ----- ----- ----- 0.58 ----- ----- ----- ----- 0.58 30.00 0.00 884.06 0.61 ----- ----- ----- 0.58 ----- ----- ----- ----- 0.58 30.03 0.00 884.06 0.61 ----- ----- ----- 0.58 ----- ----- ----- ----- 0.58 30.07 0.00 884.06 0.61 ----- ----- ----- 0.58 ----- ----- ----- ----- 0.58 30.10 0.00 884.06 0.61 ----- ----- ----- 0.58 ----- ----- ----- ----- 0.58 30.13 0.00 884.06 0.61 ----- ----- ----- 0.57 ----- ----- ----- ----- 0.57 30.17 0.00 884.06 0.61 ----- ----- ----- 0.57 ----- ----- ----- ----- 0.57 30.20 0.00 884.06 0.60 ----- ----- ----- 0.57 ----- ----- ----- ----- 0.57 • 30.23 0.00 884.05 0.60 ----- ----- ----- 0.57 ----- ----- ----- ----- 0.57 30.27 0.00 884.05 0.60 ----- ----- ----- 0.57 ----- ----- ----- ----- 0.57 30.30 0.00 884.05 0.60 ----- ----- ----- 0.57 ----- ----- ----- ----- 0.57 30.33 0.00 884.05 0.60 ----- ----- ----- 0.57 ----- ----- ----- ----- 0.57 30.37 0.00 884.05 0.60 ----- ----- ----- 0.57 ----- ----- ----- ----- 0.57 30.40 0.00 884.05 0.60 ----- ----- ----- 0.56 ----- ----- ----- ----- 0.56 30.43 0.00 884.04 0.59 ----- ----- ----- 0.56 ----- ----- ----- ----- 0.56 30.47 0.00 884.04 0.59 ----- ----- ----- 0.56 ----- ----- ----- ----- 0.56 30.50 0.00 884.04 0.59 ----- ----- ----- 0.56 ----- ----- ----- ----- 0.56 30.53 0.00 884.04 0.59 ----- ----- ----- 0.56 ----- ----- ----- ----- 0.56 30.57 0.00 884.04 0.59 ----- ----- ----- 0.56 ----- ----- ----- ----- 0.56 30.60 0.00 884.04 0.59 ----- ----- ----- 0.56 ----- ----- ----- ----- 0.56 30.63 0.00 884.04 0.59 ----- ----- ----- 0.56 ----- ----- ----- ----- 0.56 30.67 0.00 884.03 0.58 ----- ----- ----- 0.55 ----- ----- ----- ----- 0.55 30.70 0.00 884.03 0.58 ----- ----- ----- 0.55 ----- ----- ----- ----- 0.55 30.73 0.00 884.03 0.58 ----- ----- ----- 0.55 ----- ----- ----- ----- 0.55 Continues on next page... 0 C • Pond-2rt Hydrograph Discharge Table Page 10 Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 27.37 0.00 884.20 0.74 ----- ----- ----- 0.69 ----- ----- ----- ----- 0.69 27.40 0.00 884.20 0.73 ----- ----- ----- 0.69 ----- ----- ----- ----- 0.69 27.43 0.00 884.20 0.73 ----- ----- ----- 0.68 ----- ----- ----- ----- 0.68 27.47 0.00 884.19 0.73 ----- ----- ----- 0.68 ----- ----- ----- ----- 0.68 27.50 0.00 884.19 0.73 ----- ----- ----- 0.68 ----- ----- ----- ----- 0.68 27.53 0.00 884.19 0.73 ----- ----- ----- 0.68 ----- ----- ----- ----- 0.68 27.57 0.00 884.19 0.73 ----- ----- ----- 0.68 ----- ----- ----- ----- 0.68 27.60 0.00 884.19 0.72 ----- ----- ----- 0.68 ----- ----- ----- ----- 0.68 27.63 0.00 884.18 0.72 ----- ----- ----- 0.68 ----- ----- ----- ----- 0.68 27.67 0.00 884.18 0.72 ----- ----- ----- 0.67 ----- ----- ----- ----- 0.67 27.70 0.00 884.18 0.72 ----- ----- ----- 0.67 ----- ----- ----- ----- 0.67 27.73 0.00 884.18 0.72 ----- ----- ----- 0.67 ----- ----- ----- ----- 0.67 27.77 0.00 884.18 0.72 ----- ----- ----- 0.67 ----- ----- ----- ----- 0.67 27.80 0.00 884.18 0.71 ----- ----- ----- 0.67 ----- ----- ----- ----- 0.67 27.83 0.00 884.17 0.71 ----- ----- ----- 0.67 ----- ----- ----- ----- 0.67 27.87 0.00 884.17 0.71 ----- ----- ----- 0.67 ----- ----- ----- ----- 0.67 27.90 0.00 884.17 0.71 ----- ----- ----- 0.66 ----- ----- ----- ----- 0.66 27.93 0.00 884.17 0.71 ----- ----- ----- 0.66 ----- ----- ----- ----- 0.66 27.97 0.00 884.17 0.71 ----- ----- ----- 0.66 ----- ----- ----- ----- 0.66 28.00 0.00 884.16 0.70 ----- ----- ----- 0.66 ----- ----- ----- ----- 0.66 28.03 0.00 884.16 0.70 ----- ----- ----- 0.66 ----- ----- ----- ----- 0.66 28.07 0.00 884.16 0.70 ----- ----- ----- 0.66 ----- ----- ----- ----- 0.66 28.10 0.00 884.16 0.70 ----- ----- ----- 0.66 ----- ----- ----- ----- 0.66 28.13 0.00 884.16 0.70 ----- ----- ----- 0.65 ----- ----- ----- ----- 0.65 28.17 0.00 884.16 0.70 ----- ----- ----- 0.65 ----- ----- ----- ----- 0.65 28.20 0.00 884.15 0.70 ----- ----- ----- 0.65 ----- ----- ----- ----- 0.65 28.23 0.00 884.15 0.69 ----- ----- ----- 0.65 ----- ----- ----- ----- 0.65 28.27 0.00 884.15 0.69 ----- ----- ----- 0.65 ----- ----- ----- ----- 0.65 28.30 0.00 884.15 0.69 ----- ----- ----- 0.65 ----- ----- ----- ----- 0.65 28.33 0.00 884.15 0.69 ----- ----- ----- 0.65 ----- ----- ----- ----- 0.65 28.37 0.00 884.15 0.69 ----- ----- ----- 0.64 ----- ----- ----- ----- 0.64 28.40 0.00 884.14 0.69 ----- ----- ----- 0.64 ----- ----- ----- ----- 0.64 28.43 0.00 884.14 0.68 ----- ----- ----- 0.64 ----- ----- ----- ----- 0.64 28.47 0.00 884.14 0.68 ----- ----- ----- 0.64 ----- ----- ----- ----- 0.64 28.50 0.00 884.14 0.68 ----- ----- ----- 0.64 ----- ----- ----- ----- 0.64 28.53 0.00 884.14 0.68 ----- ----- ----- 0.64 ----- ----- ----- ----- 0.64 28.57 0.00 884.13 0.68 ----- ----- ----- 0.64 ----- ----- ----- ----- 0.64 28.60 0.00 884.13 0.68 ----- ----- ----- 0.63 ----- ----- ----- ----- 0.63 28.63 0.00 884.13 0.67 ----- ----- ----- 0.63 ----- ----- ----- ----- 0.63 28.67 0.00 884.13 0.67 ----- ----- ----- 0.63 ----- ----- ----- ----- 0.63 28.70 0.00 884.13 0.67 ----- ----- ----- 0.63 ----- ----- ----- ----- 0.63 28.73 0.00 884.13 0.67 ----- ----- ----- 0.63 ----- ----- ----- ----- 0.63 28.77 0.00 884.12 0.67 ----- ----- ----- 0.63 ----- ----- ----- ----- 0.63 28.80 0.00 884.12 0.67 ----- ----- ----- 0.63 ----- ----- ----- ----- 0.63 28.83 0.00 884.12 0.67 ----- ----- ----- 0.62 ----- ----- ----- ----- 0.62 28.87 0.00 884.12 0.66 ----- ----- ----- 0.62 ----- ----- ----- ----- 0.62 28.90 0.00 884.12 0.66 ----- ----- ----- 0.62 ----- ----- ----- ----- 0.62 28.93 0.00 884.12 0.66 ----- ----- ----- 0.62 ----- ----- ----- ----- 0.62 28.97 0.00 884.11 0.66 ----- ----- ----- 0.62 ----- ----- ----- ----- 0.62 29.00 0.00 884.11 0.66 ----- ----- ----- 0.62 ----- ----- ----- ----- 0.62 29.03 0.00 884.11 0.66 ----- ----- ----- 0.62 ----- ----- ----- ----- 0.62 Continues on next page... •I Pond-2rt Page 9 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 25.67 0.00 884.30 0.82 ----- ----- ----- 0.78 ----- ----- ----- ----- 0.78 25.70 0.00 884.30 0.82 ----- ----- ----- 0.78 ----- ----- ----- ----- 0.78 25.73 0.00 884.30 0.82 ----- ----- ----- 0.78 ----- ----- ----- ----- 0.78 25.77 0.00 884.29 0.82 ----- ----- ----- 0.78 ----- ----- ----- ----- 0.78 25.80 0.00 884.29 0.82 ----- ----- ----- 0.77 ----- ----- ----- ----- 0.77 25.83 0.00 884.29 0.81 ----- ----- ----- 0.77 ----- ----- ----- ----- 0.77 25.87 0.00 884.29 0.81 ----- ----- ----- 0.77 ----- ----- ----- ----- 0.77 25.90 0.00 884.28 0.81 ----- ----- ----- 0.77 ----- ----- ----- ----- 0.77 25.93 0.00 884.28 0.81 ----- ----- ----- 0.77 ----- ----- ----- ----- 0.77 25.97 0.00 884.28 0.81 ----- ----- ----- 0.76 ----- ----- ----- ----- 0.76 26.00 0.00 884.28 0.80 ----- ----- ----- 0.76 ----- ----- ----- ----- 0.76 • 26.03 0.00 884.28 0.80 ----- ----- ----- 0.76 ----- ----- ----- ----- 0.76 26.07 0.00 884.27 0.80 ----- ----- ----- 0.76 ----- ----- ----- ----- 0.76 26.10 0.00 884.27 0.80 ----- ----- ----- 0.76 ----- ----- ----- ----- 0.76 26.13 0.00 884.27 0.80 ----- ----- ----- 0.75 ----- ----- ----- ----- 0.75 26.17 0.00 884.27 0.80 ----- ----- ----- 0.75 ----- ----- ----- ----- 0.75 26.20 0.00 884.27 0.79 ----- ----- ----- 0.75 ----- ----- ----- ----- 0.75 26.23 0.00 884.26 0.79 ----- ----- ----- 0.75 ----- ----- ----- ----- 0.75 26.27 0.00 884.26 0.79 ----- ----- ----- 0.75 ----- ----- ----- ----- 0.75 26.30 0.00 884.26 0.79 ----- ----- ----- 0.75 ----- ----- ----- ----- 0.75 26.33 0.00 884.26 0.79 ----- ----- ----- 0.74 ----- ----- ----- ----- 0.74 26.37 0.00 884.26 0.79 ----- ----- ----- 0.74 ----- ----- ----- ----- 0.74 26.40 0.00 884.25 0.78 ----- ----- ----- 0.74 ----- ----- ----- ----- 0.74 26.43 0.00 884.25 0.78 ----- ----- ----- 0.74 ----- ----- ----- ----- 0.74 26.47 0.00 884.25 0.78 ----- ----- ----- 0.74 ----- ----- ----- ----- 0.74 26.50 0.00 884.25 0.78 ----- ----- ----- 0.73 ----- ----- ----- ----- 0.73 26.53 0.00 884.25 0.78 ----- ----- ----- 0.73 ----- ----- ----- ----- 0.73 26.57 0.00 884.24 0.78 ----- ----- ----- 0.73 ----- ----- ----- ----- 0.73 26.60 0.00 884.24 0.77 ----- ----- ----- 0.73 ----- ----- ----- ----- 0.73 26.63 0.00 884.24 0.77 ----- ----- ----- 0.73 ----- ----- ----- ----- 0.73 26.67 0.00 884.24 0.77 ----- ----- ----- 0.72 ----- ----- ----- ----- 0.72 26.70 0.00 884.24 0.77 ----- ----- ----- 0.72 ----- ----- ----- ----- 0.72 26.73 0.00 884.23 0.77 ----- ----- ----- 0.72 ----- ----- ----- ----- 0.72 26.77 0.00 884.23 0.77 ----- ----- ----- 0.72 ----- ----- ----- ----- 0.72 26.80 0.00 884.23 0.76 ----- ----- ----- 0.72 ----- ----- ----- ----- 0.72 • 26.83 0.00 884.23 0.76 ----- ----- ----- 0.72 ----- ----- ----- ----- 0.72 26.87 0.00 884.23 0.76 ----- ----- ----- 0.71 ----- ----- ----- ----- 0.71 26.90 0.00 884.23 0.76 ----- ----- ----- 0.71 ----- ----- ----- ----- 0.71 26.93 0.00 884.22 0.76 ----- ----- ----- 0.71 ----- ----- ----- ----- 0.71 26.97 0.00 884.22 0.76 ----- ----- ----- 0.71 ----- ----- ----- ----- 0.71 27.00 0.00 884.22 0.75 ----- ----- ----- 0.71 ----- ----- ----- ----- 0.71 27.03 0.00 884.22 0.75 ----- ----- ----- 0.71 ----- ----- ----- ----- 0.71 27.07 0.00 884.22 0.75 ----- ----- ----- 0.70 ----- ----- ----- ----- 0.70 27.10 0.00 884.21 0.75 ----- ----- ----- 0.70 ----- ----- ----- ----- 0.70 27.13 0.00 884.21 0.75 ----- ----- ----- 0.70 ----- ----- ----- ----- 0.70 27.17 0.00 884.21 0.75 ----- ----- ----- 0.70 ----- ----- ----- ----- 0.70 27.20 0.00 884.21 0.74 ----- ----- ----- 0.70 ----- ----- ----- ----- 0.70 27.23 0.00 884.21 0.74 ----- ----- ----- 0.69 ----- ----- ----- ----- 0.69 27.27 0.00 884.20 0.74 ----- ----- ----- 0.69 ----- ----- ----- ----- 0.69 27.30 0.00 884.20 0.74 ----- ----- ----- 0.69 ----- ----- ----- ----- 0.69 27.33 0.00 884.20 0.74 ----- ----- ----- 0.69 ----- ----- ----- ----- 0.69 Continues on next page... 40 • Pond-2rt Page 8 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 23.97 0.54 884.39 0.90 ----- ----- ----- 0.87 ----- ----- ----- ----- 0.87 24.00 0.54 884.39 0.90 ----- ----- ----- 0.87 ----- ----- ----- ----- 0.87 24.03 0.54 884.39 0.90 ----- ----- ----- 0.87 ----- ----- ----- ----- 0.87 24.07 0.53 884.39 0.90 ----- ----- ----- 0.87 ----- ----- ----- ----- 0.87 24.10 0.52 884.39 0.90 ----- ----- ----- 0.87 ----- ----- ----- ----- 0.87 24.13 0.50 884.39 0.90 ----- ----- ----- 0.87 ----- ----- ----- ----- 0.87 24.17 0.49 884.39 0.90 ----- ----- ----- 0.86 ----- ----- ----- ----- 0.86 24.20 0.47 884.39 0.90 ----- ----- ----- 0.86 ----- ----- ----- ----- 0.86 24.23 0.44 884.39 0.90 ----- ----- ----- 0.86 ----- ----- ----- ----- 0.86 • 24.27 0.41 884.38 0.90 ----- ----- ----- 0.86 ----- ----- ----- ----- 0.86 24.30 0.38 884.38 0.89 ----- ----- ----- 0.86 ----- ----- ----- ----- 0.86 24.33 0.35 884.38 0.89 ----- ----- ----- 0.86 ----- ----- ----- ----- 0.86 24.37 0.31 884.38 0.89 ----- ----- ----- 0.86 ----- ----- ----- ----- 0.86 24.40 0.28 884.38 0.89 ----- ----- ----- 0.86 ----- ----- ----- ----- 0.86 24.43 0.25 884.38 0.89 ----- ----- ----- 0.85 ----- ----- ----- ----- 0.85 24.47 0.21 884.38 0.89 ----- ----- ----- 0.85 ----- ----- ----- ----- 0.85 24.50 0.19 884.37 0.89 ----- ----- ----- 0.85 ----- ----- ----- ----- 0.85 24.53 0.16 884.37 0.88 ----- ----- ----- 0.85 ----- ----- ----- ----- 0.85 24.57 0.13 884.37 0.88 ----- ----- ----- 0.85 ----- ----- ----- ----- 0.85 24.60 0.11 884.37 0.88 ----- ----- ----- 0.85 ----- ----- ----- ----- 0.85 24.63 0.09 884.37 0.88 ----- ----- ----- 0.84 ----- ----- ----- ----- 0.84 24.67 0.07 884.36 0.88 ----- ----- ----- 0.84 ----- ----- ----- ----- 0.84 24.70 0.06 884.36 0.88 ----- ----- ----- 0.84 ----- ----- ----- ----- 0.84 24.73 0.04 884.36 0.87 ----- ----- ----- 0.84 ----- ----- ----- ----- 0.84 24.77 0.03 884.36 0.87 ----- ----- ----- 0.84 ----- ----- ----- ----- 0.84 24.80 0.02 884.36 0.87 ----- ----- ----- 0.83 ----- ----- ----- ----- 0.83 24.83 0.01 884.35 0.87 ----- ----- ----- 0.83 ----- ----- ----- ----- 0.83 24.87 0.01 884.35 0.87 ----- ----- ----- 0.83 ----- ----- ----- ----- 0.83 24.90 0.00 884.35 0.87 ----- ----- ----- 0.83 ----- ----- ----- ----- 0.83 24.93 0.00 884.35 0.86 ----- ----- ----- 0.83 ----- ----- ----- ----- 0.83 24.97 0.00 884.34 0.86 ----- ----- ----- 0.82 ----- ----- ----- ----- 0.82 25.00 0.00 884.34 0.86 ----- ----- ----- 0.82 ----- ----- ----- ----- 0.82 25.03 0.00 884.34 0.86 ----- ----- ----- 0.82 ----- ----- ----- ----- 0.82 25.07 0.00 884.34 0.86 ----- ----- ----- 0.82 ----- ----- ----- ----- 0.82 • 25.10 0.00 884.34 0.85 ----- ----- ----- 0.82 ----- ----- ----- ----- 0.82 25.13 0.00 884.33 0.85 ----- ----- ----- 0.81 ----- ----- ----- ----- 0.81 25.17 0.00 884.33 0.85 ----- ----- ----- 0.81 ----- ----- ----- ----- 0.81 25.20 0.00 884.33 0.85 ----- ----- ----- 0.81 ----- ----- ----- ----- 0.81 25.23 0.00 884.33 0.85 ----- ----- ----- 0.81 ----- ----- ----- ----- 0.81 25.27 0.00 884.32 0.84 ----- ----- ----- 0.81 ----- ----- ----- ----- 0.81 25.30 0.00 884.32 0.84 ----- ----- ----- 0.80 ----- ----- ----- ----- 0.80 25.33 0.00 884.32 0.84 ----- ----- ----- 0.80 ----- ----- ----- ----- 0.80 25.37 0.00 884.32 0.84 ----- ----- ----- 0.80 ----- ----- ----- ----- 0.80 25.40 0.00 884.32 0.84 ----- ----- ----- 0.80 ----- ----- ----- ----- 0.80 25.43 0.00 884.31 0.84 ----- ----- ----- 0.80 ----- ----- ----- ----- 0.80 25.47 0.00 884.31 0.83 ----- ----- ----- 0.79 ----- ----- ----- ----- 0.79 25.50 0.00 884.31 0.83 ----- ----- ----- 0.79 ----- ----- ----- ----- 0.79 25.53 0.00 884.31 0.83 ----- ----- ----- 0.79 ----- ----- ----- ----- 0.79 25.57 0.00 884.31 0.83 ----- ----- ----- 0.79 ----- ----- ----- ----- 0.79 25.60 0.00 884.30 0.83 ----- ----- ----- 0.79 ----- ----- ----- ----- 0.79 25.63 0.00 884.30 0.82 ----- ----- ----- 0.78 ----- ----- ----- ----- 0.78 0 Continues on next page... •1 Pond-2rt Page 7 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 22.27 0.58 884.44 0.94 ----- ----- ----- 0.91 ----- ----- ----- ----- 0.91 22.30 0.58 884.44 0.94 ----- ----- ----- 0.91 ----- ----- ----- ----- 0.91 22.33 0.58 884.44 0.94 ----- ----- ----- 0.91 ----- ----- ----- ----- 0.91 22.37 0.58 884.44 0.94 ----- ----- ----- 0.91 ----- ----- ----- ----- 0.91 22.40 0.57 884.43 0.94 ----- ----- ----- 0.91 ----- ----- ----- ----- 0.91 22.43 0.57 884.43 0.94 ----- ----- ----- 0.91 ----- ----- ----- ----- 0.91 22.47 0.57 884.43 0.94 ----- ----- ----- 0.91 ----- ----- ----- ----- 0.91 22.50 0.57 884.43 0.94 ----- ----- ----- 0.91 ----- ----- ----- ----- 0.91 22.53 0.57 884.43 0.94 ----- ----- ----- 0.90 ----- ----- ----- ----- 0.90 22.57 0.57 884.43 0.94 ----- ----- ----- 0.90 ----- ----- ----- ----- 0.90 22.60 0.57 884.43 0.93 ----- ----- ----- 0.90 ----- ----- ----- ----- 0.90 • 22.63 0.57 884.43 0.93 ----- ----- ----- 0.90 ----- ----- ----- ----- 0.90 22.67 0.57 884.43 0.93 ----- ----- ----- 0.90 ----- ----- ----- ----- 0.90 22.70 0.57 884.43 0.93 ----- ----- ----- 0.90 ----- ----- ----- ----- 0.90 22.73 0.57 884.43 0.93 ----- ----- ----- 0.90 ----- ----- ----- ----- 0.90 22.77 0.57 884.43 0.93 ----- ----- ----- 0.90 ----- ----- ----- ----- 0.90 22.80 0.57 884.42 0.93 ----- ----- ----- 0.90 ----- ----- ----- ----- 0.90 22.83 0.57 884.42 0.93 ----- ----- ----- 0.90 ----- ----- ----- ----- 0.90 22.87 0.56 884.42 0.93 ----- ----- ----- 0.90 ----- ----- ----- ----- 0.90 22.90 0.56 884.42 0.93 ----- ----- ----- 0.90 ----- ----- ----- ----- 0.90 22.93 0.56 884.42 0.93 ----- ----- ----- 0.89 ----- ----- ----- ----- 0.89 22.97 0.56 884.42 0.93 ----- ----- ----- 0.89 ----- ----- ----- ----- 0.89 23.00 0.56 884.42 0.93 ----- ----- ----- 0.89 ----- ----- ----- ----- 0.89 23.03 0.56 884.42 0.92 ----- ----- ----- 0.89 ----- ----- ----- ----- 0.89 23.07 0.56 884.42 0.92 ----- ----- ----- 0.89 ----- ----- ----- ----- 0.89 23.10 0.56 884.42 0.92 ----- ----- ----- 0.89 ----- ----- ----- ----- 0.89 23.13 0.56 884.42 0.92 ----- ----- ----- 0.89 ----- ----- ----- ----- 0.89 23.17 0.56 884.41 0.92 ----- ----- ----- 0.89 ----- ----- ----- ----- 0.89 23.20 0.56 884.41 0.92 ----- ----- ----- 0.89 ----- ----- ----- ----- 0.89 23.23 0.56 884.41 0.92 ----- ----- ----- 0.89 ----- ----- ----- ----- 0.89 23.27 0.56 884.41 0.92 ----- ----- ----- 0.89 ----- ----- ----- ----- 0.89 23.30 0.56 884.41 0.92 ----- ----- ----- 0.89 ----- ----- ----- ----- 0.89 23.33 0.55 884.41 0.92 ----- ----- ----- 0.88 ----- ----- ----- ----- 0.88 23.37 0.55 884.41 0.92 ----- ----- ----- 0.88 ----- ----- ----- ----- 0.88 23.40 0.55 884.41 0.92 ----- ----- ----- 0.88 ----- ----- ----- ----- 0.88 • 23.43 0.55 884.41 0.92 ----- ----- ----- 0.88 ----- ----- ----- ----- 0.88 23.47 0.55 884.41 0.91 ----- ----- ----- 0.88 ----- ----- ----- ----- 0.88 23.50 0.55 884.41 0.91 ----- ----- ----- 0.88 ----- ----- ----- ----- 0.88 23.53 0.55 884.40 0.91 ----- ----- ----- 0.88 ----- ----- ----- ----- 0.88 23.57 0.55 884.40 0.91 ----- ----- ----- 0.88 ----- ----- ----- ----- 0.88 23.60 0.55 884.40 0.91 ----- ----- ----- 0.88 ----- ----- ----- ----- 0.88 23.63 0.55 884.40 0.91 ----- ----- ----- 0.88 ----- ----- ----- ----- 0.88 23.67 0.55 884.40 0.91 ----- ----- ----- 0.88 ----- ----- ----- ----- 0.88 23.70 0.55 884.40 0.91 ----- ----- ----- 0.88 ----- ----- ----- ----- 0.88 23.73 0.55 884.40 0.91 ----- ----- ----- 0.88 ----- ----- ----- ----- 0.88 23.77 0.55 884.40 0.91 ----- ----- ----- 0.87 ----- ----- ----- ----- 0.87 23.80 0.54 884.40 0.91 ----- ----- ----- 0.87 ----- ----- ----- ----- 0.87 23.83 0.54 884.40 0.91 ----- ----- ----- 0.87 ----- ----- ----- ----- 0.87 23.87 0.54 884.40 0.91 ----- ----- ----- 0.87 ----- ----- ----- ----- 0.87 23.90 0.54 884.39 0.90 ----- ----- ----- 0.87 ----- ----- ----- ----- 0.87 23.93 0.54 884.39 0.90 ----- ----- ----- 0.87 ----- ----- ----- ----- 0.87 Continues on next page... 0 Pond-2rt Page 6 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 20.57 0.62 884.48 0.98 ----- ----- ----- 0.95 ----- ----- ----- ----- 0.95 20.60 0.62 884.48 0.98 ----- ----- ----- 0.95 ----- ----- ----- ----- 0.95 20.63 0.61 884.48 0.98 ----- ----- ----- 0.95 ----- ----- ----- ----- 0.95 20.67 0.61 884.48 0.98 ----- ----- ----- 0.95 ----- ----- ----- ----- 0.95 20.70 0.61 884.48 0.98 ----- ----- ----- 0.95 ----- ----- ----- ----- 0.95 20.73 0.61 884.48 0.98 ----- ----- ----- 0.95 ----- ----- ----- ----- 0.95 20.77 0.61 884.48 0.98 ----- ----- ----- 0.95 ----- ----- ----- ----- 0.95 20.80 0.61 884.48 0.98 ----- ----- ----- 0.95 ----- ----- ----- ----- 0.95 20.83 0.61 884.48 0.98 ----- ----- ----- 0.95 ----- ----- ----- ----- 0.95 20.87 0.61 884.48 0.97 ----- ----- ----- 0.95 ----- ----- ----- ----- 0.95 20.90 0.61 884.48 0.97 ----- ----- ----- 0.95 ----- ----- ----- ----- 0.95 20.93 0.61 884.47 0.97 ----- ----- ----- 0.95 ----- ----- ----- ----- 0.95 20.97 0.61 884.47 0.97 ----- ----- ----- 0.94 ----- ----- ----- ----- 0.94 21.00 0.60 884.47 0.97 ----- ----- ----- 0.94 ----- ----- ----- ----- 0.94 21.03 0.60 884.47 0.97 ----- ----- ----- 0.94 ----- ----- ----- ----- 0.94 21.07 0.60 884.47 0.97 ----- ----- ----- 0.94 ----- ----- ----- ----- 0.94 21.10 0.60 884.47 0.97 ----- ----- ----- 0.94 ----- ----- ----- ----- 0.94 21.13 0.60 884.47 0.97 ----- ----- ----- 0.94 ----- ----- ----- ----- 0.94 21.17 0.60 884.47 0.97 ----- ----- ----- 0.94 ----- ----- ----- ----- 0.94 21.20 0.60 884.47 0.97 ----- ----- ----- 0.94 ----- ----- ----- ----- 0.94 21.23 0.60 884.47 0.97 ----- ----- ----- 0.94 ----- ----- ----- ----- 0.94 21.27 0.60 884.47 0.97 ----- ----- ----- 0.94 ----- ----- ----- ----- 0.94 21.30 0.60 884.46 0.96 ----- ----- ----- 0.94 ----- ----- ----- ----- 0.94 21.33 0.60 884.46 0.96 ----- ----- ----- 0.94 ----- ----- ----- ----- 0.94 21.37 0.60 884.46 0.96 ----- ----- ----- 0.93 ----- ----- ----- ----- 0.93 21.40 0.60 884.46 0.96 ----- ----- ----- 0.93 ----- ----- ----- ----- 0.93 21.43 0.60 884.46 0.96 ----- ----- ----- 0.93 ----- ----- ----- ----- 0.93 21.47 0.59 884.46 0.96 ----- ----- ----- 0.93 ----- ----- ----- ----- 0.93 21.50 0.59 884.46 0.96 ----- ----- ----- 0.93 ----- ----- ----- ----- 0.93 21.53 0.59 884.46 0.96 ----- ----- ----- 0.93 ----- ----- ----- ----- 0.93 21.57 0.59 884.46 0.96 ----- ----- ----- 0.93 ----- ----- ----- ----- 0.93 21.60 0.59 884.46 0.96 ----- ----- ----- 0.93 ----- ----- ----- ----- 0.93 21.63 0.59 884.46 0.96 ----- ----- ----- 0.93 ----- ----- ----- ----- 0.93 21.67 0.59 884.45 0.96 ----- ----- ----- 0.93 ----- ----- ----- ----- 0.93 21.70 0.59 884.45 0.96 ----- ----- ----- 0.93 ----- ----- ----- ----- 0.93 21.73 0.59 884.45 0.95 ----- ----- ----- 0.93 ----- ----- ----- ----- 0.93 21.77 0.59 884.45 0.95 ----- ----- ----- 0.92 ----- ----- ----- ----- 0.92 21.80 0.59 884.45 0.95 ----- ----- ----- 0.92 ----- ----- ----- ----- 0.92 21.83 0.59 884.45 0.95 ----- ----- ----- 0.92 ----- ----- ----- ----- 0.92 21.87 0.59 884.45 0.95 ----- ----- ----- 0.92 ----- ----- ----- ----- 0.92 21.90 0.59 884.45 0.95 ----- ----- ----- 0.92 ----- ----- ----- ----- 0.92 21.93 0.58 884.45 0.95 ----- ----- ----- 0.92 ----- ----- ----- ----- 0.92 21.97 0.58 884.45 0.95 ----- ----- ----- 0.92 ----- ----- ----- ----- 0.92 22.00 0.58 884.45 0.95 ----- ----- ----- 0.92 ----- ----- ----- ----- 0.92 22.03 0.58 884.44 0.95 ----- ----- ----- 0.92 ----- ----- ----- ----- 0.92 22.07 0.58 884.44 0.95 ----- ----- ----- 0.92 ----- ----- ----- ----- 0.92 22.10 0.58 884.44 0.95 ----- ----- ----- 0.92 ----- ----- ----- ----- 0.92 22.13 0.58 884.44 0.94 ----- ----- ----- 0.91 ----- ----- ----- ----- 0.92 22.17 0.58 884.44 0.94 ----- ----- ----- 0.91 ----- ----- ----- ----- 0.91 22.20 0.58 884.44 0.94 ----- ----- ----- 0.91 ----- ----- ----- ----- 0.91 22.23 0.58 884.44 0.94 ----- ----- ----- 0.91 ----- ----- ----- ----- 0.91 • Continues on next page... • Pond-2rt Page 5 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cis ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 18.87 0.79 884.52 1.02 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 18.90 0.79 884.52 1.02 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 18.93 0.79 884.52 1.02 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 18.97 0.78 884.52 1.02 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 19.00 0.78 884.52 1.01 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 19.03 0.78 884.52 1.01 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 19.07 0.77 884.52 1.01 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 19.10 0.77 884.52 1.01 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 19.13 0.76 884.52 1.01 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 19.17 0.76 884.52 1.01 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 19.20 0.76 884.52 1.01 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 19.23 0.75 884.52 1.01 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 19.27 0.75 884.52 1.01 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 19.30 0.75 884.51 1.01 ----- ----- ----- 0.98 ----- ----- ----- ----- 0.98 19.33 0.74 884.51 1.01 ----- ----- ----- 0.98 ----- ----- ----- ----- 0.98 19.37 0.74 884.51 1.01 ----- ----- ----- 0.98 ----- ----- ----- ----- 0.98 19.40 0.73 884.51 1.01 ----- ----- ----- 0.98 ----- ----- ----- ----- 0.98 19.43 0.73 884.51 1.01 ----- ----- ----- 0.98 ----- ----- ----- ----- 0.98 19.47 0.73 884.51 1.01 ----- ----- ----- 0.98 ----- ----- ----- ----- 0.98 19.50 0.72 884.51 1.01 ----- ----- ----- 0.98 ----- ----- ----- ----- 0.98 19.53 0.72 884.51 1.00 ----- ----- ----- 0.98 ----- ----- ----- ----- 0.98 19.57 0.72 884.51 1.00 ----- ----- ----- 0.98 ----- ----- ----- ----- 0.98 19.60 0.71 884.51 1.00 ----- ----- ----- 0.98 ----- ----- ----- ----- 0.98 19.63 0.71 884.51 1.00 ----- ----- ----- 0.98 ----- ----- ----- ----- 0.98 19.67 0.70 884.51 1.00 ----- ----- ----- 0.98 ----- ----- ----- ----- 0.98 19.70 0.70 884.51 1.00 ----- ----- ----- 0.98 ----- ----- ----- ----- 0.98 19.73 0.70 884.51 1.00 ----- ----- ----- 0.98 ----- ----- ----- ----- 0.98 19.77 0.69 884.50 1.00 ----- ----- ----- 0.97 ----- ----- ----- ----- 0.97 19.80 0.69 884.50 1.00 ----- ----- ----- 0.97 ----- ----- ----- ----- 0.97 19.83 0.69 884.50 1.00 ----- ----- ----- 0.97 ----- ----- ----- ----- 0.97 19.87 0.68 884.50 1.00 ----- ----- ----- 0.97 ----- ----- ----- ----- 0.97 19.90 0.68 884.50 1.00 ----- ----- ----- 0.97 ----- ----- ----- ----- 0.97 19.93 0.67 884.50 1.00 ----- ----- ----- 0.97 ----- ----- ----- ----- 0.97 19.97 0.67 884.50 0.99 ----- ----- ----- 0.97 ----- ----- ----- ----- 0.97 20.00 0.67 884.50 0.99 ----- ----- ----- 0.97 ----- ----- ----- ----- 0.97 20.03 0.66 884.50 0.99 ----- ----- ----- 0.97 ----- ----- ----- ----- 0.97 20.07 0.66 884.50 0.99 ----- ----- ----- 0.97 ----- ----- ----- ----- 0.97 20.10 0.65 884.50 0.99 ----- ----- ----- 0.97 ----- ----- ----- ----- 0.97 20.13 0.65 884.50 0.99 ----- ----- ----- 0.97 ----- ----- ----- ----- 0.97 20.17 0.65 884.50 0.99 ----- ----- ----- 0.96 ----- ----- ----- ----- 0.96 20.20 0.64 884.49 0.99 ----- ----- ----- 0.96 ----- ----- ----- ----- 0.96 20.23 0.64 884.49 0.99 ----- ----- ----- 0.96 ----- ----- ----- ----- 0.96 20.27 0.64 884.49 0.99 ----- ----- ----- 0.96 ----- ----- ----- ----- 0.96 20.30 0.63 884.49 0.99 ----- ----- ----- 0.96 ----- ----- ----- ----- 0.96 20.33 0.63 884.49 0.99 ----- ----- ----- 0.96 ----- ----- ----- ----- 0.96 20.37 0.63 884.49 0.99 ----- ----- ----- 0.96 ----- ----- ----- ----- 0.96 20.40 0.63 884.49 0.99 ----- ----- ----- 0.96 ----- ----- ----- ----- 0.96 20.43 0.62 884.49 0.98 ----- ----- ----- 0.96 ----- ----- ----- ----- 0.96 20.47 0.62 884.49 0.98 ----- ----- ----- 0.96 ----- ----- ----- ----- 0.96 20.50 0.62 884.49 0.98 ----- ----- ----- 0.96 ----- ----- ----- ----- 0.96 20.53 0.62 884.49 0.98 ----- ----- ----- 0.96 ----- ----- ----- ----- 0.96 Continues on next page... J Pond-2rt Page 4 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 17.17 0.98 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 17.20 0.98 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 17.23 0.97 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 17.27 0.97 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 17.30 0.97 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 17.33 0.96 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 17.37 0.96 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 17.40 0.96 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 17.43 0.95 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 17.47 0.95 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 17.50 0.95 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 17.53 0.94 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 17.57 0.94 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 17.60 0.93 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 17.63 0.93 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 17.67 0.93 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 17.70 0.92 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 17.73 0.92 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 17.77 0.92 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 17.80 0.91 884.53 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 17.83 0.91 884.53 1.03 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 17.87 0.91 884.53 1.03 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 17.90 0.90 884.53 1.03 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 17.93 0.90 884.53 1.03 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 17.97 0.89 884.53 1.03 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 18.00 0.89 884.53 1.03 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 18.03 0.89 884.53 1.03 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 18.07 0.88 884.53 1.03 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 18.10 0.88 884.53 1.03 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 18.13 0.88 884.53 1.03 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 18.17 0.87 884.53 1.03 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 18.20 0.87 884.53 1.03 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 18.23 0.87 884.53 1.03 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 18.27 0.86 884.53 1.02 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 18.30 0.86 884.53 1.02 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 18.33 0.85 884.53 1.02 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 18.37 0.85 884.53 1.02 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 18.40 0.85 884.53 1.02 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 18.43 0.84 884.53 1.02 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 18.47 0.84 884.53 1.02 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 18.50 0.84 884.53 1.02 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 18.53 0.83 884.53 1.02 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 18.57 0.83 884.53 1.02 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 18.60 0.82 884.53 1.02 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 18.63 0.82 884.53 1.02 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 18.67 0.82 884.53 1.02 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 18.70 0.81 884.52 1.02 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 18.73 0.81 884.52 1.02 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 18.77 0.81 884.52 1.02 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 18.80 0.80 884.52 1.02 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 18.83 0.80 884.52 1.02 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 Continues on next page... Pond-2rt Page 3 • Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 15.47 1.35 884.52 1.02 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 15.50 1.34 884.52 1.02 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 15.53 1.33 884.52 1.02 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 15.57 1.32 884.52 1.02 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 15.60 1.31 884.52 1.02 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 15.63 1.30 884.53 1.02 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 15.67 1.29 884.53 1.02 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 15.70 1.28 884.53 1.02 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 15.73 1.27 884.53 1.02 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 15.77 1.26 884.53 1.02 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 15.80 1.25 884.53 1.02 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 • 15.83 1.24 884.53 1.02 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 15.87 1.23 884.53 1.02 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 15.90 1.22 884.53 1.03 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 15.93 1.21 884.53 1.03 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 15.97 1.20 884.53 1.03 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 16.00 1.19 884.53 1.03 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 16.03 1.18 884.53 1.03 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 16.07 1.17 884.53 1.03 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 16.10 1.16 884.53 1.03 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 16.13 1.15 884.53 1.03 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00 16.17 1.14 884.53 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 16.20 1.13 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 16.23 1.12 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 16.27 1.11 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 16.30 1.11 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 16.33 1.10 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 16.37 1.09 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 16.40 1.08 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 16.43 1.08 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 16.47 1.07 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 16.50 1.06 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 16.53 1.06 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 16.57 1.05 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 16.60 1.05 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 • 16.63 1.04 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 16.67 1.04 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 16.70 1.03 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 16.73 1.03 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 16.77 1.02 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 16.80 1.02 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 16.83 1.02 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 16.87 1.01 884.54 << 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 16.90 1.01 884.54 << 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 << 16.93 1.01 884.54 << 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 16.97 1.00 884.54 << 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 17.00 1.00 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 17.03 1.00 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 17.07 0.99 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 17.10 0.99 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 17.13 0.99 884.54 1.03 ----- ----- ----- 1.01 ----- ----- ----- ----- 1.01 Continues on next page... 0 • Pond-2rt Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs efs efs cfs cfs cfs cfs cfs 13.77 2.28 884.42 0.93 ----- ----- ----- 0.89 ----- ----- ----- ----- 0.89 13.80 2.24 884.42 0.93 ----- ----- ----- 0.90 ----- ----- ----- ----- 0.90 13.83 2.21 884.43 0.93 ----- ----- ----- 0.90 ----- ----- ----- ----- 0.90 13.87 2.17 884.43 0.94 ----- ----- ----- 0.90 ----- ----- ----- ----- 0.90 13.90 2.14 884.43 0.94 ----- ----- ----- 0.91 ----- ----- ----- ----- 0.91 13.93 2.10 884.44 0.94 ----- ----- ----- 0.91 ----- ----- ----- ----- 0.91 13.97 2.07 884.44 0.94 ----- ----- ----- 0.91 ----- ----- ----- ----- 0.91 14.00 2.04 884.44 0.95 ----- ----- ----- 0.92 ----- ----- ----- ----- 