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CAS-04_FRETHAM 15TH ADDITION FINAL PLATFebruary 26, 2013 Mr. Curt Fretham Lakewest Development Co., LLC 15400 Highway 7 Minnetonka, MN 55345 Re: Fretham 15'h Addition Planning Case #2013-04 Dear Mr. Fretham: Todd HUJiWlvs Aon/Terry/Jerry MJMark: FRETHAM 15 ADDITION FINAL PLAT is scheduled for the August 26, 2013 City Council meeting. Please review the conditions of approval in this letter with the attached plans and respond to Bob no later than Friday. August 9. 2013. Respond to each condition as follows: • Still applies • Does not apply or has been met • Is modified as follows (include modification) • New condition This letter is to confirm that on February 25, 2013 the Chanhassen City Council approved the preliminary plat creating four lots for Fretham 15'h Addition subject to the following conditions: Building Official: 1. The applicant must apply for the appropriate permit(s) required for the demolition or moving of any existing structures. 2. A final grading plan and soils report must be submitted to the Inspections Division before building permits can be issued. 3. Retaining walls over four feet high require a permit and must be designed by a professional engineer. 4. Each lot must be provided with separate sewer and water services. Engineering: 1. If the Fretham 15th Addition final plat is approved prior to the assessment hearing for City Project 13-01, each lot within the plat shall be included in the assessment calculation. 2. The sewer and water services to Lots 1, 3 and 4 must be installed prior to the street resurfacing project, as noted on Sheet 4 of the preliminary plans. 3. Based on the elevation of the existing sanitary sewer and the proposed home elevation on Lot 1, this home cannot be serviced by gravity sanitary sewer. Staff requests that the developer disclose this information to prospective buyers. 4. Lots 1, 3 and 4 will be subject to the City sewer and water hook-up charges and the Metropolitan Council Sanitary Access Charge. These fees shall be collected in accordance with the City Code at the rate in effect at the time. 5. The developer must obtain a MnDOT drainage permit. Mr. Cart Fretham Fretham 15`s Addition February 26, 2013 Page 2 6. The drainage from Highway 41 must be included in the stormwater calculations. The drainage calculations must be revised to model the storm depths stipulated in City Code. The existing drainage area boundaries used for the runoff calculations needs to be revised to include all the area draining to the wetlands, including area outside of the proposed development. 8. Ensure that the post -development discharge rates to both wetlands do not exceed the existing condition. 9. It must be shown that the proposed swale along Highway 41 is adequate to handle anticipated flow volumes. 10. The curve number for the wetland areas must be 78. 11. The grading plan must be modified so that the driveway grade for Lot 1 does not exceed 10%. 12. Spot elevations must be shown along the driveway to Lot 1 in order to calculate the cross slope. 13. Note the lowest opening elevation for the home on Lot 4. 14. If the proposed area to be disturbed is greater than one (1) acre, the applicant will be required to obtain a NPDES Construction Permit. Proof of permit and a Surface Water Pollution Prevention Plan must be submitted to the City for review and comment. 15. The proposed culverts shall have filtration logs, appropriate to flow conditions, at their inlets and outlets until vegetation is established within the ditch. 16. A construction entrance shall be shown on the plan set and a detail shall be provided. 17. Silt fence or other appropriate sediment control BMP shall be installed along the frontage for Chaska Road. 18. All silt fence shall use metal t -posts. 19. Sediment protection shall be provided for all wetland areas including those areas off-site to which the site is tributary. 20. The buffer area disturbed for the creation of the pond and drainage, and any other buffer area unacceptable under Section 20-142 shall be seeded with an appropriate seed mix such as State Mix 36-211: Woodland Edge South & West. 21. The drainage and utility easement shall include all wetland buffer areas. 22. Wetland buffer monument placement shall be indicated on the plan set and shall be installed by the applicant before release of the final plat. n Mr. Curt Fretham Fretham 150' Addition February 26, 2013 Page 3 23. All drainage swales must be stabilized for the final 200 feet before exiting the property or entering a water of the state. The method of stabilization shall be indicated on the plan. 24. The estimated SWMP fees due at final plat are $8,841.00 Natural Resource Specialist: 1. Each lot will _be required two plant one overstory tree in the front yard per city(r ' tance. 2. Building permit survey for each lot shall be required to show all inventoried trees and their removal our preservation status. �iK �� Park'Iand-l�ec ean`onn.. � E'% (t'v,j1� �w,(� �� # sj 17/j L 1. The developer shall pay park dedication fees at the rate in force upon final plat approval for three of the four lots prior to recording the final plat. Planning: 1. The shed located in the northeast comer of the property must be demolished or removed. Final plat documents must be submitted to the City 30 days prior to the City Council meeting in which you wish to have your final plat approved. Conditions of the preliminary plat approval must be addressed for final plat approval. Enclosed is the list of items required for submittal for final plat approval. Should you have any questions, please contact me at (952) 227-1131 or by email at bbenerousAci.chanhassen.mn.us. Sincerely, Robert Generous, AICP Senior Planner Enclosure ec: Kate Aanenson, Community Development Director Alyson Fauske, Assistant City Engineer Todd Gerhardt, City Manager Terry Jeffery, Water Resources Coordinator Jerry Mohn, Building Official Enclosure g:Iplan\2013 plaming cases12013-04 fretham wbdivision\approval klrer prelim.dw CITY OF CHANHASSEN 7700 Market Boulevard - P.O. Box 147 Chanhassen, MN 55317 - (952) 227-1100 Planning Case No. 2�1 t -3-- —Giy CITY OF CHANHASSEN RECEIVED JUL "i y 1013 DEVELOPMENT REVIEW APPLICATIO tiHANHASSEN PLANNING DEPT r LC^QQ rMiN 1 Applicant Name and Address: Prope La keweAiL 1)2&_0antiL&4- L LC_ L � is y da �ti -7 /Sv6 Manna /W Nil, Contact a .-� �P Q_,„ Conta Phone:)98" Phone Email: �r,rf�� / tv�cf�v Lova Email: Owner Name and Address: 9s2-430-3066 Fax:Gz 2-45 C r_:4 ,v ! w esdc(a v, nM M NOTE: Consultation with City staff is required prior to submittal, including review of development plans Comprehensive Plan Amendment Conditional Use Permit (CUP) Interim Use Permit (IUP) Non -conforming Use Permit Planned Unit Development* Rezoning Sign Permits Sign Plan Review Site Plan Review (SPR)* Subdivision* f 7iV16-1 p Temporary Sales Permit Vacation of Right-of-Way/Easements (VAC) (Additional recording fees may apply) Variance (VAR) Wetland Alteration Permit (WAP) Zoning Appeal Zoning Ordinance Amendment Notification Sign — $200 (City to install and remove) X w for Filing Fees/Attomey Cost** $50 UP/SPR/VAC/VAR/WAP/Metes 8 Bounds 0 inorSUB TOTAL FEE $ 750 c r-4 SOI An additional fee of $3.00 per address within the public hearing notification area will be invoiced to the applicant prior to the public hearing. *Five (5) full-size folded copies of the plans must be submitted, including an 8%" X 11" reduced copy for each plan sheet along with a digital copy in TIFF -Group 4 (*.tif) format. **Escrow will be required for other applications through the development contract. Building material samples must be submitted with site plan reviews. NOTE: When multiple applications are processed, the appropriate fee shall be charged for each application. PROJECT NAME: IsYA 4-d r; -Fro h LOCATION:,e_30,� LI hCGS�� LEGAL DESCRIPTION AND PID: LD-1- -26,cl 1 e I I i}P,r� S Lake TOTAL ACREAGE: 2 2 q WETLANDS PRESENT: _X YES PRESENTZONING: KJ F REQUESTED ZONING: R S 1 - PRESENT LAND USE DESIGNATION: REQUESTED LAND USE DESIGNATION: REASON FOR REQUEST: NO 7Gd CXchS � !4W d�hSi 15 ti .SI too 0 FOR SITE PLAN REVIEW: Include number of existing employees: and new employees: This application must be completed in full and be typewritten or clearly printed and must be accompanied by all information and plans required by applicable City Ordinance provisions. Before filing this application, you should confer with the Planning Department to determine the specific ordinance and procedural requirements applicable to your application. A determination of completeness of the application shall be made within 15 business days of application submittal. A written notice of application deficiencies shall be mailed to the applicant within 15 business days of application. This is to certify, that I am making application for the described action by the City and that I am responsible for complying with all City requirements with regard to this request. This application should be processed in my name and I am the party whom the City should contact regarding any matter pertaining to this application. I have attached a copy of proof of ownership (either copy of Owners Duplicate Certificate of Title, Abstract of Title or purchase agreement), or I am the authorized person to make this application and the fee owner has also signed this application. I will keep myself informed of the deadlines for submission of material and the progress of this application. I further understand that additional fees may be charged for consulting fees, feasibility studies, etc. with an estimate prior to any authorization to proceed with the study. The documents and information I have submitted are true and correct to the best of my knowledge. nature of A plican1 Date 1 13 Signature of Fee Owner Date giplanUOm \development review application.doc February 26, 2013 Mr. Curt Fretham Lakewest Development Co., LLC 15400 Highway 7 Minnetonka, MN 55345 Re: Fretham 15" Addition Planning Case #2013-04 Dear Mr. Fretham: Todd HIXWJAlvson/1'erry/Jerry M./Mark: FRETHAM 15 ADDITION FINAL PLAT is scheduled for the August 26, 2013 City Council meeting. Please review the conditions of approval in this letter with the attached plans and respond to Bob no later than Friday. August 9, 2013. Respond to each condition as follows: • Still applies • Does not apply or has been met • Is modified as follows (include modification)/ • New condition This letter is to confirm that on February 25, 2013 the Chanhassen City Council approved the preliminary plat creating four lots for Fretham 15"h Addition subject to the following conditions: Building Official: 1. The applicant must apply for the appropriate permit(s) required for the demolition or moving of any existing structures. 2. A final grading plan and soils report must be submitted to the Inspections Division before building permits can be issued. 3. Retaining walls over four feet high require a permit and must be designed by a professional engineer. 4. Each lot must he provided with separate sewer and water services Engineering: 1. If the Fretham 15th Addition final plat is approved prior to the assessment hearing for City Project 13-01, each lot within the plat shall be included in the assessment calculation. 2. The sewer and water services to Lots 1, 3 and 4 must be installed prior to the street resurfacing project, as noted on Sheet 4 of the preliminary plans. 3. Based on the elevation of the existing sanitary sewer and the proposed home elevation on Lot 1, this home cannot be serviced by gravity sanitary sewer. Staff requests that the developer disclose this information to prospective buyers. 4. Lots 1, 3 and 4 will be subject to the City sewer and water hook-up charges and the Metropolitan Council Sanitary Access Charge. These fees shall he collected in accordance with the City Code at the rate in effect at the time. ./S. The developer must obtain a MnDOT drainage permit. Mr. Curt Fretham Fretham 15`s Addition February 26, 2013 Page 2 J6. The drainage from Highway 41 must be included in the stormwater calculations. The c°„p,,, ° N ,ie, drainage calculations must be revised to model the storm depths stipulated in City Code. 7. The existing drainage area boundaries used for the runoff calculations needs to be revised to include all the area draining to the wetlands, including area outside of the proposed / development. 8. Ensure that the post -development discharge rates to both wetlands do not exceed the existing condition. ✓9. It must be shown that the proposed Swale along Highway 41 is adequate to handle anticipated flow volumes. co. e,„e„ Ne+ J10. The curve number for the wetland areas must be 78. 11. The grading plan must be modified so that the driveway grade for Lot 1 does not exceed lO /0- a' - CwWTeN SnLL NK,¢c. 112. Spot elevations must be shown along the driveway to Lot 1 in order to calculate the cross slope. ceravw hvi 13. "uLv M..a,oc 5•V-zE' t ca '1eA4p ?M,Ec..'I,e..l Mah M LM"4M 10W fbp ORw,µy kw4 Gssfs MPn, 14. If the proposed area to be disturbed is greater than one (1) acre, the applicant will be required to obtain a NPDES Construction Permit. Proof of permit and a Surface Water Pollution Prevention Plan must be submitted to the City for review and comment. -tem, sl � Noft, &a VII 5. The proposed culverts shall have filtration logs, appropriate to flow conditions, at their inlets and outlets until vegetation is established within the ditch, com. -va e,c, V 16. A construction entrance shall be shown on the plan set and a detail shall be provided. c .N m eN HrT 17. Silt fence or other appropriate sediment control BMP shall be installed along the frontage for Chaska Road. s'r. nw.,a 5 18. All silt fence shall use metal t -posts. ce+en,e N r,, J 19. Sediment protection shall be provided for all wetland areas including those areas off-site to which the site is tributary. ce~.. her J20. The buffer area disturbed for the creation of the pond and drainage, and any other buffer area unacceptable under Section 20-142 shall be seeded with an appropriate seed mix such as State Mix 36-211: Woodland Edge South & West. cONOo— he” 21. The drainage and utility easement shall include all wetland buffer areas. ke b7„oN 5,,, edvues . 22. Wetland buffer monument placement shall be indicated on the plan set and shall be installed by the applicant before release of the final plat. sei»,, m„o,,,°%4 A'prL eS Mr. Curt Fretham Fretham 15'h Addition February 26, 2013 Page 3 J23. All drainage swales must be stabilized for the final 200 feet before exiting the property or Jentering a water of the state. The method of stabilization shall be indicated on the plan. ceryo„ oN me - 24. The estimated SWMP fees due at final plat are $8;84LM$ 9,523 .od Natural Resource Specialist: 1. Each lot will be required to plant one overstory tree in the front yard per city ordinance. 2. Building permit survey for each lot shall be required to show all inventoried trees and their removal or preservation status. Park and Recreation: 1. The developer shall pay park dedication fees at the rate in force upon final plat approval for three of the four lots prior to recording the final plat. Planning: 1. The shed located in the northeast corner of the property must be demolished or removed. Final plat documents must be submitted to the City 30 days prior to the City Council meeting in which you wish to have your final plat approved. Conditions of the preliminary plat approval must be addressed for final plat approval. Enclosed is the list of items required for submittal for final plat approval. Should you have any questions, please contact me at (952) 227-1131 or by email at bgenerous(a)ci.chanhassen.mn.us. Sincerely, Robert Generous, AICP Senior Planner Enclosure ec: Kate Aanenson, Community Development Director Alyson Fauske, Assistant City Engineer Todd Gerhardt, City Manager Terry Jeffery, Water Resources Coordinator Jerry Mohn, Building Official Enclosure g:l ImU013 planning c \21013-04 fretham subdicision�approcal lever pm im.dm rfcm l it Name CITY OF CHANHASSEN 7700 Market Boulevard — P.O. Box 147 Chanhassen, MN 55317 — (952) 227-1100 Planning Case No. 2 U 1-3 -Gy CITY OF CHANHASSEN RECEIVED JUL '19 7013 DEVELOPMENT REVIEW APPLICATIO gMWHASSEN PLANNING DEPT L Phone: S -430-3006 Fax:932-6S3-:t 198" Email: off n / cvtsf'�v om Property Owner.Name and Address: Phone: 9S2-430-3006 Fax:9; 2^6s3 -.?199 Email: Cur fey 1 w es-l-dev, ro t„ NOTE: Consultation with City staff is re uired prior to submittal, including review of development plans Comprehensive Plan Amendment Conditional Use Permit (CUP) Interim Use Permit (IUP) Non -conforming Use Permit Planned Unit Development* Rezoning Sign Permits Sign Plan Review Site Plan Review (SPR)* r a5U Subdivision* f i✓lal p �� P(W61 I Temporary Sales Permit Vacation of Right-of-Way/Easements (VAC) (Additional recording fees may apply) Variance (VAR) Wetland Alteration Permit (WAP) Zoning Appeal Zoning Ordinance Amendment Notification Sign - $200 (City to install and remove) X s w for Filing Fees/Attomey Cost** $50 UP/SPRNACNAR/WAP/Metes & Bounds 0 inor SUB TOTAL FEE $ 750 49 c r-4apl An additional fee of $3.00 per address within the public hearing notification area will be invoiced to the applicant prior to the public hearing. *Five (5) full-size folded copies of the plans must be submitted, including an 8'/z" X 11" reduced copy for each plan sheet along with a digital copy in TIFF -Group 4 (*.tif) format. **Escrow will be required for other applications through the development contract. Building material samples must be submitted with site plan reviews. NOTE: When multiple applications are processed, the appropriate fee shall be charged for each application. PROJECT NAME: -F o h LOCATION: 113W LEGAL DESCRIPTION AND PID: LD f- F [' x.- : LAa t—nar >L q/ TOTAL ACREAGE: -(' :Z q WETLANDS PRESENT: X YES NO PRESENTZONING: Rlr REQUESTED ZONING: PRESENT LAND USE DESIGNATION: -ReS i dewh REQUESTED LAND USE DESIGNATION: K REASON FOR REQUEST: Th C n I", �( law ale -hs lS 1160100 )h+0 FOR SITE PLAN REVIEW: Include number of existing employees: and new employees: This application must be completed in full and be typewritten or clearly printed and must be accompanied by all information and plans required by applicable City Ordinance provisions. Before filing this application, you should confer -with the Planning Department to determine the specific ordinance and procedural requirements applicable to your application. A determination of completeness of the application shall be made within 15 business days of application submittal. A written notice of application deficiencies shall be mailed to the applicant within 15 business days of application. This is to certify that I am making application for the described action by the City and that I am responsible for complying with all City requirements with regard to this request. This application should be processed in my name and 1 am the party whom the City should contact regarding any matter pertaining to this application. I have attached a copy of proof of ownership (either copy of Owner's Duplicate Certificate of Title, Abstract of Title or purchase agreement), or I am the authorized person to make this application and the fee owner has also signed this application. I will keep myself informed of the deadlines for submission of material and the progress of this application. I further understand that additional fees may be charged for consulting fees, feasibility studies, etc. with an estimate prior to any authorization to proceed with the study. The documents and information I have submitted are true and correct to the best of my knowledge. nature of A plicant Date Signature of Fee Uwner Date gaplan\forrns\development review application.doc February 26, 2013 W. Curt Fretham Lakewest Development Co., LLC 15400 Highway 7 Minnetonka, MN 55345 Re: Fretham 15a Addition Planning Case #2013-04 Dear Mr. Fretham: Todd H/JiWAlvson/Terry/Jerry M./Mark: FRETHAM 15 ADDITION FINAL PLAT is scheduled for the August 26, 2013 City Council meeting. Please review the conditions of approval in this letter with the attached plans and respond to Bob no later than Friday. August 9. 2013. Respond to each condition as follows: • Still applies • Does not apply or has been met • Is modified as follows (include modification) • New condition This letter is to confirm that on February 25, 2013 the Chanhassen City Council approved the preliminary plat creating four lots for Fretham 151s Addition subject to the following conditions: Building Official: 1. The applicant must apply for the appropriate permit(s) required for the demolition or moving of any existing structures. 2. A final grading plan and soils report must be submitted to the Inspections Division before building permits can be issued. 3. Retaining walls over four feet high require a permit and must be designed by a professional engineer. 4. Each lot must be provided with separate sewer and water services. Engineering: 1. If the Fretham 15th Addition final plat is approved prior to the assessment hearing for City Project 13-01, each lot within the plat shall be included in the assessment calculation. 2. The sewer and water services to Lots 1, 3 and 4 must be installed prior to the street resurfacing project, as noted on Sheet 4 of the preliminary plans. Based on the elevation of the existing sanitary sewer and the proposed home elevation on Lot 1, this home cannot be serviced by gravity sanitary sewer. Staff requests that the developer disclose this information to prospective buyers. 4. Lots 1, 3 and 4 will be subject to the City sewer and water hook-up charges and the Metropolitan Council Sanitary Access Charge. These fees shall be collected in accordance with the City Code at the rate in effect at the time. 5. The developer must obtain a MnDOT drainage permit. comuoibN s,.,,- \t9y6i Mr. Curt Fretham Fretham 15`h Addition February 26, 2013 Page 2 6. The drainage from Highway 41 must be included in the stormwater calculations. The co„fl,,,oN ME-, drainage calculations must be revised to model the storm depths stipulated in City Code. 7. The existing drainage area boundaries used for the runoff calculations needs to be revised to include all the area draining to the wetlands, including area outside of the proposed development. 8. Ensure that the post -development discharge rates to both wetlands do not exceed the existing CWdT W ,x - condition. 9. It must be shown that the proposed Swale along Highway 41 is adequate to handle anticipated flow volumes. C --U.„0„ le, 10. The curve number for the wetland areas must be 78. cam,ie,, nc, 11. The grading plan must be modified so that the driveway grade for Lot 1 does not exceed 10%. Ce.O,TaV VI" NA+Ca. 12. Spot elevations must be shown along the driveway to Lot 1 in order to calculate the cross slope. croon w e,6'+ 13. N W v+un low iepp¢ oM.+,at.+ MV1, pL°V, of 2,vov OF oxee'-Ze CQ ?a4 Cc 71e...1 Moh COP Of D„CH 1u_o,a4 Cxm4L whv� 14. If the proposed area to be disturbed is greater than one (1) acre, the applicant will be required to obtain a NPDES Construction Permit. Proof of permit and a Surface Water Pollution Prevention Plan must be submitted to the City for review and comment. -Gow. Pan, Es 15. The proposed culverts shall have filtration logs, appropriate to flow conditions, at their inlets and outlets until vegetation is established within the ditch. comuvvw nri 16. A construction entrance shall be shown on the plan set and a detail shall be provided. 17. Silt fence or other appropriate sediment control BMP shall be installed along the frontage for Chaska Road. 5,n.� ►erue 5 18. All silt fence shall use metal t -posts. 19. Sediment protection shall be provided for all wetland areas including those areas off-site to which the site is tributary. ° M+,°H hrc 20. The buffer area disturbed for the creation of the pond and drainage, and any other buffer area unacceptable under Section 20-142 shall be seeded with an appropriate seed mix such as State Mix 36-211: Woodland Edge South & West. c ^' hel 21. The drainage and utility easement shall include all wetland buffer areas. ,° b•,°N S"� WPLIE1 . 22. Wetland buffer monument placement shall be indicated on the plan set and shall be installed by the applicant before release of the final plat. �s mNo,71&'4 LT.ti Apra.,ES Mr. Curt Fretham Fretham 15`s Addition February 26, 2013 Page 3 23. All drainage swales must be stabilized for the final 200 feet before exiting the property or entering a water of the state. The method of stabilization shall be indicated on the plan. cbria &- nc r 24. The es6mvte&SWMP fees due at final plat are $8;$41.00$ 9,521 .oa Natural Resource Specialist: 1. Each lot will be required to plant one overstory tree in the front yard per city ordinance. 2. Building permit survey for each lot shall be required to show all inventoried trees and their removal or preservation status. Park and Recreation: 1. The developer shall pay park dedication fees at the rate in force upon final plat approval for three of the four lots prior to recording the final plat. Planning: 1. The shed located in the northeast corner of the property must be demolished or removed. Final plat documents must be submitted to the City 30 days prior to the City Council meeting in which you wish to have your final plat approved. Conditions of the preliminary plat approval must be addressed for final plat approval. Enclosed is the list of items required for submittal for final plat approval. Should you have any questions, please contact me at (952) 227-1131 or by email at bQenerousnci.chanhassen.mn.us. Sincerely, Robert Generous, AICP Senior Planner Enclosure ec: Kate Aanenson, Community Development Director Alyson Fauske, Assistant City Engineer Todd Gerhardt, City Manager Terry Jeffery, Water Resources Coordinator Jerry Mohn, Building Official Enclosure gAplan\2013 planning cases\2013-04 6ed� subdivisiWapproval letter pmlimAm MEMORANDUM To: Robert Generous, Senior Planner From: Alyson Fauske, PE, Assistant City Engineer Terrance Jeffery, Water Resources Coordinator Date: August 9, 2013 Re: Fretham 15th Addition Preliminary Plat Upon review of the Campion Engineering Services, Inc plans dated July 15, 2013 we offer the following comments: Streets The property lies south of Highway 7, east of Highway 41 and north of Chaska Road. Access to the proposed lots will be from Chaska Road since access to Highways 7 and 41 is prohibited. Chaska Road is a 24 -foot wide public street within a 66 foot wide right of way. Additional right of way is not required. There is no curb and gutter or public storm sewer on Chaska Road; ditches and driveway culverts convey the runoff. Due to developed conditions in the area there is little opportunity to install curb and gutter on Chaska Road, therefore no improvements to Chaska Road are required with this subdivision. City Project 13-01 was awarded in April, 2013 and includes the resurfacing of Chaska Road. The $2,527.73 street assessment shall be reapportioned to Lot 2 since this lot contains the principal structure of the parent parcel. Utilities Eight inch public sanitary sewer and 10 -inch public watermain are within Chaska Road. The existing service to the existing home will be used to serve Lot 2. New sewer and water services were installed for Lots 1, 3 and 4 in conjunction with City Project 13-01. The property was assessed $12,793 for this work This assessment will be reapportioned as follows: Lot 1: $4,264.34 Lots 3 and 4: $4,264.33 per lot Based on the elevation of the existing sanitary sewer and the proposed home elevation on Lot 1, this home can't be serviced by gravity sanitary sewer. Staff requests that the developer disclose this information to prospective buyers. Lots 1, 3 and 4 are subject to the City sewer and water hook-up charges and the Metropolitan Council Sanitary Access Charge. Thirty percent of these fees will be collected with the final plat, which is calculated as follows: Water: 3 units x $1,818/unit = $5,454 Sewer: 3 units x $651/unit = $1,953 The remaining 70% of these fees shall be collected with the building permit at the rate in effect at the time. The existing well on the property must be abandoned. Surface water management (SWMP) fees are based upon an assessable area of 2.18 acres. The buffer area needs to be included in the drainage and utility easement and the area provided to the City for calculation purposes. When this is done and a management plan submitted, the buffer area will be subtracted from the assessable are and the SWMP fees will be reduced accordingly. Under current conditions, the estimated SWMP fees due at final plat are $11,083.40. Gradin¢. Drainage and Erosion The developer proposes to mass grade the site to provide the proposed building pads and to construct the storm water basin on the north side of the site. The rear yards of Lots 2 and 3 will not be graded to preserve the existing vegetation in the area. Currently the southern 1/3 acre of the property drains to the south, ultimately to a storm sewer owned and maintained by the Minnesota Department of Transportation (MNDOT). The remainder of the property currently drains to the wetland to the north. This wetland outlets to the west into the MNDOT storm sewer. The proposed drainage patterns are very similar to the existing condition. The developer must obtain a MNDOT drainage permit to ensure that the proposed discharge rates to MNDOT right of way will not exceed the existing condition. The site is 2.29 acres in area and may have at least as much as half disturbed cumulatively. This would mean that the site disturbance would exceed the one acre threshold and would require an NPDES construction permit. The applicant shall either provided evidence that the estimated disturbance is below the one (1) acre threshold or confirmation of the permit and a Surface Water Pollution Prevention Plan (SWPPP) must be prepared and submitted to the City for review and comment. Recommendation The Engineering Department recommends approval of the Fretham 15th Addition final plat subject to the following conditions: 1. The $2,527.73 street assessment must be paid with the final plat or reassessed to Lot 2, Block 1 Fretham 15'" Addition. 2. The property was assessed $12,793 for this work. This assessment must be paid with the final plat or reapportioned as follows: Lot 1: $4,264.34 Lots 3 and 4: $4,264.33 per lot 3. Based on the elevation of the existing sanitary sewer and the proposed home elevation on Lot 1, this home can not be serviced by gravity sanitary sewer. Staff requests that the developer disclose this information to prospective buyers. 4. Lots 1, 3 and 4 are subject to the City sewer and water hook-up charges and the Metropolitan Council Sanitary Access Charge. Thirty percent of these fees will be collected with the final plat, which is calculated as follows: Water: 3 units x $1,818/unit = $5,454 Sewer: 3 units x $651/unit = $1,953 The remaining 70% of these fees shall be collected with the building permit at the rate in effect at the time. 5. The existing well on the property must be abandoned. 6. The developer must obtain a MNDOT drainage permit. 7. The developer must provide evidence that the area to be disturbed is less than one (1) acre, or proof of that the NPDES construction permit has been procured and a Surface Water Pollution Prevention Plan must be submitted to the City for review and comment. 8. The drainage and utility easement shall include all wetland buffer areas. 