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CAS-12_PRESERVE AT RICE LAKE - JOHN KNOBLAUCH7' fill /3 t a - Notice of Public Hearing SCANNED Chanhassen Planning Commission Megting Date & T 'Sday,.k.416 2013 at 7:00 p.m. This hearing may not start until later in Time: the evening, depending on ;he order of the agenda. Location: City Hall Council Chambers, 7700 Market Blvd. Request for a Land Use Map Amendment from Residential -Low Density to Residential -Low and Medium Density; Rezoning from Proposal: Single Family Residential (RSF) and Mixed Low Density Residential (R4) to Planned Unit Development -Residential (PUD -R); Subdivision of 13.22 acres into 16 lots and 2 outlots with Variances; Site Plan Review; and a Wetland Alteration Permit. ant: J & S Ventures 1, Inc. rty North of Highway 212 and East of Highway 101 7Location: A Iodation map is on the reverse side of this rptice. The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about What this project. During the meeting, the Chair will lead the public Happens at hearing through the following steps: the 1. Staff will give an overview of the proposed project. Meeting: 2. The applicant will present plans on the project. 3. Comments are received from the public. 4. Public hearing is closed and the Commission discusses the project. If you want to see the plans before the meeting, please visit the City's projects web page at: www.ci.chanhassen.mn.us/2013-12. If you wish to talk to someone Questions about this project, please contact Sharmeen AI-Jaff by email at & saliaffno ci.chanhassen.mmus or by phone at 952-227-1134. If you Comments: choose to submit written comments, it is helpful to have one copy to the department in advance of the meeting. Staff will provide copies to the Commission. The staff report for this item will be available online on the project web site listed above the Thursday prior to the Planning Commission meeting. City Review Procedure: • Subdivisions, Planned Unit Developments, Site Plan Reviews, Conditional and Interim Uses, Welland Alterations, Remnings, Comprehensive Plan Amendments and Code Amendments require a public hearing before the Planning Commission. City ordinances require all property within 500 feet of the subject site to be notified of the application in writing. Any interested party is invited to attend the meeting. • Staff prepares a report on the subject application that includes all pertinent information and a recommendation. These reports are available by request. Al the Planning Commission meeting, staff will give a verbal overview of the report and a recommendation. The item will be opened for the public to speak about the proposal as a part of the hearing process. The Commission will close the public hearing and discuss the item and make a recommendation to the City Council. The City Council may reverse, affirm or modify wholly or partly the Planning Commission's recommendation. Rezonings, land use and code amendments take a simple majority vote of the City Council except remnings and land use amendments from residential to commerciaUnduslrial. • Minnesota State Statute 519.99 requires all applications to be processed within 60 days unless the applicant waives this standard. Some applications due to their complexity may take several months to complete. Any person wishing to follow an item through the process should check with the Planning Department regarding its status and scheduling for the City Council meeting. • A neighborhood spokesperson/representative is encouraged to provide a contact for the city. Often developers are encouraged to meet with the neighborhood regarding their proposal. Staff is also available to review the project with any interested person(s). • Because the Planning Commission holds the public hearing, the City Council does not. Minutes are taken and any correspondence regarding the application will be included in the report to the City Council. ff you wish to have something to be included in the report please contact the Planning Staff person named on the notification. SUBJECT { .�E PROPERTY ,M6AmW'�'yJe Yfn 1.".2A2 , SSptFS A r I, PITNEY BOW[8 02 IF $ 000.460 0003195036 JUL 03 2013 MAILED FROM ZIP CODE 5531 7 dp71�9)�-3 i 9 100p�R RESS�O EH DO- O� k�1AlE ELETV�Fp`8 OSPpBW�gu��l6 Oj DE JHP� N A7 q7 This map is neither a legally recorded map nor a survey and is not intended to be use as one. This map is a compilation of records, information and data located in various city, county, state and federal offices and other sources regarding the area shown, and is to be used for reference purposes only. The City does not warrant that the Geographic Information System (GIS) Data used to prepare this map are error free, and the City does not represent that the GIS Data can be used for navigational, tracking or any other purpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. If errors or discrepancies are found please contact 952-227-1107. The preceding disclaimer is provided pursuant to Minnesota Statutes §466.03, Subd. 21 (2000), and the user of this map acknowledges that the City shall not be liable for any damages, and expressly waives all Uaims, and agrees to defend, indemnity, and hold harmless the City from any and all claims brought by User, its employees or agents, or third parties whhFaltspi"1Yp4:rtsfl3 �gtAsk�yse of data provided. S 3 iT-7 1'(77:-44-�T' FRANK R & THERESA M GUSTAFSON 449 MISSION HILLS WAY E CHANHASSEN MN 55317-7705 I-I1rliw-11"1i11,I11111111111,Illd' jl,llj,),n)In,)lilll�i� CITY OF I CHANHASSEN 7700 Market Boulevard P.O. Box 147 F E �—� Chanhase— 3 SSptFS A r I, PITNEY BOW[8 02 IF $ 000.460 0003195036 JUL 03 2013 MAILED FROM ZIP CODE 5531 7 dp71�9)�-3 i 9 100p�R RESS�O EH DO- O� k�1AlE ELETV�Fp`8 OSPpBW�gu��l6 Oj DE JHP� N A7 q7 This map is neither a legally recorded map nor a survey and is not intended to be use as one. This map is a compilation of records, information and data located in various city, county, state and federal offices and other sources regarding the area shown, and is to be used for reference purposes only. The City does not warrant that the Geographic Information System (GIS) Data used to prepare this map are error free, and the City does not represent that the GIS Data can be used for navigational, tracking or any other purpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. If errors or discrepancies are found please contact 952-227-1107. The preceding disclaimer is provided pursuant to Minnesota Statutes §466.03, Subd. 21 (2000), and the user of this map acknowledges that the City shall not be liable for any damages, and expressly waives all Uaims, and agrees to defend, indemnity, and hold harmless the City from any and all claims brought by User, its employees or agents, or third parties whhFaltspi"1Yp4:rtsfl3 �gtAsk�yse of data provided. S 3 iT-7 1'(77:-44-�T' FRANK R & THERESA M GUSTAFSON 449 MISSION HILLS WAY E CHANHASSEN MN 55317-7705 I-I1rliw-11"1i11,I11111111111,Illd' jl,llj,),n)In,)lilll�i� Notice of Public Hearing SCANNED Chanhassen Planning Commission Meeting Date-& Tuesday, jta(i,NA 2013 at 7:00 p.m. This hearing may not start until later Time: in the evening, depending on the order of the agenda. Location: City Hall Council Chambers, 7700 Market Blvd. Request for a Land Use Map Amendment from Residential -Low Density to Residential -Low and Medium Density; Rezoning from Proposal: Single Family Residential (RSF) and Mixed Low Density Residential (R4) to Planned Unit Development -Residential (PUD -R); Subdivision of 13.22 acres into 16 lots and 2 outlots with Variances; Site Plan Review; and a Wetland Alteration Permit. Applicant: J & S Ventures 1, Inc. Property North of Highway 212 and East of Highway 101 Location: A location map is on the reverse side of this notice. The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood What about this project. During the meeting, the Chair will lead the Happens at public hearing through the following steps: the 1. Staff will give an overview of the proposed project. Meeting: 2. The applicant will present plans on the project. 3. Comments are received from the public. 4. Public hearing is closed and the Commission discusses the project. If you want to see the plans before the meeting, please visit the City's projects web page at: www.ci.chanhassen.mn.us/2013-12. If you wish to talk to someone Questions about this project, please contact Sharmeen AI-Jaff by email at & saliaff(cDci.chanhassen.mn.us or by phone at 952-227-1134. If you choose to submit written comments, it is helpful to have one copy Comments: to the department in advance of the meeting. Staff will provide copies to the Commission. The staff report for this item will be available online on the project web site listed above the Thursday prior to the Planning Commission meeting. City Review Procedure: • Subdivisions, Planned Unit Developments, Site Plan Reviews, Conditional and Interim Uses, Welland Alterations, Rezonings. Comprehensive Plan Amendments and Code Amendments require a public hearing before the Planning Commission. City ordinances require all property within 500 feet of the subject site to be notified of the application in writing. Any interested party is invited to attend the meeting. • Staff prepares a report on the subject application that includes all pertinent information and a recommendation. These reports are available by request. At the Planning Commission meeting, staff will give a verbal overview of the report and a recommendation. The item will be opened for the public to speak about the proposal as a part of the hearing process. The Commission will close the public hearing and discuss the item and make a recommendation to the City Council. The City Council may reverse, affirm or modify wholly or party the Planning Commission's recommendation. Rezonings, land use and code amendments take a simple majority vote of the City Council except rezonings and land use amendments from residential to commercialfindustrial. • Minnesota Stale Statute 519.99 requires all applications to be processed within 60 days unless the applicant waives this standard. Some applications due to their complexity may take several months to complete. Any person wishing to follow an item through the process should check with the Planning Department regarding its status and scheduling for the City Council meeting. • A neighborhood spokesperson/representative is encouraged to provide a contact for the city. Often developers are encouraged to meet with the neighborhood regarding their proposal. Staff is also available to review the project with any interested person(s). • Because the Planning Commission holds the public hearing, the City Council does not Minutes are taken and any correspondence regarding the application will be included in the report to the City Council. If you wish to have _ something to be included in the report, please contact the Planning Stag person named on the notification. �r ,C This map is neither a legally recorded map nor a survey and is not intended to be as one. This map is a compilation of records, information and data located in var city, county, state and federal offices and other sources regarding the area shown, is to be used for reference purposes only. The City does not warrant that the Geographic Information System (GIS) Data used to prepare this map are error free, and the City does not represent that the GIS Data can be used for navigational, tracking of any other purpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. If errors or discrepancies are found please contact 052-227-1107. The preceding disclaimer is provided pursuant to Minnesota Statutes §466.03, Subd. 21 (2000), and the user of this map acknowledges that the City shall not be liable for any damages, and expressly waives all claims, and agrees to defend, indemnity, and hold harmless the City from any and q9 i iagll d��a�ims brought by User, its employees or agents, or third parges whR,r�@j,�'-1 i Pse of data provided. 0 CITY OF CHANHASSEN 7700 Market Boulevard P.O. Box 147 OOQ �SPSF� pQST'M � PITNEY lOWl6 02 IP $ 000.460 0003195036 JUL 032013 MAILED FROM ZIP CODE 55317 0913 0009f Chanhassen, Min-- vim in WWW r" O p S\1Np PO 04-01 l NP Vk p 7 \ Rr ORvc Tri FpO��g,O \7` O MISSION HILLS GARDEN HOMES;` 2681 LONG LAKE RD ROSEVILLE MN 55113-1128 illlrrl�llI111111111111till11lllllrlPllllfill 0.11ir1llr111111, Notice of Public Hearing SCANNED Chanhassen Planning Commission Meeting Date & Tuesday„Juli f IM 2013 at 7:00 p.m. This hearing may not start until later Time: in the evening, depending on the order of the agenda. Location: City Hall Council Chambers, 7700 Market Blvd. Request for a Land Use Map Amendment from Residential -Low Density to Residential -Low and Medium Density; Rezoning from Proposal: Single Family Residential (RSF) and Mixed Low Density Residential (R4) to Planned Unit Development -Residential (PUD -R); Subdivision of 13.22 acres into 16 lots and 2 outlots with Variances; Site Plan Review; and a Wetland Alteration Permit. Applicant: J & S Ventures 1, Inc. Property North of Highway 212 and East of Highway 101 Location: A location map is on the reverse side of this notice. The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood What about this project. During the meeting, the Chair will lead the Happens at public hearing through the following steps: the 1. Staff will give an overview of the proposed project. Meeting: 2. The applicant will present plans on the project. 3. Comments are received from the public. 4. Public hearing is closed and the Commission discusses the project. If you want to see the plans before the meeting, please visit the City's projects web page at: www.ci.chanhassen.mn.us/2013-12. If you wish to talk to someone Questions about this project, please contact Sharmeen AI-Jaff by email at saliaff(a).ci.chanhassen.mn.us or by phone at 952-227-1134. If you & choose to submit written comments, it is helpful to have one copy Comments: to the department in advance of the meeting. Staff will provide copies to the Commission. The staff report for this item will be available online on the project web site listed above the Thursday prior to the Planning Commission meeting. City Review Procedure: • Subdivisions. Planned Unit Developments. Site Plan Reviews, Conditional and Interim Uses, Wetland Alterations, Rezonings, Comprehensive Plan Amendments and Code Amendments require a public hearing before the Planning Commission. City ordinances require all property within 500 feet of the subject site to be notified of the application in writing. Any interested party is invited to attend the meeting. • Staff prepares a report on the subject application that includes all pertinent information and a recommendation. These reports are available by request. At the Planning Commission meeting, staff will give a verbal overview of the report and a recommendation. The item will be opened for the public to speak about the proposal as a part of the hearing process. The Commission will close the public hearing and discuss the item and make a recommendation to the City Council. The City Council may reverse, affirm or modify wholly or partly the Planning Commission's recommendation. Rezonings. land use and code amendments take a simple majority vote of the City Council except rezonings and land use amendments from residential to mmmerciauinduslrial. • Minnesota State Statute 519.99 requires all applications to be processed within 60 days unless the applicant waives this standard. Some applications due to their complexity may take several months to complete. Any person wishing to follow an item through the process should check with the Planning Department regarding its status and scheduling for the City Council meeting. • A neighborhood spokesperson/representative is encouraged to provide a contact for the city. Often developers are encouraged to meet with the neighborhood regarding their proposal. Staff is also available to review the project with any interested person(s). • Because the Planning Commission holds the public hearing, the City Council does not. Minutes are taken and any corespondence regarding the application will be included in the report to the City Council. If you wish to have something to be included in thereort, please contact the Planning Stag person named on the notification. Disclaimer This map is neither a legally recorded map nor a survey and is not intended to be as one. This map is a compilation of records, information and data located in vat city, county, state and federal offices and other sources regarding the area shown, . is to be used for reference purposes only. The City does not warrant that me Geographic Information System (GIS) Data used to prepare this map are error free, and the City does not represent that the GIS Data can be used for navigational, tracking or any other purpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. If errors or discrepancies are found please contact 952-227-1107. The preceding disclaimer Is provided pursuant to Minnesota Statutes §466.03, Subd. 21 (2000), and the user of this map acknowledges that the City shall not be liable for any damages, and expressly waives all claims, and agrees to defend, indemnify, and hold harmless the City from any and all claims brought by User, its employees or agents, or third parties whi&S* &LEg1 a qeF ;#age of data provided. : w 3 CITY OF CHANHASSEN 7700 Market Boulevard PA. Box 147 Chanhassen, Minnor" 009 g tp3� �ST9 Z ! L PrTMev Bowes 021 P $ 000.46° 0003195036 JUL 03 2013 MAILED FROM ZIP CODE 55317 0007i139r1�, Www.cl P"- j Dt 1 5E11D`�� Ol �`. O`R� RFT�RVPGO FDp,WDD-yg2.�\11\ DNpg�c "D71 \71t\t\t1\\it1\t 5317 OlA7\\\��7\\1tlitlt\\t\it\ NORTH BAY HOMEOWNERS ASSN INC 2681 LONG LAKE RD ROSEVILLE MN 55113-1128 I�Illrllllt�ll�ll'��Iltlltlilttllltlllll'llll�ll��"�rt'llll'�I� Non -Scannable Item ftsm ©escrlpdon 2 C 0 'Fokder Nwidm Folder Name Job Number 2 Z Box Number 0,() j .X ,pd-- Df ck��c(,Zecf-) plans SA� d, u2A, fj Rebuilding Together. Twin Cities Rebui Idi ngTogether-TwinC ities.org MEETS STAND DS emarlp�aere.orp Why We Do It: Because the NEED is Now, Real, and GROWING ... GROWTH in Senior Population • The number of Twin Cities residents who are over the age of 65 is predicted to DOUBLE in the next 20 years. GROWTH in Low -Income Population • From 1999-2009, the number of Twin Cities residents living below the poverty level grew by nearly 100,000 from 6.9% to 10.1%. GROWTH in Aging Housing • The average home in Minnesota is 42 years old. • 68% of all homes in Minnesota were built before 1979, which means there may be lead paint present in the home. Rebul(i�tljs Together. ' Twin Cities 2633 Fourth Stmet SE Sheila ,rryll '1 i Minneapolis, MN 55414 Development Director T: 651-776-4273 F: 612-767-8578 ....................................................... Rebuildi ngTogether-TwinCities.org .................. :;: I erryllfURebuildingTngatlrer I'wint:iEiae,orq Rebuilding Together Safe AT HOME V. L%or Ift m m W' F C A N aIke a di f e�ence MEETS STAND DS eryl�e .o�B Live Safely, Live Indel What is Safe at Home? Through the Safe at Home program, Rebuilding Together Twin Cities provides no cost, home -safety and accessibility modifications for lo�N- income homeowners who are older adults (55+), living with a disability or caring for a loved - one with a disability. Often they are faced with the prospect of losing their independence as the result of needing a home safety or accessibility modification that they are unable to address. What kinds of projects are considered? Safe at Home projects are small in scale and can be completed by 2-4 volunteers in about 4 hours. Tasks may include: • Bathroom grab bars • Shower seats • Handheld showers • No -slip bath treads • Raised toilet seat adapters • Handrails (interior & exterior) • Smoke and carbon monoxide detectors Hake W104 Rebuilding Together Twin Cities An affiliate of the national Rebuilding Together organization, Rebuilding Together Twin Cities preserves and revitalizes homes and communities in the seven -county Twin Cities metropolitan area. Our mission is to bring volunteers and communities together to improve the homes and lives of homeowners in need, with a vision of a safe and healthy home for every person. We accomplish this through two programs: Home Repair addresses a broad range of home repair issues focusing on ensuring that low-income homeowners live independently in homes that are safe and warm. Safe at Home provides home safety and accessibility modifications with a focus on preventing falls and encouraging aging in place. Jtbuilding Together. cities 2633 Fourth St. S.E., Minneapolis, MN 55414 1 651-776-4273 ............................................................................. Rebu i ld i ngTogether-Twi nC ities.o rg ntty Who qualifies? Applicants to Safe at Home MUST: • own and reside in their home, have homeowners insurance and be up to date on mortgage payments. • plan to remain in their home for at least two years. • live in one of the following Minnesota counties: Anoka, Carver, Dakota, Hennepin, Ramsey, Scott or Washington. • have a household income that is at or below 50% of the median income for the Twin Cities Metro Area, as determined by HUD. (Please contact us for current income guidelines.) • have at least one household member who is an older adult (55+) or is living with a disability. Did you know? • Falls are the leading cause of injury among older adults in Minnesota. • More than one-third of older adults fall each year in the United States. • For people 65 and older, more than half of all falls happen at home. How do I apply? Please call our office at 651-776-4273 or email SafeAtHome@RebuildmgTogether-TwinCities.org to request a Safe at Home application. Applications are accepted year-round. How can I help? • Volunteer as a Safe at Home Handyperson. Call our office or email Volunteers@ RebuildingTogether-TwinCities.org for details and an application. • Refer a friend or client, call 651-776-4273. • Donate to Rebuilding Together Twin Cities to enable us to help neighbors in need by going to RebuildingTogether-TwinCities.org and click "Donate." Thank you so much for all your help.... I can finally take a good shower without the fear of falling. I hope you can help other older people like me feel "Safe at Home." Sandy, age 68, Saint Paul changing SIV@S 2010 Annual Report I rRebuilding Together. Twin Cities Ah MMSMA1! t, Mission and Vision dission Bringing volunteers and communities together to improve the homes and lives of low-income homeowners. lision A safe and healthy home for every person. What We Do Rebuilding Together Twin Cities provides no -cost home repairs for low-income homeowners who are older adults, individuals living with disabilities or families with children. This service ensures that these homeowners can live independently in homes that are safe and warm. Hiahl ighte- Project and Events Calendar ............................................................................ July 1st and 2nd Fredrikson 8 Byron made repairs for Markeeta, a single mother of three children, including one with cerebral palsy, who lives in North Minneapolis. September 25th The Mosaic Company made repairs for Roberta, a single mother of two daughters, who lives in St. Paul. October 8th Honeywell renovated the Minneapolis home of Truvone, a single mother who had recently been laid off. September 11th Volunteers distributed 500 Energy Efficiency Outreach bags in Windom Park in Minneapolis. October 24th The Marathon Oil Company made repairs for Daniel and Evangeline and their 11 children in Cottage Grove. November 7, 2009 through June 2010 Wells Fargo and more than 200 additional volunteers renovated and made accessibility modifications to the North Minneapolis home of Charles, a disabled Marine Corps veteran and jazz vocalist. Fall 2009 Engineers without Borders made energy efficiency improvements for Beth, a single mother, who lives in the North End neighbor- hood of of St. Paul. October 16th The Minnesota Timberwolves established a Reading and teaming Center and installed a new basketball court at University Academies for Boys Ft Girls at North End Elementary School in St. Paul. This year, • we assisted 581 people. • 763 volunteers dedicated 7,847 hours. • 13 homes were repaired through our Home Repair Program. • 30 homes were modified through Safe at Home. • 4 nonprofit facilities were revitalized. April 23rd Safe at Home volunteers installed grab bars and four handrails for Helen in Minneapolis. Helen suffers from Parkinson's Disease, and she has fallen three times in the bathroom. These repairs made it possible for her to use her stairs and bathroom more easily on her own. May 21st Honeywell beautified 809 and 828 Spring Street NE in Minneapolis, which are owned and managed by the Minneapolis Public Housing Authority. May 1st Rebuilding Together Twin Cities co -hosted a Senior Community Health Fair with Merrick Community Services. February 27th Eleven teams came together at the Mall of America for the 4th Annual Bubba Gump Re -Building Block Party to benefit Rebuilding Together Twin Cities. June 23rd Fredrikson B: Byron worked at the St. Paul home of Ed, a veteran of the U.S. Army National Guard. This project was sponsored by Heroes at Home. U June 30th Rebuilding Together Twin Cities hosted a Community Celebration at the Capri Theatre to commemorate the completion of a massive home repair and ac- cessibility modification project for a Marine Corps veteran and jazz vocalist. May 22nd June 25th More than 100 Safe at Home volunteers volunteers made installed a bathroom grab bar repairs for seven and addressed various safety homeowners issues, such as door locks and and improved latches, security lights and a a community doorbell for Gail, who lives in green space in Lauderdale with her dog. These Minneapolis. repairs and modifications enabled Gail to live independently and safely in her home. Safe at • r ng is i year ih operation, more than 35 seniors and people living with disabilities were assisted through the Safe at Home program. Eighteen volunteers donated over 300 hours of service to complete 30 Safe at Home projects, installing 42 grab bars, 37 new handrails and 18 smoke or carbon monoxide detectors in homes in Minneapolis and St. Paul. Homeowner Stories Preserving Dignity and Independence Sandy Continues to Live Independently Sandy has lived in her home on the east side of Saint Paul for 44 years. She and her husband raised their children in the neighborhood and developed strong friendships within the community. Since her husband's passing in 2006, Sandy has cared for the home herself, relying on her neighbors for help with yard work and shoveling. Only 68 years old, Sandy wanted to continue living in her home for years to come, but health problems limited her mobility. "My main problem now is in the bathroom, " she stated. "I'm so afraid offalling. " In addition, the lack of a handrail on the back steps prevented her from enjoying her backyard- Sandy ackyard Sandy didn't want to lose her home or be forced to move because of her disability. She came to Rebuilding Together Twin Cities with a simple request, 'I know a lot ofpeople need help and I pray I'm one of them. " Volunteers from Rebuilding Together Twin Cities' Safe At Home program mounted grab bars and a seat in Sandy's shower. They installed a railing and a motion detector light in the backyard, plus three carbon monoxide detectors throughout her home. In her note to the volunteers, Sandy wrote, "Thank you so much for all your help. I can go down my back yard steps with the new railing and I can finally take a good shower without the fear offalling. I hope you can help other older people like me feel 'Safe at Home'. " Changing Lives Roberta's House Becomes a Home As a single, working mother of two adopted daughters, Roberta's heart lies within her community. She is always looking for opportunities to give back to her neighbors and volunteers at her girls' school and for various local organizations. Roberta takes pride in the St. Paul house she has called home for 11 years, but she could not afford to keep up on necessary health and safety repairs. When Roberta reached out to Rebuilding Together Twin Cities for assistance, she said, "This opportunity is for my kids, to help them and to make this house a more stable home. " In September 2009, volunteer teams worked over several days to replace and repair wood siding, seal and replace molding around windows and doors, and install several new windows. Roberta worked with the volunteers as they replaced an old storage shed and landscaped to divert water from the basement. Volunteers also painted the exterior of the home. Roberta went out of her way to express the gratefulness she felt towards each volunteer. When repairs were completed, Roberta's daughters made a card for the volunteers. In it Roberta wrote,"Words cannot express my gratitude to all ofyou for your hard work You have made our house more of a home. "After working side-by-side with strangers on her home, Roberta started volunteering with Rebuilding Together Twin Cities, paying forward the gift that was given to her and helping other homeowners in need Restoring Hope Charles Returns Home On Saturday, Nov. 7, 2009 volunteers gathered at a home in north Minneapolis to begin a repair project that would take eight months and change the life of the homeowner In the process of repairing a home for this 73 -year-old jazz musician and Marine Corps veteran, they also helped repair his trust in people. Charles has lived in his north Minneapolis home for more than 30 years. During a hospital stay due to complications with diabetes and the resulting amputation of his right leg, Charles' home was vandalized on three separate occasions. Many of his valuables, including his musical equipment, were stolen. As a result of damage caused during the break-ins, the home was deemed unlivable and condemned by the city. "There was nothing I could do, "Charles said. "They had me fitted for a cardboard box. " After talking with his neighborhood organization, Charles reached out to Rebuilding Together Twin Cities. Over 220 volunteers donated more than 1,400 hours to repair Charles' home. The first floor of the home was completely renovated, adding a fully accessible bathroom and kitchen The roof was replaced, new windows and doors were put in, and weathenzation improvements were made. Several local companies and nonprofit organizations partnered with Rebuilding Together Twin Cities to make additional improvements to the home and donate the items necessary for Charles to return home. "The volunteers have made a great deference in my life. I am truly blessed to have met them, " said Charles, who made an effort to meet all the volunteers who worked in his home. "Thank you from the bottom of my heart. " The work on Charles' home cuhninated with a Community Celebration at the Capri Theatre in Minneapolis on June 30th The night included a thank you to the volunteers, donors and supporters of the project, capped off with a performance by the Capri Big Band, featuring Charles on vocals. List of Donors INDIVIDUAL GIFTS $1,000 - $10,000 Kevin & Amanda Deters Jeffrey Jensen Sarah & Hugh Johnson Angela & Mark Joyce Peter Klick Michelle & Jason Kopp Benjamin Lampron Paul Orzeske Jeanne Rudelius Michael Taylor $500-$999 Anonymous (2) David Arch Philip & Donna Bauer John Beard Curtis & Linnea Finney Robert Heidt Vicki Hooper Randy Lee Sue Linder Margaret Magill John & Karen Marsalek John Mitchell Dan & Kim Norman Dan Shef in Marcus Sinner Susan Voigt up to $500 Anonymous (I1) John Allen Kwong Whig An Sandra Barron Daniel Baseman John Beane Troy Behnke Scott Benson Theresa Brink Michael Bronner Tai Bui Elenita Chanhvongsak Renee Christianson Lynn Clausen-Bolme David Cress Barbara Dean -Hendricks Nancy Erbst James Farley Beth Faulhaber Victor Flint Jim Forslund Steve Frederickson Amy Friedges Catherine Fritch Karen Galbrecht Nichole Geri Cara Germain Diane Geske Kathryn Greiner Timothy & Mary Greiner Peter Grogohn Jerome & Marjorie Grundmer Susanne Haas Robert Habeger James Helmer Kathleen Helgeson Nancy Henderson Lesley Herman Jenny Hietala James Hiller Kristina Houston Cynthia Houtz Michelle Hunt Mary Hurd Mahesh Jeerage Ronald Jensen Genevieve Johnson Jamie Jones Marcus Jones Thomas Keljik Zachary Keller Stephen Kemp Katie Kerber Dina Khaled Liana Kiff Came Kocken Kevan Kohler John Koller Linda Kolodziejczyk Kimberly Korzeniowski William Krob Jason Krzeszak Erik Larson Michelle Larson Linda Lemke Deborah Loon Thomas Lucking Brian Lynch Mark Melody Sally Meyer Robert Mickelson Karla Miller Laura Mills Lynn Moeller Barry Momchilovich Rebecca Neeb Katherine Nelson James Neus Vicki Nowak Peter Nyhohn Mark Okey Anne Olson Lewis Olson Austin Onwualu Debra Orrock Mark Panzer Earle Parris Paul & Kathleen Parrish Craig Passow Steve Pedro Heidi Peters Christina Plaut Mark Propson Joan Raasch Amy Ragland Rice Works Leadership Consulting Joseph Rieschl Barry Roberts Teresa Robinson Ramona Rod Jay Rodstein Thomas Romanko Daniel Royer Michelle Ruffrng Samuel Sandquist Selena Schmidt Christina Schober Mike Shaw Dolores Sibet Peter Stolt Raymond Sturm Jim & Carole Svihel Nancy Swanholm Holly Sylvester William Taber Robert Terhaar Sheila Terryll & Troy Mosel Luann Thacker Katherine Thomas Thomas Thornton Deborah Tram Terrence Trodeau Keith & Joy Tofte Timothy Whisler Mark Winston Clayton Yares Bruce Youngquist Chem Ziarnik Darin Zielsdorf MATCHING GIFTS 3M Ameriprise Financial Dorsey & Whitney Foundation Travelers CORPORATIONS, FOUNDATION, CHURCHES & CIVIC ORGANIZATIONS $20,000 - $50,000 Honeywell Minnesota Timberwolves FastBreak Foundation Sears Holdings Corporation Heroes at Home The Mosaic Company The St. Paul Foundation $10,000 - S19,999 Allianz Life Insurance Amerprise Financial FR_ Bigelow Foundation Frey Family Fund Kinney Family Foundation Marathon Petroleum Co. Mardag Foundation Travelers Foundation Wells Fargo Bank $5,000 - $9,999 Richard A Newman Foundation Northwest Area Foundation Valspar Up to $4,999 Comcast Foundation Frednkson & Byron, P.A. GiveMN Good Search Hands On Twin Cities Lowe's Charitable & Educational Foundation Michelle & David Fries Charitable Fund MidCountry Bank Mohn Brothers' Vineyard, LLC Ramsey County HRA Richard S. Brown Family Foundation Saunders Family Foundation Wayzata Community Church Westfield Insurance IN-KIND GIFTS $5,000+ Honeywell Hometown Solutions Minnesota Timberwolves Nemer Fieger Valspar $2,500-$4,999 ABC Supply Cc HGA Architecture Marathon Petroleum Co. Standard Heating & Air Conditioning Warners' Stellian Up to $2,500 Anchor Electric Sharon Anderson Dave Christensen Kevin Deters Dr. Pepper/Snapple Group Embury Engineers without Borders Cathy Fitch Gardy's Plantscaping Kathryn Greiner Daniel & Kimberly Hare Craig Johnson Magnuson Sod Metro Paint-a-Thon Jennifer Morrow On Site Sanitation Rick Orruck Paul Parrish Protection One Roto Rooter Services Company Stone Soup Thrift Shop Subway Paul & Gail Terry The Home Depot True North Remodeling HOOK & SLICE FOR HONEYWELL HOMETOWN SOLUTIONS GOLF TOURNAMENT Rebuiir ing Together Twin Cines receives a portion of theproceedsfrom this tournament. Ann Ackerson Larry Anderson Greg Ansems Paul Bardon Randy Bloch Brian Blom Luke Bogdanowicz Jessup Bordson Jim Bomcki Dan Breuer Chuck & Dianne Bmdil Denise Carlson Rob Cibi zar Colin Connolly Dan Cork Ian Cottingham Rick Crane Bob Cmnstedt Paul Danielson Tim Decklever Jim DeMets Lauren Demski Rick Deschepper Jennifer Eastman William Easton Adam Elseth Brad Ericksen Eric Erickson John Fend Victor Flint Tony Franceschi Brent Hadoff Tina Hansen Ben Hartmann Brett Hecker Susan Hewett Mark Hickey Scott Horton Kris Jacobsen James Johnson Jim Keesling Roger Koch Ryan Koch Robert Kokos Lonnie Kompelien Damon Krekelberg Tiffany Kingman Gary & Nancy Lemke Eric Loch Jamie Loch Kevin Madden Chris McCullough Jon McDonald Paul McNamee Jenell Metcalf Karla K. Miller Mike Minor Doug Mitchell Ben & Stephanie Mondeel Russell Needham Matt Duren Merlin Orvik Paul Orzeske Tony Palaia Larry Pederson Matt Picchetti Joe Puishys Vito Quaglia Pat Quilty Hans Quitmeyer Gretchen Randall Dennis Richards Bill & Mona Rod Bob Rolston Kyle Rude Bradd Schneider Casie Schumacher Dave Schwartz Peter Seifert John Shefchik John Sorrentino Andy Spilseth Peter Stolt Ryan Strassburg Jeff Stuart Tony Sugalski Mike Sunnarborg Tony Swendsmd Bill Tadewald Mike Taylor Gloria Thielen Paul Towne Katy Tyacke Rob Tyler Lori Vatnsdal Jim Welsh Beth & Stephen Wozniak Bob Zak Richard Zander BUBBA GUMP REBUILDING BLOCK PARTY Amanda & Kevin Deters Dorsey & Whinney Foundation Dr. Pepper/Seven Up, Inc. Ellerbe Becket Bart & Phyllis Foreman Steve Frederickson Honeywell Volunteerism Committee Sarah Johnson Angela Joyce Michelle & Jason Kopp Marathon Petroleum Co. Mortenson Construction Nemer Fieger Paul & Kathleen Parrish Quartersawn Annette Rodriguez Boyd & Karen Schrieber Stephanie Wing TRAVELERS LDP COMMUNITY OUTREACH COMMITTEE CHARITY GOLF SCRAMBLE Accenture Jason Amunmd Sharon Anderson Tony Bayer Andy Bessette Bill Bloom John Clifford Cognizant Alysia Danielson Renee DeLassus Dr. Pepper/Seven Up, Inc. Dan Field Linea Finney Barb Fuchs Cara Germain Guy Carpenter William Hahn Joe Hasday IBM Robert Iverson Robert Jasper Jamie Jones Ky Kaminski Patrick Klein Brenda Knowles Joyce Kretch Eric Laumeyer Bryant Lewis Lucidity Group, LLC Yatindm Madaan Sharron Manning Mamie Mamney Michael Minert Arch Mrkvicka Paul Munson Network for Good Zach Newman Paul Parrish Pazzaluna Jim Reckinger Kim Rocheleau Gregg Rohde Stacey Sagedahl Steven Segmves Scott Skifstad Rick Smith Andy Smith Lee Stephenson Anne Swain Trinh Tran Transwestem Travelers Foundation Patrick Truax Eric Ulferts US Bank Bob Vidmar Justin Vossen Joe Wicklander Willis Re. Inc. Donor list as of June 30, 2010. 2010 Financials Statement of Activities Years Ended June 30, 2010 and 2009 June 30, 2010 June 30, 2009 Temporarily Temporarily Unrestricted Restricted Total Unrestricted Restricted Total UNRESTRICTED NET ASSETS Unrestricted Revenues Donated facilities, services and materials Contributions Contributions from affiliate Interest income and miscellaneous Special events revenue, net TOTAL REVENUES Net assets released from restrictions Restrictions satisfied by purpose and time TOTAL REVENUES AND OTHER SUPPORT Program services Management and general Fundraising TOTAL EXPENSES $ 63,678 $ - $ 63,678 98,765 355,705 454,470 - 88,000 88,000 2,369 5,493 7,862 26,860 15,000 41,860 191,672 464,198 655,870 255,443 (255,443) - 447,115 208,755 655,870 $ 100,903 $ - $100,903 145,541 161,500 307,041 - 128,335 128,335 556 5,883 6,439 7,013 - 7,013 254,013 295,718 549,731 346,183 (346,183) - 600,196 (50,465) 549,731 361,571 - 361,571 424,977 - 424,977 82,566 - 82,566 78,978 - 78,978 46,921 - 46,921 26,052 - 26,052 491,058 - 491,058 530,007 - 530,007 INCREASE (DECREASE) IN NET ASSETS (43,943) NET ASSETS AT BEGINNING OF YEAR 78,775 NET ASSETS AT END OF YEAR $ 34,832 8 208,755 164,812 159,000 237,755 $ 367,755 $ 402,587 70,189 (50,465) 19,724 8,586 209,465 218,051 $ 78,775 $ 159,000 $237,775 Statement of Financial Position June 30, 2010 and 2009 LIABILITIES Line of credit 2010 2009 ASSETS 18,012 9,284 Cash and cash equivalents $ 80,610 $ 72,883 Promises to give 255,626 86,800 Investments 91,737 98,736 Prepaid expenses 2,048 6,502 Equipment and leasehold improvements, net 4,925 9,793 TOTAL ASSETS $ 434,946 $ 274,714 LIABILITIES Line of credit $ — $ 15,000 Accounts payable 18,012 9,284 Accrued expenses 14,347 12,655 TOTAL LIABILITIES 32,359 36,939 NET ASSETS Unrestricted 34,832 78,775 Temporarily restricted 367,755 159,000 TOTAL NET ASSETS 402,587 237,775 TOTAL LIABILITIES AND NET ASSETS $ 434,946 $ 274,714 Fiscal Year 2010 Revenue Special Events = Individuals = 17 ,_ 1;_1 Government = 1% :orporations & Foundations = 31% 1 Corporate Sponsorships = 31% 01 National Rebuilding Together Twin Cities is an affiliate of Rebuilding Together, Inc., the nation's leading nonprofit working to preserve affordable homeownership and revitalize communities. Through nearly 200 affiliates across the country, the Rebuilding Together network provides free rehabilitation and critical repairs to the homes of low-income Americans in more that 1,800 communities. Rebuilding Together Twin Cities participates in several initiatives led by the national Rebuilding Together organization, including veterans housing, green housing, Safe at Home, and Gulf Coast Operations. In addition, we were awarded three AmeriCorps members in the Spring of 2009 through a national grant from the Corporation for National and Community Service. This is the second year we have received AmeriCorps members through the CapacityCorps program. In 2009, Rebuilding Together's CapacityCorps program had 56 full-time AmeriCorps members serving in 31 Rebuilding Together affiliates in 19 states. Staff and Board of Directors Executive Director Kathryn Greiner Officers President: Phil Bauer, The Mosaic Company Vice President: Angela Joyce, MidCountry Bank Treasurer: Steven Fredrickson, The Lucidity Group Secretary: Sarah Johnson, South Metro Human Services Board of Directors Kari Davis, Greater Avin Cities United Way Kevin Deters, M.A. Mortenson Company Bart Foreman, Group 3 Marketing Vicki Hooper, HGA Architects Michelle Kopp, General Mills Ben Lampron, Honeywell Dan Norman, Dr. Pepper Snapple Group Paul Parrish, Honeywell (Retired) Paul Mellblom, Meyer Scherer & Rockcastle Annette Rodriguez, Ecumen Foundation Keith Tufte, Longview Wealth Management Susan Voigt, Apple Tree Dental Advisory Board John Beard, Morgan Stanley Robb Gtuman, Fairview Southdale Hospital Deb Loon, Loon & Co., LLC Paul Orzeske, Honeywell Jeanne Rudelius, US Bank Paul Parrish, Honeywell (Retired) Tom Whelan, Nemer Fieger Staff Dave Christensen, Construction Manager Marleen Stubee, Program Manager Sheila Terryll, Development Director AmeriCorps Michaela Brown, AmeriCorps Volunteer Coordinator Meghan Hein, AmeriCorps Safe at Home Coordinator Patty Solecki, AmeriCorps Project Coordinator PRoJSC7' LEAD REBUILD volunteer ©2010 Rebuilding Together Twin Cities 2633 Fourth St. SE, Minneapolis, MN 55414 Rebu ild ingTogether-TwinCities.org Rehtiil(iing Together Twin Cities 4 MEETS STAND DS Repairing Homes, Imp Every year, hundreds of Rebuilding Together Twin Cities volunteers put hammers, saws and paintbrushes to work to secure the safety, warmth and independence of dozens of qualified low-income homeowners who are older adults, individuals living with a disability or families with children. Due to the thousands of hours of volunteer labor and the discounted and donated materials provided to our program each year, we multiply each dollar contributed into at least $3 worth of improvements. We serve the seven counties of the Twin Cities metropolitan area—Anoka, Carver, Dakota, Hennepin, Ramsey, Scott and Washington. No matter which Twin Cities community you call home, there are people in your neighborhood who need Rebuilding Together. Rebuilding Together Twin Cities is supported entirely by contributions of time, labor, materials and funds. Each year, we mobilize hundreds of skilled and unskilled volunteers who give their time to create safer, warmer and more accessible home environments for the people we serve. We build partnerships with city governments, private businesses, skilled trade unions, civic organizations, faith -based organizations, and community volunteers to help low-income homeowners receive repairs that would otherwise be beyond their means. �i�mlluu uulu'�im6u°�milu°�mdmi�'uliil�iulhui�uhn�'iduii�'ulm�idm�nlm�'ulm�uhm u leords could ever fully express how t of kindness has changed my life. k a zest for life I haven't felt in years." ; April, age 65, Minneapolis ......................................................................................: Rebuilding Together Twin Cities Works for Volunteers Rebuilding Together Twin Cities provides both interior and exterior home repair work with a focus on tasks that improve the warmth, safety and independence of the homeowner and those who live in the home. The type of work performed on the homes selected varies but may include: • Weatherization & Energy/Environmental-Efficiency — Installing insulation, caulking, re -glazing or replacing windows, replacing appliances with energy efficient models, installing low -flow water faucets and toilets, just to name a few. • Safety and Accessibility Modifications — Installing smoke and carbon monoxide detectors, outdoor security lights, grab bars, shower seats, higher toilets, stair rails, lever door handles, no -slip stair treads, handicapped ramps, eliminating trip and fall hazards, and others. • General Repair & Maintenance — Electrical and plumbing upgrades, wall repair, roof repair, landscaping \to divert water from home or prevent erosion, work \orders issued by city or county housing inspections, \ and additional repairs as needed. Hake ince For more information about Rebuilding Together Twin Cities, to nominate a homeowner in your area, or to volunteer for upcoming Rebuilding Together projects visit RebuildingTogether-TwinCities.org or mail this form to the address below. Name: Address: City, state, zip: Home phone: Cell phone: Email address: Employer: Work phone: I am ... a homeowner or community center interested in assistance a company interested in sponsoring an individual interested in donating materials or usable _ home fixtures a contractor interested in donating services `— interested in volunteering (please note skill level below) Volunteer only: I'd rate my home repair capabilities as ... — Unskilled Some skill Skilled Licensed/certified Rebuilding Together. Twin Cities 2633 Fourth St. S.E., Minneapolis, MN 55414 1 651-776-4273 ............................................................................ RebuildingTogether-TwinCities.org HOMEOWNERS WHO HAVE BEEN HELPED. Chloe and Donald have lived in their home for 45 years. All of their children and grandchildren live nearby. Donald a veteran, suffered an aneurism afew years ago, and has had jour surgeries in six months. He is almost fully recovered, and even takes walks in the neighborhood every day, during which he has gotten to know his neighbors very well. Donald still has mobility issues, and Chloe suffers from arthritis and weakness in her legs. "We don't need much done," Chloe said. "Just a couple things to make living a little bit easier. " The Dotys would benefit enormouslyfrom a raised toilet seat adapter, grab bars, and additional handrails. "Those front steps can be realty scary, especially when it's icy, "Chloe lamented .............. ........... ................... _..... Margaret has lived in her home in St. Paul for 45 years. Its where she lived for the majority of her marriage, and several of her best friends live just down the street. When asked how long she plans to stay in her home, she answered "Forever * daughter stopped mentioning getting me to move somewhere, because I ahvays tell her that it's never going to happen. " Since her husband died six years ago, she's found living independently in her home difficult. She uses a walker to get around her home, but the stairway and bathroom are especially frighteningfor her. Ayer a recent fall, her doctor told her that she shouldn't be going up and down the stairs at all without a handrail. She's moved into a bedroom downstairs, but still has to crawl up the stairs to get to the bathroom. Safe at Home volunteers installed a handrail, two grab bars. a shower seat and a handheld shower no=te. As soon as Margaret's project was complete, she climbed the stairs on the spot, using only the new handrail for support. "This is just great! These kits are so nice! "she said ofthe volunteers who worked on her home, all of whom are over 50. "You're all just angels!" For more information visit RebuiidmgTogether-Ty,! iJes.crg or call 651-776-4273 Rebuilding Together. Twin Cities Sandy's Story Sandy has lived in her home on the east side of Saint Paul for 44 years. She and her husband raised their children in the neighborhood and developed strong friendships within their community. Since her husband's passing in 2006, Sandy has cared for the home herself, relying on her neighbors for help with yard work, raking and shoveling. At only 68 years old, Sandy wants to continue living in the comforts of her home for years to come, but because of health problems that limit her mobility, she had concerns. "My main problem now is in the bathroom," she stated. "I'm so afraid of falling." In addition, the lack of a handrail on her back steps prevented her from enjoying her backyard. Sandy didn't want to lose her home or be forced to move because of her disability. She came to Rebuilding Together Twin Cities with a simple request, "I know a lot of people need help and I pray I'm one of them." Volunteers from Rebuilding Together Twin Cities' Safe At Home Program mounted grab bars and a seat in Sandy's shower. They installed a railing and a motion detector light in the backyard, plus three carbon monoxide detectors throughout her home. In her thank you note to the volunteers, Sandy wrote, "Thank you so much for all your help. l can go down my back yard steps with the new railing and I can finally take a good shower without the fear of falling. l hope you can help other older people like me feel 'Safe at Home'" REBUILDING TOGETHER TWIN CITIES Bringing volunteers and communities together to improve the homes and lives of low-income homeowners. OUR VISION A safe and healthy home for EVER Yperson. WHAT IS SAFE AT HCtaiF? Through the Safe at Nome program, Rebuilding Together Twin Cities provides no cost, home -safety and accessibility modificationsfor low-income homeowners who are older adults (55+), living with a disability or caringfor a lovedone with a disability. Often they are faced with the prospect of losing their independence as the result of needing a home safety or accessibility modfcalum that they are unable to address. FOR CNE HOUSEHOLD, YOUR DONATION CAN ... $15-$25 = install an interior railing or a handheld shower $25-$50 = Install a bathroom grab bar or smoke and carbon monoxide detectors $50-$75 = Install a shower seat or exterior stair railing For more information visit RebuildingTogeths r -T winCities.o rg or call 651-776-4273 �Rebui(dints Together. Twin Cities We Help Older Adults Age in Place Rebuilding Together Twin Cities enables homeowners to age in place by addressing home safety and accessibility modifications that allow these homeowners to continue to live independently in homes that are safe and accessible. These repairs are provided at no cost to the homeowner. Through our Safe at Home Program, we make minor safety and accessibility modifications including installing grab bars, raised toilet seat adapters, handrails, and smoke and carbon monoxide detectors. Our Home Repair Program focuses on larger repair and accessibility projects, such as installing wheelchair ramps; making accessibility modifications to the kitchen and bathroom; widening doorways; improving weatherization and energy efficiency; upgrading plumbing and electrical; repairing walls; and making other general repairs. Statistics According to AARP, 89% of older low-income homeowners hope to "age in place" and remain in their homes; however, 59% of those homeowners are unable to devote any funds to the maintenance of their homes. One third of older adults fall each year in the United States, making falls the leading cause of injury deaths and the most common cause of nonfatal injuries and hospital admissions among this population. • Minnesota has the third highest rate of older adults dying from falls. Your Contribution Makes a Difference Close to Home You can help ensure that older adults in the Twin Cities community can live independently and safely in their homes by volunteering, sponsoring a project or making a donation. To volunteer, please contact us at VolunteerServices@RebuildingTogether-TwinCities.org. If you are interested in sponsoring a project, please contact as at Sponsors@RebuildingTogether-TwinCities.org. To make a tax-deductible donation, please visit www.GiveMN.org, click "donate" and search for Rebuilding Together Twin Cities; or mail your contribution to Rebuilding Together Twin Cities, 2633 Fourth Street SE, Minneapolis, MN 55414. HOMEOWNERS WHO OUR NEED HELP. Aheathea is the primary caretaker ojher 2 -year-old grandson, Cameron. She loves the house and neighborhood she has called homefor the last eight years, but she does not have the skills or the money necessary to make repairs to her home. She said, '7 love my neighborhood and Ilove my home. I want to keep both looking good to represent the neighborhood ... I would appreciate any help that I can get to repair my home. - Iris has lived in her North Minneapolis home jar 1 S years, raising six children there. In addition to caringfor three of her teenage children who still live with her, Iris works part- time as a home health aid Her hours were recently cut back after one ofher clients passed away, leaving little room in her budget to make repairs to her home. Due to the condition ojher house, Iris is concerned for the safety ojher children and nine grandchildren, who visit her alien. Iris said of her home and neighborhood, "I would truly be thankful ifYou could help me out .... I like my home here in North Minneapolis and have no intention of leaving any time soon. " For more information visit Rebu i I d ingTogether-Twin C ities.org or can 651-776-1273 Rebuilding Together. Twin Cities Roberta's Story As a single working mother of two adopted daughters, Roberta's heart lies within her community. She is always looking for opportunities to give back to her neighbors and volunteers at her girls' school and for various other local organizations. Roberta takes pride and care of the house in St. Paul she has called home for I 1 years, but she could not afford to keep up on some necessary health and safety repairs. When Roberta reached out to Rebuilding Together Twin Cities for assistance, she said'Yhis opportunity is for my kids, to help them and to make this house a more stable home." Through our Home Repair Program, Rebuilding Together Twin Cities partnered with sponsors and volunteers to make repairs to Roberta's home at no cost to the family. Volunteer teams worked over several days to: • replace and repair wood siding • seal and replace brick molding around windows and doors • install several new windows • paint home's exterior • replace a storage shed • landscape to prevent water seepage into basement • several interior plumbing and wall repairs Roberta worked side-by-side with the volunteers and went out of her way to express the gratefulness she felt towards each volunteer. When the repairs were completed, Roberta's daughters made a thank you card for the volunteers. In the card, Roberta wrote, "Words cannot express my gratitude to all of you for your hard work. You have made our house more of a home." In the months since working side-by-side with strangers on her home, Roberta has begun volunteering with Rebuilding Together Twin Cities, paying forward the gift that was given to her and helping other homeowners in need. REBUILDING TOGETHER TWIN CITIES Bringing volunteers and communities together to improve the homes and lives of low-income homeowners. OUR VISION A safe and healthy home for EVER Yperson. VYi'.F, 7 ?% Rebuilding Together Twin Cities provides critical home repairs for low-income homeowners who are older adults, individuals living with disabilities orfamilies with children. This service ensures that these homeowners can live independently in homes that are safe and warm. For more information visit kebuilclr�slc6—thc. ,Cities.org or can 651-776-4273 Rebuilding Together. Twin Cities We Help Families with Children Achieve Stability Rebuilding Together Twin Cities makes repairs for families with children, ensuring that these families can live in homes that are safe, warm and dry. These repairs are provided at no cost to the homeowner. Through our Safe at Home Program, we make minor safety and accessibility modifications including installing grab bars, raised toilet seat adapters, handrails, and smoke and carbon monoxide detectors. Our Home Repair Program focuses on larger repair and accessibility projects, such as improving weatherization and energy efficiency; upgrading plumbing and electrical; repairing walls; installing wheelchair ramps; making accessibility modifications to the kitchen and bathroom; and making other general repairs. Statistics • Homeownership has been found to encourage stronger families, more success in K-12 school performance and greater success later in life. ("The Importance of Stable Housing for Children and Families, " May 2004, Greater Mumemia Housing Fund Briefing Paper) • In 2000, more than 70,000 households in the seven -county metro region with children under the age of 18 were living at or below 50% of the Area Median Income. Of those, more than 48,000 are headed by single parents. ("The Next Decade of Housing in Minnesota " November 1003, BBCResavrh & Consulting) • The decision to stay in school by teenage students is higher for those raised by home -owning parents compared to those in renter households. Furthermore, daughters of homeowners have a much lower incidence of teenage pregnancy. ("social Benefits ofstabie Housing, Augwr 1010, National Assoc. of Realtors) Your Contribution Makes a Difference Close to Home You can help ensure that families with children in the Twin Cities community live in homes that are safe, warm and dry by volunteering, sponsoring a project or making a donation. To volunteer, please contact us at VolunteerServices@RebuildingTogether-TwinCities.org. If you are interested in sponsoring a project, please contact us at Sponsors@RebuildingTogether-TwinCities.org. To make a tax-deductible donation, please visit www.GiveMN.org, click "donate" and search for Rebuilding Together Twin Cities; or mail your contribution to Rebuilding Together Twin Cities, 2633 Fourth Street SE, Minneapolis, MN 55414. HOMEOWNERS WHO NEED OUR HELP ... Edward (92) and his wife, Joanne (71), have lived in their home for 34 years. Edward is a proud World War 11 veteran who served in Burma from 1944-45 as a small airplane pilot, helping to rescue wounded American soldiers from the Japanese fighting. In recognition of his service, Edward received the Air Medal and Distinguished Flying Cross, which is awarded to those who have demonstrated "heroism or ertraardtnary achievement while participating in an aerial flight. " Unfortunately, Edward suffers from problems with his balance, which limit his mobility. In addition to requesting help with maintenanceand general repairs, Edward and Joanne have asked for minor safety and accessibility modifications to make it possible for Edward to live more safely and independently in his home. John is an 83 -year-old World War 11 veteran who retired from the railroad industry. He has lived in his home for more than 50 years. John mf ers from COPD, osteoporosis and chronic back pain. Because his home is in disrepair, John was cited by his homeowner's insurance company and is in jeopardy of losing coverage. For more information visit Ret, uildh!gTcgether•TwinCities.org or call 651-776-4273 Rebui!ding Together. Twin Cities Dan's Story Dan was deployed to Afghanistan in 2002 as a member of the United States Army's 82nd Airborne Unit. In the spring of 2003, after his return stateside, Dan sustained serious head injuries from a battalion - sized jump. The brain injury he suffered left him with significant cognitive challenges and chronic pain. Dan suffers from short-term memory problems and sensory impairments that make him sensitive to light and noise. These conditions, and the physical and psychological limitations they have created, have severely impacted Dan's ability to engage in activities outside of his home. Due to his sensitivity to light and noise, Dan was unable to use 75% of his home and spent the majority of his time in the attic, where he was better able to control his environment. Rebuilding Together Twin Cities partnered with volunteers to help Dan make the necessary improvements to allow comfortable access to his entire home. Volunteers replaced several windows and added insulation to sections of the house in order to decrease the amount of outside noise coming into the house. They upgraded some of the lighting and put dark film on each of the windows to enable Dan to have better control over the light in his home. Volunteers also installed grab bars in the bathroom and painted much of the interior of the house. REBUILDING TOGETHER TWIN CITIES Bringing volunteers and communities together to improve the homes and lives of low-income homeowners. OUR VISION A safe and healthy home for EVER Yperson. WHAT WE DO Rebuilding Together Twin Cities provides critical home repairs for low-income homeowners who are older adults, individuals living with disabilities orfamilies with children. This service ensures that these homeowners can live independently in homes that are safe and warm. ......................................................... For more information visit RebuiIdinQTogether-TwiiiCitieE. org or call 651-776-4273 Rebuilding Together. Twin Cities We Help Veterans Stay in their Homes Rebuilding Together Twin Cities makes repairs for veterans and their families, ensuring that these homeowners can continue to live independently in homes that are safe and warm. These repairs are provided at no cost to the homeowner. Through our Safe at Home Program, we make minor safety and accessibility modifications including installing grab bars, raised toilet seat adapters, and handrails. Our Home Repair Program focuses on larger repair and accessibility projects, such as installing wheelchair ramps; making accessibility modifications to the kitchen and bathroom; widening doorways; improving weatherization and energy efficiency; upgrading plumbing and electrical; repairing walls; and making other general repairs. Statistics As of 2010, nearly 381,300 veterans were living in Minnesota. (•sire Summary, "November 2010, Department of Veterans Affairs) 66,894 Minnesota veterans live with a disability. (,state sum nary. November 2010, Department of Veterans Affairs) In 2009, nearly 24,000 Minnesotans were serving our country. • in 2010, more than 30% of the homeowners we served through our Home Repair Program were veterans. Your Contribution Makes a Difference Close to Home You can help ensure that more veterans in the Twin Cities community can live independently and safely in their homes by volunteering, sponsoring a project or making a donation. To volunteer, please contact us at VolunteerServices@RebuildingTogether-TwinCities.org. if you are interested in sponsoring a project, please contact us at Sponsors@RebuddingTogether-TwinCities.org. To make a tax-deductible donation, please visit www.GiveMN.org, click "donate" and search for Rebuilding Together Twin Cities; or mail your contribution to Rebuilding Together Twin Cities, 2633 Fourth Street SE, Minneapolis, MN 55414. IN We Help Veterans Stay in their Homes Rebuilding Together Twin Cities makes repairs for veterans and their families, ensuring that these homeowners can continue to live independently in homes that are safe and warm. These repairs are provided at no cost to the homeowner. Through our Safe at Home Program, we make minor safety and accessibility modifications including installing grab bars, raised toilet seat adapters, and handrails. Our Home Repair Program focuses on larger repair and accessibility projects, such as installing wheelchair ramps; making accessibility modifications to the kitchen and bathroom; widening doorways; improving weatherization and energy efficiency; upgrading plumbing and electrical; repairing walls; and making other general repairs. Statistics As of 2010, nearly 381,300 veterans were living in Minnesota. (•sire Summary, "November 2010, Department of Veterans Affairs) 66,894 Minnesota veterans live with a disability. (,state sum nary. November 2010, Department of Veterans Affairs) In 2009, nearly 24,000 Minnesotans were serving our country. • in 2010, more than 30% of the homeowners we served through our Home Repair Program were veterans. Your Contribution Makes a Difference Close to Home You can help ensure that more veterans in the Twin Cities community can live independently and safely in their homes by volunteering, sponsoring a project or making a donation. To volunteer, please contact us at VolunteerServices@RebuildingTogether-TwinCities.org. if you are interested in sponsoring a project, please contact us at Sponsors@RebuddingTogether-TwinCities.org. To make a tax-deductible donation, please visit www.GiveMN.org, click "donate" and search for Rebuilding Together Twin Cities; or mail your contribution to Rebuilding Together Twin Cities, 2633 Fourth Street SE, Minneapolis, MN 55414. 2�11 USA DFpgkT 2 �G�rrRANS PFFI` Press Release Twin Cities Together. FOR IMMEDIATE RELEASE Media Contact: April 23, 2011 Anna Lewicki Long Kathy Greiner MN Dept. Veterans Affairs Rebuilding Together Twin Cities (651)757-1536 651-776-4273 651) 263-2640 cell (651) 2084810 anna.long(a)state.mn.us k oreiner(o)rebuildinotogether-twincities.org Community project completed at Minneapolis Vets Home SAINT PAUL, Minn. — Rebuilding Together Twin Cities and partners, including Sears Holdings Corp Heroes at Home Program, Tee It Up for the Troops, DayCo Concrete Company, Gemstone and community volunteers teamed up today for a project to lay a cement patio at the Minneapolis Veterans Home. "On behalf of the nearly 400,000 Veterans in Minnesota, I want to thank our community partners, especially Rebuilding Together Twin Cities, for their dedication to this project," said Commissioner Larry Shellito with the Minnesota Department of Veterans Affairs. "This sends a resounding message of support to all the Residents at the Minneapolis Veterans Home — our nation's heroes." Representatives with Rebuilding Together Twin Cities, the 96th Associate Squadron gathered outside building watched the progress. partners and volunteers with the 934`" Airlift Wing and 15 early this morning to break ground while Residents "The Minneapolis Veterans Home project really captures the spirit of what we do," said Executive Director of Rebuilding Together Twin Cities, Kathy Greiner. "By working together with all of these great partners, we will be able to make a difference in the lives of many Veterans in our community." The concrete pad will be used for various recreational activities with Residents throughout the year, including the upcoming "Fishing Opener Event" May 7 and Memorial Day Ceremony. For a list of additional upcoming Home Repair Projects for Veterans, visit www.rebuildingtogether- twincities.orq. 