0.92 14.03 2.01 884.45 0.95 ----- ----- ----- 0.92 ----- ----- ----- ----- 0.92 14.07 1.98 884.45 0.95 ----- ----- ----- 0.92 ----- ----- ----- ----- 0.92 14.10 1.95 884.45 0.95 ----- ----- ----- 0.92 ----- ----- ----- ----- 0.92 14.13 1.92 884.45 0.96 ----- ----- ----- 0.93 ----- ----- ----- ----- 0.93 14.17 1.89 884.46 0.96 ----- ----- ----- 0.93 ----- ----- ----- ----- 0.93 14.20 1.86 884.46 0.96 ----- ----- ----- 0.93 ----- ----- ----- ----- 0.93 14.23 1.83 884.46 0.96 ----- ----- ----- 0.93 ----- ----- ----- ----- 0.93 14.27 1.81 884.46 0.96 ----- ----- ----- 0.94 ----- ----- ----- ----- 0.94 14.30 1.78 884.47 0.97 ----- ----- ----- 0.94 ----- ----- ----- ----- 0.94 14.33 1.76 884.47 0.97 ----- ----- ----- 0.94 ----- ----- ----- ----- 0.94 14.37 1.74 884.47 0.97 ----- ----- ----- 0.94 ----- ----- ----- ----- 0.94 14.40 1.72 884.47 0.97 ----- ----- ----- 0.94 ----- ----- ----- ----- 0.94 14.43 1.70 884.48 0.97 ----- ----- ----- 0.95 ----- ----- ----- ----- 0.95 14.47 1.68 884.48 0.98 ----- ----- ----- 0.95 ----- ----- ----- ----- 0.95 14.50 1.67 884.48 0.98 ----- ----- ----- 0.95 ----- ----- ----- ----- 0.95 14.53 1.65 884.48 0.98 ----- ----- ----- 0.95 ----- ----- ----- ----- 0.95 14.57 1.64 884.48 0.98 ----- ----- ----- 0.95 ----- ----- ----- ----- 0.95 14.60 1.62 884.49 0.98 ----- ----- ----- 0.96 ----- ----- ----- ----- 0.96 14.63 1.61 884.49 0.98 ----- ----- ----- 0.96 ----- ----- ----- ----- 0.96 14.67 1.60 884.49 0.98 ----- ----- ----- 0.96 ----- ----- ----- ----- 0.96 14.70 1.58 884.49 0.99 ----- ----- ----- 0.96 ----- ----- ----- ----- 0.96 14.73 1.57 884.49 0.99 ----- ----- ----- 0.96 ----- ----- ----- ----- 0.96 14.77 1.56 884.49 0.99 ----- ----- ----- 0.96 ----- ----- ----- ----- 0.96 14.80 1.55 884.50 0.99 ----- ----- ----- 0.96 ----- ----- ----- ----- 0.96 14.83 1.54 884.50 0.99 ----- ----- ----- 0.97 ----- ----- ----- ----- 0.97 14.87 1.53 884.50 0.99 ----- ----- ----- 0.97 ----- ----- ----- ----- 0.97 14.90 1.52 884.50 0.99 ----- ----- ----- 0.97 ----- ----- ----- ----- 0.97 14.93 1.51 884.50 1.00 ----- ----- ----- 0.97 ----- ----- ----- ----- 0.97 14.97 1.50 884.50 1.00 ----- ----- ----- 0.97 ----- ----- ----- ----- 0.97 15.00 1.49 884.50 1.00 ----- ----- ----- 0.97 ----- ----- ----- ----- 0.97 15.03 1.48 884.51 1.00 ----- ----- ----- 0.97 ----- ----- ----- ----- 0.97 15.07 1.47 884.51 1.00 ----- ----- ----- 0.98 ----- ----- ----- ----- 0.98 15.10 1.46 884.51 1.00 ----- ----- ----- 0.98 ----- ----- ----- ----- 0.98 15.13 1.45 884.51 1.00 ----- ----- ----- 0.98 ----- ----- ----- ----- 0.98 15.17 1.44 884.51 1.01 ----- ----- ----- 0.98 ----- ----- ----- ----- 0.98 15.20 1.43 884.51 1.01 ----- ----- ----- 0.98 ----- ----- ----- ----- 0.98 15.23 1.42 884.51 1.01 ----- ----- ----- 0.98 ----- ----- ----- ----- 0.98 15.27 1.41 884.51 1.01 ----- ----- ----- 0.98 ----- ----- ----- ----- 0.98 15.30 1.40 884.52 1.01 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 15.33 1.39 884.52 1.01 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 15.37 1.38 884.52 1.01 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 15.40 1.37 884.52 1.01 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 15.43 1.36 884.52 1.01 ----- ----- ----- 0.99 ----- ----- ----- ----- 0.99 0 Continues on next page... Hydrograph Report Page t Hyd. No. 5 Pond-2rt Hydrograph type = Reservoir Storm frequency = 10 yrs Inflow hyd. No. = 2 Max. Elevation = 884.54 ft Hydraflow Hydrographs by Intelisolve Peak discharge = 1.01 cfs Time interval = 2 min Reservoir name = pond-2 Max. Storage = 1.578 acft Storage Indication method used. Outflow hydrograph volume = 1.789 acft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Civic Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.50 15.96 883.98 0.54 ----- ----- ----- 0.51 ----- ----- ----- ----- 0.51 12.53 14.82 884.02 0.57 ----- ----- ----- 0.54 ----- ----- ----- ----- 0.54 12.57 13.67 884.06 0.61 ----- ----- ----- 0.57 ----- ----- ----- ----- 0.57 12.60 12.50 884.09 0.64 ----- ----- ----- 0.60 ----- ----- ----- ----- 0.60 12.63 11.34 884.12 0.67 ----- ----- ----- 0.63 ----- ----- ----- ----- 0.63 12.67 10.19 884.15 0.69 ----- ----- ----- 0.65 ----- ----- ----- ----- 0.65 12.70 9.07 884.17 0.71 ----- ----- ----- 0.67 ----- ----- ----- ----- 0.67 12.73 8.00 884.20 0.73 ----- ----- ----- 0.68 ----- ----- ----- ----- 0.68 12.77 7.00 884.21 0.75 ----- ----- ----- 0.70 ----- ----- ----- ----- 0.70 12.80 6.11 884.23 0.76 ----- ----- ----- 0.72 ----- ----- ----- ----- 0.72 12.83 5.37 884.24 0.77 ----- ----- ----- 0.73 ----- ----- ----- ----- 0.73 12.87 4.83 884.25 0.78 ----- ----- ----- 0.74 ----- ----- ----- ----- 0.74 12.90 4.49 884.26 0.79 ----- ----- ----- 0.75 ----- ----- ----- ----- 0.75 12.93 4.27 884.27 0.80 ----- ----- ----- 0.76 ----- ----- ----- ----- 0.76 12.97 4.10 884.28 0.81 ----- ----- ----- 0.77 ----- ----- ----- ----- 0.77 13.00 3.94 884.29 0.82 ----- ----- ----- 0.77 ----- ----- ----- ----- 0.77 13.03 3.79 884.30 0.82 ----- ----- ----- 0.78 ----- ----- ----- ----- 0.78 13.07 3.66 884.31 0.83 ----- ----- ----- 0.79 ----- ----- ----- ----- 0.79 13.10 3.53 884.32 0.84 ----- ----- ----- 0.80 ----- ----- ----- ----- 0.80 13.13 3.42 884.32 0.84 ----- ----- ----- 0.80 ----- ----- ----- ----- 0.80 13.17 3.32 884.33 0.85 ----- ----- ----- 0.81 ----- ----- ----- ----- 0.81 13.20 3.22 884.34 0.85 ----- ----- ----- 0.82 ----- ----- ----- ----- 0.82 13.23 3.13 884.34 0.86 ----- ----- ----- 0.82 ----- ----- ----- ----- 0.82 13.27 3.05 884.35 0.87 ----- ----- ----- 0.83 ----- ----- ----- ----- 0.83 13.30 2.98 884.35 0.87 ----- ----- ----- 0.83 ----- ----- ----- ----- 0.83 13.33 2.91 884.36 0.88 ----- ----- ----- 0.84 ----- ----- ----- ----- 0.84 13.37 2.85 884.37 0.88 ----- ----- ----- 0.84 ----- ----- ----- ----- 0.84 13.40 2.79 884.37 0.88 ----- ----- ----- 0.85 ----- ----- ----- ----- 0.85 13.43 2.73 884.38 0.89 ----- ----- ----- 0.85 ----- ----- ----- ----- 0.85 13.47 2.68 884.38 0.89 ----- ----- ----- 0.86 ----- ----- ----- ----- 0.86 13.50 2.63 884.39 0.90 ----- ----- ----- 0.86 ----- ----- ----- ----- 0.86 13.53 2.58 884.39 0.90 ----- ----- ----- 0.87 ----- ----- ----- ----- 0.87 13.57 2.53 884.40 0.91 ----- ----- ----- 0.87 ----- ----- ----- ----- 0.87 13.60 2.49 884.40 0.91 ----- ----- ----- 0.88 ----- ----- ----- ----- 0.88 13.63 2.44 884.40 0.91 ----- ----- ----- 0.88 ----- ----- ----- ----- 0.88 13.67 2.40 884.41 0.92 ----- ----- ----- 0.88 ----- ----- ----- ----- 0.88 13.70 2.36 884.41 0.92 ----- ----- ----- 0.89 ----- ----- ----- ----- 0.89 13.73 2.32 884.42 0.92 ----- ----- ----- 0.89 ----- ----- ----- ----- 0.89 • Continues on next page... J 0 Reservoir Report Page 1 R ' N Hydraflow Hydrographs by Intelisolve eservolr o. 2 - pond-2 Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (tt) Elevation (ft) Contour area (sgft) Incr. Storage (acft) Total storage (acft) 0.00 883.00 36,252 0.000 0.000 3.00 886.00 53,150 3.079 3.079 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 15.0 0.0 0.0 0.0 Crest Len ft = 0.17 4.00 0.00 0.00 Span in = 15.0 0.0 0.0 0.0 Crest El. ft = 883.00 885.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Cceft. = 3.33 3.33 0.00 0.00 Invert El. ft = 883.00 0.00 0.00 0.00 Weir Type = Rect Rect --- --- Length ft = 257.0 0.0 0.0 0.0 Multi -Stage = Yes Yes No No Slope % = 0.60 0.00 0.00 0.00 N-Value = .013 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multi -Stage = n/a No No No Exfiltration Rate = 0.00 in/hr/sqft Tailwater Elev. = 0.00 ft Nde: N aMays raw Been enatyzed under Melt and ajW canVd. Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total It acft It cfs cfs cfs cfs cfs cfs efs cfs efs cfs 0.00 0.000 883.00 0.00 --- --- --- 0.00 0.00 --- --- -' 0.00 3.00 3.079 886.00 6.49 --- --- --- 0.82 5.66 --- --- -- 6.48 • Pond-3rt Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 13.80 1.35 889.24 2.26 ----- ----- ----- 0.61 1.61 ----- ----- ----- 2.22 13.83 1.32 889.23 2.20 ----- ----- ----- 0.61 1.54 ----- ----- ----- 2.16 13.87 1.30 889.23 2.14 ----- ----- ----- 0.61 1.49 ----- ----- ----- 2.10 End • Ll • Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 6 Pond -art Hydrograph type = Reservoir Peak discharge = 4.13 cfs Storm frequency = 10 yrs Time interval = 2 min Inflow hyd. No. = 3 Reservoir name = pond-3 Max. Elevation = 889.50 ft Max. Storage = 0.586 acft Storage Indication method used. Outflow hydrograph volume = 1.272 acft Hydrograph Discharge Table • Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cis cfs cfs 12.53 9.26 889.27 2.53 ----- ----- ----- 0.61 1.87 ----- ----- ----- 2.49 12.57 8.84 889.31 2.99 ----- ----- ----- 0.61 2.34 ----- ----- ----- 2.95 12.60 8.41 889.35 3.39 ----- ----- ----- 0.61 2.74 ----- ----- ----- 3.35 12.63 7.96 889.38 3.73 ----- ----- ----- 0.62 3.08 ----- ----- ----- 3.70 12.67 7.50 889.41 3.94 ----- ----- ----- 0.61 3.31 ----- ----- ----- 3.92 12.70 7.02 889.43 4.00 ----- ----- ----- 0.60 3.38 ----- ----- ----- 3.97 12.73 6.54 889.45 4.04 ----- ----- ----- 0.59 3.44 ----- ----- ----- 4.02 12.77 6.06 889.47 4.08 ----- ----- ----- 0.58 3.48 ----- ----- ----- 4.06 12.80 5.57 889.48 4.11 ----- ----- ----- 0.57 3.52 ----- ----- ----- 4.09 12.83 5.09 889.49 4.13 ----- ----- ----- 0.56 3.55 ----- ----- ----- 4.11 12.87 4.62 889.49 4.14 ----- ----- ----- 0.56 3.56 ----- ----- ----- 4.12 12.90 4.16 889.50 << 4.14 ----- ----- ----- 0.56 3.57 ----- ----- ----- 4.13 << 12.93 3.73 889.49 4.14 ----- ----- ----- 0.56 3.56 ----- ----- ----- 4.12 12.97 3.32 889.49 4.13 ----- ----- ----- 0.56 3.55 ----- ----- ----- 4.11 13.00 2.96 889.48 4.11 ----- ----- ----- 0.57 3.53 ----- ----- ----- 4.10 13.03 2.66 889.47 4.09 ----- ----- ----- 0.57 3.50 ----- ----- ----- 4.08 13.07 2.44 889.46 4.07 ----- ----- ----- 0.58 3.47 ----- ----- ----- 4.05 13.10 2.30 889.45 4.04 ----- ----- ----- 0.59 3.44 ----- ----- ----- 4.02 13.13 2.20 889.44 4.01 ----- ----- ----- 0.59 3.40 ----- ----- ----- 3.99 13.17 2.12 889.43 3.98 ----- ----- ----- 0.60 3.36 ----- ----- ----- 3.96 13.20 2.05 889.41 3.95 ----- ----- ----- 0.61 3.32 ----- ----- ----- 3.93 13.23 1.98 889.40 3.92 ----- ----- ----- 0.62 3.28 ----- ----- ----- 3.90 • 13.27 1.92 889.39 3.79 ----- ----- ----- 0.62 3.14 ----- ----- ----- 3.76 13.30 1.86 889.37 3.66 ----- ----- ----- 0.61 3.01 ----- ----- ----- 3.63 13.33 1.81 889.36 3.53 ----- ----- ----- 0.61 2.88 ----- ----- ----- 3.50 13.37 1.76 889.35 3.41 ----- ----- ----- 0.61 2.76 ----- ----- ----- 3.38 13.40 1.71 889.34 3.30 ----- ----- ----- 0.61 2.65 ----- ----- ----- 3.26 13.43 1.67 889.33 3.19 ----- ----- ----- 0.61 2.54 ----- ----- ----- 3.15 13.47 1.63 889.32 3.08 ----- ----- ----- 0.61 2.43 ----- ----- ----- 3.04 13.50 1.59 889.31 2.98 ----- ----- ----- 0.61 2.33 ----- ----- ----- 2.94 13.53 1.56 889.30 2.88 ----- ----- ----- 0.61 2.23 ----- ----- ----- 2.85 13.57 1.53 889.29 2.79 ----- ----- ----- 0.61 2.14 ----- ----- ----- 2.75 13.60 1.50 889.28 2.71 ----- ----- ----- 0.61 2.05 ----- ----- ----- 2.67 13.63 1.47 889.27 2.62 ----- ----- ----- 0.61 1.97 ----- ----- ----- 2.58 13.67 1.45 889.27 2.54 ----- ----- ----- 0.61 1.89 ----- ----- ----- 2.50 13.70 1.42 889.26 2.47 ----- ----- ----- 0.61 1.81 ----- ----- ----- 2.43 13.73 1.39 889.25 2.40 ----- ----- ----- 0.61 1.74 ----- ----- ----- 2.35 13.77 1.37 889.25 2.33 ----- ----- ----- 0.61 1.67 ----- ----- ----- 2.29 Continues on next page... • Reservoir Report Page 1 Reservoir No. 3 - pond-3 Hydratlow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (weft) Total storage (acft) 0.00 888.00 12,286 0.000 0.000 2.00 890.00 21,887 0.785 0.785 3.00 891.00 35,000 0.653 1.437 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 15.0 0.0 0.0 0.0 Crest Len ft = 0.17 4.00 0.00 0.00 Span in = 15.0 0.0 0.0 0.0 Crest El. ft = 888.00 889.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert El. R = 888.00 0.00 0.00 0.00 Weir Type = Rect Rect -- --- Length It = 170.0 0.0 0.0 0.0 Multi -Stage = Yes Yes No No Slope % = 0.50 0.00 0.00 0.00 N-Value = .013 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multi -Stage = r✓a No No No Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev. = 0.00 ft Note: AI oatlbxs haw been aialytetl uMer etlet aitl autlel cantrtl. Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Total It acft ft cfs cis cis cis cfs cfs cis cfs cfs cis 0.00 0.000 888.00 0.00 --- --- --- 0.00 0.00 --- --- --- 0.00 2.00 0.785 890.00 5.27 --- --- --- 0.44 4.82 -- --- --- 5.27 3.00 1.437 891.00 6.81 --- --- -- 0.43 6.37 --- --- --- 6.79 0 F" • Ponds-rt Page 2 Hydrograph Discharge Table Time Hyd. 4 + Hyd. 5 + Hyd. 6 = Outflow (hrs) (cfs) (cfs) (cfs) (cfs) 13.77 0.25 0.89 2.29 3.44 13.80 0.25 0.90 2.22 3.37 13.83 0.25 0.90 2.16 3.31 13.87 0.25 0.90 2.10 3.26 13.90 0.25 0.91 2.04 3.20 13.93 0.25 0.91 1.99 3.15 13.97 0.25 0.91 1.93 3.10 14.00 0.25 0.92 1.88 3.05 14.03 0.25 0.92 1.84 3.00 • 14.07 0.25 0.92 1.79 2.97 14.10 0.25 0.92 1.77 2.94 14.13 0.25 0.93 1.74 2.92 14.17 0.25 0.93 1.71 2.89 14.20 0.25 0.93 1.69 2.87 14.23 0.25 0.93 1.66 2.84 14.27 0.25 0.94 1.64 2.82 14.30 0.25 0.94 1.61 2.80 14.33 0.24 0.94 1.59 2.77 14.37 0.24 0.94 1.56 2.75 14.40 0.24 0.94 1.54 2.73 14.43 0.24 0.95 1.52 2.71 14.47 0.24 0.95 1.49 2.68 14.50 0.24 0.95 1.47 2.66 14.53 0.24 0.95 1.45 2.64 14.57 0.24 0.95 1.43 2.62 14.60 0.24 0.96 1.41 2.60 14.63 0.24 0.96 1.39 2.58 End J Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 7 Ponds-rt Hydrograph type = Combine Peak discharge = 5.14 cfs Storm frequency = 10 yrs Time interval = 2 min Inflow hyds. = 4, 5, 6 Hydrograph Volume = 3.312 acft Hydrograph Discharge Table Time Hyd. 4 + Hyd. 5 + Hyd. 6 = Outflow (hrs) (cfs) (cfs) (cfs) (cfs) 12.50 0.25 0.51 1.96 2.71 12.53 0.25 0.54 2.49 3.28 12.57 0.25 0.57 2.95 3.77 12.60 0.25 0.60 3.35 4.21 12.63 0.25 0.63 3.70 4.57 12.67 0.25 0.65 3.92 4.82 12.70 0.25 0.67 3.97 4.89 12.73 0.25 0.68 4.02 4.96 12.77 0.25 0.70 4.06 5.01 12.80 0.25 0.72 4.09 5.06 12.83 0.26 0.73 4.11 5.09 12.87 0.26 0.74 4.12 5.12 12.90 0.26 0.75 4.13 << 5.13 12.93 0.26 0.76 4.12 5.14 << 12.97 0.26 0.77 4.11 5.14 13.00 0.26 0.77 4.10 5.13 13.03 0.26 0.78 4.08 5.12 13.07 0.26 0.79 4.05 5.10 13.10 0.26 0.80 4.02 5.08 13.13 0.26 0.80 3.99 5.05 13.17 0.26 0.81 3.96 5.03 13.20 0.26 0.82 3.93 5.00 13.23 0.26 << 0.82 3.90 4.98 13.27 0.26 0.83 3.76 4.85 13.30 0.26 0.83 3.63 4.72 13.33 0.26 0.84 3.50 4.60 13.37 0.26 0.84 3.38 4.48 13.40 0.26 0.85 3.26 4.37 13.43 0.26 0.85 3.15 4.26 13.47 0.26 0.86 3.04 4.16 13.50 0.26 0.86 2.94 4.06 13.53 0.26 0.87 2.85 3.97 13.57 0.26 0.87 2.75 3.88 13.60 0.26 0.88 2.67 3.80 13.63 0.26 0.88 2.58 3.72 13.67 0.26 0.88 2.50 3.64 13.70 0.26 0.89 2.43 3.57 13.73 0.26 0.89 2.35 3.50 Continues on next page... W 0 0 TR55 Tc Worksheet Hyd. No. 8 DRO-1 Storm frequency = 10 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 300.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 20.0 % TravelTime ....................................... • Shallow Concentrated Flow L) = 14.9 min Flow length = 550 ft Watercourse slope = 8.4 % Surface description = Unpaved Average velocity = 4.67 ft/s Travel Time ........................................ = 2.0 min Channel Flow Cross section flow area = 0.0 sqft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 ft/s Flow length = 0.0 ft Travel Time ........................................ = min Total Travel Time, Tc ........................ = 16.9 min Page 1 Hydraflow Hydrographs by Intelisolve Hydrograph Report Hyd. No. 8 DRO-1 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration Page 1 Hydraflow Hydrographs by Intelisolve = SCS Runoff Peak discharge = 15.92 cfs = 10 yrs Time interval = 2 min = 12.24 ac Curve number = 66 = 0.0 % Hydraulic length = 0 ft = TR55 Time of conc. (Tc) = 16.9 min = 4.20 in Distribution = Type II = 24 hrs Shape factor = 484 Hydrograph Volume = 1.232 acft Hydrograph Discharge Table Time — Outflow (hrs cfs) 11.93 8.21 11.97 10.55 12.00 12.74 12.03 14.51 12.07 15.64 12.10 15.92 << 12.13 15.31 12.17 14.12 12.20 12.70 12.23 11.26 12.27 9.82 12.30 8.40 ... End TR55 Tc Worksheet Hyd. No. 9 DRO-2 Storm frequency = 10 yrs Sheet Flow Manning's n-value Flow length Two-year 24-hr precip. Land slope Travel Time ...................... = 0.240 = 130.0 ft = 2.70 in = 14.0 % Shallow Concentrated Flow ...... = 8.8 min Flow length = 200 ft Watercourse slope = 35.0 % Surface description = Unpaved Average velocity = 9.55 ft/s Travel Time ........................................ = 0.3 min Channel Flow Cross section flow area = 0.0 sqft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 fUs Flow length = 0.0 ft Travel Time ........................................ = min Total Travel Time, Tc ........................ = 9.1 min Page i Hydraflow Hydrographs by Intelisolve Hydrograph Report Page 1 Hyd. No. 9 DRO-2 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 5.27 ac = 0.0 % = TR55 = 4.20 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 11.90 6.06 11.93 8.00 11.97 9.51 12.00 9.86 << 12.03 8.83 12.07 7.00 12.10 5.08 ..End Hydraflow Hydrographs by InteltsoNe Peak discharge = 9.86 cfs Time interval = 2 min Curve number = 66 Hydraulic length = 0 ft Time of conc. (Tc) = 9.1 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 0.530 aeft 7 9 TR55 Tc Worksheet Hyd. No. 10 DRO-3 Storm frequency = 10 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 300.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 9.7 % Travel Time ........................................ = 19.9 min 0 Shallow Concentrated Flow Flow length = 150 It Watercourse slope = 43.0 % Surface description = Unpaved Average velocity = 10.58 fUs Travel Time ........................................ = 0.2 min Channel Flow Cross section flow area = 0.0 sgft Wetted perimeter = 0.0 It Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 ft/s Flow length = 0.0 ft Travel Time ........................................ = min Total Travel Time, Tc ........................ = 20.1 min :7 Page 1 Hydraflow Hydrographs by Intelisolve Hydrograph Report Page 1 91 Hyd. No. 10 DRO-3 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 6.79 ac = 0.0 % = TR55 = 4.20 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 11.93 5.82 11.97 7.32 12.00 8.69 12.03 9.77 12.07 10.43 12.10 10.52 << 12.13 10.05 12.17 9.22 12.20 8.25 12.23 7.28 12.27 6.31 12.30 5.37 ... End Hydraflow Hydrographs by IntelisoNe Peak discharge = 10.52 cfs Time interval = 2 min Curve number = 69 Hydraulic length = 0 ft Time of conc. (Tc) = 20.1 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 0.791 acft r n u TR55 Tc Worksheet Hyd. No. 11 D RO-4 Storm frequency = 10 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 200.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 4.5 % Travel Time ........................................ = 19.6 min Shallow Concentrated Flow Flow length = 0 ft Watercourse slope = 0.0 % Surface description = Paved Average velocity = 0.00 ft/s Travel Time ........................................ = 0.0 min Channel Flow Cross section flow area = 0.0 sqft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 ft/s Flow length = 0.0 ft Travel Time ........................................ = min Total Travel Time, Tc ........................ = 19.6 min Page 1 Hydraflow Hydrographs by Intelisolve Hydrograph Report • Page 1 Hyd. No. 11 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 10.73 ac = 0.0 % = TR55 = 4.20 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 11.93 9.20 11.97 11.56 12.00 13.74 12.03 15.44 12.07 16.48 12.10 16.63 << 12.13 15.89 12.17 14.57 12.20 13.04 12.23 11.50 12.27 9.97 12.30 8.48 ... End Hydraflow Hydrographs by Intelisolve Peak discharge = 16.63 cfs Time interval = 2 min Curve number = 69 Hydraulic length = 0 ft Time of conc. (Tc) = 19.6 min Distribution = Type II Shape factor = 484 Hydrograph volume = 1.250 acft • Is • • Hydrograph Report Hyd. No. 12 TOTAL RUNOFF Hydrograph type = Combine Storm frequency = 10 yrs Inflow hyds. = 7, 8, 9, 10, 11 Page 1 Hydraflow Hydrographs by Intelisolve Peak discharge = 49.95 cfs Time interval = 2 min Hydrograph Volume = 7.115 acft Hydrograph Discharge Table Time Hyd. 7 + Hyd. 8 + Hyd. 9 + Hyd. 10 + Hyd. 11 = Outflow (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.93 0.20 8.21 8.00 5.82 9.20 31.43 11.97 0.25 10.55 9.51 7.32 11.56 39.20 12.00 0.30 12.74 9.86 << 8.69 13.74 45.34 12.03 0.35 14.51 8.83 9.77 15.44 48.90 12.07 0.40 15.64 7.00 10.43 16.48 49.95 << 12.10 0.45 15.92 << 5.08 10.52 << 16.63 << 48.60 12.13 0.51 15.31 3.52 10.05 15.89 45.27 12.17 0.57 14.12 2.47 9.22 14.57 40.95 12.20 0.64 12.70 1.94 8.25 13.04 36.59 12.23 0.72 11.26 1.76 7.28 11.50 32.53 12.27 0.81 9.82 1.69 6.31 9.97 28.61 End rl 0Hydrograph Summary Report Page 1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (acft) Inflow hyd(s) Maximum elevation (ft) Maximum storage (acft) Hydrograph description 1 SCS Runoff 9.41 2 716 0.443 ---- ------ ------ P. Wshed-1 2 SCS Runoff 39.99 2 734 4.156 ---- ------ ------ P. Wshed-2 3 SCS Runoff 20.03 2 740 2.371 ---- ------ ------ P. Wshed-3 4 Reservoir 0.58 2 762 0.434 1 879.08 0.245 Pond-trt 5 Reservoir 4.63 2 802 3.498 2 885.37 2.430 Pond-2rt 6 Reservoir 5.97 2 776 2.296 3 890.42 1.060 Pond-3rt 7 Combine 11.04 2 792 6.228 4, 5, 6 ----- ------ Ponds-rt 8 SCS Runoff 33.93 2 724 2.489 ---- ------ ------ DRO-1 9 SCS Runoff 20.40 2 720 1.072 ---- ------ ------ DRO-2 10 SCS Runoff 21.17 2 724 1.535 ---- ------ ------ DRO-3 11 SCS Runoff 33.45 2 724 2.425 ---- ------ ------ DRO-4 12 Combine 103.75 2 724 13.749 7, 8, 9, 10, 11 ------ ------ TOTAL RUNOFF Proj, file: proposed storm 01160 .gpaturn Period: 100 yr Run date: 01-15-2004 Hydraflow Hydrographs by Intelisolve ri w Ci Hyd. No. 1 - SCS Runoff -100 Yr - Qp = 9.41 cfs - P. Wshed-1 Time (hrs) / Hyd. 1 E! 7 • • • Hyd. No. 2 - SCS Runoff -100 Yr - Qp = 39.99 cfs - P. Wshed-2 a 2 10 0 0.0 2.4 4.9 7.3 9.8 12.2 14.7 17.1 19.5 22.0 24.4 Time (hrs) jJf Hyd. 2 •I Hyd. No. 3 - SCS Runoff - 100 Yr - Op = 20.03 cfs - P. Wshed-3 v.0 4b 4.9 1.4 9.8 12.3 14.7 17.2 19.7 22.1 24.6 Time (hrs) / Hyd. 3 • N w CY Hyd. No. 4 - Reservoir -100 Yr - Op = 0.58 efs - Pond-1 rt Time (hrs) / Hyd. 1 / Hyd. 4 •I w K1 Hyd. No. 5 - Reservoir - 100 Yr - Qp = 4.63 cfs - Pond-2rt '*•� �.� i4.4 !V.L L4.0 Time (hrs) / Hyd. 2 z3.3 33.6 38.4 43.2 48.0 / Hyd. 5 • • C Hyd. No. 6 - Reservoir -100 Yr - Op = 5.97 cfs - Pond-3rt • •I 1 Mg/ Hyd. No. 7 - Combine -100 Yr - Qp =11.04 cfs - Ponds-rt 4.a a.n 14.4 19.2 24.0 28.8 33.6 38.4 43.2 48.0 Time (hrs) / Hyd. 4 / Hyd. 5 / Hyd. 6 / Hyd. 7 • • 0 Cat Hyd. No. 8 - SCS Runoff -100 Yr - Op = 33.93 cfs - DRO-1 4 3 2 1 0 U.0 2.4 4.8 7.3 9.7 12.1 14.5 17.0 19.4 21.8 24.2 Time (hrs) • 1 / Hyd. 8 •I Hyd. No. 9 - SCS Runoff -100 Yr - Op = 20.40 cfs - DRO-2 U.UU 2.41 4.81 7.22 9.63 12.03 14.44 16.85 19.25 21.66 24.07 Time (hrs) / Hyd. 9 A • • 0 • • Hyd. No.10 - SCS Runoff -100 Yr - Qp = 21.17 ds - DRO-3 0.0 2.4 4.8 7.3 9.7 12.1 14.5 16.9 19.4 21.8 24.2 Time (hrs) J* Hyd. 10 0 A Hyd. No. 11 - SCS Runoff -100 Yr - Qp = 33.45 cfs - DRO-4 u.0 2.4 4.8 7.3 9.7 12.1 14.5 16.9 19.4 21.8 24.2 Time (hrs) / Hyd. 11 • • • 0 • w Ci • 1 1 Hyd. No. 12 - Combine -100 Yr - Op = 103.75 cfs - TOTAL RUNOFF rime (hrs) Hyd. 7 J* Hyd. 8 / Hyd. 9 / Hyd. 10 of Hyd. 11 / Hyd. 12 77 0 TR55 Tc Worksheet Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 1 P. Wshed-1 Storm frequency = 100 yrs Sheet Flow Manning's n-value = 0.011 Flow length = 250.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 1.0 % Travel Time ........................................ = 3.6 min Shallow Concentrated Flow Flow length = 0 ft Watercourse slope = 0.0 % Surface description = Paved Average velocity = 0.00 ft/s TravelTime ........................................ = 0.0 min Channel Flow Cross section flow area = 0.8 sqft Wetted perimeter = 3.1 ft Channel slope = 4.3 % Manning's n-value = 0.013 Velocity = 9.39 ft/s Flow length = 95.0 ft TravelTime ........................................ = 0.2 min Total Travel Time, Tc ........................ = 3.8 min • 0 Hydrograph Report Hyd. No. 1 P. Wshed-1 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration • = SCS Runoff = 100 yrs = 1.50 ac = 0.0 % = TR55 = 6.00 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 11.83 5.15 11.87 6.55 11.90 8.17 11.93 9.41 << 11.97 9.21 12.00 7.28 End • Page 1 Hydraflow Hydrographs by Intelisolve Peak discharge = 9.41 cfs Time interval = 2 min Curve number = 80 Hydraulic length = 0 ft Time of conc. (Tc) = 3.8 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 0.443 acft TR55 Tc Worksheet Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 2 P. Wshed-2 Storm frequency = 100 yrs Sheet Flow Manning's n-value = 0.200 Flow length = 275.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 2.2 % Travel Time ........................................ = 29.0 min Shallow Concentrated Flow Flow length = 120 ft Watercourse slope = 3.5 % Surface description = Paved Average velocity = 3.80 ft/s TravelTime ........................................ = 0.5 min Channel Flow Cross section flow area = 1.2 sqft Wetted perimeter = 3.9 ft Channel slope = 0.4 % Manning's n-value = 0.013 Velocity = 3.32 ft/s Flow length = 1170.0 ft Travel Time ........................................ = 5.9 min Total Travel Time, Tc ........................ = 35.4 min 0i C Hydrograph Report Page 1 u Hyd. No. 2 P. Wshed-2 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 14.50 ac = 0.0 % = TR55 = 6.00 in = 24 hrs Hydrograph Discharge Table Time - Outflow (hrs cfs) 11.97 20.29 12.00 23.68 12.03 26.95 12.07 30.04 12.10 32.91 12.13 35.47 12.17 37.61 12.20 39.17 12.23 39.99 << 12.27 39.88 12.30 38.89 12.33 37.34 12.37 35.55 12.40 33.68 12.43 31.76 12.47 29.76 12.50 27.72 12.53 25.64 12.57 23.53 12.60 21.43 ... End Hydraflow Hydrographs by Intelisolve Peak discharge = 39.99 cfs Time interval = 2 min Curve number = 77 Hydraulic length = 0 ft Time of cone. (Tc) = 35.4 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 4.156 acft TR55 Tc Worksheet Hyd. No. 3 P. Wshed-3 Storm frequency = 100 yrs Sheet Flow Manning's n-value = 0.400 Flow length = 300.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 5.7 Travel Time ........................................ = 37.1 min Shallow Concentrated Flow Flow length = 790 ft Watercourse slope = 3.5 % Surface description = Unpaved Average velocity = 3.02 ft/s Travel Time ........................................ = 4.4 min Channel Flow Cross section flow area = 0.0 sqft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 fUs Flow length = 0.0 ft Travel Time ........................................ = min Total Travel Time, Tc ........................ = 41.5 min Page 1 Hydraflow Hydrographs by Inteltsolve • 0 Hydrograph Report :7 Hyd. No. 3 P. Wshed-3 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 8.10 ac = 0.0 % = TR55 = 6.00 in = 24 hrs Hydrograph Discharge Table Time - Outflow (hrs cfs) 12.00 10.27 12.03 11.72 12.07 13.14 12.10 14.50 12.13 15.79 12.17 16.99 12.20 18.07 12.23 18.97 12.27 19.65 12.30 20.02 12.33 20.03 << 12.37 19.69 12.40 19.12 12.43 18.45 12.47 17.75 12.50 17.02 12.53 16.26 12.57 15.48 12.60 14.67 12.63 13.84 12.67 12.99 12.70 12.12 12.73 11.25 12.77 10.37 ...End Page 1 Hydraflow Hydrographs by Intelisolve Peak discharge = 20.03 cfs Time interval = 2 min Curve number = 77 Hydraulic length = 0 ft Time of conc. (Tc) = 41.5 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 2.371 acft •I Pond-1rt Hydrograph Discharge Table Page 4 Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs It cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 16.63 0.16 878.79 0.37 ----- ----- ----- 0.36 ----- ----- ----- ----- 0.36 16.67 0.16 878.79 0.37 ----- ----- ----- 0.36 ----- ----- ----- ----- 0.36 16.70 0.16 878.78 0.37 ----- ----- ----- 0.36 ----- ----- ----- ----- 0.36 16.73 0.16 878.78 0.37 ----- ----- ----- 0.36 ----- ----- ----- ----- 0.36 16.77 0.16 878.78 0.37 ----- ----- ----- 0.36 ----- ----- ----- ----- 0.36 16.80 0.16 878.78 0.37 ----- ----- ----- 0.36 ----- ----- ----- ----- 0.36 16.83 0.16 878.77 0.36 ----- ----- ----- 0.35 ----- ----- ----- ----- 0.35 16.87 0.16 878.77 0.36 ----- ----- ----- 0.35 ----- ----- ----- ----- 0.35 16.90 0.16 878.77 0.36 ----- ----- ----- 0.35 ----- ----- ----- ----- 0.35 16.93 0.16 878.77 0.36 ----- ----- ----- 0.35 ----- ----- ----- ----- 0.35 16.97 0.16 878.76 0.36 ----- ----- ----- 0.35 ----- ----- ----- ----- 0.35 17.00 0.16 878.76 0.36 ----- ----- ----- 0.35 ----- ----- ----- ----- 0.35 17.03 0.16 878.76 0.36 ----- ----- ----- 0.34 ----- ----- ----- ----- 0.34 17.07 0.15 878.76 0.35 ----- ----- ----- 0.34 ----- ----- ----- ----- 0.34 17.10 0.15 878.76 0.35 ----- ----- ----- 0.34 ----- ----- ----- ----- 0.34 17.13 0.15 878.75 0.35 ----- ----- ----- 0.34 ----- ----- ----- ----- 0.34 17.17 0.15 878.75 0.35 ----- ----- ----- 0.34 ----- ----- ----- ----- 0.34 17.20 0.15 878.75 0.35 ----- ----- ----- 0.34 ----- ----- ----- ----- 0.34 17.23 0.15 878.75 0.35 ----- ----- ----- 0.33 ----- ----- ----- ----- 0.33 17.27 0.15 878.74 0.35 ----- ----- ----- 0.33 ----- ----- ----- ----- 0.33 17.30 0.15 878.74 0.35 ----- ----- ----- 0.33 ----- ----- ----- ----- 0.33 17.33 0.15 878.74 0.34 ----- ----- ----- 0.33 ----- ----- ----- ----- 0.33 17.37 0.15 878.74 0.34 ----- ----- ----- 0.33 ----- ----- ----- ----- 0.33 17.40 0.15 878.74 0.34 ----- ----- ----- 0.33 ----- ----- ----- ----- 0.33 17.43 0.15 878.73 0.34 ----- ----- ----- 0.33 ----- ----- ----- ----- 0.33 17.47 0.15 878.73 0.34 ----- ----- ----- 0.32 ----- ----- ----- ----- 0.32 17.50 0.15 878.73 0.34 ----- ----- ----- 0.32 ----- ----- ----- ----- 0.32 17.53 0.15 878.73 0.34 ----- ----- ----- 0.32 ----- ----- ----- ----- 0.32 17.57 0.15 878.72 0.34 ----- ----- ----- 0.32 ----- ----- ----- ----- 0.32 17.60 0.14 878.72 0.33 ----- ----- ----- 0.32 ----- ----- ----- ----- 0.32 17.63 0.14 878.72 0.33 ----- ----- ----- 0.32 ----- ----- ----- ----- 0.32 17.67 0.14 878.72 0.33 ----- ----- ----- 0.32 ----- ----- ----- ----- 0.32 17.70 0.14 878.72 0.33 ----- ----- ----- 0.31 ----- ----- ----- ----- 0.31 17.73 0.14 878.71 0.33 ----- ----- ----- 0.31 ----- ----- ----- ----- 0.31 17.77 0.14 878.71 0.33 ----- ----- ----- 0.31 ----- ----- ----- ----- 0.31 17.80 0.14 878.71 0.33 ----- ----- ----- 0.31 ----- ----- ----- ----- 0.31 17.83 0.14 878.71 0.33 ----- ----- ----- 0.31 ----- ----- ----- ----- 0.31 17.87 0.14 878.71 0.32 ----- ----- ----- 0.31 ----- ----- ----- ----- 0.31 17.90 0.14 878.70 0.32 ----- ----- ----- 0.31 ----- ----- ----- ----- 0.31 17.93 0.14 878.70 0.32 ----- ----- ----- 0.30 ----- ----- ----- ----- 0.30 17.97 0.14 878.70 0.32 ----- ----- ----- 0.30 ----- ----- ----- ----- 0.30 18.00 0.14 878.70 0.32 ----- ----- ----- 0.30 ----- ----- ----- ----- 0.30 18.03 0.14 878.70 0.32 ----- ----- ----- 0.30 ----- ----- ----- ----- 0.30 18.07 0.14 878.69 0.32 ----- ----- ----- 0.30 ----- ----- ----- ----- 0.30 18.10 0.14 878.69 0.32 ----- ----- ----- 0.30 ----- ----- ----- ----- 0.30 18.13 0.13 878.69 0.31 ----- ----- ----- 0.30 ----- ----- ----- ----- 0.30 18.17 0.13 878.69 0.31 ----- ----- ----- 0.30 ----- ----- ----- ----- 0.30 18.20 0.13 878.69 0.31 ----- ----- ----- 0.29 ----- ----- ----- ----- 0.29 18.23 0.13 878.68 0.31 ----- ----- ----- 0.29 ----- ----- ----- ----- 0.29 18.27 0.13 878.68 0.31 ----- ----- ----- 0.29 ----- ----- ----- ----- 0.29 18.30 0.13 878.68 0.31 ----- ----- ----- 0.29 ----- ----- ----- ----- 0.29 Continues on next page... Pond-1rt Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 14.93 0.23 878.92 0.46 ----- ----- ----- 0.46 ----- ----- ----- ----- 0.46 14.97 0.23 878.92 0.46 ----- ----- ----- 0.46 ----- ----- ----- ----- 0.46 15.00 0.23 878.92 0.45 ----- ----- ----- 0.45 ----- ----- ----- ----- 0.45 15.03 0.23 878.92 0.45 ----- ----- ----- 0.45 ----- ----- ----- ----- 0.45 15.07 0.22 878.91 0.45 ----- ----- ----- 0.45 ----- ----- ----- ----- 0.45 15.10 0.22 878.91 0.45 ----- ----- ----- 0.45 ----- ----- ----- ----- 0.45 15.13 0.22 878.91 0.45 ----- ----- ----- 0.44 ----- ----- ----- ----- 0.44 15.17 0.22 878.90 0.44 ----- ----- ----- 0.44 ----- ----- ----- ----- 0.44 15.20 0.22 878.90 0.44 ----- ----- ----- 0.44 ----- ----- ----- ----- 0.44 • 15.23 0.22 878.90 0.44 ----- ----- ----- 0.44 ----- ----- ----- ----- 0.44 15.27 0.21 878.90 0.44 ----- ----- ----- 0.44 ----- ----- ----- ----- 0.44 15.30 0.21 878.89 0.44 ----- ----- ----- 0.43 ----- ----- ----- ----- 0.43 15.33 0.21 878.89 0.43 ----- ----- ----- 0.43 ----- ----- ----- ----- 0.43 15.37 0.21 878.89 0.43 ----- ----- ----- 0.43 ----- ----- ----- ----- 0.43 15.40 0.21 878.89 0.43 ----- ----- ----- 0.43 ----- ----- ----- ----- 0.43 15.43 0.20 878.88 0.43 ----- ----- ----- 0.43 ----- ----- ----- ----- 0.43 15.47 0.20 878.88 0.43 ----- ----- ----- 0.43 ----- ----- ----- ----- 0.43 15.50 0.20 878.88 0.43 ----- ----- ----- 0.42 ----- ----- ----- ----- 0.42 15.53 0.20 878.88 0.42 ----- ----- ----- 0.42 ----- ----- ----- ----- 0.42 15.57 0.20 878.87 0.42 ----- ----- ----- 0.42 ----- ----- ----- ----- 0.42 15.60 0.20 878.87 0.42 ----- ----- ----- 0.42 ----- ----- ----- ----- 0.42 15.63 0.19 878.87 0.42 ----- ----- ----- 0.42 ----- ----- ----- ----- 0.42 15.67 0.19 878.86 0.42 ----- ----- ----- 0.41 ----- ----- ----- ----- 0.41 15.70 0.19 878.86 0.42 ----- ----- ----- 0.41 ----- ----- ----- ----- 0.41 15.73 0.19 878.86 0.41 ----- ----- ----- 0.41 ----- ----- ----- ----- 0.41 15.77 0.19 878.86 0.41 ----- ----- ----- 0.41 ----- ----- ----- ----- 0.41 15.80 0.19 878.85 0.41 ----- ----- ----- 0.41 ----- ----- ----- ----- 0.41 15.83 0.18 878.85 0.41 ----- ----- ----- 0.41 ----- ----- ----- ----- 0.41 15.87 0.18 878.85 0.41 ----- ----- ----- 0.40 ----- ----- ----- ----- 0.40 15.90 0.18 878.85 0.41 ----- ----- ----- 0.40 ----- ----- ----- ----- 0.40 15.93 0.18 878.84 0.41 ----- ----- ----- 0.40 ----- ----- ----- ----- 0.40 15.97 0.18 878.84 0.40 ----- ----- ----- 0.40 ----- ----- ----- ----- 0.40 16.00 0.18 878.84 0.40 ----- ----- ----- 0.40 ----- ----- ----- ----- 0.40 16.03 0.17 878.83 0.40 ----- ----- ----- 0.39 ----- ----- ----- ----- 0.39 16.07 0.17 878.83 0.40 ----- ----- ----- 0.39 ----- ----- ----- ----- 0.39 16.10 0.17 878.83 0.40 ----- ----- ----- 0.39 ----- ----- ----- ----- 0.39 16.13 0.17 878.83 0.40 ----- ----- ----- 0.39 ----- ----- ----- ----- 0.39 16.17 0.17 878.82 0.39 ----- ----- ----- 0.39 ----- ----- ----- ----- 0.39 16.20 0.17 878.82 0.39 ----- ----- ----- 0.39 ----- ----- ----- ----- 0.39 16.23 0.17 878.82 0.39 ----- ----- ----- 0.38 ----- ----- ----- ----- 0.38 16.27 0.17 878.82 0.39 ----- ----- ----- 0.38 ----- ----- ----- ----- 0.38 16.30 0.17 878.81 0.39 ----- ----- ----- 0.38 ----- ----- ----- ----- 0.38 16.33 0.17 878.81 0.39 ----- ----- ----- 0.38 ----- ----- ----- ----- 0.38 16.37 0.17 878.81 0.38 ----- ----- ----- 0.38 ----- ----- ----- ----- 0.38 16.40 0.17 878.81 0.38 ----- ----- ----- 0.38 ----- ----- ----- ----- 0.38 16.43 0.17 878.80 0.38 ----- ----- ----- 0.37 ----- ----- ----- ----- 0.37 16.47 0.17 878.80 0.38 ----- ----- ----- 0.37 ----- ----- ----- ----- 0.37 16.50 0.16 878.80 0.38 ----- ----- ----- 0.37 ----- ----- ----- ----- 0.37 16.53 0.16 878.80 0.38 ----- ----- ----- 0.37 ----- ----- ----- ----- 0.37 16.57 0.16 878.79 0.38 ----- ----- ----- 0.37 ----- ----- ----- ----- 0.37 16.60 0.16 878.79 0.37 ----- ----- ----- 0.36 ----- ----- ----- ----- 0.37 0 Continues on next page... Pond- trt Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C MID Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 13.23 0.41 879.06 0.58 ----- ----- ----- 0.57 ----- ----- ----- ----- 0.57 13.27 0.40 879.06 0.57 ----- ----- ----- 0.56 ----- ----- ----- ----- 0.56 13.30 0.40 879.06 0.57 ----- ----- ----- 0.56 ----- ----- ----- ----- 0.56 13.33 0.39 879.05 0.57 ----- ----- ----- 0.56 ----- ----- ----- ----- 0.56 13.37 0.38 879.05 0.57 ----- ----- ----- 0.56 ----- ----- ----- ----- 0.56 13.40 0.38 879.05 0.57 ----- ----- ----- 0.56 ----- ----- ----- ----- 0.56 13.43 0.37 879.05 0.57 ----- ----- ----- 0.56 ----- ----- ----- ----- 0.56 13.47 0.36 879.05 0.56 ----- ----- ----- 0.55 ----- ----- ----- ----- 0.55 13.50 0.36 879.04 0.56 ----- ----- ----- 0.55 ----- ----- ----- ----- 0.55 13.53 0.35 879.04 0.56 ----- ----- ----- 0.55 ----- ----- ----- ----- 0.55 13.57 0.35 879.04 0.56 ----- ----- ----- 0.55 ----- ----- ----- ----- 0.55 . 