9. The SWMP fees due at final plat are $11,083.40. This fee can be reduced by placing the wetland buffer within the drainage and utility easement and providing that area to the city for revision of the calculations. GAPIAN\2013 Planning Cases\2013-04 Ftetham Subdivision\mg final plat memo.dmx 0 CITY OF CHANHASSEN 7700 Market Boulevard PO Box 147 Chanhassen, MN 55317 Administration Phone: 952.227.1100 Fax: 952.227.1110 Building Inspections Phone: 952.227.1180 Fax: 952.227.1190 Engineering Phone: 952.227.1160 Fax: 952.227.1170 Finance Phone: 952.227.1140 Fax: 952.227.1110 Park & Recreation Phone: 952.227.1120 Fax: 952.2271110 Recreation Center 2310 Coulter Boulevard Phone: 952.227.1400 Fax: 952.227.1404 Planning & Natural Resources Phone: 952.227.1130 Fax: 952.227.1110 Public Works 7901 Park Place 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 MEMORANDUM TO: Todd Gerhardt, City Manager FROM: Bob Generous, Senior Planner DATE: August 26, 2013 oklp SUBJ: Final Plat Approval — Fretham 150i Addition Planning Case #2013-04 PROPOSED MOTION "The Chanhassen City Council approves the final plat for Fretham 15`" Addition subject to the conditions of the staff report" Approval requires a majority vote of the City Council. PROPOSAL SUMMARY The applicant, Lakewest Development Company, LLC, is requesting final plat approval for a four lot single-family development on 2.29 acres zoned Single - Family Residential District (RSF) located at 6300 Chaska Road. On February 25, 2013, the Chanhassen City Council approved the preliminary plat for four lots for Fretham 150i Addition. The Plat of Bardwell Acres Lake Minnetonka was recorded in April 1907. SUBDIVISION REVIEW The applicant is requesting final plat approval for a four lot, single-family residential subdivision. The existing house on the property is proposed to be relocated to Lot 4. This house would need to comply with all building and zoning code requirements. Due to the wetland on the property, Lot 1 has a very constrained buildable area located near the back of the lot. Additionally, there are constraints due to the driveway grade and the Chanhassen is a Community for Life - Providing for Today and Planning for Tomorrow FRETHAM 15TH SCANNED Fretham 15th Addition August 26, 2013 Page 2 sewer elevation serving this lot, which may require the use of an ejector pump for sanitary sewer. The applicant has provided a building plan which appears to fit within the building envelope of Lot 1. STREETS The property lies south of Highway 7, east of Highway 41 and north of Chaska Road. Access to the proposed lots will be from Chaska Road since access to Highways 7 and 41 is prohibited. Chaska Road is a 24 -foot wide public street within a 66 -foot wide right-of-way. Additional right-of-way is not required. There is no curb and gutter or public storm sewer on Chaska Road; ditches and driveway culverts convey the runoff. Due to developed conditions in the area, there is little opportunity to install curb and gutter on Chaska Road; therefore no improvements to Chaska Road are required with this subdivision. City Project 13-01 was awarded in April, 2013 and includes the resurfacing of Chaska Road. The $2,527.73 street assessment shall be reapportioned to Lot 2 since this lot contains the principal structure of the parent parcel. UTILITIES Eight -inch public sanitary sewer and 10 -inch public watermain are within Chaska Road. The existing service to the existing home will be used to serve Lot 2. New sewer and water services were installed for Lots 1, 3 and 4 in conjunction with City Project 13-01. The property was assessed $12,793 for this work. This assessment will be reapportioned as follows: Lot 1: $4,264.34 Lots 3 and 4: $4,264.33 per lot Based on the elevation of the existing sanitary sewer and the proposed home elevation on Lot 1, this home cannot be serviced by gravity sanitary sewer. Staff requests that the developer disclose this information to prospective buyers. Lots 1, 3 and 4 are subject to the City sewer and water hook-up charges and the Metropolitan Council Sanitary Access Charge. Thirty percent of these fees will be collected with the final plat, which is calculated as follows: Water: 3 units x $1,818/unit = $5,454 Sewer: 3 units x $651/unit = $1,953 The remaining 70% of these fees shall be collected with the building permit at the rate in effect at the time. The existing well on the property must be abandoned. Fretham 15`s Addition August 26, 2013 Page 3 Surface water management (SWMP) fees are based upon an assessable area of 2.18 acres. The buffer area needs to be included in the drainage and utility easement and the area provided to the City for calculation purposes. When this is done and a management plan submitted, the buffer area will be subtracted from the assessable area and the SWMP fees will be reduced accordingly. Under current conditions, the estimated SWMP fees due at final plat are $11,083.40. GRADING, DRAINAGE AND EROSION The developer proposes to mass grade the site to provide the proposed building pads and to construct the stone water basin on the north side of the site. The rear yards of Lots 2 and 3 will not be graded to preserve the existing vegetation in the area. Currently the southern 1/3 acre of the property drains to the south, ultimately to a stone sewer owned and maintained by the Minnesota Department of Transportation (MnDOT). The remainder of the property currently drains to the wetland to the north. This wetland outlets to the west into the MnDOT storm sewer. The proposed drainage patterns are very similar to the existing condition. The developer must obtain a MnDOT drainage permit to ensure that the proposed discharge rates to MnDOT right-of-way will not exceed the existing condition. The site is 2.29 acres in area and may have at least as much as half disturbed cumulatively. This would mean that the site disturbance would exceed the one acre threshold and would require an NPDES construction permit. The applicant shall either provide evidence that the estimated disturbance is below the one (1) acre threshold or confirmation of the permit and a Surface Water Pollution Prevention Plan (SWPPP) must be prepared and submitted to the City for review and comment. PARKS AND RECREATION The Fretham subdivision request for four single lots is subject to a single condition of approval for parks and trails. The payment of park dedication fees at the rate in force upon final plat approval for three of the four lots. The lot with the existing residence is exempt from this fee. At today's rate, the payment of a total of $17,400 in park dedication fees is required. These fees will be deposited in the City's park and trail dedication fund for utilization on future park and trail improvements. COMPLIANCE TABLE Area (sq. ft.) Pond or Wetland (sq. ft. Frontage (ft.) Depth (ft.) Notes Code 15,000 90 125 Lot 1 32,520 3,594 100 283 Lot 2 24,123 714 90 313 Lot 22,018 90 245 Lot 4 24,123 176 242 Corner lot Fretham 15fl' Addition August 26, 2013 Page 4 Total 99,540 4,308 2.285 acres Setbacks: 30 -ft. front; 10 -ft. side; 30 -ft. rear; wetland buffer 20 ft.; wetland buffer setback 30 ft. REVIEW CONDITIONS OF APPROVAL Building Official: 1. The applicant must apply for the appropriate permit(s) required for the demolition or moving of any existing structures. *This condition still applies. 2. A final grading plan and soils report must be submitted to the Inspections Division before building permits can be issued. *This condition still applies. 3. Retaining walls over four feet high require a permit and must be designed by a professional engineer. *This condition still applies. 4. Each lot must be provided with separate sewer and water services. *This condition still applies. 5. A 1:200 scale plat drawing for addressing purposes shall be provided. *This is a new condition based on review of the final plat. Engineering: 1. If the Fretham 15th Addition final plat is approved prior to the assessment hearing for City Project 13-01, each lot within the plat shall be included in the assessment calculation. *This condition does not apply. 2. The sewer and water services to Lots 1, 3 and 4 must be installed prior to the street resurfacing project, as noted on Sheet 4 of the preliminary plans. *This condition shall be modified as follows: This property was assessed $12,793 for the installation of sewer and water services to Lots 1, 3 and 4 in conjunction with City Project 13-01. This assessment must be paid with the final plat or reapportioned as follows: Lot 1- $4,264.34, Lots 3 and 4 - $4,264.33 per lot. 3. Based on the elevation of the existing sanitary sewer and the proposed home elevation on Lot 1, this home cannot be serviced by gravity sanitary sewer. Staff requests that the Fretham 15a' Addition August 26, 2013 Page 5 developer disclose this information to prospective buyers. *This condition still applies. 4. Lots 1, 3 and 4 will be subject to the City sewer and water hook-up charges and the Metropolitan Council Sanitary Access Charge. These fees shall be collected in accordance with the City Code at the rate in effect at the time. *This condition shall be modified as follows: Lots 1, 3 and 4 will be subject to the City sewer and water hook-up charges and the Metropolitan Council Sanitary Access Charge. These fees shall he enileated- in -Reen-Fdanee with Ow City Code at the FMO in efreef at the fiffle. Thirty percent of the charges are due with the final plat which are calculated below. The remaining 70 percent is due with the building permit at the rate in effect at the time. Water: 3 units x $1,818/unit = $5,554 Sewer: 3 units x $651/unit = $1,953 5. The developer must obtain a MnDOT drainage permit. *This condition still applies. 6. The drainage from Highway 41 must be included in the stormwater calculations. The drainage calculations must be revised to model the storm depths stipulated in City Code. *This condition has been met. 7. The existing drainage area boundaries used for the runoff calculations needs to be revised to include all the area draining to the wetlands, including area outside of the proposed development. *This condition has been met. 8. Ensure that the post -development discharge rates to both wetlands do not exceed the existing condition. *This condition has been met. 9. It must be shown that the proposed Swale along Highway 41 is adequate to handle anticipated flow volumes. *This condition has been met. 10. The curve number for the wetland areas must be 78. *This condition has been met. Fretham 15`b Addition August 26, 2013 Page 6 11. The grading plan must be modified so that the driveway grade for Lot 1 does not exceed 10%. *This condition has been met. 12. Spot elevations must be shown along the driveway to Lot 1 in order to calculate the cross slope. *This condition has been met. 13. Note the lowest opening elevation for the home on Lot 4. *This condition shall be modified as follows: Minimum low floor opening must provide a minimum of three feet of free board protection from EOF of ditch along Chaska Road. 14. If the proposed area to be disturbed is greater than one (1) acre, the applicant will be required to obtain a NPDES Construction Permit. Proof of permit and a Surface Water Pollution Prevention Plan must be submitted to the City for review and comment. *This condition still applies. 15. The proposed culverts shall have filtration logs, appropriate to flow conditions, at their inlets and outlets until vegetation is established within the ditch. *This condition has been met. 16. A construction entrance shall be shown on the plan set and a detail shall be provided. *This condition has been met. 17. Silt fence or other appropriate sediment control BMP shall be installed along the frontage for Chaska Road. *This condition still applies. 18. All silt fence shall use metal t -posts. *This condition has been met. 19. Sediment protection shall be provided for all wetland areas including those areas off-site to which the site is tributary. *This condition has been met. 20. The buffer area disturbed for the creation of the pond and drainage, and any other buffer area unacceptable under Section 20-142 shall be seeded with an appropriate seed mix such as State Mix 36-211: Woodland Edge South & West. Fretham 15`h Addition August 26, 2013 Page 7 *This condition has been met. 21. The drainage and utility easement shall include all wetland buffer areas. *This condition still applies. 22. Wetland buffer monument placement shall be indicated on the plan set and shall be installed by the applicant before release of the final plat. *This condition still applies. 23. All drainage swales must be stabilized for the final 200 feet before exiting the property or entering a water of the state. The method of stabilization shall be indicated on the plan. *This condition has been met. 24. The estimated SWMP fees due at final plat are $8,841.00. *This condition shall be modified as follows: The estimated SWMP fees due at final plat are $8,841.00 11,083.40 25. The $2,527.73 street assessment must be paid with the final plat or reassessed to Lot 2, Block 1, Fretham 15`s Addition. *This a new condition based on review of the final plat. 26. The existing well on the property must be abandoned *This a new condition based on review of the final plat. Natural Resource Specialist: 1. Each lot will be required to plant one overstory tree in the front yard per city ordinance. *This condition still applies. 2. Building permit survey for each lot shall be required to show all inventoried trees and their removal or preservation status. *This condition still applies. 3. Landscaping shall be installed according to plan dated 12/17/12. *This is a new condition based on the review of the final plat plans. Fretham 15`s Addition August 26, 2013 Page 8 Park and Recreation: 1. The developer shall pay park dedication fees at the rate in force upon final plat approval for three of the four lots prior to recording the final plat. *This condition still applies. Based on 2013 fees, this development shall pay $17,400.00 (3 x $5,800) Planning: 1. The shed located in the northeast comer of the property must be demolished or removed. *This condition still applies. RECOMMENDATION Staff recommends approval of the final plat for Fretham 15`s Addition subject to the following conditions: Building Official: 1. The applicant must apply for the appropriate permit(s) required for the demolition or moving of any existing structures. 2. A final grading plan and soils report must be submitted to the Inspections Division before building permits can be issued. Retaining walls over four feet high require a permit and must be designed by a professional engineer. 4. Each lot must be provided with separate sewer and water services. 5. A 1:200 scale plat drawing for addressing purposes shall be provided. Engineering: 1. If the Fretham 15th Addition final plat is approved prior to the assessment hearing for City Project 13-01, each lot within the plat shall be included in the assessment calculation. 2. This property was assessed $12,793 for the installation of sewer and water services to Lots 1, 3 and 4 in conjunction with City Project 13-01. This assessment must be paid with the final plat or reapportioned as follows: Lot 1 - $4,264.34, Lots 3 and 4 - $4,264.33 per lot. 3. Based on the elevation of the existing sanitary sewer and the proposed home elevation on Lot 1, this home cannot be serviced by gravity sanitary sewer. Staff requests that the developer disclose this information to prospective buyers. Fretham 15`s Addition August 26, 2013 Page 9 4. Lots 1, 3 and 4 will be subject to the City sewer and water hook-up charges and the Metropolitan Council Sanitary Access Charge. Thirty percent of the charges are due with the final plat, which is calculated below. The remaining 70 percent is due with the building permit at the rate in effect at the time. Water. 3 units x $1,818/unit = $5,554 Sewer. 3 units x $651/unit = $1,953 5. The developer must obtain a MnDOT drainage permit. 6. Minimum low floor opening must provide a minimum of three feet of free board protection from EOF of ditch along Chaska Road. 7. If the proposed area to be disturbed is greater than one (1) acre, the applicant will be required to obtain a NPDES Construction Permit. Proof of permit and a Surface Water Pollution Prevention Plan must be submitted to the City for review and comment. 8. Silt fence or other appropriate sediment control BMP shall be installed along the frontage for Chaska Road. 9. The drainage and utility easement shall include all wetland buffer areas. 10. Wetland buffer monument placement shall be indicated on the plan set and shall be installed by the applicant before release of the final plat. 11. The SWMP fees due at final plat are $11,083.40 12. The $2,527.73 street assessment must be paid with the final plat or reassessed to Lot 2, Block 1, Fretham 15ffi Addition. 13. The existing well on the property must be abandoned Natural Resource Specialist: 1. Each lot will be required to plant one overstory tree in the front yard per city ordinance. 2. Building permit survey for each lot shall be required to show all inventoried trees and their removal or preservation status. 3. Landscaping shall be installed according to the plan dated 12/17/12. Park and Recreation: 1. The developer shall pay park dedication fees at the rate in force upon final plat approval for three of the four lots prior to recording the final plat. Planning: Fretham 15a Addition August 26, 2013 Page 10 1. The shed located in the northeast corner of the property must be demolished or removed. ATTACHMENTS 1. Reduced Copy Final Plat Z 4 O H A N ko .-i F F E s j U .1 € P J� b i I E � � W E-4 ppptp g Qr' � � � I I E c� ;C m F3 Ell I � 4 F F E s j U .1 € P J� b i I E � � ss ppptp g � fr Pf spf E32 I E Ell I � 4 g wm IV 'ON .kVMH9fH 31V1S P Pw FM r� �5 ss Pf spf E32 —— ---RY WIIY I��=MM1Y Erol i -s 9 Senior Center 3. Based on the elevation of the existing sanitary sewer and the proposed home Phone: 952.227.1125 elevation on Fax: 952.227.1110 Lot 1, this home cannot be serviced by gravity sanitary sewer. Staff requests that the developer disclose this information to prospective buyers. Web Site www.ci.chanhassen.mn.us 4. Lots 1, 3 and 4 will be subject to the City sewer and water hook-up charges and the Metropolitan Council Sanitary Access Charge. Thirty percent of the charges are due with the final plat, which is calculated below. The remaining 70 percent is due with the building permit at the rate in effect at the time. Chanhassen is a Community for Lite- Providing for Todayand Planning for Tomorrow SCANNED i3 -off August 28, 2013 MY OF Mr. Curt Fretham l Cp�uII�p �u Lakewest Development Co., LLC I11111I1f1JSEN 15400 Highway 7 7700 Market Boulevard Minnetonka, MN 55345 PO Box 147 Chanhassen, MN 55317 Re: Fretham 15'h Addition — Final Plat Planning Case # 2013-04 Administration Phone: 952.2271100 Dear. Mr. Fretham: Fax: 952.227.1110 This letter is to confirm that on August 26, 2013, the Chanhassen City Council Building Inspections approved the final plat for Fretham 15'" Addition subject to the following conditions: Phone 9522271180 Fax: 952.2271190 Building Official: Engineering Phone: 952.227.1160 I. The applicant must apply for the appropriate permit(s) required for the demolition or Fax: 952.227.1170 moving of any existing structures. Finance 2. A final grading plan and soils report must be submitted to the Inspections Division Phone: 952.227.1140 before building permits can be issued. Fax: 9522271110 3. Retaining walls over four feet high require a permit and must be designed by a Park & Recreation professional engineer. Phone: 952.227.1120 Fax: 952.227.1110 4. Each lot must be provided with separate sewer and water services. Recreation Center 5. A 1:200 scale plat drawing for addressing purposes shall be provided. 2310 Coulter Boulevard Phone: 952.227.1400 Engineering: Fax: 952.227.1404 Planning & 1. If the Fretham 15th Addition final plat is approved prior to the assessment hearing for Natural Resources City Project 13-01, each lot within the plat shall be included in the assessment Phone: 952.227.1130 calculation. Fax: 952.227.1110 2. This property was assessed $12,793 for the installation of sewer and water services to Public Works Lots 1, 3 and 4 in conjunction with City Project 13-01. This assessment must be paid 7901 Park Place with the final plat or reapportioned as follows: Lot 1 - $4,264.34, Lots 3 and 4 - Phone: 952.227.1300 $4,264.33 per lot. Fax: 952.227.1310 Senior Center 3. Based on the elevation of the existing sanitary sewer and the proposed home Phone: 952.227.1125 elevation on Fax: 952.227.1110 Lot 1, this home cannot be serviced by gravity sanitary sewer. Staff requests that the developer disclose this information to prospective buyers. Web Site www.ci.chanhassen.mn.us 4. Lots 1, 3 and 4 will be subject to the City sewer and water hook-up charges and the Metropolitan Council Sanitary Access Charge. Thirty percent of the charges are due with the final plat, which is calculated below. The remaining 70 percent is due with the building permit at the rate in effect at the time. Chanhassen is a Community for Lite- Providing for Todayand Planning for Tomorrow SCANNED i3 -off Mr. Curt Fretham August 28, 2013 Page 2 Water: 3 units x $1,818/unit = $5,554 Sewer: 3 units x $651/unit = $1,953 5. The developer must obtain a MnDOT drainage permit. 6. Minimum low floor opening must provide a minimum of three feet of free board protection from EOF of ditch along Chaska Road. 7. If the proposed area to be disturbed is greater than one (1) acre, the applicant will be required to obtain a NPDES Construction Permit. Proof of permit and a Surface Water Pollution Prevention Plan must be submitted to the City for review and comment. 8. Silt fence or other appropriate sediment control BMP shall be installed along the frontage for Chaska Road. 9. The drainage and utility easement shall include all wetland buffer areas. 10. Wetland buffer monument placement shall be indicated on the plan set and shall be installed by the applicant before release of the final plat. 11. The SWMP fees due at final plat are $11,083.40 12. The $2,527.73 street assessment must be paid with the final plat or reassessed to Lot 2, Block 1, Fretham 15`s Addition. 13. The existing well on the property must be abandoned Natural Resource Specialist 1. Each lot will be required to plant one overstory tree in the front yard per city ordinance. 2. Building permit survey for each lot shall be required to show all inventoried trees and their removal or preservation status. 3. Landscaping shall be installed according to the plan dated 12/17/12. Park and Recreation 1. The developer shall pay park dedication fees at the rate in force upon final plat approval for three of the four lots prior to recording the final plat. Plannine 1. The shed located in the northeast comer of the property must be demolished or removed. Mr. Curt Fretham August 28, 2013 Page 3 Two signed mylar copies of the final plat shall be submitted to our office for signatures. One 1 "=200' scale mylar reduction of the final plat and one 1"=200' scale paper reduction of the final plat with just street names and lot and block numbers shall be submitted. The executed development contract and the required fees ($36,386.65) and security ($34,088.43) specified therein shall be submitted to the City. In addition, a digital copy in .dxf format and a digital copy in .tif format (pdf compatible) in Carver County coordinates of the final plat shall be submitted. The City will submit all the necessary documents to Carver County for recording. Processing of the final plat documents prior to recording usually takes approximately two weeks upon receipt by the city. Additionally, all current year taxes must be paid in full and any delinquent property taxes or green acres taxes must also be paid. Once everything is submitted, please contact Gordy Stauff at 952-227-1166 to coordinate the preconstruction meeting. Should you have any questions, please contact me at (952) 227-1131 or by email at bgenerous(a)ci.chanhassen.mn.us. Sincerely,—) Robert Generous, AICP Senior Planner Enclosure ec: Kate Aanenson, Community Development Director Alyson Fauske, Assistant City Engineer Todd Gerhardt, City Manager Terry Jeffery, Water Resources Coordinator Jerry Mohn, Building Official g:\plan\2013 planning cases\2013-04 ftelham subdivision\final plat submittal\appmval letter.doc CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA FRETHAM 15'$ ADDITION 117 W�/ 0iiCI)O t1WIM03-LILTY 4 :TW (Developer Installed Improvements) TABLE OF CONTENTS SPECIAL PROVISIONS PAGE 1. REQUEST FOR PLAT APPROVAL............................................................................SP-1 2. CONDITIONS OF PLAT APPROVAL........................................................................SP-1 3. DEVELOPMENT PLANS............................................................................................SP-1 4. INIPROVEMENTS........................................................................................................ SP -1 5. TIME OF PERFORMANCE.........................................................................................SP-2 6. SECURITY ............................................. 7. NOTICE.........................................................................................................................SP-2 8. OTHER SPECIAL CONDITIONS................................................................................SP-3 9. GENERAL CONDITIONS...........................................................................................SP-5 GENERAL CONDITIONS 1. RIGHT TO PROCEED.................................................................................................GC-I 2. CHANGES IN OFFICIAL CONTROLS.....................................................................GC-1 3. IMPROVEMENTS.......................................................................................................GC-1 4. IRON MONUMENTS..................................................................................................GC-1 5. LICENSE......................................................................................................................GC-2 6. SITE EROSION AND SEDIMENT CONTROL.........................................................GC-2 6A. EROSION CONTROL DURING CONSTRUCTION OF A DWELLING OR OTHER BUILDING..................................................................................GC-2 7. CLEAN UP...................................................................................................................GC-2 8. ACCEPTANCE AND OWNERSHIP OF ff"ROVEMENTS....................................GC-2 9. CLAIMS.......................................................................................................................GC-3 10. PARK DEDICATION..................................................................................................GC-3 11. LANDSCAPING..........................................................................................................GC-3 12. WARRANTY...............................................................................................................GC-3 13. LOT PLANS.................................................................................................................GC-4 14. EXISTING ASSESSMENTS.......................................................................................GC-4 15. HOOK-UP CHARGES.................................................................................................GC-4 16. HOUSE PADS..............................................................................................................GC-4 17. RESPONSIBILITY FOR COSTS................................................................................GC-4 18. DEVELOPER'S DEFAULT.........................................................................................GC-6 19. MISCELLANEOUS A. Construction Trailers........................................................................................GC-6 B. Postal Service ....................................................................................................GC-6 C. Third Parties......................................................................................................GC-6 D. Breach of Contract............................................................................................GC-6 E. Severability .......................................................................................................GC-6 F. Building Permits...............................................................................................GC-6 G. Waivers/Amendments.......................................................................................GC-6 H. Release..............................................................................................................GC-7 I. Insurance ...........................................................................................................GC-7 i J. Remedies...........................................................................................................GC-7 K. Assignability .....................................................................................................GC-7 L. Construction Hours...........................................................................................GC-7 M. Noise Amplification..........................................................................................GC-7 N. Access...............................................................................................................GC-8 O. Storm Sewer Maintenance................................................................................GC-8 P. Soil Treatment Systems....................................................................................GC-8 Q. Variances...........................................................................................................GC-8 R. Compliance with Laws, Ordinances, and Regulations .....................................GC-8 S. Proof of Title.....................................................................................................GC-8 T. Soil Conditions..................................................................................................GC-8 U. Soil Correction..................................................................................................GC-9 V. Haul Routes............................................................................................................GC-9 W. Development Signs................................................................................................GC-9 X. Construction Plans.................................................................................................GG9 Y. As -Built Lot Surveys.............................................................................................GC-9 ii CITY OF CHANHASSEN DEVELOPMENT CONTRACT (Developer Installed Improvements) FRETHAM 15' ADDITION AGREEMENT dated August 26, 2013 by and between the CITY OF CHANHASSEN, a Minnesota municipal corporation (the "City"), and, Chaska Road, LLC, a Minnesota Limited Liability Company (the "Developer"). 1. Request for Plat Approval. The Developer has asked the City to approve a plat for Fretham 15'h Addition (referred to in this Contract as the "plat"). The land is legally described on the attached Exhibit "A". 2. Conditions of Plat Approval. The City hereby approves the plat on condition that the Developer enter into this Contract, furnish the security required by it, and record the plat with the County Recorder or Registrar of Titles within 30 days after the City Council approves the plat. 3. Development Plans. The plat shall be developed in accordance with the following plans. The plans shall not be attached to this Contract. With the exception of Plan A, the plans may be prepared, subject to City approval, after entering the Contract, but before commencement of any work in the plat. If the plans vary from the written terms of this Contract, the written terms shall control. The plans are: Plan A: Final plat approved August 26, 2013, prepared by Pellinen Land Surveying, Inc. Plan B: Grading, Drainage and Erosion Control Plan dated July 15, 2013, prepared by Campion Engineering Services, Inc. Plan C: Landscape Plan dated July 15, 2013, prepared by Campion Engineering Services, Inc. 4. Improvements. The Developer shall install and pay for the following: A. Storm Water Drainage System B. Site Grading/Restoration C. Setting of Lot and Block Monuments D. Surveying and Staking E. Landscaping F. Erosion Control SP -1 5. Time of Performance. The Developer shall install all required improvements by November 15, 2013. The Developer may, however, request an extension of time from the City Engineer. If an extension is granted, it shall be conditioned upon updating the security posted by the Developer to reflect cost increases and the extended completion date. 6. Security. To guarantee compliance with the terms of this Contract, payment of special assessments, payment of the costs of all public improvements, and construction of all public improvements, the Developer shall furnish the City with a letter of credit in the form attached hereto, from a bank acceptable to the City, or cash escrow ("security") for $34,088.43. The amount of the security was calculated as 110% of the following: Site Grading, Erosion Control, Restoration $ 14,375.00 Sub -total, Construction Costs $14,375.00 Engineering, surveying, and inspection (7% of construction costs) $ 1,006.25 Landscaping (2% of construction costs) $ 287.50 Special assessments (to be re -assessed to the lots and outlots in the final plat) $ 15,320.73 Sub -total, Other Costs $16,614.48 TOTAL COST OF PUBLIC IMPROVEMENTS $ 30,989.48 SECURITY AMOUNT 110% of $30 89.4 $34,088.43 This breakdown is for historical reference; it is not a restriction on the use of the security. The security shall be subject to the approval of the City. The City may draw down the security, without notice, for any violation of the terms of this Contract. If the required public improvements are not completed at least thirty (30) days prior to the expiration of the security, the City may also draw it down. If the security is drawn down, the draw shall be used to cure the default. With City approval, the security may be reduced from time to time as financial obligations are paid, but in no case shall the security be reduced to a point less than 10% of the original amount until (1) all improvements have been completed, (2) iron monuments for lot comers have been installed, (3) all financial obligations to the City satisfied, (4) the required `record" plans have been received by the City, (5) a warranty security is provided, and (6) the public improvements are accepted by the City. 7. Notice. Required notices to the Developer shall be in writing, and shall be either hand delivered to the Developer, its employees or agents, or mailed to the Developer by registered mail at the following address: Curt Fretham Chaska Road, LLC 15400 highway 7 Minnetonka, MN 55346 Phone: 952-930-3000 SP -2 Notices to the City shall be in writing and shall be either hand delivered to the City Manager, or mailed to the City by certified mail in care of the City Manager at the following address: Chanhassen City Hall, 7700 Market Boulevard, P.O. Box 147, Chanhassen, Minnesota 55317, Telephone (952) 227-1100. 8. Other Special Conditions. A. SECURITIES AND FEES A $34,088.43 letter of credit or escrow for the developer -installed improvements, the $36,386.65 cash administration fee and the fully -executed development contract must be submitted and shall be submitted prior to scheduling a pre -construction meeting. The cash fee was calculated as follows: Administration fee: 3% of $14,375 = $ 431.25 GIS fee: $25 (plat) +($10/parcel x 4 parcels) _ $ 65.00 Surface Water Management fee $ 11,083.40 Park dedication fee: 3 parcels x $5,800/parcel $ 17,400.00 Partial sanitary sewer hookup fee: 3 units x $651.00/unit = $ 1,953.00 Partial watermain hookup fee: 3 units x $1,818.00hmit = $ 5,454.00 Total cash fees $ 36,386.65 B. BUILDING OFFICIAL CONDITIONS OF APPROVAL 1. The applicant must apply for the appropriate permit(s) required for the demolition or moving of any existing structures. 2. A final grading plan and soils report must be submitted to the Inspections Division before building permits can be issued. 3. Retaining walls over four feet high require a permit and must be designed by a professional engineer. 4. Each lot must be provided with separate sewer and water services. 5. A 1:200 scale plat drawing for addressing purposes shall be provided. C. ENGINEERING DEPARTMENT CONDITIONS OF APPROVAL The property was assessed $12,793 for the installation of sewer and water services to Lots 1, 3 and 4 in conjunction with City Project 13-01. This assessment must be paid with the final plat or reapportioned as follows: Lot 1: $4,264.34 and Lots 3 and 4: $4,264.33 per lot. SP -3 2. The $2,527.73 street assessment must be paid with the final plat or reassessed to Lot 2, Block 1 Fretham 15`h Addition. 3. Based on the elevation of the existing sanitary sewer and the proposed home elevation on Lot 1, this home cannot be serviced by gravity sanitary sewer. Staff requests that the developer disclose this information to prospective buyers. 