'Editor's note: A photo of the construction process is attached. If you have problems opening the attachment, or for additional photos, contact Anna Lewicki Long at 651-263-2640 or anna.long cDstate. mn. us. CUTLINE: Rebuilding Together Twin Cities and partners, including Sears Holdings Corp Heroes at Home Program, Tee It Up for the Troops, DayCo Concrete Company, Cemstone and members of the 934th Airlift Wing and 96h Associate Squadron volunteered on a concrete patio project at the Minneapolis Veterans Home. The Minnesota Department of Veterans Affairs (MDVA) The Minnesota Department of Veterans Affairs is a cabinet level state agency dedicated to senting ;Minnesota Veterans and their families. In addition to overseeing the five State Veterans Homes, NIDVA helps eligible Veterans and families secure state and federal benefits and provides programs and services relating to higher education, benefits, burial, claims, outreach and Veteran's preference. For more information visit w .mdva.state.mn.us or call 1-(888)-LinkVet. ### q For Immediate Release Together I MAY 2011 Twin Cities _ Rebuilding Together Twin Cities Announces Partnership with Dunwoody College of Technology Cary Borak, Nemer Fieger Partnership Creates Service -Learning Opportunities to Help Low - 952 -278-3147 or 218-370-8042 Income Homeowners cborak(&nemerfieger corn Kathryn Greiner, Rebuilding Minneapolis, MINN. — Rebuilding Together Twin Cities, a nonprofit housing Together Twin Cities organization that provides no cost home repair services to low-income 651-776-4273 homeowners, announces a formal partnership with Dunwoody College of k.greiner(&rebuildingtogether- Technology. Students from Dunwoody's Construction Supervision Program will twincities org serve in key leadership roles on upcoming home repair projects, enabling Rebuilding Together to help even more homeowners in need and provide students with an opportunity to apply their skills outside of the classroom in real life situations. "This partnership is a win-win for both Rebuilding Together and Dunwoody College of Technology," said Kathy Greiner, Executive Director of Rebuilding Together Twin Cities. "We need skilled volunteers to provide the expertise necessary to complete some of the home repair projects and to supervise volunteers working on the project. By working together, we will be able to serve more homeowners in need and provide students with a unique opportunity to use their skills to really make a difference for someone in their community." Heather Gay, a Senior Instructor for the Construction Supervision Program, who was instrumental in forming this partnership, said "Dunwoody College of Technology's partnership with Rebuilding Together Twin Cities is an amazing way for our Construction Supervision students to combine field experience with service learning. Our students are able to connect with the communities they live in, essentially, the community is the classroom." Rebuilding Together Twin Cities' mission is to bring volunteers and communities together to improve the homes and lives of low-income homeowners. This ensures that low-income homeowners — particularly older adults, people living with a disability and families with children — live in warmth, safety, and independence. An affiliate of the national Rebuilding Together organization, Rebuilding Together Twin Cities has been preserving and revitalizing homes and communities in the metropolitan area since 1997. Programs provide opportunities for community involvement and support for community volunteers. Through sponsors and volunteer efforts, they also strive to have an impact on communities and the non-profit places where neighborhood members gather. For more information visit www RebuildingTogether-TwinCities.org. Founded in 1914, Dunwoody College of Technology is the only private, not-for- profit technical college in the Upper Midwest. It has provided a hands-on, applied technical education to more than 300,000 men and women, who in turn have gone on to meaningful and rewarding careers. Located on the western edge of downtown Minneapolis, Dunwoody is fully accredited by the Higher Learning Commission and offers both two- and four-year degree programs in a variety of technical fields. Dunwoody is committed to excellence in education and works to serve those preparing for and working in business and industry. Visit www.dunwoody.edu or call 612-374-5800 for more information. q Together. For Immediate Release I APRIL21,2011 Twin Cities Rebuilding Together Twin Cities relies on the generous funding and in-kind donations from community businesses and organizations in order to provide these services to homeowners at no cost. Supporters of the 2011 "National Rebuilding Day" include Wells Fargo, Select Evergreen Construction, Sears Heroes at Home, Tee It Up for the Troops, Dunwoody Technical College, MidCountry Bank, Catholic Aid Foundation, WSB Engineering and Or Pepper Snapple Group. individuals interested in donating time or money in support of National Rebuilding Day can find out more about how to get involved on Rebuilding Together Twin Cities' website (www.rebuildingtogether-twincdies.org). They welcome both skilled and unskilled volunteers. Rebuilding Together Twin Cities' mission is to bring volunteers and communities together to improve the homes and lives of low-income homeowners. This ensures that low-income homeowners — particularly older adults, people living with a disability and families with children — live in warmth, safety, and independence. An affiliate of the national Rebuilding Together organization, Rebuilding Together Twin Cities has been preserving and revitalizing homes and communities in the metropolitan area since 1997. Programs provide opportunities for community involvement and support for community volunteers. Through sponsors and volunteer efforts, they also strive to have an impact on communities and the non-profd places where neighborhood members gather. For more information visit www.RebuildinaToaether-TwinCities.ora. keGuilding Together Twin Cities to Help 15 Local Homeowners on "National Rebuilding Day" Cady Borak, Nemer Fieger Non-profit housing organization recruiting volunteers to help make 952-278-3147 or 218-370-8042 no cost home repairs for low-income homeowners cborakanemerfiener.com Kathryn Greiner, Rebuilding Minneapolis, MINN. _ On Saturday, April 30, more than 200 volunteers for Together Twin Cities Rebuilding Together Twin Cities will swing hammers and pound nails to provide 651-7764273 no cost home repair services for 15 homeowners living in the Folwell, McKinley k.areinerCdrebuildinatoaether- and Cleveland neighborhoods of Minneapolis. Volunteers will address critical twinciues.orn repairs in the homes and will focus on increasing the warmth, safety and independence of the homeowner. Each year, on the last Saturday in April, Rebuilding Together affiliates across the country come together to make repairs for thousands of homeowners on "National Rebuilding Day." "National Rebuilding Day really captures the spirit of what we do," said Executive Director of Rebuilding Together Twin Cities, Kathy Greiner. "We provide a way for people to come together to help homeowners stay in their community by providing the repairs they need to live independently in safe and wane homes." Rebuilding Together Twin Cities relies on the generous funding and in-kind donations from community businesses and organizations in order to provide these services to homeowners at no cost. Supporters of the 2011 "National Rebuilding Day" include Wells Fargo, Select Evergreen Construction, Sears Heroes at Home, Tee It Up for the Troops, Dunwoody Technical College, MidCountry Bank, Catholic Aid Foundation, WSB Engineering and Or Pepper Snapple Group. individuals interested in donating time or money in support of National Rebuilding Day can find out more about how to get involved on Rebuilding Together Twin Cities' website (www.rebuildingtogether-twincdies.org). They welcome both skilled and unskilled volunteers. Rebuilding Together Twin Cities' mission is to bring volunteers and communities together to improve the homes and lives of low-income homeowners. This ensures that low-income homeowners — particularly older adults, people living with a disability and families with children — live in warmth, safety, and independence. An affiliate of the national Rebuilding Together organization, Rebuilding Together Twin Cities has been preserving and revitalizing homes and communities in the metropolitan area since 1997. Programs provide opportunities for community involvement and support for community volunteers. Through sponsors and volunteer efforts, they also strive to have an impact on communities and the non-profd places where neighborhood members gather. For more information visit www.RebuildinaToaether-TwinCities.ora. Who We Are We are a non-profit housing organization that provides critical home repair services to homeowners in need in the Twin Cities community. Who We Serve We serve low-income homeowners in the Twin Cities community who are seniors, individuals living with disabilities, families with children and veterans. They are your neighbors, friends, family and co-workers. What We Do We partner with volunteers to provide critical home repair services — ensuring people remain in the homes and neighborhoods they love, living independently in safe and warm homes. 1 r. tA . `rn�TV Non -Scannable Item Item Description i 'Folder Number 07'Y4 Folder Name Job Number % � 2 Box Number? o i Pfe;;e fv-e, (0-14-)3 CITY OF CHANHASSEN RECEIVED Graham Environmental ,Services, Inc. APR 19 2013 CHANHASSEN PLANNING DEPT Chanhassen Site Wetland Delineation Report May 24, 2011 Looking West Across the Site From Wetland C Wetland Delineation Report Chanhassen Site Chanhassen, Minnesota May 24, 2011 Background Graham Environmental Services, Inc. (GES) was retained to complete a site evaluation for jurisdictional wetlands on a parcel located in part of the NW'/4 NE'/4 and part of the NE Y4 NSW '/4 of Section 24, T1 16N, R23W, Carver County. The site lies immediately north of Highway 212 and south of W. 86th Street in the City of Chanhassen (Figure 1). As shown on the U.S.G.S. Quadrangle map (Figure 2), the topography on the site is rolling. On April 28 and May 4, 2011, GES conducted an evaluation of the site and delineated five wetlands within the project vicinity as shown on a recent aerial photograph in Figure 3. Methodologies The site was assessed for wetlands using the on-site methods contained in the "Routine Determinations' section of the U.S. Army Corps of Engineers "Wetlands Delineation Manuaf' (Technical Report Y-87-1, 1987), as well as "Interim Regional Supplement to the Corps of Engineers Wetlands Delineation Manual: Midwest Region" (U.S. Army Corps of Engineers, 2010). This is the methodology currently used to determine wetlands by the U.S. Army Corps of Engineers for implementation of Section 404 of the Clean Water Act and by Local Government Units under the Wetland Conservation Act. GES classified the wetlands under the U.S. Fish and Wildlife Service (FWS) Cowardin system, Circular 39 and Eggers and Reed methodologies. Soil colors described herein follow Munsell Soil Color Charts. Hydric soil properties described follow Field Indicators of Hydric Soils in the United States (Untied States Department of Agriculture, Natural Resources Conservation Service. 2010. Field Indicators of Hydric Soils in the United States, Version 7.0. L.M. Vasilias, G.W. Hurt and C.V. Noble (eds.). USDA, NRCS, in cooperation with the National Technical Committee for Hydric Soils). Wetland Delineation Report Chanhassen Site — Chanhassen, MN May 24, 2011 Page 2 of 7 Results GES identified five wetlands within the property boundaries as discussed below. Wetland A Wetland A is located across much of the northern portion of the site. The wetland is bounded by relatively gradual grades on all sides except the west which is defined by a constructed berm. The upland/wetland boundary was investigated along a single transect on the southern boundary. A drainage ditch drains the wetland and flows to the east. Dominant vegetation in the wetland includes reed canary grass (Phalaris arundinacea) and sandbar willow (Salix interior). Upland vegetation is dominated by Kentucky bluegrass (Poa pratensis) and Canada goldenrod (Solidago canadensis). Soils were evaluated by digging soil pits along a transect perpendicular to the wetland/upland boundary and examining the profile's texture, color, and redoximorphic characteristics. Soils in the wetland in Transect 1 are described as 10 YR 3/2 loam over 10YR 5/1 silt loam with 10YR 4/6 mottles over 10YR 3/1 silt loam with 10YR 4/6 mottles over N 2/0 silt loam. Surface water measured approximately three inches in depth. Upland soils at Transect 1 are described as 10YR 3/2 sandy loam over 10YR 4/3 sandy loam. No free water or saturation was observed in the upland soil pit. The jurisdictional boundary was established where the soil profile in the upland soils demonstrates a lighter matrix tone, there is a change in plant communities, hydrology indicators are absent in the upland and a change in topography occurs. The National Wetlands Inventory map (Figure 4) is generally consistent with our wetland delineation. Like the NWI, we would classify the wetland as seasonally flooded palustrine emergent drained (PEMCd) under the Cowardin system which would equate to Type 3 inland shallow fresh marsh under the Circular 39 system and Shallow Marsh (1313) under the Eggers and Reed system. The Carver County Soil Survey (Figure 5) shows the soils in the vicinity of Wetland A to be Glencoe clay loam and Hamel loam. The Minnesota Department of Natural Resources Protected Waters Inventory (Figure 6) does not map Wetland A as a protected water or wetland. Wetland Delineation Report Chanhassen Site — Chanhassen, MN May 24, 2011 Page 3 of 7 Wetland B Wetland B is in the eastern portion of the site and was examined along a single transect in its western boundary. Dominant vegetation in the wetland includes box elder (Acer negundo), green ash (Fraxinus pennsylvanica), common buckthorn (Rhamnus cathartica) and lake sedge (Carex lacustris). Dominant upland vegetation includes green ash and Kentucky bluegrass. Soils were evaluated by digging soil pits along a transect perpendicular to the wetland/upland boundary and examining the profile's texture, color, and redoximorphic characteristics. Soils in the wetland are described as 10YR 2/1 silt loam over 10YR 5/1 clay loam. Surface water was estimated to be approximately two inches in depth. Upland soils at Transect 1 are described as 10YR 3/2 silt loam. No free water or saturation was observed in the upland soil pit. The jurisdictional boundary was established where the soil profile in the upland soils demonstrates a lighter matrix tone, there is a change in plant communities, hydrology indicators are absent in the upland and a relatively abrupt change in topography occurs. The National Wetlands Inventory map (Figure 4) is generally consistent with our wetland delineation. Like the NWI, we would classify the wetland as seasonally flooded palustrine emergent (PEMC) under the Cowardin system which would equate to Type 3 inland shallow fresh marsh under the Circular 39 system and Shallow Marsh (136) under the Eggers and Reed system. The Carver County Soil Survey (Figure 5) shows the soils in the vicinity of Wetland B Transect 1 to be Hamel loam. The Minnesota Department of Natural Resources Protected Waters Inventory (Figure 6) does not map Wetland B. Wetland C Wetland C is a small wetland in the southeastern part of the site. Dominant vegetation in the wetland includes reed canary grass. Upland vegetation is dominated by green ash, smooth brome (Bromus inermis) and Canada goldenrod. Soils were evaluated by digging soil pits along a transect perpendicular to the wetland/upland boundary and examining the profile's texture, color, and redoximorphic characteristics. Soils in the wetland are described as 10YR 2/1 silt loam with 10YR 4/6 mottles over N 2/0 silt loam over 10YR 4/1 clay loam with 10YR 4/6 mottles. Surface water was estimated to be Wetland Delineation Report Chanhassen Site — Chanhassen, MN May 24, 2011 Page 4 of 7 approximately two inches in depth. Upland soils at Transect 1 are described as 10YR 3/2 silt loam over N 2/0 silt loam. No free water or saturation was observed in the upland soil pit. The jurisdictional boundary was established where the soil profile in the upland soils demonstrates a lighter matrix tone, there is a change in plant communities, hydrology indicators are absent in the upland and a change in topography occurs. The National Wetlands Inventory map (Figure 4) is generally consistent with our wetland delineation. We would classify the wetland as saturated palustrine emergent drained (PEMBd) under the Cowardin system which would equate to Type 2 inland fresh meadow under the Circular 39 system and Fresh (Wet) Meadow (15B) under the Eggers and Reed system. The Carver County Soil Survey (Figure 5) shows the soils in the vicinity of Wetland C Transect 1 to be Hamel loam. The Minnesota Department of Natural Resources Protected Waters Inventory (Figure 6) does not map Wetland C. Wetland D Wetland D is a small wetland in the southern part of the site which drains to Wetland C via a shallow, excavated drainageway. Dominant vegetation in the wetland includes reed canary grass, box elder and staghorn sumac (Rhus hirta). Upland vegetation is dominated by staghorn sumac, smooth brome and Kentucky bluegrass (Poa pratensis). Soils were evaluated by digging soil pits along a transect perpendicular to the wetland/upland boundary and examining the profile's texture, color, and redoximorphic characteristics. Soils in the wetland are described as 10YR 3/1 silt loam with 10YR 4/6 mottles over 10YR 4/2 silt loam with 10YR 4/6 mottles over 10YR 5/1 silt loam with 10YR 4/6 mottles. Free water was observed approximately eight inches below the surface in the wetland soil pit. Upland soils at Transect 1 are described as 10YR 3/2 silt loam over 10YR 4/2 silt loam with 10YR 4/6 mottles. No free water or saturation was observed in the upland soil pit. The jurisdictional boundary was established where the soil profile in the upland soils demonstrates a lighter matrix tone, there is a change in plant communities, hydrology indicators are absent in the upland and a change in topography occurs. The National Wetlands Inventory map (Figure 4) is generally consistent with our wetland delineation. We would classify the wetland as saturated Wetland Delineation Report Chanhassen Site — Chanhassen, MN May 24, 2011 Page 5 of 7 palustrine emergent drained (PEMBd) under the Cowardin system which would equate to Type 2 inland fresh meadow under the Circular 39 system and Fresh (Wet) Meadow (15B) under the Eggers and Reed system. The Carver County Soil Survey (Figure 5) shows the soils in the vicinity of Wetland D Transect 1 to be Hamel loam. The Minnesota Department of Natural Resources Protected Waters Inventory (Figure 6) does not map Wetland D. Wetland E Wetland E is a very small wetland in the northwestern part of the site. The wetland appears to have been historically connected to Wetland A but is not separated by an upland berm. Dominant vegetation in the wetland includes American elm (Ulmus americana), eastern cottonwood (Populus deltoides), and box elder. Upland vegetation is dominated by box elder and common buckthorn. Soils were evaluated by digging soil pits along a transect perpendicular to the wetland/upland boundary and examining the profile's texture, color, and redoximorphic characteristics. Soils in the wetland are described as 10YR 2/1 silt loam over 10YR 4/1 silt loam with 10YR 4/6 mottles. Surface water was estimated to be approximately two inches in depth. Upland soils at Transect 1 are described as 10YR 2/1 silt loam over 10YR 5/4 clay loam fill. No free water or saturation was observed in the upland soil pit. The jurisdictional boundary was established where the soil profile in the upland soils demonstrates a lighter matrix tone, there is a change in plant communities, hydrology indicators are absent in the upland and a change in topography occurs. The National Wetlands Inventory map (Figure 4) does not appear to map Wetland E. We would classify the wetland as saturated palustrine deciduous forested (PFO1 B) under the Cowardin system which would equate to Type 1 lowland hardwoods under the Circular 39 system and floodplain forest (3A) under the Eggers and Reed system. The Carver County Soil Survey (Figure 5) shows the soils in the vicinity of Wetland E Transect 1 to be Hamel loam. The Minnesota Department of Natural Resources Protected Waters Inventory (Figure 6) does not map Wetland E. Wetland Delineation Report Chanhassen Site — Chanhassen, MN May 24, 2011 Page 6 of 7 Ground photos of each wetland are included in Figures 7 —11. Detailed information regarding each wetland's vegetation, soils and hydrology is included in the attached data forms (Appendix A). Regulatory Jurisdiction Minnesota DNR Public Waters The Minnesota DNR Protected Waters and Wetlands inventory (Figure 6) does not map any protected waters or wetlands within the site. The Minnesota DNR is represented on the Wetland Conservation Act Technical Evaluation Panel and, as such, would have input regarding any WCA actions on the on-site wetlands. Minnesota Wetland Conservation Act The jurisdictional wetlands that were identified on the subject parcel are subject to the Wetland Conservation Act Rules Chapter 8420. Under these rules, an approved replacement plan is required for activities that would fill or drain wetlands. Federal Reclulatory Jurisdiction Several of the wetlands on the site appear to have surficial hydrologic connections to federal navigable waters. Therefore, we would anticipate that these basins are within the jurisdictional reach of the Corps of Engineers under Section 404 of the Clean Water Act. We would recommend obtaining a jurisdictional finding from the Corps prior to commencement of any activities near the wetlands. Delineation Concurrence Concurrence with our findings should be obtained from the U.S. Army Corps of Engineers (if they assert jurisdiction) and City of Chanhassen before any earthwork is undertaken which could affect the delineated wetlands or other waters on the site. Wetland Delineation Report Chanhassen Site — Chanhassen, MN May 24, 2011 Page 7 of 7 The information contained herein represents our findings during wetland delineation activities conducted on April 28 and May 4, 2011 at the referenced site. Respectfully submitted, Graham Environmental Services, Inc. Mike Graham Professional Wetland Scientist No. 365 Minnesota Wetland Delineator Certified No. 1179 Enclosures A, N Not to Scale Figure 1. Site Location Map �GE Chanhassen Site SChanhassen, Minnesota \ GES Project No. 2011.009 Graham Environmental Services, Inc. PN - m � m Approximate Site Location ake gar Pak Lake Susan Race Marsh Lake m _ J m d Lake 212 Susan HAS West Pari, Bevpalh Country Heaparh 101 Club Country Club Lake Riley M R �Y mePQUQI;t M o.0 Ra11 . Lake r«awa HhVM, kftm v � A, N Not to Scale Figure 1. Site Location Map �GE Chanhassen Site SChanhassen, Minnesota \ GES Project No. 2011.009 Graham Environmental Services, Inc. � Q O �J 1 s� i i •• . J T < \ � s Approximate Site Location k N Not to Scale Figure 2. U.S.G.S. \� Shakopee Quadrangle EChanhassen Site SChanhassen, Minnesota \ GES Project No. 2011.009 Graham Environmental Services, Inc. k N Not to Scale ( � ES Graham Environmental Services, Inc. Figure 3. Aerial Photograph With Approximate Wetland Boundaries Chanhassen Site Chanhassen, Minnesota GES Project No. 2011.009 rn,ve�. er. ee.e Yr +ew ..w.er ee=ee,YY eueFemes�>Y Y. Y,epu ��a W use u ee � emcee M Y tie YOOY 9i a. Y swY e9T ti.Y User Remarks: /.. N Not to Scale ES Graham Environmental Services, Inc. May 23. 