13.60 0.34 879.04 0.56 ----- ----- ----- 0.55 ----- ----- ----- ----- 0.55 13.63 0.34 879.03 0.55 ----- ----- ----- 0.54 ----- ----- ----- ----- 0.54 13.67 0.33 879.03 0.55 ----- ----- ----- 0.54 ----- ----- ----- ----- 0.54 13.70 0.33 879.03 0.55 ----- ----- ----- 0.54 ----- ----- ----- ----- 0.54 13.73 0.32 879.03 0.55 ----- ----- ----- 0.54 ----- ----- ----- ----- 0.54 13.77 0.32 879.02 0.54 ----- ----- ----- 0.54 ----- ----- ----- ----- 0.54 13.80 0.31 879.02 0.54 ----- ----- ----- 0.53 ----- ----- ----- ----- 0.53 13.83 0.31 879.02 0.54 ----- ----- ----- 0.53 ----- ----- ----- ----- 0.53 13.87 0.30 879.02 0.54 ----- ----- ----- 0.53 ----- ----- ----- ----- 0.53 13.90 0.30 879.01 0.54 ----- ----- ----- 0.53 ----- ----- ----- ----- 0.53 13.93 0.29 879.01 0.53 ----- ----- ----- 0.53 ----- ----- ----- ----- 0.53 13.97 0.29 879.01 0.53 ----- ----- ----- 0.52 ----- ----- ----- ----- 0.52 14.00 0.28 879.00 0.53 ----- ----- ----- 0.52 ----- ----- ----- ----- 0.52 14.03 0.28 879.00 0.53 ----- ----- ----- 0.52 ----- ----- ----- ----- 0.52 14.07 0.27 879.00 0.52 ----- ----- ----- 0.52 ----- ----- ----- ----- 0.52 14.10 0.27 879.00 0.52 ----- ----- ----- 0.51 ----- ----- ----- ----- 0.51 14.13 0.27 878.99 0.52 ----- ----- ----- 0.51 ----- ----- ----- ----- 0.51 14.17 0.27 878.99 0.52 ----- ----- ----- 0.51 ----- ----- ----- ----- 0.51 14.20 0.27 878.99 0.51 ----- ----- ----- 0.51 ----- ----- ----- ----- 0.51 14.23 0.27 878.98 0.51 ----- ----- ----- 0.50 ----- ----- ----- ----- 0.50 14.27 0.26 878.98 0.51 ----- ----- ----- 0.50 ----- ----- ----- ----- 0.50 14.30 0.26 878.98 0.51 ----- ----- ----- 0.50 ----- ----- ----- ----- 0.50 14.33 0.26 878.97 0.50 ----- ----- ----- 0.50 ----- ----- ----- ----- 0.50 14.37 0.26 878.97 0.50 ----- ----- ----- 0.50 ----- ----- ----- ----- 0.50 14.40 0.26 878.97 0.50 ----- ----- ----- 0.49 ----- ----- ----- ----- 0.49 14.43 0.26 878.97 0.50 ----- ----- ----- 0.49 ----- ----- ----- ----- 0.49 14.47 0.25 878.96 0.49 ----- ----- ----- 0.49 ----- ----- ----- ----- 0.49 14.50 0.25 878.96 0.49 ----- ----- ----- 0.49 ----- ----- ----- ----- 0.49 14.53 0.25 878.96 0.49 ----- ----- ----- 0.48 ----- ----- ----- ----- 0.48 14.57 0.25 878.95 0.49 ----- ----- ----- 0.48 ----- ----- ----- ----- 0.48 14.60 0.25 878.95 0.48 ----- ----- ----- 0.48 ----- ----- ----- ----- 0.48 14.63 0.25 878.95 0.48 ----- ----- ----- 0.48 ----- ----- ----- ----- 0.48 14.67 0.24 878.95 0.48 ----- ----- ----- 0.48 ----- ----- ----- ----- 0.48 14.70 0.24 878.94 0.48 ----- ----- ----- 0.47 ----- ----- ----- ----- 0.47 14.73 0.24 878.94 0.47 ----- ----- ----- 0.47 ----- ----- ----- ----- 0.47 14.77 0.24 878.94 0.47 ----- ----- ----- 0.47 ----- ----- ----- ----- 0.47 14.80 0.24 878.94 0.47 ----- ----- ----- 0.47 ----- ----- ----- ----- 0.47 14.83 0.24 878.93 0.47 ----- ----- ----- 0.46 ----- ----- ----- ----- 0.46 14.87 0.23 878.93 0.46 ----- ----- ----- 0.46 ----- ----- ----- ----- 0.46 14.90 0.23 878.93 0.46 ----- ----- ----- 0.46 ----- ----- ----- ----- 0.46 Continues on next page... 0 • Hydrograph Report Page • J Hydraflow Hydrographs by Intelisolve Hyd. No. 4 Pond-1 rt Hydrograph type = Reservoir Peak discharge = 0.58 cfs Storm frequency = 100 yrs Time interval = 2 min Inflow hyd. No. = 1 Reservoir name = pond-1 Max. Elevation = 879.08 ft Max. Storage = 0.245 acft Storage Indication method used. Outflow hydrograph volume = 0.434 acft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs It cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 11.97 9.21 878.78 0.37 ----- ----- ----- 0.36 ----- ----- ----- ----- 0.36 12.00 7.28 878.88 0.43 ----- ----- ----- 0.42 ----- ----- ----- ----- 0.42 12.03 4.61 878.95 0.48 ----- ----- ----- 0.47 ----- ----- ----- ----- 0.47 12.07 2.54 878.98 0.51 ----- ----- ----- 0.50 ----- ----- ----- ----- 0.50 12.10 1.58 879.00 0.53 ----- ----- ----- 0.52 ----- ----- ----- ----- 0.52 12.13 1.30 879.01 0.54 ----- ----- ----- 0.53 ----- ----- ----- ----- 0.53 12.17 1.25 879.02 0.54 ----- ----- ----- 0.54 ----- ----- ----- ----- 0.54 12.20 1.20 879.03 0.55 ----- ----- ----- 0.54 ----- ----- ----- ----- 0.54 12.23 1.15 879.04 0.56 ----- ----- ----- 0.55 ----- ----- ----- ----- 0.55 12.27 1.10 879.05 0.56 ----- ----- ----- 0.55 ----- ----- ----- ----- 0.55 12.30 1.05 879.05 0.57 ----- ----- ----- 0.56 ----- ----- ----- ----- 0.56 12.33 0.99 879.06 0.57 ----- ----- ----- 0.56 ----- ----- ----- ----- 0.56 12.37 0.94 879.06 0.58 ----- ----- ----- 0.57 ----- ----- ----- ----- 0.57 12.40 0.89 879.07 0.58 ----- ----- ----- 0.57 ----- ----- ----- ----- 0.57 12.43 0.83 879.07 0.58 ----- ----- ----- 0.57 ----- ----- ----- ----- 0.57 12.47 0.78 879.07 0.59 ----- ----- ----- 0.57 ----- ----- ----- ----- 0.57 12.50 0.73 879.07 0.59 ----- ----- ----- 0.58 ----- ----- ----- ----- 0.58 12.53 0.68 879.08 0.59 ----- ----- ----- 0.58 ----- ----- ----- ----- 0.58 12.57 0.64 879.08 0.59 ----- ----- ----- 0.58 ----- ----- ----- ----- 0.58 12.60 0.62 879.08 0.59 ----- ----- ----- 0.58 ----- ----- ----- ----- 0.58 12.63 0.60 879.08 0.59 ----- ----- ----- 0.58 ----- ----- ----- ----- 0.58 12.67 0.59 879.08 0.59 ----- ----- ----- 0.58 ----- ----- ----- ----- 0.58 12.70 0.58 879.08 << 0.59 ----- ----- ----- 0.58 ----- ----- ----- ----- 0.58 << 12.73 0.57 879.08 0.59 ----- ----- ----- 0.58 ----- ----- ----- ----- 0.58 12.77 0.55 879.08 0.59 ----- ----- ----- 0.58 ----- ----- ----- ----- 0.58 12.80 0.54 879.08 0.59 ----- ----- ----- 0.58 ----- ----- ----- ----- 0.58 12.83 0.53 879.08 0.59 ----- ----- ----- 0.58 ----- ----- ----- ----- 0.58 12.87 0.52 879.08 0.59 ----- ----- ----- 0.58 ----- ----- ----- ----- 0.58 12.90 0.50 879.08 0.59 ----- ----- ----- 0.58 ----- ----- ----- ----- 0.58 12.93 0.49 879.07 0.59 ----- ----- ----- 0.58 ----- ----- ----- ----- 0.58 12.97 0.48 879.07 0.59 ----- ----- ----- 0.58 ----- ----- ----- ----- 0.58 13.00 0.47 879.07 0.59 ----- ----- ----- 0.57 ----- ----- ----- ----- 0.57 13.03 0.46 879.07 0.58 ----- ----- ----- 0.57 ----- ----- ----- ----- 0.57 13.07 0.45 879.07 0.58 ----- ----- ----- 0.57 ----- ----- ----- ----- 0.57 13.10 0.44 879.07 0.58 ----- ----- ----- 0.57 ----- ----- ----- ----- 0.57 13.13 0.43 879.07 0.58 ----- ----- ----- 0.57 ----- ----- ----- ----- 0.57 13.17 0.42 879.06 0.58 ----- ----- ----- 0.57 ----- ----- ----- ----- 0.57 13.20 0.42 879.06 0.58 ----- ----- ----- 0.57 ----- ----- ----- ----- 0.57 Continues on next page... Reservoir Report page f Reservoir No. 1 - pond-1 Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (n) Elevation (ft) Contour area (sgft) Incr. Storage (acft) Total storage (aeft) 0.00 878.00 6,407 0.000 0.000 3.00 881.00 13,352 0.680 0.680 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 12.0 0.0 0.0 0.0 Crest Len It = 0.17 4.00 0.00 0.00 Span in = 12.0 0.0 0.0 0.0 Crest El. it = 878.00 880.00 0.00 0.00 No. Barrels = 1 0 0 0 WeirCceH. = 3.33 3.33 0.00 0.00 Invert El. it = 878.00 0.00 0.00 0.00 Weir Type = Rect Rect --- Length it = 45.0 0.0 0.0 0.0 Multi -Stage = Yes Yes No No Slope % = 0.40 0.00 0.00 0.00 N-Value = .013 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multi -Stage = rJa No No No Exfiltration Rate = 0.00 irvhr/Sgft Tailwater Elev. = 0.00 It Nate: AN outllows hew beat analyzed under inW aritl aWet cantrd. Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B CIv C Clv D Wr A Wr B Wr C Wr D Exfil Total ft acft it cis cis cis cfs cis ofs cis efs cis cis 0.00 0.000 878.00 0.00 --- --- --- 0.00 0.00 --- -_ --- 0.00 3.00 0.680 881.00 5.41 --- --- --- 0.69 4.72 -- -- --- 5.41 •I v • Pond-2rt Page 3 Hydrograph Discharge Table Time Inflow Elevation Civ A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 15.60 2.11 885.20 3.04 ----- ----- ----- 1.58 1.40 ----- ----- ----- 2.98 15.63 2.09 885.20 3.02 ----- ----- ----- 1.58 1.38 ----- ----- ----- 2.96 15.67 2.07 885.20 3.00 ----- ----- ----- 1.58 1.36 ----- ----- ----- 2.94 15.70 2.06 885.19 2.97 ----- ----- ----- 1.58 1.33 ----- ----- ----- 2.92 15.73 2.04 885.19 2.95 ----- ----- ----- 1.58 1.31 ----- ----- ----- 2.89 15.77 2.02 885.19 2.93 ----- ----- ----- 1.58 1.29 ----- ----- ----- 2.87 15.80 2.01 885.19 2.91 ----- ----- ----- 1.58 1.27 ----- ----- ----- 2.85 15.83 1.99 885.18 2.89 ----- ----- ----- 1.58 1.24 ----- ----- ----- 2.83 15.87 1.97 885.18 2.87 ----- ----- ----- 1.58 1.22 ----- ----- ----- 2.80 15.90 1.96 885.18 2.85 ----- ----- ----- 1.58 1.20 ----- ----- ----- 2.78 15.93 1.94 885.18 2.82 ----- ----- ----- 1.58 1.18 ----- ----- ----- 2.76 15.97 1.92 885.17 2.80 ----- ----- ----- 1.58 1.16 ----- ----- ----- 2.74 16.00 1.91 885.17 2.78 ----- ----- ----- 1.58 1.14 ----- ----- ----- 2.72 16.03 1.89 885.17 2.76 ----- ----- ----- 1.58 1.11 ----- ----- ----- 2.70 16.07 1.87 885.17 2.74 ----- ----- ----- 1.58 1.09 ----- ----- ----- 2.68 16.10 1.86 885.17 2.72 ----- ----- ----- 1.58 1.07 ----- ----- ----- 2.66 16.13 1.84 885.16 2.70 ----- ----- ----- 1.58 1.05 ----- ----- ----- 2.63 16.17 1.83 885.16 2.68 ----- ----- ----- 1.58 1.03 ----- ----- ----- 2.61 16.20 1.81 885.16 2.66 ----- ----- ----- 1.58 1.01 ----- ----- ----- 2.59 16.23 1.79 885.16 2.64 ----- ----- ----- 1.58 0.99 ----- ----- ----- 2.57 16.27 1.78 885.16 2.62 ----- ----- ----- 1.58 0.97 ----- ----- ----- 2.55 16.30 1.77 885.15 2.60 ----- ----- ----- 1.58 0.95 ----- ----- ----- 2.53 16.33 1.75 885.15 2.58 ----- ----- ----- 1.58 0.93 ----- ----- ----- 2.51 16.37 1.74 885.15 2.56 ----- ----- ----- 1.58 0.91 ----- ----- ----- 2.49 16.40 1.73 885.15 2.54 ----- ----- ----- 1.58 0.89 ----- ----- ----- 2.47 16.43 1.72 885.15 2.53 ----- ----- ----- 1.58 0.87 ----- ----- ----- 2.45 16.47 1.71 885.14 2.51 ----- ----- ----- 1.58 0.85 ----- ----- ----- 2.43 16.50 1.70 885.14 2.49 ----- ----- ----- 1.58 0.83 ----- ----- ----- 2.41 16.53 1.69 885.14 2.47 ----- ----- ----- 1.58 0.81 ----- ----- ----- 2.40 16.57 1.68 885.14 2.45 ----- ----- ----- 1.59 0.79 ----- ----- ----- 2.38 16.60 1.67 885.14 2.43 ----- ----- ----- 1.59 0.77 ----- ----- ----- 2.36 16.63 1.66 885.13 2.42 ----- ----- ----- 1.59 0.76 ----- ----- ----- 2.34 16.67 1.65 885.13 2.40 ----- ----- ----- 1.59 0.74 ----- ----- ----- 2.32 49 ...End 0 •I Pond-2rt Hydrograph Discharge Table Page 2 Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C MID Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 13.90 3.46 885.34 4.42 ----- ----- ----- 1.57 2.83 ----- ----- ----- 4.40 13.93 3.41 885.34 4.39 ----- ----- ----- 1.57 2.80 ----- ----- ----- 4.38 13.97 3.35 885.34 4.37 ----- ----- ----- 1.57 2.77 ----- ----- ----- 4.35 14.00 3.30 885.34 4.34 ----- ----- ----- 1.57 2.75 ----- ----- ----- 4.32 14.03 3.25 885.33 4.32 ----- ----- ----- 1.57 2.72 ----- ----- ----- 4.30 14.07 3.20 885.33 4.29 ----- ----- ----- 1.58 2.69 ----- ----- ----- 4.27 14.10 3.15 885.33 4.26 ----- ----- ----- 1.58 2.66 ----- ----- ----- 4.24 14.13 3.10 885.33 4.23 ----- ----- ----- 1.58 2.64 ----- ----- ----- 4.21 14.17 3.05 885.32 4.20 ----- ----- ----- 1.58 2.61 ----- ----- ----- 4.18 14.20 3.01 885.32 4.17 ----- ----- ----- 1.58 2.58 ----- ----- ----- 4.15 14.23 2.96 885.32 4.15 ----- ----- ----- 1.58 2.55 ----- ----- ----- 4.12 14.27 2.92 885.31 4.12 ----- ----- ----- 1.58 2.52 ----- ----- ----- 4.09 14.30 2.88 885.31 4.09 ----- ----- ----- 1.58 2.48 ----- ----- ----- 4.06 14.33 2.84 885.31 4.06 ----- ----- ----- 1.58 2.45 ----- ----- ----- 4.03 14.37 2.81 885.30 4.03 ----- ----- ----- 1.58 2.42 ----- ----- ----- 4.00 14.40 2.78 885.30 3.99 ----- ----- ----- 1.58 2.39 ----- ----- ----- 3.97 14.43 2.74 885.30 3.96 ----- ----- ----- 1.58 2.36 ----- ----- ----- 3.94 14.47 2.71 885.29 3.93 ----- ----- ----- 1.58 2.33 ----- ----- ----- 3.90 14.50 2.69 885.29 3.90 ----- ----- ----- 1.58 2.30 ----- ----- ----- 3.87 14.53 2.66 885.29 3.87 ----- ----- ----- 1.58 2.26 ----- ----- ----- 3.84 14.57 2.64 885.28 3.84 ----- ----- ----- 1.58 2.23 ----- ----- ----- 3.81 14.60 2.61 885.28 3.81 ----- ----- ----- 1.58 2.20 ----- ----- ----- 3.78 14.63 2.59 885.28 3.78 ----- ----- ----- 1.58 2.17 ----- ----- ----- 3.75 14.67 2.57 885.28 3.75 ----- ----- ----- 1.58 2.14 ----- ----- ----- 3.72 14.70 2.55 885.27 3.73 ----- ----- ----- 1.58 2.11 ----- ----- ----- 3.69 14.73 2.53 885.27 3.70 ----- ----- ----- 1.58 2.08 ----- ----- ----- 3.66 14.77 2.51 885.27 3.67 ----- ----- ----- 1.58 2.05 ----- ----- ----- 3.63 14.80 2.50 885.26 3.64 ----- ----- ----- 1.58 2.02 ----- ----- ----- 3.60 14.83 2.48 885.26 3.61 ----- ----- ----- 1.58 1.99 ----- ----- ----- 3.57 14.87 2.46 885.26 3.58 ----- ----- ----- 1.58 1.97 ----- ----- ----- 3.54 14.90 2.45 885.25 3.56 ----- ----- ----- 1.58 1.94 ----- ----- ----- 3.52 14.93 2.43 885.25 3.53 ----- ----- ----- 1.58 1.91 ----- ----- ----- 3.49 14.97 2.41 885.25 3.50 ----- ----- ----- 1.58 1.88 ----- ----- ----- 3.46 15.00 2.40 885.25 3.48 ----- ----- ----- 1.58 1.85 ----- ----- ----- 3.43 15.03 2.38 885.24 3.45 ----- ----- ----- 1.58 1.83 ----- ----- ----- 3.41 15.07 2.37 885.24 3.42 ----- ----- ----- 1.58 1.80 ----- ----- ----- 3.38 15.10 2.35 885.24 3.40 ----- ----- ----- 1.58 1.77 ----- ----- ----- 3.35 15.13 2.33 885.23 3.37 ----- ----- ----- 1.58 1.75 ----- ----- ----- 3.33 15.17 2.32 885.23 3.35 ----- ----- ----- 1.58 1.72 ----- ----- ----- 3.30 15.20 2.30 885.23 3.32 ----- ----- ----- 1.58 1.69 ----- ----- ----- 3.28 15.23 2.29 885.23 3.30 ----- ----- ----- 1.58 1.67 ----- ----- ----- 3.25 15.27 2.27 885.22 3.27 ----- ----- ----- 1.58 1.64 ----- ----- ----- 3.22 15.30 2.25 885.22 3.25 ----- ----- ----- 1.58 1.62 ----- ----- ----- 3.20 15.33 2.24 885.22 3.23 ----- ----- ----- 1.58 1.59 ----- ----- ----- 3.17 15.37 2.22 885.22 3.20 ----- ----- ----- 1.58 1.57 ----- ----- ----- 3.15 15.40 2.20 885.21 3.18 ----- ----- ----- 1.58 1.54 ----- ----- ----- 3.13 15.43 2.19 885.21 3.16 ----- ----- ----- 1.58 1.52 ----- ----- ----- 3.10 15.47 2.17 885.21 3.13 ----- ----- ----- 1.58 1.50 ----- ----- ----- 3.08 15.50 2.15 885.21 3.11 ----- ----- ----- 1.58 1.47 ----- ----- ----- 3.05 15.53 2.14 885.20 3.09 ----- ----- ----- 1.58 1.45 ----- ----- ----- 3.03 15.57 2.12 885.20 3.06 ----- ----- ----- 1.58 1.43 ----- ----- ----- 3.01 Continues on next page... 0 • U Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 5 Pond-2rt Hydrograph type = Reservoir Peak discharge = 4.63 cfs Storm frequency = 100 yrs Time interval = 2 min Inflow hyd. No. = 2 Reservoir name = pond-2 Max. Elevation = 885.37 ft Max. Storage = 2.430 acft Storage Indication method used. Outflow hydrograph volume = 3.498 actt Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs It cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 12.63 19.34 885.13 2.42 ----- ----- ----- 1.59 0.76 ----- ----- ----- 2.34 12.67 17.29 885.18 2.82 ----- ----- ----- 1.58 1.17 ----- ----- ----- 2.76 12.70 15.31 885.21 3.16 ----- ----- ----- 1.58 1.52 ----- ----- ----- 3.11 12.73 13.42 885.24 3.44 ----- ----- ----- 1.58 1.82 ----- ----- ----- 3.40 12.77 11.68 885.27 3.67 ----- ----- ----- 1.58 2.06 ----- ----- ----- 3.63 12.80 10.15 885.29 3.86 ----- ----- ----- 1.58 2.25 ----- ----- ----- 3.82 12.83 8.89 885.30 4.00 ----- ----- ----- 1.58 2.39 ----- ----- ----- 3.97 12.87 7.97 885.31 4.11 ----- ----- ----- 1.58 2.51 ----- ----- ----- 4.09 12.90 7.39 885.32 4.20 ----- ----- ----- 1.58 2.60 ----- ----- ----- 4.18 12.93 7.02 885.33 4.28 ----- ----- ----- 1.58 2.68 ----- ----- ----- 4.26 12.97 6.73 885.34 4.34 ----- ----- ----- 1.57 2.75 ----- ----- ----- 4.33 13.00 6.47 885.34 4.40 ----- ----- ----- 1.57 2.81 ----- ----- ----- 4.38 13.03 6.22 885.35 4.45 ----- ----- ----- 1.57 2.86 ----- ----- ----- 4.44 13.07 6.00 885.35 4.49 ----- ----- ----- 1.57 2.90 ----- ----- ----- 4.48 13.10 5.79 885.36 4.53 ----- ----- ----- 1.57 2.94 ----- ----- ----- 4.52 13.13 5.60 885.36 4.56 ----- ----- ----- 1.57 2.97 ----- ----- ----- 4.55 13.17 5.42 885.36 4.58 ----- ----- ----- 1.57 3.00 ----- ----- ----- 4.57 13.20 5.26 885.36 4.60 ----- ----- ----- 1.57 3.02 ----- ----- ----- 4.59 13.23 5.12 885.37 4.62 ----- ----- ----- 1.57 3.03 ----- ----- ----- 4.61 13.27 4.98 885.37 4.63 ----- ----- ----- 1.57 3.04 ----- ----- ----- 4.62 13.30 4.86 885.37 4.63 ----- ----- ----- 1.57 3.05 ----- ----- ----- 4.63 13.33 4.75 885.37 4.64 ----- ----- ----- 1.57 3.06 ----- ----- ----- 4.63 13.37 4.64 885.37 << 4.64 ----- ----- ----- 1.57 3.06 ----- ----- ----- 4.63 << 13.40 4.54 885.37 4.64 ----- ----- ----- 1.57 3.06 ----- ----- ----- 4.63 13.43 4.45 885.37 4.64 ----- ----- ----- 1.57 3.05 ----- ----- ----- 4.63 13.47 4.37 885.37 4.63 ----- ----- ----- 1.57 3.05 ----- ----- ----- 4.62 13.50 4.28 885.37 4.62 ----- ----- ----- 1.57 3.04 ----- ----- ----- 4.61 13.53 4.20 885.37 4.61 ----- ----- ----- 1.57 3.03 ----- ----- ----- 4.60 13.57 4.12 885.36 4.60 ----- ----- ----- 1.57 3.02 ----- ----- ----- 4.59 13.60 4.05 885.36 4.59 ----- ----- ----- 1.57 3.01 ----- ----- ----- 4.58 13.63 3.97 885.36 4.58 ----- ----- ----- 1.57 2.99 ----- ----- ----- 4.56 13.67 3.90 885.36 4.56 ----- ----- ----- 1.57 2.98 ----- ----- ----- 4.55 13.70 3.83 885.36 4.54 ----- ----- ----- 1.57 2.96 ----- ----- ----- 4.53 13.73 3.76 885.36 4.52 ----- ----- ----- 1.57 2.94 ----- ----- ----- 4.51 13.77 3.70 885.35 4.50 ----- ----- ----- 1.57 2.92 ----- ----- ----- 4.49 13.80 3.64 885.35 4.48 ----- ----- ----- 1.57 2.90 ----- ----- ----- 4.47 13.83 3.58 885.35 4.46 ----- ----- ----- 1.57 2.87 ----- ----- ----- 4.45 13.87 3.52 885.35 4.44 ----- ----- ----- 1.57 2.85 ----- ----- ----- 4.42 0 Continues on next page... Reservoir Report Page 1 Reservoir No. 2 - pond-2 Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (acft) Total storage (acft) 0.00 883.00 36,252 0.000 0.000 3.00 886.00 53,150 3.079 3.079 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 15.0 0.0 0.0 0.0 Crest Len ft = 0.17 4.00 0.00 0.00 Span in = 15.0 0.0 0.0 0.0 Crest El. ft = 883.00 885.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert El. It = 883.00 0.00 0.00 0.00 Weir Type = Rect Rect --- Length It = 257.0 0.0 0.0 0.0 Multi -Stage = Yes Yes No No Slope % = 0.60 0.00 0.00 0.00 N-Value = .013 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multi -Stage = n/a No No No Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev. = 0.00 It Stage /Storage /Discharge Table rwre: AN aU to hew seal an*zm w inlet ma aNel cantd. Stage Storage Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exiil Total It acft ft cis cis cfs efs cis ofs ds cis cfs cfs 0.00 0.000 883.00 0.00 --- -- -- 0.00 0.00 - -' -- 0.00 3.00 3.079 886.00 6.49 --- --- --- 0.82 5.66 --- --- --- 6.48 • J F E7 Pond-3rt Hydrograph Discharge Table Page 3 Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 15.20 1.34 889.34 3.27 ----- ----- ----- 0.61 2.62 ----- ----- ----- 3.23 15.23 1.33 889.32 3.13 ----- ----- ----- 0.61 2.48 ----- ----- ----- 3.10 ...End L • 0 •I Pond-3rt Hydrograph Discharge Table Page 2 Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 13.50 2.60 890.26 5.72 ----- ----- ----- 0.43 5.28 ----- ----- ----- 5.72 13.53 2.54 890.24 5.70 ----- ----- ----- 0.43 5.26 ----- ----- ----- 5.69 13.57 2.49 890.23 5.67 ----- ----- ----- 0.43 5.24 ----- ----- ----- 5.67 13.60 2.44 890.22 5.65 ----- ----- ----- 0.43 5.22 ----- ----- ----- 5.65 13.63 2.40 890.20 5.63 ----- ----- ----- 0.43 5.19 ----- ----- ----- 5.63 13.67 2.35 890.19 5.61 ----- ----- ----- 0.43 5.17 ----- ----- ----- 5.60 13.70 2.31 890.18 5.58 ----- ----- ----- 0.43 5.15 ----- ----- ----- 5.58 13.73 2.26 890.16 5.56 ----- ----- ----- 0.44 5.12 ----- ----- ----- 5.56 13.77 2.22 890.15 5.54 ----- ----- ----- 0.44 5.10 ----- ----- ----- 5.53 13.80 2.18 890.13 5.51 ----- ----- ----- 0.44 5.07 ----- ----- ----- 5.51 13.83 2.15 890.12 5.49 ----- ----- ----- 0.44 5.05 ----- ----- ----- 5.48 • 13.87 2.11 890.11 5.46 ----- ----- ----- 0.44 5.02 ----- ----- ----- 5.46 13.90 2.07 890.09 5.44 ----- ----- ----- 0.44 5.00 ----- ----- ----- 5.44 13.93 2.04 890.08 5.41 ----- ----- ----- 0.44 4.97 ----- ----- ----- 5.41 13.97 2.00 890.06 5.39 ----- ----- ----- 0.44 4.94 ----- ----- ----- 5.38 14.00 1.97 890.05 5.36 ----- ----- ----- 0.44 4.92 ----- ----- ----- 5.36 14.03 1.94 890.04 5.34 ----- ----- ----- 0.44 4.89 ----- ----- ----- 5.33 14.07 1.91 890.02 5.31 ----- ----- ----- 0.44 4.86 ----- ----- ----- 5.31 14.10 1.88 890.01 5.28 ----- ----- ----- 0.44 4.84 ----- ----- ----- 5.28 14.13 1.85 889.99 5.25 ----- ----- ----- 0.45 4.80 ----- ----- ----- 5.24 14.17 1.82 889.96 5.20 ----- ----- ----- 0.45 4.75 ----- ----- ----- 5.20 14.20 1.79 889.94 5.15 ----- ----- ----- 0.45 4.70 ----- ----- ----- 5.15 14.23 1.77 889.92 5.11 ----- ----- ----- 0.45 4.65 ----- ----- ----- 5.10 14.27 1.74 889.89 5.06 ----- ----- ----- 0.46 4.60 ----- ----- ----- 5.06 14.30 1.71 889.87 5.01 ----- ----- ----- 0.46 4.55 ----- ----- ----- 5.01 14.33 1.69 889.85 4.97 ----- ----- ----- 0.46 4.51 ----- ----- ----- 4.97 14.37 1.67 889.82 4.92 ----- ----- ----- 0.46 4.46 ----- ----- ----- 4.92 14.40 1.65 889.80 4.88 ----- ----- ----- 0.46 4.41 ----- ----- ----- 4.88 14.43 1.62 889.78 4.82 ----- ----- ----- 0.47 4.35 ----- ----- ----- 4.82 14.47 1.60 889.76 4.77 ----- ----- ----- 0.47 4.29 ----- ----- ----- 4.77 14.50 1.59 889.73 4.71 ----- ----- ----- 0.48 4.24 ----- ----- ----- 4.71 14.53 1.57 889.71 4.66 ----- ----- ----- 0.48 4.18 ----- ----- ----- 4.66 14.57 1.55 889.69 4.61 ----- ----- ----- 0.48 4.12 ----- ----- ----- 4.61 14.60 1.54 889.67 4.55 ----- ----- ----- 0.49 4.07 ----- ----- ----- 4.55 14.63 1.52 889.65 4.50 ----- ----- ----- 0.49 4.01 ----- ----- ----- 4.50 • 14.67 1.51 889.63 4.45 ----- ----- ----- 0.49 3.96 ----- ----- ----- 4.45 14.70 1.49 889.61 4.40 ----- ----- ----- 0.50 3.90 ----- ----- ----- 4.40 14.73 1.48 889.59 4.35 ----- ----- ----- 0.51 3.84 ----- ----- ----- 4.35 14.77 1.47 889.57 4.31 ----- ----- ----- 0.52 3.78 ----- ----- ----- 4.30 14.80 1.46 889.55 4.26 ----- ----- ----- 0.53 3.72 ----- ----- ----- 4.25 14.83 1.45 889.53 4.22 ----- ----- ----- 0.54 3.67 ----- ----- ----- 4.21 14.87 1.43 889.51 4.17 ----- ----- ----- 0.55 3.61 ----- ----- ----- 4.16 14.90 1.42 889.49 4.13 ----- ----- ----- 0.56 3.55 ----- ----- ----- 4.11 14.93 1.41 889.47 4.09 ----- ----- ----- 0.57 3.49 ----- ----- ----- 4.07 14.97 1.40 889.45 4.04 ----- ----- ----- 0.59 3.44 ----- ----- ----- 4.02 15.00 1.39 889.43 4.00 ----- ----- ----- 0.60 3.38 ----- ----- ----- 3.98 15.03 1.38 889.42 3.96 ----- ----- ----- 0.61 3.33 ----- ----- ----- 3.93 15.07 1.37 889.40 3.90 ----- ----- ----- 0.62 3.26 ----- ----- ----- 3.87 15.10 1.37 889.38 3.72 ----- ----- ----- 0.62 3.08 ----- ----- ----- 3.69 15.13 1.36 889.37 3.56 ----- ----- ----- 0.61 2.91 ----- ----- ----- 3.53 15.17 1.35 889.35 3.41 ----- ----- ----- 0.61 2.76 ----- ----- ----- 3.37 Continues on next page... 0 • Hydrograph Report :7 Hyd. No. 6 Pond-3rt Hydrograph type = Reservoir Storm frequency = 100 yrs Inflow hyd. No. = 3 Max. Elevation = 890.42 ft Storage Indication method used. Hydrograph Discharge Table Page 1 Hydraflow Hydrographs by Intelisolve Peak discharge Time interval Reservoir name Max. Storage = 5.97 cfs = 2 min = pond-3 = 1.060 acft Outflow hydrograph volume = 2.296 acft Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cis it cis cis cis cis cis cis cis cis cis cis 12.23 18.97 889.36 3.53 12.27 19.65 889.47 4.09 12.30 20.02 889.58 4.34 12.33 20.03 << 889.69 4.61 12.37 19.69 889.80 4.86 12.40 19.12 889.90 5.07 12.43 18.45 889.99 5.26 12.47 17.75 890.05 5.36 12.50 17.02 890.10 5.45 12.53 16.26 890.15 5.53 12.57 15.48 890.19 5.61 12.60 14.67 890.23 5.67 12.63 13.84 890.27 5.73 12.67 12.99 890.30 5.79 12.70 12.12 890.33 5.83 12.73 11.25 890.35 5.87 12.77 10.37 890.37 5.90 12.80 9.49 890.39 5.93 12.83 8.63 890.40 5.95 12.87 7.80 890.41 5.97 12.90 6.99 890.42 5.98 12.93 6.23 890.42 << 5.98 12.97 5.52 890.42 5.98 13.00 4.90 890.42 5.97 13.03 4.40 890.41 5.97 13.07 4.02 890.40 5.95 13.10 3.77 890.40 5.94 13.13 3.61 890.39 5.93 13.17 3.48 890.38 5.91 13.20 3.36 890.37 5.89 13.23 3.24 890.36 5.88 13.27 3.14 890.34 5.86 13.30 3.04 890.33 5.84 13.33 2.95 890.32 5.82 13.37 2.87 890.31 5.80 13.40 2.79 890.30 5.78 13.43 2.72 890.28 5.76 13.47 2.66 890.27 5.74 ----- ----- ----- 0.61 2.88 ----- ----- ----- 3.50 ----- ----- ----- 0.57 3.49 ----- ----- ----- 4.07 ----- ----- ----- 0.51 3.83 ----- ----- ----- 4.34 ----- ----- ----- 0.48 4.12 ----- ----- ----- 4.60 ----- ----- ----- 0.47 4.40 ----- ----- ----- 4.86 ----- ----- ----- 0.46 4.61 ----- ----- ----- 5.07 ----- ----- ----- 0.45 4.81 ----- ----- ----- 5.25 ----- ----- ----- 0.44 4.92 ----- ----- ----- 5.36 ----- ----- ----- 0.44 5.01 ----- ----- ----- 5.45 ----- ----- ----- 0.44 5.09 ----- ----- ----- 5.53 ----- ----- ----- 0.43 5.17 ----- ----- ----- 5.60 ----- ----- ----- 0.43 5.24 ----- ----- ----- 5.67 ----- ----- ----- 0.43 5.30 ----- ----- ----- 5.73 ----- ----- ----- 0.43 5.35 ----- ----- ----- 5.78 ----- ----- ----- 0.43 5.40 ----- ----- ----- 5.83 ----- ----- ----- 0.43 5.44 ----- ----- ----- 5.86 ----- ----- ----- 0.43 5.47 ----- ----- ----- 5.90 ----- ----- ----- 0.43 5.49 ----- ----- ----- 5.92 ----- ----- ----- 0.43 5.51 ----- ----- ----- 5.94 ----- ----- ----- 0.43 5.53 ----- ----- ----- 5.96 ----- ----- ----- 0.43 5.54 ----- ----- ----- 5.97 ----- ----- ----- 0.43 5.54 ----- ----- ----- 5.97 << ----- ----- ----- 0.43 5.54 ----- ----- ----- 5.97 ----- ----- ----- 0.43 5.54 ----- ----- ----- 5.96 ----- ----- ----- 0.43 5.53 ----- ----- ----- 5.96 ----- ----- ----- 0.43 5.52 ----- ----- ----- 5.94 ----- ----- ----- 0.43 5.50 ----- ----- ----- 5.93 ----- ----- ----- 0.43 5.49 ----- ----- ----- 5.92 ----- ----- ----- 0.43 5.47 ----- ----- ----- 5.90 ----- ----- ----- 0.43 5.46 ----- ----- ----- 5.89 ----- ----- ----- 0.43 5.44 ----- ----- ----- 5.87 ----- ----- ----- 0.43 5.42 ----- ----- ----- 5.85 ----- ----- ----- 0.43 5.41 ----- ----- ----- 5.84 ----- ----- ----- 0.43 5.39 ----- ----- ----- 5.82 ----- ----- ----- 0.43 5.37 ----- ----- ----- 5.80 ----- ----- ----- 0.43 5.35 ----- ----- ----- 5.78 ----- ----- ----- 0.43 5.33 ----- ----- ----- 5.76 ----- ----- ----- 0.43 5.31 ----- ----- ----- 5.74 Continues on next page... • Reservoir Report Page 1 Reservoir No. 3 - pond-3 Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (ft) Elevation (Ift) Contour area (sqft) Incr. Storage (acft) Total storage (weft) 0.00 888.00 12,286 0.000 0.000 2.00 890.00 21,887 0.785 0.785 3.00 891.00 35,000 0.653 1.437 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 15.0 0.0 0.0 0.0 Crest Len It = 0.17 4.00 0.00 0.00 Span in = 15.0 0.0 0.0 0.0 Crest El. It = 888.00 889.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert El. ft = 888.00 0.00 0.00 0.00 Weir Type = Rect Rect -- --- Length It = 170.0 0.0 0.0 0.0 Multi -Stage = Yes Yes No No Slope % = 0.50 0.00 0.00 0.00 N-Value = .013 .000 .000 .000 Orif. Coal = 0.60 0.00 0.00 0.00 Mufti -Stage = n/a No No No Exfiltration Rate = 0.00 irvhr/sgft Tailwater Elev. = 0.00 It Nora: All cutlle hew E ar*7ea under Inlet aM autlat control. Stage / Storage / Discharge Table Stage Storage Elevation CIv A CIv B Clv C Clv D Wr A Wire Wr C Wr D Exfil Total It aeft ft cfs cfs cfs cfs cfs efs efs efs cfs efs 0.00 0.000 888.00 0.00 -- --- --- 0.00 0.00 -- --- --- 0.00 2.00 0.785 890.00 527 --- --- --- 0.44 4.82 -- --- --- 5.27 3.00 1.437 891.00 6.81 -- --- --- 0.43 6.37 -- --- --- 6.79 •1 Ponds-rt Page 3 Hydrograph Discharge Table Time Hyd. 4 + Hyd. 5 + Hyd. 6 = Outflow (hrs) (cfs) (cfs) (cfs) (cfs) 15.27 0.44 3.22 2.97 6.63 15.30 0.43 3.20 2.85 6.49 15.33 0.43 3.17 2.74 6.35 15.37 0.43 3.15 2.64 6.22 15.40 0.43 3.13 2.55 6.10 15.43 0.43 3.10 2.46 5.98 15.47 0.43 3.08 2.37 5.87 15.50 0.42 3.05 2.29 5.77 15.53 0.42 3.03 2.22 5.67 15.57 0.42 3.01 2.15 5.58 ... End • Ponds-rt Page 2 Hydrograph Discharge Table Time Hyd. 4 + Hyd. 5 + Hyd. 6 = Outflow (hrs) (cfs) (cfs) (cfs) (cfs) 13.57 0.55 4.59 5.67 10.81 13.60 0.55 4.58 5.65 10.78 13.63 0.54 4.56 5.63 10.74 13.67 0.54 4.55 5.60 10.69 13.70 0.54 4.53 5.58 10.65 13.73 0.54 4.51 5.56 10.61 13.77 0.54 4.49 5.53 10.56 13.80 0.53 4.47 5.51 10.51 13.83 0.53 4.45 5.48 10.46 13.87 0.53 4.42 5.46 10.41 13.90 0.53 4.40 5.44 10.36 13.93 0.53 4.38 5.41 10.31 13.97 0.52 4.35 5.38 10.26 14.00 0.52 4.32 5.36 10.20 14.03 0.52 4.30 5.33 10.15 14.07 0.52 4.27 5.31 10.09 14.10 0.51 4.24 5.28 10.03 14.13 0.51 4.21 5.24 9.97 14.17 0.51 4.18 5.20 9.89 14.20 0.51 4.15 5.15 9.81 14.23 0.50 4.12 5.10 9.73 14.27 0.50 4.09 5.06 9.65 14.30 0.50 4.06 5.01 9.57 14.33 0.50 4.03 4.97 9.49 14.37 0.50 4.00 4.92 9.41 14.40 0.49 3.97 4.88 9.34 14.43 0.49 3.94 4.82 9.25 14.47 0.49 3.90 4.77 9.16 14.50 0.49 3.87 4.71 9.07 14.53 0.48 3.84 4.66 8.99 14.57 0.48 3.81 4.61 8.90 14.60 0.48 3.78 4.55 8.81 14.63 0.48 3.75 4.50 8.73 14.67 0.48 3.72 4.45 8.65 14.70 0.47 3.69 4.40 8.56 14.73 0.47 3.66 4.35 8.48 14.77 0.47 3.63 4.30 8.40 14.80 0.47 3.60 4.25 8.32 14.83 0.46 3.57 4.21 8.24 14.87 0.46 3.54 4.16 8.17 14.90 0.46 3.52 4.11 8.09 14.93 0.46 3.49 4.07 8.01 14.97 0.46 3.46 4.02 7.94 15.00 0.45 3.43 3.98 7.86 15.03 0.45 3.41 3.93 7.79 15.07 0.45 3.38 3.87 7.70 15.10 0.45 3.35 3.69 7.49 15.13 0.44 3.33 3.53 7.30 15.17 0.44 3.30 3.37 7.12 15.20 0.44 3.28 3.23 6.95 15.23 0.44 3.25 3.10 6.78 Continues on next page... 0 Hydrograph Report Page 1 11 u • Hyd. No. 7 Ponds-rt Hydrograph type = Combine Storm frequency = 100 yrs Inflow hyds. = 4, 5, 6 Hydratlow Hydrographs by IntelisoNe Peak discharge = 11.04 cfs Time interval = 2 min Hydrograph Volume = 6228 acR Hydrograph Discharge Table Time Hyd. 4 + Hyd. 5 + Hyd. 6 = Outflow (hrs) (cfs) (cfs) (cfs) (cfs) 12.30 0.56 0.86 4.34 5.75 12.33 0.56 0.95 4.60 6.12 12.37 0.57 1.05 4.86 6.48 12.40 0.57 1.14 5.07 6.77 12.43 0.57 1.23 5.25 7.05 12.47 0.57 1.35 5.36 7.28 12.50 0.58 1.53 5.45 7.55 12.53 0.58 1.69 5.53 7.80 12.57 0.58 1.84 5.60 8.02 12.60 0.58 1.97 5.67 8.22 12.63 0.58 2.34 5.73 8.65 12.67 0.58 2.76 5.78 9.12 12.70 0.58 << 3.11 5.83 9.51 12.73 0.58 3.40 5.86 9.84 12.77 0.58 3.63 5.90 10.11 12.80 0.58 3.82 5.92 10.32 12.83 0.58 3.97 5.94 10.49 12.87 0.58 4.09 5.96 10.62 12.90 0.58 4.18 5.97 10.72 12.93 0.58 4.26 5.97 << 10.80 12.97 0.58 4.33 5.97 10.87 13.00 0.57 4.38 5.96 10.92 13.03 0.57 4.44 5.96 10.96 13.07 0.57 4.48 5.94 10.99 13.10 0.57 4.52 5.93 11.02 13.13 0.57 4.55 5.92 11.03 13.17 0.57 4.57 5.90 11.04 13.20 0.57 4.59 5.89 11.04 << 13.23 0.57 4.61 5.87 11.04 13.27 0.56 4.62 5.85 11.03 13.30 0.56 4.63 5.84 11.02 13.33 0.56 4.63 5.82 11.01 13.37 0.56 4.63 << 5.80 10.99 13.40 0.56 4.63 5.78 10.97 13.43 0.56 4.63 5.76 10.94 13.47 0.55 4.62 5.74 10.91 13.50 0.55 4.61 5.72 10.88 13.53 0.55 4.60 5.69 10.85 Continues on next page... 0 TR55 Tc Worksheet 9 Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 8 DRO-1 Storm frequency = 100 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 300.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 20.0 % Travel Time ........................................ = 14.9 min Shallow Concentrated Flow Flow length = 550 ft Watercourse slope = 8.4 % Surface description = Unpaved Average velocity = 4.67 fUs Travel Time ........................................ = 2.0 min Channel Flow Cross section flow area = 0.0 sqft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 ft/s Flow length = 0.0 ft Travel Time ........................................ = min Total Travel Time, Tc ........................ = 16.9 min A C 0 Hydrograph Report Hyd. No. 8 DRO-1 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 12.24 ac = 0.0 % = TR55 = 6.00 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 11.93 20.25 11.97 24.87 12.00 29.03 12.03 32.17 12.07 33.93 << 12.10 33.91 12.13 32.16 12.17 29.31 12.20 26.08 12.23 22.85 12.27 19.68 .End J Page 1 Hydraflow Hydrographs by Intelisolve Peak discharge = 33.93 cfs Time interval = 2 min Curve number = 66 Hydraulic length = 0 ft Time of conc. (Tc) = 16.9 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 2.489 acft 7 TR55 Tc Worksheet 0 I Page 1 Hydraflow Hydrographs by IntelisoNe Hyd. No. 9 DRO-2 Storm frequency = 100 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 130.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 14.0 % Travel Time ........................................ = 8.8 min Shallow Concentrated Flow Flow length = 200 ft Watercourse slope = 35.0 % Surface description = Unpaved Average velocity = 9.55 Ws Travel Time ........................................ = 0.3 min Channel Flow Cross section flow area = 0.0 sgft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 fUs Flow length = 0.0 ft Travel Time ........................................ = min Total Travel Time, Tc ........................ = 9.1 min •1 C • Hydrograph Report Hyd. No. 9 DRO-2 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 5.27 ac = 0.0 % = TR55 = 6.00 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 11.87 10.70 11.90 14.05 11.93 17.65 11.97 20.23 12.00 20.40 << 12.03 17.91 12.07 13.98 ... End Page 1 Hydraflow Hydrographs by Intelisolve Peak discharge = 20.40 cfs Time interval = 2 min Curve number = 66 Hydraulic length = 0 ft Time of conc. (Tc) = 9.1 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 1.072 acft TR55 Tc Worksheet • Page t Hydraflow Hydrographs by Intelisolve Hyd. No. 10 DRO-3 Storm frequency = 100 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 300.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 9.7 % TravelTime ........................................ = 19.9 min Shallow Concentrated Flow • Flow length = 150 ft Watercourse slope = 43.0 % Surface description = Unpaved Average velocity = 10.58 ft/s Travel Time ........................................ = 0.2 min Channel Flow Cross section flow area = 0.0 sqft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 ft/s Flow length = 0.0 ft Travel Time ........................................ = min Total Travel Time, Tc ........................ = 20.1 min • C 0 Hydrograph Report Hyd. No. 10 DRO-3 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration u = SCS Runoff = 100 yrs = 6.79 ac = 0.0 % = TR55 = 6.00 in = 24 hrs Hydrograph Discharge Table Time -- Outflow (hrs cfs) 11.93 13.01 11.97 15.83 12.00 18.32 12.03 20.18 12.07 21.17 << 12.10 21.06 12.13 19.90 12.17 18.08 12.20 16.04 12.23 14.01 12.27 12.03 ... End J Page 1 Hydraflow Hydrographs by Intelisolve Peak discharge = 21.17 cfs Time interval = 2 min Curve number = 69 Hydraulic length = 0 ft Time of conc. (Tc) = 20.1 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 1.535 acft TR55 Tc Worksheet e Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 11 DRO-4 Storm frequency = 100 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 200.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 4.5 % Travel Time ........................................ = 19.6 min Shallow Concentrated Flow Flow length = 0 ft Watercourse slope = 0.0 % Surface description = Paved Average velocity = 0.00 ft/s Travel Time ........................................ = 0.0 min Channel Flow Cross section flow area = 0.0 sgft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 ft/s Flow length = 0.0 ft Travel Time ........................................ = min Total Travel Time, Tc ........................ = 19.6 min E C 0 Hydrograph Report Hyd. No. 11 DRO-4 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration LI = SCS Runoff = 100 yrs = 10.73 ac = 0.0 % = TR55 = 6.00 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 11.93 20.56 11.97 25.01 12.00 28.96 12.03 31.88 12.07 33.45 << 12.10 33.28 12.13 31.45 12.17 28.57 12.20 25.35 12.23 22.14 12.27 19.01 End J Page 1 Hydraflow Hydrographs by Intelisolve Peak discharge = 33.45 cfs Time interval = 2 min Curve number = 69 Hydraulic length = 0 ft Time of conc. (Tc) = 19.6 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 2.425 acft Hydrograph Report Pagel Hydraflow Hydrographs by Intelisoive Hyd. No. 12 TOTAL RUNOFF Hydrograph type = Combine Peak discharge = 103.75 cfs Storm frequency = 100 yrs Time interval = 2 min Inflow hyds. = 7, 8, 9, 10, 11 Hydrograph Volume = 13.749 acft Hydrograph Discharge Table Time Hyd. 7 + Hyd. 8 + Hyd. 9 + Hyd. 10 + Hyd. 11 = Outflow (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 11.90 0.55 15.84 14.05 10.30 16.28 57.02 11.93 0.66 20.25 17.65 13.01 20.56 72.13 11.97 0.79 24.87 20.23 15.83 25.01 86.72 12.00 0.93 29.03 20.40 << 18.32 28.96 97.64 12.03 1.07 32.17 17.91 20.18 31.88 103.20 12.07 1.21 33.93 << 13.98 21.17 << 33.45 << 103.75 << 12.10 1.35 33.91 10.00 21.06 33.28 99.61 12.13 1.70 32.16 6.82 19.90 31.45 92.03 12.17 2.47 29.31 4.73 18.08 28.57 83.16 12.20 3.47 26.08 3.70 16.04 25.35 74.63 12.23 4.71 22.85 3.34 14.01 22.14 67.06 12.27 5.38 19.68 3.20 12.03 19.01 59.31 End •I • 0 E 4 Fi OP Hydraflow Hydrographs Diagram Project: existing storm 01 1603.gpw 1 01-15-2004 Hydrograph Summary Report Page 1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (tuft) Inflow hyd(s) Maximum elevation (ft) Maximum storage (tuft) Hydrograph description 1 SCS Runoff 15.30 6 738 84,520 ---- - — - ------ EX. WSHED-1 2 SCS Runoff 16.36 6 738 90.396 ---- ------ ------ EX. WSHED-2 3 SCS Runoff 6.83 6 732 30,242 ---- ---- ------ EX. WSHED-3 4 SCS Runoff 16.37 6 726 55,059 --- ------ ------ EX. WSHED-4 5 Combine 47.88 6 732 260,217 1, 2, 3, 4 ------ ---- Total Site Runoff Proj. file: existing storm 011603, plNieturn Period: 10 yr Run date: 01-15-2004 Hydraflow Hydrographs by Intelisolve ;l 5 0 5 0 • • Hyd. No. 2 - SCS Runoff - 10 Yr - Qp = 16.36 cfs - EX. WSHED-2 P18 � r i y.a 1A a.0 12.3 14.8 17.: Time (hrs) / Hyd. 2 • • 7 J IOZ 1 w cy 1 Hyd. No. 4 - SCS Runoff - 10 Yr - Qp = 16.37 cfs - EX. WSHED-4 5 N i - M. U.I it.i 14.6 16.9 19.4 21.8 24.2 Time (hrs) / Hyd. 4 • 0 0 • u 0 0 0.0 2.5 4.9 7.4 9.8 12.3 14.8 17.2 19.7 22.1 24 • • TR55 Tc Worksheet • Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 1 EX. WSHED-1 Storm frequency = 10 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 300.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 3.0 % Travel Time ........................................ = 31.8 min Shallow Concentrated Flow Flow length = 215 ft Watercourse slope = 4.2 % Surface description = Unpaved Average velocity = 3.31 fUs Travel Time ........................................ = 1.1 min Channel Flow Cross section flow area = 0.0 sqft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 fUs Flow length = 0.0 ft Travel Time ........................................ = min Total Travel Time, Tc ........................ = 32.9 min Hydrograph Report Page 1 Hyd. No. 1 EX. WSHED-1 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 18.70 ac = 0.0 % = TR55 = 4.20 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 12.10 11.30 12.20 14.42 12.30 15.30 << 12.40 14.12 12.50 12.63 12.60 10.86 12.70 8.88 ... End • Hydraflow Hydrographs by Intelisolve Peak discharge = 15.30 cfs Time interval = 6 min Curve number = 66 Hydraulic length = 0 ft Time of conc. (Tc) = 32.9 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 84,520 cuft :I TR55 Tc Worksheet C Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 2 EX. WSHED-2 Storm frequency = 10 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 300.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 5.0 % Travel Time ........................................ = 25.9 min Shallow Concentrated Flow Flow length = 1115 ft Watercourse slope = 8.0 % Surface description = Unpaved Average velocity = 4.56 ft/s TravelTime ........................................ = 4.1 min Channel Flow Cross section flow area = 0.0 sqft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 ft/s Flow length = 0.0 ft Travel Time ........................................ = min Total Travel Time, Tc ........................ = 30.0 min • Hydrograph Report Page 1 Hyd. No. 2 EX. WSHED-2 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 20.00 ac = 0.0 % = TR55 = 4.20 in = 24 hrs Hydrograph Discharge Table Time — Oufflow (hrs cfs) 12.10 12.09 12.20 15.43 12.30 16.36 << 12.40 15.11 12.50 13.51 12.60 11.62 12.70 9.49 ...End LI Hydraflow Hydrographs by Intelisolve Peak discharge = 16.36 cfs Time interval = 6 min Curve number = 66 Hydraulic length = 0 ft Time of conc. (Tc) = 30 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 90,396 cuff • TR55 Tc Worksheet Page 7 Hydraflow Hydrographs by IntelisoNe Hyd. No. 3 EX. WSHED-3 Storm frequency = 10 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 300.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 5.0 % Travel Time ........................................ = 25.9 min Shallow Concentrated Flow Flow length = 300 ft Watercourse slope = 28.0 % Surface description = Unpaved Average velocity = 8.54 ft/s TravelTime ........................................ = 0.6 min Channel Flow Cross section flow area = 0.0 sqft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 ft/s Flow length = 0.0 ft TravelTime ........................................ = min Total Travel Time, Tc ........................ = 26.5 min • • Hydrograph Report Page 1 Hyd. No. 3 EX. WSHED-3 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 6.90 ac = 0.0 % = TR55 = 4.20 in = 24 hrs Hydrograph Discharge Table Time -- Outflow (hrs cfs) 12.00 4.61 12.10 6.46 12.20 6.83 << 12.30 5.85 12.40 4.72 12.50 3.48 ...End :] Hydraflow Hydrographs by Intelisolve Peak discharge = 6.83 cfs Time interval = 6 min Curve number = 66 Hydraulic length = 0 ft Time of conc. (Tc) = 26.5 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 30,242 cult TR55 Tc Worksheet Page 1 Hydraflow Hydrographs by IntelisoNe Hyd. No. 4 EX. WSHED-4 Storm frequency = 10 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 300.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 18.0 % TravelTime ........................................ = 15.5 min Shallow Concentrated Flow Flow length = 515 ft Watercourse slope = 9.9 % Surface description = Unpaved Average velocity = 5.08 ft/s Travel Time ........................................ = 1.7 min Channel Flow Cross section flow area = 0.0 sqft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 ft/s Flow length = 0.0 ft Travel Time ........................................ = min Total Travel Time, Tc ........................ = 17.2 min 0 Hydrograph Report Page 1 Hyd. No. 4 EX. WSHED-4 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 13.40 ac = 0.0 % = TR55 = 4.20 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 11.90 8.82 12.00 15.87 12.10 16.37 << 12.20 11.20 ...End • Hydraflow Hydrographs by Intelisolve Peak discharge = 16.37 cfs Time interval = 6 min Curve number = 66 Hydraulic length = 0 ft Time of conc. (Tc) = 17.2 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 55,059 cult Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 5 Total Site Runoff Hydrograph type = Combine Peak discharge = 47.88 cfs Storm frequency = 10 yrs Time interval = 6 min Inflow hyds. = 1, 2, 3, 4 Hydrograph Volume = 260,217 cuft Hydrograph Discharge Table Time Hyd. 1 + Hyd. 2 + Hyd. 3 + Hyd. 4 = Outflow (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) 12.00 7.57 8.09 4.61 15.87 36.14 12.10 11.30 12.09 6.46 16.37 << 46.21 12.20 14.42 15.43 6.83 << 11.20 47.88 << 12.30 15.30 << 16.36 << 5.85 6.33 43.85 12.40 14.12 15.11 4.72 3.76 37.71 12.50 12.63 13.51 3.48 3.26 32.88 12.60 10.86 11.62 2.31 2.77 27.55 End • • Hydrograph Summary Report Page 1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (cult) Inflow hyd(s) Maximum elevation (ft) Maximum storage (tuft) Hydrograph description 1 SCS Runoff 33.22 6 738 170,820 ---- ------ ------ EX. WSHED-1 2 SCS Runoff 35.53 6 738 182,696 ---- ------ ------ EX. WSHED-2 3 SCS Runoff 14.63 6 732 61,120 ---- ------ ------ EX. WSHED-3 4 SCS Runoff 35.00 6 720 111,278 ---- --- ------ EX. WSHED-4 5 Combine 104.06 6 732 525.914 1, 2, 3, 4 ----- ------ Total Site Runoff Proj. file: existing storm 011603.ilpfleturn Period: 100 yr Run date: 01-15-2004 Hydraflow Hydrographs by Intelisolve r� U 1 Me Hyd. No. 1 - SCS Runoff -100 Yr - Qp = 33.22 cfs - EX. WSHED-1 a.0 iZ.3 14.b Time (hrs) / Hyd. 1 11.2 19.7 22.1 24.6 • • 0 • Hyd. No. 2 - SCS Runoff -100 Yr - Qp = 35.53 cfs - EX. WSHED-2 W6 0 0 I U.0 1.5 4.9 7.4 7 9.8 12.3 14.8 17.2 19.7 22.1 24.6 Time (hrs) / Hyd. 2 0 u 15 1 Hyd. No. 3 - SCS Runoff -100 Yr - Qp =14.63 cfs - EX. WSHED-3 J 1 c.V '+.y 1.15 y.0 12.2 14.6 17.1 Time (hrs) / Hyd. 3 19.5 22.0 24.4 ., u • c.V '+.y 1.15 y.0 12.2 14.6 17.1 Time (hrs) / Hyd. 3 19.5 22.0 24.4 ., u • • u N w U a Hyd. No. 4 - SCS Runoff -100 Yr - Qp = 35.00 ds - EX. WSHED-4 Time (hrs) *# Hyd. 4 .2 :l • a w cY Hyd. No. 5 - Combine -100 Yr - Qp=104.06 cfs - Total Site Runoff V.V�.� 4.y /A 9.b 12.3 14.7 17.2 19.6 22.1 24.5 Time (hrs) / Hyd. 1 / Hyd. 2 / Hyd. 3 / Hyd. 4 / Hyd. 5 • • • • TR55 Tc Worksheet Page 1 Hyd. No. 1 EX. WSHED-1 Storm frequency = 100 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 300.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 3.0 % Travel Time ........................................ = 31.8 min • Shallow Concentrated Flow Flow length = 215 ft Watercourse slope = 4.2 % Surface description = Unpaved Average velocity = 3.31 Ws Travel Time ........................................ = 1.1 min Channel Flow Cross section flow area = 0.0 sqft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 fus Flow length = 0.0 ft Travel Time ........................................ = min Total Travel Time, Tc ........................ = 32.9 min :7 Hydraflow Hydrographs by Intelisolve 7 Hydrograph Report 0 Page 1 Hyd. No. 1 EX. WSHED-1 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 18.70 ac = 0.0 % = TR55 = 6.00 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 12.00 19.01 12.10 26.56 12.20 32.34 12.30 33.22 << 12.40 30.07 12.50 26.37 12.60 22.17 12.70 17.67 End Hydraflow Hydrographs by Intelisolve Peak discharge = 33.22 cfs Time interval = 6 min Curve number = 66 Hydraulic length = 0 ft Time of conc. (Tc) = 32.9 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 170,820 cuff • TR55 Tc Worksheet Page 1 Hyd. No. 2 EX. WSHED-2 Storm frequency = 100 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 300.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 5.0 % Travel Time ........................................ = 25.9 min ♦ Shallow Concentrated Flow Flow length = 1115 ft Watercourse slope = 8.0 % Surface description = Unpaved Average velocity = 4.56 ft/s Travel Time ........................................ = 4.1 min Channel Flow Cross section flow area = 0.0 sqft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 ft/s Flow length = 0.0 ft Travel Time ........................................ = min Total Travel Time, Tc ........................ = 30.0 min • Hydraflow Hydrographs by Intelisolve 17, Hydrograph Report 0 Page 1 Hyd. No. 2 EX. WSHED-2 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration Hydraflow Hydrographs by Intelisolve = SCS Runoff Peak discharge = 35.53 cfs = 100 yrs Time interval = 6 min = 20.00 ac Curve number = 66 = 0.0 % Hydraulic length = 0 ft = TR55 Time of conc. (Tc) = 30 min = 6.00 in Distribution = Type II = 24 hrs Shape factor = 484 Hydrograph Volume = 182,696 cuff Hydrograph Discharge Table Time — Outflow (hrs cfs) 12.00 20.33 12.10 28.40 12.20 34.59 12.30 35.53 << 12.40 32.17 12.50 28.20 12.60 23.71 12.70 18.90 End 9 E TR55 Tc Worksheet Hyd. No. 3 EX. WSHED-3 Storm frequency = 100 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 300.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 5.0 % Travel Time ........................................ = 25.9 min • Shallow Concentrated Flow Flow length = 300 ft Watercourse slope = 28.0 % Surface description = Unpaved Average velocity = 8.54 ft/s Travel Time ........................................ = 0.6 min Channel Flow Cross section flow area = 0.0 sgft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 ft/s Flow length = 0.0 ft Travel Time ........................................ = min Total Travel Time, Tc ........................ = 26.5 min n Page 1 Hydraflow Hydrographs by Intelisolve 0 Hydrograph Report • Page 1 Hyd. No. 3 EX. WSHED-3 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 6.90 ac = 0.0 % = TR55 = 6.00 in = 24 hrs Hydrograph Discharge Table Time — Outflow (hrs cfs) 12.00 10.96 12.10 14.41 12.20 14.63 << 12.30 12.22 12.40 9.57 ... End Hydraflow Hydrographs by Intelisolve Peak discharge = 14.63 cfs Time interval = 6 min Curve number = 66 Hydraulic length = 0 ft Time of conc. (Tc) = 26.5 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 61,120 cult D • 0 TR55 Tc Worksheet Hyd. No. 4 EX. WSHED-4 Storm frequency = 100 yrs Sheet Flow Manning's n-value = 0.240 Flow length = 300.0 ft Two-year 24-hr precip. = 2.70 in Land slope = 18.0 % Travel Time ........................................ = 15.5 min • Shallow Concentrated Flow Flow length = 515 ft Watercourse slope = 9.9 % Surface description = Unpaved Average velocity = 5.08 ft/s Travel Time ........................................ = 1.7 min Channel Flow Cross section flow area = 0.0 sqft Wetted perimeter = 0.0 ft Channel slope = 0.0 % Manning's n-value = 0.015 Velocity = 0.00 ft/s Flow length = 0.0 ft Travel Time ........................................ = min Total Travel Time, Tc ........................ = 17.2 min :7 Page 1 Hydraflow Hydrographs by Intelisolve 0 Hydrograph Report • Page 1 Hyd. No. 4 EX. WSHED-4 Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 13.40 ac = 0.0 % = TR55 = 6.00 in = 24 hrs Hydrograph Discharge Table Time -- Outflow (hrs cfs) 11.90 21.75 12.00 35.00 << 12.10 34.09 12.20 22.50 ...End Hydraflow Hydrographs by IntelisolVe Peak discharge = 35.00 cfs Time interval = 6 min Curve number = 66 Hydraulic length = 0 ft Time of conc. (Tc) = 17.2 min Distribution = Type II Shape factor = 484 Hydrograph Volume = 111.278 cult 11 • • Hydrograph Report Paget Hydraflow Hydrographs by Intelisolve Hyd. No. 5 Total Site Runoff Hydrograph type = Combine Peak discharge = 104.06 cfs Storm frequency = 100 yrs Time interval = 6 min Inflow hyds. = 1, 2, 3, 4 Hydrograph Volume = 525,914 cuf[ Hydrograph Discharge Table Time Hyd. 1 + Hyd. 2 + Hyd. 3 + Hyd. 4 = Outflow (hrs) (cfs) (cfs) (cfs) (cfs) (cfs) 12.00 19.01 20.33 10.96 35.00 << 85.30 12.10 26.56 28.40 14.41 34.09 103.46 12.20 32.34 34.59 14.63 << 22.50 104.06 << 12.30 33.22 << 35.53 << 12.22 12.21 93.19 12.40 30.07 32.17 9.57 7.09 78.90 12.50 26.37 28.20 6.84 6.10 67.51 12.60 22.17 23.71 4.40 5.16 55.43 End s m C W\\A\\\\\\\y o � oco \ 0 ?J C r I m z 2 0 y m 9GIE N FEET Z 2 W Q 3 U) '= LLI J LL1 U� Z Q W_ Q o U a W d w d w w = F w w • W' SIEkf 1 OF 2 <a, It F G � \I&I I I IVVIN C H A R T E R E D June15,2005 Todd Gerhardt City of Chanhassen 7700 Market Blvd. PO Box 147 Chanhassen, MN 55317 r-� .-A 470 U.S. Bank Plea 200 South Sixth Street Minneapolis, MN 55402 (612) 337-9300 telephone (612) 337-9310 fax httpd/a .kennedy-graven.mra KgEHIEp JUN 16 2005 CITY OF CHANHASSEN • &I-I4 qua 4-OG `mar ^Le f 5 Y\ s4- NANcvIt.ENGLAND I.eO Assislat Direct Dial (612) 337-9279 Email: nengland@kennedy-gmven.com RE: Recorded Document — Termination of Conditional Use Permit — City of Chanhassen Dear Mr. Gerhardt: Enclosed please find the Termination of Conditional Use Permit the city of Chanhassen issued for Pemtom Land Company. Thank you for your assistance in this matter. If I can be of further help, please feel free to contact me. Sincerely, Nanc K. En� Y Sl NKE NICE-264166v1 PE140-71 67- 14 CUP Document N• OFFICE OF THE A++40769uu2 COUNTY RECORDER �I�IIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIII� CARVER$ 0 00 hec COUNTY, 83 41 Fee Certified Recorded on 02-11-2005 at 10:30 gM Q pM IIIIIIIIIIIIIII�IIIIIIII 5-02 11 Carl . H son, Jr. IIIIIIIIIIIIIIIII�IIIIII� County R on, f TERMINATION OF 1V( CONDITIONAL USE PERMIT DATE: December 13, 2004 THAT CERTAIN CONDITIONAL USE PERMIT issued on October 5, 1987 for: the installation of a 199 foot commercial radio tower and antenna and an 8' x 16' building for the property in the City of Chanhassen, Carver County, Minnesota: Parcel #1: All that part of Government Lot 1, Section 36, Township 116, Range 23, Carver County, Minnesota which lies Northerly of trunk highway No. 212; and Parcel #2: All that part of the Southeast Quarter of Section 25, Township 116, Range 23, lying Easterly of the Easterly right of way of the Chicago and Northwestern Railway (formerly the Minneapolis and St. Louis Railway) containing 45 acres, more or less, according to the Government Survey thereof, Carver County, Minnesota; and filed for record November 9, 1987, as Document No. 91610, in the Office of the County Recorder of Carver County, Minnesota, is hereby terminated. BY: Its Mayo I' J— hts-6i;i? PE14o-n ac�yii�o STATE OF MRS NESOTA ) )ss. COUNTY OF CARVER ) The foregoing instrument was acknowledged before me this 2.& day of'T 2005 by T� Vurl()rna =c and (-erharC� the mayor and clerk of the City of Chanhassen, a Minnesota municipal corporation, on behalf of the municipal corporation. This document drafted by: Kennedy & Graven, Chartered 200 So. 6`h Street Suite 470 Minneapolis, MN 55402 LMW (612)337-9200 ..m KIM T. MEUWISSEN Notary Public-MinrQSOW My CammWe n Elm Jan 31.2010 NKE-2554s5vu PE140-71 January 4, 2005 nM '/Department of Employmene r and Economic Development RECEIVED JAN 10 2005 The Honorable Tom Furlong CITY OF CHANHASSEN Mayor, City of Chanhassen 7700 Market Boulevard Chanhassen, MN 55317 RE: Contamination Cleanup/Investigation Grant Program Site: Moon Valley Gun Range Applicant: City of Chanhassen Dear Mayor Furlong: The Department of Employment and Economic Development has completed its review of the applications for the Contamination Cleanup/Investigation Grant Program received on November 1, 2004. We are not able to offer you a grant this cycle because we have limited grant funds available, and competition for them was high. The next deadline for applications to the program is May 2, 2005. You are welcome to resubmit this project, or other contaminated site projects that the city of Chanhassen may be working on. We will be hosting application workshops in February 2005. A notice will be sent out specifying dates and times. Applications will be available at that time as well. If you would like to discuss your application, or the process for the next round of grants. please call me at 651-297A 132. Sincerely, Meredith Udoibok, Director Brownfields & Community Assistance cc:_AI Aanenson Department of Employment and Economic Development 1st National Bank Building • 332 Minnesota St., Suite E200 • St. Paul, MN 55101.1351 • USA 651.297.1291 • 800-657.3858 • Faa 651.296-5287 • TTY/rDD:651.296.3900 • www.deed.state.mn.us An equal opportunity employer and service provider. City Council Meeting — December 13, 2004 • would concur with my fellow council members. To Mr. Klingelhutz and Ms. Clayton's point, affordable housing is an issue. It's something that we're working on and we will continue to work on and whatever tools we have at our control, we will consider and look at. My observation of affordable housing is there is no silver bullet. There is no program, no option, no solution that works perfectly 100 percent of the time. You have to take the options that you have and the tools you have and apply them where you can to get it done and it's an opportunity in a case by case basis so we'll continue to look for those. Any other comments? Discussion points? If not, is there a motion? Councilman Labatt: I move that we adopt the attached ordinance amending Chapter 4 of the Chanhassen City Code. Mayor Furlong: Thank you. Is there a second? Councilman Peterson: Second. Mayor Furlong: Made and seconded. Any discussion? Hearing none we'll proceed with the vote. Councilman Labatt moved, Councilman Peterson seconded that the City Council adopt the ordinance amending Chapter 4 of the Chanhassen City Code. All voted in favor and the motion carried unanimously with a vote of 5 to 0. Kate Aanenson: Thank you. The site located just north on Flying Cloud Drive, recently you've seen that. The Moon Valley site which you recently approved a subdivision. The property has requested a termination of a tower, 190 foot tower. The public hearing is to address the fact that the City may revoke the permit for any of the following circumstances. Material changes or condition of a neighborhood where the use is, and certainly that has changed. On May 10`s the City Council approved a comprehensive plan amendment and you also rezoned the property from A2 and actually the subdivision streets are in. They'll be pulling permits on that shortly so really this is to clean up the title. The tower is down and this is to clean up the title on the property that the cell tower has been removed. So the staff is recommending approval of the termination of the conditional use permit and I'd be happy to answer any questions that you have. Mayor Furlong: Thank you. Questions for staff. This was actually initiated by the property owner, is that correct? I'm sorry. Kate Aanenson: There is a representative here too. Mayor Furlong: Okay. Any issues you'd like to direct to the council then as representative? Yep, okay. This is a public hearing. 19 SCANNED City Council Meeting — De• ber 13, 2004 • Kate Aanenson: Correct. Mayor Furlong: So we will open up the podium and invite interested parties to come forward and address the council on this matter. Please state your name and address. Seeing no one, we will close the public hearing and bring it back to council for discussion. Is there any discussion? If there's no discussion, is there a motion? Councilman Peterson: Motion to approve. Mayor Furlong: Thank you. Is there a second? Councilman Ayotte: Second. Mayor Furlong: Now they're jumping in. All those in favor, any discussion on the motion? Councilman Labatt: Give that second to Ayotte since this is his last meeting. Todd Gerhardt: Okay, he's got it. Councilman Peterson moved, Councilman Ayotte seconded that the City Council terminate Conditional Use Permit #87-14 for a 199 foot commercial radio tower and antenna and an 8 foot by 16 foot building on the property described in the attached Termination of Conditional Use Permit. All voted in favor and the motion carried unanimously with a vote of 5 to 0. REQUEST FOR AN AMENDMENT TO THE CENTURY PLAZA RETAIL CENTER PUD TO ALLOW ADDITIONAL NEIGHBORHOOD CONVENIENCE USES Kate Aanenson: Thank you. The subject site is located on Century Boulevard, a commercial center. This is zoned PUD. It is a neighborhood business district. The applicant is requesting to amend that PUD to allow a broader range of uses. This item did appear before the Planning Commission on October 19". There was some ambiguity in the motion as they presented it. They recommended denial but for, but once you recommend denial then it's a denial so we kind of rephrased the, refrained the motion to support when it appears before you to support what really what the Planning Commission wanted, and that was that they did approve a health club use that met the criteria of 5,000 square feet. And that's really what kind of drive that neighborhood business so you don't have one single user. That they be limited in 5,000 square feet and they'd really be those types of uses that meet the daily needs of the resident. So with that the Planning Commission ultimately did support that but their motion did say denial. So the City Council motion as we framed for the City Council that they approve the PUD amendment only to include physical exercise clubs up to 5,000 square feet. Again the applicant wanted a much broader use of the district, so with that I'd be happy to answer any questions that you'd have. 20 04-05 d- 197-N cool Affidavit of Publication Southwest Suburban Publishing State of Minnesota) )SS. County of Carver ) Laurie A. Hartmann, being duly sworn, on oath says that she is the publisher or the authorized agent of the publisher of the newspapers known as the Chaska Herald and the Chanhassen Vil- NOTICE OF PUBLIC HEARING lager and has full knowledge of the facts herein stated as follows: CITY I GIVE S HEREBY GIVEN that CAANHA NOTICE (A) These newspapers have complied with the requirements constituting qualification as a legal theChar,hassen CityCouncilwillhold newspaper, as provided by Minnesota Statute 331A.02, 331A.07, and other applicable laws, as a public hearing on Monday, amended. December 13, 2004, at 7:00 p.m. in the [� Council Chambers in Chanhassen (B) The printed public notice that is attached to this Affidavit and identified as No.vZ City Hall, 7700Market Boulevard. The was published on the date or dates and in the newspaper stated in the attached Notice and said purposeofthishearingistoterminate Notice is hereby incorporated as part of this Affidavit. Said notice was cut from the columns of a Conditional Use Permit for a 199' the newspaper specified. Printed below is a copy of the lower case alphabet from A to Z, both commercial radio tower and antenna inclusive, and is hereby acknowledged as being the kind and size of type used in the composition and an 6' x 16' building located north and publication of the Notice: of Highway 212 (Flying Cloud Drive) and east of the Hennepin County khano tur, z Regional Trail Corridorlocated in the abcdefghiJ p9rs Y City of Chanhassen. ^ All interested personsare invited to attend this public hearing and express their opinions with respect BY' to this proposal. Laurie A. Hartmann Robert Generous, Senior Planner Phone: 952-227-1131 Email: Subscribed and sworn before me on e M (d i h nhn Yn m (Published in the Chanhassen p Villager on Thursday, December 2, /KcI 20D4; No. 4313) this day of , 2004 GWEN M. RADUENZ NOTARY PUBLIC MINNESOTA VW My Com,",,, n Expires Jan. 31.2005 Notary Public RATE INFORMATION Lowest classified rate paid by commercial users for comparable space.... $22.00 per column inch Maximum rate allowed by law for the above matter ................................ $22.00 per column inch Rate actually charged for the above matter ............................................... $10.85 per column inch SCANNED C H A R T E R E D November 9, 2004 470 Pillsbury Center 200 South Sixth Street Minneapolis MN 55402 (612) 337-9300 telephone (612) 337-9310 fax hap://v .kennedy-graven.com Todd Gerhardt, Manager City of Chanhassen 7700 Market Blvd. PO Box 147 Chanhassen, MN 55317-0147 RE: Tennmhon of Conditional Use Permit Dear Mr. Gerhardt: #9ECENED NO V 1 2 2004 CITYOFCHANHASSEIV NANCYIL ENGLAND Legal Assistant Direct Dial (612) 337-9279 Email: nengland@keraedy-graven.com Several months ago you and I discussed the termination of a Conditional Use Pem-dt and you requested that I send the termination to you so that you could place this on the Council's agenda Enclosed is a copy of the original Conditional Use Permit for your reference along with a copy of the Termination of said permit. If this termination is acceptable to you, please place this item on your agenda at your earliest convenience. Please advise as to which council meeting this will be heard. When fully executed, please send back to me so that I can record the termination with the county recorder. Thank you for your assistance. Feel free to call with any questions. Sincerely, e / C N1. cy K. England :nke Enclosure Cc: Larry Wertheim Daniel Herbst, w/enclosure — Pemtom Land Company • Pam-�Cm, C` r Groc, 1h-C1n 11 55 ¢ h CITY OP CHAN)IASSEN l T { )� CARVER AND HENNEPIN COUNTIES, MINNESOTA 5 J aa1 y I I 01, CONDITIONAL USE PERMI m�0M l9 °�� r'� 1. Permit. Subject to the terms and conditions ass forth herein, the City of Chanhassen hereby grants a conditional use permit for: the installation of a i99 foot coraoercial radio �LII 1� Z Q Cover and antenna and an B' x 16' building. 1 l IMnsA l 2. Property. The permit is for the following described Property in the City of Chanhassen, Carver County, Minnesotan 116 Ran Parcel # 1 2All that part of Gov't Lot 1, Section 36 T ` CJTi� 9e J, Carver County, dinnesota, which lies Northerlypof truna highway No. 212. Parcel 12: 411 that part of the southeast Quarter (SE31) of Section 25, Township 116, Range 23, lying easterl Easterly right of othe C� uY1i�y way of the Chicago and Northwestern (formerly the Minneapolis Railway Carve, more or land St. Louis Railway) containing 45 ess, according to the Government Survey thereof, Carver County, Minnesota. �.v�lop me 3. Conditions. The permit is Issued aubject to the rollowing conditl0113: 1. The applicant must receive a permit from FCC. v 2. The chain linK force may not exceed 6 L 2 f eet in ht and must receive a fence permit / and meet all fence requlirementa. 7. The applicant must ce e iv construction of the permit prior to ouilding,buildinq (� ry 4. No residential structures snall be permitted within or the tower. 200 feet I lam"_ 3. The applicant must determine the ultimata use of the tower. ° a• Te`mir�ation�of Permit. The City may r°vorte the permit following a public h earing under any of the tollowing circumstances: matthrial changi of condition of the neighborhood •+here the use is l,.,cnted; violation of the terms of the permit. Pape _<_ ^I a Pogo$ 5. Criminel Penalty. Violation of the terms of this conditional use permit is a criminel misdemeanor. CITY OF CHANHASSEN ice Mayor fir= (( `'� Ita C er= STATE OF MINNESOTA) ) se COUNTY OF CARVGR ) 'rhe or g ing instrument aai acknowledged Deform me this day of 19S'�, by Thomas L. Hamilton. Mayor, and Don Aghucrth, C ty Manager of the City of Chanhassen, a Minnesota municipal corporation, on behalf of the corporation. E� uQa _rL Yk�b �, PepaWy° Public no-t-.awry r �'� _.