4. Lots 1, 3 and 4 will be subject to the City sewer and water hook-up charges and the Metropolitan Council Sanitary Access Charge. Thirty percent of the charges are due with the final plat. The remaining 70 percent is due with the building permit at the rate in effect at the time. Water: 3 units x $1,818/unit = $5,554 Sewer: 3 units x $651/unit = $1,953 5. The developer must obtain a MnDOT drainage permit. 6. Minimum low floor opening must provide a minimum of three feet of free board protection from EOF of ditch along Chaska Road. 7. If the proposed area to be disturbed is greater than one (1) acre, the applicant will be required to obtain a NPDES Construction Permit. Proof of permit and a Surface Water Pollution Prevention Plan must be submitted to the City for review and comment. 8. Silt fence or other appropriate sediment control BMP shall be installed along the frontage for Chaska Road. 9. The drainage and utility easement shall include all wetland buffer areas. 10. Wetland buffer monument placement shall be indicated on the plan set and shall be installed by the applicant before release of the final plat. 11. The SWMP fees due at final plat are $11,083.40. 12. The existing well on the property must be abandoned. D. NATURAL RESOURCE SPECIALIST CONDITIONS OF APPROVAL 1. Each lot will be required to plant one overstory tree in the front yard per city ordinance. 2. Building permit survey for each lot shall be required to show all inventoried trees and their removal or preservation status. 3. Landscaping shall be installed according to the plan dated 12/17/2012. NZ! E. PARKS AND RECREATION DIRECTOR CONDMONS OF APPROVAL 1. The developer shall pay park dedication fees at the rate in force upon final plat approval for three of the four lots prior to recording the final plat. F. PLANNING DEPARTMENT CONDMONS OF APPROVAL 1. The shed located in the northeast corner of the property must be demolished or removed. 9. General Conditions. The general conditions of this Contract are attached as Exhibit "B" and incorporated herein. [Remainder of Page Intentionally Left Blank] SP -5 M (SEAL) F\2I�7i CITY OF CHANHASSEN Thomas A. Furlong, Mayor Todd Gerhardt, City Manager Chaska Road, LLC: aw STATE OF MINNESOTA ) (ss. COUNTY OF CARVER ) Karen Fretham, Chief Manager The foregoing instrument was acknowledged before me this _ day of 2013, by Thomas A. Furlong, Mayor, and by Todd Gerhardt, City Manager, of the City of Chanhassen, a Minnesota municipal corporation, on behalf of the corporation and pursuant to the authority granted by its City Council. NOTARY PUBLIC STATE OF MINNESOTA ) ( ss. COUNTY OF ) The foregoing instrument was acknowledged before me this _ day of , 2013, by Karen Fretham, Chief Manager of Chaska Road, LLC, a Minnesota Limited Liability Company, on behalf of the company. DRAFTED BY: City of Chanhassen 7700 Market Boulevard P.O. Box 147 Chanhassen, MN 55317 (952) 227-1100 SP -6 NOTARY PUBLIC EXHIBIT "A" TO DEVELOPMENT CONTRACT LEGAL DESCRIPTION OF SUBJECT PROPERTY: Lot F, Bardwell Acres, Lake Minnetonka. MORTGAGE HOLDER CONSENT TO DEVELOPMENT CONTRACT which holds a mortgage on the subject property, the development of which is governed by the foregoing Development Contract, agrees that the Development Contract shall remain in full force and effect even if it forecloses on its mortgage. Dated this _ day of 20_ STATE OF MINNESOTA ) ( ss. COUNTY OF ) The foregoing instrument was acknowledged before me this _ day of 20_, by NOTARY PUBLIC DRAFTED BY: City of Chanhassen 7700 Market Boulevard P.O. Box 147 Chanhassen, MN 55317 (952)227-1100 FEE OWNER CONSENT TO DEVELOPMENT CONTRACT fee owners of all or part of the subject property, the development of which is governed by the foregoing Development Contract, aff rn and consent to the provisions thereof and agree to be bound by the provisions as the same may apply to that portion of the subject property owned by them. Dated this _ day of 20_. STATE OF MINNESOTA ) ( ss. COUNTY OF ) The foregoing instrument was acknowledged before me this day of 20_, by NOTARY PUBLIC DRAFTED BY: City of Chanhassen 7700 Market Boulevard P.O. Box 147 Chanhassen, MN 55317 (952)227-1100 RZREVOCABLE LETTER OF CREDIT No. _ Date: TO: City of Chanhassen 7700 Market Boulevard, Box 147 Chanhassen, Minnesota 55317 Dear Sir or Madam: We hereby issue, for the account of (Name of Developed and in your favor, our Irrevocable Letter of Credit in the amount of $ available to you by your draft drawn on sight on the undersigned bank. The draft must: a) Bear the clause, "Drawn under Letter of Credit No. dated 2 of (Name of Bank,)" b) Be signed by the Mayor or City Manager of the City of Chanhassen. c) Be presented for payment at (Address of Bank) on or before 4:00 p.m. on November 30, This Letter of Credit shall automatically renew for successive one-year terms unless, at least forty- five (45) days prior to the next annual renewal date (which shall be November 30 of each year), the Bank delivers written notice to the Chanhassen City Manager that it intends to modify the terms of, or cancel, this Letter of Credit. Written notice is effective if sent by certified mail, postage prepaid, and deposited in the U.S. Mail, at least forty-five (45) days prior to the next annual renewal date addressed as follows: Chanhassen City Manager, Chanhassen City Hall, 7700 Market Boulevard, P.O. Box 147, Chanhassen, MN 55317, and is actually received by the City Manager at least thirty (30) days prior to the renewal date. This Letter of Credit sets forth in full our understanding which shall not in any way be modified, amended, amplified, or limited by reference to any document, instrument, or agreement, whether or not referred to herein. This Letter of Credit is not assignable. This is not a Notation Letter of Credit. More than one draw may be made under this Letter of Credit. This Letter of Credit shall be governed by the most recent revision of the Uniform Customs and Practice for Documentary Credits, International Chamber of Commerce Publication No. 600. We hereby agree that a draft drawn under and in compliance with this Letter of Credit shall be duly honored upon presentation. FYA Its CITY OF CHANHASSEN DEVELOPMENT CONTRACT (Developer Installed Improvements) 0.4:111130".0 1. Right to Proceed. Within the plat or land to be platted, the Developer may not grade or otherwise disturb the earth, remove trees, construct sewer lines, water lines, streets, utilities, public or private improvements, or any buildings until all the following conditions have been satisfied: 1) this agreement has been fully executed by both parties and filed with the City Clerk, 2) the necessary security and fees have been received by the City, 3) the plat has been recorded with the County Recorder's Office or Registrar of Title's Office of the County where the plat is located, and 4) the City Engineer has issued a letter that the foregoing conditions have been satisfied and then the Developer may proceed. 2. Changes in Official Controls. For two (2) years from the date of this Contract, no amendments to the City s Comprehensive Plan, except an amendment placing the plat in the current urban service area, or official controls shall apply to or affect the use, development density, lot size, lot layout or dedications of the approved plat unless required by state or federal law or agreed to in writing by the City and the Developer. Thereafter, notwithstanding anything in this Contract to the contrary, to the full extent permitted by state law the City may require compliance with any amendments to the City s Comprehensive Plan, official controls, platting or dedication requirements enacted after the date of this Contract. 3. Improvements. The improvements specified in the Special Provisions of this Contract shall be installed in accordance with City standards, ordinances, and plans and specifications which have been prepared and signed by a competent registered professional engineer furnished to the City and approved by the City Engineer. The Developer shall obtain all necessary permits from the Metropolitan Council Environmental Services and other pertinent agencies before proceeding with construction. The City will, at the Developer's expense, have one or more construction inspectors and a soil engineer inspect the work on a full or part-time basis. The Developer shall also provide a qualified inspector to perforin site inspections on a daily basis. Inspector qualifications shall be submitted in writing to the City Engineer. The Developer shall instruct its project engineer/inspector to respond to questions from the City Inspector(s) and to make periodic site visits to satisfy that the construction is being performed to an acceptable level of quality in accordance with the engineer's design. The Developer or his engineer shall schedule a preconstruction meeting at a mutually agreeable time at the City Council chambers with all parties concerned, including the City staff, to review the program for the construction work. 4. Iron Monuments. Before the security for the completion of utilities is released, all monuments must be correctly placed in the ground in accordance with Minn. Stat. § 505.02, Subd. GC -1 1. The Developer's surveyor shall submit a written notice to the City certifying that the monuments have been installed. 5. License. The Developer hereby grants the City, its agents, employees, officers and contractors a license to enter the plat to perform all work and inspections deemed appropriate by the City in conjunction with plat development. 6. Site Erosion and Sediment Control. Before the site is rough graded, and before any utility construction is commenced or building permits are issued, the erosion and sediment control plan, Plan B, shall be implemented, inspected, and approved by the City. The City may impose additional erosion and sediment control requirements if they would be beneficial. All areas disturbed by the excavation and backfilling operations shall be reseeded forthwith after the completion of the work in that area. Except as otherwise provided in the erosion and sediment control plan, seed shall be certified seed to provide a temporary ground cover as rapidly as possible. All seeded areas shall be fertilized, mulched, and disc anchored as necessary for seed retention. The parties recognize that time is of the essence in controlling erosion and sediment transport. If the Developer does not comply with the erosion and sediment control plan and schedule of supplementary instructions received from the City, the City may take such action as it deems appropriate to control erosion and sediment transport at the Developer's expense. The City will endeavor to notify the Developer in advance of any proposed action, but failure of the City to do so will not affect the Developer's and City's rights or obligations hereunder. No development will be allowed and no building permits will be issued unless the plat is in fiill compliance with the erosion and sediment control requirements. Erosion and sediment control needs to be maintained until vegetative cover has been restored, even if construction has been completed and accepted. After the site has been stabilized to where, in the opinion of the City, there is no longer a need for erosion and sediment control, the City will authorize the removal of the erosion and sediment control, i.e. hay bales and silt fence. The Developer shall remove and dispose of the erosion and sediment control measures. 6a. Erosion Control During Construction of a Dwelling or Other Building. Before a building permit is issued for construction of a dwelling or other building on a lot, a $500.00 cash escrow or letter of credit per lot shall also be furnished to the City to guarantee compliance with City Code § 7-22. 7. Clean up. The Developer shall maintain a neat and orderly work site and shall daily clean, on and off site, dirt and debris, including blowables, from streets and the surrounding area that has resulted from construction work by the Developer, its agents or assigns. 8. Acceptance and Ownership of Improvements. Upon completion and acceptance by the City of the work and construction required by this Contract, the improvements lying within public easements shall become City property. After completion of the improvements, a representative of the contractor, and a representative of the Developer's engineer will make a final inspection of the work with the City Engineer. Before the City accepts the improvements, the City Engineer shall be satisfied that all work is satisfactorily completed in accordance with the approved plans and specifications and the Developer and his engineer shall submit a written statement to the GC -2 I City Engineer certifying that the project has been completed in accordance with the approved plans and specifications. The appropriate contractor waivers shall also be provided. Final acceptance of the public improvements shall be by City Council resolution. 9. Claims. In the event that the City receives claims from laborers, materialmen, or others that work required by this Contract has been performed, the sums due them have not been paid, and the laborers, materialmen, or others are seeking payment out of the financial guarantees posted with the City, and if the claims are not resolved at least ninety (90) days before the security required by this Contract will expire, the Developer hereby authorizes the City to commence an Interpleader action pursuant to Rule 22, Minnesota Rules of Civil Procedure for the District Courts, to draw upon the letters of credit in an amount up to 125% of the claim(s) and deposit the fiords in compliance with the Rule, and upon such deposit, the Developer shall release, discharge, and dismiss the City from any further proceedings as it pertains to the letters of credit deposited with the District Court, except that the Court shall retain jurisdiction to determine attorneys' fees. 10. Park Dedication. The Developer shall pay full park dedication fees in conjunction with the installation of the plat improvements. The park dedication fees shall be the current amount in force at the time of final platting pursuant to Chanhassen City Ordinances and City Council resolutions. 11. Landscaping. Landscaping shall be installed in accordance with Plan D. Unless otherwise approved by the City, trees not listed in the City's approved tree list are prohibited. The minimum tree size shall be two and one-half (N) inches caliper, either bare root in season, or balled and burlapped. The trees may not be planted in the boulevard (area between curb and property line). In addition to any sod required as a part of the erosion and sediment control plan, Plan B, the Developer or lot purchaser shall sod the boulevard area and all drainage ways on each lot utilizing a minimum of four (4) inches of topsoil as a base. Seed or sod shall also be placed on all disturbed areas of the lot. If these improvements are not in place at the time a certificate of occupancy is requested, a financial guarantee of $750.00 in the form of cash or letter of credit shall be provided to the City. These conditions must then be complied with within two (2) months after the certificate of occupancy issued, except that if the certificate of occupancy is issued between October 1 through May I these conditions must be complied with by the following July 1 st. Upon expiration of the time period, inspections will be conducted by City staff to verify satisfactory completion of all conditions. City staff will conduct inspections of incomplete items with a $50.00 inspection fee deducted from the escrow fund for each inspection. After satisfactory inspection, the financial guarantee shall be returned. If the requirements are not satisfied, the City may use the security to satisfy the requirements. The City may also use the escrowed funds for maintenance of erosion control pursuant to City Code Section 7-22 or to satisfy any other requirements of this Contract or of City ordinances. These requirements supplement, but do not replace, specific landscaping conditions that may have been required by the City Council for project approval. 12. Warranty. The Developer warrants all improvements required to be constructed by it pursuant to this Contract against poor material and faulty workmanship. The Developer shall submit either 1) a warranty/maintenance bond for 100% of the cost of the improvement, or 2) a letter of credit for twenty-five percent (25%) of the amount of the original cost of the improvements. GC -3 A. The required warranty period for materials and workmanship for the utility contractor installing public storm sewer shall be two (2) years from the date of final written City acceptance of the work. B. The required warranty period for sod, trees, and landscaping is one full growing season following acceptance by the City. 13. Lot Plans. Prior to the issuance of building permits, an acceptable Grading, Drainage, Erosion Control including silt fences, and Tree Removal Plan shall be submitted for each lot for review and approval by the City Engineer. Each plan shall assure that drainage is maintained away from buildings and that tree removal is consistent with development plans and City Ordinance. 14. Existing Assessments. Any existing assessments against the plat will be re -spread against the plat in accordance with City standards. 15. Hook-up Charges.. At the time of final plat approval the Developer shall pay 30% of the City Sewer Hook-up charge and 30% of the City Water hook up charge for each lot in the plat in the amount specified in Special Provision, Paragraph 8, of this Development Contract. The balance of the hook-up charges is collected at the time building permits are issued are based on 70% of the rates then in effect, unless a written request is made to assess the costs over a four year term at the rates in effect at time of application. 16. House Pads. The Developer shall promptly furnish the City "as -built" plans indicating the amount, type and limits of fill on any house pad location. 17. Responsibility for Costs. A. The Developer shall pay an administrative fee in conjunction with the installation of the plat improvements. This fee is to cover the cost of City Staff time and overhead for items such as review of construction documents, preparation of the Development Contract, monitoring construction progress, processing pay requests, processing security reductions, and final acceptance of improvements. This fee does not cover the City's cost for construction inspections. The fee shall be calculated as follows: i) if the cost of the construction of public improvements is less than $500,000, three percent (3%) of construction costs; ii) if the cost of the construction of public improvements is between $500,000 and $1,000,000, three percent (3%) of construction costs for the first $500,000 and two percent (20/6) of construction costs over $500,000; iii) if the cost of the construction of public improvements is over $1,000,000, two and one-half percent (2'/:%) of construction costs for the first $1,000,000 and one and one-half percent (1'/z%) of construction costs over $1,000,000. GC -4 Before the City signs the final plat, the Developer shall deposit with the City a fee based upon construction estimates. After construction is completed, the final fee shall be determined based upon actual construction costs. The cost of public improvements is defined in paragraph 6 of the Special Provisions. B. In addition to the administrative fee, the Developer shall reimburse the City for all costs incurred by the City for providing construction and erosion and sediment control inspections. This cost will be periodically billed directly to the Developer based on the actual progress of the construction. Payment shall be due in accordance with Article 17E of this Agreement. C. The Developer shall hold the City and its officers and employees hamiless from claims made by itself and third parties for damages sustained or costs incurred resulting from plat approval and development. The Developer shall indemnify the City and its officers and employees for all costs, damages, or expenses which the City may pay or incur in consequence of such claims, including attorneys' fees. D. In addition to the administrative fee, the Developer shall reimburse the City for costs incurred in the enforcement of this Contract, including engineering and attorneys' fees. E. The Developer shall pay in full all bills submitted to it by the City for obligations incurred under this Contract within thirty (30) days after receipt. If the bills are not paid on time, the City may halt all plat development work and construction, including but not limited to the issuance of building permits for lots which the Developer may or may not have sold, until the bills are paid in full. Bills not paid within thirty (30) days shall accrue interest at the rate of 8% per year. F. In addition to the charges and special assessments referred to herein, other charges and special assessments may be imposed such as, but not limited to, sewer availability charges ("SAC"), City water connection charges, City sewer connection charges, and building permit fees. G. Private Utilities. The Developer shall have installed and pay for the installation of electrical, natural gas, telephone, and cable television service in conjunction with the overall development improvements. These services shall be provided in accordance with each of the respective franchise agreements held with the City. H. The developer shall pay the City a fee established by City Council resolution, to reimburse the City for the cost of updating the City's base maps, GIS data base files, and converting the plat and record drawings into an electronic format. Record drawings must be submitted within four months of final acceptance of public utilities. All digital information submitted to the City shall be in the Carver County Coordinate system. 18. Developer's Default. In the event of default by the Developer as to any of the work to be performed by it hereunder, the City may, at its option, perform the work and the Developer shall promptly reimburse the City for any expense incurred by the City, provided the Developer is 10M first given notice of the work in default, not less than four (4) days in advance. This Contract is a license for the City to act, and it shall not be necessary for the City to seek a Court order for permission to enter the land. When the City does any such work, the City may, in addition to its other remedies, assess the cost in whole or in part. 19. Miscellaneous. A. Construction Trailers. Placement of on-site construction trailers and temporary job site offices shall be approved by the City Engineer as a part of the pre -construction meeting for installation of public improvements. Trailers shall be removed from the subject property within thirty (30) days following the acceptance of the public improvements unless otherwise approved by the City Engineer. B. Postal Service. The Developer shall provide for the maintenance of postal service in accordance with the local Postmaster's request. C. Third Parties. Third parties shall have no recourse against the City under this Contract. The City is not a guarantor of the Developer's obligations under this Contract. The City shall have no responsibility or liability to lot purchasers or others for the City's failure to enforce this Contract or for allowing deviations from it. D. Breach of Contract. Breach of the terms of this Contract by the Developer shall be grounds for denial of building permits, including lots sold to third parties. The City may also issue a stop work order halting all plat development until the breach has been cured and the City has received satisfactory assurance that the breach will not reoccur. E. Severability. If any portion, section, subsection, sentence, clause, paragraph, or phrase of this Contract is for any reason held invalid, such decision shall not affect the validity of the remaining portion of this Contract. F. Building Permits. Building permits will not be issued in the plat until the storm sewer has been installed, tested, and accepted by the City, and the site graded and revegetated in accordance with Plan B of the development plans. G. Waivers/Amendments. The action or inaction of the City shall not constitute a waiver or amendment to the provisions of this Contract. To be binding, amendments or waivers shall be in writing, signed by the parties and approved by written resolution of the City Council. The City's failure to promptly take legal action to enforce this Contract shall not be a waiver or release. H. Release. This Contract shall run with the land and may be recorded against the title to the property. After the Developer has completed the work required of it under this Contract, at the Developer's request the City Manager will issue a Certificate of Compliance. Prior to the issuance of such a certificate, individual lot owners may make as written request for a certificate applicable to an individual lot allowing a minimum of ten (10) days for processing. GC -6 I. Insurance. Developer shall take out and maintain until six (6) months after the City has accepted the public improvements, public liability and property damage insurance covering personal injury, including death, and claims for property damage which may arise out of Developer's work or the work of its subcontractors or by one directly or indirectly employed by any of them. Limits for bodily injury and death shall be not less than $500,000 for one person and $1,000,000 for each occurrence; limits for property damage shall be not less than $500,000 for each occurrence; or a combination single limit policy of $1,000,000 or more. The City shall be named as an additional insured on the policy, and the Developer shall file with the City a certificate evidencing coverage prior to the City signing the plat. The certificate shall provide that the City must be given ten (10) days advance written notice of the cancellation of the insurance. The certificate may not contain any disclaimer for failure to give the required notice. J. Remedies. Each right, power or remedy herein conferred upon the City is cumulative and in addition to every other right, power or remedy, expressed or implied, now or hereafter arising, available to City, at law or in equity, or under any other agreement, and each and every right, power and remedy herein set forth or otherwise so existing may be exercised from time to time as often and in such order as may be deemed expedient by the City and shall not be a waiver of the right to exercise at any time thereafter any other right, power or remedy. K. Assignability. The Developer may not assign this Contract without the written permission of the City Council. The Developer's obligation hereunder shall continue in full force and effect even if the Developer sells one or more lots, the entire plat, or any part of it. L. Construction Hours. Construction hours, including pick-up and deliveries of material and equipment and the operation of any internal combustion engine, may only occur from 7:00 am. to 6:00 p.m. on weekdays, from 9:00 am. to 5:00 p.m. on Saturdays with no such activity allowed on Sundays or on legal holidays. Contractors must require their subcontractors, agents and supplies to comply with these requirements and the Contractor is responsible for their failure to do so. Under emergency conditions, this limitation may be waived by the written consent of the City Engineer. If construction occurs outside of the permitted construction hours, the Contractor shall pay the following administrative penalties: First violation $ 500.00 Second violation $ 1,000.00 Third & subsequent violations All site development and construction must cease for seven (7) calendar days A Noise A=mplification. The use of outdoor loudspeakers, bullhoms, intercoms, and similar devices is prohibited in conjunction with the construction of homes, buildings, and the improvements required under this contract. The administrative penalty for violation of construction hours shall also apply to violation of the provisions in this paragraph. N. Access. All access to the plat prior to the City accepting the roadway improvements shall be the responsibility of the Developer regardless if the City has issued building permits or occupancy permits for lots within the plat. GC -7 O. Storm Sewer Maintenance. The Developer shall be responsible for cleaning and maintenance of the storm sewer system (including ponds, pipes, catch basins, culverts and swales) within the plat and the adjacent off-site storm sewer system that receives storm water from the plat. The Developer shall follow all instructions it receives from the City concerning the cleaning and maintenance of the storm sewer system. The Developer's obligations under this paragraph shall end two (2) years after the public street and storm drainage improvements in the plat have been accepted by the City. Twenty percent (20%) of the storm sewer costs, shown under section 6 of the special provisions of this contract, will be held by the City for the duration of the 2 -year maintenance period. P. Soil Treatment Systems. If soil treatment systems are required, the Developer shall clearly identify in the field and protect from alteration, unless suitable alternative sites are first provided, the two soil treatment sites identified during the platting process for each lot. This shall be done prior to the issuance of a Grading Pemrit. Any violation/disturbance of these sites shall render them as unacceptable and replacement sites will need to be located for each violated site in order to obtain a building permit. Q. Variances. By approving the plat, the Developer represents that all lots in the plat are buildable without the need for variances from the City's ordinances. R. Compliance with Laws. Ordinances, and Regulations. In the development of the plat the Developer shall comply with all laws, ordinances, and regulations of the following authorities: 1. City of Chanhassen; 2. State of Minnesota, its agencies, departments and commissions; 3. United States Army Corps of Engineers; 4. Watershed District(s); 5. Metropolitan Government, its agencies, departments and commissions. S. Proof of Title. Upon request, the Developer shall fiunish the City with evidence satisfactory to the City that it has the authority of the fee owners and contract for deed purchasers to enter into this Development Contract. T. Soil Conditions. The Developer acknowledges that the City makes no representations or warranties as to the condition of the soils on the property or its fitness for construction of the improvements or any other purpose for which the Developer may make use of such property. The Developer firrther agrees that it will indemnify, defend, and hold harmless the City, its governing body members, officers, and employees from any claims or actions arising out of the presence, if any, of hazardous wastes or pollutants on the property, unless hazardous wastes or pollutants were caused to be there by the City. U. Soil Correction. The Developer shall be responsible for soil correction work on the property. The City makes no representation to the Developer concerning the nature of suitability of soils nor the cost of correcting any unsuitable soil conditions which may exist. On lots GC -8 which have no fill material a soils report from a qualified soils engineer is not required unless the City's building inspection department determines from observation that there may be a soils problem. On lots with fill material that have been mass graded as part of a multi -lot grading project, a satisfactory soils report from a qualified soils engineer shall be provided before the City issues a building permit for the lot. On lots with fill material that have been custom graded, a satisfactory soils report from a qualified soils engineer shall be provided before the City inspects the foundation for a building on the lot. V. Haul Routes. The Developer, the Developer's contractors or subcontractors must submit proposed haul routes for the import or export of soil, construction material, construction equipment or construction debris, or any other purpose. All haul routes must be approved by the City Engineer W. Development Sigos. The Developer shall post a six foot by eight foot development sign in accordance with City Detail Plate No. 5313 at each entrance to the project. The sign shall be in place before construction of the required improvements commences and shall be removed when the required improvements are completed, except for the final lift of asphalt on streets. The signs shall contain the following information: project name, name of developer, developer's telephone number and designated contact person, allowed construction hours. X. Construction Plans. Upon final plat approval, the developer shall provide the City with two complete sets of full-size construction plans and four sets of 11"x17" reduced construction plan sets and three sets of specifications. Within four months after the completion of the utility improvements and before the security is released, the Developer shall supply the City with the following: (1) a complete set of reproducible Mylar as -built plans, (2) two complete full- size sets of blue line/paper as -built plans, (3) location of buried fabric used for soil stabilization, (4) bench mark network, and (5) digital file of as -built plans in both Axf & .tif format (the Axf file must be tied to the current county coordinate system). The Developer is required to submit the final plat in electronic format. Y. As -Built Lot Surveys. An as -built lot survey will be required on all lots prior to the Certificate of Occupancy being issued. The as -built lot survey must be prepared, signed, and dated by a Registered Land Surveyor. Sod and the bituminous driveways must be installed before the as -built survey is completed. If the weather conditions at the time of the as -built are not conducive to paving the driveway and/or installing sod, a temporary Certificate of Occupancy may be issued and the as -built escrow withheld until all work is complete. LCM, 13 - rJ 4 Chanhassen City Council — August 26, 2013 5. Fretham 15'6 Addition, 6300 Chaska Road, Applicant: Curt Fretham: a. Final Plat Approval. b. Approval of Development Contract. 