2011 Wetlands - Frefn+.oier Emergent _ Fnanwelar ForeeMNS�M - Es nne and Menne Oe *f EMuenne end Menne _ Frevnwater vend - Lake _ Rrnme ane, Status Dq- Sdan r.bn-DignM No Data Figure 4. National Wetlands Inventory Map Chanhassen Site Chanhassen, Minnesota GES Project No. 2011.009 "I, Legend CW Cordova -Webster complex EX Essexville sandy loam GL Glencoe clay loam HM Hamel loam KB Kilkenny -Lester loams, 2 to 6 percent slopes KB2 Lester -Kilkenny loams, 2 to 6 percent slopes, eroded KC Lester -Kilkenny foams, 6 to 12 percent slopes KC2 Lester -Kilkenny loams, 6 to 12 percent slopes, eroded KD Lester -Kilkenny loams, 12 to 18 percent slopes KD2 Lester -Kilkenny foams, 12 to 18 percent slopes, eroded KE2 Lester -Kilkenny foams, 18 to 25 percent slopes, eroded KF Lester -Kilkenny loams, 25 to 40 percent slopes MK Houghton and Muskego soils A MP Klossner and Muskego soils, ponded N PM Klossner muck YC Rasset-Lester-Kilkenny complex, 6 to 12 percent slopes Not to Scale YD Rasset-Lester-Kilkenny complex, 12 to 18 percent slopes Figure 5. Carver County '1 \^ Soil Survey G Chanhassen Site SChanhassen, Minnesota \ GES Project No. 2011.009 Graham Environmental Services, Inc. A N Not to Scale ES Graham Environmental Services, Inc. Figure 6. Minnesota DNR Protected Waters Map Chanhassen Site Chanhassen, Minnesota GES Project No. 2011.009 "low mow '4t; 11 pm� i �r'•��t1 �, l�j�'11, '4 ',Q� - P •- 'Fist _ rMH�i a /�, � 1 e \ Wetland C Looking North From Wetland. Note Ditch That Drains Toward Wetland A ( � ES Graham Environmental Services, Inc. Figure 9. Ground Photo Wetland C Chanhassen Site Chanhassen, Minnesota GES Project No. 2011.009 "e Ff m0t , gop, Ito, rrA Arz .4t, I Appendix A Wetland A - Transect 1 Wetland Data WETLAND DETERMINATION DATA FORM - Midwest Region .Project/Site Chanhassen City/County: Chanhassen/Carver Sampling Date: Applicant/Owner: State: MN Sampling Point: Investigator(s): MJG Section, Township, Range: Landform (hillslope, terrace, etc.): Depression Local relief (concave, convex, none):_ Slope(%): 5 Let: Long: Datum:_ Soil Map Unit Name GL - Glencoe clay loam VWI Classification: Are climatic/hydrologic conditions of the site typical for this time of the year? (If no, explain in remarks) A t— 4/28/11 Transect 1 -Wetland concave PEMCd re vege atlon , soll , or hydrology_ significantly disturbed? Are "normal circumstances" Are vegetation , soil , or hydrology naturally problematic? present? Yes ..rv.vl rm r yr rnlunwo tlr neeueu, explain any answers in remarx5.7 Hydrophytic vegetation present? Y Hydric soil present? Y Is the sampled area within a wetlarc Y Wetland hydrology present? Y f yes, optional wetland site ID: Remarks: (Explain alternative procedures here or in a separate report.) VEGETATION -- Use scientific names of olants. US Amy Corps of Engineers Midwest Region Absolute Dominan Indicator Dominance Test Worksheet Tree Stratum (Plot size: ) % Cover t Species Staus Number of Dominant Species 1 that are OBL, FACW, or FAC: 2 (A) 2 Total Number of Dominant 3 Species Across all Strata: 2 (B) 4 Percent of Dominant Species 5 that are CBL, FACW, or FAC: 100.00% (A/B) 0 =Total Cover Saolina/Shrub stratun (Plot size: 15 -ft. radius ) Prevalence Index Worksheet 1 Safix exigua subsp. interior 15 Y OBL Total % Cover of: 2 OBL species 15 x 1 = 15 3 FACW species 90 x2= 180 4 FAC species 0 x3= 0 5 FACU species 15 x4= 60 15 = Total Cover UPL species 0 x5= 0 Herb stratum (Plot size: 5 -ft. radius ) Column totals 120 (A) 255 (B) 1 Pha/aris arundinacea 90 Y FACW Prevalence Index = B/A = 2.13 2 Sofidago canadensis 15 N FACU 3 Carex sp. 15 N NI Hydrophytic Vegetation Indicators: 4 Rapid test for hydrophytic vegetation 5 _ X Dominance test is >50% 6 X Prevalence index is <3.0- ? Morphogical adaptations` (provide 8 supporting data in Remarks or on a 9 separate sheet) 10 _ Problematic hydrophytic vegetation' 120=TolalCover Woody vine stratum (Plot size: ) _(explain) •Indicators of hyddc soil and wetland hydrology must be 1 present, unless disturbed or pmblematic 2 Hydrophytic 0 =Total Cover vegetation present? Y Remarks: (Include photo numbers here or on a separate sheet) US Amy Corps of Engineers Midwest Region Wetland A - Transect 1 Wetland Data SOIL Sampling Point: ransecl 1-Wetlan Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix (Inches) Color (moist) % Redox Features Color (moist) % Type' Loc" Texture Remarks 0-8 10YR 3/2 X Surface Water (A1) loam 8-11 10YR 5/1 10YR 4/6 5 C M silt loam 11-20 10YR 3/1 10YR 4/6 10 C M silt loam 20-24 N 2/0 Water Marks (81) silt loam Crayfish Burrows (C8) Sediment Deposits (132) (C3) _ Saturation Visible on Aerial Imagery (C9) Drift Deposits (63) Presence of Reduced Iron (C4) Stunted or Stressed Plants (D1) Algal Mat or Crust (84) Recent Iron Reduction in Tilled Soils Geomorphic Position (D2) Iron Deposits (135) (C6) `Type: C = Concentration, D = Depletion, RM = Reduced Matrix, MS = Masked Sand Grains. "Location: PL = Pore Lining, M = Matrix Hydric Soil Indicators: Histisol (A1) Sandy Gleyed Matrix (S4) Histic Epipedon (A2) _Sandy Redox (S5) —Black Histic (A3) _ Stripped Matrix (S6) —Hydrogen Sulfide (A4) _Loamy Mucky Mineral (Ft) —Stratified Layers (A5) _ Loamy Gleyed Matrix (F2) 2 cm Muck (A10) _ Depleted Matrix (F3) X Depleted Below Dark Surface (At 1) _ Redox Dark Surface (F6) Thick Dark Surface (Al2) Depleted Dark Surface (F7) _Sandy Mucky Mineral (S1) _ Redox Depressions (F8) Indicators for Problematic Hydric Soils: Coast Prairie Redox (At 6) (LRR K, L, R) Dark Surface (S7) (LRR K, L) 5 cm Mucky Peat or Peat (S3) (LRR K, L, R) Iron -Manganese Masses (F12) (LRR K, L, R) _ Very Shallow Dark Surface (TF 12) _ Other (explain in remarks) 'Indicators of hydrophytic vegetation and weltand hydrology must be present, unless disturbed or problematic Restrictive Layer (if observed): Type: Sparsely Vegetated Concave Surface (138) Gauge or Well Data (D9) Hydric soil present? Y Depth (inches): Remarks: Field Observations: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one is required: check all that apply) Secondary Indicators (minimum of two required) X Surface Water (A1) Aquatic Fauna (B13) Surface Soil Cracks (B6) X High Water Table (A2) True Aquatic Plants (1314) Drainage Patterns (610) X Saturation (A3) Hydrogen Sulfide Odor (Cl) Dry -Season Water Table (C2) Water Marks (81) Oxidized Rhizospheres on Living Roots Crayfish Burrows (C8) Sediment Deposits (132) (C3) _ Saturation Visible on Aerial Imagery (C9) Drift Deposits (63) Presence of Reduced Iron (C4) Stunted or Stressed Plants (D1) Algal Mat or Crust (84) Recent Iron Reduction in Tilled Soils Geomorphic Position (D2) Iron Deposits (135) (C6) X FAC -Neutral Test (D5) Inundation Visible on Aerial Imagery (67) Thin Muck Surface (C7) Sparsely Vegetated Concave Surface (138) Gauge or Well Data (D9) Water -Stained Leaves (B9) Other (Explain in Remarks) Field Observations: Surface water present? Yes X No Depth (inches): 3 Wetland Water table present? Yes X No Depth (inches): 7 hydrology Saturation present? Yes X No Depth (inches): 6 present? Y (includes capillary fringe) Describe recorded data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: US Army Corps of Engineers Midwest Region Wetland A - Transect 1 Upland Data WETLAND DETERMINATION DATA FORM - Midwest Region ,Project/Site Chanhassen City/County: Chanhassen/Carver Sampling Date: 4/28/11 Applicant/Owner: State: MN Sampling Point: Transect 1 -Upland Investigator(s): MJG Section, Township, Range: Landform (hillslope, terrace, etc.): Hillslope Local relief (concave, convex, none): rolling topography Slope (%): 5 Lat: Long: Datum: Soil Map Unit Name HM - Hamel loam VWI Classification: NA Are climatic/hydrologic conditions of the site typical for this time of the year? (If no, explain in remarks) Are vegetation , soil , or hydrology_ significantly disturbed? Are "normal circumstances" Are vegetation , soil or hydrology naturally problematic? present? Yes Jvnn nmm r yr rimutn/VJ (lr neecea, explain any answers In remarKS.) Hydrophytic vegetation present? N Hydric soil present? N Is the sampled area within a wetlan N Wetland hydrology present? N f yes, optional wetland site ID: Remarks: (Explain alternative procedures here or in a separate report.) VEGETATION -- Use scientific names of plants. US Amy Corps of Engineers Midwest Region Absolute Dominan Indicator Dominance Test Worksheet Tree Stratum (Plot size: 30 -ft. radius ) % Cover t Species Status Number of Dominant Species 1 Acer negundo 2 FACW that are OBL, FACW, or FAC: 1 (A) 2 Total Number of Dominant 3 Species Across all Strata: 2 (B) 4 Percent of Dominant Species 5 that are OBL, FACW, or FAC: 50.00% (A/B) 2 = Total Cover Sapling/Shrub stratun (Plot size: 15 -ft. radius ) Prevalence Index Worksheet 1 Acernegundo 3 FACW Total %Cover of: 2 OBL species 0 x 1= 0 3 FACW species 10 x2= 20 4 FAC species 80 x3= 240 5 FACU species 30 x4= 120 3 Total UPL species 0 x5= 0 Herb stratum (Plot size: 5 -ft. radius ) Column totals 120 (A) 380 (B) 1 Poa pratensis 80 Y FAC Prevalence Index = B/A = 3.17 2 Solidago canadensis 30 Y FACU 3 Phalans arundinacea 5 N FACW Hydrophytic Vegetation Indicators: 4 Rapid test for hydrophytic vegetation 5 Dominance test is >50% 6 _ Prevalence index is 53.0' 7 Morphogical adaptations' (provide 8 supporting data in Remarks or on a 9 separate sheet) 10 Problematic hydrophytic vegetation' 115 =Total Cover (explain) Woody vine stratum (Plot size: ) 'Indicators of hydric soil and wetland hydrology must be 1 present, unless disturbed or problematic 2y cop yttc 0 =Total Cover vegetation present? N Remarks: (Include photo numbers here or on a separate sheet) US Amy Corps of Engineers Midwest Region Wetland A - Transect 1 Upland Data SOIL Sampling Point: rransect 1-Uplani Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features (Inches) Color (moist) % Color (moist) % Type' Loc" Texture Remarks 0-10 10YR 3/2 check all that aoolvl Secondary Indicators (minimum of two required) sandy loam 10-24 10YR 4/3 Surface Soil Cracks (B6) sandy loam True Aquatic Plants (B14) Drainage Patterns (B10) Saturation (A3) Hydrogen Sulfide Odor (Cl) Dry -Season Water Table (C2) Water Marks (B1) Oxidized Rhizospheres on Living Roots Burrows (C8) Sediment Deposits (B2) _Crayfish (C3) Saturation Visible on Aerial Imagery (C9) Drift Deposits (B3) _ Presence of Reduced Iron (C4) Stunted or Stressed Plants (D1) Algal Mat or Crust (134) Recent Iron Reduction in Tilled Soils Geomorphic Position (D2) Iron Deposits (B5) 'Type: C = Concentration, D = Depletion, RM = Reduced Matrix, MS = Masked Sand Grains. "Location: PL = Pore Lining, M = Matrix Hydric Soil Indicators: Histisol (Al) Histic Epipedon (A2) —Black Histic (A3) _Hydrogen Sulfide (A4) —Stratified Layers (A5) 2 cm Muck (A10) —Depleted Below Dark Surface (At 1) Thick Dark Surface (Al2) _Sandy Mucky Mineral (S1) Sandy Gleyed Matrix (S4) Sandy Redox (S5) _ Stripped Matrix (S6) _Loamy Mucky Mineral (F1) _ Loamy Gleyed Matrix (F2) Depleted Matrix (F3) Redox Dark Surface (F6) Depleted Dark Surface (F7) _Redox Depressions (F8) Indicators for Problematic Hydric Soils: Coast Prairie Redox (A16) (LRR K, L, R) Dark Surface (S7) (LRR K, L) _ 5 cm Mucky Peat or Peat (S3) (LRR K, L, R) Iron -Manganese Masses (F12) (LRR K, L, R) _ Very Shallow Dark Surface (TF12) _Other (explain in remarks) *Indicators of hydrophytic vegetation and weltand hydrology must be present, unless disturbed or problematic Restrictive Layer (if observed): Type: Sparsely Vegetated Concave Surface (B8) Gauge or Well Data (D9) Hydric soil present? N Depth (inches): Remarks: Field Observations: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one is required: check all that aoolvl Secondary Indicators (minimum of two required) Surface Water (All Aquatic Fauna (B13) Surface Soil Cracks (B6) High Water Table (A2) True Aquatic Plants (B14) Drainage Patterns (B10) Saturation (A3) Hydrogen Sulfide Odor (Cl) Dry -Season Water Table (C2) Water Marks (B1) Oxidized Rhizospheres on Living Roots Burrows (C8) Sediment Deposits (B2) _Crayfish (C3) Saturation Visible on Aerial Imagery (C9) Drift Deposits (B3) _ Presence of Reduced Iron (C4) Stunted or Stressed Plants (D1) Algal Mat or Crust (134) Recent Iron Reduction in Tilled Soils Geomorphic Position (D2) Iron Deposits (B5) (C6) FAC -Neutral Test (135) Inundation Visible on Aerial Imagery (B7) Thin Muck Surface (C7) Sparsely Vegetated Concave Surface (B8) Gauge or Well Data (D9) Water -Stained Leaves (B9) _ Other (Explain in Remarks) Field Observations: Surface water present? Yes No X Depth (inches): Wetland Water table present? Yes No X Depth (inches): hydrology Saturation present? Yes No X Depth (inches): present? N (includes capillary fringe) Describe recorded data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: US Army Corps of Engineers Midwest Region Wetland B - Transect 1 Wetland Data WETLAND DETERMINATION DATA FORM - Midwest Region .Project/Site Chanhassen City/County: Chanhassen/Carver Sampling Date: Applicant/Owner: State: MN Sampling Point: Investigator(s): MJG Section, Township, Range: Landform (hillslope, terrace, etc.): Depression Local relief (concave, convex, none): Slope (%): 5 Let: Long: Datum: Soil Map Unit Name HM - Hamel loam VWI Classification: Are climatic/hydrologic conditions of the site typical for this time of the year? (If no, explain in remarks) Ar t — 4/28/11 Transect 1 -Wetland concave PEMC e vege atlon , soll , or hydrology_ significantly disturbed? Are "normal circumstances" Are vegetation , soil , or hydrology naturally problematic? present? Yes ....r...r... r yr ruwnloo pr neeaea, explain any answers in remarxs./ Hydrophytic vegetation present? Y Hydric soil present? Y Is the sampled area within a wetlan Y Wetland hydrology present? Y f yes, optional wetland site ID: Remarks: (Explain alternative procedures here or in a separate report.) VEGETATION -- Use scientific names of plants. US Amy Corps of Engineers Midwest Region Absolute Dominan Indicator Dominance Test Worksheet Tree Stratum (Plot size: 30 -ft. radius ) % Cover t Species Staus Number of Dominant Species 1 Acer negundo 50 Y FACW that are OBL, FACW, or FAC: 4 (A) 2 Fraxinus pennsylvanica 15 Y FACW Total Number of Dominant 3 Species Across all Strata: 4 (B) 4 Percent of Dominant Species 5 that are OBL, FACW, or FAC: 100.00% (A/B) 65 =Total Cover Sapling/Shrub stratus (Plot size: 15 -ft. radius ) Prevalence Index Worksheet 1 Rhamnus cathartica 25 Y FAC Total % Cover of: 2 Lonicera tatarica 1 N FACU DEL species 70 x 1 = 70 3 FACW species 85 x2= 170 4 FAC species 45 x3= 135 5 FACU species 4 x4= 16 26 = Total Cover UPL species 0 X5= 0 Herb stratum (Plot size: 5 -ft. radius ) Column totals 204 (A) 391 (B) 1 Carex lacustns 70 Y OBL Prevalence Index = B/A = 1.92 2 Phalaris arundinacea 20 N FACW 3 Poe pratensis 20 N FAC Hydrophytic Vegetation Indicators: 4 Solidago canadensis 3 N FACU Rapid test for hydrophytic vegetation 5 X Dominance test is >50% 6 X Prevalence index is <_3.0' 7 Morphogical adaptations' (provide 8 supporting data in Remarks or on a 9 separate sheet) 10 Problematic hydrophytic vegetation' 113 =Totalcover (explain) Woody vine stratum (Plot size: ) *Indicators of hydric soil and wetland hydrology must be 1 present, unless disturbed or problematic 2 y rophytic 0 =Total Cover vegetation present? Y Remarks: (Include photo numbers here or on a separate sheet) US Amy Corps of Engineers Midwest Region Wetland B - Transect 1 Wetland Data SOIL Sampling Point: -ransect 1-Wetlan Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features (Inches) Color (moist) % Color (moist) % Type` Loc" Texture Remarks 0-24 10YR 2/1 check all that apply) Secondary Indicators (minimum of two required) silt loam 24-26 10YR 5/1 Surface Soil Cracks (136) clay loam True Aquatic Plants (B14) Drainage Patterns (1310) X Saturation (A3) Hydrogen Sulfide Odor (Cl) Dry -Season Water Table (C2) Water Marks (131) Oxidized Rhizospheres on Living Roots Crayfish Burrows (C8) Sediment Deposits (132) (C3) Saturation Visible on Aerial Imagery (C9) Drift Deposits (133) Presence of Reduced Iron (C4) Stunted or Stressed Plants (Dt ) Algal Mat or Crust (134) Recent Iron Reduction in Tilled Soils X Geomorphic Position (132) Iron Deposits (135) 'Type: C = Concentration, D = Depletion, RM = Reduced Matrix, MS = Masked Sand Grains. "Location: PL = Pore Lining, M = Matrix Hydric Soil Indicators: _Histisol (Al) _Histic Epipedon (A2) —Back Histic (A3) _Hydrogen Sulfide (A4) —Stratified Layers (A5) 2 cm Muck (At 0) Depleted Below Dark Surface (All) X Thick Dark Surface (Al2) Sandy Mucky Mineral (S1) _Sandy Gleyed Matrix (S4) _Sandy Redox (S5) _ Stripped Matrix (S6) _Loamy Mucky Mineral (F1) _ Loamy Gleyed Matrix (F2) _ Depleted Matrix (F3) Redox Dark Surface (F6) Depleted Dark Surface (F7) _ Redox Depressions (F8) Indicators for Problematic Hydric Soils: Coast Prairie Redox (A16) (LRR K, L, R) Dark Surface (S7) (LRR K, L) _ 5 cm Mucky Peat or Peat (S3) (LRR K, L, R) Iron -Manganese Masses (F12) (LRR K, L, R) _ Very Shallow Dark Surface (TF12) _Other (explain in remarks) 'Indicators of hydrophytic vegetation and weltand hydrology must be present, unless disturbed or problematic Restrictive Layer (if observed): Type: Sparsely Vegetated Concave Surface (138) Gauge or Well Data (D9) Hydric soil present? Y Depth (inches): Remarks: Field Observations: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one is required check all that apply) Secondary Indicators (minimum of two required) X Surface Water (Al) Aquatic Fauna (B13) Surface Soil Cracks (136) High Water Table (A2) True Aquatic Plants (B14) Drainage Patterns (1310) X Saturation (A3) Hydrogen Sulfide Odor (Cl) Dry -Season Water Table (C2) Water Marks (131) Oxidized Rhizospheres on Living Roots Crayfish Burrows (C8) Sediment Deposits (132) (C3) Saturation Visible on Aerial Imagery (C9) Drift Deposits (133) Presence of Reduced Iron (C4) Stunted or Stressed Plants (Dt ) Algal Mat or Crust (134) Recent Iron Reduction in Tilled Soils X Geomorphic Position (132) Iron Deposits (135) (C6) X FAC -Neutral Test (135) Inundation Visible on Aerial Imagery (B7) Thin Muck Surface (C7) Sparsely Vegetated Concave Surface (138) Gauge or Well Data (D9) Water -Stained Leaves (B9) Other (Explain in Remarks) Field Observations: Surface water present? Yes X No Depth (inches): 2 Wetland Water table present? Yes No X Depth (inches): hydrology Saturation present? Yes X No Depth (inches): 10 present? Y (includes capillary fringe) Describe recorded data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: US Army Corps of Engineers Midwest Region Wetland B - Transect 1 Upland Data WETLAND DETERMINATION DATA FORM - Midwest Region .Project/Site Chanhassen City/County: Chanhassen/Carver Sampling Date: 4/28/11 ApplicantlOwner: State: MN Sampling Point: Transect 1 -Upland Investigator(s): MJG lection, Township, Range: Landform (hillslope, terrace, etc.): Hillslope Local relief (concave, convex, none): rolling topography Slope (%): 5 Lat: Long: Datum: Soil Map Unit Name HM - Hamel loam VWI Classification: NA Are climatic/hydrologic conditions of the site typical for this time of the year? (If no, explain in remarks) Are vegetation , soil , or hydrology_ significantly disturbed? Are "normal circumstances" Are vegetation , soil , or hydrology_ naturally