~ - k„ .RICLMKr C cIn1AO�l�icc OFFICE OF COUNTY RECORDER STATE OF MINNESOTA COUNTY OF CARVIR a Filing Fee�ltl•__ This Is to certify that this dor,mane was filed In We office on theday o1 tL.._=9l>_.A.D.elAve-_o'clock and wag duly recorded as document no. 91610 CA�R�L W. HANSON JR. Y.*'Oh Y I O Q CITY OF CHANHASSEN PLANNING DEPARTMENT 7700 Market Boulevard P.O. Box 147 CHANHASSEN, MN 55317 (952) 227-1100 FAX (952) 227-1110 TO: Kennedy & Graven 470 Pillsbury Center 200 South Sixth Street Minneapolis, MN 55402 WE ARE SENDING YOU ❑ Shop drawings ❑ Copy of letter LETTER OF TRANSMITTAL DATE JOB NO. 1/20/05 87-14 CUP & Planning Case 04-05 ATTENTION Nancy England RE: Termination of Conditional Use Permit ® Attached ❑ Under separate cover via the following items: ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Change Order ❑ Pay Request ❑ COPIES DATE NO. DESCRIPTION 1 12/13/04 Termination of Conditional Use Permit THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ® For your use ❑ Approved as noted ❑ Submit copies for distribution ® As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ For Filing ❑ FORBIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO: SIGNED: ^t� '•.l ut— Kim Meuwissen, (952) 227-1107 N enclosures are not as noted, kindly notify us at once. TERMINATION OF CONDITIONAL USE PERMIT DATE: December 13. 2004 THAT CERTAIN CONDITIONAL USE PERMIT issued on October 5, 1987 for the installation of a 199 foot commercial radio tower and antenna and an 8' x 16' building for the property in the City of Chanhassen, Carver County, Minnesota: Parcel #1: All that part of Government Lot 1, Section 36, Township 116, Range 23, Carver County, Minnesota which lies Northerly of trunk highway No. 212; and Parcel #2: All that part of the Southeast Quarter of Section 25, Township 116, Range 23, lying Easterly of the Easterly right of way of the Chicago and Northwestern Railway (formerly the Minneapolis and St. Louis Railway) containing 45 acres, more or less, according to the Government Survey thereof, Carver County, Minnesota; and filed for record November 9, 1987, as Document No. 91610, in the Office of the County Recorder of Carver County, Minnesota, is hereby terminated. Xa BY: Its Mayo BY: Its cte HIKE-2554ssvl PE140-71 STATE OF MMNESOTA ) )ss. COUNTY OF CARVER ) The foregoing instrument was acknowledged before me this 2 c 'day of _ 200S by Tc-rn �iAclona andTTcitj hPYlr1 fi the mayor and clerk of the City of Chanhassen, a Minnesota municipal corporation, on behalf of the municipal corporation. This document drafted by: Kennedy & Graven, Chartered 200 So. 6" Street Suite 470 Minneapolis, MN 55402 LMW (612)337-9200 KIM T. MEUIMSSEN Notary Public -Minnesota My comm"W Expaea Jan 91.2MO NKE-255485vi PE140.71 CHANHASSEN CITY COUNCIL REGULAR MEETING DECEMBER 13, 2004 Mayor Furlong called the meeting to order at 7:00 p.m. The meeting was opened with the Pledge to the Flag. COUNCIL MEMBERS PRESENT: Mayor Furlong, Councilman Ayotte, Councilman Labatt, Councilman Lundquist and Councilman Peterson STAFF PRESENT: Todd Gerhardt, Justin Miller, Bruce DeJong, Roger Knutson, Kate Aanenson, Jill Sinclair, Paul Oehme, Kelley Janes and Matt Saam PUBLIC PRESENT FOR ALL ITEMS: Melissa Gilman Janet Paulsen Debbie Lloyd Chanhassen Villager 7305 Laredo Drive 7302 Laredo Drive Mayor Furlong: Thank you and good evening and welcome to those that are here this evening and those watching us at home as well. Appreciate you joining us. We have a fairly full agenda this evening. There will be opportunities. I know we have copies at the table back there so I encourage if people are interested in speaking on any of the topics, to grab and agenda. The public hearings will be an opportunity for residents and interested parties to speak at that point on the agenda. If there's another item on the agenda you wish to discuss, we can do that at visitor presentations. With this I'd like to ask council if there's any modifications to the agenda as published. If not we'll proceed with the published agenda. PRESENTATION OF ENVIRONMENTAL EXCELLENCE AWARDS. Mayor Furlong: First item this evening we have some award presentations to make so we'll start with the Environmental Excellence Awards and Ms. Sinclair, if you can join me up there. We also have members of our environmental commission here with us tonight. With us tonight is the Chair of our Environmental Commission, Marcus Zbinden and Dottie Shay who's on the Environmental Commission as well. We've got a number of Environmental Excellence Awards that we're going to be passing out this evening. The fast is to Pastor Jim Bledsaw and Dave Boorsma. Are they here? Would you like to come up gentlemen? Good evening. Come on up. Good to see you. Dave. Both of these gentlemen were involved in working with our Chanhassen Chamber of Commerce. Linda Walton and staff to institute a farmers market in Chanhassen this year. The right people got invited and thanks to the hard work and dedication of Dave and Pastor Bledsaw the farmers market began a reality in Chanhassen this past summer. The market was opened on May 15's with 3 vendors. Grew over the summer and had a very successful run so on behalf of the City of Chanhassen Environmental Commission we'd like to thank you for your efforts and congratulate you and wish you best of luck in your second year next year. Thank you. Then we have representatives from the Chaska High School Environmental Club. Logan Jensen and Carly Jaden. Are they here this evening? Why don't City Council Meeting — December 13, 2004 would concur with my fellow council members. To Mr. Klingelhutz and Ms. Clayton's point, affordable housing is an issue. It's something that we're working on and we will continue to work on and whatever tools we have at our control, we will consider and look at. My observation of affordable housing is there is no silver bullet. There is no program, no option, no solution that works perfectly 100 percent of the time. You have to take the options that you have and the tools you have and apply them where you can to get it done and it's an opportunity in a case by case basis so we'll continue to look for those. Any other comments? Discussion points? If not, is there a motion? Councilman Labatt: I move that we adopt the attached ordinance amending Chapter 4 of the Chanhassen City Code. Mayor Furlong: Thank you. Is there a second? Councilman Peterson: Second. Mayor Furlong: Made and seconded. Any discussion? Hearing none we'll proceed with the vote. Councilman Labatt moved, Councilman Peterson seconded that the City Council adopt the ordinance amending Chapter 4 of the Chanhassen City Code. All voted in favor and the motion carried unanimously with a vote of 5 to 0. BEATRICE ZWIERS ( MOON VALLEY). Kate Aanenson: Thank you. The site located just north on Flying Cloud Drive, recently you've seen that. The Moon Valley site which you recently approved a subdivision. The property has requested a termination of a tower, 190 foot tower. The public hearing is to address the fact that the City may revoke the permit for any of the following circumstances. Material changes or condition of a neighborhood where the use is, and certainly that has changed. On May 10`s the City Council approved a comprehensive plan amendment and you also rezoned the property from A2 and actually the subdivision streets are in. They'll be pulling permits on that shortly so really this is to clean up the title. The tower is down and this is to clean up the title on the property that the cell tower has been removed. So the staff is recommending approval of the termination of the conditional use permit and I'd be happy to answer any questions that you have. Mayor Furlong: Thank you. Questions for staff. This was actually initiated by the property owner, is that correct? I'm sorry. Kate Aanenson: There is a representative here too. Mayor Furlong: Okay. Any issues you'd like to direct to the council then as representative? Yep, okay. This is a public hearing. 19 City Council Meeting — December 13, 2004 Kate Aanenson: Correct. Mayor Furlong: So we will open up the podium and invite interested parties to come forward and address the council on this matter. Please state your name and address. Seeing no one, we will close the public hearing and bring it back to council for discussion. Is there any discussion? If there's no discussion, is there a motion? Councilman Peterson: Motion to approve. Mayor Furlong: Thank you. Is there a second? Councilman Ayotte: Second. Mayor Furlong: Now they're jumping in. All those in favor, any discussion on the motion? Councilman Labatt: Give that second to Ayotte since this is his last meeting. Todd Gerhardt: Okay, he's got it. Councilman Peterson moved, Councilman Ayotte seconded that the City Council terminate Conditional Use Permit #87-14 for a 199 foot commercial radio tower and antenna and an 8 foot by 16 foot building on the property described in the attached Termination of Conditional Use Permit. All voted in favor and the motion carried unanimously with a vote of 5 to 0. Kate Aanenson: Thank you. The subject site is located on Century Boulevard, a commercial center. This is zoned PUD. It is a neighborhood business district. The applicant is requesting to amend that PUD to allow a broader range of uses. This item did appear before the Planning Commission on October 19th. There was some ambiguity in the motion as they presented it. They recommended denial but for, but once you recommend denial then it's a denial so we kind of rephrased the, refrained the motion to support when it appears before you to support what really what the Planning Commission wanted, and that was that they did approve a health club use that met the criteria of 5,000 square feet. And that's really what kind of drive that neighborhood business so you don't have one single user. That they be limited in 5,000 square feet and they'd really be those types of uses that meet the daily needs of the resident. So with that the Planning Commission ultimately did support that but their motion did say denial. So the City Council motion as we framed for the City Council that they approve the PUD amendment only to include physical exercise clubs up to 5,000 square feet. Again the applicant wanted a much broader use of the district, so with that I'd be happy to answer any questions that you'd have. 01 IN MEMORANDUM CITY OF TO: Todd Gerhardt, City Manager CHANSEN FROM: Bob Generous, Senior Planner 700 Market Boulevard 06�(p PO Box 147 DATE: December 13, 2004 Chanhassen, MN 55317 Administration SUBJ: Tennination of Conditional Use Permit #87-14 Phone: 952.227.1100 Fax: 952,227.1110 Building Inspections EXECUTIVE SUMMARY Phone, 952.221.118E Fax 952.227.119E The property owner has requested that the City terminate the existing conditional Engineering use permit for a 199-foot commercial radio tower and antenna and an 8-foot by Phone 952.227.1160 16-foot building. The terms of the conditional use permit state that "the City may Fax. 952227.1170 revoke the permit following a public hearing under any of the following Finance circumstances: material change of condition of the neighborhood where the use is Phone:952.227,1140 located; violation of the terms of the permit'. Approval of the subdivision for Fax:952.227.1110 Settlers West is a material change of the neighborhood where the use is located. Part a Recreation Additionally, the tower and building have been demolished in preparation of the Phone: 952.227.1120 land for homes. Fax: 952.227.1110 Recreation Center BACKGROUND 2310 Coulter Boulevard Phow Fax:952.227.1404 2.27.14W Fax:95 On October Chanhassen Y Council 5, 1987, the ChhCity Cil approved the conditional use permit, #87-14, for a 199-foot commercial radio tower and antenna and an 8-foot Planning & by 16-foot building. Natural Resources Phone. 952.227.1130 Fax:952,227.1110 On July 12, 2004, the Chanhassen City Council granted final plat approval of Case #04-05 creating 48 lots and 3 outlots for Settlers West on the PubPlanning 1591 woda 591 Park Road property. Phone: 952.227.13W Fax:952.227.1310 On May 10, 2004, the Chanhassen City Council approved the following: Senior Center Phone: 952.227.1125 A. The Comprehensive Plan Amendment to incorporate the property in the Fax: 952.2271110 2000 Metropolitan Urban Service Area (MUSA). Web Site www.ci.chanhassen.mn.us B. Rezoning of the property from A2, Agricultural Estate District to RSF, g P Pe Y !'� Single Family Residential District. C. Preliminary plat (Subdivision) to create 48 lots, 3 outlots and public right- of-way with a variance for street width. The City of Chanhassen • A growing community with clean lakes, quality schools, a charming downtown, thriving businesses, winding trails, and beautiful parks. A great place to live, work, and play. Mr. Todd Gerhardt December 13, 2004 Page 2 ACTION REQUIRED City Council approval requires a majority of City Council present. RECOMMENDATION Staff recommends adoption of the following motion: "The Chanhassen City Council terminates Conditional Use Permit #87-14 for a 199-foot commercial radio tower and antenna and an 8-foot by 16-foot building on the property described in attached termination of Conditional Use Permit." ATTACHMENTS 1. Termination of Conditional Use Permit. 2. Conditional Use Permit #87-14. 3. Affidavit of Mailing Notice of Public Hearing. gAp1an\2004 planning mm\04-05 - settlers wmNermimfim of cup #87-14.doc TERMINATION OF CONDITIONAL USE PERMIT DATE: THAT CERTAIN CONDITIONAL USE PERMIT issued on October 5, 1987 for. the installation of a 199 foot commercial radio tower and antenna and an 8' x 16' building for the property in the City of Chanhassen, Carver County, Minnesota: Parcel #1: All that part of Government Lot 1, Section 36, Township 116, Range 23, Carver County, Minnesota which ties Northerly of trunk highway No. 212; and Parcel #2: All that part of the Southeast Quarter of Section 25, Township 116, Range 23, lying Easterly of the Easterly right of way of the Chicago and Northwestern Railway (formerly the Minneapolis and St. Louis Railway) containing 45 acres, more or less, according to the Government Survey thereof, Carver County, Minnesota; and filed for record November 9, 1987, as Document No. 91610, in the Office of the County Recorder of Carver County, Minnesota, is hereby terminated. CITY OF CHANHASSEN BY: _ Its Mayor BY: Its Clerk NKE-255485.E PE140-71 STATE OF MINNESOTA ) )ss. COUNTY OF CARVER ) The foregoing instrument was acknowledged before me this _ day of 200 , by and , the mayor and clerk of the City of Chanhassen, a Minnesota municipal corporation, on behalf of the municipal corporation. Notary Public This document dratted by: Kennedy & Graven, Chartered 200 So. 6' Street Suite 470 Minneapolis, MN 55402 LMW (612)337-9200 ruts-255485vi PE140-71 CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA CONDITIONAL USE PERMIT 1. Permit. Subject to the terms and conditions set forth herein, the City of Chanhassen hereby grants a conditional use permit for: the installation of a 199 foot commercial radio tower and antenna and an 8' x 16' building. 2. Property. The permit is for the following described property in the City of Chanhassen, Carver County, Minnesota: Parcel #1: All that part of Gov't Lot 1, Section 36, Township 116, Range 23, Carver County, Minnesota, which lies Northerly of trunk highway No. 212. Parcel #2: All that part of the Southeast Quarter (SE ;) of Section 25, Township 116, Range 23, lying Easterly of the Easterly right of way of the Chicago and Northwestern Railway (formerly the Minneapolis and St. Louis Railway) containing 45 acres, more or less, according to the Government Survey thereof, Carver County, Minnesota. 3. Conditions. The permit is issued subject to the following conditions: 1. The applicant must receive a permit from FCC. 2. The chain link fence may not exceed 6 1/2 feet in height and must receive a fence permit and meet all fence requirements. 3. The applicant must receive a building permit prior to construction of the building. 4. No residential structures shall be permitted within 200 feet of the tower. 5. The applicant must determine the ultimate use of the tower. 4. Termination of Permit. The City may revoke the permit following a public hearing under any of the following circumstances: material change of condition of the neighborhood where the use is located; violation of the terms of the permit. WECE7'r ED page —I of 0 pages NOV 2 3 1987 CI1 Y Of- CHANHASSEN 5. Criminal Penalty. Violation of the terms of this conditional use permit is a criminal misdemeanor. Dated • .��f/w 5 v' 0 Z CITY OF CHANHASSEN By: Its Mayor By:Z^" U�� Its Clerk STATE OF MINNESOTA) ) ss COUNTY OF CARVER ) The or g ing instrument was acknowledged before me this je day of ��rL[ , 1990, by Thomas L. Hamilton, Mayor, and Don Ashworth, City Manager of the City of Chanhassen, a Minnesota municipal corporation, on behalf of the corporation. 1 i otary Public i. y •' 1!';TQRIN E. CHURCHILL • �`�•. �...._ 'iG l.!li: 'UBLIC-MINNE90T: �'i'`AY ccmm(sslon arc'—` / --9J P`P ae —02_ of pages OFFICE OF COUNTY RECORDER STATE OF MINNESOTA COUNTY OF CARVER Filing Fee 4/0 This is to certify that this document was filed in this office on the '-' day of AQQ. 19 Ej-A.D.at3:oo o'clock -? M. and was duly recorded as document no. 91610 CARL W. HANSON JR. County order by: M CITY OF CHANHASSEN AFFIDAVIT OF MAILING NOTICE STATE OF MINNESOTA) ) ss. COUNTY OF CARVER ) I, Karen J. Engelhardt, being first duly sworn, on oath deposes that she is and was on November 29, 2004, the duly qualified and acting Deputy Clerk of the City of Chanhassen, Minnesota; that on said date she caused to be mailed a copy of the attached notice of Public Hearing for Termination of Conditional Use Permit No. 87-14 for 199' Radio Tower and Antenna and an 8' x 16' Building to the persons named on attached Exhibit "A", by enclosing a copy of said notice in an envelope addressed to such owner, and depositing the envelopes addressed to all such owners in the United States mail with postage fully prepaid thereon; that the names and addresses of such owners were those appearing as such by the records of the County Treasurer, Carver County, Minnesota, and by other appropriate records. Subscribed and sworn to before me this ,� (ej day of Ile rp nvbu r , 2004. bm- AA Notary gAeng\fonns\affidavit.doc Karen J. En ardt, D uty Clerk Nn KIM T. a` MEUWISSEN lstNotaryPubc-Minneoa RCVER MyCanCsix/005oE0m(2ricc Notice of Public Hearing Chanhassen City Council Meeting Date & Time. Monday, December 13, 2004 at 7:00 p.m. Location: City Hall Council Chambers, 7700 Market Blvd. Request to terminate a Conditional Use Permit Proposal: for a 199' commercial radio tower and antenna and an 8' x 16' building File No.: 87-14 CUP Applicant: Beatrice Zwiers North of Highway 212 (Flying Cloud Drive) and Property east of the Hennepin County Regional Trail Address/Location: Corridor in the City of Chanhassen. A location map is on the reverse side of this notice. The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about this project. During the meeting, the Mayor will lead the public hearing through the following steps: What Happens at 1 Staff will give an overview of the proposed the Meeting: project. 2. The applicant may present plans on the project. 3. Comments are received from the public. 4. Public hearing is closed and the Council discusses the project. If you want to see the plans before the meeting, please stop by City Hall during office hours, 8:00 a.m. to 4:30 p.m., Monday through Friday. If you wish to talk to someone about this project, Questions & please contact Bob Generous at 952-227-1131 Comments: or e-mail bgenerous@ci.chanhassen.mn.us. If you choose to submit written comments, it is helpful to have one copy to the department in advance of the meeting. Staff will provide copies to the Council. Notice of this public hearing has been published in the Chanhassen Villager on December 2, 2004. Notice of Public Hearing Chanhassen City Council Meeting Date & Time: Monday, December 13, 2004 at 7:00 p.m. Location: City Hall Council Chambers, 7700 Market Blvd. Request to terminate a Conditional Use Permit Proposal: for a 199' commercial radio tower and antenna and an 8' x 16' buildin File No.: 87-14 CUP Applicant: Beatrice Zwiers North of Highway 212 (Flying Cloud Drive) and Property east of the Hennepin County Regional Trail Address/Location: Corridor in the City of Chanhassen. A location map is on the reverse side of this notice. The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about this project. During the meeting, the Mayor will lead the public hearing through the following steps: What Happens at 1. Staff will give an overview of the proposed the Meeting: project. 2. The applicant may present plans on the project. 3. Comments are received from the public. 4. Public hearing is closed and the Council discusses the project. If you want to see the plans before the meeting, please stop by City Hall during office hours, 8:00 a.m. to 4:30 p.m., Monday through Friday. If you wish to talk to someone about this project, Questions & please contact Bob Generous at 952-227-1131 Comments: or e-mail bgenerous@ci.chanhassen.mn.us. If you choose to submit written comments, it is helpful to have one copy to the department in advance of the meeting. Staff will provide copies to the Council. Notice of this public hearing has been published in the Chanhassen Villager on December 2, 2004. Subject This map is neither a legally recorded map nor a survey and is not intended to W used as one. This map Is a comailabo0 Of records, information and data located In various city, County, state and federal offices and other sources regarding the area shown, and is to be used for reference Purposes only. The City does not warrant that the Geographic Information System (GIS) Data used to prepare this nap are error free, and the City does not represerd that the GIS Data can be used for navigational, tracking or any other purpose requiring exacting measurement of distance or direction or preasion in the depiction of geographic features. If errors or 6scra me as are found Please contact 962-227-1107. The preceding disclaimer is provided pursuant to Minnesota Statutes §466.03, Subd. 21 (2000), and the user of this map ackrwMedges Nat Me City shall not be liable for any damages, and expressly waives all clams. and agrees to defend, indemnity, and hold harmless the City from any and all darts brought by User, as, employees or agents, or Mirtl parties which Mae out of Me users access or use of data provided. Subject This map is neiMor a legally recorded map nor a survey and is not in ended to be used as one. This mep is a compilation of records, information and data located in various city, county, state snd federal offices and other sources regan9ng the area shown, and is to be used for reference puryoses only. The City does not warrant that the Geographic Information System (GIS) Data used to prepare this map are error free, and Me City does not represent that the GIS Data can be used for navigational, tracltirg or any other purpose requiring enacting measurement of distance or direction or precision in the depiction of geographic features. If enors or 6acrepandes are found please contact 952-227-1107. The preceding discialmer is provided pursuant to Minnesota Statutes §466.03, Subd- 21 (2000), and the user of INS map acknoMedga^ that Me CM shall not Its liable for any damages, and exWessly waives all clans, and agrees to defend, indemnity, and held harmless the City from any and all clans brought by User, its employees or agents, or thm! parties which arse out of Me users access or use of data provided. Public Hearing Notification Area (500 feet) Termination of Conditional Use Permit No. 87-14 199' Commercial Radio Tower and Antenna and 8' x 16' Building Subject Property U S FISH & WILDLIFE SERVICE GAYLE M & RICHARD P VOGEL ROBERT J & EMILY J TISCHLEDER 1 FEDERAL DR TRUSTEES OF TRUST 185 BISHOP HENRY WHIPPLE FED BLDG 105 PIONEER TRL PIONEER TRL CH ST PAUL MN 55111 CHANHASSEN MN 55317 CHANHASSEN MN 55317 LE VERNE M VASSAR STATE OF MINNESOTA-DNR SETTLERS WEST LP 285 FLYING CLOUD DR TAX SPEC. - BUREAU OF R E MGMT C/O PEMTOM CO SHAKOPEE MN 55379 500 LAFAYETTE RD 7597 ANAGRAM DR ST PAUL MN 55155 EDEN PRAIRIE MN 55344 BEATRICE I ZW IERS 9390 267TH ST W LAKEVILLE MN 55044 JOHN E & ANN LONSTEIN 9861 DEERBROOK DR CHANHASSEN MN 55317 MICHAEL J & PATRICIA A CONROY 9921 DEERBROOK DR CHANHASSEN MN 55317 JIMMY M & MARY E ROANE 9981 DEERBROOK DR CHANHASSEN MN 55317 JOHN J MOTSCHENBACHER & KIMBERLY A MOTSCHENBACHER 9821 DEERBROOK DR CHANHASSEN MN 55317 JOHN M & LINDA J REVIER 9881 DEERBROOK DR CHANHASSEN MN 55317 MICHAEL A & MOLLY B BOYLAN 9941 DEERBROOK DR CHANHASSEN MN 55317 CATHERINE SUZANNE LARSON 9841 DEERBROOK DR CHANHASSEN MN 55317 GARY A & PATRICIA B KOCH TRUSTEES OF TRUST 9901 DEERBROOK DR CHANHASSEN MN 55317 PAULJTAUNTON 9980 DEERBROOK DR CHANHASSEN MN 55317 NOTICE OF PUBLIC HEARING CITY OF CHANHASSEN NOTICE IS HEREBY GIVEN that the Chanhassen City Council will hold a public hearing on Monday, December 13, 2004, at 7:00 p.m. in the Council Chambers in Chanhassen City Hall, 7700 Market Boulevard. The purpose of this hearing is to terminate a Conditional Use Permit for a 199' commercial radio tower and antenna and an 8' x 16' building located north of Highway 212 (Flying Cloud Drive) and east of the Hennepin County Regional Trail Corridor located in the City of Chanhassen. All interested persons are invited to attend this public hearing and express their opinions with respect to this proposal. Robert Generous, Senior Planner Phone: 952-227-1131 Email: benerous@ci.chanhassen.mn.us (Publish in the Chanhassen Villager on December 2, 2004) GAPLANMCup ]up WapTH Notice to Villager 12-2-04 Terminate CUP.doc 09/08/2004 17:27 FAX 9524737401 LUNDGREN BROS. [a 001/003 Fax Your Neighborhood Builder 935 East Wayzata Boulevard Wayzata, Minnesota 55391 To: Jill Sinclair From: Matt Goldstein Fax: 952.227.1110 Contacts: (direct) 952.249.3034 (fax) 952.473.7401 Re: Settlers West Tree Preservation Date: September 8, 2004 Pages: 3 CC: ❑ Urgent ❑ For Review ❑ Please Comment ❑ Please Reply Jill: Here is an excerpt of the Settlers West grading plan that shows three tree preservation regions that protect existing trees from grading. I'm encouraged that the expectation was that further tree removal would be addressed at the building permit stage in order to evaluate on a case -by -case basis which trees would have to be taken out to accommodate the proposed footprint within the approved building pad. I'd like to confirm what penalties there are (if any) of removal of trees within these areas. I imagine that the survey that's included in each building permit application would have to identify trees to be removed. To prepare for that, I'm interested in walking the site with you next week to identify which trees are likely to be removed due to construction on the building pad, and which should be removed due to their health, and which are of the highest priority to save. May I suggest Wednesday or Thursday of next week at about 10:30 a.m.? Please let me know what works for you. Thanks for your assistance. I HIGH-PRESSURE PIPELINES(S) /� ! I:RV.riION ANWN' C[.W9iR11CilON nl%3prIRrtEO L, irgUi WPoiiEN PERM199bN FROM offf 1 ,GELLAN PIPELINE COMPANY, LLC D V� 14�`� O3 , 12 a K� LU ao L 0 N Y Q Z U Q W !- w n U2NK O e N a ¢Z¢ZWw O our i N i n o i a � c U Thomas J. Campbell Roger N. Knutson Thomas M. Scott Elliott B. Knetsch Joel J. Jamnik Andrea McDowell Poehler Matthew K. Brokl' John F. Kelly Soren M. Mattick Henry A. Schaeffer, III Alina Schwartz Marguerite M. McCarron Gina M. Brandt • Also Licensed in Wisconsin 1380 Corporate Center Curve Suite 317 • Eagan, MN 55121 651-452-5000 Fax 651-452-5550 www.ck-law.com CAMPBELL KNUTSON Professional Association Direct Dial (651) 234-6222 E-mailAddress. snelson(a k-law.com January 30, 2006 Ms. Kim Meuwissen Chanhassen City Hall 7700 Market Boulevard P.O. Box 147 Chanhassen, Minnesota 55317 RECEIVE® JAN 3 1 2006 CiryOFCHANHASSEN RE: RECORDED DOCUMENTS-05-15 ADMIN. SUBD. ➢ Quit Claim Deed — Settlers West Limited Partnership to U.S. Home Corp. ➢ Warranty Deed —Settlers West Limited Partnership to Chanhassen Dear Kim: Enclosed please find the following documents which have been recorded with the County: 1. Quit Claim Deed from Settlers West Limited Partnership to U.S. Home Corporation for a portion of Outlot E, SETTLERS WEST, lying westerly of a line and to be combined with Lot 1, Block 4, SETTLERS WEST, recorded on December 28, 2005 as Abstract Document No. A431942. 2. Warranty Deed from Settlers West Limited Partnership to the City of Chanhassen for a portion of Outlot E, SETTLERS WEST lying easterly of a line, recorded on December 28, 2005 as Document No. A431943. 3. Affidavit Regarding Partnership recorded on December 28, 2005 as Abstract Document No. A431944. Regards, CAMPBELL KNUTSON Professional Association B SRN:sm S an R. Nelson, Legal ASsistant Enclosures cc: Josh Metzer (letter only) SCANNED ma(I Wq Mvs'MYlv[nYM AYMNCV91Wp6 Wl � �f �� ONI1SM001139-32,H1VS i F F°M LQ r O ' w COOz it n cz L n vJ \ W n Z w UJ / Z \' Jam° z. Q fR 2 Z ! Q v a E ANVdWOO ONtll WO1W3d 3H1 I, 3 VlOS3NNIW'3181tl8d N3O3 OW N3SWHNVH0 1S3M SH31113S 1Vld A8VNIWI138d -. R ram� / ZU ®r J Al ea s ©' 1 e � Owz r 7-:0 y m w � � a � J z c 1 `o a1 7 RCagR•1 11 � e Y'A}•� r-.' a SfF January 31, 2007 CITY OF CI�ANgASSEN Ms' Irene Trask The Pemtom Land Company 7700 Market Boulevard 7597 Anagram Drive Pe147 Chanhassen, MN 55317 Eden Prairie, MN 55344 Administration Re: Bluff signage and conservation easement at Settler's West Phone: 952.227.1100 Fax: 952.227.1110 Building Inspections Dear Irene Phone: 952227.1180 Fax: 952.227.1190 Enclosed is a map of the missing signs at Settler's West. The city did the inspection Engineering earlier this week and found that all but 8 signs are properly placed. Specific details Phone:952227.1160 about each of the 8 signs are listed below. Fax: 952.227.1170 Signs 1 and 2: These signs are present but are located incorrectly and not Finance on the city property line. Phone: 952,227.1140 Signs 3 and 4: Bluff Impact signs are missing. Fax 952227.1110 Signs 5 — 7: City Property signs are missing. Park & Recreation Sign 8: Bluff Impact sign is missing. Phone: 952.227.1120 Fax: 952.227.1110 1 understand that these signs can't be corrected until spring. Please contact me Recreation Center with an update by May 1. 2310 Coulter Boulevard Phone: 952,227.1400 Fax:952.227.1404 I appreciate your cooperation in this matter. I may be reached of 952-227-1133. Planning 3 i NaturalResou0 Y�,f Phane:952.227.1131130 Fax: 952.227.1110 } Public Wash Al Sinclair 1591Park Road Environmental Resources Specialist Phone:952.227.1300 Fax 952.227.1310 Senior Center Phone: 952.227.1125 Fax: 952.227.1110 Web Site www.ci.chanhassen.mn.us The City of Chanhassen • A growing community with clean lakes, quality schools, a charming downtown, thriving businesses, winding trails, and beautiful parks. A gieat place to live, work, and play. OUTLOT F 2M • — �[�Df a-k- 'I � hlk.e�•-Ls r2F.:fYA� N fluk AT�ePs" 27 S • �B •' ' ( , w� 38 r 4tl', 0 � '-� �• � � •� IIS lAll'I1' /-4 JPI , I 16 ter.,-'� ` q'� Y(i /- 11 `\ IIt111111 swFc ) rOO Bwema uMR9BsnNo Y624 OUTLOTFCHANHASSEN OUTLOTF CARVER COUNTY NIHi°23'29•W 211 ♦.4i EDEN PRAIRIE GROSS SITE AREA DEBGN STAnOAR S FOR CXANHA58EN: CHANHASSEN•44MAC TMDRIOXAL LOTBiTaI ZONING RK LOT AREA TABULATION K '! f fiYIB Q51" Fs 1 ri_ l ..T 1 %A h mid wAV -ti. $� m a . 3 $Ili aw --ia _ -. _ Tim 4;l _ % B Bkta� Bn 1-641 y U $Sitb$(' - SAW ;OSIT ..N L M-'3AB '14 %w —rw nB13 w n36_ "B2 a' 1 3i 316' Am ISM 6 A 5ATE8=}f--rt. i;MB f%- -2B� Am HBdS831ES"1riailU't Sili .. wn S T�dd1 `'�Aie jm- $ di It;l 885 —R Sm�'B�- M -nT2 EDEN PRAIRIE • 110T Ac I. MINIMUM LOT WIDTH • 90 FT, 2. MINCORNERLOTOEPTH•1PB FT. OVERKLSNF PAEA•6B8S Ac 3. FRWTYARDSETRACX•SDFT. 1. MINIMUM LOT 3.OAW DEVELOPER5, FSITNL FT, MINIMUM SIDE THE PEMTOM LAND COMPANY YARD SE7BACX B. MINIMUM SIDE YARD BEiRACK•1d1D il. T. MINIMUM REAR YARD SETBACK• Sp FT. TNT ANAGRAM DRIVE EDEN PRAIRIE. MN BGN4 BiREEiS B52-0ST-071B SEITLER9 WE9T ROADICi ROW WIDTI•bR FAX (952)0374M EXPLORER TRNLROw WIDTN.b Fr CONTACT'. OM HEMS?STREETS2BM 9 R fRVICEe � SM ODWAMC. BRSOUIN 15030URI wAr2ArA MN 6081 53]B1 BSx<Teaa CONTACT'. BOBE JUSTIN IN I-AMLARSON WETI.A SF0.v OE9 YM ANOOD M DRIN IIOMAL BE0.WLEB, INC. EDEN INAGMM DRIVE EDEN PRAIRIE. NMNESBTA BSN, OACTOV40 CONTACT KLISW ERASER WIN0 SPRAIRIE, osNK LOTBIt-BFO E B SB ....... R1A].3 1. MINIMUMLOTWICTIf'WFT. 2. MIN CORNERLOTWIDTH•1a FT, 3. FRONT YARD SETBACK• SO FIT. 4. MINIMUM SIDE YARD SETMCK• 10112FT. S. MINIMUM LOTA0.EA•13.600 \ \ �N \\ 4tM,p O aL,l "lpllla � � � iill;;rmlaa 2, � � \ \ IdIItIRIL''ll'1 it u . �zq • \ � \ 1911IIIt 1 milltlimm milli �.,Ay, \ I. \ , 1 ( 44 I 45� `46 ? ,`,,; ._ . rl� I i 10 47 46 i� `' •. 49 so 51 1a IN a 121 IN FAST IJNE pF 1/A 1s. TI10. R2 Tt,.1 ION d16. FiMN23 Cane SeWNed OWWs W. 8M W. TermWp 118, Renq ]], Carver County, MFnmN.IN INe eaMEPIN COaMYREGIOMr RAILRADlmeo.R Or• '•V HENNEPIN COUNTY 0.ECIONK MICRON AUTHORITY, CerverfifJnry MlnmwN wr PmpeM Mep No. 15 se �Nw In Om�menl N0. 