7. Surface Water Management Plan Update: Award of Contract. All voted in favor and the motion carried unanimously with a vote of 5 to 0. VISITOR PRESENTATIONS. None. LAW ENFORCEMENT/FIRE DEPARTMENT UPDATE. Lt. Jeff Enevold: Good evening Mr. Mayor, council. I got a short power point for you here and I also have our School Resource Officer, Bob Zydowsky who's going to give an update on the 2013/2014 school year. Just wanted to update you on National Night Out. Before we got to National Night Out Beth came into my office a couple weeks before and said what can we do to kind of make things new and make things a little bit more exciting on National Night Out. So I thought about it and I said to Beth, why don't we implement some of the programs that we've done in our Citizens Academy and bring them out to the neighborhoods and see what they think about it so one of the things we did here is we purchased a mat that goes with the DWI goggles that you have to walk down and this was really a big hit in some of the neighborhoods. Some of the kids got involved. You'll see some of the, and some of the kids just goofed around and played on it. Some other things that we implemented were, we talked about let's bring the taser out there so we got a cardboard target. We brought the tasers out and we let some of the folks shoot some training rounds and we also brought out our preliminary breath test which gives you an alcohol reading and we showed them how to use that and we brought some Bianca in case anybody didn't have any beers at their party so brought some Bianca and kind of showed them how that worked and it was pretty successful. I mean I think they really enjoyed it and it kind of gives them a feel of some of the things that we do and changes things up a little bit so. And then we also showed off the squad cars that we have. We've got some great equipment in there and hopefully that's a recruit we got sitting behind the wheel there so. And then you can see some more, Sergeant Bromwell was at this neighborhood and I think Todd and Laurie were with John so great, great event. Then you can see how National Night Out ended there. The Chanhassen storm rolled in and kind of put a damper on things so we had to call it quits early. And I'll ask Bob to come up here and kind of give his update on the upcoming school year in the Chanhassen High School. Bob Zydowsky: Thank you Mayor. Mayor Furlong: Good evening. Bob Zydowsky: City Council for having me. I guess I'm just going to kind of go through some of the things I do to get ready for school. You know there was a buzz today at school, the teachers are back. They're getting their bulletin boards ready and it's alive and well at Chanhassen High School but you know some of the things I've done this past year in January, the 3 of us always attend a conference in Duluth. Minnesota Juvenile Officers Association. There's about 250 officers that attend that so it's a great conference to network with other SRO's from different communities. Kind of talk about how they're doing different types of things. This year in January if we're approved to go there so I can do some live exercises with lockdowns and those sorts of things. This past February I attended a Prepare class, kind of a crisis prevention and a preparedness with school safety planning. That was sponsored through the school district. And in early June Mental Health for Teens was sponsored by the Carver SCANNED Chanhassen City Council — August 26, 2013 David Hodell: Yep Mayor Furlong: Ali Muffenbier. Bailey Muffenbier. Nick Olson. Laura Price. Jake Smith. Sam Smith. Let's give them a round of applause. (A picture was taken of all the volunteers with Mayor Furlong.) Mayor Furlong: Thanks so much. We really appreciate your help. Just a quick follow-up for those watching. Mitch or Mr. Hoffman, for people that might be interested in participating next year, the information was out in the Connection I assume or on the website, is that correct? Mitch Johnson: In the summer Connection we'll post that. Mayor Furlong: In the summer Connection next year? Okay, very good. Thank you. Let's move on now with our agenda items. The fast set will be on the consent agenda. CONSENT AGENDA: Mayor Furlong: I know Mr. McDonald you had an item that you wanted to remove from the consent agenda for separate discussion. Councilman McDonald: Yes Mr. Mayor. I would like to remove item number 6 which is the approval of the resolution of support for Southwest Transit for discussion among council. Mayor Furlong: Are you looking for a long discussion? Should we bring that up after the law enforcement presentations or under new business? Councilman McDonald: Wherever you want to put it, I'm fine with that. Mayor Furlong: Why don't we just bring it up under, we'll add new business after G after H, if that's okay. Councilman McDonald: That's okay with me. Mayor Furlong: Alright, thank you. Any other items? Items 1 through 7 excluding 6 under E. Councilman Laufenburger moved, Councilwoman Ernst seconded to approve the following consent agenda items pursuant to the City Manager's recommendations: 1. Approval of City Council Minutes dated August 12, 2013. 2. Receive Park and Recreation Commission Minutes dated July 23, 2013. 3. Approve Amendment to Pages SP -2 and SP -3 of The Preserve at Bluff Creek 5fh Addition Development Contract. 4. Bluff Creek Woods, 7331 Hazeltine Boulevard, Applicant: Martin Schutrop: a. Final Plat Approval. b. Approval of Development Contract. 2 J VA February 26, 2013 Mr. Curt Fretham Lakewest Development Co., LLC 15400 Highway 7 Minnetonka, MN 55345 Re: Fretham 15'h Addition Planning Case #2013-04 Todd H/JilUAlvson/Terry/Jerry M/Mark: FRETHAM 15 ADDITION FINAL PLAT is scheduled for the August 26, 2013 City Council meeting. Please review the conditions of approval in this letter with the attached plans and respond to Bob no later than Friday. August 9. 2013. Respond to each condition as follows: • Still applies • Does not apply or has been met • Is modified as follows (include modification) • New condition Dear Mr. Fretham: �0 i`f �0� L'A6c"-� This letter is to confirm that on February 25, 2013 the Chanhassen City Council approved the preliminary plat creating four lots for Fretham 15'h Addition subject to the following conditions: Building Official: 1. The applicant must apply for the appropriate permit(s) required for the demolition or moving of any existing structures. 2. A final grading plan and soils report must be submitted to the Inspections Division before building permits can be issued. 3. Retaining walls over four feet high require a permit and must be designed by a professional engineer. 4. Each lot must be provided with separate sewer and water services Engineering: 1. If the Fretham 15th Addition final plat is approved prior to the assessment hearing for City Project 13-01, each lot within the plat shall be included in the assessment calculation. 2. The sewer and water services to Lots 1, 3 and 4 must be installed prior to the street resurfacing project, as noted on Sheet 4 of the preliminary plans. 3. Based on the elevation of the existing sanitary sewer and the proposed home elevation on Lot 1, this home cannot be serviced by gravity sanitary sewer. Staff requests that the developer disclose this information to prospective buyers. 4. Lots 1, 3 and 4 will be subject to the City sewer and water hook-up charges and the Metropolitan Council Sanitary Access Charge. These fees shall be collected in accordance with the City Code at the rate in effect at the time. 5. The developer must obtain a MnDOT drainage permit. 16, Mr. Curt Fretham Fretham 15`s Addition February 26, 2013 Page 2 6. The drainage from Highway 41 must be included in the stormwater calculations. The drainage calculations must be revised to model the storm depths stipulated in City Code. 7. The existing drainage area boundaries used for the runoff calculations needs to be revised to include all the area draining to the wetlands, including area outside of the proposed development. 8. Ensure that the post -development discharge rates to both wetlands do not exceed the existing condition. 9. It must be shown that the proposed swale along Highway 41 is adequate to handle anticipated flow volumes. 10. The curve number for the wetland areas must be 78. 11. The grading plan must be modified so that the driveway grade for Lot 1 does not exceed 10%. 12. Spot elevations must be shown along the driveway to Lot 1 in order to calculate the cross slope. 13. Note the lowest opening elevation for the home on Lot 4. 14. If the proposed area to be disturbed is greater than one (1) acre, the applicant will be required to obtain a NPDES Construction Permit. Proof of permit and a Surface Water Pollution Prevention Plan must be submitted to the City for review and comment. 15. The proposed culverts shall have filtration logs, appropriate to flow conditions, at their inlets and outlets until vegetation is established within the ditch. 16. A construction entrance shall be shown on the plan set and a detail shall be provided. 17. Silt fence or other appropriate sediment control BMP shall be installed along the frontage for Chaska Road. 18. All silt fence shall use metal t -posts. 19. Sediment protection shall be provided for all wetland areas including those areas off-site to which the site is tributary. 20. The buffer area disturbed for the creation of the pond and drainage, and any other buffer area unacceptable under Section 20-142 shall be seeded with an appropriate seed mix such as State Mix 36-211: Woodland Edge South & West. 21. The drainage and utility easement shall include all wetland buffer areas. 22. Wetland buffer monument placement shall be indicated on the plan set and shall be installed by the applicant before release of the final plat. v Mr. Curt Fretham Fretham 15`h Addition February 26, 2013 Page 3 23. All drainage swales must be stabilized for the final 200 feet before exiting the property or entering a water of the state. The method of stabilization shall be indicated on the plan. 24. The estimated SWMP fees due at final plat are $8,841.00 Natural Resource Specialist: 1. Each lot will be required to plant one overstory tree in the front yard per city ordinance. 2. Building permit survey for each lot shall be required to show all inventoried trees and their removal or preservation status. Park and Recreation: 1. The developer shall pay park dedication fees at the rate in force upon final plat approval for three of the four lots prior to recording the final plat. Planning: 1. The shed located in the northeast corner of the property must be demolished or removed. Final plat documents must be submitted to the City 30 days prior to the City Council meeting in which you wish to have your final plat approved. Conditions of the preliminary plat approval must be addressed for final plat approval. Enclosed is the list of items required for submittal for final plat approval. Should you have any questions, please contact me at (952) 227-1131 or by email at bgenerousE&ci.chanhassen.mn.us. Sincerely, Robert Generous, AICP Senior Planner Enclosure ec: Kate Aanenson, Community Development Director Alyson Fauske, Assistant City Engineer Todd Gerhardt, City Manager Terry Jeffery, Water Resources Coordinator Jerry Mohn, Building Official Enclosure g:lplan\2013 pl=ing cases12013-04 Gelham s bdivision\approval lena prelimAm Littfin, Mark From: Littfin, Mark Sent: Wednesday, July 31, 2013 11:44 AM To: Generous, Bob Subject: Planning case 2013-04 Fretham 15th addition, Chaska Road Robert, I have no issues or concerns at this time. 9VarkLittfin Chanhassen Fire Marshal 7700 Market Blvd. PO box 147 Chanhassen MN. 55317 Direct 952.227.1151 Fax 952.227.1190 Planning Case No. 2G 13 —Gtf CITY OF CHANHASSEN 7700 Market Boulevard - P.O. Box 147 CITU OFCRECEIVED SEN Chanhassen, MN 55317 - (952) 227-1100 JUL '19 2013 DEVELOPMENT REVIEW APPLICATIOIIMANHASSENPLANNING DEPT MIN I it Name and LL Phone:�LS2..930.3060 Fax:9s1-6S3-;jq9" Email: 0, -Ffa / tvtsf- V Loyh Owner Name and Address: Phone: 9S1-930-3066 Fax:�� 2^ds3-?14� Email: 1 wu-�-de v, ro m NOTE: Consultation with City staff is required prior to submittal, including review of development plans Comprehensive Plan Amendment Conditional Use Permit (CUP) Interim Use Permit (IUP) Non -conforming Use Permit Planned Unit Development' Rezoning Sign Permits Sign Plan Review Site Plan Review (SPR)' *}5U Subdivision' i r i hal p la.�-ewrove Temporary Sales Permit Vacation of Right-of-Way/Easements (VAC) (Additional recording fees may apply) Variance (VAR) Wetland Alteration Permit (WAP) Zoning Appeal Zoning Ordinance Amendment Notification Sign — $200 (City to install and remove) Xw for Filing Fees/Attomey Cost" $50 UP/SPR/VAC/VAR/WAP/Metes & Bounds 0 inor SUB TOTAL FEE $ 750 2 C An additional fee of $3.00 per address within the public hearing notification area will be invoiced to the applicant prior to the public hearing. 'Five (5) full-size folded copies of the plans must be submitted, including an 8%" X 11" reduced copy for each plan sheet along with a digital copy in TIFF -Group 4 ('.tif) format. "Escrow will be required for other applications through the development contract. Building material samples must be submitted with site plan reviews. NOTE: When multiple applications are processed, the appropriate fee shall be charged for each application. PROJECT NAME: LOCATION: _11300 LEGAL DESCRIPTION AND PID: LD -t -F eX�: TOTAL ACREAGE: .lam Q_ q WETLANDS PRESENT: X YES NO PRESENTZONING: RIC REQUESTED ZONING: PRESENT LAND USE DESIGNATION: REQUESTED LAND USE DESIGNATION: REASON FOR REQUEST: FOR SITE PLAN REVIEW: Include number of existing employees: OW LichS 1 !DW ale_nsi Stl IlGO100 0 and new employees: This application must be completed in full and be typewritten or dearly printed and must be accompanied by all information and plans required by applicable City Ordinance provisions. Before filing this application, you should confeuwith the Planning Department to determine the specific ordinance and procedural requirements applicable to your application. A determination of completeness of the application shall be made within 15 business days of application submittal. A written notice of application deficiencies shall be mailed to the applicant within 15 business days of application. This is to certify that I am making application for the described action by the City and that I am responsible for complying with all City requirements with regard to this request. This application should be processed in my name and 1 am the party whom the City should contact regarding any matter pertaining to this application. 1 have attached a copy of proof of ownership (either copy of Owner's Duplicate Certificate of Title, Abstract of Title or purchase agreement), or I am the authorized person to make this application and the fee owner has also signed this application. I will keep myself informed of the deadlines for submission of material and the progress of this application. I further understand that additional fees may be charged for consulting fees, feasibility studies, etc. with an estimate prior to any authorization to proceed with the study. The documents and information I have submitted are true and correct to the best of my knowledge. -7 ISI ►3 nature of A plicant Date Signature of Fee Owner Date g:lplan\rom \development review applicationAm February 26, 2013 Mr. Curt Fretham Lakewest Development Co., LLC 15400 Highway 7 Minnetonka, MN 55345 Re: Fretham 15d Addition Planning Case #2013-04 Dear Mr. Fretham: FRETHAM FINAL PLAT is scheduled for the August 26, 2013 City Council meeting. Please review the conditions of approval in this letter with the attached plans and respond to Bob no later than Friday, AuEUSt 9.2013. Respond to each condition as follows: • Still applies • Does not apply or has been met • Is modified as follows (include modification) • New condition This letter is to confirm that on February 25, 2013 the Chanhassen City Council approved the preliminary plat creating four lots for Fretham 151h Addition subject to the following conditions: Building Official: 1. The applicant must apply for the appropriate permit(s) required for the demolition or moving of any existing structures. 2. A final grading plan and soils report must be submitted to the Inspections Division before building permits can be issued. 3. Retaining walls over four feet high require a permit and must be designed by a professional engineer. 4. Each lot must be provided with separate sewer and water services. Engineering: 1. If the Fretham 15th Addition final plat is approved prior to the assessment vr.} hearing for City Project 13-01, each lot within the plat shall be included in the Doe, t'& assessment calculation. 2. The sewer and water services to Lots 1, 3 and 4 must be installed prior to the street resurfacing project, as noted on Sheet 4 of the preliminary plans. &W*W to.ppbl} MnoliRuck as%llo'K. *tw- propt�4 Wal asu55,tj A Z11q3 3. Based on the elevation of the existing sanitary sewer an the roposed home fir 'Fl-&�-�,�,!.,�,� elevation on Lot 1, this home cannot be serviced by gravity sanitary sewer. Staff iAskv& "' requests that the developer disclose this information to prospective buyers. pF sewwf 5tI/l apptits. y Y;"S wlod; i7't cI f as 4. Lots 1, 3 and 4 will be subject to the City sewer and water hook-up charges and 4o Lois t, 3 i Y the Metropolitan Council Sanitary Access Charge. The �,� eaQjiW 4XWgm url i5 d. t.t- LAM, -Phc firmt ptmt: v..x..,a:•.skt�f7oi, ►3 DI. Tl�tsl� 5. The developer must obtain a MnDOT drainage permit..5 ,,. Still apptiejs -He ba;11"r S�sS /Ku0 of 44, ..a[ [wl rcu�Pm'1�'aruoV lots J+A/:' I&Y.35/ Mr. Curt Fretham Fretham 15'h Addition February 26, 2013 Page 2 6. The drainage from Highway 41 must be included in the stormwater calculations. The drainage calculations must be revised to model the storm depths stipulated in City Code. Conor i7-pv1 Aas been rvt 7. The existing drainage area boundaries used for the runoff calculations needs to be revised to include all the area draining to the wetlands, including area outside of the proposed development. i�011Q(.i f] 6 v� hr -5 %Ctr /rig f 8. Ensure that the post -development discharge rates to both wetlands do not exceed the existing condition. eM6V7tO-kA hc,s 644.4-- rv�e� 9. It must be shown that the proposed swale along Highway 41 is adequate to handle anticipated flow volumes. hA5 bov _ _ _ 1' 10. The curve number for the wetland areas must be 78. conGlily-Or-. lutes 1Ad_--' rt�2f" 11. The grading plan must be modified so that the driveway grade for Lot 1 does not exceed 10%. 12. Spot elevations must be shown along the driveway to Lot 1 in order to calculate the cross slope. 13. Note the lowest opening elevation for the home on Lot 4. carndi -l7 en hu s be f' — �14. If the proposed area to be disturbed is greater than one (1) acre, the applicant will be required to obtain a NPDES Construction Permit. Proof of permit and a Surface Water Pollution Prevention Plan must be submitted to the City for review and comment. 15. The proposed culverts shall have filtration logs, appropriate to flow conditions, at their inlets and outlets until vegetation is established within the ditch. 16. A construction entrance shall be shown on the plan set and a detail shall be provided. 17. Silt fence or other appropriate sediment control BMP shall be installed along the frontage for Chaska Road. 18. All silt fence shall use metal t -posts. 19. Sediment protection shall be provided for all wetland areas including those areas off-site to which the site is tributary. 20. The buffer area disturbed for the creation of the pond and drainage, and any other buffer area unacceptable under Section 20-142 shall be seeded with an appropriate seed mix such as State Mix 36-211: Woodland Edge South & West. 21. The drainage and utility easement shall include all wetland buffer areas. 22. Wetland buffer monument placement shall be indicated on the plan set and shall be installed by the applicant before release of the final plat. Mr. Curt Fretham Fretham 15th Addition February 26, 2013 Page 3 23. All drainage swales must be stabilized for the final 200 feet before exiting the property or entering a water of the state. The method of stabilization shall be indicated on the plan. 24. The estimated SWMP fees due at final plat are $8,841.00 Natural Resource Specialist: 1. Each lot will be required to plant one overstory tree in the front yard per city ordinance. 2. Building permit survey for each lot shall be required to show all inventoried trees and their removal or preservation status. Park and Recreation: 1. The developer shall pay park dedication fees at the rate in force upon final plat approval for three of the four lots prior to recording the final plat. Planning: 1. The shed located in the northeast corner of the property must be demolished or removed. Final plat documents must be submitted to the City 30 days prior to the City Council meeting in which you wish to have your final plat approved. Conditions of the preliminary plat approval must be addressed for final plat approval. Enclosed is the list of items required for submittal for final plat approval. Should you have any questions, please contact me at (952) 227-1131 or by email at bgenerousAci.chanhassen.mn.us. Sincerely, Robert Generous, AICP Senior Planner Enclosure ec: Kate Aanenson, Community Development Director Alyson Fauske, Assistant City Engineer Todd Gerhardt, City Manager Terry Jeffery, Water Resources Coordinator Jerry Mohn, Building Official Enclosure 9lplan\2013 Alarming cases\2013-04 Letham wbdivision\approval letter pwhinAm 6300 Chaska Rd Campion Engineering 1/24/2013 DESIGN WITH WET POND; NWL = 987;12" RCP outlet pipe @ 987; 100YR = 988.07 Volume Control New impervious = 6098.4 sf Required volume abstraction = 457 d Post development tree canopy = 40511 sf Median % interception 10 Tree abstraction provided = 4051 cf Total abstraction provided = 4051 d Rate Control 2 -yr 10 -yr 100 -yr Existing 0.20 1.7 4.6 Proposed 0.18 1.3 4.1 Water Quality CITY OF CHANHASSEN RECEIVED ,1111 19 7013 CHANHASSEN PLANNING DEPT Existing (woods) = 0.106_lh/yr/ac htto://www.pca.state.mn.us/index.i3hi3/view-document.1 Area = 2.29 acres 0.24 Ib/yr Proposed TP Load from P8 0.20 Ib/yr (from P8) Subcat Reach on Unk iONryal --0 14 --0AlC 1B. Lq RWHI to19¢Wwl fall W2 Lm]�W.n Ld 1�WM 155, 1 W3 Lal4 Drainage Diagram for Runoff Analysis with Pond3 Prepared by Campion Engineering Services, Inc., Printed 1/29/2013 HydroCAD(D 9.10 s/n 06767 02010 HydroCAD Software Solutions LLC 3R � V 1S gra+�' UHgH :25.. ToH -W/�d Subcat Reach on Unk iONryal --0 14 --0AlC 1B. Lq RWHI to19¢Wwl fall W2 Lm]�W.n Ld 1�WM 155, 1 W3 Lal4 Drainage Diagram for Runoff Analysis with Pond3 Prepared by Campion Engineering Services, Inc., Printed 1/29/2013 HydroCAD(D 9.10 s/n 06767 02010 HydroCAD Software Solutions LLC Runoff Analysis with Pond3 Type 1124 -hr 1 -inch Rainf611=1.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 s/n 06767 © 2010 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1 S: To Hwy 41 Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -inch Rainfall=1.00" Area (ac) CN Description 0.330 58 Woods/grass comb., Good, HSG B 0.330 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0500 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 2S: To North Wetland Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -inch Rainfall=1.00" Area (ac) CN Descriotion 0.200 98 Unconnected roofs, HSG B 1.699 55 Woods, Good, HSG B ' 0.061 78 Wetland 1.960 60 Weighted Average, UI Adjusted CN = 58 1.760 0.11 89.80% Pervious Area 0.200 10.20% Impervious Area 0.200 Gress: Dense n= 0.240 P2= 2.75' 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 100 0.0200 0.11 Sheet Flow, Gress: Dense n= 0.240 P2= 2.75' 2.1 200 0.1000 1.58 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 17.5 300 Total Summary for Subcatchment 6S: To North Wetland Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.D0" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 1 -inch Rainfall=1.00" Runoff Analvsis with Pond3 Type// 24 -hr 1 -inch Rainfall= 1. 00" Services, Inc. Printed 1/29/2013 Area (ac) CN Description 0.067 98 Unconnected roofs, HSG B 0.533 58 Woods/grass comb., Good, HSG B ' 0.061 78 Wetland 0.661 64 Weighted Average, UI Adjusted CN = 62 0.594 89.86% Pervious Area 0.067 10.14% Impervious Area 0.067 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 100 0.0200 0.11 Sheet Flow, (M) (ft/sec) (cfs) 9.4 85 0.0500 0.15 Grass: Dense n= 0.240 P2= 2.75' 6.7 450 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 550 Total Summary for Subcatchment 8S: To Hwy 41 Runoff = 0.00 ds @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 1124 -hr 1 -inch Rainfall=1.00" Area (ac) CN Description 0.230 61 >75% Grass cover, Good, HSG B 0.250 64 Weighted Average, UI Adjusted CN = 62 0.230 92.00% Pervious Area 0.020 8.00% Impervious Area 0.020 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (M) (ft/sec) (cfs) 9.4 85 0.0500 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 10S: To Basin Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 1 -inch Rainfall=1.00" Runoff Analysis with Pond3 Type ll 24 -hr 1 -inch Rainfall=1.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 Area (ac) CN Description 0.130 98 Unconnected pavement, HSG B 0.870 58 Woods/grass comb. Good HSG 8 1.000 63 Weighted Average, UI Adjusted CN = 61 0.870 87.00% Pervious Area 0.130 13.00% Impervious Area 0.130 100.00% Unconnected Tc Length Slope Velocity Capacity Description 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.4 150 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 16.8 250 Total Summary for Subcatchment 11 S: Lot 1 Runoff = 0.02 ds @ 11.90 hrs, Volume= 0.001 af, Depth> 0.74" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -inch Rainfall=1.0(" Area (ac) CN Description 0.011 98 Paved parking HSG B 0.011 100.00% Impervious Area Tc Length Slope Velocity Capacity Description iin) (feet) (ft/ft) (ft/sec) (cfs) 1.0 50 0.0100 0.84 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.75" Summary for Subcatchment 13S: Lot 2 Runoff = 0.00 cfs @ 19.47 hrs, Volume= 0.000 af, Depth> 0.00" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -inch Rainfall=1.00" Area (ac) CN Descriotion 0.057 98 Paved parking, HSG B 0.127 58 Woods/grass comb. Good HSG B 0.184 70 Weighted Average 0.127 69.02% Pervious Area 0.057 30.98% Impervious Area Runoff Analysis with Pond3 Type If 24 -hr 1 -inch Rainfall=1.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD@ 9 10 s/n 06767 O 2010 HydroCAD Software Solutions LLC Page 5 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.7 50 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 15S: Lot 3 Runoff = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Depth> 0.00" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -inch Rainfall=1.00" Area (ac) CN Description 0.022 98 Paved parking, HSG B 0.061 58 Woods/grass comb Good HSG B 0.083 69 Weighted Average 0.061 73.49% Pervious Area 0.022 26.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.1 75 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' Summary for Subcatchment 17S: Lot 4 Runoff = 0.00 cfs @ 13.60 hrs, Volume= 0.000 af, Depth> 0.02" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -inch Rainfall=1.00" Area (ac) CN Descriotion 0.044 98 Paved parking, HSG B 0.067 58 Woods/grass comb -,Good HSG B 0.111 74 Weighted Average 0.067 60.36% Pervious Area 0.044 39.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 16.1 75 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' Summary for Reach 3R: Existing Inflow Area = 2.290 ac, 8.73% Impervious, Inflow Depth = 0.00" for 1 -inch event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Runoff Analysis with Pond3 Type ll 24 -hr 1 -inch Rainfall=1.00" Prepared by Campion Engineering Services, Inc. Printed 112912013 HydroCAD® 9.10 s/n 06767 C2010 HvdroCAD Software Solutions LLC Pnna R Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach 5R: Proposed Inflow Area = 2.300 ac, 15.26% Impervious, Inflow Depth = 0.00" for 1 -inch event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Tracts method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Inflow Area = 0.330 ac, Inflow = 0.00 cfs @ Outflow = 0.00 cis @ Primary = 0.00 cfs @ Summary for Pond 4P: Hwy 41 ditch 0.00% impervious, Inflow Depth = 0.00" 5.00 hrs, Volume= 0.000 of 5.00 hrs, Volume= 0.000 af, 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,004.00'@ 5.00 hrs Surf.Area= 1 sf Storage= 0 cf for 1 -inch event Atten= 0%, Lag= 0.0 min Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storaoe Storage Description #1 1,004.00' 17,387 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area - Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 1,004.00 1 0 0 1,006.00 1,189 1,190 1,190 1,008.00 3,843 5,032 6,222 1,010.00 7,322 11,165 17,387 Device Routing Invert Outlet Devices #1 Primary 1;004.20' 12.0" Round Culvert L= 31.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,004.20'/ 1,003.40' S= 0.0258'r Cc= 0.900 n= 0.012 Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,004.00' (Free Discharge) t1=Culvert ( Controls 0.00 cfs) Inflow Area = 1.000 ac, Inflow = 0.00 cfs @ Outflow = 0.00 cfs @ Primary = 0.00 cfs @ Summary for Pond 7P: Pond 13.00% Impervious, Inflow Depth = 0.00" 5.00 hrs, Volume= 0.000 of 5.00 hrs, Volume= 0.000 af, 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 Mrs for 1 -inch event Atten= 0%, lag= 0.0 min Runoff Analvsis with Pond3 Services, Inc. Type 1124 -hr 1 -inch Rainfall --1.00" Starting Elev= 987.00' Surf.Area= 2,306 sf Storage= 1,719 cf Peak Elev= 987.00'@ 5.00 hrs Surf.Area= 2,306 sf Storage= 1,719 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no inflow) Printed 1/29/2013 Volume Invert Avail.Storage Storage Description #1 984.00' 6,147 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store CUm.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 984.00 44 0 0 986.00 348 392 392 987.00 2,306 1,327 1,719 988.00 3,128 2,717 4,436 988.50 3,715 1,711 6,147 Invert Outlet Devices #1 Primary 987.00' 12.0" Round Culvert L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Ou0et Invert= 987.00'/ 986.00' S=0.05007 Cc= 0.900 n= 0.012 PrimaryOutFlow Max=0.00 cfs @ 5.00 hrs HW=987.00' (Free Discharge) L1=Culvert ( Controls 0.00 cfs) Summary for Pond 9P: Hwy 41 ditch Inflow Area = 0.250 ac, 8.00% Impervious, Inflow Depth = 0.00" for 1 -inch event Inflow = 0.00 cfs @ 5.00 hrs, Volume=. 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak FJev= 11,004.00'Q5.00 hrs Surf.Area= 1 sf Storage= 0 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storape Storage Description #1 1,004.00' 17,387 cf Custom Stage Data (Prismatic) Listed below (Recaic) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 1,004.00 1 0 0 1,006.00 1,189 1,190 1,190 1,008.00 3,843 5,032 6,222 1,010.00 7,322 11,165 17,387 Device Routing Invert Outlet Devices #1 Primary 1,004.20' 12.0" Round Culvert Runoff Analysis with Pond3 Type H 24 -hr 1 -inch Rainfall=1.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 L= 31.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,004.20'/ 1,003.40' S=0.0258'/' Cc= 0.900 n= 0.012 Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,004.00' (Free Discharge) t1=Culvert ( Controls 0.00 cfs) Summary for Pond 12P: Lot 4 Culvert Inflow Area = 0.011 ag100.00% Impervious, Inflow Depth > 0.74" for 1 -inch event Inflow = 0.02 cfs @ 11.90 hrs, Volume= 0.001 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,012.26'@ 20.00 hrs Surf.Area= 0.004 ac Storage= 0.001 of Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) #1 1,012.00' 0.051 of 2.00'W x 37.00'L x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,012.50' 15.0" Round Culvert L= 20.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,012.50'1 1,011.5(Y S=0.0500? Cc= 0.900 _ n= 0.024 Primary OutFlow Max=0.00 ds @ 5.00 hrs HW=1,012.00' (Free Discharge) t1=Culvert ( Controls 0.00 cis) Summary for Pond 14P: Lot 3 Culvert Inflow Area = 0.1 Q5 ac, 34.87% Impervious, Inflow Depth > 0.00" for 14nch event Inflow = 0.00 cfs @ 19.47 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 ds @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,008.51'@ 20.00 hrs Surf.Area= 0.006 ac Storage= 0.000 of Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 1,008.50' 0.131 of 2.00'W x 120.001 x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,009.00' 15.0" Round Culvert L= 16.0' CMP, end -section conforming to fill, Ke= 0.500 Runoff Analysis with Pond3 Type // 24 -hr 1 -inch Rainfall=1.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 s/n 06767 02010 Hydro CAD Software Solutions LLC Page 9 Inlet/ Outlet Invert= 1,009.00'/ 1,008.00' S=0.06257 Cc --0.900 n= 0.024 Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,008.50' (Free Discharge) t1=Culvert ( Controls 0.00 cfs) Inflow Area = 0.278 ac, Inflow = 0.00 cfs @ Outflow = 0.00 cfs @ Primary = 0.00 cfs @ Summary for Pond 16P: Lot 2 Culvert 32.37% Impervious, Inflow Depth > 0.00" 20.00 hrs, Volume= 0.000 of 5.00 hrs, Volume= 0.000 af, 5.00 hrs, Volume= 0.000 of for 1 -inch event Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,007.00'@ 20.00 hrs Surf.Area= 0.002 ac Storage= 0.000 of Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 1,007.00' 0.052 of 2.00W x 38.001 x 3.00'H Prismatold Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,007.50' 15.0" Round Culvert L= 14.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,007.50'11,006,50' S= 0.0714T Cc= 0.900 n= 0.024 Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,007.00' (Free Discharge) t1=Culvert ( Controls 0.00 cfs) Summary for Pond 18P: Lot 1 Culvert Inflow Area = 0.389 ac, 34.45% Impervious, Inflow Depth > 0.00" for 1 -inch event Inflow = 0.00 cfs @ 13.60 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 firs Peak Elev= 1,005.55'@ 20.00 hrs Surf.Area= 0.003 ac Storage= 0.000 of Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. Gme= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 1,005.50' 0.077 of 2.00'W x 64.00'L x 3.00'H Prismatotd Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,006.00' 15.0" Round Culvert L= 16.0' CMP, end -section conforming to rill, Ke= 0.500 Inlet / Outlet Invert= 1,006.00'/ 1,005.00' S= 0.0625 T Cc= 0.900 Runoff Analysis with Pond3 Type ll 24 -hr 1 -inch Rainfall --1.