problematic? present? Yes SUMMARY OF FINDINGS (If needed, explain any answers in remarks.) Hydrophytic vegetation present? Y Absolute Hydric soil present? Y Is the sampled area within a wetlan N Wetland hydrology present? N f yes, optional wetland site ID: Remarks: (Explain alternative procedures here or in a separate report.) VEGETATION -- Use scientific names of plants. US Amy Corps of Engineers Midwest Region Absolute Dominan Indicator Dominance Test Worksheet Tree Stratum (Plot size: ) % Cover t Species Staus Number of Dominant Species 1 that are OBL, FACW, or FAC: 2 (A) 2 Total Number of Dominant 3 Species Across all Strata: 2 (B) 4 Percent of Dominant Species 5 that are OBL, FACW, or FAC: 100.00% (A/13)0 =Total Cover Sapling/Shrub stratun (Plot size: 15 -ft. radius ) Prevalence Index Worksheet 1 Fraxinus pennsylvanica 20 Y FACW Total % Cover of: 2 OBL species 0 x 1= 0 3 FACW species 25 x2= 50 4 FAC species 100 x3= 300 5 FACU species 5 x4= 20 20 =Total Cover UPL species 0 x5= 0 Herb stratum (Plot size: 5 -ft. radius ) Column totals 130 (A) 370 (B) 1 Poa pratensis 100 Y FAC Prevalence Index = B/A = 2.85 2 Phalans arundinacea 5 N FACW- -3 Solidago canadensis 5 N FACU Hydrophytic Vegetation Indicators: 4 Rapid test for hydrophytic vegetation 5 _ X Dominance testis >50% 6 X Prevalence index is <_3.0' 7 Morphogical adaptations' (provide 8 supporting data in Remarks or on a 9 separate sheet) 10 Problematic hydrophytic vegetation' 110 =Total Cover Woody vine stratum (Plot size: ) _(explain) 'Indicators of hydric soil and wetland hydrology must be 1 present, unless disturbed or problematic 2 Hydrophytic 0 =Total Cover vegetation present? Y Remarks: (Include photo numbers here or on a separate sheet) US Amy Corps of Engineers Midwest Region Wetland B - Transect 1 Upland Data $OIL Sampling Point: fransed 1-Uplan- Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features (Inches) Color (moist) % Color (moist) % Type' Loc" Texture Remarks 0-24 10YR 3/2 Surface Water (A1) silt loam Surface Soil Cracks (B6) High Water Table (A2)_ True Aquatic Plants (B14) Drainage Patterns (1310) Saturation (A3) Hydrogen Sulfide Odor (Cl) Dry -Season Water Table (C2) Water Marks (B1) Oxidized Rhizospheres on Living Roots Crayfish Burrows (C8) Sediment Deposits (B2) (C3) Saturation Visible on Aerial Imagery (C9) Drift Deposits (B3) Presence of Reduced Iron (C4) Stunted or Stressed Plants (D1) Algal Mat or Crust (B4) Recent Iron Reduction in Tilled Soils Geomorphic Position (D2) Iron Deposits (B5) (C6) 'Type: C = Concentration, D = Depletion, RM = Reduced Matrix, MS = Masked Sand Grains. "Location: PL = Pore Lining, M = Matrix Hydric Soil Indicators: _ Histisol (A1) Histic Epipedon (A2) —Black Histic (A3) —Hydrogen Sulfide (A4) —Stratified Layers (A5) 2 cm Muck (At 0) _Depleted Below Dark Surface (A11) Thick Dark Surface (Al2) _Sandy Mucky Mineral (Si) _Sandy Gleyed Matrix (S4) Sandy Redox (S5) _ Stripped Matrix (S6) _ Loamy Mucky Mineral (F1) _ Loamy Gleyed Matrix (F2) _Depleted Matrix (F3) Redox Dark Surface (F6) Depleted Dark Surface (F7) Redox Depressions (F8) Indicators for Problematic Hydric Soils: Coast Prairie Redox (A16) (LRR K, L, R) Dark Surface (S7) (LRR K, L) _ 5 cm Mucky Peat or Peat (S3) (LRR K, L, R) _ Iron -Manganese Masses (F12) (LRR K, L, R) _Very Shallow Dark Surface (TF12) Other (explain in remarks) 'Indicators of hydrophytic vegetation and weltand hydrology must be present, unless disturbed or problematic Restrictive Layer (if observed): Type: Water -Stained Leaves (B9) Hydric soil present? Y Depth (inches): Remarks: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one is required check all that apply) Secondary Indicators (minimum of two required) Surface Water (A1) Aquatic Fauna (B13) Surface Soil Cracks (B6) High Water Table (A2)_ True Aquatic Plants (B14) Drainage Patterns (1310) Saturation (A3) Hydrogen Sulfide Odor (Cl) Dry -Season Water Table (C2) Water Marks (B1) Oxidized Rhizospheres on Living Roots Crayfish Burrows (C8) Sediment Deposits (B2) (C3) Saturation Visible on Aerial Imagery (C9) Drift Deposits (B3) Presence of Reduced Iron (C4) Stunted or Stressed Plants (D1) Algal Mat or Crust (B4) Recent Iron Reduction in Tilled Soils Geomorphic Position (D2) Iron Deposits (B5) (C6) X FAC -Neutral Test (D5) Inundation Visible on Aerial Imagery (B7) Thin Muck Surface (C7) Sparsely Vegetated Concave Surface (BB) Gauge or Well Data (D9) Water -Stained Leaves (B9) _ Other (Explain in Remarks) Field Observations: Surface water present? Yes No Depth (inches): Wetland Water table present? Yes No Depth (inches): hydrology Saturation present? Yes No Depth (inches): present? N (includes capillary fringe) Describe recorded data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: US Army Corps of Engineers Midwest Region Wetland C - Transect 1 Wetland Data WETLAND DETERMINATION DATA FORM - Midwest Region .Project/Site Chanhassen City/County: Chanhassen/Carver Sampling Date: Applicant/Owner: State: MN Sampling Point: Invesfigator(s): MUG Section, Township, Range: Landform (hillslope, terrace, etc.): Depression Local relief (concave, convex, none):_ Slope (%): 3 Let: Long: Datum:_ Soil Map Unit Name HM - Hamel loam VWI Classification: Are climaticthydrologic conditions of the site typical for this time of the year? (If no, explain in remarks) Are t f 4/28/11 Transect 1 -Wetland concave PEMB vege a ion , soll , or hydrology_ significantly disturbed? Are "normal circumstances" Are vegetation , soil , or hydrology_ naturally problematic? present? Yes SUMMARY OF FINDINGS (If needed. explain anv answers in remarks.) Hydrophytic vegetation present? Y Absolute Hydric soil present? Y Is the sampled area within a wetlan Y Wetland hydrology present? Y f yes, optional wetland site ID: Remarks: (Explain alternative procedures here or in a separate report.) VEGETATION -- Use scientific names of Dlants. US Amy Corps of Engineers Midwest Region Absolute Dominan Indicator Dominance Test Worksheet Tree Stratum (Plot size: ) % Cover t Species Staus Number of Dominant Species 1 that are OBL, FACW, or FAC: 1 (A) 2 Total Number of Dominant 3 Species Across all Strata: 1 (B) 4 Percent of Dominant Species 5 that are OBL, FACW, or FAC: 100.00% (A/B) 0=Total Cover Sapling/Shrub stratur (Plot size: ) Prevalence Index Worksheet 1 Total % Cover of: OBL species 0 x 1= 0 2 3 FACW species 100 x2= 200 4 FAC species 0 x 3= 0 5 FACU species 5 x4= 20 0 = Total Cover UPL species 0 X5= 0 Herb stratum (Plot size: 5 -ft. radius ) Column totals 105 (A) 220 (B) 1 Phalarts arundinacea 100 Y FACW Prevalence Index = B/A = 2.10 2 Solidago canadensis 5 N FACU 3 Hydrophytic Vegetation Indicators: 4 Rapid test for hydrophytic vegetation 5 _ X Dominance test is >50% 8 X Prevalence index is 553.0" ? Morphogical adaptations' (provide 8 supporting data in Remarks or on a 9 separate sheet) 10 Problematic hydrophytic vegetation' 105 =Total Cover Woody vine stratum (Plot size: ) _(explain) 'Indicators of hydric soil and wetland hydrology must be 1 present, unless disturbed or problematic 2 Hydrophytic 0 =Total Cover vegetation present? Y Remarks: (Include photo numbers here or on a separate sheet) US Amy Corps of Engineers Midwest Region Wetland C - Transect 1 Wetland Data SOIL Sampling Point: 7ansect 1-Wetlan Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix (Inches) Color (moist) % Redox Features Color (moist) % Type' Loc" Texture Remarks 0-20 10YR 2/1 10YR 4/6 10 C M silt loam 20-24 N 2/0 High Water Table (A2) -37 silt loam 24-30 1 OYR 4/1 10YR 4/6 10 C M clay loam Dry -Season Water Table (C2) Water Marks (Bt) Oxidized Rhizospheres on Living Roots Crayfish Burrows (C8) Sediment Deposits (132) (C3) Saturation Visible on Aerial Imagery (C9) Drift Deposits (133) Presence of Reduced Iron (C4) _ Stunted or Stressed Plants (D1) Algal Mat or Crust (134) Recent Iron Reduction in Tilled Soils X Geomorphic Position (D2) Iron Deposits (135) (c6) 'Type: C = Concentration, D = Depletion, RM = Reduced Matrix, MS = Masked Sand Grains. "Location: PL = Pore Lining, M = Matrix Hydric Soil Indicators: Histisol (A1) Sandy Gleyed Matrix (S4) _Histic Epipedon (A2) Sandy Redox (S5) —Black Histic (A3) _ Stripped Matrix (S6) _Hydrogen Sulfide (A4) _Loamy Mucky Mineral (F1) —Stratified Layers (A5) _ Loamy Gleyed Matrix (F2) 2 cm Muck (A10) _ Depleted Matrix (F3) Depleted Below Dark Surface (At 1) Redox Dark Surface (F6) X Thick Dark Surface (Al2) Depleted Dark Surface (F7) _Sandy Mucky Mineral (St) _Redox Depressions (F8) Indicators for Problematic Hydric Soils: Coast Prairie Redox (A16) (LRR K, L, R) Dark Surface (S7) (LRR K, L) 5 cm Mucky Peat or Peat (S3) (LRR K, L, R) Iron -Manganese Masses (F12) (LRR K, L, R) _ Very Shallow Dark Surface (TIF 12) _ Other (explain in remarks) 'Indicators of hydrophytic vegetation and weltand hydrology must be present, unless disturbed or problematic Restrictive Layer (if observed): Type: Sparsely Vegetated Concave Surface (B8)_ Gauge or Well Data (D9) Hydric soil present? Y Depth (inches): Remarks: Field Observations: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one is required check all that apply) Secondary Indicators (minimum of two required) X Surface Water (At) Aquatic Fauna (613) Soil Cracks (66) High Water Table (A2) -37 True Aquatic Plants (814) _Surface Drainage Patterns (810) Saturation (A3) Hydrogen Sulfide Odor (Cl) Dry -Season Water Table (C2) Water Marks (Bt) Oxidized Rhizospheres on Living Roots Crayfish Burrows (C8) Sediment Deposits (132) (C3) Saturation Visible on Aerial Imagery (C9) Drift Deposits (133) Presence of Reduced Iron (C4) _ Stunted or Stressed Plants (D1) Algal Mat or Crust (134) Recent Iron Reduction in Tilled Soils X Geomorphic Position (D2) Iron Deposits (135) (c6) X FAC -Neutral Test (D5) Inundation Visible on Aerial Imagery (87) Thin Muck Surface (C7) Sparsely Vegetated Concave Surface (B8)_ Gauge or Well Data (D9) Water -Stained Leaves (B9) _Other (Explain in Remarks) Field Observations: Surface water present? Yes X No Depth (inches): 2 Wetland Water table present? Yes No X Depth (inches): hydrology Saturation present? Yes X No Depth (inches): 10 present? Y (includes capillary fringe) Describe recorded data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: US Army Corps of Engineers Midwest Region Wetland C - Transect 1 Upland Data WETLAND DETERMINATION DATA FORM - Midwest Region -Project/Site Chanhassen City/County: Chanhassen/Carver Sampling Dale: 4/28/11 Applicant/Owner: State: MN Sampling Point: Transect 1 -Upland Investigator(s): MJG Section, Township, Range: Landform (hillslope, terrace, etc.): gently rising slope Local relief (concave, convex, none): rolling topography Slope (%): 3 Lat: Long: Datum: Soil Map Unit Name HM - Hamel loam VWI Classification: NA Are climatic/hydrologic conditions of the site typical for this time of the year? (If no, explain in remarks) Are vegetation , soil , or hydrology_ significantly disturbed? Are "normal circumstances" Are vegetation , soil , or hydrology_ naturally problematic? present? Yes SUMMARY OF FINDINGS (If needed, explain anv answers in remarks.) Hydrophytic vegetation present? N Absolute Hydric soil present? N Is the sampled area within a wetlan N Wetland hydrology present? N f yes, optional wetland site ID: Remarks: (Explain alternative procedures here or in a separate report.) VEGETATION -- Use scientific names of plants. US Amy Corps of Engineers Midwest Region Absolute Dominan Indicator Dominance Test Worksheet Tree Stratum (Plot size: ) % Cover t Species Staus Number of Dominant Species 1 that are OBL, FACW, or FAC: 1 (A) 2 Total Number of Dominant 3 Species Across all Strata: 3 (B) 4 Percent of Dominant Species 5 that are OBL, FACW, or FAC: 33.33% (AIB) 0=Total Cover Sapling/Shrub stratun (Plot size: 15 -ft. radius ) Prevalence Index Worksheet 1 Fraxinus pennsy/vanica 10 Y FACW Total % Cover of: 2 OBL species 0 x 1= 0 3 FACW species 20 x2= 40 4 FAC species 0 x3= 0 FACU species 30 x4= 120 5 10 Total UPL species 90 x5= 450 Herb stratum (Plot size: 5 -ft. radius ) Column totals 140 (A) 610 (B) 1 Bromus inermis 90 Y UPL Prevalence Index = B/A = 4.36 2 Solidago canadensis 30 Y FACU 3 Phalans arundinacea 10 N FACW Hydrophytic Vegetation Indicators: 4 Rapid test for hydrophytic vegetation 5 _ Dominance test is >50% 6 Prevalence index is 553.0' 7 Morphogical adaptations' (provide 8 supporting data in Remarks or on a 9 separate sheet) 10 Problematic hydrophytic vegetation' 130= Total Cover Woody vine stratum (Plot size: ) _(explain) Indicators of hydric soil and wetland hydrology must be 1 present, unless disturbed or problematic 2 Hydrophytic 0 =Total Cover vegetation present? N Remarks: (Include photo numbers here or on a separate sheet) US Amy Corps of Engineers Midwest Region Wetland C - Transect 1 Upland Data SOIL Sampling Point: transect 1-Uplan, Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features (Inches) Color (moist) % Color (moist) % Type` Loc" Texture Remarks 0-20 10YR 3/2 Surface Water (Al) silt loam 20-24 N 2/0 High Water Table (A2) silt loam Drainage Patterns (810) Saturation (A3) Hydrogen Sulfide Odor (Cl) Dry -Season Water Table (C2) Water Marks (131) Oxidized Rhizospheres on Living Roots Crayfish Burrows (C8) Sediment Deposits (82) (C3) Saturation Visible on Aerial Imagery (C9) Drift Deposits (63) _ Presence of Reduced Iron (C4) Stunted or Stressed Plants (D1) Algal Mat or Crust (84) _ Recent Iron Reduction in Tilled Soils Geomorphic Position (D2) Iron Deposits (135) (C6) `Type: C = Concentration, D = Depletion, RM = Reduced Matrix, MS = Masked Sand Grains. "Location: PL = Pore Lining, M = Matrix Hydric Soil Indicators: Histisol (A1) Hislic Epipedon (A2) —Black Histic (A3) —Hydrogen Sulfide (A4) —Stratified Layers (A5) 2 cm Muck (A10) _Depleted Below Dark Surface (Al 1) Thick Dark Surface (At 2) _Sandy Mucky Mineral (S1) _ Sandy Gleyed Matrix (S4) _Sandy Redox (S5) —Stripped Matrix (S6) Loamy Mucky Mineral (F1) _ Loamy Gleyed Matrix (F2) _Depleted Matrix (F3) _Redox Dark Surface (F6) Depleted Dark Surface (F7) _ Redox Depressions (F8) Indicators for Problematic Hydric Soils: Coast Prairie Redox (A16) (LRR K, L, R) Dark Surface (S7) (LRR K, L) 5 cm Mucky Peat or Peat (S3) (LRR K, L, R) Iron -Manganese Masses (F12) (LRR K, L, R) _ Very Shallow Dark Surface (TF12) _Other (explain in remarks) 'Indicators of hydrophytic vegetation and weltand hydrology must be present, unless disturbed or problematic Restrictive Layer (if observed): Type: Gauge or Well Data (D9) Hydric soil present? N Depth (inches): Remarks: Field Observations: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one is required7 check all that apply) Secondary Indicators (minimum of two required) Surface Water (Al) Aquatic Fauna (B13) Soil Cracks (136) High Water Table (A2) _Surface True Aquatic Plants (814) Drainage Patterns (810) Saturation (A3) Hydrogen Sulfide Odor (Cl) Dry -Season Water Table (C2) Water Marks (131) Oxidized Rhizospheres on Living Roots Crayfish Burrows (C8) Sediment Deposits (82) (C3) Saturation Visible on Aerial Imagery (C9) Drift Deposits (63) _ Presence of Reduced Iron (C4) Stunted or Stressed Plants (D1) Algal Mat or Crust (84) _ Recent Iron Reduction in Tilled Soils Geomorphic Position (D2) Iron Deposits (135) (C6) FAC -Neutral Test (135) Inundation Visible on Aerial Imagery (137) Thin Muck Surface (C7) Sparsely Vegetated Concave Surface (138) Gauge or Well Data (D9) Water -Stained Leaves (B9) _ Other (Explain in Remarks) Field Observations: Surface water present? Yes No X Depth (inches): Wetland Water table present? Yes No X Depth (inches): hydrology Saturation present? Yes No X Depth (inches): present? N (includes capillary fringe) Describe recorded data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: US Army Corps of Engineers Midwest Region Wetland D - Transect 1 Wetland Data WETLAND DETERMINATION DATA FORM - Midwest Region Project/Site Chanhassen City/County: Chanhassen/Carver Sampling Date: Applicant/Owner: State: MN Sampling Point: Investigator(s): MJG Section, Township, Range: Landform (hillslope, terrace, etc.): Depression Local relief (concave, convex, none): Slope (%): 3 Let: Long: Datum: Soil Map Unit Name HM - Hamel loam VWI Classification: Are climatic/hydrologic conditions of the site typical for this time of the year? (If no, explain in remarks) Are v t t 4/28/11 Transect 1 -Wetland concave PEMB e ege a ion 'Soil , or hydrology_ significantly disturbed 2 Are "normal circumstances" Are vegetation , soil , or hydrology naturally problematic? present? Yes �WlV1lWl`u.A1 yr rrnumvo pi neeueu, explain any answers ai reniarrts./ Hydrophytic vegetation present? Y Hydric soil present? Y Is the sampled area within a wetlan Y Wetland hydrology present? Y f yes, optional wetland site ID: Remarks: (Explain alternative procedures here or in a separate report.) VEGETATION -- Use scientific names of Dlants. US Amy Corps of Engineers Midwest Region Absolute Dominan Indicator Dominance Test Worksheet Tree Stratum (Plot size: 30 -ft. radius ) % Cover t Species Staus Number of Dominant Species 1 Acer negundo 30 Y FACW that are OBL, FACW, or FAC: 3 (A) 2 Total Number of Dominant 3 Species Across all Strata: 4 (B) Percent of Dominant Species that are OBL, FACW, or FAC: 75.00% (AIB) 4 5 30 =Total Cover Sapling/Shrub stratun (Plot size: 15 -ft. radius ) Prevalence Index Worksheet 1 Rhus hirta 10 Y UPL Total % Cover of: OBL species 0 x 1= 0 FACW species 120 x2= 240 FAC species 0 x3= 0 2 Acernegundo 10 Y FACW 3 4 5 FACU species 5 x4= 20 20 = Total Cover UPL species 10 X5= 50 Herb stratum (Plot size: 5 -ft. radius ) Column totals 135 (A) 310 (B) 1 Phalan arundinacea 80 Y FACW Prevalence Index = B/A = 2.30 2 Solidago canadensis 5 N FACU 3 Hydrophytic Vegetation Indicators: 4 Rapid test for hydrophytic vegetation 5 _ X Dominance test is >50% 8 X Prevalence index is 53.0' 7 Morphogical adaptations' (provide 8 supporting data in Remarks or on a 9 separate sheet) 10 Problematic hydrophytic vegetation` 85 =Total Cover Woody vine stratum (Plot size: ) _(explain) *Indicators of hydric soil and wetland hydrology must tie 1 present, unless disturbed or problematic 2 Hydrophytic 0 =Total Cover vegetation present? Y Remarks: (Include photo numbers here or on a separate sheet) US Amy Corps of Engineers Midwest Region Wetland D - Transect 1 Wetland Data SOIL Sampling Point: ransect 1-Wetlan Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix (Inches) Color (moist) % Redox Features Color (moist) % Type' Loc"' Texture Remarks 0-7 10YR 3/1 10YR 4/6 10 C M silt loam 7-10 10YR 4/2 10YR 4/6 10 C M silt loam 10-24 10YR 5/1 10YR 4/6 20 C M sill loam _Drainage Dry -Season Water Table (C2) Water Marks (81) Oxidized Rhizospheres on Living Roots Crayfish Burrows (C8) Sediment Deposits (132) (C3) Saturation Visible on Aerial Imagery (C9) Drift Deposits (133) Presence of Reduced Iron (C4) Stunted or Stressed Plants (D1) Algal Mat or Crust (134) Recent Iron Reduction in Tilled Soils X Geomorphic Position (D2) Iron Deposits (85) (C6) 'Type: C = Concentration, D = Depletion, RM = Reduced Matrix, MS = Masked Sand Grains. "Location: PL = Pore Lining, M = Matrix Hydric Soil Indicators: Histisol (Al) _Sandy Gleyed Matrix (S4) Histic Epipedon (A2) _Sandy Redox (S5) —Black Histic (A3) _ Stripped Matrix (S6) _ Hydrogen Sulfide (A4) _ Loamy Mucky Mineral (F1) —Stratified Layers (A5) _ Loamy Gleyed Matrix (F2) 2 cm Muck (A10) Depleted Matrix (F3) X Depleted Below Dark Surface (All) Redox Dark Surface (F6) Thick Dark Surface (Al2) Depleted Dark Surface (F7) _Sandy Mucky Mineral (S1) _Redox Depressions (F8) Indicators for Problematic Hydric Soils: Coast Prairie Redox (A16) (LRR K, L, R) Dark Surface (S7) (LRR K, L) 5 cm Mucky Peat or Peat (S3) (LRR K, L, R) _ Iron -Manganese Masses IF 12) (LRR K, L, R) _ Very Shallow Dark Surface (TF12) Other (explain in remarks) 'Indicators of hydrophytic vegetation and weltand hydrology must be present, unless disturbed or problematic Restrictive Layer (if observed): Type: Depth (inches): Sparsely Vegetated Concave Surface (B8) Gauge or Well Data (139) Hydric soil present? Y Remarks: _Other (Explain in Remarks) HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one is required check all that apply) Secondary Indicators (minimum of two required) Surface Water (Al) Aquatic Fauna (1313) Soil Cracks (136) X High Water Table (A2) True Aquatic Plants (814) _Surface Patterns (B10) X Saturation (A3) Hydrogen Sulfide Odor (Cl) _Drainage Dry -Season Water Table (C2) Water Marks (81) Oxidized Rhizospheres on Living Roots Crayfish Burrows (C8) Sediment Deposits (132) (C3) Saturation Visible on Aerial Imagery (C9) Drift Deposits (133) Presence of Reduced Iron (C4) Stunted or Stressed Plants (D1) Algal Mat or Crust (134) Recent Iron Reduction in Tilled Soils X Geomorphic Position (D2) Iron Deposits (85) (C6) X FAC -Neutral Test (D5) Inundation Visible on Aerial Imagery (137) Thin Muck Surface (C7) Sparsely Vegetated Concave Surface (B8) Gauge or Well Data (139) Water -Stained Leaves (B9) _Other (Explain in Remarks) Field Observations: Surface water present? Yes No X Depth (inches): Wetland Water table present? Yes X No Depth (inches): 8 hydrology Saturation present? Yes X No Depth (inches): 6 present? Y (includes capillary fringe) Describe recorded data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: US Army Corps of Engineers Midwest Region Wetland D - Transect 1 Upland Data WETLAND DETERMINATION DATA FORM - Midwest Region Project/Site Chanhassen City/County: Chanhassen/Carver Sampling Date: 4/28/11 Applicant/Owner: State: MN Sampling Point: Transect 1 -Upland Investigator(s): MJG Section, Township, Range: Landform (hillslope, terrace, etc.): Hillslope Local relief (concave, convex, none): rolling topography Slope (%): 3 Let: Long: Datum: Soil Map Unit Name HM - Hamel loam VWI Classification: NA Are climatic/hydrologic conditions of the site typical for this time of the year? (If no, explain in remarks) Are vegetation , soil , or hydrology_ significantly disturbed? Are "normal circumstances" Are vegetation soil , or hydrology_ naturally problematic? present? Yes