10 33 BS I Iw "Ne CMwpo e • • +2 nwu+aslam al., Laaoe^YI. r e' Ld 1 BNtk I DORENXEMPER ESTATES He P.ln Cwnry 1R Mar ... eaSft 0 Ine Isz wWM MtHX,f Ce elnc 55.03 A— SYMBOLLEGEND NEW RIGHT-0FWAY EASEMENTS SANITARY MWER AND MM'NIXE SANITARY B A SERVICE WATER MAIN, HYDRNT AHOVALE WATER SERVICE AND CURB STOP BOX BUILDING PAD STORM SEWER WITH MANHOLE • CATCH BASIN CULVERT CONCRETE CURB AND GUTTER — — Am w - — 91LTFENCE 3 i 2 R 1 E%ISTRIO UTILITIES SHOWN ARE SHOWN IN AN MPROXIMAM WAY CMY. THE CONTRACTOR 9NALL DETERMINE ME EXACT LOGTICw OF AN1'MW NL EXISTING UTUTEB BEFORE COMMENCING WORK HE AGREES TO BE FULLYMBPOMME FORANY AND ALL DAMAGES ARISING OUT OF HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL EXISTING UTILITIES. ' I rnl Arrprnr /`nrrnrr, >E"ION" ni' nnD AU T rn Rrrr \ HENIN, Ir. ..vvr•I r F1,-k, .n�. Rn��.R�.,� �Jr�,..hll PROPER m, 11np NO 1.= \ r 1 IV] AP rrv. .;.R. I,- I4C, 189396 169.32 _ E(. III-lw BMW-- N 00-04-45 E \ R 3S? + \ Q� 3o36J Rs•.87 �p•� u~ \ 9, E%. 1B' MV M7.`A as O r r z 1n m 00 O C0 W m v, I � N � O r.l W N O 01 J 0 j O _ I rn (A • OUTLOT F 13 75 Fes_ Q �, ' 32 Xv 299 31 ti i ter CHANHASSEN AND EDEN PRAIRIE, MINNESOTA O 100 50 0 50 100 200 SCALE IN FEET I \ I \ I M:E F0M I O M UI _ \\ I I I 1 1 25 i ��\ _CC IT1r R., - N - r ' '�.� 1 / ) s S \ I z z / i\\ I 1 I 1 11� r ■ • 1 : V��.,\ ,`K' , l : ■ ■ an� ' , `� /1' . ]. ��/ ` 'n C z ~ ` I Ih 1111 i J L_ `` 22 / w ` /•f \1 ,, r ;_e�'- �\ \ ` ' /` i 49 J 20' \ f l I n 1r I I 1 W'I i i/r� y"; i� i ` • 8� 23 S4•• /` z N o \ I I 27 I `T 7 C7 ■ e_'- / " / I I I /// `ai `. i.� .8s 'Y Cl) ' 2'6= ----- c K/ \ / / / / 2 \ (7 \\ 1 a � / � I I ;r r�7 / ti 9 •--__- stuFr ssievsruani sErear, a 69 `�`� ^ I �y'`� 1 j \ \, , ~/ I \ ' / i F \ v S_� / % l % 'I- /i `\ a a • Z Z C7 20 6 - 1 7 4 .., 1 ` 'a� i m i / r \ 51 i a a• WETLAND H \ d / - 64 102 70 ` • l_3 /' •\\\ \ .`'`cr � L� _ _-1 1 a 10 \�`;p,, �[ \/j/p/ o a • • a a \ 10 r' `\� ^` =J/ \ \�� '140� _ �`� 9 �'� i //26� \ _ �I G,B / 52 -• a a a a a 3 .- \ / ` • ` ``S'�\\'r i �\ a a p ° / TOP EXISTING BLUFF ♦ i i TOP EXISTING 94 8 // i/ pAi ` r • a ll lllllltl � s � \ �� / "� 24 BLUFF LIMITS u111 MIMI `. 111100111 Illlllltll . / / • 0 ° ti LIMITS w nitnlu Ilililliltlllll ` / 7 N > 7 NN/ \� ry / I.- lllilllill ll lillitlllll �_ J / 43 / ,/ N ` CHANHASSEN o �/ OUTLOT F t `I' ' OUTLOT F 6 x` CARVER COUNTY � 104 100 / � I 11 1 • 121 • 130 N00023'29"W 2114.41 EDEN PRAIRIE I GROSS SITE AREA DESIGN STANDARDS FOR CHANHASSEN: CHANHASSEN = 44.56 Ac TRADITIONAL LOTS(7 - 54) ZONING RSF ti \ F \ F \\ S �s0 C 1111------------i ` 36 1 1 37 EX METH. / 1 I ) ` 4� 1 1 / 1 ,^• V 1 1 79 i 1 i `N j , • �� � `.� , � \ ill fill i �• . S ��� ' \ llllllllll / • • _ \ �� i� 40\\ \ 111 lull ll uluuull it fill itil l 18 ' . \\ it III till 4111111 11111 � \ , \\ `, 19 \17 i1 20 16 1 \It \ �J / �J\ ♦ / 22 \\ 11 I I 0 \ \\ s \ z \ rPI I i f I 7 --•\ \\ ,3�-'"'`\ \ 1 I I I 11 �7/r > :4 J �\ ■ �- 69 • •5 l\ \�\\ �,-\ \ v i I I 1 i i l// 47 i i 21 \ I 1'�., \<' ♦ I I I / / / `.\\ TOP EXISTING d \TTC / • ■ \. I I / \ \ BLUFF LIMITS<' ` R,cj\�� - -•- - l__ i 5 _�L__ y �p S '$$� ,,h2•� 1 r- -- / ' �\ z�- -6 L--95--6 N �/ / 4C7 ` • _ -3/i `\ �B I 1 1 I _-' 4___i Tom'" i 1 \ 1 \ / / 8 y • - 70� -•R / / 1 / ,9 LOT AREA TABULATION LOT sq FL Aa. LOT S4 Ft. Ac. 1 24,536 0.55 34 j 16,783 0.9 2 -. 21,752 05-D 35 T _ 17,680 0.41 3 ... 21,630 - 0 50 _ 36_ 19,416 _ 0.45 4 1R400 042 37 2Z275 0.51 5 14,279 0.33 -, -W T-- 17,719 -_ 0 41 6 16,526 038.. 39 15,847 0.35 7 ._ 15634 0W 40 --15,978 037.. 8 20,189 046 41 17,589 040 9 .. _ 20,836 048 42-'....20,347 047 10 18,438 042 43 059 11 17,854 0-41 _ 44 -25,643 22,907 053 12 '_ 16,8W 0.39 -_ Ic -i -22,077 _-- - 0.51 13 16,642 036 46 r 21,901 -050 14 f 17,469 - 040 _ 47 17747 041 15 16 2Ml - 637 48 17 570 0 46 16 15,845 0.35 -- 49 17,800 '_ 0.41 17 _ - 17,755 0 41 _- - 50 16,283 - 0.37 18 20,3W 0.47 51 1Q552 038 19 16,780 639 _ 52 15,227 0.35 20 -.. 20,375 0.47 _ 53 -15,458 035 21 - 20,78E 048 _ 54 15,512 036 22 IR601 0.43 55 - 16,778 039 .. 23 _ 15,283 0.35 55 25,694 .._. 0.M 24 . 21,:M ` 049 57 _- 25,790 -. 0.59 25 21,342 0.49 _ 58 20,154 -046 25 15,5M 0.36 QtlotA 76,515 1.76 27 16,9W 039 OutlotB Z303 6.o5 28 .- 21,046 0.48 Qticf C :_.120,105 - 276 29 ;.._. 23,721 _-- 0.54 cuot D _ 1,293 0.03 30 10805-._.,. 039 CltlatE - 030 31 - 16,287 0.37- _..._13,201 O.tIdF 9OZ278 _ 2D.71 32 15,046 0.35 l'.Outlot G : 6,589 0.2D 33 15,485 0.36 OItIdH - - 5,976 ---. 0.14 EDEN PRAIRIE = 11.07 Ac 1. MINIMUM LOT WIDTH = 90 FT. 2. MIN CORNER LOT DEPTH = 125 FT. OVERALL SITE AREA = 55.63 Ac 3. FRONT YARD SETBACK = 30 FT. 4. MINIMUM LOT AREA = 15,000 SF. DEVELOPER 5. MINIMUM BLUFF SETBACK = 30 FT. THE PEMTOM LAND COMPANY 6. MINIMUM SIDE YARD SETBACK = 10/10 FT. 7597 ANAGRAM DRIVE 7. MINIMUM REAR YARD SETBACK = 30 FT. EDEN PRAIRIE, MN 55344 952-937-0716 STREETS FAX (952) 937-8635 SETTLERS WEST ROAD/CT ROW WIDTH = 50 FT CONTACT: DAN HERBST EXPLORER TRAIL R-O-W WIDTH = 50 FT STREETS 28'BB ENGINEERING AND SURVEYING SERVICES SATHRE-BERGQUIST, INC. 150 SOUTH BROADWAY WAYZATA, MN 55391 952-476-6000 FAX 952-476-0104 CONTACT: BOB PAYETTE JUSTIN LARSON WETLAND SERVICES WESTWOOD PROFESSIONAL SERVICES, INC. 7599 ANAGRAM DRIVE EDEN PRAIRIE, MINNESOTA 55344 (952) 937-5150 CONTACT: ALLISON FRASER DESIGN STANDARDS FOR EDEN PRAIRIE: TRADITIONAL LOTS(1- 6 & 55 - 59) ZONING R1-13.5 1. MINIMUM LOT WIDTH = 90 FT. 2. MIN CORNER LOT WIDTH = 105 FT. 3. FRONT YARD SETBACK = 30 FT. 4. MINIMUM SIDE YARD SETBACK = 10/10 FT. 5. MINIMUM REAR YARD SETBACK = 30 FT. 6. MINIMUM LOT AREA = 13,500 EXISTING UTILITIES SHOWN ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ANY AND ALL EXISTING UTILITIES BEFORE COMMENCING WORK. HE AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES ARISING OUT OF HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL EXISTING UTILITIES. EAST 1E OF 1/4 TTTLERS STLEGAL DES RI TION That part of the East Half of the Southeast Quarter of Section 25, Township 116, Range 23, Carver County, Minnesota, which lies southeasterly of the southeasterly right-of-way line of the HENNEPIN COUNTY REGIONAL RAILROAD AUTHORITY, Carver County, Minnesota per Property Map No. 15 as recorded in Document No. 189395 ( formerly the Chicago and Northwestern Railway Company). Lot 1, Block 1 DORENKEMPER ESTATES, Hennepin County, Minnesota, according to the recorded plat thereof. Contains: 55.63 Acres. SYMBOL LEGEND NEW RIGHT-OF-WAY - - - - - - - - - EASEMENTS SANITARY SEWER AND MANHOLE o- SANITARY SEWER/WATER SERVICE I ►� WATER MAIN, HYDRANT, AND VALVE WATER SERVICE AND CURB STOP BOX - - - - - - -- - - - - - - - BUILDING PAD O STORM SEWER WITH MANHOLE ■ CATCH BASIN 4 CULVERT -.__-- -- .._-- - CONCRETE CURB AND GUTTER �MMMMMMMIM SILTFENCE 25, T116, D \ \ CARVEP COUNTY 1 0 � ♦ --- \♦ ♦ - - (N00010'WE 419.37) \_ -- � [A - •Y��,�-�Jet�6�'I N00°23'35- 477x112 % r • ♦ • ♦ ♦ a •OUTLO t, H E N N E P�i�l Y I r E �� ♦ r . ®i ♦ • So COS COUN `I \ \ a < e • I t-• . iJ d" 154 3 C \ ♦ ♦ • •0, 4-• ♦ ♦ t Ri•,3 V 1 r ♦ < •IV i� a r • • a ♦ < • S S 2•. (P �-Q\ ♦ a f nJ Ci f e ♦ r ♦ f ♦ ♦ 6 5 \ a • * • (� • ♦ f * S> s \ CA f • • 0 • * ♦ ♦ ♦ ♦ • ♦ f ♦♦+ Sr vl \ \ •�C \\\ �y`\\ •a ♦•f•*WETLANDC CD••f<•f♦♦•a• •♦•♦••• W a� 1 -`^ \ \ , • . • *ENHANCED ♦ • • . ♦ . • • . • o 1 \ \\ \ �(\ O, ♦ • • (90,077 SF) • * e • • • { • • a Q,r ``�'G01 °g4 A N f f f t { f f { f f f { f f • �� 51 J \ C -� 0�\ 56 \ \�(\ * ♦ ♦ < • ♦ • ♦ • • r { ♦ • ♦ 1111111 �� + Vl L \ ` • \ , y� ♦ t ♦ ♦ ♦ e e • • * ♦ ♦ t llllllillllllill �= 00 1 \ a • • lillllll �\ ( \ ° ----IF�` �' \\` iiiill llliiiiil �\ �A 1 f ♦ • • f ♦ • ♦ a (S (r Q O \ I ? I 57 \ O\♦ f e ♦ ♦ < • f ♦ ♦ ♦ ♦ ♦ • • a • • • •� O \ 1 1 \ t� \ t * s a e • a ♦ r • ♦ ♦ * 9PPRDX.-0C*TIOM ♦ ♦ (� \\ ',y I \ \\ • f WETLAND A ♦ t • ♦ * * •OF*DRAINAQE &*UTIkITY♦ a ^\ 2 I ♦ e ENHANCED * * * r • ♦ * EASEMENT♦PER DOC. NO.-r-,♦ 25i �_ • 62,233 SF < a • • I e \ 37 J 25 �________ \ e ( * * ♦ i • f • * •APPROXhAATC 7�iT��L} • f. -� 50 __------ £LL 4ATk4gS FIND BEARINGS \ < r ♦ e ____ \\ • ♦ r • ♦ * ♦ * • * V NQT IiG191.E QN DOC.).58 • .o-W \ ♦ • ♦ 15 • s • • • • • ♦ e 26A------ ---� i L--------- C N04000'25"W �1001.18 < O � _ + I HEREBY CERTIFY THAT THIS PLAN OR SPECIFICATION WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MANEEJSOOTA. DATE 04/29/04 REG. NO 5 / OUTLOT - 134 REVISIONS BY ■ O UC) O zti N In � M D L0 a Z (D LL W CO >- NW L.i.. Q O m F- O Ue- J�yORS S��ti2 C0 +4- 4 a i0�3 DES\ C� r O W z cz G Q W a O W Q IL z Q z W J 2 J W W F-- 7 O W La W �)W�^/ V z CL W W Q Z 2 U DRAWN JAL CHECKED REP DATE 04/29/04 SCALE AS SHOWN JOB NO. 6965-004 FILE: W:\6965-004\DWG\BASE (SW).DWG SHEET 2 OF 14 SHEETS OC`--2 1004 09:35 FROM: TO:9522271110 P.1,2 a The Pemtom Land Company 7597 ANAGRAM DRIVE EDEN PRAIRIE, MINNESOTA 53344 (9S2) 937.0716 - FAX (952) 937-8635 FAX COVER SHEET TO: /' (-),C / 7� 09-L %C COMPANY: FAX NUMBER e a -7— I f I G r NUMBER OF PAGES SENT INCLUDING COVER SHEET: FAX SENT FROM �� DATE SENT: Re: Settlers West Attached is the signage we used for the conservation markers on the bluff lots at Settlers Ridge. Do you want to use one of these or do you have other wording Please also mark a map of Settlers West to show us the location of these markers. As soon as I hear from you, i can order the signs. 0 0 Qty_;L� 6,ppro- Cl+eepe 6"x 6"x .125" material with a brown bkgd & white tex Cal" o Spe6ng r--�r-� REVIEW CAREfULIY. places sign asd fox back with approval by: Approved by: Size 1�' SCALE: Not to Scale N SOURCE alltblVe eaYTION• CONTACT: Jim Abrahamson DRAWN BY JRA PROJECT Sellers Ridge DATE IVW2000 FILE NAME plp1c6x6 REV: 14530 Marlin Drive Eden Prairle, ?AM 553A4 Q t - �) -. Y This drawing is the property of Sign Source, I ' and may not be used, reproduced or disdosed wBhaut written authorization. y612) 975-4940 (Fax) 975-9209 rU An j O N ru ru N m T rU ru CtT-1412004 09:16 FROM: TO:9522271110 P. 1/2 ra The Pemtom Land Company 7597ANAGRAM DRIVE EDEN PRAIRIE, MINNESOMA S3344 (952) 937.0716 • FAX (952) 937.8635 FAX COVETS SHEET • 1. .` i J� COMPANY: ` ( ( 1 O F (? FAX NUMBER a a 7--- // / C0 NUMBER OF PAGES SENT INCLUDING COVER SHEET: FAX SENT FROM: DATE SENT: /O - /�- o Y Re: Settlers West Attached is a plat for Settlers West. Please mark the locations where you would like the Conservation easement markers to go on the bluff lots. Please also mark the location of the wetland markers. It is my understanding that we can pick up the wetland signage from you for $20 each and then we will have them attached to a post and installed as soon as it is possible to do. It is also my understanding that you do not require a special post. Eden Prairie requires a carsonite post with a sticker. Also, let us know what the wetland markers should say. Thanks. Call if any questions. a:T-M2004 09:16 FROM: TO:9522271110 P. 212 y'-st, �• a .-O P ,{5 �`er�,3 2 4Z ^`Gl •1 f3i1$i;__i t iH INN ( " • '!lJ - 'i y pE Ilk sE� - "i i '•.7_t;.� 3:•r.:.:>:� � �" - ---- — -. ........ u l iA , Ib ac F :t`�'— — fie. a —' s Fe'?I W o I I I I I I I I I tam/ I I I I I i TITLE SHEET SF S WEST 'a SATHRE-BER6QUIST. INC. CHANHASSEN ANDD EDC EOEN PRAIRIE, MINNESOTA _ � � +w�wmwwoww. w...+.., •w, ..a. pa,aname � �a, THE PEMTOM LAND COMPANY CHANHASSEN AND EDEN PRAIRIE, MINNESOTA 7 GryA VFA.i SEN W%0T F OMOTF 1OUROTF LOT AR6A8 WN w.11 wwaM SYMBOL LEGEND ...,...,w�.�M,..�K��k ..�.,:'r.. SHEET INDIX K MIT :11 /fyB/ n _\ JII.lJ � ✓:JJ CHANHASSEN AND EDEN PRAIRIE, MINNESOTA I T 51 OMOTF 37 . o b x, OIxILOT FCHANHASSEN CARVER COUNTY +e � 1D +� xB m 1e J OUTLOTF .�..�EDE, ov vNq 47 i \1. 9 y 11 10 flu PRAIRIE wuli•} non• SYMBOLLEGEND 1NTY 1 � PRELIMINARY ffll_RY PLAN SETTLERS WEST SATHRE-BERGOUIST, INC. CHANHASSEN AND EDEN PRAIRIE, MINNESOTA THE PEWOM LAND COMPANY Y PRELIMINARY UTILITY PIAN AW wS F ' i SETTLERS WEST ? t SATHRE-BERGQUIST. INC. t C NHASSEN AND EDEN PRAIRIE, MINNESOTA q mrt«wvwwr wirutww sm �..® THE PEMTOM LAND COMPANY •,�'• •• f: V PRELIMINARY U 1PUN q SETTLERS WEST /I I SATHRE-BERGQUIST, INC. CHANHA EN AND EDEN PRAIRIE, MINNESOTA q ivaonxemronnr wnm*�� ���^� THE PEWOM I COMPANY �y...lF --------f---- ----- ------ ---- r� w'wmuexw.�uwsm I I I I I I I I \ I gm /S38/ EROSION CONTROL FENCEENCE - F/PE I FENCE fO TPE FENCE - 3 i18 v SVMSOLLEGEND E2:2 .�uu�i•�...�rtnn�u) Inn. � mm u. nn. .., ..,._..o WETLAND CROSS SECTION Mr i p* I m o$$$ S a 3 s 8 Z n TREE INVENTORY 1 m tea` M [[ SETTLERS WEST ? �! SATHRE-BERGQUIST INC. `? E i CWWHASSEN AND ED" PRAIRIE q nmm�worvw.r w.a rww as. pm..sm THE PEMTOM lANO COMPANY •�• •• H, f �4 1 � � R ' tl i PROPoBEO PIpIEER iR.V VIERtER9 WEBi ROM INIERBECiYMI IlY11pJEMM1„ � w ♦ I, `i i S. e 9 k 1 C 9 C�aE a- F Ci 1 c 1 a 4i i %1 C Ip 1 kY i t!j @ Ca i id t kl F !F i EG ! C1 E 1 m w,mu-.u�vxe uwTmwmmoe...,rt.m mesa a&q PCOP SgLS mums ]-n T a:. °" %,- m3'a OWtlY EEIV r E-rr vxP t V TQ{��{� WLOE SRC iii`=ru en pp PIPE BELg coS WAYIri coax soir ! gc6y� DIIIIYA urnox um r ziRR euA � ass r�r-�� ucnm �6 Sigx1 SEVER �[pppp urw a.Lvx 6R'c L._ MYK RLWP0.r ze ma a.rmms s. _•r., DcWpY cuiixoi� e_e raa:r �9-0 _ fY Q�A� RESpfH rLIK 4 t J I 1 �IAxAIi RkP.'InlR REr. OUTLOT F TOP EXOEnNG BLUFF U➢NTS OUTLOT F LOT AREA TABULATION LOT aq,m. R nm a nm x a,r:a nm 4xu ua 4q- 3 1 a9 i A. ny S �E�mT SO x p2 a 4 a. 0s a r no n4p aq ns Qi ya F n- • w as ea n n sT nil • IcIQ na _ E �W/ Y •JXx os a D a3 am ¢9 nw n0 >IK. nLL a INag n]] 6 nj• Otl •Fs u ® n.•3 w1 m Ea.T apy Ea]Mx • n• M • • IS. OE a ma as 9StlT aE m E,91T ¢O M •513 1�¢9• • - 4]IBC _ _ a___ a env • oro ITArea n2 a 41Y ., nM s mw ns EUS S.OAnTA�91W 216 � •.m1 ¢• 6RnTC x]a OR m n• mm Rm a am ¢M a3arG W vm 9 •ATn nR ® GRATE ¢ Oa ]1 Q•nTFl alM a0 _ II a� a]1 G•pTO lrA Om II aE ONRN i9n ¢• GROSSSITEMEA CHANHASSEN =YSSAc EGEN PRp1YE 111.0]AF ovERALL SITE AREA a Es81It p�L GER TXE PEYTOM LAND CCWNfT EDEN PAGRAM DNNF ECENPNNRN:, MN 56rY i DW) 16 F 9314105 CONTACT: DAH XEggST EHGWEERWG 4lp SERVCFS MTMLE-0ERGWT, MC. WAp Ti BN 55301 ry WAYIATA, MN'E11 0MI1524m FAXYp�TBKSR CONTACT: SCm LoFg]E JusrW LAR.nal .E DSERAACM WE8]WOGG P8pFE861GX4l3FAVICER, WC. ]SW MEN M NE FRAME, MINNFSOTASSiY CONTACT: ALLLSON ERASED DENSITY CXANNASSEN -OSG UNUMV& EGEN PRAIRIE=0.85 UNIT5 t LOT 612E MNGE gMM<X1 CMNXA58EN=0.S5,yJ I,LS At EGEN PR,WIE =0S1 ftI,,l, AVERAGE LOTSGE CNANH kSSEN =0y EGEN PRNRIE=OAGM AVERAGE ORNEWAY WOTH=12 CHANHASSEN AND EDEN FRAIRIE, MINNESOTA TOP EYEING BLUFF LYRE OUTLOT F 0 E TMINIMU LLOT D-SQ20". qsF 1. ME, CORLOTWIOTN=RIET. 2 FRONT YARD SETIM M=IE FT. 1 FRONT O SETSMN=00W l MINIMUM BLUFF SA=fEppSF. S MINIMUM SUEYARDS ETIM =1 FT 8 MINIMUM SIDE YARDSE3ACx=130 . T. MINIMUM REAR YAgp SETBACK=]TFf. $TREETE SETRERS TNS R WIMDTHz WFT= EXRORER TRWL R8W WpTN=EpFi smEErsaee DESIGN sTMOMps FOR MEN afl W TRnpmoxAL LDTSTT- a 3 a. Sty mxMo R1d13 1. MWIMUMLDTWOTN=H=I 2 WNCTRNERLOTWDTx=FT. } FRONT EEMUM D YARDx=DFT. L. NgNwMBIDE YaJR SE 1 IMBFT. 0. 1, MuM REN=,3, TS4:ILe EFT. 0. MINWUM LOT OAFA=Ij.m INDEX TA TwnWp I$e. Range D. Cmm County, Mlnneah x is --aeauM mue mNn9eaierry nanlalw.y x.aw MENNEPIN COUNTY REGIGNLL f ROADAM]NOf11TY. Carve. U-1,.111 N pm Property Map N. ISa�.S -noac—ea Na. 139J5E brmerMXv CN N N..NaamlbaUmyC ,, Lm 1. Blxk I DORENEEMPER ESTATES, HnaR•Cealn. Mlne.. a®rift • 11y eamlptl pI•Fad. Corinna: 5S.0Jb Ir SYMBOL LEGEND NEW RIGXr-0E-VUY -----'--- BmmlNc sETBLos ----�— sANRMxr sEWEaAXO MAFBIaIE TFR SEWEPA T,ANDR.VE * WATERSERACEMO CIL Mp TOPI WATER SERVICE ANp CyRBSTOPGpX ----` emmINGPAp — CATCH WIN WRHMANHdE CULVERT SEVEN IEcuRGANp GUr1ElL sLTFENW \K\ 11 11 FM4TM6 UTIIFfIESSXpWNARE 9XOWlx M m IWGD)'NWIVE: pLY. THE CONTRACTOR sMLL pETERMWETIIE F%MFIp/GENCFµyµpAly FTHTND UlE1TIES SEFgxEOpW1ENCCBMi WORK IEMF�IOSERBLYREYVR68EFIXMK Yx0 ALL DAMAGES WOSIgdROF IRA FAIIWETO F100RYtODUEMa1PRFS8lVEN1Y ANO ALL EVBTWfi OTB118 US EO 0 ED 1. m SCAfEWFEEi LOCATION MAP I --'CtjANHASSEN 1 -- TRill 1 1 - a.., d ~F 7 P1. � - 1 \I \ wETuxoH I \ ,ti • C. . W:::' DIRECT SUPERVISION THE LAWS OF THE STD eje awe ............. ::.:..., '•. . . .............. D \l.aa• _ UNDER MY OATS OWSUL RM.Np U Z NrD L.e:, ES sP4+�3 sad�i by � br °♦, D? `'IN3 pE�A H W W Z Z Z Q a co 0 w WQ U a 2 LU Q� J Z W O Lu Q W � to Z a a LU 0 _ I U HE NEPIN COUP.'^.' REOIONC READ �' OR . ^ PROPER,; N.P PIO. :5 \ O.R. D.Y. No. :89396 \ IF JYJ JJT V tkW B gqh Oa t99J7 �C 1 t 1 � y a�Qr> e JzjJI CHANHASSEN AND EDEN PRAIRIE, MINNESOTA I y / Y \ F \ OUTLOTF Jos°zoc / 'T ;6 p, 27 Aar TOP FASTING BLUFF WRB &-,' OUTLOTFCHANHASSEN CARVER COUNTY LOT AREA TABULATION 1m a w a a a,� ¢w v ITaa oa - -MW ¢Q 9 11.iC pq AIR 4>m oP a 3 W y n 9 N41 n o+1_ IIN - p IY n q zsw y 1 na1 n•I.. M IIs] _ nv a 41W na E IIan p51pa M Ipn2 na 11,'ID 0:0 pa n,He n isw�s nn D.sA oe N na ¢ — q.2 no n m nx] aHz Is. ax_ _A IDu=a - ao7 A, �Sr] MS'p a 9 �� D9 E EIR ¢51 9 mm G� pE fUIG]p 6 v e¢R a pnpfe ym ¢i OlflOfc ImSA a 3y711 pM pgpfo I81 a HM6 An Dllp]E 6W ]I 6@ pE �i B$iq IIO S GlflG1G fl9p pA a 10 ¢y ySpTN SW nx 37 (",,\36 20 ,r •4_ 21 25 22 a T 23 117 47 .15 Y !� TOP EASTING BLUFF I➢RS OUTLOT F V 2114.0 EDEN PRAIRIE GR0943RFMEA DESIGN SFMIMROSMRCNANXASSBt CNNINIAXUx=11XA TMDNgNAL LOTSIT-NI]DHIIq RBF EDEN PR.YRIE=IIIIIAc 1. MWIMM LOTWIOM=SOFT. 2 MWCORNERLOTDE =125M OYEMLLSITE AgFA=bgtAc 1 FRONTYMDSETRY;K=YIFT. 4. WXRBIMLOTMEA=IE,OASF. DEVELOPER 5. WHIWIN 8LUFF SEiBIGR=9FT, TXE PElI1pYlAXD COYPAXY 8. ..NI..BDE TMO SETBACK=INIBFi. 7WTMAGRAAI g 7. MINIMI]M REM YARD SETBr,CK=AR. EDEN PRAIRIE. NN •bLt W-074716 STREETS IM M21 B]7. SETRERSWESTROADMTRCWWGTH=lF C-TACT. DMHERBST IX DRER TRAIL RA-W WATH=W STREETS 2808 ENGINEERING AND SURVEYING SERVICES SATXRE-BER...T, WC. 10 SOUTH MOADWAY WAYZATA. AN bEt %2478 FAK02J7801d CONTACT: BMPAY m8T1NUBSON wETUNDSERVICF.B W r5W MIs AN000 P80FE88N]14AL SERVICES, WC AGRAM DRN£ EDEN PRAIRIE, NW NESOTA5 198210741b CONrACr: A-I=NERASER DESIGN STMDAROS fIX(EOp pMgp:: TMORIOMAL tOTyl- S l b -112pM NO Rbt2! 1. MINMUN LOTWbiNa RIFL 2 MW CORNER LOT WbTN=1MFT, 1 FRpIT YARD SETBIDK�bFT. I A MWSNMSpEYARpSETBACKaIb10FT. S WIMIIN REARYMOSEIHACK=2p R. 0. MWMUM LOTAREA=1].SW FXLSTMO NRIIES SXOWN ME 9XOWX W M APPROASAIE WAY 011T. TXE CONIRAOTpt SIMLL pEf FpLi]E THE EIMCT LOGTION OF MY NA NL FI�I W G NTlRIE93Ef0RECOLpENCWO WOpIL HEMiNEES TO BERALV RE819N.58EFOR.WY ANO ALL OAYAGFBMNWO WfOF XB FNUIRE TO FXACM1Y1CfATENIDFRF.4AVENIY M041 ErbfBIG WNFg 2 IW m a m IW 2M SCALE IN FEET LOCATION MAP NHPL$�EN ' F ' f T4 4K'• ���z :.I _ M. !fir i Ad 48 \ I omN^ r 49 fir' '•-�I °> �2HSJ" w � I +� 52 7- X., <'' CARVED COUNTY \ OEAAVI[XI xW]PTi •rJ0] EASE E OE I/4 25, TI 13. OUTLOn \ �� O- c�HENNE •I E s 'K•' J' c COUN . ••.v.n •. 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SSm Aou O x{ � —__— 4w rrrrrr o A SYMBOL LEGEND NEW RIGHT,DF-WAY EASEMENTS • SMOMYSMERARON>HHCIE EANRMT SE W EMINATER SERME WATER MAW, XYDRMT,ANDWCLL WATER SERME MO MRBSTCV BOX SULDWEPA➢ • STORMSEWERWRHNWHIX£ GTCH SASW ---1 CMVERT CIXICRETE W RSAXOOUf1FR SLTFENCE — 57 1 _Jyq' IJ� 1-•WE <•••••• 'ovr,l¢�Ta'u� __ 2 1 •ENHM'CED •••••••••••••un 1R ex,r¢-• r _2Si _J _� r '• B].Y135F tN k 58 8 1 � •L 1"A r:t SPECIFIGTE W WABNIEP,IIFDBYIEpE1RL6t W IXRY REGl4t9tE0 giOFF�Ndy FNGF®LUMER l DATE DWBp RED.ND iS1B/ V Z m i Q 2 (D �s W3 m Q I ; W 2m Q o JA'yDR6 Sb3y .`y 1Da OW3 DEB L I O rn LU z z_ > rL Q F- ui w w a F5 o a Lu _ l U) Z Q g J W O UJ Q LU LU (L U) z 0. co Q ~ z 2 U OA— REP DATE OA95Ol ASSHOWN J08110. 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TXE CGNT TCR SBEF RECOGETERMWETHEE ME lRiES CFµYµ0.1LLF.V6TWG UTILRIES BEFORE COMNEXCWG WORK RE AGREES iOOE FIALYRESPCNSISIE FORµY STIN M µ All B ARLSPIG OUT GF XIS FARURE TO FYALRYLOGTEµO FRESERVEµy µD Nl E%ISTING U1NFA ° \ OUTLOT H INV n84 ♦ f �t f ! • f f { a \ ••♦ f a a• a• a \ a f f a f a••• a \ ♦ • ! ♦ ! ♦ ♦ ♦ ♦ a f h \ ♦♦ f f .♦♦•! f f \ 1 • • f ♦ ♦ • a a ♦ ! f f ! \} \ t f a f f f f• a f ! f a f f a ♦ • ♦ f f a f • MQ\ f • f • ♦ f f ♦ f ! f f • • ! \\ pr\ ♦ a ♦ f • ♦ • ! a ♦ a • • • a \ ♦••♦♦ f♦ ♦ a f f a f f♦ i ice\ f ♦ f ! a f f ♦ a ���� —\ 1 �N 2�\ a • • f r a ♦ a a a ♦ a \ Y� • • ` • ETLAND C a • f ♦ . . ♦ f ♦ f f ! • ♦ ♦ ♦ ! • f f ♦ { 4d, \\ Y • ! a • ENHANCED a • a ♦ a • . ♦ a a f of♦♦(90,077 SF)'a'♦'!'♦•♦!•••'•'a`•R'ff'�, \v \\ 77 a ♦ f • ♦ • • ♦ ♦ ♦ a • a a • li �� \\ s • • f ! • • f a ♦ • ♦ ♦ a ♦ a ♦ f a a a a a f f f a NPJIeP ♦ f 1 \ ((1 � • ! ♦ ! • • ! • ♦ • • f Wynf� a III ,n a y ♦ a • a • f a f f r a ♦ • till Q • ` lilt n lilt 3 r I I r— I TI I I �8 II 5 �B1B.3 II q2n I � � �af 1 11 �oa 2 1 1 Tk \,58 I 1 •Rep 1 : am N Sa} 30 I 1 1 \ 7e^- 1 --- II m ss D a so LCNE IN FEET- Z a a a a IX'I RIP ei' f a a ♦ • a • ♦ ♦ a • • a « a . . • • . • . • • • f ♦ • • • • '4 ! \ a • • . f . . a • . ♦ . • • • a \\ ' 4 FEINHANCED • • ` ` ` ` • • • • • ` ♦ ♦ f• f• a♦ a♦ f f (62,233 SF)l 0 1 4 1 4 \ a ♦ • CM a • • a a a fir' ro a • \ a a a a• a• f• a• a♦ a• li a \ • • • • • f ! O.L.B• INEREBY TIFY THAT TXIS PIAN OR BPECffICAICN WA3PRpµ OIRECTSUPERMIDN AND THAT INA A DULY RE06IFRE0 PREFERS ZM OATS OBeKNI gEO.tq /S�zs Z v VN U 5 F �s w 3 m a I ; LU < Of 9 2m 'Q '0 VJ ,PEyp0.5 SySryy, N a, o� ON3 pE'' H U) rn w Z } Z zz U 0 }a F w Q a. z z z � 5 w LU W 0 Q J Z z w w w Z a w w a u x x z x U WNWF ASSHCOW Q 65No. W:NBBBOM\OWGWSE ISW BWO SXIEET OF 14 SXEETB VEST STORM !ACCESS WT.w M RIP- BASCD ERLINE TRAILTRAIL C a` 29 — J If c _\\ c I / eP515q I � OFmi � I s5�T5D TOP EXISTING BLUFF LIMITS )T F FASTINGUTILITIESSXOWNARESNOWNwANAPFRO:O M MYb y.THE CONTRACTOR SX.LLL OFTERMINE TXE E%ACT lIXA}p1 OFNf/NDyyE1161Pq UPLITES fiEFORE COMMENCING WOflIC NE AGREESmEFlILLYRESFCNSHEFORANY ANO µL DAMAGES ARISING OUT OF XIS GAIWREtO FXILfLYIp`aTENA RlF EIiYEANY M'O µLE%ISTING VRIIIES SEE INSET "SOUTHWEST STORM a SEWER OUTLET' CENTERLINE ACCESS TRAIL W w,J5 \ SYMBOLLEGEND \ NM RIGNTO -WAY \ - - E/SEMENTS SWRMYSEWERANOM NN SNITMY SEWEI4WATERSEIMCE 1A . 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W �wSSmtmW G�SARE 15W IDAL °IHT 6 14 w5a5a O Ex WET. D 0 WG EXEMPTED WEMVO 0 N C� t7•' _ SYMBOL LEGEND NEW RIGHTO %Y E.ISEMENf3 ,,'TARY SEWERMO MYMgE T .# WATERMN.WDRAW. V WAT,RSERVICEAMDCUR8ETDRgy �— STORM SEWER WRN NWRgE GTgI B/SN �� CIRVEIii caxa+ErewRe AxOGurrER ER-- PROF MQ40RCONTGUR �SOD� TMOPpS MWOR RCONTOUR EXHfHO NXOR fANTWR FMSTNO WJORCONTWR E%ASTWOUTIIRES SNOHN ME9NOWX W FJI MPR6VN,TEVMYMY. TE CDNTPM%i00.3NALl DETERMINE TXE E%ACT U]G. OF Ar. NIEVSINO UTIIRIESEEFORECOMMENCWGWORC HEAOREESTOSEYRES°Q':SBIE NIY AND ALLDANAGES MOWG ft DUTGFMISF.ULURETOEJ YIOCATEAVOPRE WEANV AND ALL FASTING URRIFS. O a z 1. SO o b 'w ]W SCKE W FEET M�i}'lj �.� L.S[1tLJ Jf J� \ V � � L •iATRM.IO EpC �' F y.N �yyXp <fNY I �PVv[WI¢) DIRECT SUPERVLSNIN AND THE LAWS OF THE STATE( DAIS O.NSiM REG. NO /S 28 Z' H � �z CO �s w3 m< LLIJ IL Q� c� $ 00 ay�ry�6 oN3 GEe Q 0 EA W Z Z Z a � Q LU W o Z O Z w g o w 2 0 z g z rp fW Z d w LLI Cl)F U GMWN CMH' D� SCALE] w�i c AS SQ W NO. W65C0. W.YY65-0 WDWG1BASE(SYI.DWG SHEET 6 fF � 4 SHEETS RecammenJm Tow —In Method Set POetf FlmJY (Pont Shall Be Oak w Steel) and Mount He" Were to Posts. mB Mac F¢sEen !'—D- /Hop S, I�r Nails Slopka. 6' Q We Death a9 w B'ec TnIwN OB Loy In FONdc $ BwkBll EROSION CONTROL FENCE - TYPE t Steel Fence Poet' 'hall be Used to ( Oven WiMSw Ynce he suhaRut.e Toe Snow Fence) Silt Fence _ T npva Wken yeefpn ^ue — 1.5 b L0Me 11w peu.p. W b fe rrtefW 8' Ce Wale eM eve' b me Imes. EROSION CONTROL FENCE - TYPE 3 FXIBPNG UTLI}IFS 911pMNME SNgyll N µ APNiOMLNTE WATONLY. TIE CONTOEfC1NE T11EE%ACT LOGSTIONOFN1Y.Wp MLEIDTNf M ES BEFORE COANNGWOK .0L SMSNGOUiOFXS FMMEWAGRREiE0SETORERNY LLGYPFE.4µ`OpMSBIESFpUµNt µGALL EQSTDnG Ifll1TES SYMBOL LEGEND NEW RIGMTDFMIAY EASEMENTS ��— 8ANITMYSEWERAHG MWMgc^ WATER ASN. SEWENNAIFAND VALVE E * WATER SERVICE MDMNT.µGTOPI WATER BEflVICE MG WIiBSTCPBpX OT,L mGPAO ��— EVan,CATCHMWMgE —�� urcH arsRYw 1� CULVERT CON,RETE WRBµDGUTTER — we $LTFENCE — _S(Q Pl MIDIt CONTOUR �••�� ,,,,MSEG MWFt Wa R �ED2 EpGTNG WIGRt CGMW0. EASTNGNWRCGMWR ERg9c11 CCMTRGL B WINET CMSTRUCMN SEGUEe6NG .INSTALL SILT FENCE, µF5. TREE PRESERVACCN 11D CNG AT GRMNG LMIS 2 THE WATER QUALITY POND MUST BE EXCAVATED ATTHE BEGNNNGOFGRAMY' OFERATICNS TO MWOE TEMPONARYSTORM WATER CETENTION WNNG CONSTRUCTION. ^ W AND S MUST BE REMOVED FROM THE POND AS NECESBAFTY WRING CONSTAI AND AT THE COMPLETpN OF THE awCUEU. S. BEGIN GMDNG. INSTALL PERFORATED RIBER PPE N PONDS WHEN MMD GRADING 6 COMPLETE TEMPORARY DRAINAGE WE SHALL BE USED FORNTEM&1]NTE DRAINAGE WRING THE CONSTRUCTION PERIOD AS NECESGµT AND DIRECTED SY THE ENGNEER. INSTALLSALT FENCE AROUND UMATE D MNDS l FINISH GMDING WNILE INSPECTING POND$SLTF AND WNFALL CCNORIONS IS REQUIRED BY THE NPOES PERMIT. S. NSTµL WOOD FIBER BLW NETS (P µY)AS NOTED WDIE GR/.pNGgµ ANp CDAPIErE RESTORATION. 0. REMLNE FERFOMTED RISER PPE WHEN STORM SENMERµD WTIEFSRWCNNE FOR PCYSS ME INSTALLED. STiFETSECTION IS WFMCOIIRSE 2CBASEC UC% 1SSEACS,IZ] 1C EMED N'SELECTGRANUIM RESTORAIYXI 1. RESTORE NL DISTURBED MFA9'MIIIf 10 F OF TOPSOL 2 SEED ALL DOMMED ARM WTMMAOT MIXNRE NO. YO AT ARATE OF IONL ill µOFERTILRE WITH 9Y161DAT1mL65/MAE. S. MULCM WRN TYPE 1 ATAMTECP i TONSAACRE AND DISC ANCHOR IMMEDMTEI.T AFTERPLACEMENT. USE EMULSXINWANIET ON ALL SLOPES GREATER TWW 31 (FT} f. PLACE SILT FENCE MW NDALLS C)RAI SEWER INLETS AND MANTAN UNTIL SIR.4T CON.WCTIONGCOM UED. S. MNNTMN ALL SILT FENCE UNTIL TUFF RIS BEEN ESTABLISHED Vm SO p Sp 1pp 'm'1 SGIE NFFET wnwenaw v\w LO —eLOOK CUT aw MD — WALKOUT HOLDOOM DETAILS FB — FULL BASEMENT S. RESTOMTION WORK WXLBECO\NEIEO WITHIN Ti HOURS OF GRA CNN:CCLOIETW. \ \ I ) I • L�tD_J B f N O P • ..1 II I11 11 1 %11\ L am T / FK.WEDNU $HEREBY CERTIFY ONECTSUPERVLS ®THE LAWS OF THE CRMTEOWERAM ^ I EXEMPTED WETUNO ITOBE F4ID) /W,//�TT • • . e f TLO'T A. O.L. • aPEcnwTION wAs PREPMm ar $,E 17i1 uNDee w D W Y REG6TENFD gEOFES510NAL FNGNEER La061 l p WR pW5,0' RE-0.AV /5110� 1 jI H ❑ O z Ln LLJ Q z LuZ G Z 2 W Q KgF- aacnE J W > U U � Z 00 Of W g �JO zw O O O F ❑ } co Lu ¢ Lu< 12: Z z_ Lu LIJ 0- Lu U) _ ~ J Q w = Of z a x U DRAWN CH ID REP SCALE ASBHCWN W. &III W: O(K%DWCBA.E (SAILWG SHEET 7 6 14 Set B E%ISTING MTBITIES SHOWN µE SHOWN IH µ MFRpYyMTE WAYONLT. TXE CONTRACTORSHALLDETERMINETXEE TLOC MNCFµYµ ER5Try0 UTMIES BEFORE COMMENCING WORK XE AGREES TO BE FULLTREBA^.NS@tc^FORµ µ0 ALL DAMAGES µZING OUT OF HM FALURE TO E UGMY,C ,,µOppESERIENFV µO ALL EXIST WG UTBRIEg „ TYFE I TiEHCE ETLAND ' OUT NA _ � WETLANOFLL CREATEDWE GO }B 0 8 SO TOO Z EXEMGTEDWET DITOWRIlEDI SCALEINFEET ` \ ` MG QC �TMEEIBRTFENC: TLOT A 7\77 ► I HEREBY CERTIFY TN DIRECTSUFERVMGN THE UWS OF THE ST, DAIS llK REG., /S�28/ 0 ❑ U z a U) w Li Qz z > a K5F-w QaU)E W o �wo3a Q U❑ oo�w g J LLJ � Z (7 U ❑ O H 0O W ¢ w Q= z Lu w a LLJ Q F a z U f I 111 TORT 111 II NWLeeD.B I Hlw© ■ NWLBBB.5 K E MOO lMINN :K\5 \ \\\�A 7 J/ _-__) WERAND FII EXIBTNO UTWTIES GMOWN ARE SHOWN AN NRROMI1MiE WAY ONLY. EL WETWJD _ �{L _ I HEREBY CERTIFYP THAT TNM P(µ OR GPEOFICATION WAS AREO W ME OR UNDMY I0 �����}�LY���' CONTRACTOR SMNL DETERMINE THE E TUIX TON OFA AND NL IMSTWG A DBIECT GUPERV NAND THAT I AN A DULY REGISTERED RtCFESSL'MML ENGNER EER UNDER UTRMES BEFORE COMMENCING WORK HEAGREESTOBEFULLYRESMNSIB`EFURM �� CREATEDWETLWD y W t3 D ]b 'a 100 THE^UW'SOFTHEESTATEOFMWNESOTA AND ALL DA GES NUKING OUT OF HIS FNWRE TO IX YW TE AND PRESERVE ANV 'T• .W/ .// �l� ONL METING UTUTIE,S EXEMPTED WET4NDITO BE FILLE01 9CAlEWfEEF DATE I. REG. NO U z F 0 N z¢ w w Oz $g�w z U W QQ (7 F a Z oow g �zFjw O O O I- z }V)W¢ w 2U)z w a w a K z a x U ORAMN �LL H cI® REP DATE AS JOB NO. ND. EYBSUBL WMBd W WGDASE pwMD 9 OF 14 MEETB 27 SYMBOL ....v L______ \ \ m� \ \ \ \ PU"_ IDIISLWGNINORCONTOI,F —SCQ EXISTWGMIpRCONTO1IR PROMSED MENOR CONTWR SW PRdVSEO WpRCONTWR WERANO FILL (L4IRSF.) EGSnNG WETLaNO WETUNDMRIGATOMAEPLICEMENT Capes $FI WCAEXEMPTEDWETLAND (w,G.SFI 0 (UAle DEDIGpN 1 WATesF (}fmTTnT{5tt[T}17TTlR PONONtFw(_)_d Poxptes,nf sF. buuyyyua�aauann! p'sa SF.I PONO1=]S.Ei SF. NO IMPACTwC EXCAi.G0N ISEFMINTIOX, NO LOSS)[aASl AMl sF. SF.) MI,Y;MID WE luNDREPUCELENTIA WEIIAXD YpgATNMl pEy1REO R1): Ex ID.1Yl SF.: q,ID{5F. Mom,MO MRgem. eurne O(awck y51555 %ISIIC VAWFS CREgTI REOOIREO (P111,k oll.TeS SF. Fal VAa. CUD" PROP . POND AREA55t,YYSF. TOTAL WEfIAND YRWTgKUIN-eCEMENT AMDPOSLICVAWEACREORSPROVIDED: N.] S.K 57 59 1UT4MD APM12K): 4TA13 S,F. P.5114 SF. YCA F]YYPFWETIAND) WELIAxD a IlDliel: 15,11,11 By. M5611 SF. WCA E101PF W£RAMp) I],511 SS. WERANDFIy wETlAND C (by-0): n}+.5 F. )y1155F.wETVJ1D Ful) OELWFwTED wETuxp wELLAxDODzupHU: 5,Em5F. DNEnwxo FEy AREAe wETuxo E: H.Mf a F.IEI(EMrt WERAND Fu) WETtAMD F ODDaAI: 5An8F. D5ETLFrND FDy W 110 D: F,M ISF, IWEr1AND FlS WETLAND H: 14M". EASTWG WEI1Nq SUFFER OFD GT,DM ... .....,......... CROSS E GSTWG UnLInES SHOWN ARE SHOWN IN AN APFLOWAIE WAY fMY. THE CONTRACTORSHALLDETERMINETHEE CTL.OUi+CNWF MDNLEAEING 1pp Sp D pp LID C UnL ES BEFORE COMMENCING WORK HEAGREESTOSENLLY FgLAHV ANDALLDAMAGESARISINGWTOFHISFMLURETOE MYtf.'ATENAFRES ,,,r AND ALL IDDSTW G UTl11FS. SCALE IN FEET S WETLAND RESTGNAII m SEEDING NV Its PNEPYULY]N Prge b aeeelrq, W uneminMe mla+lnp vKe+etlon a11N Ee mmwee, wlnp enter mmN Am xeibMa A Appt/ a mrvaletlNp, nan-mbuel pnlamegerm.s2lclee epprwee b) Ne pmlect meneper. OnM 0.Mm pne C-310 feell semi whnwMln b4f d.�a etlm. RWm me C-$d0 em flsmtllN blmulebe M ua In epuNc emlmnmeriO, ins ISOeI moll b awmNee'n Ills pm ml menepYbmvW' Eiw4Nlmerya ib b •Jla mnbmplelee yM deppllaWn. 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Annur mNYYLYw a tlnaptlee In e®m.uwm+a.lw.vrwrM cmmWm+Aa n�\ I IIERESYC6fIF1'TNATDN ATORSPECFIGTIONWASMFPMEDSYMEM VEfILW DpECTS1IFAVOIDN /J1D1HAiI AM A DULY RHi61ERED F10FESSp.WLENPf1EE111fC91 DATE Ds'OSCF REG-NO /s:2 / Z _ L i Q aEeM�E Ab�ry~� m 3 W sary `o=ter OA'3 OES Z Q F IL w LU z w g L7 n D_ w — � 39 z z wo g g LU _j W —0 Z wa C w o cn ZLLI a Z_ ¢_ Z U U DRAWN CHECKED REP DATE pauDS01 sou- ASSXGWN XMI npe50pn AE W:bS6SnJIrDW GISFSE ASV W WLi SMEEF 10 OF 14 weETG r I TREE INVENTORY SURVEY COMPLETED DECFMBFfi $,ZR10Y SLTHBEYIIi0006i,NC CNwN.\SSEN NETBASELINEAREA=MAA NET Exrsn.G CANOPY =.AI BASELINE CANOPY COVEMf£=N % MWWUMCANOPY COVERAGEN OWED=b%>111A CANOPY TO BE CLEARED WE TO GRADM CPERATIOILS=UZ MOPOSEO TREE PRESERVATION = =AF DWFERENCEWCAN COVERAGE=,"B CAXOW REPLACEMENTRECURED0A'I4IE TREES REPUCEMENT REQUIRED , TREE FER IM BF.)=NCIE EOEN PRAWE NO INffII�,ANT TREES ORCUION'O65ERVED. E%ISTWGUMMESSHOWNARESHOWNWANA CM TEWAYONLY. TIE CONTRACTORSN DETERWNETHEF TLdA OFAVYAYD.LLL-�TNG Be all a a w Be UTRIDN ES BEFORE COMMENCWG WORK NEAGREESTOBEFUU-YREBFOSBLEFORAW AND ALL DM GESANSNGOUTOFHMFULURETOE MYLO MMDPREBERJ µY BGIEWrgr ANDALLEYJSTNGUMIES IF LEGEND OASH BASS CH (Cherry) COT (Cottonwood) + ELM HACK (Hackherry) 5j HICK (Hickory) j IRON (Ironwood) V MA (Maple) OAK RDC (Redoedar) TO BE ❑CANOPY CLEARED DUE TO GRADING CI I NEREBY CERTFY TNAT T MP OR SPECIFICATION WAS P AJUEO OV W ORUIMW DIRECT SUPERMION AND n T I AM A DULY REGISTERED PROFES9Y]NAL FNRWFER UMOER TH/^EE"M OF THEE ESSTATE S/OFJ ESOTA Nw• C3 I GATE 0 REG. NO siXs W z a U) ww 2 O z UU z wa g z w LU W O a a 2 z W 2 U e. I � I Y D�1�•� " 8 Tj11Gw 17 PROPOSED PIONEER TRAIUSETTLERS WEST ROAD INTERSECTION IMPROVEMENTS _N `✓ 4 NORTH d6M]i4Y3 SYMBOL LEGEND > S N + + -+ + + -+ -+ + - ++ -+ - + -+ W-+ -+ - + + + _1 _t W WNiVaM i __ 61 E'SF LING SOUiX OE PIONEER i I l � i i ' 1f i ' i i—SPBE[. Mfiw CdYv BBO Er oIW + + + - --- + + r- ----- + + +--- + - + -- + + --+ + BEGIN BRIDGE — h�STB + T i__ ____ ___ ________ ____ I` sDa1 vr-0 - �wEsraau oI '� +- + ____ + }-- } ____ t }_ +_____ t 8� t—_ T_______ + +�„ +_____ }________T C--- -fNE —__ ---OUNG)1NAj11 _ _ _ yyiy{ L:. WE IIHp IIKO IOa50 lOaOp 9✓A sWY a __ _2_0 _ 1 I.Kp 1lam 1]�50 13�W 13K0 13M] ND al 7.50 7p fi 0 Sp "50 4K 30 3N0 309 1K0 1. CO�AMS IHEREBYUPERW THATTHISMNORSPECFlGTCN WASHIEPNtEO4YEff IXt ERU Aff E%ISTIMG UTWTIES SNOWNMEGNDWNWµMPRDpyTEWAY qSY.THE RIONEERTRK WTERSECTpNIMRRDVEMENT�bIONRIQomEDBY W£$NICCO NOTE: VERTIC.LLCURVEKCIW1bN6 DWECT SLPERVISgN µDT1UTIMIA WLY REC61EAF0 RiCGE.4gNK ENGNEERUWER UTHMECTOR41ECOMNIERMBIETXE EYACT LCGTpX OFANYµONLEASTN[i FRffES6pNAL9FRVKXT55.NG 50 35 0 35 50 Im 'WPRO%11'IATED EEST Flf GEb.EIIfY TIE LAWS OF THE STATE OF M ESOTA. U11lRIEG BEFORE COM¢NCWG WORK MEAGREES IOSE FULLY FgtµY FROM ACN/A FIELD AIRVEI'PEPFpit® µDALL0NM6E4 µL4WG OUT OF ML5 F11URE TO ENALRYLCGPR6ERYEµY Jµ TEµDUµY� DATE OAOS�Ot REG.NO �S zs/ µD ALL E%ISTING URU WO SCALE IN FEET . � I Y D�1�•� " 8 Tj11Gw 17 PROPOSED PIONEER TRAIUSETTLERS WEST ROAD INTERSECTION IMPROVEMENTS _N `✓ 4 NORTH d6M]i4Y3 SYMBOL LEGEND > S N + + -+ + + -+ -+ + - ++ -+ - + -+ W-+ -+ - + + + _1 _t W WNiVaM i __ 61 E'SF LING SOUiX OE PIONEER i I l � i i ' 1f i ' i i—SPBE[. Mfiw CdYv BBO Er oIW + + + - --- + + r- ----- + + +--- + - + -- + + --+ + BEGIN BRIDGE — h�STB + T i__ ____ ___ ________ ____ I` sDa1 vr-0 - �wEsraau oI '� +- + ____ + }-- } ____ t }_ +_____ t 8� t—_ T_______ + +�„ +_____ }________T C--- -fNE —__ ---OUNG)1NAj11 _ _ _ yyiy{ L:. WE IIHp IIKO IOa50 lOaOp 9✓A sWY a __ _2_0 _ 1 I.Kp 1lam 1]�50 13�W 13K0 13M] ND al 7.50 7p fi 0 Sp "50 4K 30 3N0 309 1K0 1. CO�AMS IHEREBYUPERW THATTHISMNORSPECFlGTCN WASHIEPNtEO4YEff IXt ERU Aff E%ISTIMG UTWTIES SNOWNMEGNDWNWµMPRDpyTEWAY qSY.THE RIONEERTRK WTERSECTpNIMRRDVEMENT�bIONRIQomEDBY W£$NICCO NOTE: VERTIC.LLCURVEKCIW1bN6 DWECT SLPERVISgN µDT1UTIMIA WLY REC61EAF0 RiCGE.4gNK ENGNEERUWER UTHMECTOR41ECOMNIERMBIETXE EYACT LCGTpX OFANYµONLEASTN[i FRffES6pNAL9FRVKXT55.NG 50 35 0 35 50 Im 'WPRO%11'IATED EEST Flf GEb.EIIfY TIE LAWS OF THE STATE OF M ESOTA. U11lRIEG BEFORE COM¢NCWG WORK MEAGREES IOSE FULLY FgtµY FROM ACN/A FIELD AIRVEI'PEPFpit® µDALL0NM6E4 µL4WG OUT OF ML5 F11URE TO ENALRYLCGPR6ERYEµY Jµ TEµDUµY� DATE OAOS�Ot REG.NO �S zs/ µD ALL E%ISTING URU WO SCALE IN FEET . Q 0 U) W Z % Q W Q. W Q—Q a U 0 Z Z 5 waWO g Z O JW r r 0 �O a w a w U) z D_ N W Q Z U gUM1 DATE SVAR FSS110YM Fam seesaw S,fiET Wai65UWYRSE 15\YIAVd 81EET DF 14 .IEEIB .., �ppp b m...n.a..,:w mW mp'nnn�'p�sN w� H�ma .P •NN en aex^s cancan manM• �wgnnw in.a.a � WiM 0.ne a tp M aavu.en nx uNi ➢N.A rn yygan. CRY OF PIPE BEDDING CBNBABABI IN POOR SOILS I -Re 2-97 2201 it m it �:�m n cl P1Gn Rl6 NY mace 1) ?m veu w � mvs.Lwnl Sln 0.1 I.sc a LWn r 1 n YCM14 A-q m.m R a� (MxOOHM.YI 11 -- CRY OF RIPRAP MAJU 8B1 DETAIL 2 _9] ` 3107 STNOgRD NL-CE-SA[ IXfl' OF TYPICAL CINIA888I CUL-DE-SAC 2-97 ` 5205 1 [E e[[�aj ti Man�M wMiw p rxi •. MY ebcn. CRY OF PIPE BEDDING CINIA8861 GOOD SOILS RCP & DIP 2-9] 2202 rw m xp... vm m.v. rapes '3;�xW w•I narb WeeNi ISOIEiRIC rVY i /.'