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCADO 9.10 s/n 06767 @ 2010 HydroCAD Software Solutions LLC Page 10 n= 0.024 Primary OutFtow Max=0.00 cis @ 5.00 hrs HW=1,005.50' (Free Discharge) 't1=Culvert ( Controls 0.00 cis) Runoff Analysis with Pond3 Type 11 24 -hr 2 -year Rainfall=2.80" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 s/n 06767 © 2010 HVdroGAD Software Solutions LLC Page 11 Summary for Subcatchment 1 S: To Hwy 41 Runoff = 0.04 cfs @ 12.09 hrs, Volume= 0.005 af, Depth> 0.17" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -year Rainfall=2.80" Area (ac) CN Description 0.330 58 Woods/grass comb., Good, HSG B 0.330 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0500 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 2S: To North Wetland Runoff = 0.18 cfs @ 12.19 hrs, Volume= 0.028 af, Depth> 0.17" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -year Rainfall=2.80" Area (ac) CN Description 0.200 98 Unconnected roofs, HSG B 1.699 55 Woods, Good, HSG B ' 0.061 78 Wetland - 1.960 60 Weighted Average, UI Adjusted CN = 58 1.760 89.80% Pervious Area 0.200 10.20% Impervious Area 0.200 100.00% Unconnected Tc (min) Length (feet) Slope (ft/ft) Velocity (ft/sec) Capacity Description (cfs) 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.1 200 0.1000 1.58 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 17.5 300 Total Summary for Subcatchment 6S: To North Wetland Runoff = 0.13 cfs @ 12.22 hrs, Volume= 0.015 af, Depth> 0.27" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 2 -year Rainfall=2.80" Runoff Analysis with Pond3 Type II 24 -hr 2 -year Rainfall=2.80" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 s/n 06767 © 2010 HydroGAD Software Solutions LLC Page 12 Area (ac) CN Description 0.067 98 Unconnected roofs, HSG B 0.533 58 Woods/grass comb., Good, HSG B ' 0.061 78 Wetland 0.661 64 Weighted Average, UI Adjusted CN = 62 0.594 0.11 89.86% Pervious Area 0.067 10.14% Impervious Area 0.067 Grass: Dense n= 0.240 P2= 2.75" 100.00% Unconnected Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 6.7 450 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 550 Total Summary for Subcatchment 8S: To Hwy 41 Runoff = 0.08 cis @ 12.05 hrs, Volume= 0.006 af, Depth> 0.27" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 2 -year Rainfall=2.80" Area (ac) CN Description 0.230 61 >75% Grass cover, Good, HSG B 0.020 98 Unconnected roofs, HSG B 0.250 64 Weighted Average, UI Adjusted CN = 62 0.230 92.000/6 Pervious Area 0.020 8.00% Impervious Area 0.020 100.00% Unconnected Tc Length Slope Velocity Capacity Description - 9.4 85 0.0500 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 10S: To Basin Runoff = 0.19 cfs @ 12.15 hrs, Volume= 0.020 af, Depth> 0.24" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 2 -year Rainfall=2.80" Runoff Analysis with l onc13 Type 1124 -hr 2 -year Rainfall=2.80" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD@ 9.10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 13 Area (ac) CN Descrietion 0.130 98 Unconnected pavement, HSG B 0.870 58 Woods/grass comb., Good, HSG B 1.000 63 Weighted Average, UI Adjusted CN = 61 0.870 87.00% Pervious Area 0.130 13.00% Impervious Area 0.130 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (111sec) (cfs) 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.4 150 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 16.8 250 Total Summary for Subcatchment 11S: Lot 1 Runoff = 0.05 cfs @ 11.90 hrs, Volume= 0.002 af, Depth> 2.38" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type It 24 -hr 2 -year Rainfall=2.80" Area (ac) CN Description 0.011 98 Paved parking, HSG B 0.011 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (ft/sec) (ds) 1.0 50 0.0100 0.84 Sheet Flow, Smooth surfaces n=0.011 P2=2.75" Summary for Subcatchment 13S: Lot 2 - Runoff = 0.14 cfs @ 12.05 hrs, Volume= 0.008 af, Depth> 0.53" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type Il 24 -hr 2 -year Rainfall=2.80" Area (ac) CN Descrietion 0.057 98 Paved parking, HSG B 0.127 58 Woods/grass comb. Good, HSG B 0.184 70 Weighted Average 0.127 69.02% Pervious Area 0.057 30.98% Impervious Area Runoff Analysis with Pond3 Type /124 -hr 2 -year Rainfall=2.80" Prepared by Campion Engineering Services, Inc. Printed 1/2912013 HydroCAD® 9.10 stn 06767 @2010 HydroCAD Software Solutions LLC Page 14 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 11.7 50 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 15S: Lot 3 Runoff = 0.05 cfs @ 12.11 hrs, Volume= 0.003 af, Depth> 0.49" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -year Rainfall=2.80" Area (ac) CN Description 0.022 98 Paved parking, HSG B 0.061 58 Woods/grass comb Good HSG B 0.083 69 Weighted Average 0.061 73.49% Pervious Area 0.022 26.51% Impervious Area To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.1 75 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 17S: Lot 4 Runoff = 0.10 cfs @ 12.10 hrs, Volume= 0.006 af, Depth> 0.70" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -year Rainfall=2.80" Area (ac) CN Description 0.044 98 Paved parking, HSG B 0.067 58 Woods/grass comb. Good HSG B 0.111 74 Weighted Average 0.067 60.36% Pervious Area 0.044 39.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.1 75 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Reach 3R: Existing Inflow Area = 2.290 ac, 8.73% Impervious, Inflow Depth> 0.17" for 2 -year event Inflow = 0.20 cfs @ 12.20 hrs, Volume= 0.033 of Outflow = 0.20 cfs @ 12.20 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min Runoff Analysis with Pond3 Type 11 24 -hr 2 -year Rainfall=2.80" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach 5R: Proposed Inflow Area = 2.300 ac, 15.26% Impervious, Inflow Depth > 0.23" for 2 -year event Inflow = 0.18 cis @ 12.21 hrs, Volume= 0.044 of Outflow = 0.18 cis @ 12.21 hrs, Volume= 0.044 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Pond 4P: Hwy 41 ditch Inflow Area = 0.330 ac, 0.00% Impervious, Inflow Depth > 0.17" for 2 -year event Inflow = 0.04 ds @ 12.09 hrs, Volume= 0.005 of Outflow = 0.02 cis @ 12.25 hrs, Volume= 0.004 af, Atten= 43%, Lag= 9.7 min Primary = 0.02 ds @ 12.25 hrs, Volume= 0.004 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,004.27'@ 12.25 hrs Surf.Area=159 sf Storage= 21 cf Plug -Flow detention time= 38.0 min calculated for 0.004 of (93% of inflow) Center -of -Mass det. time= 16.7 min ( 899.7 - 883.0 ) Volume Invert Avail.Storage Storage Description #1 1,004.00' 17,387 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area - Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 1,004.00 1 0 0 1,006.00 1,189 1,190 1,190 1,008.00 3,843 5,032 6,222 1,010.00 7,322 11,165 17,387 Device Routing Invert Outlet Devices #1 Primary 4,004.20' 12.0" Round Culvert L= 31.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,004.20'/ 1,003.40' S= 0.0258 'P Cc --0.900 n= 0.012 Primary OutFlow, Max=0.02 cis @ 12.25 hrs HW=1,004.27" (Free Discharge) t-1=Culvert (Inlet Controls 0.02 cis @ 0.88 fps) Summary for Pond 7P: Pond Inflow Area = 1.000 ac, 13.00% Impervious, Inflow Depth > 0.24" for 2 -year event Inflow = 0.19 cfs @ 12.15 hrs, Volume= 0.020 of Outflow = 0.05 cis @ 13.01 hrs, Volume= 0.017 af, Atten= 76%, Lag= 51.1 min Primary = 0.05 cis @ 13.01 hrs, Volume= 0.017 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Runoff Analysis with Pond3 Type 1124 -hr 2 -year Rainfall=2.80" Prepared by Campion Engineering Services, Inc. Printed 1/2912013 HydroCAM 9.10 s/n 06767 © 2010 HydroCAD Software Solutions LLC Page 16 Starting Elev= 987.00' Surf.Area= 2,306 sf Storage= 1,719 cf Peak Elev= 987.10'@ 13.01 hrs Surf.Area= 2,389 sf Storage= 1,957 cf (238 cf above start) Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= 51.3 min ( 920.1 - 868.9 ) Volume Invert Avail.Storage Storage Description #1 984.00' 6,147 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum -Store (feet) (`q -ft) (cubic -feet) (cubic -feet) 984.00 44 0 0 986.00 348 392 392 987.00 2,306 1,327 1,719 988.00 3,128 2,717 4,436 988.50 3,715 1,711 6,147 Device Routing Invert Outlet Devices #1 Primary 987.00' 12.0" Round Culvert L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 987.00'1986,00' S=0.05007 Cc= 0.900 n= 0.012 Primary OutFlow Max=0.05 cfs @ 13.01 hrs HW=987.10' (Free Discharge) t1=Culvert (Inlet Controls 0.05 cfs @ 1.08 fps) Summary for Pond 9P: Hwy 41 ditch Inflow Area = 0.250 ac, 8.00% Impervious, Inflow Depth > 0.27" for 2 -year event Inflow = 0.08 cfs @ 12.05 hrs, Volume=. 0.006 of Outflow = 0.06 cfs @ 12.13 hrs, Volume= 0.005 af, Atten= 31 %, Lag= 4.8 min Primary = 0.06 cfs @ 12.13 hrs, Volume= 0.005 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,004.31' @-12.13 hrs Surf.Area= 186 sf Storage= 29 cf Plug -Flow detention time= 32.6 min calculated for 0.005 of (94% of inflow) Center -of -Mass det. time= 13.5 min ( 872.4 - 858.9 ) Volume Invert Avail.Storage Storage Description #1 1,004.00' 17,387 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 1,004.00 1 0 0 1,006.00 1,189 1,190 1,190 1,008.00 3,843 5,032 6,222 1,010.00 7,322 11,165 17,387 Device Routing Invert Outlet Devices #1 Primary 1,004.20' 12.0" Round Culvert Runoff Analysis with Pond3 Type// 24 -hr 2 -year Rainfall=2.80" Prepared by Campion Engineering Services, Inc. Printed 1129/2013 HydroCADO 9.10 s/n 06767 @ 2010 HydroCAD Software Solutions LLC Page 17 L= 31.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,004.20'11,003.40' S=0.02587' Cc= 0.900 n= 0.012 Primary OutFlow Max=0.05 cfs @ 12.13 hrs HW=1,004.31' (Free Discharge) L1=Culvert (Inlet Controls 0.05 ds @ 1.13 fps) Summary for Pond 12P: Lot 4 Culvert Inflow Area = 0.011 ac,100.00% Impervious, Inflow Depth > 2.38" for 2 -year event Inflow = 0.05 ds @ 11.90 hrs, Volume= 0.002 of Outflow = 0.00 cfs @ 15.05 hrs, Volume= 0.000 af, Atten= 98%, Lag= 189.0 min Primary = 0.00 ds @ 15.05 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,012.51'@ 15.05 hrs Surf.Area= 0.006 ac Storage= 0.002 of Plug -Flow detention time= 492.8 min calculated for 0.000 of (15% of inflow) Center -of -Mass det. time= 273.3 min ( 1,004.1 - 730.8 ) Volume Invert Avail.Storage Storage Description #1 1,012.00' 0.051 of 2.00'W x 37.001 x 3.00'H Prismetold Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,012.50' 15.0" Round Culvert L= 20.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,012.50'/ 1,011.50' S=0.0500? Cc= 0.900 _ n= 0.024 Primary OutFlow Max=0.00 ds @ 15.05 hrs HW=1_,012.51' (Free Discharge) t 1=Culvert (Barrel Controls 0.00 ds @ 0.46 fps) Summary for Pond 14P: Lot 3 Culvert Inflow Area = 0.195 ac, 34.87% Impervious, Inflow Depth > 0.52" for 2 -year event Inflow = 0.14 cfs @ 12.05 hrs, Volume= 0.009 of Outflow = 0.01 ds @ 16.22 hrs, Volume= 0.002 af, Atten= 96%, Lag= 249.8 min Primary = 0.01 cfs @ 16.22 hrs, Volume= 0.002 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,009.03'@ 16.22 hrs Surf.Area= 0.018 ac Storage= 0.006 of Plug -Flow detention time= 317.5 min calculated for 0.002 of (29% of inflow) Center -of -Mass det. time= 202.4 min ( 1,039.2 - 836.8 ) Volume Invert Avail.Storage Storage Description #1 1,008.50' 0.131 of 2.00'W x 120.001 x 3.00'H Prtsmatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,009.00' 15.0" Round Culvert L= 16.0' CMP, end -section conforming to fill, Ke= 0.500 Runoff Analysis with Pond3 Type// 24 -hr 2 -year Rainfall=2.80" Prepared by Campion Engineering Services, Inc. Printed 1/2912013 HydroCAD@ 9.10 s/n 06767 02010 HydroCAD Software Solutions LLC Page 18 Inlet/ Outlet Invert= 1,009.00'/ 1,008.00' 3=0.0625P Cc --0.900 n= 0.024 Primary OutFlow Max=0.01 cfs @ 16.22 hrs HW=1,009.03' (Free Discharge) t1=Culvert (Inlet Controls 0.01 cfs @ 0.62 fps) Inflow Area = 0.278 ac, Inflow = 0.05 cfs @ Outflow = 0.01 cfs @ Primary = 0.01 cfs @ Summary for Pond 16P: Lot 2 Culvert 32.37% Impervious, Inflow Depth > 0.25" 12.11 hrs, Volume= 0.006 of 16.10 hrs, Volume= 0.004 af, 16.10 hrs, Volume= 0.004 of for 2 -year event Atten= 82%, Lag= 239.2 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev=1,007.54' @ 16.10 hrs Surt.Area= 0.006 ac Storage= 0.002 of Plug -Flow detention time= 190.3 min calculated for 0.004 of (65% of inflow) Center -of -Mass det. time= 96.3 min ( 1,017.0 - 920.7 ) Volume Invert Avail.Storage Storage Description #1 1,007.00' 0.052 of 2.00'W x 38.00%x 3.00'H Pdsmatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,007.50' 15.0" Round Culvert L= 14.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,007.50'/ 1,006.50' S= 0.0714'P Cc --0.900 n= 0.024 Primary OutFlow Max=0.01 cfs @ 16.10 hrs HW=1,007.54' (Free Discharge) t1=Culvert (Inlet Controls 0.01 cfs @ 0.69 fps) Summary for Pond 18P: Lot 1 Culvert Inflow Area = 0.389 ac, 34.45% Impervious, Inflow Depth > 0.32" for 2 -year event Inflow = 0.10-cfs @ 12.10 hrs, Volume= 0.010 of Outflow = 0.01 cfs @ 16.11 hrs, Volume= 0.007 af, Aften= 87%, Lag= 240.7 min Primary = 0.01 cfs @ 16.11 hrs, Volume= 0.007 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.05'@ 16.11 hrs Surf.Area= 0.010 ac Storage= 0.004 of Plug -Flow detention time= 179.2 min calculated for 0.007 of (66% of inflow) Center -of -Mass det time= 85.2 min ( 979.7 - 894.5 ) _Volume Invert Avail.Storage Storage Description #1 1,005.50' 0.077 of 2.00'W x 64.001 x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,006.00' 15.0" Round Culvert L= 16.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,006.00'11,005.00' S= 0.0625'P Cc= 0.900 Runoff Analysis with Pond3 Type If 24 -hr 2 -year Rainfall=2.80" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD®9 10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 19 n= 0.024 Primary OutFlow Max --0.01 cfs @ 16.11 hrs HW=1,OO6.D5' (Free Discharge) t1=Culvert (Inlet Controls 0.01 cfs @ 0.75 fps) Runoff Analysis with Pond3 Type 1124 -hr 10 -year Rainfall=4.20" Prepared by Campion Engineering Services, Inc. Printed 1/2912013 HydroCAD09 10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 1S: To Hwy 41 Runoff = 0.31 cfs @ 12.05 hrs, Volume= 0.018 af, Depth> 0.66" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -year Rainfall=4.20" Area (ac) CN Description _ 0.330 58 Woods/grass comb Good HSG B 0.330 100.00% Pervious Area Tc Length Slope Velocity Capacity . Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0500 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 2S: To North Wetland Runoff = 1.39 cfs @ 12.13 hrs, Volume= 0.107 af, Depth> 0.66" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 10 -year Rainfall=4.20" Area (ac) CN Description 0.200 98 Unconnected roofs, HSG B 1.699 55 Woods, Good, HSG B ' 0.061 78 Wetland 1.960 60 Weighted Average, UI Adjusted CN = 58 1.760 89.80% Pervious Area 0.200 10.20% Impervious Area 0.200 100.00% Unconnected Tc Length Slope Velocity Capacity Description -" 15.4 100 0.0260 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.1 200 0.1000 1.58 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 17.5 300 Total Summary for Subcatchment 6S: To North Wetland Runoff = 0.57 cfs @ 12.18 hrs, Volume= 0.047 af, Depth> 0.85" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 10 -year Rainfall=4.20" Runoff Analysis with Pond3 Type// 24 -hr 10 -year Rainfall=4.20" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 s/n 06767 02010 HydroCAD Software Solutions LLC Page 21 Area (ac) CN Description 0.067 98 Unconnected roofs, HSG B 0.533 58 Woods/grass comb., Good, HSG B 0.061 78 Wetland 0.661 64 Weighted Average, UI Adjusted CN = 62 0.594 89.86% Pervious Area 0.067 10.14% Impervious Area 0.067 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 6.7 450 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 22.1 550 Total Summary for Subcatchment 8S: To Hwy 41 Runoff = 0.34 cfs @ 12.03 hrs, Volume= 0.018 af, Depth> 0.86" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -year Rainfall=4.20" Area (ac) CN Descriotion 0.230 61 >75% Grass cover, Good, HSG B 0.020 98 Unconnected roofs, HSG B 0.250 64 Weighted Average, Ut Adjusted CN = 62 0.230 92.00% Pervious Area 0.020 8.00% Impervious Area 0.020 100.00% Unconnected Tc Length Slope Velocity Capacity Description 9.4 85 0.0500 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' Summary for Subcatchment 10S: To Basin Runoff = 0.96 cfs @ 12.12 hrs, Volume= 0.067 af, Depth> 0.80" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 10 -year Rainfall=4.20" Runoff Analysis with Pond3 Type 1124 -hr 10 -year Rainfall=4.20" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 Area (ac) CN Description 0.130 98 Unconnected pavement, HSG B 0.870 58 Woods/grass comb. Good HSG B 1.000 63 Weighted Average, UI Adjusted CN = 61 0.870 87.00% Pervious Area 0.130 13.00% Impervious Area 0.130 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' 1.4 150 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 16.8 250 Total Summary for Subcatchment 11S: Lot 1 Runoff = 0.07 cfs @ 11.90 hrs, Volume= 0.003 af, Depth> 3.65" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type Il 24 -hr 10 -year Rainfall=4.20" Area (ac) CN Description 0.011 98 Paved parking HSG B 0.011 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 50 0.0100 0.84 Sheet Flow, Smooth surfaces n=0.011 P2=2.75" Summary for Subcatchment 13S: Lot 2 Runoff = 0.38 cfs @ 12.04 hrs, Volume= 0.020 af, Depth> 1.32" Runoff by SCS TR -20 method, UH --SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 10 -year Rainfall=4.20" Area (ac) CN Description 0.057 98 Paved parking, HSG B 0.127 58 Woods/grass comb. Good HSG B 0.184 70 Weighted Average 0.127 69.02% Pervious Area 0.057 30.98% impervious Area Runoff Analysis with Pond3 Type // 24 -hr 10 -year Rainfall=4.20" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCADO 9.10 s/n 06767 @ 2010 HydroCAD Software Solutions LLC Page 23 Tc Length Slope min) (feet) (fUft) 11.7 50 0.0100 Description 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' Summary for Subcatchment 15S: Lot 3 Runoff = 0.14 cfs @ 12.10 hrs, Volume= 0.009 af, Depth> 1.26" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -year Rainfall=4.20" Area (acl CN Descriotion 0.022 98 Paved parking, HSG B 0.061 58 Woods/grass comb. Good HSG B 0.083 69 Weighted Average 0.061 73.49% Pervious Area 0.022 26.51 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 16.1 75 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' Summary for Subcatchment 17S: Lot 4 Runoff = 0.24 cfs @ 12.09 hrs, Volume= 0.015 af, Depth> 1.59" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -year Rainfall=4.20" Area (ac) CN Description 0.044 98 Paved parking, HSG B 0.067 58 Woods/grass comb Good HSG B 0.111 74 Weighted Average 0.067 60.36% Pervious Area 0.044 39.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.1 75 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Reach 3R: Existing Inflow Area = 2.290 ac, 8.73% Impervious, Inflow Depth > 0.66" for 10 -year event Inflow = 1.66 cfs @ 12.12 hrs, Volume= 0.125 of Outflow = 1.66 cfs @ 12.12 hrs, Volume= 0.125 at, Atten= 0%, Lag= 0.0 min Runoff Analysis with Pond3 Type // 24 -hr 10 -year Rainfall=4.20" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 sin 06767 © 2010 HydroCAD Software Solutions LLC Page 24 Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach 511: Proposed Inflow Area = 2.300 ac, 15.26% Impervious, Inflow Depth > 0.84" for 10 -year event Inflow = 1.27 cis @ 12.24 hrs, Volume= 0.160 of Outflow = 1.27 cfs @ 12.24 hrs, Volume= 0.160 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Pond 4P: Hwy 41 ditch Inflow Area = 0.330 ac, 0.00% Impervious, Inflow Depth > 0.660 for 10 -year event Inflow = 0.31 cfs @ 12.05 hrs, Volume= 0.018 of Outflow = 0.28 cfs @ 12.09 hrs, Volume= 0.018 af, Atten= 9%, Lag= 2.4 min Primary = 0.28 cfs @ 12.09 hrs, Volume= 0.018 of Routing by Stor-Ind method, Time Span= 5.0D-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,004.46'@ 12.09 hrs Surf.Area= 274 sf Storage= 63 cf Plug -Flow detention time= 13.2 min calculated for 0.018 of (97% of inflow) Center -of -Mass det. time= 5.4 min ( 843.0 - 837.7 ) Volume Invert Avail.Storage Storage Description #1 1,004.00' 17,387 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf -Area - Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 1,004.00 1 0 0 1,006.00 1,189 1,190 1,190 1,008.00 3,843 5,032 6,222 1,010.00 7,322 11,165 17,387 Device Routing Invert Outlet Devices #1 Primary T,004.20' 12.0" Round Culvert L= 31.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,004.20'/ 1,003.40' S= 0.0258'r Cc= 0.900 n= 0.012 Primary OutFlow Max=0.27 cfs @ 12.09 hrs HW=1,004.46' (Free Discharge) L1=Culvert (Inlet Controls 0.27 cfs @ 1.72 fps) Summary for Pond 7P: Pond Inflow Area = 1.000 ac, 13.00% Impervious, Inflow Depth > 0.80" for 10 -year event Inflow = 0.96 cfs @ 12.12 hrs, Volume= 0.067 of Outflow = 0.40 cfs @ 12.36 hrs, Volume= 0.063 af, Atten= 58%, Lag= 14.6 min Primary = 0.40 cfs @ 12.36 hrs, Volume= 0.063 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Runoff Analysis with Pond3 Type 11 24 -hr 10 -year Rainfall=4.20" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD@ 9.10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 25 Starting Elev= 987.00' Surf.Area= 2,306 sf Storage= 1,719 cf Peak Elev= 987.31' @ 12.36 hrs Surf.Area= 2,563 sf Storage= 2,482 cf (763 cf above start) Plug -Flow detention time= 285.4 min calculated for 0.023 of (34% of inflow) Center -of -Mass det. time= 30.5 min ( 864.1 - 833.6 ) Volume Invert Avail.Storage Storage Description #1 984.00' 6,147 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 984.00 44 0 0 986.00 348 392 392 987.00 2,306 1,327 1,719 988.00 3,128 2,717 4,436 988.50 3,715 1,711 6,147 Device Routinq Invert Outlet Devices #1 Primary 987.00' 12 0" Round Culvert L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 987.00' / 986.00' S= 0.05007 Cc= 0.900 n= 0.012 Primary OutFlow Max=0.40 cfs @ 12.36 hrs HW=987.31' (Free Discharge) t-1=Culvert (Inlet Controls 0.40 ds @ 1.90 fps) Summary for Pond 9P: Hwy 41 ditch Inflow Area = 0.250 ac, 8.00% Impervious, Inflow Depth > 0.86" for 10 -year event Inflow = 0.34 cfs @ 12.03 hrs, Volume=. 0.018 of Outflow = 0.32 cfs @ 12.06 hrs, Volume= 0.018 af, Atten= 7%, Lag= 2.2 min Primary = 0.32 cfs @ 12.06 firs, Volume= 0.018 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Bev=1,004.48' @;12.06 hrs Surf.Area= 285 sf Storage= 68 cf Plug -Flow detention time= 13.4 min calculated for 0.018 of (98°% of inflow) Center -of -Mass det. time= 5.3 min ( 830.9 - 825.7 ) Volume Invert Avail.Storage Storage Description #1 1,004.00' 17,387 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 1,004.00 1 0 0 1,006.00 1,189 1,190 1,190 1,008.00 3,843 5,032 6,222 1,010.00 7,322 11,165 17,387 Device Routinq Invert Outlet Devices #1 Primary 1,004.20' 12.0" Round Culvert Runoff Analysis with Pond3 Type 11 24 -hr 10 -year Rainfall=4.20" Prepared by Campion Engineering Services, Inc. Printed 1 /2 912 01 3 HydroCAD@ 9.10 s/n 06767 © 2010 HVdroCAD Software Solutions LLC Page 26 L= 31.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,004.20'/ 1,003.40' S= 0.0258'P Cc= 0.900 n= 0.012 Primary OutFlow Max=0.31 cfs @ 12.06 hrs HW=1,004.47' (Free Discharge) t1=Culvert (Inlet Controls 0.31 cfs @ 1.78 fps) Summary for Pond 12P: Lot 4 Culvert Inflow Area = 0.011 ac,100.00% Impervious, Inflow Depth > 3.65" for 10 -year event Inflow = 0.07 cis @ 11.90 hrs, Volume= 0.003 of Outflow = 0.02 cis @ 12.02 hrs, Volume= 0.001 af, Atten= 76%, Lag= 7.5 min Primary = 0.02 cfs @ 12.02 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,012.56'@ 12.02 hrs Surf.Area= 0.006 ac Storage= 0.002 of Plug -Flow detention time= 213.9 min calculated for 0.001 of (440/6 of inflow) Center -of -Mass det. time= 114.6 min ( 842.0 - 727.5 ) Volume Invert Avail.Storaoe Storage Description #1 1,012.00' 0.051 of 2.00'W x 37.001 x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,012.50' 15.0" Round Culvert L= 20.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,012.50'/ 1,011.50' S= 0.05007 Cc= 0.900 _ n= 0.024 Primary OutFlow Max=0.02 cfs @ 12.02 hrs HW=1_,012.56' (Free Discharge) t-1 =Culvert (Inlet Controls 0.02 cfs @ 0.80 fps) Summary for Pond 14P: Lot 3 Culvert _ Inflow Area = 0.195 ac, 34.87% Impervious, Inflow Depth > 1.34" for 10 -year event Inflow = 0.40 cfs @ 12.04 hrs, Volume= 0.022 of Outflow = 0.12 cfs @ 12.27 hrs, Volume= 0.015 af, Atten= 70%, Lag= 13.9 min Primary = 0.12 cfs @ 12.27 hrs, Volume= 0.015 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,009.16'@ 12.27 hrs Surf.Area= 0.021 ac Storage= 0.009 of Plug -Flow detention time= 124.5 min calculated for 0.015 of (71% of inflow) Center -of -Mass det. time= 52.3 min ( 864.2 - 811.9 ) Volume Invert Avail.Storage Storape Description #1 1,008.50' 0.131 of 2.00'W x 120.001 x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,009.00' 15.0" Round Culvert L= 16.0' CMP, end -section conforming to fill, Ke= 0.500 Runoff Analysis with Pond3 Type 1124-hr 10-year Rainfall=4.20" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 stn 06767 @2010 HydroCAD Software Solutions LLC Page 27 Inlet/ Outlet invert= 1,009.00'/ 1,008.00' S= 0.0625 'f Cc= 0.900 n= 0.024 Primary OutFlow Max=0.12 cfs @ 12.27 hrs HW=1,009.15' (Free Discharge) L1=Culvert (Inlet Controls 0.12 cfs @ 1.34 fps) Summary for Pond 16P: Lot 2 Culvert Inflow Area = 0.278 ac, 32.379/6 Impervious, Inflow Depth > 1.04" for 10 -year event Inflow = 0.21 cfs @ 12.19 hrs, Volume= 0.024 of Outflow = 0.19 cfs @ 12.28 hrs, Volume= 0.022 af, Atten= 10%, Lag= 5.1 min Primary = 0.19 cfs @ 12.28 hrs, Volume= 0.022 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Bev= 1,007.70'@ 12.28 hrs Surf.Area= 0.008 ac Storage= 0.003 of Plug -Flow detention time= 44.7 min calculated for 0.022 of (91 % of inflow) Center -of -Mass det. time= 16.4 min ( 863.0 - 846.5 ) Volume Invert Avail.Storage Storage Description #1 1,007.00' 0.052 of 2.00'W x 38.00'L x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,007.50' 15.0" Round Culvert L= 14.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet /Outlet Invert= 1,007.50'/ 1,006.50' S=0.07147 Cc= 0.900 n= 0.024 PrimaryOutFlow Max=0.18 cfs @ 12.28 hrs HW=1,007.70' (Free Discharge) t1=Culvert (Inlet Controls 0.18 cfs @ 1.51 fps) Summary for Pond 18P: Lot 1 Culvert Inflow Area = 0.389 ac, 34.45% Impervious, Inflow Depth > 1.13' for 10 -year event Inflow = 0.33..cfs @ 12.21 hrs, Volume= 0.037 of Outflow = 0.29 cfs @ 12.31 hrs, Volume= 0.033 af, Atten= 12%, Lag= 5.8 min Primary = 0.29 cfs @ 12.31 hrs, Volume= 0.033 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.24' @ 12.31 hrs Surf.Area= 0.013 ac Storage= 0.006 of Plug -Flow detention time= 50.5 min calculated for 0.033 of (90% of inflow) Center -of -Mass det. time= 19.5 min ( 859.3 - 839.8 ) Volume Invert Avail.Storage Storage Description #1 1,005.50' 0.077 of 2.00'W x 64.001 x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,006.00' 15.0" Round Culvert L= 16.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,006.00'/ 1,005.00' S=0,06257' Cc= 0.900 Runoff Analysis with Pond3 Type 1124 -hr 10 -year Rainfall=4.20" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HvdroCAD® 9.10 s/n 06767 @2010 HvdroCAD Software Solutions LLC Page 28 n= 0.024 Primary Outflow Max=0.28 cfs @ 12.31 hrs HW=1,006.24' (Free Discharge) t-1=Culvert (Inlet Controls 0.28 cfs @ 1.68 fps) Runoff Analysis with Pond3 Type// 24 -hr 100 -year Rainfall=6.00" Prepared by Campion Engineering Services, Inc. Printed 1129/2013 H ydroCAD® 9.10 s/n 06767 @ 2010 HydroCAD Software Solutlons LLC Page 29 Summary for Subcatchment 1S: To Hwy 41 Runoff = 0.82 cis @ 12.04 hrs, Volume= 0.043 af, Depth> 1.57' Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -year Rainfall=6.00" Area (ac) CN Description 0.330 58 Woods/grass comb., Good, HSG B 0.330 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (ft/sec) (cfs) 10.7 100 0.0500 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 2S: To North Wetland Runoff = 3.83 cis @ 12.11 hrs, Volume= 0.256 af, Depth> 1.57" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -year Rainfall=6.00" Area (ac) CN Description 0.200 98 Unconnected roofs, HSG B 1.699 55 Woods, Good, HSG B 1.960 60 Weighted Average, UI Adjusted CN = 58 1.760 89.801/o Pervious Area 0.200 10.20% Impervious Area 0.200 100.00% Unconnected Tc Length Slope Velocity Capacity Description --- 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.1 200 0.1000 1.58 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 17.5 300 Total Summary for Subcatchment 6S: To North Wetland Runoff = 1.38 cis @ 12.16 hrs, Volume= 0.103 af, Depth> 1.88" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 100 -year Rainfall=6.00" Runoff Analysis with Pond3 Type 11 24 -hr 100 -year Rainfall=6.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 s/n 06767 @ 2010 HydroCAD Software Solutions LLC Page 30 Area (ac) CN Description 0.067 98 Unconnected roofs, HSG B 0.533 58 Woods/grass comb., Good, HSG B ' 0.061 78 Wetland 0.661 64 Weighted Average, UI Adjusted CN = 62 0.594 89.86% Pervious Area 0.067 10.14% Impervious Area 0.067 100.00% Unconnected Tc Length Slope Velocity Capacity Description 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 6.7 450 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 550 Total Summary for Subcatchment 8S: To Hwy 41 Runoff = 0.80 cfs @ 1202 hrs, Volume= 0.039 af, Depth> 1.89" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10D -year Rainfall=6.00" Area (ac) CN Descriotion 0.230 61 >75% Grass cover, Good, HSG B 0.020 98 Unconnected roofs, HSG B 0.250 64 Weighted Average, UI Adjusted CN = 62 0.230 92.00% Pervious Area 0.020 8.00% Impervious Area 0.020 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 85 0.0560 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' Summary for Subcatchment 10S: To Basin Runoff = 2.35 cfs @ 12.10 hrs, Volume= 0.150 af, Depth> 1.80" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -year Rainfall=6.00" Runoff Analysis with Pond3 Type 1124 -hr 100 -year Rainfall=6.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD@ 9.10 s/n 06767 @ 2010 HydroCAD Software Solutions LLC Paoe 31 Area (ac) CN Descriotion 0.130 98 Unconnected pavement, HSG B 0.870 58 Woods/grass comb., Good HSG B 1.000 63 Weighted Average, UI Adjusted CN = 61 0.870 87.00% Pervious Area 0.130 13.00% Impervious Area 0.130 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' 1.4 150 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 16.8 250 Total Summary for Subcatchment 11S: Lot 1 Runoff = 0.10 cfs @ 11.90 hrs, Volume= 0.005 af, Depth> 5.27" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -year Rainfall=6.00" Area (ac) CN Description 0.011 98 Paved parking HSG B 0.011 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (ft/sec) (cfs) 1.0 50 0.0100 0.84 Sheet Flow, Smooth surfaces n=0.011 P2=2.75" Summary for Subcatchment 13S: Lot 2 Runoff = 0.74 cfs @ 12.04 hrs, Volume= 0.039 af, Depth> 2.57" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type tl 24 -hr 100 -year Rainfall=6.00" Area (ac) CN Descriotion 0.057 98 Paved parking, HSG B 0.127 58 Woods/grass comb., Good, HSG B 0.184 70 Weighted Average 0.127 69.02% Pervious Area 0.057 30.98% Impervious Area Runoff Analysis with Ponc13 Type /I 24 -hr 100 -year Rainfall=6.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 32 Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 11.7 50 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 15S: Lot 3 Runoff = 0.28 cfs @ 12.09 hrs, Volume= 0.017 af, Depth> 2.48" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -year Rainfall=6.00" Area (ac) CN Description 0.022 98 Paved parking, HSG B 0.061 58 Woods/grass comb., Good, HSG B 0.083 69 Weighted Average 0.061 73.49% Pervious Area 0.022 26.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.1 75 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 17S: Lot 4 Runoff = 0.44 cfs @ 12.09 hrs, Volume= 0.027 af, Depth> 2.93" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 100 -year Rainfall=6.00" Area (ac) CN Description 0.044 98 Paved parking, HSG B 0.067 58 Wnods/arass comb., Good, HSG 8 0.111 74 Weighted Average 0.067 60.36% Pervious Area 0.044 39.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (ft/sec) (cfs) 16.1 75 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Reach 3R: Existing Inflow Area = 2.290 ac, 8.73% Impervious, Inflow Depth > 1.57" for 100 -year event Inflow = 4.55 cfs @ 12.11 hrs, Volume= 0.299 of Outflow = 4.55 cfs @ 12.11 hrs, Volume= 0.299 af, Atten= 0%, Lag= 0.0 min Runoff Analysis with Pond3 Type// 24 -hr 100 -year Rainfall=6.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach 5R: Proposed Inflow Area = 2.300 ac, 15.26% Impervious, Inflow Depth > 1.88" for 100 -year event Inflow = 4.09 cfs @ 12.18 hrs, Volume= 0.361 of Outflow = 4.09 cis @ 12.18 hrs, Volume= 0.361 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Pond 4P: Hwy 41 ditch Inflow Area = 0.330 ac, 0.00% Impervious, Inflow Depth > 1.57" for 100 -year event Inflow = 0.82 cis @ 12.04 hrs, Volume= 0.043 of Outflow = 0.78 cis @ 12.07 hrs, Volume= 0.043 af, Atten= 6%, Lag= 1.9 min Primary = 0.78 cfs @ 12.07 hrs, Volume= 0.043 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,004.65'@ 12.07 hrs Surf.Area= 386 sf Storage= 125 cf Plug -Flow detention time= 7.4 min calculated for 0.043 of (99% of inflow) Center -of -Mass det. time= 3.6 min ( 820.1 - 816.5 ) Volume Invert Avail.Storage Storage Description #1 1,004.00' 17,387 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area - Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 1,004.00 1 0 0 1,006.00 1,189 1,190 1,190 1,008.00 3,843 5,032 6,222 1,010.00 7,322 11,165 17,387 Device Routing Invert Outlet Devices #1 Primary 9,004.20' 12.0" Round Culvert L= 31.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert-- 1,004.20'11,003.40' S= 0.0258 'P Cc= 0.900 n= 0.012 PrimaryOutFlow Max=0.76 cfs @ 12.07 hrs HW=1,004.64' (Free Discharge) t1=Culvert (Inlet Controls 0.76 cfs @ 2.26 fps) Summary for Pond 7P: Pond Inflow Area = 1.000 ac, 13.00% Impervious, Inflow Depth > 1.80" for 100 -year event Inflow = 2.35 cfs @ 12.10 hrs, Volume= 0.150 of Outflow = 1.39 cfs @ 12.26 hrs, Volume= 0.144 af, Atten= 41%, Lag= 9.3 min Primary = 1.39 cfs @ 12.26 hrs, Volume= 0.144 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Runoff Analysis with Pond3 Type 1124 -hr 100 -year Rainfall=6.