SUMMARY OF FINDINGS (If needed, explain any answers in remarks.) Hydrophytic vegetation present? N Absolute Hydric soil present? N Is the sampled area within a wetlan N Wetland hydrology present? N f yes, optional wetland site ID: Remarks: (Explain alternative procedures here or in a separate report.) VEGETATION -- Use scientific names of plants. US Amy Corps of Engineers Midwest Region Absolute Dominan Indicator Dominance Test Worksheet Tree Stratum (Plot size: ) % Cover t Species Staus Number of Dominant Species 1 that are OBL, FACW, or FAC: 1 (A) 2 Total Number of Dominant 3 Species Across all Strata: 3 (B) 4 Percent of Dominant Species 5 that are OBL, FACW, or FAC: 33.33% (A/B) 0 =Total Cover Saolino/Shrub stratus (Plot size: 15 -ft. radius ) Prevalence Index Worksheet 1 Rhus hirta 60 Y UPL Total % Cover of: 2 Lonicera tatanca 10 N FACU OBL species 0 x 1= 0 3 FACW species 0 x2= 0 4 FAC species 90 x3= 270 5 FACU species 10 x4= 40 70 To =Total Cover UPL species 85 x 5 = 425 Herb stratum (Plot size: 5 -ft. radius ) Column totals 185 (A) 735 (B) 1 Poa pratensis 90 Y FAC Prevalence Index = B/A = 3.97 2 Bromus inermis 25 Y UPL 3 Hydrophytic Vegetation Indicators: 4 Rapid test for hydrophytic vegetation 5 _ test is >50% 6 —Dominance index is <_3.0' 7 —Prevalence Morphogical adaptations' (provide 8 supporting data in Remarks or on a 9 separate sheet) 10 Problematic hydrophytic vegetation' 115 =Total Cover (explain) Woody vine stratum (Plot size: ) 'Indicators of hyddc soil and wetland hydrology must be 1 present, unless disturbed or problematic 2 ydrop ytic 0 = Total Cover vegetation present? N Remarks: (Include photo numbers here or on a separate sheet) US Amy Corps of Engineers Midwest Region Wetland D - Transect 1 Upland Data Sampling Point: fransed 1-Uplan, Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix (Inches) Color (moist) % Redox Features Color (moist) % Type' Loc" Texture Remarks 0-18 10YR 3/2 Aquatic Fauna (813) silt loam 18-24 10YR 4/2 10YR 4/4 10 C M silt loam Saturation (A3) Hydrogen Sulfide Odor (Cl) Dry -Season Water Table (C2) Water Marks (B1) Oxidized Rhizospheres on Living Roots Crayfish Burrows (C8) Sediment Deposits (B2) (C3) Saturation Visible on Aerial Imagery (C9) Drift Deposits (133) Presence of Reduced Iron (C4) Stunted or Stressed Plants (DI) Algal Mat or Crust (B4) Recent Iron Reduction in Tilled Soils Geomorphic Position (D2) Iron Deposits (B5) (C6) FAC -Neutral Test (D5) 'Type: C = Concentration, D = Depletion, RM = Reduced Matrix, MS = Masked Sand Grains. "Location: PL = Pore Lining, M = Matrix Hydric Soil Indicators: _ Histisol (At) _ Sandy Gleyed Matrix (S4) _ Histic Epipedon (A2) _ Sandy Redox (S5) —Black Histic (A3) _ Stripped Matrix (S6) —Hydrogen Sulfide (A4) Loamy Mucky Mineral (Fl) —Stratified Layers (A5) _ Loamy Gleyed Matrix (F2) 2 cm Muck (At 0) _ Depleted Matrix (F3) —Depleted Below Dark Surface (At 1) _ Redox Dark Surface (F6) _Thick Dark Surface (Al2) _Depleted Dark Surface (F7) Sandy Mucky Mineral (S1) _ Redox Depressions (F8) Indicators for Problematic Hydric Soils: Coast Prairie Redox (A16) (LRR K, L, R) _ Dark Surface (S7) (LRR K, L) 5 cm Mucky Peat or Peat (S3) (LRR K, L, R) Iron -Manganese Masses (F12) (LRR K, L, R) Very Shallow Dark Surface (TF12) _Other (explain in remarks) 'Indicators of hydrophytic vegetation and weltand hydrology must be present, unless disturbed or problematic Restrictive Layer (if observed): Type: Gauge or Well Data (D9) Hydric soil present? N Depth (inches): Remarks: Field Observations: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one is required: check all that apply) Secondary Indicators (minimum of two required) Surface Water (A1) Aquatic Fauna (813) Surface Soil Cracks (B6) High Water Table (A2) True Aquatic Plants (B14) Drainage Patterns (B10) Saturation (A3) Hydrogen Sulfide Odor (Cl) Dry -Season Water Table (C2) Water Marks (B1) Oxidized Rhizospheres on Living Roots Crayfish Burrows (C8) Sediment Deposits (B2) (C3) Saturation Visible on Aerial Imagery (C9) Drift Deposits (133) Presence of Reduced Iron (C4) Stunted or Stressed Plants (DI) Algal Mat or Crust (B4) Recent Iron Reduction in Tilled Soils Geomorphic Position (D2) Iron Deposits (B5) (C6) FAC -Neutral Test (D5) Inundation Visible on Aerial Imagery (B7) Thin Muck Surface (C7) Sparsely Vegetated Concave Surface (B8) Gauge or Well Data (D9) Water -Stained Leaves (B9) Other (Explain in Remarks) Field Observations: Surface water present? Yes No X Depth (inches): Wetland Water table present? Yes No X Depth (inches): hydrology Saturation present? Yes No X Depth (inches): present? N (includes capillary fringe) Describe recorded data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: US Army Corps of Engineers Midwest Region Wetland E - Transect 1 Wetland Data WETLAND DETERMINATION DATA FORM - Midwest Region -Prcject/Site Chanhassen City/County: Chanhassen/Carver Sampling Date: Applicant/Owner: State: MN Sampling Point: Investigator(s): MJG Section, Township, Range: Landform (hillslope, terrace, etc.): Depression Local relief (concave, convex, none): Slope (%): 3 Let: Long: Datum: _ Soil Map Unit Name HM - Hamel loam VWI Classification: Are climatic/hydrologic conditions of the site typical for this time of the year? (If no, explain in remarks) 5/4/11 Transect 1 -Wetland concave NA Are vegetation , soil , or hydrology_ significantly disturbed? Are "normal circumstances" Are vegetation , soil , or hydrology_ naturally problematic? present? Yes SUMMARY OF FINDINGS (If needed, explain any answers in remarks.) Hydrophytic vegetation present? Y Absolute Hydric soil present? Y Is the sampled area within a wetlan, Y Wetland hydrology present? Y f yes, optional wetland site ID: Remarks: (Explain alternative procedures here or in a separate report.) VEGETATION -- Use scientific names of Dlants. US Amy Corps of Engineers Midwest Region Absolute Dominan Indicator Dominance Test Worksheet Tree Stratum (Plot size: 30 -ft. radius ) % Cover t Species Staus Number of Dominant Species 1 Ulmus americana 50 Y FACW that are OBL, FACW, or FAC: 3 (A) 2 Popu/us deltoides 40 Y FAC Total Number of Dominant 3 Fraxinus pennsylvanica 10 N FACW Species Across all Strata: 3 (B) 4 Percent of Dominant Species 5 that are OBL, FACW, or FAC: 100.00% (A/B) 100=Total Cover Sapling/Shrub stratun (Plot size: ) Prevalence Index Worksheet 1 Total % Cover of: OBL species 0 x 1= 0 2 3 FACW species 70 x2= 140 4 FAC species 40 x3= 120 5 FACU species 2 x4= 8 0 =Total Cover UPL species 0 X5= 0 Herb stratum (Plot size: 5 -ft. radius ) Column totals 112 (A) 268 (B) 1 Acernegundo 10 Y FACW Prevalence Index = B/A = 2.39 2 Taraxacum officinale 2 N FACU 3 Hydrophytic Vegetation Indicators: 4 Rapid test for hydrophytic vegetation 5 X Dominance test is >50% 6 X Prevalence index is <3.0' 7 Morphogical adaptations` (provide 8 supporting data in Remarks or on a 9 separate sheet) 10 Problematic hydrophytic vegetation' 12 =Total Cover (explain) Woody vine stratum (Plot size: ) *Indicators of hydric soil and wetland hydrology must be 1 present, unless disturbed or problematic 2 Hydrophytic 0 =Total Cover vegetation present? Y Remarks: (Include photo numbers here or on a separate sheet) US Amy Corps of Engineers Midwest Region Wetland E - Transect 1 Wetland Data SOIL Sampling Point: ransect 1-Wetlan Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix (Inches) Color (moist) % Redox Features Color (moist) % Type' Loc" Texture Remarks 0-18 10YR 2/1 Surface Water (A1) silt loam 18-24 10YR 4/1 10YR 4/6 10 C M silt loam _Surface Drainage Patterns (B10) Saturation (A3) Hydrogen Sulfide Odor (C1) Dry -Season Water Table (C2) Water Marks (81) Oxidized Rhizospheres on Living Roots Crayfish Burrows (C8) Sediment Deposits (132) (C3) Visible on Aerial Imagery (C9) Drift Deposits (133) Presence of Reduced Iron (C4) _Saturation Stunted or Stressed Plants (D1) Algal Mat or Crust (64) Recent Iron Reduction in Tilled Soils X Geomorphic Position (D2) Iron Deposits (135) (C6) 'Type: C = Concentration, D = Depletion, RM = Reduced Matrix, MS = Masked Sand Grains. "Location: PL = Pore Lining, M = Matrix Hydric Soil Indicators: _ Histisol (A1) Sandy Gleyed Matrix (S4) _ Histic Epipedon (A2) Sandy Redox (S5) _ Black Histic (A3) _ Stripped Matrix (S6) _Hydrogen Sulfide (A4) _Loamy Mucky Mineral (F1) _Stratified Layers (A5) _Loamy Gleyed Matrix (F2) 2 cm Muck (A10) Depleted Matrix (F3) Depleted Below Dark Surface (Al 1) Redox Dark Surface (F6) X Thick Dark Surface (Al2) _Depleted Dark Surface (F7) _Sandy Mucky Mineral (S1) _ Redox Depressions (F8) Indicators for Problematic Hydric Soils: Coast Prairie Redox (A16) (LRR K, L, R) Dark Surface (S7) (LRR K, L) _ 5 cm Mucky Peat or Peat (S3) (LRR K, L, R) Iron -Manganese Masses (F12) (LRR K, L, R) _Very Shallow Dark Surface (TF12) Other (explain in remarks) *Indicators of hydrophytic vegetation and weltand hydrology must be present, unless disturbed or problematic Restrictive Layer (if observed): Type: Sparsely Vegetated Concave Surface (68) Gauge or Well Data (D9) Hydric soil present? Y Depth (inches): Remarks: Field Observations: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one is required; check all that apply) Secondary Indicators (minimum of two required) Surface Water (A1) Fauna (813) Soil Cracks (66) 7 High Water Table (A2) _T _Aquatic True Aquatic Plants (814) _Surface Drainage Patterns (B10) Saturation (A3) Hydrogen Sulfide Odor (C1) Dry -Season Water Table (C2) Water Marks (81) Oxidized Rhizospheres on Living Roots Crayfish Burrows (C8) Sediment Deposits (132) (C3) Visible on Aerial Imagery (C9) Drift Deposits (133) Presence of Reduced Iron (C4) _Saturation Stunted or Stressed Plants (D1) Algal Mat or Crust (64) Recent Iron Reduction in Tilled Soils X Geomorphic Position (D2) Iron Deposits (135) (C6) X FAC -Neutral Test (D5) Inundation Visible on Aerial Imagery (67) Thin Muck Surface (C7) Sparsely Vegetated Concave Surface (68) Gauge or Well Data (D9) Water -Stained Leaves (69) _Other (Explain in Remarks) Field Observations: Surface water present? Yes X No Depth (inches): 2 Wetland Water table present? Yes X No Depth (inches): 2 hydrology Saturation present? Yes X No Depth (inches): 0 present? Y (includes capillary fringe) Describe recorded data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: US Army Corps of Engineers Midwest Region Wetland E - Transect 1 Upland Data WETLAND DETERMINATION DATA FORM - Midwest Region .Proiect/Site Chanhassen City/County: Chanhassen/Carver Sampling Date: 5/4/11 Applicant/Owner: State: MN Sampling Point: Transect 1 -Upland Investigator(s): MJG Section, Township, Range: Landform (hillslope, terrace, etc.): Hillslope Local relief (concave, convex, none): rolling topography Slope (%): 3 Let: Long: Datum: Soil Map Unit Name HM - Hamel loam VWI Classification: NA Are climatic/hydrologic conditions of the site typical for this time of the year? (If no, explain in remarks) Are vegetation , soil , or hydrology_ significantly disturbed? Are "normal circumstances" Are vegetation , soil , or hydrology naturally problematic? present? Yes . uwrnva pi neeueu, cnPidui diiy duawera ui ienimna.1 Hydrophytic vegetation present? Y Hydric soil present? Y Is the sampled area within a wetlan, N Wetland hydrology present? N f yes, optional wetland site ID: Remarks: (Explain alternative procedures here or in a separate report.) VEGETATION -- Use scientific names of plants. US Amy Corps of Engineers Midwest Region Absolute Dominan Indicator Dominance Test Worksheet Tree Stratum (Plot size: 30 -ft. radius ) % Cover t Species Staus Number of Dominant Species 1 Acer negundo 30 Y FACW that are OBL, FACW, or FAC: 3 (A) 2 Total Number of Dominant 3 Species Across all Strata: 4 (B) 4 Percent of Dominant Species 5 that are OBL, FACW, or FAC: 75.00% (A/B) 3o = Total Cover Sapling/Shrub stratur (Plot size: 15 -ft. radius ) Prevalence Index Worksheet 1 Rhamnus cathartica 40 Y FAC Total % Cover of: 2 Acer negundo 25 Y FACW OBL species 0 x 1= 0 3 Lonicera tatanca 15 N FACU FACW species 55 x2= 110 4 FAC species 40 x3= 120 5 FACU species 25 x4= 100 80 = Total Cover UPL species 0 X5= 0 Herb stratum (Plot size: 5 -ft. radius ) Column totals 120 (A) 330 (B) 1 Taraxacum offfcinale 10 Y FACU Prevalence Index = B/A = 2.75 2 3 Hydrophytic Vegetation Indicators: 4 Rapid test for hydrophytic vegetation 5 X Dominance test is >50% 6 X Prevalence index is s3.0' 7 Morphogical adaptations' (provide 8 supporting data in Remarks or on a g sheet) 10 _separate Problematic hydrophytic vegetation' 10 =Total Cover Woody vine stratum (Plot size: ) _(explain) *Indicators of hydric soil and wetland hydrology must be 1 present, unless disturbed or problematic 2 y rop yhc 0 =Total Cover vegetation present? Y Remarks: (Include photo numbers here or on a separate sheet) US Amy Corps of Engineers Midwest Region Wetland E - Transect 1 Upland Data SAIL Sampling Point: rransect 1-Uplanr Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features (Inches) Color (moist) % Color (moist) % Type' Loc" Texture Remarks 0-4 10YR 2/1 Surface Water (A1) silt loam 4-18 10YR 5/4 High Water Table (A2) clay loam Drainage Patterns (B10) Saturation (A3) Hydrogen Sulfide Odor (C1) Dry -Season Water Table (C2) Water Marks (B1) _ Oxidized Rhizospheres on Living Roots Crayfish Burrows (C8) Sediment Deposits (B2) (C3) Saturation Visible on Aerial Imagery (C9) Drift Deposits (133) Presence of Reduced Iron (C4) Stunted or Stressed Plants (D1) Algal Mat or Crust (B4) Recent Iron Reduction in Tilled Soils Geomorphic Position (D2) Iron Deposits (135) (C6) "Type: C = Concentration, D = Depletion, RM = Reduced Matrix, MS = Masked Sand Grains. "Location: PL = Pore Lining, M = Matrix Hydric Soil Indicators: _ Histisol (Al) _Histic Epipedon (A2) —Black Histic (A3) Hydrogen Sulfide (A4) _Stratified Layers (A5) 2 cm Muck (At 0) _ Depleted Below Dark Surface (Al 1) _Thick Dark Surface (Al2) _Sandy Mucky Mineral (S1) _ Sandy Gleyed Matrix (S4) _Sandy Redox (S5) _ Stripped Matrix (S6) Loamy Mucky Mineral (F1) Loamy Gleyed Matrix (F2) _ Depleted Matrix (F3) _ Redox Dark Surface (F6) _ Depleted Dark Surface (F7) _Redox Depressions (F8) Indicators for Problematic Hydric Soils: Coast Prairie Redox (At 6) (LRR K, L, R) Dark Surface (S7) (LRR K, L) 5 cm Mucky Peat or Peat (S3) (LRR K, L, R) Iron -Manganese Masses (F12) (LRR K, L, R) Very Shallow Dark Surface (TF12) _Other (explain in remarks) 'Indicators of hydrophytic vegetation and weltand hydrology must be present, unless disturbed or problematic Restrictive Layer (if observed): Type: Gauge or Well Data (D9) Hydric soil present? Y Depth (inches): Remarks: Field Observations: HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one is required check all that apply) Secondary Indicators (minimum of two required) Surface Water (A1) Aquatic Fauna (B13) Surface Soil Cracks (B6) High Water Table (A2) True Aquatic Plants (B14) Drainage Patterns (B10) Saturation (A3) Hydrogen Sulfide Odor (C1) Dry -Season Water Table (C2) Water Marks (B1) _ Oxidized Rhizospheres on Living Roots Crayfish Burrows (C8) Sediment Deposits (B2) (C3) Saturation Visible on Aerial Imagery (C9) Drift Deposits (133) Presence of Reduced Iron (C4) Stunted or Stressed Plants (D1) Algal Mat or Crust (B4) Recent Iron Reduction in Tilled Soils Geomorphic Position (D2) Iron Deposits (135) (C6) FAC -Neutral Test (D5) Inundation Visible on Aerial Imagery (B7) Thin Muck Surface (C7) Sparsely Vegetated Concave Surface (B8) Gauge or Well Data (D9) Water -Stained Leaves (B9) _ Other (Explain in Remarks) Field Observations: Surface water present? Yes No X Depth (inches): Wetland Water table present? Yes No X Depth (inches): hydrology Saturation present? Yes No X Depth (inches): present? N (includes capillary fringe) Describe recorded data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: US Army Carps of Engineers Midwest Region C� J The Preserve at Rice Lake Chanhassen, Minnesota TRAFFIC NOISE ASSESSMENT Prepared for J. & S. Venture 1, Inc. C, J by David Braslau Associates, Inc. 6603 Queen Avenue S. Suite N Richfield, MN 55423 Tel: 612-331-4571 Fax: 612-331-4572 Era]: david@braslau.com (� 9 C� SCANNED Dr. David Braslau, President 2 April 2013 0 CIT" OF CHANHASSEN RECEIVED APR 19 2013 CHANHPSSEN PLANNING DEPT • n LJ The Preserve at Rice Lake Traffic Noise Assessment Table of Contents 1.0 INTRODUCTION............................................................................................................. 1 1.1. Objectives of this Noise Assessment.............................................................................. 1 1.2. Site Location and Layout................................................................................................ 1 1.3. Minnesota Noise Standards............................................................................................. 1 1.4. Report Components......................................................................................................... 4 2.0 METHODOLOGY FOR ANALYZING HIGHWAY NOISE ...................................... 5 2.1. Noise Modeling Assumptions......................................................................................... 5 3.0 TRAFFIC NOISE LEVELS............................................................................................. 9 3.1. Predicted Noise Levels.................................................................................................... 9 3.2. Compliance with State Standards for the 6-7 AM (nighttime) Period .......................... 11 3.3. Construction needed to provide an Exterior -Interior Noise Reduction of 30 dBA....... 12 4.0 SUMMARY OF FINDINGS........................................................................................... 13 David Braslau Associates, Inc. • n LJ • The Preserve at Rice Lake Traffic Noise Assessment List of Figures Figure 1.1 Site Location.......................................................................................................... 2 Figure 1.2 Site Layout and Grading Plan.............................................................................. 3 Figure 2.1 Location of Receptor Sites.................................................................................... 6 Figure 2.2 Location of the Noise Wall Relative to the Homes and TH 212 ........................ 7 List of Tables Table 1.1 Minnesota State Noise Standards for Residential Land Uses (NAC -1) ........... 1 Table 3.1 Predicted L10 for the PM Peak Hour................................................................. 9 Table 3.2 Predicted L10 for the 6-7 AM Hour..................................................................10 Table 3.3 6-7 AM Level s relative to the NAC -2 Standards.............................................12 David Braslau Associates, Inc. • The Preserve at Rice Lake Traffic Noise Assessment 1.0 INTRODUCTION 1.1. Objectives of this Noise Assessment This Noise Assessment evaluates the potential impacts of noise from Trunk Highway 212 on the proposed Preserve at Rice Lake residential development in Chanhassen, Minnesota. Projected traffic noise levels primarily from TH 212 but also 11 other roadways in the area are compared with the Minnesota daytime and nighttime noise standards to determine the potential for noise impacts and effectiveness of the proposed noise wall on top of the existing berms. The exterior -interior noise attenuation provided by the proposed building construction is assumed for typical construction in Minnesota and compared with the exemption provisions contained in the Minnesota rules. 1.2. Site Location and Layout Location of the Preserve at Rice Lake with the City of Chanhassen is shown in Figure 1.1. The development and grading plan is shown in Figure 1.2. Noise impacts have been evaluated for receptors at the ground floor and upper floor levels. 1.3. Minnesota Noise Standards • The Minnesota State Noise Standards for residential land uses are presented in Table 1.1. Residential land uses are included in the NAC -1 (Noise Area Classification -1) under Minnesota CI Rule 7030.0040. Table 1.1 Minnesota State Noise Standards for Residential Land Uses (NAC -1) Daytime (7:00 am to 10:00pm Nighttime (10:00 m to 7:00 am LIO 65 dBA 55 dBA L50 60 dBA 50 dBA L10 is the level exceeded 10% or 6 minutes of an hour. L50 is the level exceeded 50% or 30 minutes of an hour. The L10 level is used as the primary indicator of traffic noise impact since it accurately reflects the potential impact of traffic. David Braslau Associates, Inc. Page 1 SITE 11 eserve at Rice Lake Traffic Noise Assessment _ -------!' MR MIIURY DESIM FOR G 4$MUOTIDR COST ESTIMATES Figure 1.2 Site Layout and Grading Plan Braslau Associates, Inc. • Page 3 E n U • The Preserve at Rice Lake Traffic Noise Assessment 1.4. Report Components Section 2.0 of the report describes the methodology and assumptions used for analyzing traffic noise. Section 3.0 of the report addresses projected traffic noise and compliance with state noise standards. Section 4.0 presents a summary of findings. David Braslau Associates, Inc. Page 4 • The Preserve at Rice Lake Traffic Noise Assessment 2.0 METHODOLOGY FOR ANALYZING HIGHWAY NOISE Noise levels from TH 212 have been predicted using the MinnNoise highway noise model supplied by MnDOT for the original noise study of this property in 2007. Noise levels are evaluated at receptors at each of the proposed lots and 5 feet above ground level normally used to evaluate the benefits of highway noise barriers. Noise levels are also evaluated at the upper floors of homes proposed for each lot. Predicted traffic noise levels are compared with the Minnesota state noise standards to determine compliance with the standards. 