• m i�L' wR u 0. Mmme`enb'unm)' 4m� m a�sM w s m u l ebuas l Np�xn'ca b�mm ba. n eYuy pb mM e. Ya m w mu CDY OF FLARED END CBNBd8831 SECTION AND TRASH GUARD 2-97 'w 3108 slm � ali.. •. YIWI Rwrawm wwL moR mep. rm mN a I-vmm am Mml me. NM pw¢ae.N r)w luwxa anal ��� Iw Ea NNarm. a.ealwx Yy caw mwm a,w eea. iqe E m ee ml m rdwl a wYJ CT' OF SILT CBN818881 FENCE 2-97 ` 5300 IFp T PLAN Ppw me. 1•nv �• SECTION ia...dmwn•.n....w p..np.+.� n.m .n.n.mY. y pq wns m pwmp n ,m aY.W r1y U OFCINBA8861 STORM SEWER CATCH BASIN 2-97 - 3101 CfTI' OF mn POND OUT CBNBAB861 SGTRRUCTU wmxuw 2-97 ` 3109 xOIE ml Imrc. pp xxCOr m�dmxxR`.•w�a�`n a.m A PF MInN m •1•a FPwm n HwYI I.u,. .kmyu L�A'okat(mW�be YkeJ) wrws / Ir F¢iD¢D wiwJ SECTION AA Of£ RDAD N 11e�11Rd� FlIIFR BARRIER YYYY 2--01 5]02 xxna i')�.as m0.1s pL N M as �=e.ni na s.)u •Ei �w.cl nx.N.M.eap.Y xm a iis'Ns yi `as ). ����MM�n•w CITY of- CATCH BASIN CBNBABBBI MANHOLE 2-9] 3102 �'h'-mwR .rmw S-NtOi ptl LWRtlL VNxy d. � OwYx tlOR -q r ray' r)ta me m aenM rpamm��>Inu. eiuwmnn�. � •• � w•w.u. vn wnuv�ae're�mrt �s�f m urw w. � nl l �o�'i0i CITY OF CBAMISBI °' mm 2-9] m' 5200 � M x)Y}L s M :«:•4: ,aaw pa r ,... _RL.x ��x �� ma'am •. mH w�N� • em ��w ry �y�. i 'r i u...a. Y.. x�w fi•fi, s .m4 �! •c. xm.Lw nY PnN 0.a �r4� wwpw u• Las .Ysec c wnw " —ir _ �.a.M1w�e is.ononr • cGf1iM CT' OF CATCH MANHOLE IN CINIABBBI WITH SUMP 2-9] 3'04 T _ m�ooT�a� r.u^L u�ipw ewnw r xr, BIIumNw• Cu'0 6' Aw Fam•G CTn OF TYPICAL CURB CSNIA89B1 AND GUTTER 2-9] 5203 m Z m z Z (D W S w 3 m a LLB � 3 a rc r 0 Q Tm U)IS eP�yd'g 2&4+ DN3 DES F O w Z Z Q W_ U) - —Q O uJ dZ > a zU U)W 5 00 W 0 J W 0 H- W Q W cn Z CL W W Q ♦- x Z U o1Ww uL ogTE As sNovm m�xm�i W!GOSSDDIN W GNE'fALPWs BfEf 14 a 14 wEEEa — — — — — — — — — — — — DUTLOT F T� ID(3S�NG SLUFF UNITS OUTLOT F LOT AREA TABULATM m " 01% IN. m,N 0 15A7 0 m A. a. N#S 41 041 IIL. 0- .41 15� ol 0! i R. 9'- R 4 D-�� THE 10ISVOIS Dc� EDEN ..E sIam 9524074718 F" (W) 07.a&IS CONT�Ti DM 14� ENGINEEMNGMD� IIAD*It�w. m IWSM. 8RQ0kDkNAV WA�T� . 553IN MAZNN FAX�AM&10` 00KWP FIII� EDEN �WE. IONNNESIDTA55W (m 074'so CONT�T: DENS� GHANN�SSEN EDEN � = MAE J� WT S= AVE�WTSIZE AWFI1,NGE �AY IZ CHANHASSEN AND EDEN PRAIRIE, MINNESOTA DUTLOT F 1. MWIS LOT M� =W�. Z FRONTYNIDSE�=WM MMMWT�=I�W. WW' BWFFSE�=.�. WNWm SIDE YMD SU�� lWDF7. WNWUM�YMDS�=M". & 11 SHEET INDEX 11 74 46 Ef 9 ION WN,II Wp�I`IIINI`Ifi. Min— --ixim, t_, �Wd �56.83. 11 SYMBOL LEG--E-N-D----Il NM `INNff�Ay -------------- �MH WIN THE 115 �TLO . . . . . . . . . . . . . . . . . . . . . . . . I. . . . . . . . . . . . . . . . . . . . . . . . . . . . I. 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'i •Y •• , q,�':� "'�� �' , d '•'J�' -�' \t '� +, f i! r •S .� �•'r •_p .I �}` •jh �•A.. - ' � • 7 +TT t w r ' �'P. v ; . - 1 • I -'- '" �.. �ir_ �JP d F.. ` .: � ' K � �' � � •} « . t _r(i � + • / r fry/ l ` Y y to rSr a. .� 11,•d t _ `.ir�¢r rr ; f °• i '«'. , 1 1p 'l� - s `[ Y w AP r3 Y l " At _ 6• OWE ,,ram m <�.., ARV a 4' r Y'q: ' r ) ic,r,, ,�. -trra► ", �. + \ \ /yam At . n WOZ e , ° h f.1 �1 n r a, r s o_+rtAow- 5 c=c%- 0S Ti 16N_ R23W REVISIONS BY —tee _ ,.. e I SITE MAP L, L INSET BOUNDARY i F NORTH 50 25 0 25 50 100 SCALE IN FEET .o UC) 0 Z I- w N � rn V/ CM �y Z V Q }Q MW W Q NW I..V O _ H U) U) O U) ORS 3 0N3 Des Z Z W 'r 0- W 00 W W Z 7< 7 l W LL LL W v / L J J Cn Q W O m r W z< w U W 2 H DRAWN JLH CHECKED REP DATE 02/19/04 SCALE AS SHOWN JOB NO. 6965-004 FILE: W:\6965-0041D WG\BLU FF. DWG SHEET 1 OF 1 SHEETS REVISIONS BY TOP EXISTING BLUFF LIMITS OUTLOT F i OUTLOT F 34 33 /� �HANHASSEN AND EDEN PRAIRIE \ 37f---1 38 E% EIER sREnnnRc � BPRRIEft \I III I P0,00 FR • ,'� 27 as a \ \60R TOP EXISTING BLUFF LIMITS 24 I LOT AREA TABULATION LOT S4 R. Ac. LOT S4 Ft. Ac. 1 24,536 0.56 34 16,783 0.39 2 21,752 0.50 __ _ 35 17,680 0.41 3 21,630 0.50 36 19,416 0145 4 18,400 0.42 37 2Z275 0151 5 14,279 0.33 36 17,719 0.41 6 16,526 0.38-- 39 15,847 0.36 7 15,634 0.35 40 15,978 0.37 8 20,189 OA6 41 17,599 0.40 9 20,836 0.48 42 2D,347 0.47 10 1$438 0.42 43 25,643 0.59 _ 11 17,854 0.41 44 22,907 0.53 12 16,882 0.39 45 22,077 0.51 - 13 16,642 0.38 46 21,9D1 0.50 14 17,469 0.40 47 17,747 0.41 15 16,231 0.37 48 17,570 0.40 16 15,845 0.36 49 17,800 0.41 17 17,756 0.41 50 16,283 0.37 18 20,302 0.47 51 16,552 0.38 19 16,780 0.39 52 15,227 0.35 - 20 2D,375 0.47 53 15,458 o.35 21 20,788 0.48 54 15,512 0.36 - 22 18,601 0.43 55 16,778 0.39 23 15,263 0.35 56 25,694 0.59 24 21,240 0.49 57 25,79D 0.59 25 21,342 0.49 58 20,154 0.46 25 15,570 0.36 CutlotA 75,515 1.76 27 16,938 0.39 OtldB Z303 0.05 28 21,046 0.48 O.tlotC 120,105 276 29 23,721 0.54 0AA D 1,293 0.03 30 16,805 0.39 CUId E 13,2D1 0.30 31 16,287 0.37 Ct11d F 9OZ278 2071. 32 15,046 0.35 Qild G 8,599 0.20 33 15,485 0.36 Qild H 5,976 0.14 TOP EXISTING BLUFF LIMITS OUTLOT F GROSS SITE AREA DESIGN STANDARDS FOR CHANHASSEN: CHANHASSEN = 44.56 Ac TRADITIONAL LOTS(7 - 54) ZONING RSF EDEN PRAIRIE = 11.07 Ac 1. MINIMUM LOT WIDTH = 90 FT. 2. MIN CORNER LOT DEPTH = 125 FT. OVERALL SITE AREA = 55.63 Ac 3. FRONT YARD SETBACK = 30 FT. 4. MINIMUM LOT AREA = 15,000 SF. 5. MINIMUM BLUFF SETBACK = 30 FT. DEVELOPER 6. MINIMUM SIDE YARD SETBACK = 10/10 FT. THE PEMTOM LAND COMPANY 7. MINIMUM REAR YARD SETBACK = 30 FT. 7597 ANAGRAM DRIVE EDEN PRAIRIE, MN 55344 STREETS 952-937-0716 SETTLERS WEST ROAD/CT ROW WIDTH = 50 FT FAX (952) 937-8635 EXPLORER TRAIL R-O-W WIDTH = 50 FT CONTACT: DAN HERBST STREETS 28'1313 ENGINEERING AND SURVEYING SERVICES SATHRE-BERGQUIST, INC. DESIGN STANDARDS FOR EDEN PRAIRIE: 150 SOUTH BROADWAY TRADITIONAL LOTS(1- 6 & 55 - 59) ZONING WAYZATA, MN 55391 R11-13.5 952-476-6000 1. MINIMUM LOT WIDTH = 90 FT. FAX 952-476-0104 2. MIN CORNER LOT WIDTH = 105 FT. CONTACT: BOB PAYETTE 3. FRONT YARD SETBACK = 30 FT. JUSTIN LARSON 4. MINIMUM SIDE YARD SETBACK = 10/10 FT. 5. MINIMUM REAR YARD SETBACK = 30 FT. WETLAND SERVICES 6. MINIMUM LOT AREA = 13,500 WESTWOOD PROFESSIONAL SERVICES, INC. 7599 ANAGRAM DRIVE EDEN PRAIRIE, MINNESOTA 55344 (952)937-5150 CONTACT: ALLISON FRASER DENSITY CHANHASSEN = 0.93 UNITS/Ac EDEN PRAIRIE = 0.85 UNITS/Ac LOT SIZE RANGE (MIN/MAX) CHANHASSEN = 0.35 AG 1.45 Ac EDEN PRAIRIE = 0.32 Ac / 0.72 Ac AVERAGE LOT SIZE CHANHASSEN = 0.54 Ac EDEN PRAIRIE = 0.46 Ac AVFRAGF DRIVFWAY WIDTH = 12' SHEET INDEX PRELIMINARY SITE PLAN 1 PRELIMINARY PLAT 2 PRELIMINARY UTILITY PLAN 3-5 EXISTING CONDITIONS PLAN 6 GRADING, DRAINAGE, AND EROSION CONTROL PLAN 7 9 WETLAND PLAN 10 TREE INVENTORY PLAN 11 LANDSCAPE PLAN 12 EX. PIONEER TRAIL PLAN 13 DETAILS PLAN 14 - \ It � lllill ntllitltl \ Illllillllll 1 v Illllillllll I11 ;; Illllillllll (tilt "^sF Ilililllllil Ill' � � llltiltliltl lt` lllil llllitl ,t:. iltL a: tt um! illllilll Illlll nnun \nttttut lt11111L1!. MINNESOTA 0 100 50 0 50 100 200 SCALE IN FEET LOCATION MAP r\� PYAIR� /,,Jn It;1,,r ' i - 0 AH CD r I IONEEE� ` _ p' 30 a • is 'TRAIL ,t �• • N\GN.NP'I L i Lake •�i\��• �` ,r;' •� _. - � , - � :.. - - J Rice .aA.. - 1 RVER c0� JZ� - Afi •�o-1)i;r+"•tl�' -?�: < 'OTT COOT-y, \ I 5 I 51 •`•a••• WETLANDH h J2 • • { \ v ? 4 ♦ \ I 53 wo Lc RErvIPLL \ 6 \ \ o -�- \ f • • / OUTLOT \ e • a • r ♦ r • • • • • •-a ••t�i•••♦♦f•r•♦•a••♦•••••♦• . SETTLERS WEST LEGAL DESCRIPTION • • • . • • • • H That art of the East Half of the Southeast Quarter of Section 25, ` ' • • • ` a • ` ` . ♦ • f . . a • ! • ♦ . 1 P . . • • • • O\\ a a\ • . • • • • • • • • • a Township 116, Range 23, Carver County, Minnesota, which lies • • • • • _A • N ` • ' • • • • ` • ` • • ` • a • a • O . \ • • • a • ♦�w.n• • • • • southeasterly of the southeasterly right-of-way line of the • a • • GIX . • a . • =g . a f a . a a HENNEPIN COUNTY REGIONAL RAILROAD AUTHORITY, • • • 7N `n ` \\• ' ' ' ` ` ` ' ' ' ' • • ` ` ' • T ` . . . y • t . • • WETLAND C f f . . a a Carver County, Minnesota per Property Map No. 15 as recorded � . . • 5 � � • tb • • • • • • • • • • • a ♦ \ ♦ in Document No. 189395 (formerly the Chicago and 2 r\ • • ENHANCED • a • • . • • • • • a• } 90,077 SF) Railway Company). • • • a a • a . • a . a a a • • a #• a 1 Y a t• • . • • e ♦ • • • • • • a • Lot 1, Block 1 DORENKEMPER ESTATES, Hennepin County, d " a ' ' • ` ` ` ' ` ' ` • ` • • tttt $ ' Rt ttttltlttttlt a Minnesota, according to the recorded plat thereof. \ `� �� y Q ♦ ♦ • . • • • a a . • . • till tit Contains: 55.63 Acres. `. � -n • • ltlt ��,s lttt l SYMBOL LEGEND - NEW RIGHT-OF-WAY BUILDING SETBACKS SANITARY SEWER AND MANHOLE SANITARY SEWER/WATER SERVICE I •N WATER MAIN, HYDRANT, AND VALVE WATER SERVICE AND CURB STOP BOX BUILDING PAD STORM SEWER WITH MANHOLE CATCH BASIN 0 CULVERT --- - ---- CONCRETE CURB AND GUTTER SILTFENCE EXISTING UTILITIES SHOWN ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ANY AND ALL EXISTING UTILITIES BEFORE COMMENCING WORK. HE AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES ARISING OUT OF HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL EXISTING UTILITIES. - �-. tV • • • a • • • a ♦ • • • • r y`g" ° art \ • • • • • • • It • • • • • • • . • • "i \ • a • ♦ • • • a • a • • • • • • • • • I l t • ♦ WETLAND A • • • ♦ • • • • • • ":`F"�"""i` ENHANCED • • • • ♦ • ♦ • f • (62,233 SF) • • • \ • • r ♦ ♦ • • • t • f • ♦ • • • • • 58 \ a • • . • . • . • • • O.L.B \ t 1 X I EBY CERTIFY THAT THIS PLAN OR �SPECIFICATIOWAS REPA ED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. DATE 04/29/04 REG. NO .a U0 0 Z' t` I- 0) \//�\) �/ / M L0 Z (n Q V N WW W Q W// 2 Q I..I_ 0 m 0 U)LO LO O?'S S��) rn y/ON3 O W z z Q L.0 d U) C/) '^ z LL W 0 J W Cz �- J z Q LLJW�/ 1N _1_ V) z ^W^ LL 0- W W H Q z Q U 000 DRAWN JAL CHECKED REP DATE 04/29/04 SCALE AS SHOWN JOB NO. 6965-004 FILE: W:\6965-004\DWG\BASE (SW).DWG SHEET 1 �OF 14 SHEETS nLI \I'1 L, II'1 vVlll\ I I R1....JIVI`I/'ll.. RAILROAD >1V I IiVRI l � PROPERTY I'I P K.C. 15 \ 180396 169.32 SEC 25-11 22 N 00-04-45 IE R \ a o 332 \ .3036) 46 383 h4 O. \ o� ?3 cn C9 is, '2j 1 a 22ryI ' CHANHASSEN AND EDEN PRAIRIE r I z In m �� y c0 / I m I m CIT1 � N � O m W N D) (n J 0 O _ I � IQ N W OUTLOT F • 'b i r ah 34 h i /,33 `♦ `• ti \ \ \ F--1 A \ V \ 12 S 280 O \ V 37 EX METAL 1 1 � I ♦ S18:ATa1G 36 1' 1' ' ' 3 ``♦' �+ 11 MINNESOTA • 4�, a h' O • �•� `.? i �' \ lllllll "� e� \ • 1i ' ' ' ` lllllillllll '� �. • tp"',- 4U\\ fill lllllll Q.�< �"%' `��` `♦ • • � � llllllllll lilil lllllllll L` w \\ \ TJ� llllltil llllll lilililllill \ i �% �\ llllll lllllll lllilllilllll 111 \ \ 18 �.\ \\ i' `\ fill lllllllll _ lllllll A \ \ \ ,i 111111111 (llllllllll �/ 1 1 '� \ \ llllllll It NWL eaT.o lllllllllllllll 1. \ 4'�\ lllllllll ll llllllillllllllll i ,` 79 � \ � � � \ llllllll it llllll llllllllllillllll 111 - 32 \ ' ♦ •� -♦` ` ` �''c''' \ lllllll lllllllllllllll llllllillllllllll lull 75 ,/ TA / 32 ♦` ` ` ' �° / /� ♦` ; 1 9 ♦` \, \ �� llltml 11,llttilllll llllllillllllllll Illllt n; V \ � � ♦ ♦ i ♦ `� � ♦ ` `��lll��IIlll ll l llllllillllllllll lllllll \ •♦ I % �1j_-�i' _��s p`�-/'Q�� ``♦ / 7 l llllllllll�ll{L4 llllllllllillllll t / _ \ > i'�1 \ lllllllll111 Y1a llllllltil \ I'•, 29 ` __-- ,,>FE." 31 \` ``\ % 3�S ` `` , 2�, `\ lililllllll t 20 `16 t� 1;-- ----� 45 a' 46` i i 1 1 \i 11 I Igk J %\-�• �-fi19 `-- �'•' 1a 4f g `�♦ ♦ l 47 21 17 TOP EXISTING , 4 BLUFF LIMITS ��'� \ ` �---- ) i ' ` \ `� L- I I J L 451 t.__ , 25 .iI • � �-�� -. -P� iI �/ i i w\�' ' % ��, 49 'too I 4 _J Lh �__ -- --- I I 26 \' I \1 '�(/---- �'/ ( ( a< / / - ��rt. `�W / 1 1 I I 1 ,� " / j % �t ♦ `♦ ti / / ' O 100 50 0 50 100 200 SCALE IN FEET LOCATION MAP V. pI t� r o a9 i Af4HASSEN PIONEEk r �orTRAiLLil- 1' N 1' Ricr Z ak, f 111 RYE:R CO z p U �4 S .,am 734 f. \ \ I 32nom S M LA Cz�� 2go M��1` ` `` > • gj 23854.. I ZzwC3 50 , r. S 24 • \ C:,M 64 102 / • 7 a♦, 1 1 ' / ; S- '8 , ' / , 51 / ` \ • • ` • WETLAND H I \ d TO 2 v m%�` _ i/ o� ' ' ` `. / 1q0 ---�` n ; // / ♦X ~' 52 ``` 0��.• • • • I \ _ _ _ 11 t \ •7 , / / / _ gyp,, / / ��a / / \ � ��, i � -- �._ _____ --\\ ,L ll NWLeess 111 I ♦� /� � I � �- �`J % i i `� • • • \ s; ° TOP EXISTING BLUFF • TOP EXISTING 9g n utttit 8 i i - 79A, v �` w ' ` ` • ` • \ 0� I. lilt 111 llllllllll ♦ / / �`� 24 BLUFF LIMITS llllllllll liiiiiiiiiiiiiu \ �,, 7��/ / `\\?o> \♦ , \r��> • D I \ ° LIMITS rn / tiN/ e t v�0 , , O.L.G 0 TY CHANHASSEN ,, __ _1- J g �.� CARVE C UN 53.-' OUTLOT F N I OUTLOT F _ CARVER COUNTY , 104 100 • 121 ---- l • 130 \`�3E�-' OUTLOT H- I IGROSS SITE AREA CHANHASSEN = 44.56 Ac EDEN PRAIRIE = 11.07 Ac OVERALL SITE AREA = 55.63 Ac DEVELOPER THE PEMTOM LAND COMPANY 7597 ANAGRAM DRIVE EDEN PRAIRIE, MN 55344 952-937-0716 FAX (952)937-8635 CONTACT: DAN HERBST ENGINEERING AND SURVEYING SERVICES SATHRE-BERGQUIST, INC. 150 SOUTH BROADWAY WAYZATA, MN 55391 952-476-6000 FAX 952-476-0104 CONTACT: BOB PAYETTE JUSTIN LARSON 20 20,375 0.47 53 15,458 0.35 WETLAND SERVICES 21 20,788 0.48 54 15,512 0.36 WESTWOOD PROFESSIONAL SERVICES, INC. 22 18,601 0.43 55 16778 0.39 7599 ANAGRAM DRIVE 23 15,253 0.35 56 25,694 0.59 EDEN PRAIRIE, MINNESOTA 55344 24 21,240 0.49 57 25,790 0.59 (952) 937-5150 25 21,342 0.49 58 20,154 0.46 CONTACT: ALLISON FRASER 26 15,570 0.36 Outlot A 76,515 1.76 27 16,938 0.39 Qflct B Z303 0.05 DESIGN STANDARDS FOR EDEN PRAIRIE: 28 21,046 0.48 Oullot C 120,105 276 TRADITIONAL LOTS(1- 6 & 55 - 59) ZONING 29 23,721 0.54 Citlot D 1,293 0.03 R1-13.5 30 16,805 0.39 Chid E 13,201 0.30 1. MINIMUM LOT WIDTH = 90 FT. 31 16,297 0.37 OLMot F 9OZZ78 2071.2. MIN CORNER LOT WIDTH = 105 FT. 32 15,046 0.35 Oudot G 8,589 020 3. FRONT YARD SETBACK = 30 FT. 33 15,485 036 Q31at H 5,976 0-14 4. MINIMUM SIDE YARD SETBACK = 10/10 FT. 5. MINIMUM REAR YARD SETBACK = 30 FT. 6. MINIMUM LOT AREA = 13,500 EXISTING UTILITIES SHOWN ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ANY AND ALL EXISTING UTILITIES BEFORE COMMENCING WORK. HE AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES ARISING OUT OF HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL EXISTING UTILITIES. N00°23'29°W 2114.41 61 ` 6- 134 ` . • (N00 1011 E 419.371 OUTLOT • 1 N00°23'35" 477�62 • • • • Q H E N N E F>I N I If EDEN PRAIRIE EAST E OF 1 /4 S 25, T116, R23 \ \` • ` . ` •w • Ce�G E a \ m 1 . • . o • . So /'' / • • • • r H , • • • r • • 1V d' r 4 C 0 U N 1 DESIGN STANDARDS FOR CHANHASSEN: SETTLERS WEST LEGAL DES RI TION' • • • • • - m' \ • • • •a •p • • $ 9 • • u)„3S Qj5r, TRADITIONAL LOTS(7 - 54) ZONING RSF That part of the East Half of the Southeast Quarter of Section 25, ` • ` • ` • ` • ` • * r 7`\ • •N • • • • • • • • �S6 P S77, tP • • • rV • • • • • • • • Q 1. MINIMUM LOT WIDTH = 90 FT. Township 116, Range 23, Carver County, Minnesota, which lies • • a • • • ♦ • • -'' LP 5 0\I • . . e • . • • • a a . • Sj S y 2. MIN CORNER LOT DEPTH = 125 FT. southeasterly of the southeasterly right-of-way line of the • • • • 1; '\�3 m \ �'� 1�\ • • • • • • • • • • 6S 3. FRONT YARD SETBACK = 30 FT. HENNEPIN COUNTY REGIONAL RAILROAD AUTHORITY. • ♦ • • \ 2F 2 j8 Xl • • • rr1 • • • . • r{r rrt. 'S8 ' s 4. MINIMUM LOT AREA = 15,000 SF. Carver County, Minnesota per Property Map No. 15 as recorded • • • TL cam» -' ;-'' \ 7N �`\ • • • • • • • • • V CJ 5. MINIMUM BLUFF SETBACK = 30 FT. in Document No. 189395 ( formerly the Chicago and • C ,� • c-' �\ • • • WETLAND C • • • • 4 • • t • • ° • • C) 1 7 R`\ • • • • ENHANCED • a • • a • a 6. MINIMUM SIDE YARD SETBACK = 10/10 FT, Northwestern Railway Company). • 1 110 . • a . • • • • • • • .° y o 7. MINIMUM REAR YARD SETBACK = 30 FT. t 1 ` tc1 • • • (90,077 SF) ♦ • • • • • . • • • �, 6 -< 1 7 O • • • • • r • • • • • • • • • • m Lot 1, Block 1 DORENKEMPER ESTATES, Hennepin County, �l �' \` \ N a2 • • • • • • • • • • • a • . • �J �� ti a STREETS Minnesota, according to the recorded plat thereof. C11 `\ 0'0y' \ \ CI • • • • • • • • • • • • • • • -1 a . 56` m� . . . . . . . . . . . . . . • W u .'A �- 7 " ♦\ , • • • ♦ • • • • • • • • a lllllllllllil �. + SETTLERS WEST ROAD/CT ROW WIDTH = 50 FT Contains: 55.63 Acres. , a n s ,s L, y EXPLORER TRAIL R-O-W WIDTH = 50 FT STREETS 28'BB SYMBOL LEGEND NEW RIGHT-OF-WAY - - - -- - - - EASEMENTS --. SANITARY SEWER AND MANHOLE SANITARY SEWER/WATER SERVICE I ►• WATER MAIN, HYDRANT, AND VALVE WATER SERVICE AND CURB STOP BOX BUILDING PAD STORM SEWER WITH MANHOLE CATCH BASIN CULVERT CONCRETE CURB AND GUTTER SILTFENCE V . illl I - O\10 N ,l, �� ` ti • �\` 1, i1 a • • 1111 Nnt ee,z fill , O ``' C7 N -„ o I� Lam♦ L� 4i ,^• �� _ \ �WIL�'_.N •�,, � vi O L--- 225 __ a' --� • • • • • • • • • tS O \ I \ w • • a • a • ♦ ♦ • • • ♦ r7.GAI • • o. \� � I \ ♦ • WETLAND A ♦ ♦ • • • • ♦DraDRAiNAQEAPP0X.4E�110 A•unwTy m 2 1 \\ • • ENHANCED • • • • • • • EASEMENT•PER DOE. I ``• (62,233 62,233 .SF)♦ • • • • . . • 1{`WApO1�oXTS(AJIA#iCA2-J7----- ---,2e • • • • . cEI1S�TICKbNO ` ------------41EAQINGZ QN DOc.)• • \� (o 1 22Z- O.L._ c t c--------- c% 2�---------� 1001.18 N04°00'25"W t♦ tin t h I HEREBY CERTIFY THAT THIS PLAN OR SPECIFICATION WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. �^ DATE 04/29/04 REG. NO REVISIONS BY U� O r I_ N 0) v/ Ch D1n 0 Z � r^ V ~ N W CO Q WC) a � T i m Q U) �L0 J��yO(•tS � 3 JH3 pES O CO Z Z Q F- w a U) O Lij Q J Z W _! 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' ` \�.m♦b I I 1^ i I 1 1 1 � / / ��� L��y' a, Ivcr -, 5m�si3.ea 31 41 \ 1 \� ♦ / 1 1 ` / �.' i 26 \\ 1 1 I ¢ I eF m3n I I eFrg♦e.° I I % \> \ TOP EXISTING91s�)� n1 / \ RP•99s xo 1 I eFpgO / A / 21 ♦ ♦♦ / I �� \ 9e3 a 18 IMI m�i.7�i`�' I WG 1 I "'° 1 I r3F•9tn / `�•47 ^� ` 3LUFF LIMITS 5fi \ ♦ - _ w`✓s+ass I 3 1 1 \ J 1 \ 4,.\ `�` 25 rsems �_�_ 27 25 Cam. ao / l -'____ 1 I I \ \ 5 ro mm,,\ G. -rc eel I IcIr90rv°e009e.m __ 1 Irc+�.9� If / \ INV 91035\ \ / TC 26 INV 912.2' �1 1 r'_ __ _L - 1 \ \ m+` 0. y\ INV B03.96 _ _J - / �" +\•PERF' - -I @ �' / ` 90 27 _ L_______ 22 INp( ,33 / / +•� �� \ N1uF�` p--7 r �� 1�_ - c ro' 1 1 I I \ \\\n `s'< Y RcMb�P ♦ / / 6 O 1 ---- 3.,. 1 0 o r--- — NlNo eoc L.k \ 1 I I --� I \ \ / es.. �� / ` / \ f GF �+ 32 I = I \ \ \ / / \ ♦ i rc 9o33z o / Q / , rc w. \\ eR� n 1 I �'�- 1 1 _ 25 I I'. 8 31 48 I, / 9ry B06.7s` ` \\ %0 1 w 1 I ------ r� �g�' MC'1z. 42 to m / a \y / `\INv i6 _ z3T tF m 13 .� \♦ / / ` // \ ) `� 1 1 •2so I GFe39n 1 1 v+o mQ96z. I i / t�Go. � >seaefi2 l 22 % I 11 �\ to-'44kJ. / % 21 & `♦ / 9c \ / / / .♦ l_ 1 e ;es3.t>_`_-, 15 -- - - v( \� 4c'/o .• /,`��4 , ; �`. \ 1 ePmz• / \ ♦ Act 23 y _ _-Te r_—____- \ \M1(v 911b•__ _-- / I \ , a rrc ees oe 1 . / Y / I 1 1 1 _ � i \•_- \ I 1 cem. / / �->?-`as0. INv e96 1 \ - �} -' Y a _ _� \ / ♦ - I IINVBe281 INV 26 _ _,`_ / \ exry eeeae ♦♦ % / a 1 I �----J __ rc W. L _- \ I 9oe. ___ , _�J I I l� Fs> . w � 4bo 1 s� ^v \` /,) ♦♦ .\ % / es / �� s�ucF siR -2�°�0 _� \` 1 ?�_ \ ��a7 ♦. / / Cszyxp I 1 cFs• ay.o I I //�\\ ♦ \ / �a / / / L-- o<iuw,c se'reac 52 \11 I II I rc ell.m♦'F,9� ♦� / •Ps•rs I 1 �eass °s een6 BF m>.9 / `� ♦♦ \ `.` / ~ �Po / i / / 33 I � I ,� I Irvvkee32 \\ \\ _ ` ^ � \\�`♦5'c aa`� ; I o � I I / � Ge \ \ ♦ .,\ v �9w.a2 � � / ec / / 1 / • ♦ �\ / / / ` ^INv -'I L__ / / \ / / \ ♦` l / / \PPERF. PVC ��/ � ` ` � -_-_-� J ♦` ``� E m 2 -� C \� \ / / @\` ``� ..-\-.-^^ � ` mow/ / �. Il ill llil e• ♦\\ /-..-- / TOP EXISTING BLUFF 1 / I r I TOP EXISTING - LIMITS s\ 24 / it I BLUFF LIMITS tt Illllll i°� / / $ / \ / 1 1 11111111U illllllllll row ° /\♦♦ \��/ // °Rko \ 111 \\--_ I r llllllll Illlllllll W ♦� / / ��� // / s•�s 11 it 1 II illlllllll lllllllllllll � / / �,^� / / s j OUTLOT F _____ I OUTLOT F i° 1 _J 1 i t �3[FY9. ��//� V / / I I I II II RCP 10 -__ 11 +vvu —V INV BO>.B6 m INv 0003t DIRECIIGNBL /\ BGRE •'MM • •• EXISTING UTILITIES SHOWN ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ANY AND ALL EXISTING UTILITIES BEFORE COMMENCING WORK. HE AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES ARISING OUT OF HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL EXISTING UTILITIES. NOTE ALL SANITARY SEWER 8" DIAMETER. ALL WATERMAIN 8" DIAMETER. SYMBOL LEGEND NEW RIGHT-OF-WAY — — — — — — — — — EASEMENTS — SANITARY SEWER AND MANHOLE SANITARY SEWERIWATER SERVICE WATER MAIN, HYDRANT, AND VALVE WATER SERVICE AND CURB STOP BOX BUILDING PAD STORM SEWER WITH MANHOLE ■ CATCH BASIN CULVERT - - -- - — --- - - CONCRETE CURB AND GUTTER SILTFENCE JJ\ i / ) J i J� \ I O y 100 50 0 50 100 200 mmom y SCALE IN FEET �fw ooA `\\J \\` ♦ f • • • • WETLAND H \ �+� • i I 4/o�® � / `\ QC 'U^J• \\/ / `\ ♦ • • RIP -RAP 4 \ \ rc , \ \ • INv \ \ INV e1°04 I\ \ ♦ / 13 RPERE. PVC ` `� GwuNnLE a' m 53 eenlh ao�q, , � - N FpETWA v 1 \ \ - -1nPaoN \ OUTLOT H Tcm _C � ♦ \ �— T A �\ RN 079 \ � 14 �' •N \ \ e9Y 0� 00 • f • • • f • _ \ 15 ��' \ • • • • e ��'� 8 INv m•.> i e9• �}��' ,., \\ • • • • ♦ f a 7. tp \ gotbo\ \ �y� ♦ • • •WETLANDC • • • • • r`i a \\ \ • • • • • • • • • • • ♦ f I \ .� ��,.,. e, r \\ Z 1 • • • •ENHANCED • • • • f ♦ • • • • ♦ 1 �M •�\, 7 ����` \$ IC\ • • • (90,077SF) • f • • • • • • f P s RIP t\ % \ \\ ° ♦ \ 7N • f • • • • • • • • ♦ • ♦ • • • r ice° \\ \\ �ib `\\ \\ 6 TIC B69n92 \\ 7 ♦ ♦ ♦ • • f ♦ ♦ • • ♦ fEIP-f•.P • • INVWlW RIP -RAP 4 \ $ba ♦ \ \ `/ • • ♦ • • • • ♦ • ♦ • ♦ Ilrye7e Illllll \ m `\ \ 17 ; qs \ y� • • • • • • • • • ♦ • ♦�•• llllllllllllllll 8 \\ `\ ` �•� \\ Q a • _J `\�____ �� \ fill NNL 0013 llll ---<---_ / 7 Tc % rc e96 sa rc seam TIC s> llll ll 1 Illllll 5 _ 4 -F lF M TCM0 1 3 2 INV ma 79 1 INTI TC i • 9 L---`- I l • • • •"Ym T MIS RIP a '878i °a•8 29 rd me.{ Rr j57 \ ♦ • ♦ • • • • • • • • ♦ • • i • • -s W 2 • ETLAND A • • 1'Y�"� ""If I 1 \\ a 1 1 ', �� i • • ENHANCED • • • • • • • • • f \ - _� 1 _ • (62,233 SF) • • 1�9• • • • . . • • f • . ♦ • ♦ • . 3 i -; ----�\ 19 20 12 Dorm 1, \\ • • ♦ • f • ♦ • • • • a • • „}, € ppE�C. 11��HH♦ r , MV63- rig 58 • .OW'GCOTA.... N C IflV973R5\ 1 1 1 u 7911 iOu�o f f • E•TC 6�3 )• 30 TOIXC \\ • • ♦ • • ♦ ♦ • e • • m \ P I • O.L.W \ 8' P UG TEMP MD EX rC B IX.INV 45 t� b 0 I HEREBY CERTIFY THAT THIS PLAN OR SPECIFICATION WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. ��p � DATE 04/29/04 REG. NO 15 o9_ I/ 1>llo ■ REVISIONS By UC) 0 0 Z i� CV In rn �—m M �y (vJ Z Q W� m a NW I..L O T i m _ H 0 '^ O to OVLS J� 26 h �-t-a 1n 2/ON3 3 co �� G I— O Z Z Z � Z Q fJ/� LL W O Q J w 0 a Z J W 0 w Z F— W'^ Z < W vJ ZZ /W LL m / w/ Z Q U DRAWN JAL CHECKED REP DATE 04/29/04 SCALE AS SHOWN JOB NO. 6965-004 FILE: W:\6965-004\DWG\BASE (SW).DWG SHEET 3 OF 14 SHEETS 45 46 BF 896.0 WO 1 I BFgyB0 �� GF904.0 I I Wp / / - -- -4 _1 - _ GF 906.0 3.20 I IIITC 902.97 / / Gc h'O .0 14 � J / 9060 / / A 4 / / TC 894.00� s-- - L TC 905.37 / / / INV 883.75 - - �- _ \• 13 IN\881.48 \ ` \ 90 TC 886'59. O INV884.00) GF9050 / / �� �� \\ �\ / / SP899 WO / �� <R �\ Grwo 0 / / / E \ BF 897.0 / / \ /\ \ v/ a/ 90�0 / /i /1\ \ \ \ \ E E E E E E INV88077 / l 6F8g30 / l� �� / \\ a� cyo 80 / \ 12 l f w0 / \ E E E E WETLAND H 900 /. / \ \ ��, \ \ l l GF9p1-0/� // \ E E E E / 0 / /. �� \\ \J `\ 1 1 X/ \\ E E E E 0 E E Q E E E / / / I �, \\ 25 �\ / / \ \ V \ / // h,�e0 \ 0 1 CF \. TC 8905, / / E E E E aA- ° % \ w INV 87972 llll l \ E E E E 886.5 111 llll 'e \� GF \ j /^�� \ G��88� 0.0 qA / / / 9060 / v \ 890 0 ll lllillll Qp �� 8 / / tpto /- lllllll lllllllllllll ti��G W,g ao // GFs \\` ... \ A� ,�4A Tc60 91.79\\ E E E l l l l 1111 l l l l l l l l ll�t�la��.b \ 7 / eF llllllll1 lll11111ll1ll1 J/ / / / 8935 13 4�`PERF.PVC / / O.L.G �DRAINTILE 4' \53 i ` T 4 \ EHllde BO$o Ce / 20 / / /� INV 8 10 2� \ \ cp o \ 31F6 24 RCP JSUMP�R °�1 \\ \\ �o �i RCP i 2 INV 870.00 SYMBOL LEGEND 4 NEW RIGHT-OF-WAY - - EASEMENTS SANITARY SEWER AND MANHOLE SANITARY SEWERIWATER SERVICE I ►� WATER MAIN, HYDRANT, AND VALVE WATER SERVICE AND CURB STOP BOX -- - - - - - - - - - BUILDING PAD STORM SEWER WITH MANHOLE ■ CATCH BASIN CULVERT -.-- - - CONCRETE CURB AND GUTTER SILTFENCE 14U LP* Kt I WALL 20LF 120LF 24" RCP 122LF 24 TC 6 .70 �f \ \ � �] _ 12 INV 88. INV 887.95 INV 888.21 81 C� - \ OUTLOT H C, EXISTING UTILITIES SHOWN ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ANY AND ALL EXISTING UTILITIES BEFORE COMMENCING WORK. HE AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES ARISING OUT OF HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL EXISTING UTILITIES. ^� \E INV 879.07 9 V 8718.00 E E �0 14 OUTLOT ! T 898.7 tLCPo \ E E E E E E 'P \ I V 888.74 m p cfl \ o� .o \ E E E E E E E E \ \ E E E E E E E E E E E E E E E E E E E E E E E :;895.6 15 NV 878.7 8 T 89a \ E E E E E E E E E E E E \ I 93A E E E E E E E E E E E E F _ \ CP �.Q\ E E E E E E E E E E E E E E O\\ E E E E E E E E E E E E E E E E � E E E \\ \ 6 m� \ oo° 0 E E E E E E Er4WL E E E E E E E E 1 \ \ \\ _ " /78. �f\ E E E E E E E 8778.. E E ( L 0;A 0 \\ \ ���� ����� ��Ji 7\ F E E E E E E E E F E O LOr mS�o , \ \ \� �� \\\\ E E E +WETLAND C E E E E E E E E E '�5, or)-o \ \ \ E F E E E E E E E E E E E E E 1 0 16 E *ENHANCED E E E E E E E E E E E 1 T 898'25 n, �' Z\ E E E E E E E E E E E E E E � IN 889.25 �` LL � \ /(� C 1 N 88761\ / \ o��� \ `fl0)O �i1 \ m O\ E E E \vo�o77 SF) E E E E E E E E E E INV 8 \\ �'n\\ E E E E E E E E F E E E E E E E E E Vm' E E E E E E E E E E E E E TC 89952 \\ E E E E E E E E E F 4RIP-MP E E \ �g��9 !� o \\ \ 6 if�V z E E E E E E E E E E E E IN14 874.00\\\17V-689 41 \ \\ �/>\ E E E E E E E E E E E E E -7 C88467 T V 896.t TC 890.63 TC 886.00 ti 8 T 81.80 / --- INV876.50 1YRCP \ 731E I a 4 + � I 1 wT � rn _ � �. � \� 3 T 1 1 0 _n \ i I a ca a I I o b I \\ \ INV 889.7 \ iU3 G' C18 \\ \ I nTw I \ 2 \ I I 1 \ \ I 1 1 \ \ I \ N \ 1 \ 19 1 \ 1 \ O T 893.16 1 I 11 \ T I V 889..05 I 1 I L---- J TEMP HYD EX. TC Fx inn/ 50 25 0 25 50 100 SCALE IN FEET 1r \ � o I I ' 4 696.�7 O 0 _n w 57 y 878.§1 '� 1 I omc°Do 1 l roc \ 11 \ 20 OF\ \ C a93.26 T 0 O � \\ I 368 mKrom 5Q \ C �93.68 co 3 m c Q V\879.14 cn0(nc \ 30 � \ I�ONN�CT TO EX. 8" \ M STYB - \ X. 8" PLUG --Ln A 1 dri 1 gg LF 0 Z�'96 tr1 1 n E c tAP 8.00 m INV 881.50 PJ ? RIP -RAP 3 1111111 x 'I o� I1 \ 1 TC 891.54 INV 87429� E E E E IG 64. INV 882.0 E E E E IN\J880.00 E F ECO -RR \ RIPAP E E E E E E E E E E E E E E E RW ������ rr 6 E E E E E F E E E E E E E E E F E E E E E E E E WETLAND A E E E E E E E E E E 1V LF REFTWAt L E E E ENHANCED E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E (62,233 SF) E E WL 1 E E E E E E E E E E E E E E E E E E E E E E E E CONNECT TO T. E E 12" M ST B E E E E E F E E E E E E E E F E E E E E E E E E E E E E E F E EE E E E EE EE E fONNfCTT V LOA IttEX 2 *) EE E O E E E E E E E E E E F E E E Ef O.L.B llll lll\ llll NWL881.5 llll llllHWL882.0lllll llllllllllllllllll TC 888.20 2 INV � m x 0 0] a 003 co m \ I E o0 I HEREBY TIFY THAT THIS PLAN OR SPECIFICATION WAS PREPARED BY ME OR DER DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. �DATE 04/29/04 REG. NO /-5 �2 REVISIONS BY U� O O Z1a cD 1- N O U) C cM D � z rn V/ I.L >- W WC) J A/ LL. O � m F ~ v J C)'^ u7 yORS 3 co 4( el 27pN3 Des\0 O w C_z G G Q Q a Z J w 0 J w z 2 ~ z 2 w U) Q w a w Z - a. H a U DRAWN JAL CHECKED REP DATE 04/29/04 SCALE AS SHOWN JOB NO. 6965-004 FILE: W:\6965-004\DWG\BASE (SW).DWG SHEET 4 OF 14 SHEETS / 4 CENTERLINE ACCESS TRAIL 0 / SYMBOL LEGEND NEW RIGHT-OF-WAY - - - - EASEMENTS SANITARY SEWER AND MANHOLE {} SANITARY SEWER/WATER SERVICE WATER MAIN, HYDRANT, AND VALVE WATER SERVICE AND CURB STOP BOX BUILDING PAD • STORM SEWER WITH MANHOLE ■ CATCH BASIN 4 CULVERT - - - -- -- CONCRETE CURB AND GUTTER SILTFENCE \ \ Tc sgs.00 er 9 - 22\\ B1 • \ /INV 902.0 ^a . v� e•� \ \ / TC 908.00 / \ \ / ,ti s v as�0a - _ _ _ Tc �q 6 898.7$ / / 4 l R t 1 l 111 i 44 INV sos.g 34 \ \ / 42 ; 904.5o TC 891.00 IMk888._ v 8�0.00 "KO\ l l \ / INV 891.00 / a INV _----_ \ / < o / \\�/ ;��� �\ 19 \ `llllll lllllll 1 ,e\ciko p/ F^ �\ \ GF 907.0 \ 34 23 \ `^/o \ INV 88^900 \ ,e c0 cvs8.00 � o" `Loo \ \� 11 l till l III 11111 l 11 l 1 \ e// \\ BF sss.o \ \ P \ o00 0 \ \ / TC 90 .00 \ ` \ o / llllllll llllll lull 11 l l l l l l l / \ \ / / a INV 8 00 \ \ TC,898.0a / / \ \ / / \ \ INV894.2035 \ \ // �/\ \ llllll lllllll llllllililllllllll \\ \ / // / \ \ - /� \\ \ / \ \ 1111 llllllll l _ l llllllll goo 'e A , / / po v / X / \ 1 0� 11 llllllll ll lllllllilll 09^o h ITN,. 43 o / / // os�,�o \ \\ `\// �// \\ \ \ \� �( \ llllllllll 111 NWL883.0 lllllllllllllll �� � \\ wv991.8 // 23 //`\ �' // \\\ // //\ \ \ \ \ mT llllllll lllllllllllllll lllllllllllllllll illl \ \ / \ \ \ o o \ lllllll lltlltlllllllll lllllllllllllllll hill �y �0 12" PRON w(fG \ / \ \ / / / ��e V 901.35 / \ \ \A 9 \ \ \ \ O'� \ \ \ \ �o�o o \ yy llllll lllllllllllllll lllllllllllllllll d 60LF 15' RCP 0TC 918.00 \ INV915.00 < /% s p \ \ / o�F I/ o \ \ / \ ��o`� \ < \ o v \ llll lilililllllillll lllllllllllllllll lllllll �\ 0�g"6. / / „ ^� �\ % , goo \ \/ / \� o� IP o \ \ �Q \ l l l llllllll 11 l l l l l l llllllllll 111 l l l l l l \ 01 �o ^o, �000 \\ / \ \ \ o \ l liliililltllllll llllllllll TC894.00 \ y\ gti / / gp \ \ \ Q� \ INV883.12 29 �� F 'Tcslao6 \ / , \ \ / \ \ \ \ llllllllll l ^y h I I _ \ \ G INV 84 ,� X 4 , \ \ / \` % /- \ \ \ \ �� ^�\ -R �' / J L \ _ 5 T - - - \ �\ / INV 3fl 3. S) o- / / \ \ / \ \ ]C 889.0 \\� / \ ,+ \ P-RAP I r Qom' o �O' / \ \ \ \ �0\ / INV 886. 0 TC 888.50 \ \ \ �Q \ INV 883.00 a1' i / \ RF n_ n \ / / / / / \ i /� A \ �A MIX/ onG cn _ n 6Q1. \ \ \ - _'g �. O / / / / \ \ \ Lo 923.0 \ \ 9F g22� \ T\ \ L LO \ \ -0 vp w\ fC 923100 /� 54 921.50 \ GF 928.0 \ \ GF g" �-T6923.7 I INV 9ti5 0 / c IN 914.75 \ L TC 926.00 \ \ INV 9 3 q1`f 15 R 28 1Nu �14.24 r 49 55 c74�, 51 _ _ \ \[C_s2s�.1� J 144 / I(QV 913.89 TC 922.0 -- W 100LF Is. �5 RCP 4iS \ IN' 914.0 ' ' ' - _ 70 LF ro IDtV 9g13?55 NVt90. c 91 s.0o \ `27 T- - -- 26 / 2 ETC-924.00 / V 915.25\ / / INV 912.$2 "PERF.PVb ,_ A2 )RAINTILE4' TC92&F� �� I ��� I I _--- _- 113.14 f� I I S�HIND BOG GF9?6 _ _ - 1 GF 929.0 \ 1 -I- _ _ I I - - 5 2 5 \\\ \ @p 180 ps 0 I LO 925.0 I - - GF 930.0 I 1 GF �0IN 1902.6 \\ I I 13F921.0 I I LO I I 6F91a� /// JI 58 I I 1 I LO 925.0 \ 1'C 921 so I I 1 I BF 922.0 J I_ TC923. 26 - - LB UFF STRUCT JNV 920. 0 sETegC 52 \ \ ` 33 1I TOP EXISTING BLUFF LIMITS )T F EXISTING UTILITIES SHOWN ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ANY AND ALL EXISTING UTILITIES BEFORE COMMENCING WORK. HE AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES ARISING OUT OF HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL EXISTING UTILITIES. \ \ \ IN 913.i 4" PERF. PVC DRAINTILE 4' BEHIND BOC 1 TC 898.00 INV881.15 �� IN TC 893'50 IN 881.9 \ 3 202LF 30' RCP \ \ ,.1 - 37 T-_ / yy I 1 BF 896.0 �' \ 1 1WO 36 g9a� 1 I GF904.0 I I @c8op 0 GF rcj 38 19017 /3�// y0� �INV89 . 0 OTC9b DO ��_ 0 / / v �_-----vim .� 37 / p 00 605.50 39 , / / \ \ INV 89 .89 70LF 18' RCP �900.20 / po S 8g`F RCP INV-821.00 / /� B� \ INV 883 00 OS \ GO p 40 ��F1ea°e -Ll= 0 63Lp - ` \\\ G,o%Z9to � NC�oo cep \ ' 43_ _4 -- --- ---_; ___ 46 I t o I I BF 896.0 I I / 26 \ I I BF 890.5 1 o I BF WO 0 1 WO I I SP898 / \TC 893.00 � 1 I WO 1 I GF 90 11 GF 904.0 I i WO 0 / INV 884.74 \ \ GF898.5 I I -4--------I G 908.0 25 - - 1------- 1 TC900.00 I I - / TC 897.5 O ,y-09y Off/ ?4 Rc T 83.50 INV 883.95 I INV 896.20 - - - -i IIT��C�� �902.97 / oS�j�op 0 t�, 27 v , o N 36__- ------ 4fW[$81.33 t_ _ 22 / \ \ 14 1 CC - - _ 1.00 I I \ \ \\ ��� a /P�e V 884. m3LF -- ------ - - - \ RCP 2 1 � O o � 1N 88 I \ \ �9 \ / e^6 / \ TC 89928 0 - a _ 'v 13 ,� 3 cb I 31 I \ ' / '. , / \ \ INV 8$3�33 16 C7 m 4 c2 912.00 j I I \I / / %,, 896' i C 8s3.94 -- It�V sos�2 t 2 2 / I I 4F \ �\ <o 'y4 'S �/ ANV 883.13 15 2 I I I 1 \ 28 \ eF86 DSO / TC 898. 1-TC 896.os - N _ I I I 1 \ C 888.0 \ \ S / / _ I I INV 96. 1 INV 884 2 42 \I H I I INV 885.08 \ ` GF 898 - I I------- 901 .0 11J\V906. 2 ��_ -__ I I FSTRU \\9A \� / / Cs7m i I GFCSTMW \ BF 891.5 I I BF 893.5 TC891.00 \�\ ��\ \;A` -,4 I T f 1 0 o IN//888.50�a I I / I �cb �0rn / 32 v v. - 43 --� c9 / / 24 I I\ I I I 1 I \ 1 ► I \\----------- I 1 1 \ 1 I I 1 I I / �� 11 24 91-245 (S)/ / g��O \ / / 101LF 15' RCP ��9� 0 \\ \ zu IN j/ �02.04 (L) GQ �O�pO \ \ / 29 \ csLo 4" P Rt� \ 1 LEA\ Ppl \ \ \\ INDNOC 211 \ \ \ / I I \ � v �, � c as8\.