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 H droCAD® 9.10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 34 Starting Elev= 987.00' Surf.Area= 2,306 sf Storage= 1,719 cf Peak Elev= 987.62' @ 12.26 hrs SurfArea= 2,820 sf Storage= 3,321 cf (1,602 of above start) Plug -Flow detention time= 134.6 min calculated for 0.105 of (70% of inflow) Center -of -Mass det. time= 21.4 min ( 836.8 - 815.4) Volume Invert Avail.Storage Storage Description #1 984.00' 6,147 of Custom Stage Data (Prismatic) Listed below (Recalc) Elevation SurfArea Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 984.00 44 0 0 986.00 348 392 392 987.00 2,306 1,327 1,719 986.00 3,128 2,717 4,436 988.50 3,715 1,711 6,147 Device Routing Invert Outlet Devices #1 Primary 987.00' 12.0" Round Culvert L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 987.00' 1986.00' S= 0.0500 T Cc= 0.900 n= 0.012 PrimaryOutFlow Max=1.38 cfs @ 12.26 hrs HW=987.62' (Free Discharge) t1=Culvert (Inlet Controls 1.38 cis @ 2.69 fps) Summary for Pond 913: Hwy 41 ditch Inflow Area = 0.250 ac, 8.00% Impervious, Inflow Depth > 1.89" for 100 -year event Inflow - 0.80 cis @ 12.02 hrs, Volume=- 0.039 of Outflow = 0.75 cis @ 12.05 hrs, Volume= 0.039 af, Atten= 6%, Lag= 2.0 min Primary = 0.75 cis @ 12.05 hrs, Volume= 0.039 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,004.64'C&12.05 hrs Surf.Area= 381 sf Storage= 122 cf Plug -Flow detention time= 8.1 min calculated for 0.039 of (99% of inflow) Center -of -Mass det. time= 3.8 min ( 811.9 - 808.0 ) Volume Invert Avail.Storage Storage Description #1 1,004.00' 17,387 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation SurfArea Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 1,004.00 1 0 0 1,006.00 1,189 1,190 1,190 1,008.00 3,843 5,032 6,222 1,010.00 7,322 11,165 17,387 Device Routing Invert Outlet Devices #1 Primary 1,004.20' 12.0" Round Culvert Runoff Analysis with Pond3 Type 1124 -hr 100 -year Rainfall=6.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD69 10 s/n 06767 02010 HydroCAD Software Solutions LLC Page 35 L= 31.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,004.20'/ 1,003.40' S= 0.0258 T Cc= 0.900 n= 0.012 Primary OutFlow Max=0.75 cfs @ 12.05 hrs HW=1,004.64' (Free Discharge) t1=Culvert (Inlet Controls 0.75 cfs @ 2.26 fps) Summary for Pond 12P: Lot 4 Culvert Inflow Area = 0.011 ac,100.00% Impervious, Inflow Depth > 5.27" for 100 -year event Inflow = 0.10 cfs @ 11.90 hrs, Volume= 0.005 of Outflow = 0.07 cfs @ 11.96 hrs, Volume= 0.003 af, Atten= 32%, Lag= 3.9 min Primary = 0.07 cfs @ 11.96 hrs, Volume= 0.003 of Routing by Star -Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,012.62'@ 11.96 hrs Surf.Area= 0.007 ac Storage= 0.003 of Y Plug -Flow detention time= 155.4 min calculated for 0.003 of (61% of inflow) Center -of -Mass det. time= 80.6 min ( 806.2 - 725.6 ) Volume Invert Avail Storage Storage Description #1 1,012.00' 0.051 of 2.00'W x 37.00'L x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,012.50' 15.0" Round Culvert L= 20.0' CMP, end -section conforming to fill, Ke= 0.500 - Inlet / Outlet Invert= 1,012.50'/ 1,011.50' S=0.0500? Cc= 0.900 - n= 0.024 Primary OutFlow Max=0.07 cfs @ 11.96 hrs HW=1,012.62' (Free Discharge) tlxulvert (Inlet Controls 0.07 ds @ 1.16 fps) Summary for Pond 14P: Lot 3 Culvert Inflow Area = 0.195 ac, 34.87% Impervious, Inflow Depth > 2.61" for 100 -year event Inflow = 0.79 ds @ 12.03 hrs, Volume= 0.042 of Outflow = 0.54 cfs @ 12.13 hrs, Volume= 0.036 af, Atten= 31%, Lag= 6.0 min Primary = 0.54 cfs @ 12.13 hrs, Volume= 0.036 of Routing by Stor-Ind method. Time Span= 5.00-20.00 hrs, dl= 0.05 hrs Peak Elev= 1,009.34' @ 12.13 hrs Surf.Area= 0.025 ac Storage= 0.013 of Plug -Flow detention time= 74.5 min calculated for 0.036 of (84% of inflow) Center -of -Mass det. time= 28.7 min ( 825.3 - 796.6 ) Volume Invert Avail Storage Storage Description #1 1,008.50' 0.131 of 2.00'W x 120.001 x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,009.00' 15.0" Round Culvert L= 16.0' CMP, end -section conforming to fill, Ke= 0.500 Runoff Analysis with Pond3 Type// 24 -hr 100 -year Rainfall=6.00" Prepared by Campion Engineering Services, Inc. Printed 1/2912013 HydroCAD® 9.10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 36 Inlet/ Outlet Invert= 1,009.00'/ 1,008.00' S=0.0625? Cc= 0.900 n= 0.024 Primary OutFlow Max=0.53 cfs @ 12.13 hrs HW=1,009.34' (Free Discharge) t 1=Culvert (Inlet Controls 0.53 cfs @ 1.98 fps) Inflow Area = 0.278 ac, Inflow = 0.81 cfs @ Outflow = 0.78 cfs @ Primary = 0.78 cfs @ Summary for Pond 161p: Lot 2 Culvert 32.37% Impervious, Inflow Depth > 2.29" 12.12 hrs, Volume= 0.053 of 12.16 hrs, Volume= 0.051 af, 12.16 hrs, Volume= 0.051 of for 100 -year event Atten= 4%, Lag= 2.4 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,007.91'@ 12.16 hrs Surf.Area= 0.010 ac Storage= 0.005 of Plug -Flow detention time= 23.0 min calculated for 0.051 of (95% of inflow) Center -of -Mass det. time= 8.4 min ( 825.8 - 817.4) Volume Invert Avail.Storage Storage Description #1 1,007.00' 0.052 of 2.00'W x 38.001 x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,007.50' 15.0" Round Culvert L= 14.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,007.50'/ 1,006.50' S= 0.0714'1' Cc= 0.900 - n= 0.024 Primary OutFlow Max=0.77 cfs @ 12.16 hrs HW=1,007.91' (Free Discharge) t-1=Culvert (Inlet Controls 0.77 cfs @ 2.18 fps) Summary for Pond 18P: Lot 1 Culvert Inflow Area = 0.389 ac, 34.45% Impervious, Inflow Depth > 2.40" for 100 -year event Inflow = 1.11 cfs @ 12.14 hrs, Volume= 0.078 of Outflow = 1.08 cfs @ 12.19 hrs, Volume= 0.074 af, Atten= 7%, Lag= 3.4 min Primary = 1.08 cfs @ 12.19 hrs, Volume= 0.074 of Routing by Stor-Ind method, Time Span= 5.DD-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.49'@ 12.19 hrs Surf.Area= 0.016 ac Storage= 0.009 of Plug -Flow detention time= 27.8 min calculated for 0.074 of (95% of inflow) Center -of -Mass det. time= 11.0 min ( 825.1 - 814.1 ) Volume Invert Avail.Storaae Storaae Description #1 1,005.50' 0.077 of 2.00'W x 64.001 x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,006.00' 15.0" Round Culvert L= 16.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,006-00'11,005.00' S= 0.0625T Cc= 0.900 Runoff Analysis with Pond3 Type// 24 -hr 100 -year Rainfall=6.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD09 10 s/n 06767 ©2010 HydroCAD Software Solutions LLC Page 37 n= 0.024 Primary OutFlow Max=1.07 cfs @ 12.19 hrs HW=1,006.49' (Free Discharge) t-1=Culvert (Inlet Controls 1.07 cfs @ 2.39 fps) 63000haskaad_Pond_case "P8 urban Catchment Model, version 3.4 Case Data File 63000haskand.p8c Run Date 12/18/12 Case Notes: 1 Storm Data File msp_4989.pcp Case 63000haskand.p8c Firstoate 01/01/70 Precip(in) 271.4 Minimum Inter -Event Time (hrs) 10 Maximum Continuity Error % 2 Title 6300 Chaska Road Lastoate 12/31/79 Rain(in) 229.61 Loops Thru Storm File 1 simulation Dates 0.02 PrecFile msp_4989.pcp Events 699 snow(in) 41.78 Max snowfall Temperature (deg -f) 32.0 SnowMelt Temperature (deg -f) 32.0 snowmelt Coef (in/degF-Day) Part File nurp50.p8p TotalHrs 87000 TotalYrs 9.92 1.00 Growing season start Month 5 Growing Season End Month Case Title 6300 Chaska Road Case Data File 63000haskand.p8c Path c:\P8\ Case Notes: 1 Storm Data File msp_4989.pcp Particle File nurp50.p8p Air Temp File File msp_4889.tmp Time Steps Per Hour 4 Minimum Inter -Event Time (hrs) 10 Maximum Continuity Error % 2 Rainfall Breakpoint (inches) 0.8 Precipitation scale Factor 1 Air Temp offset (de -F) 0 Loops Thru Storm File 1 simulation Dates 0.02 Start 6/1/1969 Keep 1/1/1970 stop 12/31/1979 Max snowfall Temperature (deg -f) 32.0 SnowMelt Temperature (deg -f) 32.0 snowmelt Coef (in/degF-Day) 0.06 Soil Freeze Temp (deg -F) - 32.0 Snowmelt Abstraction Factor 1.00 Evapo-Trans. calibration Factor 1.00 Growing season start Month 5 Growing Season End Month 10 5 -Day Antecedent Rainfall + Runoff (inches) CN Antecedent Moisture Condition AMC -II AMC -III Growing Season 1.40 2.10 NonGrowing season _ 0.50 1.10 watershed Data watershed Name Runoff to Device infiltration to Device watershed Area scs curve Number (Pervious) Scale Factor for Pervious Runoff Indirectly Connected impery Frac UnSwept Impervious Fraction UnSwept Depression Storage (inch UnSwept Imperv. Runoff coefficie UnSwept Scale Factor for Particl swept Impervious Fraction swept Depression Storage (inches Swept Imperv. Runoff Coefficient Swept Scale Factor for Particle To Hwy 41 To Basin To North wetland Proposed Pond Proposed 0.25 1 1.05 61 58 58 1 1 1 0.08 0.13 0.18 0 0 0 0.02 0.02 0.02 1 1 1 1 1 1 0 0 0 0.02 0.02 0.02 1 1 1 1 1 1 Page 1 6300chaskand_Pond_Case Sweeping Frequency 0 0.5 0.5 Sweeping Efficiency 1 1 1 Sweeping Start Date (MMDD) 101 101 101 Sweeping Stop Date (MMDD) 1231 1231 1231 Device Data Device Name Proposed Pond 1.5 Device Type PIPE POND 0 Infiltration outlet 0 0 2nd order Decay (1/day Normal Outlet 0 Proposed 0 Spillway Outlet Impervious Runoff Conc Proposed 0 Particle Removal Scale Factor 0 1 Pervious Runoff Conc ( Bottom Elevation (ft) 100 884 100 Bottom Area (acres) Pervious Conc Exponent ACCUM. Rate (lbs -ac -da 0.001 1 1.75 Permanent Pool Area (acres) 1 1.75 0.034 Particle Removal Rate Permanent Pool Volume (ac -ft) 0.25 0.031 0.25 Perm Pool Infilt Rate O n/hr) washoff coefficient 0 20 Flood Pool Area (acres) 20 0.051 washoff Exponent Flood Pool volume (ac -ft) 2 0.063 2 Flood Pool Infilt Rate (in/hr) Sweeper Efficiency 0 0 Infilt Basin void Fraction (%) 5 15 Water Quality Component Detention Pond outlet Parameters Outlet Type Component Name ORIFICE TP Outlet Orifice Diameter (in) cu 6 HC Orifice Discharge Coef 0.6 Outlet Weir Length (ft) water Quality Criteria (ppm) Weir Discharge Coef Perforated Riser Height (ft) Page 2 Number of Holes in Riser Holes Diameter Flood Pool Drain Time (hrs) Swale Parameters Length of Flow Path (ft) Slope of Flow Path % Bottom width (ft) Side Slope (ft-v/ft-h) Maximum Depth of Flow (ftJ Mannings n Constant Hydraulic Model Pipe, Splitter, Aquifer Parameter Hydraulic Res. Time (hrs) 0 Particle Data Particle File nurp50.p8p Particle class PO% P10% P30% P50% P80% Filtration Efficiency 0 100 100 100 100 Settling velocity jft/ 0 0.03 0.3 1.5 15 First order Decay Rate 0 0 0 0 0 2nd order Decay (1/day 0 0 0 0 0 Impervious Runoff Conc 1 0 0 0 0 Pervious Runoff Conc ( 1 100 100 100 200 Pervious Conc Exponent ACCUM. Rate (lbs -ac -da 0 0 1 1.75 1 1.75 1 1.75 1 3.5 Particle Removal Rate 0 0.25 0.25 0.25 0.25 washoff coefficient 0 20 20 20 20 washoff Exponent 0 2 2 2 2 Sweeper Efficiency 0 0 0 5 15 Water Quality Component Data Component Name TSS TP TKN cu PB HC water Quality Criteria (ppm) Page 2 Wil Level 1 5 0.1 Level 2 10 0.5 Level 3 20 1 content Scale Factor 1 1 Particle composition (mg/kg) PO% 0 250000 P10% 1000000 22500 P30% 1000000 22500 P50% 1000000 22500 P80% 1000000 22500 6300chaskand_Pond_case 0.025 2 2 0.02 5 0.05 1 0.0048 0.014 0.0362 0.1 0.5 0.02 0.15 0.38 1 1 1 1 1 99000 600000 13600 2000 640000 3850 15000 340 180 1600 3850 15000 340 180 1600 3850 15000 340 180 1600 0 0 340 180 0 Page 3 Mass Balances by Device and variable Device: OVERALL Type: NONE 63000haskand_Pond_Device and variable Mass Balance Term "P8 urban Catchment Flow_Cfs Model, version 3.4 COnC-ppm Run Date Case 12/18/12 63000haskand.p8c FirstDate 01/01/70 Precip(in) Title 271.4 6300 Chaska Road LastOate 12/31/79 Rain(in) 229.61 2.0 0.2 699 PreCFile sedimen + decay msp_4989.pcp Events 0.2 Snow(in) Part File 41.78 nurpSO.p8p TotalHrs 87000 TotalYrs 9.92 0.2 0.20 10 12 Mass Balances by Device and variable Device: OVERALL Type: NONE variable: TP Mass Balance Term Flow_acft Flow_Cfs Load -lbs Load-lbs/yr COnC-ppm 01 watershed inflows 3.57 0.00 2.2 0.2 0.23 0.20 06 normal outlet 3.57 0.00 2.0 0.2 08 sedimen + decay 0.00 0.00 0.2 0.0 0.2 0.23 09 total inflow 3.57 3.57 0.00 0.00 2.2 2.0 0.2 0.20 10 12 surface outflow total outflow 3.57 0.00 2.0 0.2 0.20 13 total trapped 0.00 0.00 0.2 0.0 14 storage increase 0.00 0.00 0.0 0.0 0.0 0.0 15 mass balance chec 0.00 0.00 Reduction (%) 11 0.00 0.00 9.7 9.7 Page 1 F <t° 1'111��,riilslin .> 1111111111111111P 0 g yam. xN_ W F W 1i s� i t ° Z j W 1 N R pa ! UW= 02� t �ii i{1 inf ♦ e .A o '' 1 I it1i %';%��( %" � °d� � j b; %�"•'' \♦ f "`3. °0 4° Cyt or�4t'('ps,' 4 °• _ a ° '`1 irc-, ♦� !I1•,? '.tel 1R�-',�---°• .-�`;� of" /8,� �_�Os-- ile}1f1 t — - -- - _� im Tributa Area Existing Ponding Area Subcat Reach on Llnk Wetland Analysis Prepared by Campi Type 1124 -hr 2 -Year Rainfall=2.80" Services, Inc. Printed 1129/2013 LLC Summary for Subcatchment 1S: Tributary Area Runoff = 11.48 cfs @ 12.07 hrs, Volume= 0.695 af, Depth> 0.61" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -Year Rainfall=2.80" Area (ac) CN Description ' 0.300 78 Wetland 6.800 72 1/3 acre lots, 30% imp, HSG B 2.600 65 Woods/grass comb., Fair, HSG B 1.100 98 Paved roads w/curbs & sewers, HSG B 2.800 70 1/2 acre lots 25% imp HSG B 13.600 72 Weighted Average 9.760 Shallow Concentrated Flow, grass 71.76% Pervious Area 3.840 28.24% Impervious Area Tc (min) Length (feet) Slope (it/ft) Velocity (ft1sec) Capacity Description (cfs) 8.0 100 0.1000 0.21 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.80" 0.6 150 0.0670 3.88 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 1.3 200 0.0300 2.60 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 1.0 250 0.0800 4._24 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 2.8 500 0.0400 3.00 Shallow Concentrated Flow, grass Grassed Waterwav Kv= 15.0 fps 13.7 1,200 Total Summary for Pond 2P: Existing Ponding Area Inflow Area = 13.600 ac, 28.24% Impervious, Inflow Depth > 0.61" for 2 -Year event Inflow = 11.48 cfs @ 12.07 hrs, Volume= 0.695 of Outflow = 8.61 cfs @ 12.17 hrs, Volume= 0.692 af, Atten= 25%, Lag= 5.5 min Primary = 8.61 cfs @ 12.17 hrs, Volume= 0.692 of Routing by Stor-ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 986.42'@ 12.17 hrs Surf.Area= 5,893 sf Storage= 3,791 of Plug -Flow detention time= 7.2 min calculated for 0.690 of (99% of inflow) Center -of -Mass det. time= 5.6 min ( 831.6 - 826.0 ) Volume Invert Avail Storage Storage Description #1 985.23' 225,255 cf Custom Stage Data (Prismatic) Listed below (Recalc) Wetland Analysis Type// 24-hr 2-Year Rainfall=2.80" Prepared by Campion Engineering Services, Inc. Printed 112912013 HydroCAD@ 9 10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 3 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 985.23 100 0 0 986.00 4,200 1,655 1,655 988.00 12,200 16,400 18,055 990.00 21,500 33,700 51,755 992.00 38,500 60,000 111,755 994.00 75,000 113,500 225,255 Device Routing Invert Outlet Devices #1 Primary 985.23' 30.0" Round Culvert L= 140.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 985.23'/ 983.24' S= 0.0142 'P Cc--0.900 n= 0.012 Primary OutFlow Max--8.50 cfs @ 12.17 hrs HW=986.42' (Free Discharge) t1=Culvert (Inlet Controls 8.50 cfs @ 3.71 fps) Wetland Analysis Type// 24 -hr 10 -Year Rainfall=4.20" Prepared by Campion Engineering Services, Inc. Printed 1129/2013 HydroCADO 9.10 s/n 06767 O 2010 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1S: Tributary Area Runoff = 28.78 cfs @ 12.06 hrs, Volume= 1.645 af, Depth> 1.45" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -Year Rainfall=4.20" Area facl CN Description 0.300 78 Wetland 6.800 72 1/3 acre lots, 30% imp, HSG B 2.600 65 Woods/grass comb., Fair, HSG B 1.100 98 Paved roads w/curbs & sewers, HSG B 2.800 70 1/2 acre lots 25% imp HSG B 13.600 72 Weighted Average 9.760 Grassed Waterway Kv= 15.0 fps 71.76% Pervious Area 3.840 0.0300 28.24% Impervious Area To Length Slope Velocity Capacity Description 8.0 100 0.1000 0.21 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.80" 0.6 150 0.0670 3.88 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 1.3 200 0.0300 2.60 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 1.0 250 0.0800 4.24 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 2.8 500 0.0400 3.00 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 13.7 1,200 Total Summary for Pond 2P: Existing Ponding Area Inflow Area = 13.600 ac, 28.24% Impervious, Inflow Depth > 1.45" for 10 -Year event Inflow = 28.78 cfs @ 12.06 hrs, Volume= 1.645 of Outflow = 20.98 cfs @ 12.16 hrs, Volume= 1.640 af, Atten= 27%, Lag= 5.8 min Primary = 20.98 cfs @ 12.16 hrs, Volume= 1.640 of Routing by Stor-Ind method, Time Span= 5.OD-20.00 hrs, dt= 0.05 hrs Peak Elev= 987.28' @ 12.16 hrs Surf.Area= 9,316 sf Storage= 10,299 cf Plug -Flow detention time= 7.4 min calculated for 1.634 of (99% of inflow) Center -of -Mass det. time= 6.1 min ( 813.3 - 807.2 ) Volume Invert Avail Storage Storage Description #1 985.23' 225,255 cf Custom Stage Data (Prismatic) Listed below (Recalc) Wetland Analysis Type H 24-hr 10-Year Rainf611=4.20" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 s/n 06767 @2010 HVdroCAD Software Solutions LLC Page 5 Elevation Surf.Area Inc.Store Cum.Store _(feet) (sq-ft) (cubic-feet) (cubic-feet) 985.23 100 0 0 986.00 4,200 1,655 1,655 988.00 12,200 16,400 18,055 990.00 21,500 33,700 51,755 992.00 38,500 60,000 111,755 994.00 75,000 113,500 225,255 Device Routing Invert Outlet Devices #1 Primary 985.23' 30.0" Round Culvert L= 140.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 985.23'/983.M S= 0.0142 T Cc= 0.900 n= 0.012 Primary OutFlow Max=20.85 cfs @ 12.16 hrs HW=987.27' (Free Discharge) t-1=Culvert (Inlet Controls 20.85 cfs @ 4.86 fps) Wetland Analysis Type// 24 -hr 100 -Year Rainfall=6.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD8 9 10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1 S: Tributary Area Runoff = 54.64 cfs @ 12.06 hrs, Volume= 3.114 af, Depth> 2.75" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -Year Rainfall=6.00" Area (ac) CN Description ' 0.300 78 Wetland 6.800 72 1/3 acre lots, 30% imp, HSG B 2.600 65 Woods/grass comb., Fair, HSG B 1.100 98 Paved roads w/curbs & sewers, HSG B 2.800 70 1/2 acre lots 25% imp HSG B 13.600 72 Weighted Average 9.760 Grass: Dense n= 0.240 P2= 2.80" 71.76% Pervious Area 3.840 0.0670 28.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 8.0 100 0.1000 0.21 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.80" 0.6 150 0.0670 3.88 Shallow Concentrated Flow, grass Grassed Waterway Kv- 15.0 fps 1.3 200 0.0300 2.60 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 1.0 250 0.0800 4.24 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 2.8 500 0.0400 3.00 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 13.7 1,200 Total Summary for Pond 2P: Existing Ponding Area Inflow Area = 13.600 ac, 28.24% Impervious, Inflow Depth > 2.75" for 100 -Year event Inflow = 54.64 cfs @ 12.06 hrs, Volume= 3.114 of Outflow = 33.03 cfs @ 12.18 hrs, Volume= 3.105 af, Atten= 40%, Lag= 7.6 min Primary = 33.03 cfs @ 12.18 hrs, Volume= 3.105 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 988.43' @ 12.19 hrs Surf.Area= 14,214 sf Storage= 23,776 cf Plug -Flow detention time= 8.5 min calculated for 3.094 of (99% of inflow) Center -of -Mass det. time= 7.4 min ( 801.3 - 794.0 ) Volume Invert Avail Storage Storage Description #1 985.23' 225,255 cf Custom Stage Data (Prismatic) Listed below (Recalc) Wetland Analysis Type 11 24-hr 100-Year Rainfall=6.00" Prepared by Campion Engineering Services, Inc. Printed 1129/2013 HydroCAD@ 9.10 sin 06767 © 2010 HydroCAD Software Solutions LLC Page 7 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 985.23 100 0 0 986.00 4,200 1,655 1,655 988.00 12,200 16,400 18,055 990.00 21,500 33,700 51,755 992.00 38,500 60,000 111,755 994.00 75,000 113,500 225,255 Device Routing Invert Outlet Devices #1 Primary 985.23' 30.0" Round Culvert L= 140.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 985.23'/ 983.24' S=0.01427 Cc= 0.900 n= 0.012 PrimaryOutFlow Max=32.93 cfs @ 12.18 hrs HW=988.42' (Free Discharge) t1=Culvert (Inlet Controls 32.93 cfs @ 6.71 fps) CITY OF CHANHASSEN P 0 BOX 147 CHANHASSEN MN 55317 07/23/2013 1:44 PM Receipt No. 00225958 CLERK: AshleyM PAYEE: Chaska Road, LLC 15400 Highway 7 Ste400 Minnetonka MN 55345 - Planning Case 2013-04 Fretham 15th Addition ------------------------------------------------------- Final Plat 250.00 Attorney Fees & Recording Escrow 500.00 Total Cash Check 2014 Change 750.00 0.00 750.00 0.00 13-04 SCANNED LOT TA B U LAT I O N FRETHAM 15TH ADDITION CES PROJECT NO. 12-024 August 5, 2013 LOT N0. BLOCK NO. LOT AREA (sf) 1 1 32,050 2 1 24,123 3 1 22,018 4 1 22,520 February 26, 2013 Mr. Curt Fretham Lakewest Development Co., LLC 15400 Highway 7 Minnetonka, MN 55345 Re: Fretham 15th Addition Planning Case #2013-04 Dear Mr. Fretham: RTodd HIJ Alvson/Terry/Jerry MJMark: THA EM 15 ADDITION FINAL PLAT is scheduled for the August 26, 2013 City Council meeting. Please review the conditions of approval in this letter with the attached plans and respond to Bob no later than Friday. Aueust 9.2013. Respond to each condition as follows: • Still applies • Does not apply or has been met • Is modified as follows (include modification) • New condition This letter is to confirm that on February 25, 2013 the Chanhassen City Council approved the preliminary plat creating four lots for Fretham 15`h Addition subject to the following conditions: Building Official: 1. The applicant must apply for the appropriate permit(s) required for the demolition or moving of any existing structures. 2. A final grading plan and soils report must be submitted to the Inspections Division before building permits can be issued. 3. Retaining walls over four feet high require a permit and must be designed by a professional engineer. 4. Each lot must be provided with separate sewer and water services. Engineering: 1. If the Fretham 15th Addition final plat is approved prior to the assessment hearing for City Project 13-01, each lot within the plat shall be included in the assessment calculation. 2. The sewer and water services to Lots 1, 3 and 4 must be installed prior to the street resurfacing project, as noted on Sheet 4 of the preliminary plans. 3. Based on the elevation of the existing sanitary sewer and the proposed home elevation on Lot 1, this home cannot be serviced by gravity sanitary sewer. Staff requests that the developer disclose this information to prospective buyers. 4. Lots 1, 3 and 4 will be subject to the City sewer and water hook-up charges and the Metropolitan Council Sanitary Access Charge. These fees shall be collected in accordance with the City Code at the rate in effect at the time. 5. The developer must obtain a MnDOT drainage permit. ♦I Mr. Curt Fretham Fretham 15'h Addition February 26, 2013 Page 2 6. The drainage from Highway 41 must be included in the stormwater calculations. The drainage calculations must be revised to model the storm depths stipulated in City Code. 7. The existing drainage area boundaries used for the runoff calculations needs to be revised to include all the area draining to the wetlands, including area outside of the proposed development. 8. Ensure that the post -development discharge rates to both wetlands do not exceed the existing condition. 9. It must be shown that the proposed swale along Highway 41 is adequate to handle anticipated flow volumes. 10. The curve number for the wetland areas must be 78. 11. The grading plan must be modified so that the driveway grade for Lot 1 does not exceed 10%. 12. Spot elevations must be shown along the driveway to Lot 1 in order to calculate the cross slope. 13. Note the lowest opening elevation for the home on Lot 4. 14. If the proposed area to be disturbed is greater than one (1) acre, the applicant will be required to obtain a NPDES Construction Permit. Proof of permit and a Surface Water Pollution Prevention Plan must be submitted to the City for review and comment. 15. The proposed culverts shall have filtration logs, appropriate to flow conditions, at their inlets and outlets until vegetation is established within the ditch. 16. A construction entrance shall be shown on the plan set and a detail shall be provided. 17. Silt fence or other appropriate sediment control BMP shall be installed along the frontage for Chaska Road. 18. All silt fence shall use metal t -posts. 19. Sediment protection shall be provided for all wetland areas including those areas off-site to which the site is tributary. 20. The buffer area disturbed for the creation of the pond and drainage, and any other buffer area unacceptable under Section 20-142 shall be seeded with an appropriate seed mix such as State Mix 36-211: Woodland Edge South & West. 21. The drainage and utility easement shall include all wetland buffer areas. 22. Wetland buffer monument placement shall be indicated on the plan set and shall be installed by the applicant before release of the final plat. (k Mr. Curt Fretham Fretham 15th Addition February 26, 2013 Page 3 23. All drainage swales must be stabilized for the final 200 feet before exciting the property or entering a water of the state. The method of stabilization shall be indicated on the plan. 24. The estimated SWMP fees due at final plat are $8,841.00 Natural Resource Specialist: 1. Each lot will be required to plant one overstory tree in the front yard per city ordinance. 2. Building permit survey for each lot shall be required to show all inventoried trees and their removal or preservation status. Park and Recreation: 1. The developer shall pay park dedication fees at the rate in force upon final plat approval for three of the four lots prior to recording the final plat. Planning: 1. The shed located in the northeast corner of the property must be demolished or removed. Final plat documents must be submitted to the City 30 days prior to the City Council meeting in which you wish to have your final plat approved. Conditions of the preliminary plat approval must be addressed for final plat approval. Enclosed is the list of items required for submittal for final plat approval. Should you have any questions, please contact me at (952) 227-1131 or by email at bgenerous(a,ci.chanhassen.mn.us. Sincerely, Robert Generous, AlCP Senior Planner Enclosure ec: Kate Aanenson, Community Development Director Alyson Fauske, Assistant City Engineer Todd Gerhardt, City Manager Terry Jeffery, Water Resources Coordinator Jerry Mohn, Building Official Enclosure gAplan\2013 planning ca \2013-04 frelhmn subdivision\approval letter pmlim.doe nt Name Planning Case No. ?-6 13 —G5 CITY OF CHANHASSEN 7700 Market Boulevard - P.O. Box 147 CITY OF CHANHASSEN Chanhassen, MN 55317 - (952) 227-1100 RECEIVED JUL '19 2013 DEVELOPMENT REVIEW APPLICATIOIi„NHASSEN PLANNING DEPT L Phone:9S9-`130-3000 Fax:952�LS3-1.19� Email:�rJff� lw�s�a(PvLowi Property Owner Name and Address: Cl ln, 'k 0&2 LLC /AS,YOO Hbv,,, 7 *-40D 7 Contact: G + F--c4-k- Phone: 4s2-930-3006 Pax: 4s2^ 5-3-.21f8 Email: Curl -fes 1r,�es�dev,�bt„ NOTE: Consultation with City staff is required prior to submittal, including review of development plans Comprehensive Plan Amendment Conditional Use Permit (CUP) Interim Use Permit (IUP) Non -conforming Use Permit Planned Unit Development* Rezoning Sign Permits Sign Plan Review Site Plan Review (SPR)* r *�SU Subdivision* t ivla,l P la4—a (ova Temporary Sales Permit Vacation of Right-of-Way/Easements (VAC) (Additional recording fees may apply) Variance (VAR) Wetland Alteration Permit (WAP) Zoning Appeal Zoning Ordinance Amendment Notification Sign — $200 (City to install and remove) X s w for Filing Fees/Attomey Cost** $50 UP/SPR/VAC/VAR/WAP/Metes & Bounds 0 inorSUB TOTAL FEE 750 69 Ur -4 a01�{ An additional fee of $3.00 per address within the public hearing notification area will be invoiced to the applicant prior to the public hearing. *Five (5) full-size folded copies of the plans must be submitted, including an 8%" X 11" reduced copy for each plan sheet along with a digital copy in TIFF -Group 4 (*.tif) format. **Escrow will be required for other applications through the development contract. Building material samples must be submitted with site plan reviews. NOTE: When multiple applications are processed, the appropriate fee shall be charged for each application. PROJECT NAME: /S- 4-d d; -F o h LOCATION:/3(Xj h/�5�dr1 LEGAL DESCRIPTION AND PID: LD' -F e' x�, .7;f—/).&r+ U, 1, . N/ TOTAL ACREAGE: -1 Z g WETLANDS PRESENT: _X YES NO PRESENT ZONING: RIC REQUESTED ZONING: _iRs I PRESENT LAND USE DESIGNATION: K CS j REQUESTED LAND USE DESIGNATION: 'ke, 'S JJ! TI REASON FOR REQUEST: -Th C >, [ t t� d�Gtf 9-- l5 /0107 de-h,S). 1160100 FOR SITE PLAN REVIEW. Include number of existing employees: and new employees: This application must be completed in full and be typewritten or dearly printed and must be accompanied by all information and plans required by applicable City Ordinance provisions. Before filing this application, you should confer -with the Planning Department to determine the specific ordinance and procedural requirements applicable to your application. A determination of completeness of the application shall be made within 15 business days of application submittal. A written notice of application deficiencies shall be mailed to the applicant within 15 business days of application. This is to certify that I am making application for the described action by the City and that I am responsible for complying with all City requirements with regard to this request. This application should be processed in my name and I am the party whom the City should contact regarding any matter pertaining to this application. I have attached a copy of proof of ownership (either copy of Owner's Duplicate Certificate of Title, Abstract of Title or purchase agreement), or 1 am the authorized person to make this application and the fee owner has also signed this application. I will keep myself informed of the deadlines for submission of material and the progress of this application. I further understand that additional fees may be charged for consulting fees, feasibility studies, etc. with an estimate prior to any authorization to proceed with the study. The documents and information I have submitted are true and correct to the best of my knowledge. nature of A plicant Date Signature of Fee Owner Date g:\plan\fon Wevelopment inview applicationAm CITY OF CHANHASSEN 7700 Market Boulevard — P.O. Box 147 Chanhassen, MN 55317 — (952) 227-1100 Planning Case No. ?y 13 —G5/ CITY OF CHANHASSEN RECEIVED JUL 1 9 ?013 DEVELOPMENT REVIEW APPLICATIONHANHASSEN PLANNING DEPT Name and Address: ,4- 49 L Phone: -q30-3000 Fax:932-4S3-; IG Email: �r._ri-'�n / wrsfa(Pv Lova Name and Address: Phone: 9S2-930-3000 Fax:q) 2-43 -.2198 Email: Curl -¢r. 1wesd c1ev,rom NOTE: Consultation with City staff is required prior to submittal, including review of development plans Comprehensive Plan Amendment Conditional Use Permit (CUP) Interim Use Permit (IUP) Non -conforming Use Permit Planned Unit Development* Rezoning Sign Permits Sign Plan Review Site Plan Review (SPR)* 1 a5L` Subdivision* Fi rra.1 P k --apPrDvc: I Temporary Sales Permit Vacation of Right-of-Way/Easements (VAC) (Additional recording fees may apply) Variance (VAR) Wetland Alteration Permit (WAP) Zoning Appeal Zoning Ordinance Amendment Notification Sign — $200 (City to install and remove) X scnpw for Filing Fees/Attorney Cost" $50 , UP/SPRfVAC/VAR/WAP/Metes & Bounds 0 inor SUB TOTAL FEE $ 750 42 C }CI `i An additional fee of $3.00 per address within the public hearing notification area will be invoiced to the applicant prior to the public hearing. *Five (5) full-size folded copies of the plans must be submitted, including an 8%" X 11" reduced copy for each plan sheet along with a digital copy in TIFF -Group 4 (*.tif) format. **Escrow will be required for other applications through the development contract. Building material samples must be submitted with site plan reviews. NOTE: When multiple applications are processed, the appropriate fee shall be charged for each application. SCANNED PROJECT NAME: /Sq� Ajd;- oh LOCATION: _� 300 LEGAL DESCRIPTION AND PID: LDt F 4r -t GS 'Rnr,lt.,ell pit) go 100 TOTAL ACREAGE: 2 9 WETLANDS PRESENT: _X YES NO PRESENTZONING RAF REQUESTED ZONING: PRESENT LAND USE DESIGNATION: REQUESTED LAND USE DESIGNATION: es; dem-'Nal low de"IS i �e-S'4X+ie' l01w dehsi� REASON FOR REQUEST: To C» hi L 4-4-r-- 5TI n4 GLI )AI -0 y FOR SITE PLAN REVIEW. Include number of existing employees: and new employees: This application must be completed in full and be typewritten or clearly printed and must be accompanied by all information and plans required by applicable City Ordinance provisions. Before filing this application, you should oonfaL with the Planning Department to determine the specific ordinance and procedural requirements applicable to your application. A determination of completeness of the application shall be made within 15 business days of application submittal. A written notice of application deficiencies shall be mailed to the applicant within 15 business days of application. This is to certify that I am making application for the described action by the City and that I am responsible for complying with all City requirements with regard to this request. This application should be processed in my name and I am the party whom the City should contact regarding any matter pertaining to this application. I have attached a copy of proof of ownership (either copy of Owner's Duplicate Certificate of Title, Abstract of Title or purchase agreement), or I am the authorized person to make this application and the fee owner has also signed this application. I will keep myself informed of the deadlines for submission of material and the progress of this application. I further understand that additional fees may be charged for consulting fees, feasibility studies, etc. with an estimate prior to any authorization to proceed with the study. The documents and information I have submitted are true and correct to the best of my knowledge. rnrn nature of A plicant Date Signature of Fee Owner Date giplanlformsWevelopment review applicationAm SCANNED i E e o p •y is s:Ea € 1 $ p J a s i a - E.• E a Is E5 n 'fill s ; $ (s$ - s yp II $ i s { E•s P �t F 4 q s8 g ii pp i€t g {F Efyf a 3�Y� i 3 ts A $? Eti SE Y A \ � f.'L 3 I i• AE ko TIu H � �_. /� \ 4 \ % \`• s to Mfr Qom' I IiX IJ / �•' o i //'\ \/�y c / +R Q iii / / � I { \\ aF r• \ "any C �• �_ 1 -�------------mow_.,_...__.-- ------ R-, O W Z Z U co s GRADING & EROSION CONTROL PLANS N FRETHAM 15TH ADDITION CHANHASSEN, MN ;r i CITY OF CHANHASSEN RECEIVED k JUL '19 2013 CHANHASSEN PUNNING DEPT covrwmc arnncuiwr, INDEX E n< xwcrm. v.I w R.P.I. vt.xwev MCI ONS FINcn.ETAI Atrot roma . SWPLEKNTS e. Cm rM^iIWDS .SrOO.pw w W EVRA mpw rtw xu m u rt aI.ii `FCX"�.rir.:r�..m .v wDIMNCE mEE {CT N CAMPION FRETHAM 15TH ADDITION COVEN SHEET ENGMEES INCa wE o 12-024 SERVICES, wLAKE WEST DEVELOPMENT HANHA N SHEET NO. 1 OF 4 SHEETS I 0n15¢on SCANNED m O 0 0 N W g r, 5510 S' a°tba_ 1 oil p-> d.F __ n' , @ S _ _fir _ _• _ {�1� 1 € i i i i i I I i w� F ill Jill a o Qo o z TW z = N 4 6 aqr � z a 11111111111111111! 1111 p dde p� TIP, r oieij 4g €d�€ gFp' C 2 6g4 �FpdF��p�@�s�9F¢ �pg5, BgEp i {E4 gg r gpn p{rive FF}$Mj @g4a6@apg�F$77��@g8d@`�8ppd'yHg€ 9;e ��€ eF $dFa€iS 3 C ex a BF aEd1lhb! H4S g$ 1gYgg y$y s g � If y a Its L 0 W z z U U) z EL d ¢O N 45 ? Z> 6' z =W s LL LLI z OQ = N z 0 w z z U cn 6300 Chaska Rd Campion Engineering 1/24/2013 DESIGN WITH WET POND; NWL = 987;12" RCP outlet pipe @ 987;100YR = 988.07 Volume Control New impervious = 6098.4 sf Required volume abstraction = 457 cf Post development tree canopy = 40511 sf Median % interception 10 Tree abstraction provided = 4051 cf Total abstraction provided = 4051 cf Rate Control 2 -yr 10 -yr 100 -yr Existing 0.20 1.7 4.6 Proposed 0.18 1.3 4.1 Water Quality CITY OF CHANHASSEN RECEIVED JI II 19 21113 CRMFIASSEN PLANNING DEPT Existing (woods) = 0.106 lb/yr/ac http�//www.pca.state.mn.us/index.phpLview-document.1 Area = 2.29 acres 0.24 Ib/yr Proposed TP Load from P8 0.20 Ib/yr (from 138) SCANNED 3R 5R PnppaJ /TA O V �b Te NVN WMIeM 15 H"41 axn 9P Te H. 41 25 10S i aw T.Wx Wr To 0mh ^ TOH".1 Ld RWM InIJ¢WM La11$WrM Ld ISuYM 115 13$ ri55. t7S ell Ld3 LdJ Lolr S beat Reach pn Link rainage Diagram for Runoff Analysis with Pond3 by Campion Engineering Services, Inc., Printed 1/29/2013 FP'7HpydFoCAD@9.10 sfn 06767 ® 201 D HydroCAD Software Solutions LLC Runoff Analysis with Pond3 Type II 24 -hr 1 -inch Rainfall=1.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCADO 9.10 s/n 06767 @ 2010 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1S: To Hwy 41 Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -inch Rainfall=1.00" Area (ac) CN Description 0.330 58 Woods/grass comb Good HSG B 0.330 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0500 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 2S: To North Wetland Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -inch Rainfall=1.00" Area (ac) CN Description 0.200 98 Unconnected roofs, HSG B 1.699 55 Woods, Good, HSG B 0.061 78 Wetland 1.960 60 Weighted Average, UI Adjusted CN = 58 1.760 89.80% Pervious Area 0.200 10.20% Impervious Area 0.200 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' 2.1 200 0.1000 1.58 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 17.5 300 Total Summary for Subcatchment 6S: To North Wetland Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 1 -inch Rainfall=1.00" Runoff Analysis with Pond3 Type 11 24 -hr 1 -inch Rainfall=1.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 stn 06767 © 2010 HydroCAD Software Solutions LLC Page 3 Area (ac) CN Descriotion 0.067 98 Unconnected roofs, HSG B 0.533 58 Woods/grass comb., Good, HSG B ' 0.061 78 Wetland 0.661 64 Weighted Average, UI Adjusted CN = 62 0.594 0.11 89.86% Pervious Area 0.067 10.14% Impervious Area 0.067 Grass: Dense n= 0.240 P2= 2.75' 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' 6.7 450 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 22.1 550 Total Summary for Subcatchment 8S: To Hwy 41 Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 1124 -hr 1 -inch Rainfall=1.00" Area (ac) CN Descriotion 0.230 61 >75% Grass cover, Good, HSG B 0.020 98 Unconnected roofs, HSG B 0.250 64 Weighted Average, UI Adjusted CN = 62 0.230 92.00% Pervious Area 0.020 8.00% Impervious Area 0.020 100.00% Unconnected Tc Length Slope Velocity Capacity Description 9.4 85 0.0500 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 10S: To Basin Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 1 -inch Rainfall=1.00" Runoff Analysis with Pond3 Type /124 -hr 1 -inch Rainfall=1.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 s/n 06767 @ 2010 HydroCAD Software Solutions LLC Page 4 Area (ac) CN Description 0.130 98 Unconnected pavement, HSG B 0.870 58 Woods/grass comb. Good, HSG B 1.000 63 Weighted Average, UI Adjusted CN = 61 0.870 87.00% Pervious Area 0.130 13.00% Impervious Area 0.130 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' 1.4 150 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 16.8 250 Total Summary for Subcatchment 11S: Lot 1 Runoff = 0.02 ds @ 11.90 hrs, Volume= 0.001 af, Depth> 0.74" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -inch Rainfall=1.00" Area (ac) CN Description 0.011 98 Paved parking HSG B 0.011 100.00% Impervious Area Tc Length Slope iin) (feet) (ft/ft) 1.0 50 0.0100 Description 0.84 Sheet Flow, Smooth surfaces n=0.0111 P2=2.75" Summary for Subcatchment 13S: Lot 2 Runoff = 0.00 cfs @ 19.47 hrs, Volume= 0.000 af, Depth> 0.00" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -inch Rainfall=1.00" Area (ac) CN Description 0.057 98 Paved parking, HSG B 0.127 58 Woods/grass comb. Good HSG B 0.184 70 Weighted Average 0.127 69.02% Pervious Area 0.057 30.98% Impervious Area Runoff Analysis with Pond3 Type 1124 -hr 1 -inch Rainfall=1.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 s/n 06767 02010 HydroCAD Software Solutions LLC Page 5 Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 11.7 50 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' Summary for Subcatchment 15S: Lot 3 Runoff = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Depth> 0.00" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -inch Rainfall=1.00" Area (ac) CN Description 0.022 98 Paved parking, HSG B 0.061 58 Woods/grass comb. Good HSG B 0.083 69 Weighted Average 0.061 73.49% Pervious Area 0.022 26.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (ft/sec) (cfs) 16.1 75 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' Summary for Subcatchment 17S: Lot 4 Runoff = 0.00 ofs @ 13"60 hrs, Volume= 0.000 af, Depth> 0"02" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -inch Rainfall=1.00" Area (ac) CN Description 0.044 98 Paved parking, HSG B 0.067 58 Woods/arass comb.. Good. HSG B 0.111 74 Weighted Average 0.067 60.36% Pervious Area 0.044 39.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 16.1 75 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Reach 3R: Existing Inflow Area = 2.290 ac, 8.73% Impervious, Inflow Depth = 0.00" for 1 -inch event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Runoff Analysis with Pond3 Type 1124 -hr 1 -inch Rainfa11=1.00" Prepared by Campion Engineering Services, Inc. Printed 1129/2013 HydroCAD@ 9.10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 6 Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach 5R: Proposed Inflow Area = 2.300 ac, 15.26% Impervious, Inflow Depth = 0.00" for 1 -inch event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Aften= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Pond 4P: Hwy 41 ditch Inflow Area = 0.330 ac, 0.00% Impervious, Inflow Depth= 0.00" for 1 -inch event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Aften= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,004.00'@ 5.00 hrs Surf.Area= 1 sf Storage= 0 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 1,004.00' 17,387 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area - Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 1,004.00 1 0 0 1,006.00 1,189 1,190 1,190 1,008.00 3,843 5,032 6,222 1,010.00 7,322 11,165 17,387 Device Routing Invert Outlet Devices #1 Primary 1;004.20' 12.0" Round Culvert L= 31.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,004.20'/ 1,003.40' S= 0.0258'/' Cc= 0.900 n= 0.012 Primary OutFlow, Max=0.00 cfs @ 5.00 hrs HW=1,004.00' (Free Discharge) t1=Culvert ( Controls 0.00 cfs) Inflow Area = 1.000 ac, Inflow = 0.00 cfs @ Outflow = 0.00 cfs @ Primary = 0.00 cfs @ Summary for Pond 7P: Pond 13.00% Impervious, Inflow Depth = 0.00" 5.00 hrs, Volume= 0.000 of 5.00 hrs, Volume= 0.000 af, 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs for 1 -inch event Atten= 0%, Lag= 0.0 min Runoff Analysis with Pond3 Type l/ 24 -hr 1 -inch Rainfall= 1. 00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 s/n 06767 © 2010 HydroCAD Software Solutions LLC Paae 7 Starting Elev= 987.00' Surf.Area= 2,306 sf Storage= 1,719 cf Peak Elev= 987.00' @ 5.00 hrs Surf.Area= 2,306 sf Storage= 1,719 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no inflow) Volume Invert Avail -Storage Storage Description #1 984.00' 6,147 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 984.00 44 0 0 986.00 348 392 392 987.00 2,306 1,327 1,719 988.00 3,128 2,717 4,436 988.50 3,715 1,711 6,147 Device Routing Invert Outlet Devices #1 Primary 987.00' 12.0" Round Culvert L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 987.00'/ 986.00' S=0.05007 Cc= 0.900 n= 0.012 Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=987.00' (Free Discharge) t-1 =Culvert ( Controls 0.00 cfs) Summary for Pond 9P: Hwy 41 ditch Inflow Area = 0.250 ac, 8.00% Impervious, Inflow Depth = 0.00" for 1 -inch event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,004.00'@5-00 hrs Surf.Area= 1 sf Storage= 0 cf Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no inflow) Volume _ Invert Avail.Storage Storage Description #1 1,004.00' 17,387 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 1,004.00 1 0 0 1,006.00 1,189 1,190 1,190 1,008.00 3,843 5,032 6,222 1,010.00 7,322 11,165 17,387 Device Routing Invert Outlet Devices #1 Primary 1,004.20' 12.0" Round Culvert Runoff Analysis with Pond3 Type// 24 -hr 1 -inch Rainfall= 1. 00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCADO 9.10 s/n 06767 02010 HydroCAD Software Solutions LLC Page 8 L= 31.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,004.20'/ 1,003.40' S= 0.0258'/' Cc= 0.900 n= 0.012 Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,004.00' (Free Discharge) t1=Culvert ( Controls 0.00 cfs) Summary for Pond 1213: Lot 4 Culvert Inflow Area = 0.011 ac,100.00% Impervious, Inflow Depth > 0.74" for 1 -inch event Inflow = 0.02 cfs @ 11.90 hrs, Volume= 0.001 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,012.26'@ 20.00 hrs Surf.Area= 0.004 ac Storage= 0.001 of Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 1,012.00' 0.051 of 2.00'W x 37.00% x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,012.50' 15.0" Round Culvert L= 20.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,012.50'/ 1,011.50' S= 0.0500'f Cc= 0.900 _ n= 0.024 Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,012.00' (Free Discharge) t1=Culvert ( Controls 0.00 cfs) Summary for Pond 14P: Lot 3 Culvert Inflow Area = 0.195 ac, 34.87% Impervious, Inflow Depth > 0.00" for 1 -inch event Inflow = 0.00 cfs @ 19.47 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,008.51'@ 20.00 hrs Surf.Area= 0.006 ac Storage= 0.000 of Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storaae Storage Description #1 1,008.50' 0.131 of 2.00'W x 120.001 x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,009.00' 15.0" Round Culvert L= 16.0' CMP, end -section conforming to fill, Ke= 0.500 Runoff Analysis with Pond3 Type// 24 -hr 1 -inch Rainfall=1.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 s/n 06767 @2010 HVdroCAD Software Solutions LLC Page 9 Inlet /Outlet Invert= 1,009.00'/ 1,008.00' S= 0.0625 'P Cc= 0.900 n= 0.024 Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,008.50' (Free Discharge) L1=Culvert ( Controls 0.00 cfs) Inflow Area = 0.278 ac, Inflow = 0.00 cfs @ Outflow = 0.00 cfs @ Primary = 0.00 cfs @ Summary for Pond 16P: Lot 2 Culvert 32.37% Impervious, Inflow Depth > 0.00" 20.00 hrs, Volume= 0.000 of 5.00 hrs, Volume= 0.000 af, 5.00 hrs, Volume= 0.000 of for 1 -inch event Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,007.00'@20.00 hrs Surf.Area= 0.002 ac Storage= 0.000 of Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 1,007.00' 0.052 of 2.00'W x 38.001 x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,007.50' 15.0" Round Culvert L= 14.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet /Outlet Invert= 1,007.50'/ 1,006.50' S= 0.0714 T Cc= 0.900 n= 0.024 Primary OutFlow, Max=0.00 cfs @ 5.00 hrs HW=1,007.00' (Free Discharge) 11=Culvert ( Controls 0.00 cfs) Inflow Area = 0.389 ac, Inflow = 0.00-cfs @ Outflow = 0.00 cfs @ Primary = 0.00 cfs @ Summary for Pond 18P: Lot 1 Culvert 34.45% Impervious, Inflow Depth > 0.00" 13.60 hrs, Volume= 0.000 of 5.00 hrs, Volume= 0.000 af, 5.00 hrs, Volume= 0.000 of for 1 -inch event Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,005.55'@ 20.00 hrs Surf.Area= 0.003 ac Storage= 0.000 of Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 1,005.50' 0.077 of 2.00'W x 64.001 x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,006.00' 15.0" Round Culvert L= 16.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet /Outlet Invert= 1,006.00'/ 1,005.00' S=0.0625'/' Cc= 0.900 Runoff Analysis with Pond3 Type 1124 -hr 1 -inch Rainfall=1.00" Prepared by Campion Engineering Services, Inc. Printed 1 /2 912 01 3 HydroCADO 9.10 s/n 06767 © 2010 HydroCAD Software Solutions LLC Page 10 n= 0.024 Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=1,005.50' (Free Discharge) L1=Culvert ( Controls 0.00 cis) Runoff Analysis with Pond3 Type// 24 -hr 2 -year Rainfall=2.80" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 s/n 06767 02010 HydroCAD Software Solutions LLC Pace 11 Summary for Subcatchment 1 S: To Hwy 41 Runoff = 0.04 cfs @ 12.09 hrs, Volume= 0.005 af, Depth> 0.17" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -year Rainfall=2.80" Area (ac) CN Description 0.330 58 Woods/grass comb. Good HSG B 0.330 100.00% Pervious Area Tc Length Slope min) (feet) (ft/ft) 10.7 100 0.0500 Capacity Description 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' Summary for Subcatchment 2S: To North Wetland Runoff = 0.18 cfs @ 12.19 hrs, Volume= 0.028 af, Depth> 0.17" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -year Rainfall=2.80" Area (ac) CN Description 0.200 98 Unconnected roofs, HSG 8 1.699 55 Woods, Good, HSG B ` 0.061 78 Wetland - 1.960 60 Weighted Average, UI Adjusted CN = 58 1.760 89.80% Pervious Area 0.200 10.20% Impervious Area 0.200 100.00% Unconnected Tc Length Capacity Description 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.1 200 0.1000 1.58 Shallow Concentrated Flow, _ Woodland Kv= 5.0 fos 17.5 300 Total Summary for Subcatchment 6S: To North Wetland Runoff = 0.13 cfs @ 12.22 hrs, Volume= 0.015 af, Depth> 0.27" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 2 -year Rainfall=2.80" Runoff Analysis with Pond3 Type 11 24 -hr 2 -year Rainfall=2.80" Prepared by Campion Engineering Services, Inc. Printed 1129/2013 HydroCAD® 9.10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 12 Area (ac) CN Descriotion 0.067 98 Unconnected roofs, HSG B 0.533 58 Woods/grass comb., Good, HSG B ' 0.061 78 Wetland 0.661 64 Weighted Average, UI Adjusted CN = 62 0.594 0.11 89.86% Pervious Area 0.067 10.14% Impervious Area 0.067 Grass: Dense n= 0.240 P2= 2.75' 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft(ft) (ft/sec) (cfs) 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' 6.7 450 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 22.1 550 Total Summary for Subcatchment 8S: To Hwy 41 Runoff = 0.08 cfs @ 12.05 hrs, Volume= 0.006 af, Depth> 0.27' Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -year Rainfall=2.80" Area (ac) CN Descriotion 0.230 61 >75% Grass cover, Good, HSG B 0.020 98 Unconnected roofs, HSG B 0.250 64 Weighted Average, UI Adjusted CN = 62 0.230 92.00% Pervious Area 0.020 8.00% Impervious Area 0.020 100.00% Unconnected Tc Length Slope Velocity Capacity Description - (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 85 0.0500 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 10S: To Basin Runoff = 0.19 cfs @ 12.15 hrs, Volume= 0.020 af, Depth> 0.24" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 2 -year Rainfall=2.80" Runoff Analysis with Pond3 Type 11 24 -hr 2 -year Rainfall=2.80" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 /n06767 @2010 HydroCAD Software Solutions LLC Pace 13 Area (ac) CN Description 0.130 98 Unconnected pavement, HSG B 0.870 58 Woods/grass comb. Good HSG B 1.000 63 Weighted Average, UI Adjusted CN = 61 0.870 87.00% Pervious Area 0.130 13.00% Impervious Area 0.130 100.00% Unconnected Tc Length Slope Velocity Capacity Description 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 1.4 150 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 16.8 250 Total Summary for Subcatchment 11S: Lot 1 Runoff = 0.05 cfs @ 11.90 hrs, Volume= 0.002 af, Depth> 2.38" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -year Rainfall=2.80" Area (ac) CN Description 0.011 98 Paved parking HSG B 0.011 100.00% Impervious Area Tc Length Slope Velocity Capacity Description fin) (feet) (ft/ft) (ft/sec) (cfs) 1.0 50 0.0100 0.84 Sheet Flow, Smooth surfaces n=0.011 P2=2.75" Summary for Subcatchment 13S: Lot 2 - Runoff = 0.14 cfs @ 12.05 hrs, Volume= 0.008 af, Depth> 0.53" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 2 -year Rainfall=2.80" Area (ac) CN Description 0.057 98 Paved parking, HSG B 0.127 58 Woods/grass comb. Good HSG B 0.184 70 Weighted Average 0.127 69.02% Pervious Area 0.057 30.98% Impervious Area Runoff Analysis with Pond3 Type 1124 -hr 2 -year Rainfall=2.80" Prepared by Campion Engineering Services, Inc. Printed 112912013 HydroCAD69 10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 14 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.7 50 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 15S: Lot 3 Runoff = 0.05 cfs @ 12.11 hrs, Volume= 0.003 af, Depth> 0.49" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -year Rainfall=2.80" Area (ac) CN Description 0.022 98 Paved parking, HSG B 0.061 58 Woods/grass comb.,Good HSG B 0.083 69 Weighted Average 0.061 73.49% Pervious Area 0.022 26.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 16.1 75 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 17S: Lot 4 Runoff = 0.10 cfs @ 12.10 hrs, Volume= 0.006 af, Depth> 0.70" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -year Rainfall=2.80" Area (ac) CN Description 0.044 98 Paved parking, HSG B 0.067 58 Woods/grass comb Good HSG B 0.111 74 Weighted Average 0.067 60.36% Pervious Area 0.044 39.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.1 75 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' Summary for Reach 3R: Existing Inflow Area = 2.290 ac, 8.73% Impervious, Inflow Depth > 0.17" for 2 -year event Inflow = 0.20 cfs @ 12.20 hrs, Volume= 0.033 of Oufflow = 0.20 cfs @ 12.20 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min Runoff Analysis with Pond3 Type 11 24 -hr 2 -year Rainfall=2.80" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HvdroCADO 9.10 s/n 06767 © 2010 HvdroCAD Snftware Solutinns 11 C P.nc 16 Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach 5R: Proposed Inflow Area = 2.300 ac, 15.26% Impervious, Inflow Depth > 0.23" for 2 -year event Inflow = 0.18 cis @ 12.21 hrs, Volume= 0.044 of Outflow = 0.18 cis @ 12.21 hrs, Volume= 0.044 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Pond 4P: Hwy 41 ditch Inflow Area = 0.330 ac, 0.00% Impervious, Inflow Depth > 0.17" for 2 -year event Inflow = 0.04 cfs @ 12.09 hrs, Volume= 0.005 of Outflow = 0.02 cfs @ 12.25 hrs, Volume= 0.004 af, Atten= 43%, Lag= 9.7 min Primary = 0.02 cfs @ 12.25 hrs, Volume= 0.004 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,004.27'@ 12.25 hrs Surf.Area= 159 sf Storage= 21 cf Plug -Flow detention time= 38.0 min calculated for 0.004 of (93% of inflow) Center -of -Mass det. time= 16.7 min ( 899.7 - 883.0 ) Volume Invert Avail.Storage Storage Description #1 1,004.00' 17,387 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area - Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 1,004.00 1 0 0 1,006.00 1,189 1,190 1,190 1,008.00 3,843 5,032 6,222 1,010.00 7,322 11,165 17,387 Device Routing Invert Outlet Devices #1 Primary 1,004.20' 12.0" Round Culvert L= 31.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,004.20'11,003.40' S= 0.0258T Cc= 0.900 n= 0.012 Primary OutFlow Max=0.02 cfs @ 12.25 hrs HW=1,004.2T (Free Discharge) t-1=Culvert (Inlet Controls 0.02 cfs @ 0.88 fps) Summary for Pond 7P: Pond Inflow Area = 1.000 ac, 13.00% Impervious, Inflow Depth > 0.24" for 2 -year event Inflow = 0.19 cfs @ 12.15 hrs, Volume= 0.020 of Outflow = 0.05 cfs @ 13.01 hrs, Volume= 0.017 at, Atten= 76%, Lag= 51.1 min Primary = 0.05 cfs @ 13.01 hrs, Volume= 0.017 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Runoff Analysis with Pond3 Type 1124 -hr 2 -year Rainfall=2.80" Prepared by Campion Engineering Services, Inc. Printed 112912013 HydroCAD® 9.10 stn 06767 @ 2010 HvdroCAD Software Solutions LLC Page 16 Starting Elev= 987.00' Surf.Area= 2,306 sf Storage= 1,719 cf Peak Elev= 987.10' @ 13.01 hrs Surf.Area= 2,389 sf Storage= 1,957 cf (238 cf above start) Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= 51.3 min ( 920.1 - 868.9) Volume Invert Avail.Storage Storage Description #1 984.00' 6,147 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 984.00 44 0 0 986.00 348 392 392 987.00 2,306 1,327 1,719 988.00 3,128 2,717 4,436 988.50 3,715 1,711 6,147 Device Routing Invert Outlet Devices #1 Primary 987.00' 12.0" Round Culvert L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 987.00'/ 986.00' S= 0.0500'P Cc= 0.900 n= 0.012 Primary OutFlow Max=0.05 cfs @ 13.01 hrs HW=987.10' (Free Discharge) t1=Culvert (Inlet Controls 0.05 cfs @ 1.08 fps) Summary for Pond 9P: Hwy 41 ditch Inflow Area = 0.250 ac, 8.00% Impervious, Inflow Depth > 0.27" for 2 -year event Inflow = 0.08 cfs @ 12.05 hrs, Volume=. 0.006 of Outflow = 0.06 cfs @ 12.13 hrs, Volume= 0.005 af, Atten= 31%, Lag= 4.8 min Primary = 0.06 cfs @ 12.13 hrs, Volume= 0.005 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,004.31'@,12.13 hrs Surf.Area= 186 sf Storage= 29 cf Plug -Flow detention time= 32.6 min calculated for 0.005 of (94% of inflow) Center -of -Mass del. time= 13.5 min ( 872.4 - 858.9 ) Volume Invert Avail.Storage Storage Description #1 1,004.00' 17,387 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 1,004.00 1 0 0 1,006.00 1,189 1,190 1,190 1,008.00 3,843 5,032 6,222 1,010.00 7,322 11,165 17,387 Device Routing Invert Outlet Devices #1 Primary 1,004.20' 12.0" Round Culvert Runoff Analysis with Pond3 Type 11 24 -hr 2 -year Rainfall=2.80" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCADS 9.10 s/n 06767 @ 2010 HydroCAD Software Solutions LLC Pace 17 L= 31.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,004.20'11,003.40' S= 0.0258 7' Cc= 0.900 n= 0.012 Primary OutFlow Max=0.05 cfs @ 12.13 hrs HW=1,004.31' (Free Discharge) t1=Culvert (Inlet Controls 0.05 cfs @ 1.13 fps) Summary for Pond 12P: Lot 4 Culvert Inflow Area = 0.011 ac, 100.00% Impervious, Inflow Depth > 2.38" for 2 -year event Inflow = 0.05 cfs @ 11.90 hrs, Volume= 0.002 of Outflow = 0.00 cfs @ 15.05 hrs, Volume= 0.000 af, Atten= 98%, Lag= 189.0 min Primary = 0.00 cfs @ 15.05 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,012.51'@ 15.05 hrs Surf.Area= 0.006 ac Storage= 0.002 of Plug -Flow detention time= 492.8 min calculated for 0.000 of (15% of inflow) Center -of -Mass dei. time= 273.3 min ( 1,004.1 - 730.8 ) Volume Invert Avail.Storage Storage Description #1 1,012.00' 0.051 of 2.00W x 37.00'L x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,012.50' 15.0" Round Culvert L= 20.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,012.50'/ 1,011.50' S=0.0500'/' Cc= 0.900 n= 0.024 Primary OutFlow Max=0.00 cfs @ 15.05 hrs HW=1,012.51' (Free Discharge) t1=Culvert (Barrel Controls 0.00 cfs @ 0.46 fps) Summary for Pond 1413: Lot 3 Culvert Inflow Area = 0.195 ac, 34.87% Impervious, Inflow Depth > 0.52" for 2 -year event Inflow = 0.14 cfs @ 12.05 hrs, Volume= 0.009 of Outflow = 0.01 cfs @ 16.22 hrs, Volume= 0.002 af, Atten= 96%, Lag= 249.8 min Primary = 0.01 cfs @ 16.22 hrs, Volume= 0.002 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev-- 1,009.03'@ 16.22 hrs Surf.Area= 0.018 ac Storage= 0.006 of Plug -Flow detention time= 317.5 min calculated for 0.002 of (29% of inflow) Center -of -Mass det. time= 202.4 min ( 1,039.2 - 836.8 ) Volume Invert Avail.Storace Storaoe Description #1 1,008.50' 0.131 of 2.00'W x 120.001 x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,009.00' 15.0" Round Culvert L= 16.0' CMP, end -section conforming to fill, Ke= 0.500 Runoff Analysis with Pond3 Type// 24 -hr 2 -year Rainfall=2.80" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCADO 9.10 On 06767 @ 2010 HydroCAD Software Solutions LLC Page 18 Inlet/ Outlet Invert= 1,009.00'/ 1,008.00' S= 0.0625'P Cc= 0.900 n= 0.024 Primary OutFlow Max=0.01 cfs @ 16.22 hrs HW=1,009.03' (Free Discharge) t1=Culvert (Inlet Controls 0.01 cfs @ 0.62 fps) Summary for Pond 16P: Lot 2 Culvert Inflow Area = 0.278 ac, 32.37% Impervious, Inflow Depth > 0.25" for 2 -year event Inflow = 0.05 cfs @ 12.11 hrs, Volume= 0.006 of Outflow = 0.01 cfs @ 16.10 hrs, Volume= 0.004 af, Atten= 82%, Lag= 239.2 min Primary = 0.01 cfs @ 16.10 hrs, Volume= 0.004 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,007.54'@ 16.10 hrs Surf.Area= 0.006 ac Storage= 0.002 of Plug -Flow detention time= 190.3 min calculated for 0.004 of (65% of inflow) Center -of -Mass det. time= 96.3 min ( 1,017.0 - 920.7 ) Volume Invert Avail.Storage Storage Description #1 1,007.00' 0.052 of 2.00'W x 38.001 x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices _ #1 Primary 1,007.50' 15.0" Round Culvert L= 14.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,007.50'/ 1,006.50' S= 0.07147' Cc= 0.900 n= 0.024 Primary OutFlow Max=0.01 cfs @ 16.10 hrs HW=1,007.54' (Free Discharge) t1=Culvert (Inlet Controls 0.01 cfs @ 0.69 fps) Summary for Pond 18P: Lot 1 Culvert Inflow Area = 0.389 ac, 34.45% Impervious, Inflow Depth > 0.32" for 2 -year event Inflow = 0.16-cfs @ 12.10 hrs, Volume= 0.010 of Outflow = 0.01 cfs @ 16.11 hrs, Volume= 0.007 af, Atten= 87%, Lag= 240.7 min Primary = 0.01 cfs @ 16.11 hrs, Volume= 0.007 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.05'@ 16.11 hrs Surf.Area= 0.010 ac Storage= 0.004 of Plug -Flow detention time= 179.2 min calculated for 0.007 of (66% of inflow) Center -of -Mass det. time= 85.2 min ( 979.7 - 894.5 ) Volume Invert Avail.Storage Storage Description #1 1,005.50' 0.077 of 2.00'W x 64.001 x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,006.00' 15.0" Round Culvert L= 16.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,006.00' / 1,005.00' S= 0.0625'/' Cc= 0.900 Runoff Analysis with Poncl3 Type 1124 -hr 2 -year Rainfall=2.80" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCADO 9.10 s/n 06767 0 2010 HydroCAD Software Solutions LLC Page 19 n= 0.024 Primary OutFlow Max=0.01 cfs @ 16.11 hrs HW=1,006.05' (Free Discharge) t1=Culvert (Inlet Controls 0.01 cfs @ 0.75 fps) Runoff Analysis with Pond3 Type 1124 -hr 10 -year Rainfall=4.20" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD09 10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 1S: To Hwy 41 Runoff = 0.31 cfs @ 12.05 hrs, Volume= 0.018 af, Depth> 0.66" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -year Rainfall=4.20" Area (ac) CN Description 0.330 58 Woods/grass comb Good HSG B 0.330 100.00% Pervious Area Tc Length Slope Velocity Capacity , Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.7 100 0.0500 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 2S: To North Wetland Runoff = 1.39 cfs @ 12.13 hrs, Volume= 0.107 af, Depth> 0.66" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -year Rainfall=4.20" Area fac) CN Description 0.200 98 Unconnected roofs, HSG B 1.699 55 Woods, Good, HSG B ' 0.061 78 Wetland 1.960 60 Weighted Average, UI Adjusted CN = 58 1.760 89.80% Pervious Area 0.200 10.20% Impervious Area 0.200 100.00% Unconnected Tc Length Slope Velocity Capacity Description 15.4 100 0.0260 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.1 200 0.1000 1.58 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 17.5 300 Total Summary for Subcatchment 6S: To North Wetland Runoff = 0.57 cfs @ 12.18 hrs, Volume= 0.047 af, Depth> 0.85' Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 10 -year Rainfall=4.20" Runoff Analysis with Pond3 Type I/ 24 -hr 10 -year Rainfall=4.20" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 s/n 06767 @2010 Hydro CAD Software Solutions LLC Page 21 Area (ac) CN Description 0.067 98 Unconnected roofs, HSG B 0.533 58 Woods/grass comb., Good, HSG B 0.661 64 Weighted Average, UI Adjusted CN = 62 0.594 89.86% Pervious Area 0.067 10.14% Impervious Area 0.067 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 15.4 100 0.0200 0-11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' 6.7 450 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 lbs 22.1 550 Total Summary for Subcatchment 8S: To Hwy 41 Runoff = 0.34 cfs @ 12.03 hrs, Volume= 0.018 af, Depth> 0.86" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -year Rainfall=4.20" Area (ac) CN Descriotion 0.230 61 >75% Grass cover, Good, HSG B 0.020 98 Unconnected roofs, HSG B 0.250 64 Weighted Average, UI Adjusted CN = 62 0.230 92.00% Pervious Area 0.020 8.00% Impervious Area 0.020 100.00% Unconnected Tc Length Slope Velocity Capacity Description 9.4 85 0.0500 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' Summary for Subcatchment 10S: To Basin Runoff = 0.96 cfs @ 12.12 hrs, Volume= 0.067 af, Depth> 0.80" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 10 -year Rainfall=4-20" Runoff Analysis with Pond3 Type it 24 -hr 10 -year Rainfall=4.20" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 s/n 06767 © 2010 HydroCAD Software Solutions LLC Page 22 Area (ac) CN Description 0.130 98 Unconnected pavement, HSG B 0.870 58 Woods/grass comb. Good, HSG B 1.000 63 Weighted Average, UI Adjusted CN = 61 0.870 87.00% Pervious Area 0.130 13.00% Impervious Area 0.130 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' 1.4 150 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 16.8 250 Total Summary for Subcatchment 11S: Lot 1 Runoff = 0.07 cfs @ 11.90 hrs, Volume= 0.003 af, Depth> 3.65" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -year Rainfall=4.20" Area (ac) CN Description 0.011 98 Paved parking, HSG B 0.011 100.00% Impervious Area To Length Slope Velocity Capacity Description min (feet) (ft/ft) (ft/sec) (cfs) 1.0 50 0.0100 0.84 Sheet Flow, Smooth surfaces n=0.011 P2=2.75" Summary for Subcatchment 13S: Lot 2 Runoff = 0.38 cfs @ 12.04 hrs, Volume= 0.020 af, Depth> 1.32" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -year Rainfall=4.20" Area (ac) CN Description 0.057 98 Paved parking, HSG B 0.127 58 Woods/grass comb., Good, HSG B 0.184 70 Weighted Average 0.127 69.02% Pervious Area 0.057 30.98% Impervious Area Runoff Analysis with Pond3 Type 11 24 -hr 10 -year Rainfall=4.20" Prepared by Campion Engineering Services, Inc. Printed 1/2912013 HydrOCADO 9.10 s/n 06767 © 2010 HydroCAD Software Solutions LLC Page 23 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.7 50 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' Summary for Subcatchment 15S: Lot 3 Runoff = 0.14 cfs @ 12.10 hrs, Volume= 0.009 af, Depth> 1.26" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -year Rainfall=4.20" Area (ac) CN Description 0.022 98 Paved parking, HSG B 0.061 58 Woods/grass comb. Good, HSG B 0.083 69 Weighted Average 0.061 73.49% Pervious Area 0.022 26.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f tft) (ft/sec) (cfs) 16.1 75 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 17S: Lot 4 Runoff = 0.24 cfs @ 12.09 hrs, Volume= 0.015 af, Depth> 1.59" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -year Rainfall=4.20" Area (ac) CN Description 0.044 98 Paved parking, HSG B --- 0.111 74 Weighted Average 0.067 60.36% Pervious Area 0.044 39.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.1 75 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Reach 3R: Existing Inflow Area = 2.290 ac, 8.73% Impervious, Inflow Depth > 0.66" for 10 -year event Inflow = 1.66 cfs @ 12.12 hrs, Volume= 0.125 of Outflow = 1.66 cfs @ 12.12 hrs, Volume= 0.125 af, Atten= 0%, Lag= 0.0 min Runoff Analysis with Pond3 Type If 24 -hr 10 -year Rainfal1=4.20" Prepared by Campion Engineering Services, Inc. Printed 1/2912013 HydroCAD® 9.10 s/n 06767 02010 HydroCAD Software Solutions LLC Page 24 Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Inflow Area = 2.300 ac, Inflow = 1.27 cis @ Outflow = 1.27 cfs @ Summary for Reach 5R: Proposed 15.26% Impervious, Inflow Depth > 0.84" for 10 -year event 12.24 hrs, Volume= 0.160 of 12.24 hrs, Volume= 0.160 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Inflow Area = 0.330 ac, Inflow = 0.31 cfs @ Outflow = 0.28 cfs @ Primary = 0.28 cfs @ Summary for Pond 4P: Hwy 41 ditch 0.00% Impervious, Inflow Depth > 0.66" 12.05 hrs, Volume= 0.018 of 12.09 hrs, Volume= 0.018 af, 12.09 hrs, Volume= 0.018 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,004.46'@ 12.09 hrs Surf.Area= 274 sf Storage= 63 cf for 10 -year event Atten= 9%, Lag= 2.4 min Plug -Flow detention time= 13.2 min calculated for 0.018 of (97% of inflow) Center -df -Mass det. time= 5.4 min ( 843.0 - 837.7 ) Volume Invert Avail.Storage Storaqe Description #1 1,004.00' 17,387 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area - Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 1,004.00 1 0 0 1,006.00 1,189 1,190 1,190 1,008.00 3,843 5,032 6,222 1,010.00 7,322 11,165 17,387 Device Routing Invert Outlet Devices #1 Primary 7,004.20' 12.0" Round Culvert L= 31.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,004.20' / 1,003.40' S= 0.0258 'P Cc= 0.900 n= 0.012 Primary OutFlow Max=0.27 cfs @ 12.09 hrs HW=1,004.46' (Free Discharge) t1=Culvert (Inlet Controls 0.27 cfs @ 1.72 fps) Inflow Area = 1.000 ac, Inflow = 0.96 cfs @ Outflow = 0.40 cfs @ Primary = 0.40 cfs @ Summary for Pond 7P: Pond 13.00% Impervious, Inflow Depth > 0.80" 12.12 hrs, Volume= 0.067 of 12.36 hrs, Volume= 0.063 af, 12.36 hrs, Volume= 0.063 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs for 10 -year event Atten= 58%, Lag= 14.6 min Runoff Analysis with Pond3 Type 1124 -hr 10 -year Rainfall=4.20" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 Starting Elev= 987.00' Surf.Area= 2,306 sf Storage= 1,719 cf Peak Elev= 987.31' @ 12.36 hrs Surf.Area= 2,563 sf Storage= 2,482 cf (763 cf above start) Plug -Flow detention time= 285.4 min calculated for 0.023 of (34% of inflow) Center -of -Mass det. time= 30.5 min ( 864.1 - 833.6 ) Volume Invert Avail.Storage Storage Description #1 984.00' 6,147 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 984.00 44 0 0 986.00 348 392 392 987.00 2,306 1,327 1,719 988.00 3,128 2,717 4,436 988.50 3,715 1,711 6,147 Device Routing Invert Outlet Devices #1 Primary 987.00' 12.0" Round Culvert 12.0" Round Culvert L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 987.00'/ 986.00' S=0_0500? Cc= 0.900 n= 0.012 Primary OutFlow Max=0.40 cfs @ 12.36 hrs HW=987.31' (Free Discharge) t1=Culvert (Inlet Controls 0.40 cfs @ 1.90 fps) Summary for Pond 9P: Hwy 41 ditch Inflow Area = 0.250 ac, 8.00% Impervious, Inflow Depth > 0.86" for 10 -year event Inflow = 0.34 cfs @ 12.03 hrs, Volume=. 0.018 of Outflow = 0.32 cfs @ 12.06 hrs, Volume= 0.018 af, Atten= 7%, Lag= 2.2 min Primary = 0.32 cfs @ 12.06 hrs, Volume= 0.018 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,004.48' @-12.06 hrs Surf.Area= 285 sf Storage= 68 cf Plug -Flow detention time= 13.4 min calculated for 0.018 of (98% of inflow) Center -of -Mass det. time= 5.3 min ( 830.9 - 825.7 ) Volume Invert Avail.Storage Storage Description #1 1,004.00' 17,387 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 1,004.00 1 0 0 1,006.00 1,189 1,190 1,190 1,008.00 3,843 5,032 6,222 1,010.00 7,322 11,165 17,387 Device Routing Invert Outlet Devices #1 Primary 1,004.20' 12.0" Round Culvert Runoff Analysis with Pond3 Type 1124 -hr 10 -year Rainfall=4.20" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCADO9 10 s/n 06767 © 2010 HydroCAD Software Solutions LLC Page 26 L= 31.