�s .18 T 915. � 1 \ \ \ \ / 8 I �/ \ �NV 88 .53 I \ V 50 25 0 25 50 100 SCALE IN FEET NOTE ALL SANITARY SEWER 8" DIAMETER. ALL WATERMAIN 8" DIAMETER. LF 1 0 - - - - Te-990b r--- INV896.09 1 � O 34Z - - - - - i----- D GF 904.0 I I GF 905.0 Z WO 1 I WO Z BF 896.0 BF 897.0 / p I I / o 2 � / v \/ / PF l N \t NWL886.5 \ \ F HWL ll llllllll Ro `/ / �' llllllllll lllilllllll ti��, �\ I ll llllllllll i G \\ I► l i l l l l l l l ill 11 1 1 1 ll���ab�.b 1 I llllllllll llillillllllll 1 I SEE INSET "WATERMAIN LOOP CONNECTION" I 1 I 1 1 I I I I I I 1 DIRECTIONAL BORE 8" WM / I HEREBY CERTIFY THAT THIS PLAN OR SPECIFICATION WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. �« y{ DATE 04/29/04 REG. NO 3'z 8l REVISIONS BY I Li .o UCD 0 Z CO C6 ef' w N rn U) rn ch 0 Z V// ~ IJ� Q W m Q 1 W 2r A/ LL O � m F- ~ a° U) CDV, CD Sb@~2> J��yORS co th o a3 co �4z �iOH3 D�S�Co O W Z Z J � Z � W J_ 0 a Z w r w J 0 W Z H F- z W U) Q W IZ W Z a Q U DRAWN JAL CHECKED REP DATE 04/29/04 SCALE AS SHOWN JOB NO. 6965-004 FILE: W:\6965-004\DWG\BASE (SW).DWG SHEET 5 OF 14 SHEETS REVISIONS BY U• o C3 0 Zcib g_ _Nt `w 1 N CD CD 1 U) 0) �cv) 0� Z � rn MW W 1 W/ Q I..L 0 2m Q07 'n �/ J o `n ORS 3�y 1424. d3 co 0H3 DES Q O U) W z z Z J � Q it W a 0 Z O W � O � z H a z z w w Q O 0 H w O O � � z W Q w c~n U) z a X W W Q F- 2 z Q 2 U DRAWN JAL CHECKED REP DATE 01/16/03 SCALE AS SHOWN JOB NO. 6965-004 FILE: W:\6965-004\DWG\BASE (SW).DWG SHEET 6 OF 14 SHEETS w FA y r 9243, / EXISTING BLUFF" S Recommended Toe -In Method 92,97 Set Posts Firmly (Post Shall Be Oak or Steel) and Mount Hog Wire to Posts. Mirafi 10OX. Fasten q •_0„ w/ Hog Rings, f�N ®LA Nails or Staples. —ti Min. Uepth AO Dig or Disc Trench © Lay in Fabric & Backfill EROSION CONTROL FENCE — TYPE 1 Steel Fence Posts shall be used to Support Snow Fence (Woven Wire may be Subsituted for Snow Fence) _ Hay or Straw Bales Silt Fence - _ _ Two rebars driven through bale 1.5' to 2.0' into the ground. _ - - Bales to be recessed 6" below grade and wired to snow fence. EROSION CONTROL Bales are to be tied with a Non —Degradable Material. FENCE — TYPE 3 EXISTING UTILITIES SHOWN ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ANY AND ALL EXISTING UTILITIES BEFORE COMMENCING WORK. HE AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES ARISING OUT OF HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL EXISTING UTILITIES. ►J Wo MAW \ > s k No A�c 5 ` TOP EXISTING BLUFF LIMITS OUTLOT) Roy° P�BJ,e� _-CM046i• •'wit•►L '• • • W a 12111 '` 04 Ell Paw Us- NwE8BB.5 h EROSION CONTROL 6L4N SYMBOL LEGEND - NEW RIGHT-OF-WAY EASEMENTS SANITARY SEWER AND MANHOLE SANITARY SEWER/WATER SERVICE ►• WATER MAIN, HYDRANT, AND VALVE WATER SERVICE AND CURB STOP BOX BUILDING PAD STORM SEWER WITH MANHOLE CATCH BASIN C 4 CULVERT CONCRETE CURB AND GUTTER SILTFENCE 902 PROPOSED MINOR CONTOUR 900 PROPOSED MAJOR CONTOUR - - - EXISTING MINOR CONTOUR EXISTING MAJOR CONTOUR EROSION CONTROL BLANKET CONSTRUCTION SEQUENCING 1. INSTALL SILT FENCE, AND/OR TREE PRESERVATION FENCING AT GRADING LIMITS, 2. THE WATER QUALITY POND MUST BE EXCAVATED AT THE BEGINNING OF GRADING OPERATIONS TO PROVIDE TEMPORARY STORM WATER DETENTION DURING CONSTRUCTION. SAND AND SILT MUST BE REMOVED FROM THE POND AS NECESSARY DURING CONSTRUCTION AND AT THE COMPLETION OF THE PROJECT. y 3. BEGIN GRADING, INSTALL PERFORATED RISER PIPE IN PONDS WHEN POND GRADING IS COMPLETE. TEMPORARY DRAINAGE PIPE SHALL BE USED FOR INTERMEDIATE DRAINAGE DURING THE CONSTRUCTION PERIOD AS NECESSARY AND DIRECTED BY THE ENGINEER. INSTALL SILT 100 50 0 50 100 200 FENCE AROUND EXCAVATED PONDS. SCALE IN FEET 4. FINISH GRADING WHILE INSPECTING PONDS, SILT FENCE, AND RAINFALL CONDITIONS AS REQUIRED BY THE NPDES PERMIT. 5. INSTALL WOOD FIBER BLANKETS (IF ANY) AS NOTED ON THE GRADING PLAN AND COMPLETE RESTORATION. 6. REMOVE PERFORATED RISER PIPE WHEN STORM SEWER AND OUTLET STRUCTURE FOR PONDS ARE INSTALLED. FINISHED GRADE PER STREET SECTION GRADING PLAN 1.5" WEAR COURSE GARAGE FLOOR 2.0" BASE COURSE s.o• roPsaL 2-Or BELOW GARAGE FLOOR 12" CLASS 5, 100% CRUSHED zso' 24" SELECT GRANULAR CURB LOOK OUT BEVAIM RESTORATION BASEMENT FLOOR \\ FINISHED GRADE PER GRADING PLAN 1. RESTORE ALL DISTURBED AREAS WITH 4" TO GARAGE FLooR 6" OF TOPSOIL. B00 PAD 8.0 TOPSOIL 2-V BELOW GARAGE FLOOR UNLESS OTHERWISE NOTED 2. SEED ALL DISTURBED AREAS WITH MNDOT LO - LOOK OUT CURB 25.0 al MIXTURE NO. 500 AT A RATE OF 100 LBSJACRE AND FERTILIZE WITH 2O-10-10 AT 100 LBSJACRE. wxauTBflAmR FINISHED GRADE PER GRADING PLAN BASEMENT FLOOR x1 3. MULCH WITH TYPE 1 AT A RATE OF 2 GARAGE FLOOR TONS/ACRE AND DISC ANCHOR IMMEDIATELY 6.0• TOPSOIL 2.5. BELOW GARAGE FLOOR �H PAD AFTER PLACEMENT. USE EMULSION BLANKET UNLESS OTHERWISE ON ALL SLOPES GREATER THAN 3:1 (FT). CURB UTm +�-s:I WO -WALKOUT 4. PLACE SILT FENCE AROUND ALL STORM HOLDDOWN DETAILS SEWER INLETS AND MAINTAIN UNTIL STREET BASEMENr FLOOR CONSTRUCTION IS COMPLETED. 60.0PAD UNLESS OTHERWISE NOTED 5. MAINTAIN ALL SILT FENCE UNTIL TURF HAS FB - FULL BASEMENT BEEN ESTABLISHED. 6. RESTORATION WORK WILL BE COMPLETED WITHIN 72 HOURS OF GRADING COMPLETION. 1 OU TLOT TOTiOT I ' • ► c,lir s...a � � � v v t t •� n Eon - I T \ \ 1 - I i i i -- --- -._ A i T� WETLAND FILL EX. WETLAND CREATED WETLAND EXEMPTED WETLAND (TO BE FILLED) \ ► � ► ,•OIF �IwA� ]2SlF TYPEI SLT FENCE �A ► ► \X ( I HEREBY CERTIFY THAT THIS PLAN OR SPECIFICATION WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT 1 AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. ��p t DATE 04/29/04 REG. NO 16 12 CJ / REVISIONS BY • U0 O C> Z(6 cs? P_ N r/ I M ZLO 0 Z rn F_ NV WM 3: W Q 1 W0 � Q W VJ LO 0 2> co ff d s 3 co O/V pE5 o O z a W z Ld z �• z J �- W a 0 QaU) o o0 Z Z z a Q W J z j W O CD p � � z a W a � 'W'^^ vJ Z O_ Z uJ C _ W ~ W z a = U DRAWN JAL CHECKED REP DATE 04/29/04 SCALE AS SHOWN JOB NO. 6965-004 FILE: W:%6965-004\DWGY3ASE (SW).DWG SHEET 7 OF 14 SHEETS EXISTING UTILITIES SHOWN ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ANY AND ALL EXISTING UTILITIES BEFORE COMMENCING WORK. HE AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES ARISING OUT OF HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL EXISTING UTILITIES. -� WETLAND FILL • EX. WETLAND y CREATED WETLAND EXEMPTED WETLAND (TO BE FILLED) 50 25 0 25 50 100 SCALE IN FEET I HEREBY CERTIFY THAT THIS PLAN OR SPECIFICATION WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. 04/29/04 REG.NO /. �8 REVISIONS BY • Uc� o 0 z `w N 0) 1 U M to �y Z Li >Q > MW W Q WW L.L 0 � T i m 1 ~ U) O Lo ORS v) ++- p a 3 co 0N3 Des Q 0 O z Q w z w z_ Qz 2 z zJ� - w 02 a�-U oo�a o _W a p zp�w <ZJw U0H Z < zw O u) Z a- � _ Q I— w = z a a U DRAWN JAL CHECKED REP DATE 04/29/04 SCALE AS SHOWN JOB NO. 6965-004 FILE: W:\6965-004\DWG\13ASE (SW).DWG SHEET 8 OF 14 SHEETS EXISTING UTILITIES SHOWN ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ANY AND ALL EXISTING UTILITIES BEFORE COMMENCING WORK. HE AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES ARISING OUT OF HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL EXISTING UTILITIES. WETLAND FILL EX. WETLAND O CREATED WETLAND EXEMPTED WETLAND (TO BE FILLED) 50 25 0 25 50 100 SCALE IN FEET 1 HEREBY CERTIFY THAT THIS PLAN OR SPECIFICATION WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MIINNNEEES�OTA. DATE 04/29/04 REG. NO Z � S J REVISIONS BY • UC) o 0 Z(6 co p_ N 0) � 1 n U/ 0 M 0 Z � r^ L1 Q ui W Q 1 W� ?� a 0 = m a° U) o 0 J��yOFLS A- n 3 co Des` a p o z cf) a z w z >- Z Q w a o Q 0- O Q0 a _W 0-p Z w J Q O U IZ W p J W U O ~ Cn Z W a W a 0 Cn z a Z W U) _ 2 Q H W 2 Z a U DRAWN JAL CHECKED REP DATE 04/29/04 SCALE AS SHOWN JOB NO. 6965-004 FILE: W:\6965-004\DWG\BASE (SW).DWG SHEET 9 OF 14 SHEETS f SYMBOL LEGEND EXISTING MINOR CONTOUR EXISTING MAJOR CONTOUR 902- PROPOSED MINOR CONTOUR 900 PROPOSED MAJOR CONTOUR © WETLAND BUFFER MONUMENT WETLAND FILL (20,132 S.F.) EXISTING WETLAND WETLAND MITIGATION/REPLACEMENT (27,379 S.F.) WCA EXEMPTED WETLAND (30,228 S.F.) WETLAND A = 14,425 S.F. BUFFER DEDICATION WETLAND C = 36,417 S.F. (50,842 S.F) POND AREA (NWL)J POND 1 = 5,711 S.F. (52,809 S.F.) 11 POND 2 = 36,252 S.F. POND 3 = 10,846 S.F. WETLAND ENHANCEMENT EXCAVATION (SELF -MITIGATION, NO LOSS) (19,775 S.F.) WETLAND A = 8,090 S.F. WETLAND C = 11,685 S.F. M1, M2 WETLAND REPLACEMENT I.D. WETLAND MITIGATION REQUIRED (2:1): 2 x 20,132 S.F.=40,264 S.F. WETLAND MITIGATION PROVIDED (NWC):-27,379 S.F PUBLIC VALUES CREDITS REQUIRED (PVC):=12,885 S.F. PUBLIC VALUES CREDITS PROVIDED: POND AREAS 52,809 S.F. TOTAL WETLAND MITIGATION/REPLACEMENT AND PUBLIC VALUES CREDITS PROVIDED: 80,188 S.F. C BUFFER DEDICATION UPLAND BUFFER NATIVE SEED MIX AND APPLICATION RATES FOR OPEN AREAS NATIVE WETLAND SEED MIX AND APPLICATION RATES FOR WETLAND \ ADJACENT TO WETLANDS REPLACEMENT AREAS \ 1. AFTER COMPLETION OF FINAL GRADING, THE NATIVE MIX SHALL BE SEEDED AT A RATE OF 30 POUNDS 1. AFTER COMPLETION OF FINAL GRADING, THE NATIVE MIX SHALL BE SEEDED AT A \ PER ACRE ON DISTURBED AREAS WITHIN WETLAND BUFFER ZONES, ADJACENT TO WETLANDS OUTSIDE OF RATE OF 30 POUNDS PER ACRE ON DISTURBED SOILS ABOVE WATER LEVELS WITHIN AREAS TO BE DEVELOPED OR SODDED. SEEDED AREAS SHALL BE MULCHED WITH TYPE I MULCH AT A WETLAND REPLACEMENT AREAS AS SHOWN ON THE PLANS. THE SEEDED AREAS \ RATE OF 2 TONS PER ACRE AND THE MULCH SHALL BE DISC -ANCHORED. SHALL BE MULCHED WITH TYPE I MULCH AT A RATE OF 2 TONS PER ACRE AND THE MULCH SHALL BE DISC -ANCHORED. \ 2. NATIVE GRASS AND WILDFLOWER SEED MATERIALS SHALL BE ACQUIRED IN ACCORDANCE WITH THE 2. NATIVE GRASS AND WILDFLOWER SEED MATERIALS SHALL BE ACQUIRED IN \ MINNESOTA DEPARTMENT OF TRANSPORTATION SEEDING MANUAL (Mn/DOT OFFICE OF ENVIRONMENTAL ACCORDANCE WITH THE MINNESOTA DEPARTMENT OF TRANSPORTATION SEEDING \ SERVICES, 2000 [see http://www.dot.state.mn.us/environment/seeding_manual/ mix_index.html]) AND THE MANUAL (Mn/DOT OFFICE OF ENVIRONMENTAL SERVICES, 2000 [see STANDARD SPECIFICATIONS FOR CONSTRUCTION, 2000 EDITION (MINNESOTA DEPARTMENT OF http:thvww.dot.state.mn.us/environment/seeding_manual/ mix index.html]) AND THE \ TRANSPORTATION, 2000). STANDARD SPECIFICATIONS FOR CONSTRUCTION, 2000 EDITION (MINNESOTA \ 3. THE SEED MIX AND APPLICATION RATES SHALL BE AS SPECIFIED IN MINNESOTA DEPARTMENT OF DEPARTMENT OF TRANSPORTATION, 2000). \ TRANSPORTATION SEED MIXTURE 15B. THIS MN/DOT SEED MIX IS DETAILED BELOW. 3. THE SEED MIX AND APPLICATION RATES SHALL BE AS SPECIFIED IN MINNESOTA \ 4. SPECIES MARKED BY AN ASTERISK (*) ARE NATIVE LEGUMES AND SHALL BE PRE -INOCULATED WITH THE DEPARTMENT OF TRANSPORTATION SEED MIXTURE 25B. THIS MN/DOT SEED MIX IS \ DETAILED BELOW. PROPER BACTERIAL CULTURE. •d 6sz \ 5. SUBSTITUTIONS OF SIMILAR SPECIES OR MIXES MAY BE ALLOWED BUT MUST BE APPROVED BY THE 4. SPECIES MARKED BY AN ASTERISK (') ARE NATIVE LEGUMES AND SHALL BE e�^ \ PRE -INOCULATED WITH THE PROPER BACTERIAL CULTURE. PROJECT ENGINEER OR ENVIRONMENTAL SCIENTIST. \ 5. SUBSTITUTIONS OF SIMILAR SPECIES OR MIXES MAY BE ALLOWED BUT MUST BE s� \ COMMON NAME BOTANICAL NAME MIX COMPOSITION APPROVED BY THE PROJECT ENGINEER OR ENVIRONMENTAL SCIENTIST. \ Grasses and Nurse Crop Percent of Mix \ Big bluestem Andropogon gerardi 5.00 ' Sideoats grama Bouteloua curtipendula 10.00 COMMON NAME BOTANICAL NAME MIX COMPOSITION \ Canada wild -rye Elymus Canadensis 5.00 \ Slender wheat -grass Elymus trachycaulus 5.00 Grasses and Sedges Percent of Mix Annual a grass Lolium italicum 10.00 Big bluestem BromusAndropcon Berardi 5.0 \ rye 9 Fringed brome Bromus ciliate 5.0 ReGreen NA 34.00 Blue-oint grass Calamagrostis canadensis 0.1 iSwitchgrass Panicum virgatum 2.00 Bottlebrush sedge Carex comosa 1.0 \\ \ Little bluestem Schizachyrium scopanum 12.00 Tussock sedge Carex stricta 0.5 \ Indian grass Sorghastrum nutans 12.00 Fox sedge Carex vulpinoidea 0.4 Subtotal 95.00 Slender wheat -grass Elymu trachycaulus 6.0 1 \ \ Virginia wild -rye Elymus virginicus 6.0 �- Wildflowers Percent of Mix Reed manna grass Glycena grandis 0.3 Butterfly milkweed Asclepias tuberosa 0.25 Fowl manna grass G/ycena striate 0.2 ` Heath aster Aster ericoides 0.25 Common rush Juncus effuses 0.2 Smooth -blue aster Aster laevis 0.25 Annual rye-grass Lolium italicum 10.0 Canada milkvetch* Astragalus Canadensis 0.25 Regreen NA 42.0 Partridge pea* Cassia fasciculate 0.25 Switchgrass Panicum virgatum 1.0 6 \ Fowl bluegrass Poa palustns 5.0 35 \ White prairie clover* Dalea candidum 0.25 Green bulrush Scirpus atrovirens 0.3 / \ Purple prairie clover* Da/ea purpureum 0.25 Wool grass Scirpus cypennus 0.3 Showy tic -trefoil* Desmdium canadense 0.25 Soft -stem bulrush Scirpus vallidus 1.0 Common ox-eye Heliopsis helianthoides 0.25 Indian grass Sorghastrum nutans 6.0 l,) \ Rough blazingstar Liatris aspera 0.25 Prairie cord grass Spartina pectinate 2.0 Tall blazingstar Liatris pycnostachya 0.25 Subtotal 92.3 \ Wild bergamot Monarda fstulosa 0.25 Wildflowers Percent of Mix ' 1 _ Showy penstemon Penstemon grandifforum 0.25 Canada anemone Anemone canadensis 0.1 Gray -headed coneflower Ratibida pinnata 0.25 Marsh milkweed Asclepias incarnate 0.5 Black-eyed Susan Rudbeckia hirta 0.25 New England aster Aster novae-angliae 0.6 Stiff goldenrod Solidago ngida 0.25 p p uniceus 0. 4r Swam aster Aster 4 ] i lllllll lull , lull l Ohio spiderwort Tradescantia ohiensis 0,25 Showy tick -trefoil` Desmodium canadense 0.4 lull l Joe-pye weed Eupatonum maculatu Blue vervain Verbena hastate 0.25 m 0.4 Boneset Eupatonum perfoliatum 0.3 Hoary vervain Verbena stricta 0.25 Early sunflower Heliopsis helianthoides 0.7 of _ t itlU 111 - � Golden Alexanders Zizia aurea 0.25 Blue flag iris Ins vir ,n,ca-shrevit 0.5 9 � � 9 Subtotal 5.00 Meadow blazingstar Liatris liguhstylis 0.4 Tall blazingstar Liatris pycnostachya 0.4 Great -blue lobelia Lobelia siphilitica 0.1 Monkey flower Mimulus ringens 0.1 )0010*Wild bergamot Monarda hsa 0.6 Black-eyed Susan Rudbeckiahirtairta 0.2 1 g Grass -leaved goldenrod Solidago astat i/olia 0.2 Blue vervain Verbena hastate 0.5 Ironweed Vemonia fasciculate 0.2 Culvers root m virginianum 0 lden Alexander's Zizea aurea 0.4 Go Subtotal 7.7 \1 5 �; l , \ \xo (yRM WO (�W I.. � /� \��♦ `� I \ • ♦ 1 ♦ \ 7U i �2 \\ - / _ \ I I I/ / 1/0r7 S.F. / \ LAND ` � II \ \ \."/ _ / \\ • • f ! • ttt N2RAND BDFFER, o6, \ -} / dr i . �� ' \ • • • s �\'�\ l TOP EXISTING.__ t v \\ s l • ♦ a ••• g ` ` ' ` EXISTING WETLAND • . ♦ . • ♦ • • ♦ . 21 • • f • f ♦ ♦ ♦ ♦ . ♦ s♦ 1 BUFFER \ ♦ • ♦ 1 • ♦ • • ♦ • • • • • • • • w • • • ^' . • DEDICATION yam\ 1 • • m\ • • ♦ • • ♦ • r\ ♦ • • ♦ • ♦ • 03 • • f ♦ ♦ ! ♦ ♦ • • ♦ ♦ ♦ • • Y ♦ ♦ • ♦ • ♦ ♦ ♦ . • ♦ • ♦ • • ♦ 0 f .� ♦ ♦ saw♦ • M2 . ♦ I- a �� ♦ ♦ ♦ • • •� wE u • ♦ ♦ nlun ° \ • • ♦ ♦ • • • • ♦ ♦ • • llllil it llllil \ y \ a Q • • ♦ ♦ • ♦ • s ♦ • • • f e 1111 111 1111 l 111 \\, 1 mfi mu 1 \\ � REATIDN-29253 a I l l l l 111 l l llllllillll llllil 1',. \ \ - T_ -� 571 , .. • 4 • 1 0 1 ♦ a 1 • \ 1 1<i LF RVTwAV \ I • • M1O ♦ • a • ♦ ♦ • ♦ 01 ♦ • • 1. • 1 1 • \ .w ♦ + a f • • • • • ♦ ♦ ♦ 1 # 4 u \\ •_.. \ WETLAND MI IGANVON \\ RFnnoR-1a*z5 O.L.B \ R IBLUFF LIMITS r, I (C OUT4 WETLAND A (30-23-C): 47,813 S.F. (3,594 S.F. WCA EXEMPT WETLAND) WETLAND B (30-23-B): 15,941 S.F. (12,566 S.F. WCA EXEMPT WETLAND) (3,375 S.F. WETLAND FILL) WETLAND C (30-23-D): 78,314 S.F. (3,578 S.F. WETLAND FILL) DELINEATED WETLAND WETLAND D (3032-A): 3,650 S.F. (WETLAND FILL) AREAS WETLAND E: 14,067 S.F. (EXEMPT WETLAND FILL) WETLAND F (30-32-A): 5,476 S.F. (WETLAND FILL) WETLAND G: 4,053 S.F. (WETLAND FILL) WETLAND H: 12,725 S.F. I _ • ♦ t 1 `\ ♦ • 1 ♦. C •♦f WETLAND CROSS SECTION iCRENTEE WETUNO 880 iyl_ 1 11J 1 1 1 870 EXISTING UTILITIES SHOWN ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ANY AND ALL EXISTING UTILITIES BEFORE COMMENCING WORK. HE AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES ARISING OUT OF HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL EXISTING UTILITIES. S 100 50 0 50 100 200 �7 SCALE IN FEET 6 D ♦\ • ♦ a ! ' \ ♦ ♦ • • ♦ • ♦ ♦ ♦ ♦ • w ♦ ♦ ♦ • ♦ fg�f ♦ O ♦ ♦ ♦ f \I f t • ♦ ♦ • a ♦ a •wKK 4 f�1 ♦ • \ \ ♦ i ! ♦ / ♦ / i 1 ♦ ♦ a ,\ ( �� 1 • . , 2 �wET:A9N f 876 f 813 1 �1 JIL y • 3,59a5F f • ♦ ♦ f • ♦ � M1 ♦ . . . • • . 1•y IFRfMWk . V* • -2 ♦ • • s ♦ • • • • • ` \ I HEREBY CERTIFY THAT THIS PLAN OR SPECIFICATION WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA- �p DATE 04/29/04 REG. NO \ REVISIONS BY UO O 0 cD t` w CV 00 00 n r �/ co O LO to Z (D ~ MW W o»> ,LU =m I- ~ v ) O In 01?, 2 j co d rDN or l 3 co V 0N3 DES J O LLI z w } C G Z LLI U w aC rn O LLU < 1_1_ 0^J I Q '^ VJ Of - Z J Z W W IJ- J O W � C) � W Q W z W z a Q w W Z Q Z QN Q L.1_ O U IF DRAWN JAL CHECKED REP DATE 04/29/04 SCALE AS SHOWN JOB NO. 6965-004 FILE: W:\6965-004\DWG\BASE (SW).DWG SHEET 10 OF 14 SHEETS REVISIONS BY Aco . / / / / / 20� G/S / /ticRFe rF RioZ/ - - ey Q 2203 y t63 A2A� y 4V y zzT AO J� 1� %180 y,st µ,57 .231 * 232 x,5s *229 %23D i233 y;s5 y 25t .zm y,55 x249 2441-%z49 61 *2 W *z % 252 x 235 * 2�T / y224 .253 \ x zs� *2a5 *272 ` I xAST * 22, At W, ,IV *Yh �{t88 020 *2t8 x 280 , 2020.y2t9 y,11 * � 12M $ ti5 x zz5 toy yAlmI i195 y2m %102 * 2m *tT2 xp1^ y,W %teT y X %ytst ,04 ,ri91 *205 2t3 /,OS y1T3 t14 9Gj x180 * ,�*181 y t05 Y194 �95 y212 a / ,24% %1T5 2PVR'�lyfil / *123 x125 y,15 y,m %1n xiv 1 y 15, %149 j,9T y t21 %MT % ,40 x 114 * 117 x,2, xt45 1 Y ,08 *128 * M143 IN y 130 *t09 yt„ ,3T *Y 133 % O / '}• *t3s *t31 / LOW '\C12 �rA OQ �4k / \. '�„y (\ EXISTING UTILITIES SHOWN ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE % 2,1 -` � • ♦ • f f I ♦ � G // • • 'M1 TREE INVENTORY SURVEY COMPLETED DECEMBER 5, 2003 BY SATHRE-BERGQUIST, INC. CHANHASSEN 1215 NET BASELINE AREA = 44.6 Ac *2 NET EXISTING CANOPY = 28.4 Ac BASELINE CANOPY COVERAGE = 64 % MINIMUM CANOPY COVERAGE ALLOWED = 46 % or 13.1 Ac CANOPY TO BE CLEARED DUE TO GRADING OPERATIONS = 6.2 Ac PROPOSED TREE PRESERVATION = 22.2 Ac DIFFERENCE IN CANOPY COVERAGE = 16.00 Ac CANOPY REPLACEMENT REQUIRED (1.2) = NONE TREES REPLACEMENT REQUIRED (1 TREE PER 1,089 S.F.) = NONE EDEN PRAIRIE NO SIGNIFICANT TREES OR CANOPY OBSERVED. CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ANY AND ALL EXISTING 50 25 0 25 50 50 UTILITIES BEFORE COMMENCING WORK. HE AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES ARISING OUT OF HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ANY SCALE IN FEET AND ALL EXISTING UTILITIES. LEGEND FAS H ASS CH (Cherry) COT (Cottonwood) ELM HACK (Hackberry) HICK (Hickory) IRON (Ironwood) MA (Maple) OAK RDC (Redcedar) ❑CANOPY TO BE CLEARED DUE TO GRADING OPERATIONS `\ ` - IN OAK 19 188 MA 17 101 ELM 19 189 MA 14 POINT TREE DBH HEALTH POINT TREE DBH HEALTH NO. SPEC. SIZE STATUS NO. SPEC. SIZE STATUS 102 OAK 15 190 MA 5 103 OAK 5 191 MA 13 IN OAK 12 192 MA 12 105 HC 12 193 MA 16 106 OAK 12 194 CH 19 107 HC 15 '9 5 MA 12 108 ASH 12 196 MA 1B 109 ASH 12 197 MA 20 / 110 OAK 23 198 CH 15 111 BASS 12 199 OAK 13 112 ASH 21 200 HC 12 113 MA 14 201 HC 13 /- i 114 ELM 14 202 OAK 12 115 HC 12 203 ELM 13 - - I ib HC 12 DAMAGED 204 MA 12 / 117 ASH 12 205 MA 17 118 ELM '4 206 MA 12 1 119 ELM 14 207 MA 23 / 120 ASH A 208 MA 24 - 121 OAK 13 209 MA 16 / l i 122 OAK 13 210 MA 13 123 MA 12 211 MA 16 Y 124 HC 13 212 MA 17 - 125 ASH 12 213 MA 17 126 HC 12 214 MA 5 127 ASH 14 25 OAK 26 128 HC 13 216 MA 14 - 129 ASH 12 217 HC 13 130 HC 13 218 MA 14 131 ASH 14 219 MA 5 132 ASH 14 220 MA 20 133 ASH 13 221 OAK 29 134 BASS 15 222 MA 22 135 BASS i7 223 OAK 28 136 OAK 12 224 OAK 26 137 OAK 5 225 CH 17 - 138 COT 12 226 HC 12 139 OAK 15 DAMAGED 227 ELM 12 140 BASS 25 228 ASH 12 141 MA 13 DAMAGED 229 HC 13 $42 MA 17 230 ASH 14 - $43 MA 17 231 MA 18 144 HC 15 232 MA 14 145 HACK 12 233 MA 5 146 MA 12 234 GAK 19 147 CH A 235 OAK 25 148 ASH 20 236 MA 13 149 BASS 26 DAMAGED 237 MA 5 50 ELM 17 238 OAK 22 DAMAGED 51 ELM 14 239 MA 5 52 MA 13 240 MA 12 53 CH 5 241 MA 13 154 MA 33 242 OAK 22 155 BASS 32 243 OAK 26 56 ELM 12 244 OAK 23 57 BASS 31 245 OAK 21 158 ELM 12 246 MA 5 159 IRON 12 247 HC 13 160 MA 12 248 HC 12 161 OAK 13 249 BASS 34 162 ASH 23 250 BASS 29 53 ELM 11 251 HC 12 54 ASH 5 252 HC 12 165 OAK 12 253 MA 13 166 OAK 13 254 HC 12 167 OAK 12 25.5 OAK 5 58 ELM 13 256 OAK 33 - - 169 OAK 23 257 BASS 13 170 ELM 14 25B ELM 12 171 OAK 12 259 RDC 9 172 BASS 12 260 ASH 1B 173 CH 13 261 ASH 12 174 BASS 12 262 ASH 23 - 175 BASS 5 263 OAK 5 176 HC 12 264 BASS 15 177 ASH 12 265 BASS 5 178 MA 28 266 BASS 13 179 MA 24 267 BASS 5 50 BASS 14 374 CH 5 181 MA 12 375 MA 12 182 OAK 5 376 BASS 5 183 OAK 13 377 BASS 21 164 MA 27 378 BASS 26 185 OAK 29 DAMAGED 379 BASS 22 56 MA 1B 380 BASS 40 57 BASS 5 381 ASH 12 I HEREBY CERTIFY THAT THIS PLAN OR SPECIFICATION WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. f� DATE 04/29/04 REG. NO 5 02 v • U� o 0 `w N LO CT 1 r n V/ O M Z WM � W Q 1 � �W Do 2 ^ O J���OFiB W IF DRAWN W C O O W � ~ > Z > � Z J Z w Q c C � W � W � �Q a 2 = I— U RS CHECKED REP DATE 04/29/04 SCALE AS SHOWN JOB NO. ssssoaa FILE: W:16965-0041DWGITREESURVEY.bWG SHEET 11 OF 14 SHEETS EXISTING UTILITIES SHOWN ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ANY AND ALL EXISTING UTILITIES BEFORE COMMENCING WORK. HE AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES ARISING OUT OF HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL EXISTING UTILITIES. I HEREBY CERTIFY THAT THIS PLAN OR SPECIFICATION WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. fQ DATE 04/29/04 REG. NO REVISIONS BY EmEmr- U0 0 Zrl- Lw (V 1 Lo 2m L 2 1 ~ a° Rio OFLs S&s4 J� 2; co AP �-t a Oiy3 p�S w Q z a � a z J (j W a W EL (0 W 0 Z U W 0 Q Z ~ O Lu J W Q w Z w r U DRAWN RS CHECKED REP DATE 04/029/04 SCALE AS SHOWN JOB NO. 69654M FILE: W:X6965-004\D WG\TREESURVEY. DWG SHEET 12 OF 1 4 SHEETS REVISIONS BY SURVEYED ENTItRLINE / 9 Guard Rail N W G 0 o — 0 9) Roadway Paint -Stripe 0 County Benchmark= Disc 892.79 879.36 �� cc cc 88U CO 00 882 880 4 3 -+ BEGIN Manhole 8�k?.83 Rock Pile, Edge Yr s,aa �O co cep Ex. Gravel • °' Top Castin •°•.ga, .e> Manhole 9= Dnvewa .°'•❖• 889 05 " PROPOSED PIONEER Top Casting= L TRAIL RIGHT-OF-WAY 886.22 DEDICATION T + BEGIN BRIDE (EASBOUi F I I (°D — ND) (10+2) ------------+---- �— -----� �r — ----- —+—----------------� ----+----- —-------� ---- I I I I I l 0 I OIU I I I I I Q I 0 W I I I I 1 Lu I I Iw a- I F I I > II END BRIDGE I I I I o_ F I 1 (EA*TBOUND)(12#1) i i I -JUii ------------- — - ---- -- --- ------- ------- I I N rnl 00 cnl V ml m rnl m!N o cols O cnl� ml,°n° N r�l^ o' mi00 Cl) 001M � 0)10 a cil ai ail cli ail ai ail v v',� �n Ln L6 cc color � CIA m cold 0i oi'0) o p10 IN N aDl ao aDl ao m aol ao aoi4 ao co aD m mlc6 ao ao1� ao ao1aD aD min 0) M rn M rn m cD1 ao ool OD aol 2 aol c0 0D1� aD 0 m ao 0D11D m ao100 oo m1� OD co cc) ao aolm ao 00 aD I I l i I OD I I I I --------I------L---- L------- -- ----------------�--- --J ---- --- ----- - L-------- ---- 14+50 14+00 13+50 13+00 12+50 12+00 11+50 11+00 10+50 10+00 9+50 9+00 EXISTING UTILITIES SHOWN ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE PIONEER TRAIL INTERSECTION IMPROVEMENT DESIGN PROVIDED BY WESTWOOD CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ANY AND ALL EXISTING PROFESSIONAL SERVICES, INC. UTILITIES BEFORE COMMENCING WORK. HE AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES ARISING OUT OF HIS FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL EXISTING UTILITIES. low !,ff - l " � �o�•H o V E�acuro o' ' r (oe PROPOSED PIONEER TRAIUSETTLERS WEST ROAD INTERSECTION IMPROVEMENTS Ifffla-0016AM � O �J RaitwaYlT��t .30 County grid9e Over -{ W W W W PROPOSED PIONEER County Benchma qT1 W TRAIL RIGHT -OF - W Disc 892.79 DEDICATION J r r of W W W W CO,Y rrr.--err W W W W W W T - WIN cn AIM Lo co'U) m in1co O to Q O LDIM N' 0) M 't rn M rn v cn M rn.LO 0) col 0) ram. �I ao 0) rnl� rn aD rnl� aD,� ao ao.� OD m,00 m I aol co i aD aDlm I �I ao I I I 8+50 8+00 7+50 7+00 6+50 6+00 50 25 0 25 50 100 SCALE IN FEET HIGH POINT ELEV # 901.51 HIGH POINT STA = 4+41.80 PVI STA = 3+70 *A ELEV _WA l-00___ I A.D. = -8.631 K = 34.77 300.00' VC U U w > w --- ---------------- SYMBOLLEGEND Guard Rail i i Ei Power Pole ----�------ 1 Cr Guy Line I Signage I G7 Telephone Pedestal cli WV Water Valve N W I �V Guard Rail ui m> i -- Ex. Minor Contour m —880— Ex. Major Contour - ----- ---------------- ----- - --- - ---------------------- +-------+--- ---- +-------- +--- --- -87( O �i� W n.0 N �n „`i LO N1N rn� VIN r N r GO O- v.N I-'r N 01� O a)I� m1U N I rnlni rn o � o o � o 01� o o Sic; rn 6 rn a0 a) 0) 0) `�' rnl� M M 0i 0O10 a^oi�O o`no mlc"� m aplm aD mlrn rn 6 rn,m 0) 0) rn10, rn M I 0)1� I m m OD 0) ro m CO'm m m aD1co aD mIm CO m1m m �Iin aD 1 I --t--------�-----------I I I --------J I --------J-L-------- I I L --------- -------- I--------I-------1---------1 ------ I 1 86( 5+50 5+00 4+50 4+00 3+50 3+00 2+50 2+00 1+50 1+00 0+50 I HEREBY CERTIFY THAT THIS PLAN OR SPECIFICATION WAS PREPARED BY ME OR UNDER MY NOTE: VERTICAL CURVE INFORMATION IS DIRECT SUPERVISION AND THAT I AM A DULY REGISTERED PROFESSIONAL ENGINEER UNDER APPROXIMATED BEST FIT GEOMETRY THE LAWS OF THE STATE OF MINNESOTA. FROM ACTUAL FIELD SURVEY PERFORMED JANUARY 2004 16 �2 8 / DATE 04/29/04 REG. NO -.J U� Z(.6 (V 0) �/ � VJ rn M u7 �y (rvnJ1 Z Q ~ NV LU W Q 1 UJ � T 2 O �/ U) O 0 ORS Sy,7 2 y ) 4-/- o I a 3 co I- 0 U) W z CZ G < I- W a 0 J U W — 0 J Q W LU WIZW 0 2 Z J W d F- Z W� Q W � �/! v Z 0- W W U a ~ z a 0 DRAWN JLH CHECKED REP DATE 04/29/04 SCALE AS SHOWN JOB NO. 6965-004 FILE: W:\6965-004\DWG\BASE (SW).DWG SHEET 13 OF 14 SHEETS REVISIONS BY 24"x36" slab opening for Neenah " dab opening far Neenah ,, „ R3290-L a equal L Grate Shown �� I I ,, ___ „ R3290-L or equal ;n . R3290 1 •�'1 NOTE: L grate shown o i I NOTE: L grate shown x d, Be Use Mar Bo 3149.2AIF Dia o Granular Borrow Face of Curb r`+ = n Y Direction of Flow „ n Neenah R3290-L casting and rLL o° - _ Neenah Requal. casting and _ ' grate or equal. 0 oLLr " o grate or equal. z m o o� _I I E m Minimum of 2 maximum of 5 � 0 �� E °n�°..". ///3" Radius PI AN adjustment rings with full m U.a. I I -I III ZEmm PLAN PLAN / Minimum of 2 maximum of 5-2" beds of mortar. The bottom of the trench shall be . " o c 6" Cone. collar !/ concrete adjustment rings with full 6" Cone. collar shaped to 8t the pipe band for at i- I- a0o 0 least 50% of the outside diameter -I I I - $o beds of mortar. Prevost concrete g � Bc _. III- u-,� � Catchbasin casting HOPE adjusting rings. n� o o and grate Neenah Precast concrete g Dia+1Y Min. �I I I o ° q _ HDPE adjusting rings `O ° - 6" recast reinforced concrete dab. - - I- o oW o R3290-L or equal Grate to be 2" below P _ 3" radius curb box. gutter grade. kO ° " 6" precast reinforced concrete slab. Vari s "Dia Denotes outside I -I -III c3sma 5' transition each 12" 16" Top of barrel section below top dab Top of barrel section under top slab diameter of pipe i-I i -i i i ITi-1 I 1-i i i-i i I- side of catchbasin. to have flat top edge sealed with to have flat top edge sealed with 0.5Bc Precast concrete or 2 beads of Remnek or equal. 2 beads of Ramnek or equal. HOPE adjusting rings. To of Curb z All joints in manhole to have Natural Ground p 1a� All joints in manhole to have Varies -0" ring rubber gaskets. - Varies Varies "0" ring rubber gaskets. 4'-0" Typ. Minimum of 2-2", 6 1/2 4-0 Typ. precast concrete section Precast concrete section maximum of 5-2" Varies NOTES: Z 5" NOTES: concrete adjusment 24" x 36" Manhole steps, Neenah R7981J or 1. When existing soil conditions are not acceptable for backfll and/or compaction rings allowed with t/a" Precast 5. 3' minimum 1. Doghouses shall be grouted on equal, 16" o.c., Aluminum steps in the pipe zone, pipe bedding and badtfll shall be used as shown above. NOTE: to 1/2" bed of mortar 5 both the outside and inside. "1 aPProved. O 2. A sots engineer will be required to determine the depth of the pipe The Bottom of the Trench Shall be Shaped between each and o 3" Grout 2. No block structures are allowed. foundation embedment material if needed. Pipe foundation material shall to Fit the Pipe Barrel for at Least 50% of 6" thick concrete collar Doghouses shall in grouted on both U foundation accordance with embedment maDOT rial if H course titer aggregate. the Outside Diameter. on the outside. Manhole steps, Neenah R1981J or the outside and inside. Z 8' equal, 16" o.c., Aluminum steps o NOTE: approved. o.o No block structures are allowed. Doghouses shall be a°o grouted on both the SECTION a' Qa r'_ ' inside and outside. 6" . o _ (V .-�. Minimum slab thickness, 6" for 14' Fill: L0 depth. Increase thickness 1" for p ° Minimum slab thickness, 6" for 1,V � NOTES: each 4' of depth greater than 14', I depth. Increase thickness 1" for 1. Ste s shall be rovided in all catch basin manholes and storm sewer manholes. ``��-- and reinforce with 6"x6" 10/10 mesh. M �6" each ei o depth greater than 1m 0) P P / T e and reinforce with 6"x6" 10/10 mesh. 2. Casting to ru totally encased in concrete curb section. I Grout bottom of manhole to 1/2 ° . M 3. No block structures are allowed. 4. No wood shims are permitted in the adjusting rings. SECTION diameter at pipe and slope Ln to grout 2" toward invert. SECTIONLO No drain holes PIPE BEDDING CITY OF CITY OF CrrY OF CATCH BASIN 2 CITY OF PIPE BEDDING CITY OF STORM SEWER CATCH BASIN MANHOLE (D a CSANBASSEN IN POOR SOILS CBANBASSEN ROODCP & ILDIP CBANBASSEN CATCH BASIN CBANBASSEN MANHOLE CBANBASSEN WITH SUMP V t_98 DATE: PLATE NO.: REVISED: DOTE PLATE NO.: REVISED:1-00� 1-03 DATE: PLATE NO.: REOSED:1-00. 1-03 DATE: PLATE NO.: REVISED: i-00"-03,1-04 DATE: PLATE NO.: REVISED: 2-97 2201 FlF NAME: 393 2D2 2-97 2202 2-97 3101 2-97 3102 FILE NAME 393 31 FlLF NAMD4 2-97 3104 FILE NAME: 393 201 E 393_31m FILE NAME: 39 3_3102 mQ B UJ NOTES` W See City Plate No. 3107 for riprop placement 1. Grates to be made 11 (2) PIECES 6" Distance to f variable Q 1/2"r Top Bituminous Material of 2. Alt metal shall be hot-dipped-galwnized 3"r see Detal A -A dope 1/2"r RIPRAP 1/4'XI FLAT STL PL CL Pit. = m m 3 4" erft 4; 30' 30' � t 5.5' to Back 15.5' to Back i° MnDOT B618 A Anchor Cli Concrete Curb and Gutter O P Wear Course to be 1/2" CRe e" 16'• Q V) Above Edge of Gutter ,1 S Here Here _ •5• Nto+-' LO O see qa,e 3.0% 2.0% SA 1.5 : 1 e' oetww. a £ .vrM 4" Topsoil, Seed 1 1/2"-MNDOT 2350 LVWE350308 1�r 1/2•r Tap Bituminous Materiel O�is• S� & Mulch or Sod. ��pp acre y B Tie last 3 e joints. 0 4�oc EACH wAy Surmountable TacTH BARk Coat - 2357 J1 3 " MnDOT 8612 pipe � r. - Concrete curb and carter 50 Use 2 tie bolt fasteners (4) I/2" 1-13 UNC Concrete Curb 2"-MNDOT 2350 LVNW35030B RIPRAP Ress !4-per joint. Install at StteHeld eel Wt. With = • � NOTE J J PIPE DIA. RIPRAP REWIRED 60. from top or bottom NUL and WaNra 12"-Class 5 Aggregate Base, 100% Crushed a. n. `• For Use Only with Private Driveways, fq H- a 12" TO 24" 8 to 12 CY CL3 PLAN NOTE of pipe. 27" TO 33" 14 to 20 CY CL3 GRANULAR FILTER REQUIRED Parking os or erns 36" TO 48" 23 to 38 CY CL3 UNDER RIP RAP AND 2 st. Gr a Per D (2) Granular ular B 3149.2e Select rues 54" AND UP 62 CY and up CL4 LAYERS OF 50OX MIRAFl Pkm 4yvte Per DmwFg Granular Borrow (See Note 7)(One cubic yvrd is approx(mately 2,800 lbs.) FABRIC OR EQUAL Provide 3 anchor dips to fasten s 1/4" STEEL PLATETrash Guard to Flared End Section.PF PCAA, 28RHot dip galvanize after fabrication. F12'R 16 68"RTop Bituminous MatedalAnchor both sides. r 9to12HWL3 _-___---- 2' 1 RIPRAP , _ DETAIL A -A _""': '+ SURMOUNTABLE tter CUTLET N.wL I,�A NOTES o "1/2" • . . ;p ; - n \ Concrete Curb and Gu ISOMETRIC TRASH GUARD SIZING PPE DNS 1. Right -of -Way Required - 60'. Pipe Size Bars H' Bolts _ is ,�• '�o? 2. Maximum street grade 7.0% 17'1/2" 10 1/2" - 12"-18" 3/4"0 4" 5/8" wLET S<op 3. Minimum street grade 0.75% 28' -- Granular Filter (MNDOT 3601.2B) 21"-42" 1 0 _ 6" 3/4" g plpE F 4. 4.0" Topsoil placed in disturbed areas. SECTION A -A Geotextile Filter Type III 48"-72 1 1/4 0 12" 1 5. 2 Rolls sod behind curb. 6. The bituminous wearing surface shall be placed the next construction season following placement of the bituminous base. 4• 8- Q L RIPRAP 7. A test roll of the prepared subgrade shall be performed by the owner 1 1/8"r NOTES: Y �. '< i in the presence of a city inspector. The city has the authority to require r" 'ky 1. All Reinforced Concrete Aprons shall be furnished and installed with Trash Guards. w . O _ 2. All new Reinforced Concrete Aprons on new pipe shall be tied back 3 pipe �• additional subgrade correction or to reduce the requirement of 24" MNDOT m Bituminous Bituminous Curb lengths back from apron. - Select Granular Borrow to 12" based an the test roll. Surface 6" Shoe Formed Granular F-ilter (MNDOT 360128) 3. All new Reinforced Concrete Aprons on existing pipe shall be tied to the first Yanaiea ithly Geotextile Filter Type nil pipe adjacent to the apron. NOTES: � � � � Poured Concrete N-� w SECTION B-B 1. Standard pipe beddhg real on both Inlet k outlet plpn Z CITY OF RIPRAP CITY OF FLARED END CrrY OF POND OUTLET CITY OF TYPICAL CITY OF TYPICAL CURB Z i- C8ANBASSEN DETAIL SANBASSEN TRASH GUARD CBANBASSEN STRUCTTUCONTRORE CBANBASSEN STREET IDESECT ON MANSASSEN AND GUTTER Q^ REVISED: 1-98 DAIS: PLATE NO.: REVISED: DATE PLATE NO.: REVISED: 1-00, 1-03 DATE: PLATE NO.: REVISED:2-.2. 2-Oi, 1-03 DATE; PUTS NO.: REVISED. DATE PULE NO.: 12- 2-97 3107 2-97 3108 2-97 3109 2-97 5200 2-97 5203 Ile- W FILE NAME: 393_3107 FILE NAME: 393 3108 FILE WWE: 393 3109 FILE NAME: 393_5200 FILE NAME: 393_5203 wYr' li Q � W O 1" diameter rock filter LL Z x A J W J y 6ino .ng Q W Q _-227.02 �1p'�p-°CSteel T Posts 24" in ground r' ■ l J In Zl TIPS `y/ Note: P O I' Silt fence per MNDOT O�DO le-Z specifications, source 2000, f�75 HIGHAOW PT 60' R s /I.6 machine sliced woven QQQVQ� W 'fQ FOR DRNNAGE � 60'u „ CURB AND�� monofilament, 36"wide fastened to W 1.6 steel T-Posts with 3(501b) tensile I„ Z strength plastic zip ties per 28552'Sa• PRO rn IY T-Post. (Machine sliced) 6' lib. Depth of sit _ l� LU fence .romn emt NOTE: EROSION CONTROL FENCE -TYPE 1 Silt fence per MNDOT specifications, source 200, AREA INLET WITH Q 60.25 machine sliced woven GRATE ` pso'T n RaDM 05.5' RADIUS : 28566'/360' � .i monofilament, 36" wide Z �.,ty, I„ fastened to steel T-Posts Z 1+ Note: with 3(501b) tensile strength I �`\ I Type 2 silt fence is the same as type I with hay bales installed as per detail.plastic zip ties per 4 4' minimum is. T-Post.(machine sliced) Type 2 to be used to protect all wetlands. U 24" STANDARD CUL-DE-SAC RUNOFF 12" DRAWN 6 x Y.xav °, straw ea.e JAL COM./dAI. 60 RAO. 46' RAO. .r - rrr.n.Mrnsrm rrer URBAN RAD. 45.5' RAD. •r _ RURAL W RAo 4W RAD- CHECKED W Zip Ties "�wr.e+ REP - r.arrra.�aewiNr.r FILTERED WATER DATE EROSION CONTROL SECTION AA 03/24/04 'NOTE: FENCE - TYPE 2 AL 1. ALL MSTANCE FOR STREET i1DiH5 ARE MEASURED TO BACK OF CURB. 2. PLUS 6' GRAVEL SHOULDER. (RURAL) AS SH WN JOB NO, CITY OF TYPCITY OF CITY OF OFF ROAD CB 6965-004 CBANBASSEN CUL-DE-SAC CBANBASSEN FENCE CBANBASSEN FILTER BARRIER FILE: W:\6965-004\D WG\DETAI L.D WG REVISED: DAIS: PLATE NO.: REVISED:2-97. 1-02,1-02-97 5300 'l-ix DATE: PLATE NO.: REVISED)-04 DATE: L-01 PLATE NO.: 5302 SHEET 2-97 5205 FI E NAME393 5300 nLE NAME393 53oz FILE NAME 393_5205 OF 14 SHEETS