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,004.20'11,003,40' S= 0.0258'/' Cc= 0.900 n= 0.012 PrimaryOutFlow Max=0.31 cfs @ 12.06 hrs HW=1,004.47' (Free Discharge) t1=Culvert (Inlet Controls 0.31 cfs @ 1.78 fps) Summary for Pond 12P: Lot 4 Culvert Inflow Area = 0.011 ac,100,00% Impervious, Inflow Depth > 3.65" for 10 -year event Inflow = 0.07 cfs @ 11.90 hrs, Volume= 0.003 of Outflow = 0.02 cfs @ 12.02 hrs, Volume= 0.001 at, Atten= 76%, Lag= 7.5 min Primary = 0.02 cfs @ 12.02 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,012.56'@ 12.02 hrs Surf.Area= 0.006 ac Storage= 0.002 of Plug -Flow detention time= 213.9 min calculated for 0.001 of (44% of inflow) Center -of -Mass det. time= 114.6 min ( 842.0 - 727.5 ) Volume Invert Avail.Storage Storage Description #1 1,012.00' 0.051 of 2.00'W x 37.001 x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,012.50' 15.0" Round Culvert L= 20.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,012.50'/ 1,011.50' S= 0.0500T Cc= 0.900 _ n= 0.024 Primary OutFlow Max=0.02 cfs @ 12.02 hrs HW=1_,012.56' (Free Discharge) Z1=Culvert (Inlet Controls 0.02 cfs @ 0.80 fps) Summary for Pond 14P: Lot 3 Culvert _ Inflow Area = 0.195 ac, 34.87% Impervious, Inflow Depth > 1.34" for 10 -year event Inflow = 0.40 cfs @ 12.04 hrs, Volume= 0.022 of Outflow = 0.12 cfs @ 12.27 hrs, Volume= 0.015 af, Atten= 70%, Lag= 13.9 min Primary = 0.12 cfs @ 12.27 hrs, Volume= 0.015 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,009.16'@ 12.27 hrs Surf.Area= 0.021 ac Storage= 0.009 of Plug -Flow detention time= 124.5 min calculated for 0.015 of (71% of inflow) Center -of -Mass det. time= 52.3 min ( 864.2 - 811.9 ) Volume Invert Avail.Storaoe Storage Description #1 1,008.50' 0.131 of 2.00'W x 120.00%x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,009.00' 15.0" Round Culvert L= 16.0' CMP, end -section conforming to fill, Ke= 0.500 Runoff Analysis with Pond3 Type// 24 -hr 10 -year Rainfall=4.20" Prepared by Campion Engineering Services, Inc. Printed 1/2912013 HydroCAD® 9.10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 27 Inlet/ Outlet Invert= 1,009.00'/ 1,008.00' S= 0.0625 'P Cc= 0.900 n= 0.024 Primary OutFlow Max=0.12 cfs @ 12.27 hrs HW=1,009.15' (Free Discharge) L1=Culvert (Inlet Controls 0.12 cfs @ 1.34 fps) Summary for Pond 16P: Lot 2 Culvert Inflow Area = 0.278 ac, 32.37% Impervious, Inflow Depth > 1.04" for 10 -year event Inflow = 0.21 cfs @ 12.19 hrs, Volume= 0.024 of Outflow = 0.19 cfs @ 12.28 hrs, Volume= 0.022 af, Atten= 10%, Lag= 5.1 min Primary = 0.19 cfs @ 12.28 hrs, Volume= 0.022 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,007.70'@ 12.28 hrs Surf.Area= 0.008 ac Storage= 0.003 of Plug -Flow detention time= 44.7 min calculated for 0.022 of (91 % of inflow) Center -of -Mass det. time= 16.4 min ( 863.0 - 846.5 ) Volume Invert Avail.Storage Storage Description #1 1,007.00' 0.052 of 2.00'W x 38.00'L x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,007.50' 15.0" Round Culvert L= 14.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet /Outlet Invert= 1,007.50'/ 1,006.50' S= 0.0714'P Cc= 0.900 n= 0.024 Primary OutFlow Max=0.18 cfs @ 12.28 hrs HW=1,007.70' (Free Discharge) t1=Culvert (Inlet Controls 0.18 cfs @ 1.51 fps) Summary for Pond 18P: Lot 1 Culvert Inflow Area = 0.389 ac, 34.45% Impervious, Inflow Depth > 1.13" for 10 -year event Inflow = 0.33.cfs @ 12.21 hrs, Volume= 0.037 of Outflow = 0.29 cfs @ 12.31 hrs, Volume= 0.033 af, Atten= 12%, Lag= 5.8 min Primary = 0.29 cfs @ 12.31 hrs, Volume= 0.033 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.24'@ 12.31 hrs Surf.Area= 0.013 ac Storage= 0.006 of Plug -Flow detention time= 50.5 min calculated for 0.033 of (90% of inflow) Center -of -Mass det. time= 19.5 min ( 859.3 - 839.8 ) Volume Invert Avail.Storage Storage Description #1 1,005.50' 0.077 of 2.00'W x 64.001 x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,006.00' 15.0" Round Culvert L= 16.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,006.00'/ 1,005.00' S= 0.0625 7' Cc= 0.900 Runoff Analysis with Pond3 Type // 24 -hr 10 -year Rainfall=4.20" Prepared by Campion Engineering Services, Inc. Printed 112912013 HydroCADO 9.10 s/n 06767 @ 2010 HydroCAD Software Solutions LLC Page 28 n= 0.024 Primary OutFlow Max=0.28 cis @ 12.31 hrs HW=1,006.24' (Free Discharge) t1=Culvert (Inlet Controls 0.28 cis @ 1.68 fps) Runoff Analysis with Pond3 Type// 24 -hr 100 -year Rainfall=6.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 s/n 06767 @ 2010 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment IS: To Hwy 41 Runoff = 0.82 cfs @ 12.04 hrs, Volume= 0.043 af, Depth> 1.57' Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -year Rainfall=6.00" Area (ac) CN Description 0.330 58 Woods/grass comb., Good HSG B 0.330 100.00% Pervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (fUsec) (cfs) 10.7 100 0.0500 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 2S: To North Wetland Runoff = 3.83 cfs @ 12.11 hrs, Volume= 0.256 af, Depth> 1.57' Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -year Rainfall=6.00" Area (ac) CN Descriotion 0.200 98 Unconnected roofs, HSG B 1.699 55 Woods, Good, HSG B 0.061 78 Wetland 1.960 60 Weighted Average, UI Adjusted CN = 58 1.760 89.80% Pervious Area 0.200 10.20% Impervious Area 0.200 100.00% Unconnected Tc Length Slope Velocity Capacity Description --- 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" 2.1 200 0.1000 1.58 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 17.5 300 Total Summary for Subcatchment 6S: To North Wetland Runoff = 1.38 cfs @ 12.16 hrs, Volume= 0.103 af, Depth> 1.88" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 100 -year Rainfall=6.00" Runoff Analysis with Pond3 Type// 24 -hr 100 -year Rainfall=6.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD®9 10 s/n 06767 @ 2010 HydroCAD Software Solutions LLC Page 30 Area (ac) CN Description 0.067 98 Unconnected roofs, HSG B 0.533 58 Woods/grass comb., Good, HSG B ' 0.061 78 Wetland 0.661 64 Weighted Average, UI Adjusted CN = 62 0.594 0.11 89.86% Pervious Area 0.067 10.14% Impervious Area 0.067 Grass: Dense n= 0.240 P2= 2.75' 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' 6.7 450 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fos 22.1 550 Total Summary for Subcatchment 8S: To Hwy 41 Runoff = 0.80 cfs @ 12.02 hrs, Volume= 0.039 af, Depth> 1.89" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -year Rainfall=6.00" Area (ac) CN Description 0.230 61 >75% Grass cover, Good, HSG B 0.020 98 Unconnected roofs, HSG B 0.250 64 Weighted Average, UI Adjusted CN = 62 0.230 92.00% Pervious Area 0.020 8.00% Impervious Area 0.020 100.00% Unconnected Tc Length Slope Velocity Capacity Description - 9.4 85 0.0560 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' Summary for Subcatchment 10S: To Basin Runoff = 2.35 cfs @ 12.10 hrs, Volume= 0.150 af, Depth> 1.80" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 100 -year Rainfall=6.00" Runoff Analysis with Poncl3 Type 1124 -hr 100 -year Rainfal1=6.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 31 Area (ac) CN 0.130 98 Unconnected pavement, HSG B 0.870 58 Woods/.grass comb., Good HSG B 1.000 63 Weighted Average, UI Adjusted CN = 61 0.870 87.00% Pervious Area 0.130 13.00% Impervious Area 0.130 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 15.4 100 0.0200 0.11 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' 1.4 150 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 16.8 250 Total Summary for Subcatchment 11S: Lot 1 Runoff = 0.10 cfs @ 11.90 hrs, Volume= 0.005 af, Depth> 5.27' Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10D -year Rainfall=6.00" Area (ac) CN Description 0.011 98 Paved parking, HSG B 0.011 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 50 0.0100 0.84 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.75" Summary for Subcatchment 13S: Lot 2 Runoff = 0.74 cfs @ 12.04 hrs, Volume= 0.039 af, Depth> 2.57" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.0D-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -year Rainfall=6.00" Area (ac) CN Description 0.057 98 Paved parking, HSG B 0.127 58 Woods/grass comb. Good HSG B 0.184 70 Weighted Average 0.127 69.02% Pervious Area 0.057 30.98% Impervious Area Runoff Analysis with Poncl3 Type 1l 24 -hr 100 -year Rainfall=6.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HLdroCA00 9 10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 32 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.7 50 0.0100 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75' Summary for Subcatchment 15S: Lot 3 Runoff = 0.28 cfs @ 12.09 hrs, Volume= 0.017 af, Depth> 2.48" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -year Rainfall=6.00" Area (ac) CN Description 0.022 98 Paved parking, HSG B 0.061 58 Woods/grass comb Good HSG B 0.083 69 Weighted Average 0.061 73.49% Pervious Area 0.022 26.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.1 75 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Subcatchment 17S: Lot 4 Runoff = 0.44 cfs @ 12.09 hrs, Volume= 0.027 af, Depth> 2.93" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -year Rainfall=6.00" Area (ac) CN Descriotion 0.044 98 Paved parking, HSG B 0.067 58 WDods/grass comb Good HSG B 0.111 74 Weighted Average 0.067 60.36% Pervious Area 0.044 39.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.1 75 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.75" Summary for Reach 3R: Existing Inflow Area = 2.290 ac, 8.73% Impervious, Inflow Depth > 1.57' for 100 -year event Inflow = 4.55 cfs @ 12.11 hrs, Volume= 0.299 of Outflow = 4.55 cfs @ 12.11 hrs, Volume= 0.299 af, Atten= 0%, Lag= 0.0 min Runoff Analysis with Pond3 Type// 24 -hr 100 -year Rainfall=6.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Reach 5R: Proposed Inflow Area = 2.300 ac, 15.26% Impervious, Inflow Depth > 1.88" for 100 -year event Inflow = 4.09 cfs @ 12.18 hrs, Volume= 0.361 of Outflow = 4.09 cfs @ 12.18 hrs, Volume= 0.361 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Inflow Area = 0.330 ac, Inflow = 0.82 cfs @ Outflow = 0.78 cfs @ Primary = 0.78 cfs @ Summary for Pond 4P: Hwy 41 ditch 0.00% Impervious, Inflow Depth > 1.57" 12.04 hrs, Volume= 0.043 of 12.07 hrs, Volume= 0.043 af, 12.07 hrs, Volume= 0.043 of for 100 -year event Atten= 6%, Lag= 1.9 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,004.65' @ 12.07 hrs Surf.Area= 386 sf Storage= 125 cf Plug -Flow detention time= 7.4 min calculated for 0.043 of (99% of inflow) Center -of -Mass det. time= 3.6 min ( 820.1 - 816.5 ) Volume Invert Avail.Storage Storage Description #1 1,004.00' 17,387 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 1,004.00 1 0 0 1,006.00 1,189 1,190 1,190 1,008.00 3,843 5,032 6,222 1,010.00 7,322 11,165 17,387 Device Routing Invert Outlet Devices 41 Primary 1,004.20' 12.0" Round Culvert L= 31.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 1,004.20'/ 1,003.40' S= 0.02581' Cc= 0.900 n= 0.012 Primary OutFlow Max=0.76 cfs @ 12.07 hrs HW=1,004.64' (Free Discharge) t1=Culvert (Inlet Controls 0.76 cfs @ 2.26 fps) Inflow Area = 1.000 ac, Inflow = 2.35 cis @ Outflow = 1.39 cfs @ Primary = 1.39 cfs @ Summary for Pond 7P: Pond 13.00% Impervious, Inflow Depth > 1.80" 12.10 hrs, Volume= 0.150 of 12.26 hrs, Volume= 0.144 af, 12.26 hrs, Volume= 0.144 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs for 100 -year event Atten= 41 %, Lag= 9.3 min Runoff Analysis with Pond3 Type It 24 -hr 100 -year Rainfall=6.00" Prepared by Campion Engineering Services, Inc. Printed 1129/2013 HydroCAD@ 9.10 s/n 06767 @ 2010 HydroCAD Software Solutions LLC Page 34 Starting Elev= 987.00' Surf.Area= 2,306 sf Storage= 1,719 cf Peak Elev= 987.62' @ 12.26 hrs Surf.Area= 2,820 sf Storage= 3,321 cf (1,602 cf above start) Plug -Flow detention time= 134.6 min calculated for 0.105 of (70% of inflow) Center -of -Mass det. time= 21.4 min ( 836.8 - 815.4) Volume Invert Avail.Storage Storage Description #1 984.00' 6,147 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 984.00 44 0 0 986.00 348 392 392 987.00 2,306 1,327 1,719 988.00 3,128 2,717 4,436 988.50 3,715 1,711 6,147 Device Routing Invert Outlet Devices #1 Primary 987.00' 12.0" Round Culvert L= 20.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 987.00'/ 986.00' S= 0.0500 T Cc= 0.900 n= 0.012 Primary OutFlow Max=1.38 cis @ 12.26 hrs HW=987.62' (Free Discharge) t1=Culvert (Inlet Controls 1.38 cls @ 2.69 fps) Summary for Pond 91p: Hwy 41 ditch Inflow Area = 0.250 ac, 8.00% Impervious, Inflow Depth > 1.89" for 10D -year event Inflow = 0.80 cfs @ 12.02 hrs, Volume= 0.039 of Outflow = 0.75 cfs @ 12.05 hrs, Volume= 0.039 af, Atten= 6%, Lag= 2.0 min Primary = 0.75 cfs @ 12.05 hrs, Volume= 0.039 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,004.64' @r X12.05 hrs Surf.Area= 381 sf Storage= 122 cf Plug -Flow detention time= 8.1 min calculated for 0.039 of (99% of inflow) Center -of -Mass det. time= 3.8 min ( 811.9 - 808.0 ) Volume Invert Avail.Storage Storage Description #1 1,004.00' 17,387 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 1,004.00 1 0 0 1,006.00 1,189 1,190 1,190 1,008.00 3,843 5,032 6,222 1,010.00 7,322 11,165 17,387 Device Routina Invert Outlet Devices #1 Primary 1,004.20' 12.0" Round Culvert Runoff Analysis with Pond3 Type 1124 -hr 100 -year Rainfall=6.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 Hydro CAD®9 10 s/n 06767 @ 2010 HydroCAD Software Solutions LLC Page 35 L= 31.0' RCP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,004.20'/ 1,003.40' S= 0.0258'1' Cc= 0.900 n= 0.012 Primary OutFlow Max=0.75 cfs @ 12.05 hrs HW=1,004.64' (Free Discharge) t1=Culvert (Inlet Controls 0.75 cfs @ 2.26 fps) Summary for Pond 12P: Lot 4 Culvert Inflow Area = 0.011 ac,100.00% Impervious, Inflow Depth > 5.27" for 100 -year event Inflow = 0.10 cfs @ 11.90 hrs, Volume= 0.005 of Outflow = 0.07 cfs @ 11.96 hrs, Volume= 0.003 af, Atten= 32%, Lag= 3.9 min Primary = 0.07 cfs @ 11.96 hrs, Volume= 0.003 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,012.62'@ 11.96 hrs Surf.Area= 0.007 ac Storage= 0.003 of Plug -Flow detention time= 155.4 min calculated for 0.003 of (61 % of inflow) Center -of -Mass det. time= 80.6 min ( 806.2 - 725.6 ) Volume Invert Avail Storage Storage Description _ #1 1,012.00' 0.051 of 2.00'W x 37.001 x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,012.50' 15.0" Round Culvert L= 20.0' CMP, end -section conforming to fill, Ke= 0.500 - Inlet/ Outlet Invert= 1,012.50'/ 1,011.50' S= 0.0500'P Cc= 0.900 - n= 0.024 Primary OutFlow Max=0.07 cfs @ 11.96 hrs HW=1,012.62' (Free Discharge) t1=Culvert (Inlet Controls 0.07 cfs @ 1.16 fps) Summary for Pond UP: Lot 3 Culvert Inflow Area = 0.195 ac, 34.87% Impervious, Inflow Depth > 2.61" for 100 -year event Inflow = 0.79 cfs @ 12.03 hrs, Volume= 0.042 of Outflow = 0.54 cfs @ 12.13 hrs, Volume= 0.036 af, Atten= 31 %, Lag= 6.0 min Primary = 0.54 cfs @ 12.13 hrs, Volume= 0.036 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,009.34' @ 12.13 hrs Surf.Area= 0.025 ac Storage= 0.013 of Plug -Flow detention time= 74.5 min calculated for 0.036 of (84% of inflow) Center -of -Mass det. time= 28.7 min ( 825.3 - 796.6 ) Volume Invert Avail.Storaae Storage Description #1 1,008.50' 0.131 of 2.00'W x 120.001 x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,009.00' 15.0" Round Culvert L= 16.0' CMP, end -section conforming to fill, Ke= 0.500 Runoff Analysis with Pond3 Type// 24 -hr 100 -year Rainfall=6.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydreCAD@ 9 10 s/n 06767 @2010 HydroCAD Software Solutions LLC Page 36 Inlet/ Outlet Invert= 1,009.00'/ 1,008.00' S= 0.0625 T Cc= 0.900 n= 0.024 Primary OutFlow Max=0.53 cfs @ 12.13 hrs HW=1,009.34' (Free Discharge) t1=Culvert (Inlet Controls 0.53 cfs @ 1.98 fps) Summary for Pond 16P: Lot 2 Culvert Inflow Area = 0.278 ac, 32.37% Impervious, Inflow Depth > 2.29" for 100 -year event Inflow = 0.81 cfs @ 12.12 hrs, Volume= 0.053 of Outflow = 0.78 cfs @ 12.16 hrs, Volume= 0.051 af, Atten= 4%, Lag= 2.4 min Primary = 0.78 cfs @ 12.16 hrs, Volume= 0.051 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,007.91'@ 12.16 hrs Surf.Area= 0.010 ac Storage= 0.005 of Plug -Flow detention time= 23.0 min calculated for 0.051 of (95% of inflow) Center -of -Mass det. time= 8.4 min ( 825.8 - 817.4 ) Volume Invert Avail.Storage Storage Description #1 1,007.00' 0.052 of 2.00'W x 38.001 x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,007.50' 15.0" Round Culvert L= 14.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 1,007.50'/ 1,006.50' S= 0.0714'1' Cc= 0.900 - n= 0.024 Primary OutFlow Max=0.77 cfs @ 12.16 hrs HW=1,007.91' (Free Discharge) t 1=Culvert (Inlet Controls 0.77 cfs @ 2.18 fps) Summary for Pond 18P: Lot 1 Culvert Inflow Area = 0.389 ac, 34.45% Impervious, Inflow Depth > 2.40" for 100 -year event Inflow = 1.17` cfs @ 12.14 hrs, Volume= 0.078 of Outflow = 1.08 cfs @ 12.19 hrs, Volume= 0.074 af, Atten= 7%, Lag= 3.4 min Primary = 1.08 cfs @ 12.19 hrs, Volume= 0.074 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 1,006.49'@ 12.19 hrs Surf.Area= 0.016 ac Storage= 0.009 of Plug -Flow detention time= 27.8 min calculated for 0.074 of (95% of inflow) Center -of -Mass det. time= 11.0 min ( 825.1 - 814.1 ) Volume Invert Avail.Storage Storage Description #1 1,005.50' 0.077 of 2.00'W x 64.001 x 3.00'H Prismatoid Z=4.0 Device Routing Invert Outlet Devices #1 Primary 1,006.00' 15.0" Round Culvert L= 16.0' CMP, end -section conforming to fill, Ke= 0.500 Inlet] Outlet Invert= 1,006.00'/ 1,005.00' S= 0.0625'r Cc= 0.900 Runoff Analysis with Pond3 Type// 24 -hr 100 -year Rainfall=6.00" Inc. n= 0.024 Primary OutFlow Max=1.07 cfs @ 12.19 hrs HW=1,006.49' (Free Discharge) t1=Culvert (Inlet Controls 1.07 cfs @ 2.39 fps) Printed 1/29/2013 "P8 Urban 12/18/12 Case 271.4 Title 229.61 PrecFile 41.78 Part File 9.92 6300chaskand_Pond_Case Catchment Model, version 3.4 6300chaskand.pBc 6300 Chaska Road msp_4989.pcp nurp50.p8p Firstoate 01/01/70 LastDate 12/31/79 Events 699 TOtalHrs 87000 Case Title 32.0 6300 Chaska Road Case Data File Snowmelt Coef (in/degF-Day) 6300chaskand.p8c Path 32.0 C:\P8\ case Notes: Evapo-Trans. Calibration Factor 1.00 Storm Data File 5 msp_4989.pcp Particle File 0.02 nurp50.p8p Air Temp File File 1 msp_4889.tmp Time Steps Per Hour 1 4 Minimum Inter -Event Time (hrs) 10 Maximum continuity Error % 2 Rainfall Breakpoint (inches) 0.8 Precipitation scale Factor 1 Air Temp offset (de -F) 0 Loops Thru Storm File 1 Simulation Dates start 6/1/1969 Keep 1/1/1970 stop 12/31/1979 Max Snowfall Temperature (deg -f) 32.0 SnowMelt Temperature (deg -f) 32.0 Snowmelt Coef (in/degF-Day) 0.06 soil Freeze Temp (deg -F) - 32.0 Snowmelt Abstraction Factor 1.00 Evapo-Trans. Calibration Factor 1.00 Growing Season Start Month 5 Growing Season End Month 10 5 -Day Antecedent Rainfall + Runoff (inches) CN Antecedent Moisture Condition AMC -II AMC -III Growing Season 1.40 2.10 NonGrowing Season _ 0.50 1.10 watershed Data watershed Name Runoff to Device Infiltration to Device watershed Area SCs curve Number (Pervious) Scale Factor for Pervious Runoff Indirectly connected Impery Frac Unswept impervious Fraction Unswept Depression Storage (inch Unswept Imperv. Runoff coefficie Unswept Scale Factor for Particl Swept Impervious Fraction Swept Depression storage (inches swept Imperv. Runoff coefficient Swept Scale Factor for Particle To Hwy 41 To Basin To North Wetland Proposed Pond Proposed 0.25 1 1.05 61 58 58 1 1 1 0.08 0.13 0.18 0 0 0 0.02 0.02 0.02 1 1 1 1 1 1 0 0 0 0.02 0.02 0.02 1 1 1 1 1 1 Page 1 Run Date Precip(in) Rain(in) snow(in) TotalYrs 630OChaskand_Pond_Case sweeping Frequency 0 0.5 0.5 sweeping Efficiency 1 1 1 Sweeping Start Date (MMDD) 101 101 101 Sweeping Stop Date (MMDD) 1231 1231 1231 Device Data Device Name Proposed Pond Device Type PIPE POND infiltration Outlet Normal Outlet Proposed Spillway Outlet Proposed Particle Removal scale Factor 1 Bottom Elevation (ft) 884 Bottom Area (acres) 0.001 Permanent Pool Area (acres) 0.034 Permanent Pool volume (ac -ft) 0.031 Perm Pool Infilt Rate (in/hr) 0 Flood Pool Area (acres) 0.051 Flood Pool volume (ac -ft) 0.063 Flood Pool Infilt Rate (in/hr) 0 Infilt Basin void Fraction (%) Detention Pond Outlet Parameters Outlet Type ORIFICE Outlet Orifice Diameter (in) 6 Orifice Discharge Coef 0.6 Outlet Weir Length (ft) Weir Discharge coef Perforated Riser Height (ft) Number of Holes in Riser Holes Diameter Flood Pool Drain Time (hrs) Swale Parameters Length of Flow Path (ft) slope of Flow Path % Bottom width (ft) Side Slope (ft-v/ft-h) Maximum Depth of Flow (ft)- Mannings n Constant Hydraulic Model Pipe, Splitter, Aquifer Parameter Hydraulic Res. Time (hrs) 0 Particle Data Particle File nurp50.p8p Particle Class PO% P10% P30% P50% P80% Filtration Efficiency 0 100 100 100 100 Settling Velocity tft/ 0 0.03 0.3 1.5 15 First Order Decay Rate 0 0 0 0 0 2nd Order Decay (1/day 0 0 0 0 0 impervious Runoff Conc 1 0 0 0 0 Pervious Runoff Conc ( 1 100 100 100 200 Pervious Conc Exponent 0 1 1 1 1 Accum. Rate (lbs -ac -da 0 1.75 1.75 1.75 3.5 Particle Removal Rate 0 0.25 0.25 0.25 0.25 washoff Coefficient 0 20 20 20 20 washoff Exponent 0 2 2 2 2 sweeper Efficiency 0 0 0 5 15 water Quality Component Data Component Name TSS TP TKN Cu PB HC water Quality Criteria (ppm) Page 2 ZN Page 3 63000haskand_Pond_Case Level 1 5 0.025 2 2 0.02 5 0.1 Level 2 10 0.05 1 0.0048 0.014 0.0362 0.5 Level 3 20 0.1 0.5 0.02 0.15 0.38 1 Content Scale Factor 1 1 1 1 1 1 1 Particle Composition (mg/k0 ) PO% 99000 600000 13600 2000 640000 250000 P10% 1000000 3850 15000 340 180 1600 22500 P30% 1000000 3850 15000 340 180 1600 22500 P50% 1000000 3850 15000 340 180 1600 22500 P80% 1000000 0 0 340 180 0 22500 Page 3 Mass Balances by Device and variable Device: OVERALL Type: NONE Mass Balance Term Flow_acft 6300Chaskand_Pond_Device and variable "P8 urban Catchment O1 Model, version 3.4 3.57 Run Date 12/18/12 0.2 Case normal outlet 6300chaskand.p8c First0ate Precip(in) 271.4 08 sedimen + decay Title 0.00 6300 Chaska Road LastDate Rain(in) 229.61 3.57 0.00 PrecFile 0.2 msp_4989.pcp Events Snow(in) 41.78 2.0 0.2 PartFile total outflow nurp50.p8p TotalHrs TotalYrs 9.92 13 total trapped Mass Balances by Device and variable Device: OVERALL Type: NONE Mass Balance Term Flow_acft Flow_Cfs Load -lbs Load-lbs/yr O1 watershed inflows 3.57 0.00 2.2 0.2 06 normal outlet 3.57 0.00 2.0 0.2 08 sedimen + decay 0.00 0.00 0.2 0.0 09 total inflow 3.57 0.00 2.2 0.2 10 surface outflow 3.57 0.00 2.0 0.2 12 total outflow 3.57 0.00 2.0 0.2 13 total trapped 0.00 0.00 0.2 0.0 14 storage increase 0.00 0.00 0.0 0.0 15 mass balance chec 0.00 0.00 0.0 0.0 Reduction (%) 11 0.00 0.00 9.7 9.7 Page 1 01/01/70 12/31/79 699 87000 variable: TP conc_ppm 0.23 0.20 0.23 0.20 0.20 A ggg • e g e •� � � I� I � I I � � Itlt 44 W N QZ � i IIII d' N 1 1 1 1 11 p W 0 N Z a La � w a N 2 F W 00 Z Q J W I N C3 i y Z F. W 1 ++ \ lof L g R�� gpg tu / YeY' ___ __ �� _ S E92 y s p• Fq �� - � ```•`` 'O, a __ £�� 5 PziSf + i } _ -t •. x;11 �; r ` 1 •� f O R . e __ ;E@i 3 4 Tributa Area Existing Ponding Area 9 Reach on Link Wetland Analysis Type /I 24 -hr 2 -Year Rainfall=2.80" Prepared by Campion Engineering Services, Inc. Printed 1129/2013 HydroCAD® 9.10 s/n 06767 02010 HydruCAD Software Solutions LLC Page 2 Summary for Subcatchment 1S: Tributary Area Runoff = 11.48 cfs @ 12.07 hrs, Volume= 0.695 af, Depth> 0.61" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -Year Rainfall=2.80" Area (ac) CN DeSCriDtlon ' 0.300 78 Wetland 6.800 72 1/3 acre lots, 30% imp, HSG B 2.600 65 Woods/grass comb., Fair, HSG B 1.100 98 Paved roads w/curbs & sewers, HSG B 2.800 70 1/2 acre lots 25% imp HSG B 13.600 72 Weighted Average 9.760 Grass: Dense n= 0.240 P2= 2.80" 71.76% Pervious Area 3.840 0.0670 28.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f tsec) (cfs) 8.0 100 0.1000 0.21 Sheet Flow, Gress Grass: Dense n= 0.240 P2= 2.80" 0.6 150 0.0670 3.88 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 1.3 200 0.0300 2.60 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 1.0 250 0.0800 4.24 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 2.8 500 0.0400 3.00 Shallow Concentrated Flow, grass Grassed Waterwav Kv= 15.0 fps 13.7 1,200 Total Summary for Pond 2P: Existing Ponding Area Inflow Area = 13.600 ac, 28.24% Impervious, Inflow Depth > 0.61" for 2 -Year event Inflow = 11.48 cfs @ 12.07 hrs, Volume= 0.695 of Outflow = 8.61 cfs @ 12.17 hrs, Volume= 0.692 af, Atten= 25%, Lag= 5.5 min Primary = 8.61 cfs @ 12.17 hrs, Volume= 0.692 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 986.42'@ 12.17 hrs Surf.Area= 5,893 sf Storage= 3,791 cf Plug -Flow detention time= 7.2 min calculated for 0.690 of (99% of inflow) Center -of -Mass det. time= 5.6 min ( 831.6 - 826.0 ) Volume Invert Avail.Storage Storage Description #1 985.23' 225,255 cf Custom Stage Data (Prismatic) Listed below (Recalc) Wetland Analysis Type I/ 24-hr 2-Year Rainfalt=2.80" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCADO 9 10 s/n 06767 ® 2010 HydroCAD Software Solutions LLC Page 3 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 985.23 100 0 0 986.00 4,200 1,655 1,665 988.00 12,200 16,400 18,055 990.00 21,500 33,700 51,755 992.00 38,500 60,000 111,755 994.00 75,000 113,500 225,255 Device Routing Invert Outlet Devices #1 Primary 985.23' 30.0" Round Culvert L=140.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 985.23'1983.2,V S=0.01427 Cc--0.900 n= 0.012 Primary OutFlow Max--8.50 cfs @ 12.17 hrs HW=986.42' (Free Discharge) t1=Culvert (Inlet Controls 8.50 cfs @ 3.71 fps) Wetland Analysis Type // 24 -hr 10 -Year Rainfall=4.20" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD®9 10 9/n06767 @2010 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1S: Tributary Area Runoff = 28.78 cfs @ 12.06 hrs, Volume= 1.645 at, Depth> 1 AS' Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24 -hr 10 -Year Rainfall=4.20" Area (ac) CN Description 0.300 78 Wetland 6.800 72 1/3 acre lots, 30% imp, HSG B 2.600 65 Woods/grass comb., Fair, HSG B 1.100 98 Paved roads w/curbs & sewers, HSG B 2.800 70 1/2 acre lots 25% imp HSG B 13.600 72 Weighted Average 9.760 Grass: Dense n= 0.240 P2= 2.80" 71.76% Pervious Area 3.840 0.0670 28.240/6 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 8.0 100 0.1000 0.21 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.80" 0.6 150 0.0670 3.88 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 1.3 200 0.0300 2.60 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 1.0 250 0.0800 4.24 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 2.8 500 0.0400 3.00 Shallow Concentrated Flow, grass Grassed Waterwav Kv= 15.0 fps 13.7 1,200 Total Summary for Pond 2P: Existing Ponding Area Inflow Area = 13.600 ac, 28.24% Impervious, Inflow Depth > 1.45" for 10 -Year event Inflow = 28.78 cfs @ 12.06 hrs, Volume= 1.645 of Outflow = 20.98 cfs @ 12.16 hrs, Volume= 1.640 af, Atten= 27%, Lag= 5.8 min Primary = 20.98 cfs @ 12.16 hrs, Volume= 1.640 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 987.28' @ 12.16 hrs Surf.Area= 9,316 sf Storage= 10,299 cf Plug -Flow detention time= 7.4 min calculated for 1.634 of (99% of inflow) Center -of -Mass det. time= 6.1 min ( 813.3 - 807.2 ) Volume Invert Avail.Storage Storage Description #1 985.23' 225,255 cf Custom Stage Data (Prismatic) Listed below (Recalc) Wetland Analysis Type Il 24-hr 10-Year Rainfall=4.20" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 s/n 06767 @ 2010 HydroCAD Software Solutions LLC Page 5 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 985.23 100 0 0 986.00 4,200 1,655 1,655 988.00 12,200 16,400 18,065 990.00 21,500 33,700 51,755 992.00 38,500 60,000 111,755 994.00 75,000 113,500 225,255 Device Routing Invert Outlet Devices #1 Primary 985.23' 30.0" Round Culvert L= 140.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet/ Outlet Invert= 985.23'/ 983.24' S= 0.0142 'f Cc= 0.900 n= 0.012 PrimaryOutFlow Max=20.85 cfs @ 12.16 hrs HW=987.27' (Free Discharge) L1=Culvert (Inlet Controls 20.85 cfs @ 4.86 fps) Wetland Analysis Type// 24 -hr 100 -Year Rainfall=6.00" Prepared by Campion Engineering Services, Inc. Printed 1/29/2013 HydroCAD® 9.10 s/n 06767 @ 2010 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1S: Tributary Area Runoff = 54.64 cfs @ 12.06 hrs, Volume= 3.114 af, Depth> 2.75" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -Year Rainfall=6.00" Area (ac) CN Description 0.300 78 Wetland 6.800 72 1/3 acre lots, 30% imp, HSG B 2.600 65 Woods/grass comb., Fair, HSG B 1.100 98 Paved roads w/curbs & sewers, HSG B 2.800 70 1/2 acre lots 25% imp, HSG B 13.600 72 Weighted Average 9.760 Grass: Dense n= 0.240 P2= 2.80" 71.76% Pervious Area 3.840 0.0670 28.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.0 100 0.1000 0.21 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.80" 0.6 150 0.0670 3.88 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 1.3 200 0.0300 2.60 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 1.0 250 0.0800 4.24 Shallow Concentrated Flow, grass Grassed Waterway Kv= 15.0 fps 2.8 500 0.0400 3.00 Shallow Concentrated Flow, grass Grassed Waterwav Kv= 15.0 fps 13.7 1,200 Total Summary for Pond 2P: Existing Ponding Area Inflow Area = 13.600 ac, 28.24% Impervious, Inflow Depth > 2.75" for 100 -Year event Inflow = 54.64 cfs @ 12.06 hrs, Volume= 3.114 of Outflow = 33.03 cfs @ 12.18 hrs, Volume= 3.105 af, Atten= 40%, Lag= 7.6 min Primary = 33.03 cfs @ 12.18 hrs, Volume= 3.105 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 988.43' @ 12.19 hrs Surf.Area= 14,214 sf Storage= 23,776 cf Plug -Flow detention time= 8.5 min calculated for 3.094 of (99% of inflow) Center -of -Mass det. time= 7.4 min ( 801.3 - 794.0 ) Volume Invert Avail.Storage Storage Description #1 985.23' 225,255 cf Custom Stage Data (Prismatic) Listed below (Recalc) Wetland Analysis Type 11 24 -hr 100 -Year Rainf611=6.00" Prepared by Campion Engineering Services, Inc. Printed 112912013 HydroCADO 9.10 s/n 06767 © 2010 HydroCAD Software Solutions LLC Page 7 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 985.23 100 0 0 986.00 4,200 1,655 1,655 988.00 12,200 16,400 18,055 990.00 21,500 33,700 51,755 992.00 38,500 60,000 111,755 994.00 75,000 113,500 225,255 Device Routing Invert Outlet Devices #1 Primary 985.23' 30.0" Round Culvert L= 140.0' CMP, end -section conforming to till, Ke-- 0.500 Inlet/ Outlet Invert= 985.23'/ 983.24' S=0.01427 Cc --0-900 n= 0.012 PrimaryOutFlow Max=32.93 cfs @ 12.18 hrs HW=988.42' (Free Discharge) t--1 =Culvert (Inlet Controls 32.93 cfs @ 6.71 fps) NW comer of Section 3, T.116, R.23 j f 1 S ------ 75 +fH y CL0 l+ m$ ! L) S � f o , � rr l M� ° I t r C4 M J r + I 14 r � g j r ! r / r /r : i8l r 1 SW comer of f 1/4 of Nw 1/4 of Section 3 W 1/4 corner of • a Ssocuon 3 tn o t Most northerly line of Lot F BARDWELL ACRES, LAKE MINNETONK WET LAND l V �✓ FRETHAM 15TH ADDITION • Denotes Iron monument found O Denotes 1/2 inch by 14 Inch Iron pipe eat marked by License No. 24329, A The orientation of the bearings shown on this is assumed to Drainage and utility easements are shown thus: Being 10 feet in width and adjoining street right of way ly lines and being 5 feet in width and adjoining lot lines unless otherwise Indicated on the plot. PELLINEN LAND SURVEYING, INC. 1 I, MTP.,„\IP.A\, \I\, PLAT FILE NO. C.R. DOC. NO. KNOW ALL MEN BY THESE PRESENTS: That Chaska Road, LLC, a Minnesota Limited Liability Company, fee owner, of the following described property situated in the County of Carver, State of Minnesota, to wit: Lot F, Bardwell Acres, Lake Minnetonka, according to the plot thereof on file and of record in the office of the Register of Deeds in and for Carver County, Minnesota, excepting therefrom that part lying west of Stott Road No, 41. Has caused the some to be surveyed and plotted as FRETHAM 15TH ADDITION and does hereby dedicate to the public for public use forever the drainage and utility easements as created herewith. In witness whereof said Chaska Rood, LLC, a Minnesota Limited Liability Company, has caused these presents to be signed by its proper officer this day of 20-1 Chaska Road, LLC CITY OF CHANHASSEN RECEIVED By its 0UL 19 2013 CHANHASSEN PLANNING DEPT STATE OF MINNESOTA COUNTY OF The foregoing instrument woo acknowledged before me this day of ____ , 20_____, by Its of said Chaska Rood, LLC, a Minnesota Limited Liability Company, fee owner, on behalf of the company. (Signature) (Name Printed) Notary Public, County, Minnesota. My Commission expires . I, Jeffrey R. Rousch do hereby certify that this plat was prepared by me or under my direct supervision; that I am a duly Licensed Land Surveyor In the State of Minnesota; that this plat is a correct representation of the boundary survey; that ail mathematical data and labels are correctly designated on this plat; that oil monuments depicted on this plat have been, or will be correctly set within one year; that all water boundaries and wet lands, as defined in Minnesota Statutes, Section 505.01, Subd. 3, as of the dote of this certificate ore shown and labeled on this plat; and all public ways ore shown and labeled on this plat. Dated this , — day of 20_. , Jeffrey R. Rousch, Licensed Land Surveyor, Minnesota, License No. 24329. STATE OF MINNESOTA COUNTY OF MEEKER The foregoing surveyor's certificate was acknowledged before me this coy of — 20_.__, by Jeffrey R. Rcusch, Land Surveyor, Minnesota License No. 24329. Wendy S. Rousch Notary Public, Meeker County, Minnesota. My commission expires January 31, 2015. CHANHASSEN, MINNESOTA This plot of FRETHAM 15TH ADDITION was approved and accepted by the City Council of the City of Chanhassen, Minnesota at a regular meeting thereof held this day of - . 20_ and is in compliance with the provisions of Minnesota Statutes, Section 505.03, Subd. 2. CITY COUNCIL OF THE CITY OF CHANHASSEN, MINNESOTA By , Mayor. By Cierk. COUNTY SURVEYOR, Carver County, Minnesota Pursuant to Chapter 395, Minnesota Laws of 1971, this plat has been approved this John E. Freemyer, County Surveyor. BY COUNTY AUDiTOR/TREASURER, Carver County, Minnesota day of 20-- I hereby certify that taxes payable in and prior years hove been payed for land described on this plot. Dated this 20_. Laurie Engelen, County Auditor/Treasurer By COUNTY RECORDER, Carver County, Minnesota I hereby certify that this plot of FRETHAM 15TH ADDITION was flied this day of 20 at o'clock Mark Lundgren, County Recorder, By day of M. as Document No.