2.1. Noise Modeling Assumptions The MnDOT Noise file contains geometry and roadway elevations for TH 12. Elevations of the actually constructed noise walls immediately west of the proposed development were estimated from photographs and berm heights on the grading plan. As seen on Figure 2.1 and Figure 2.2, the existing wall extends east of the Preserve at Rice Lake property line. The model includes geometries, traffic volumes and vehicle mix for13 roadways in the area that could potentially impact noise levels at the proposed development. • A noise wall is proposed along the entire property fronting TH 212. The wall will extend from the existing noise wall west of the site with a proposed top -of -wall elevation of 924, except for a section at Elevation 928, with two 24 -foot sections either side at Elevation 926. The wall will be 8 feet high on the west berm, 10 feet high on the east berm, and higher between the berms and at the east end with a short (-56 ft) wrap-around wall down to the proposed trail. Estimated length of the wall is 1088 feet. Preliminary noise modeling was performed to evaluate wall elevations needed to ensure compliance with the state noise standards. The results presented in this report are based upon this wall design. The model geometry in the vicinity of the proposed development with the proposed home locations and barrier are shown on Figure 2.1. Numbers above each home site refer to receptor site numbers in the noise model and do not necessarily correspond to lot numbers. Some limited shielding of noise is assumed to be provided by homes receptors 1, 2, 3, and 4. A short wrap- around section of the wall is assumed on the east end that extends from the top of the berm to the proposed trail. Location of the proposed noise wall relative to the homes and TH 212 is shown on Figure 2.2. A profile of the assumed noise barrier is shown on Figure 2.3. David Braslau Associates, Inc. Page 5 0 eserve at Rice Lake Traffic Noise Assessment '66( '64( '62( '581 W '54 '52i '50' 560500 560700 560900 561100 561300 561500 561700 561900 562100 562300 562500 562700 562900 563100 East Preserve at Rice Lake 2.1 Location of Receptor Sites Braslau Associates, Inc. Page 6 0 C� eserve at Rice Lake Traffic Noise Assessment 2.2 Location of the Noise Wall Relative to the Homes and TH 212 Braslau Associates, Inc. 0 Page 7 eserve at Rice Lake Traffic Noise Assessment Profile with Noise Walls - With EI 928 Segment (vertical scale exaggerated) 940 ti"I M C 10 W 0"1 MR 880 1 560500 Top of wall 160 ft section at EI 928 Wall wrap (- 56 ft) Usting ■ ON %so ■■ wall • EI 924 Proposed new Top of berm • • ■ ■ • • ti.. • • Berm Grouts Floor Receptors TH 212 561000 561500 562000 562500 563000 563500 56M Fast 23 Proposed Noise Wall Profile Braslau Associates, Inc. 0 Page 8 The Preserve at Rice Lake Traffic Noise Assessment • 3.0 TRAFFIC NOISE LEVELS • Is 3.1. Predicted Noise Levels Predicted daytime 1-10 noise levels at ground level receptors (5 feet above ground elevation) and the second floor at each of the receptor sites are shown in Table 3.1. The last two columns show the predicted L10level relative to the daytime standard of 65 dBA. All levels are expressed in dBA (A - weighted decibels). Location of the receptor sites is shown on Figure 3.1. Table 3.1 Predicted L10 for the PM Peak Hour It can be seen from the table that all of the ground floor receptors are predicted to be below the daytime noise standard. The 2nd floor level of the two closest homes is estimated to be 2 dBA over the daytime standard. With appropriate home construction required for compliance with the nighttime standard (see discussion in Section 3.2, the applicable LIO standard will he 70 dBA, so that these homes should also be in compliance with the state noise standards. David Braslau Associates, Inc. Page 9 L10 PM Re Day Standard Receptor Ground 2nd Floor Ground 2nd Floor 1 63 67 -2 2 2 63 67 -2 2 3 61 65 -4 0 4 62 64 -4 -1 5 61 64 -4 -1 6 62 64 -4 -1 7 62 65 -3 0 8 62 64 -3 -1 9 61 63 -4 -2 10 61 62 -5 -3 11 60 62 -5 -3 12 61 62 -4 -3 13 61 62 -4 -3 14 61 62 -4 -3 15 62 63 -3 -2 16 63 65 -2 0 It can be seen from the table that all of the ground floor receptors are predicted to be below the daytime noise standard. The 2nd floor level of the two closest homes is estimated to be 2 dBA over the daytime standard. With appropriate home construction required for compliance with the nighttime standard (see discussion in Section 3.2, the applicable LIO standard will he 70 dBA, so that these homes should also be in compliance with the state noise standards. David Braslau Associates, Inc. Page 9 • • • The Preserve at Rice Lake Traffic Noise Assessment Sound levels have also been estimated for the 6-7 AM period assuming 60% of the PM peak traffic which is a typical value for this important commuting hour. These levels are presented in Table 3.2. The last column shows the predicted LIO level relative to the nighttime standard of 55 dBA. All levels are expressed in dBA (A -weighted decibels). Table 3.2 Predicted L10 for the 6-7 AM Hour It can be seen that the predicted 6-7 AM L10 levels exceed the nighttime level by as much as 10 dBA or the upper floor. However, exceptions to the Minnesota rules permit a higher L10 standard or limit to be applied if the land use meets certain conditions. These are addressed below in Section 3.2. David Braslau Associates, Inc. Page 10 L10 6- 7 AM Re Night Standard Receptor Ground 2nd Floor Ground 2nd Floor 1 61 65 6 10 2 61 65 6 10 3 59 63 4 8 4 60 62 5 7 5 59 62 4 7 6 60 62 5 7 7 60 63 5 8 8 60 62 5 7 9 59 61 4 6 10 59 60 4 5 11 58 60 3 5 12 59 60 4 5 13 59 60 4 5 14 59 60 4 5 15 60 615 6 16 61 63 6R It can be seen that the predicted 6-7 AM L10 levels exceed the nighttime level by as much as 10 dBA or the upper floor. However, exceptions to the Minnesota rules permit a higher L10 standard or limit to be applied if the land use meets certain conditions. These are addressed below in Section 3.2. David Braslau Associates, Inc. Page 10 U The Preserve at Rice Lake Traffic Noise Assessment 3.2. Compliance with State Standards for the 6-7 AM (nighttime) Period Under exceptions contained in Minnesota Rules, commercial noise standards (NAC -2) can be applied to a residential land use if provisions in the rules can be met. The applicable provisions of Minnesota Rule 7030.0050 are presented below. Subp. 3. Exceptions. The noise area classification for a land use may be changed in the following ways if the applicable conditions are met. B. The standards for a building in a noise area classification 2 shall be applied to a building in a noise area classification 1 if the following conditions are met: (1) the building is constructed in such a way that the exterior to interior sound level attenuation is at least 30 dB(A); (2) the building has year-round climate control; and (3) the building has no areas or accommodations that are intended for outdoor activities. Since there are no areas outside of the upper floor that are specifically intended for outdoor use during the nighttime period, condition (3) of the provisions can be met. Condition (2) will be met if the homes • are required to provide year-round climate control, which is generally standard for new homes in Minnesota that comply with the state energy code. Condition (1) can be met if the exterior to interior sound attenuation of the homes is 30 dBA or greater, • Under NAC -2, the L10 is 70 dBA for both daytime and nighttime periods. Comparisons of the projected nighttime (6-7 am) L101evels for receptors relative to the NAC -2 L10 70 dBA standard are presented in Table 3.3. David Braslau Associates, Inc. Page 11 The Preserve at Rice Lake Traffic Noise Assessment • Table 3.3 6-7 AM Level s relative to the NAC -2 Standards • The god Floor daytime levels for receptors 1 and 2 will be 3 dBA below the LIO 70 dBA standard. Therefore, if an exterior -interior noise reduction of 30 dBA can be provided, all of the homes on the site will comply with the state noise standards if the homes meet or exceed an exterior to interior noise reduction of 30 dBA. 3.3. Construction needed to provide an Exterior -Interior Noise Reduction of 30 dBA Typical exterior wall construction for new homes in Minnesota is based upon 2x6 studs, with exterior sheathing and siding, interior cavity absorption, and at least one layer of gypsum board or similar material in the interior of the wall. Previous experience and data indicates that a wall of this type will provide an STC 47. A review of the typical house plan for the site shows that the 30 dBA noise reduction can be achieved for the back and side elevations with only STC 26 windows, although most insulating glass widows provide an STC 28. The 30 dBA can be achieved for the front elevation with STC 28 windows. David Braslau Associates, Inc. Page 12 L10 6- 7 AM Re L10 70 Receptor Ground 2nd Floor Ground 2nd Floor 1 61 65 -9 -5 2 61 65 -9 -5 3 59 63 -11 -7 4 60 62 -11 -8 5 59 62 -11 -8 6 60 62 -11 .8 7 60 63 -10 -7 8 60 62 -10 -8 9 59 61 -11 -9 10 59 60 -12 -10 11 58 60 -12 -10 12 59 60 -11 -10 13 59 60 -11 -10 14 59 60 -11 -10 15 60 61 -10 -9 16 61 63 -9 7 The god Floor daytime levels for receptors 1 and 2 will be 3 dBA below the LIO 70 dBA standard. Therefore, if an exterior -interior noise reduction of 30 dBA can be provided, all of the homes on the site will comply with the state noise standards if the homes meet or exceed an exterior to interior noise reduction of 30 dBA. 3.3. Construction needed to provide an Exterior -Interior Noise Reduction of 30 dBA Typical exterior wall construction for new homes in Minnesota is based upon 2x6 studs, with exterior sheathing and siding, interior cavity absorption, and at least one layer of gypsum board or similar material in the interior of the wall. Previous experience and data indicates that a wall of this type will provide an STC 47. A review of the typical house plan for the site shows that the 30 dBA noise reduction can be achieved for the back and side elevations with only STC 26 windows, although most insulating glass widows provide an STC 28. The 30 dBA can be achieved for the front elevation with STC 28 windows. David Braslau Associates, Inc. Page 12 • The Preserve at Rice Lake Traffic Noise Assessment 4.0 SUMMARY OF FINDINGS Traffic noise levels have been predicted for the Preserve at Rice Lake location north of TH 212 in Chanhassen, Minnesota. The analysis has been performed for sixteen receptor locations both at the ground floor and upper or 2nd story level. A noise wall on top of the existing berms that will extend the existing noise wall to the west is proposed. The top of the wall elevation is 924 and the wall vary in height from 8 feet on the west to 10 feet on the east, with a higher wall between the berms and on the east end, where a short wrap-around wall is proposed. With the wall, all of the ground level receptors are predicted to be below the daytime L10 65 dBA standard for residential land uses. All 2nd story receptors are also predicted to be below the standard except the two closest, which are estimated to be only 2 dBA over the daytime standard. Nighttime (6-7 am) levels at all of the receptor sites are estimated to be over the L10 55 dBA standard. However, exceptions to the noise standards permit the NAC -2 or Commercial Noise Standard to be applied which is L10 70 dBA, providing certain conditions are met. With appropriate home construction, these conditions should be met so that all receptor sites will be in compliance with the state noise • standards. • y:\jobs\2013jobs\213019hepon\the_preserve_az_rice_lake_noise_assessm tdm David Braslau Associates, Inc. Page 13 CITU OF CHANHASSEN . RECEIVED APR 19 2013 CHANHASSEN PLANNING DEPT 1] Geotechnical Evaluation Report 13 -Acre Parcel West 86th Street and Tigua Lane Chanhassen, Minnesota Prepored for DDK Construction Professional Certification: I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. ```.0'r Ft111NIVFg`OT ?� Henry V oo, PE oir`,•' e Associate—Senior Engineer = eHQtpt`' License Number: 21140„ @ttAl1 January 4, 2012 Project BL -11-05148 t Braun Intertec Corporation SCANNED BRAUN Braun lntedec Corporation Phone: 952.9952000 INTERTEC 11001 HompsteeA..S I rax 952.995.2020 Minneapolis, MN 55438 Web, brouninteoec.com January 4, 2012 Mr. John Klingelhutz DDK Construction 1560 Bluff Drive Chaska, MN 55318 Re: Geotechnical Evaluation 13 -Acre Parcel West 86th Street and Tigua Lane Chanhassen, Minnesota Dear Mr. Klingelhutz: Project BL -11-05148 We have completed our geotechnical evaluation for the proposed residential development on a 13 -acre parcel in Chanhassen, Minnesota. The purpose of our evaluation was to assist you and your design team in evaluating the subsurface and groundwater conditions with regard to site grading and construction of the of the proposed development. Please refer to the attached report for details regarding our findings and recommendations. Thank you for making Braun Intertec your geotechnical consultant for this project. If you have questions about this report, or if there are other services that we can provide in support of our work to date, please call Henry Vloo at 952.995.2238 or Gregg Jandro at 952.995.2270. Sincerely, BRAUN INTERTEC CORPORATION E Henry VI PE/ Associate—Senior Engineer -7 UCA-40 Gregg R. Jandro, PE, PG Principal Engineer, Vice President c: Mr. Dave Pokorney, Community Asset Development Group Geotechnical Evaluation Report, 13 -acre Parcel Providing engineering and environmental solations since 1957 0 Description Table of Contents Page A. Introduction.....................................................................................................................................1 ----------- A.1. Project Description.............................................................................................................1 A.2. Purpose...............................................................................................................................1 A.3. Background Information and Reference Documents......................................................... l A.4. Site Conditions....................................................................................................................1 A.S. Scope of Services................................................................................................................ 2 B. Results ..............................................................................................................................................2 B.1. Exploration Logs..................................................................................................................2 B.l.a. Log of Boring Sheets.............................................................................................. 2 B.l.b. Geologic Origins.....................................................................................................3 B.2. Geologic Profile...................................................................................................................3 B.2.a. Geologic Materials.................................................................................................3 B.2.b. Groundwater..........................................................................................................3 6.3. Laboratory Test Results......................................................................................................4 j C. Basis for Recommendations............................................................................................................4 • C.1. Design Details.....................................................................................................................4 C.l.a. Building Structure Loads........................................................................................4 C.l.b. Pavements and Traffic Loads.................................................................................4 C.l.c. Anticipated Grade Changes...................................................................................4 C.S.d. Precautions Regarding Changed Information........................................................4 C.2. Design Considerations........................................................................................................ 5 D. Recommendations...........................................................................................................................5 D.I. Building and Pavement Subgrade Preparation...................................................................5 D.l.a. Excavations............................................................................................................5 D.1.b. Excavation Dewatering..........................................................................................6 D.1.c. Selecting Excavation Backfill and Additional Required Fill .................................... 6 D.l.d. Placement and Compaction of Backfill and Fill......................................................7 D.2. Spread Footings..................................................................................................................7 D.2.a. Embedment Depth................................................................................................. 7 D.2.b. Subgrade Improvement......................................................................................... 7 D.2.c. Net Allowable Bearing Pressure ............................................................................ 7 D.2.d. Settlement.............................................................................................................8 D.3. Basement Wails..................................................................................................................8 D.3.a. Drainage Control.................................................................................................... 8 . D.3.b. Selection, Placement and Compaction of Backfill ................................................. 8 • D.3.c. Configuring and Resisting Lateral Loads................................................................ 9 D.4. Interior Slabs....................................................................................................................... 9 Description Table of Contents (continued) Page Appendix Boring Location Sketch Log of Boring Sheets (ST -1 through ST -5) Descriptive Terminology Is RAR !N I ERTEC DA.a. Subgrade Modulus.................................................................................................9 DA.b. Moisture Vapor Protection..................................................................................10 DA.c. Radon...................................................................................................................10 D.S. Exterior Slabs....................................................................................................................10 0.6. Pavements........................................................................................................................11 D.6.a. Subgrade Proof-Rall.............................................................................................11 D.6.b. Design Sections....................................................................................................11 D.6.c. Materials and Compaction................................................................................... 12 D.6.d. Subgrade Drainage...............................................................................................12 D.7. Utilities..............................................................................................................................12 D.7.a. Subgrade Stabilization .........................................................................................12 D.7.b. Selection, Placement and Compaction of Backfill...............................................12 D.S. Construction Quality Control............................................................................................13 D.B.a. Excavation Observations......................................................................................13 D.B.b. Materials Testing.................................................................................................13 D.B.c. Pavement Subgrade Proof-Roll............................................................................13 D.B.d. Cold Weather Precautions...................................................................................13 • E. Procedures.....................................................................................................................................14 E.1. Penetration Test Borings..................................................................................................14 E.2. Material Classification and Testing...................................................................................14 E.2.a. Visual and Manual Classification..............................................................:..........14 E.2.b. Laboratory Testing...............................................................................................14 E.3. Groundwater Measurements...........................................................................................14 F. Qualifications.................................................................................................................................14 F.I. Variations in Subsurface Conditions.................................................................................14 F.1.a. Material Strata.....................................................................................................14 F.l.b. Groundwater Levels.............................................................................................15 F.2. Continuity of Professional Responsibility .........................................................................15 F.2.a. Plan Review..........................................................................................................15 F.2.b. Construction Observations and Testing...............................................................15 F.3. Use of Report ....................................................................................................................15 F.4. Standard of Care...............................................................................................................16 Appendix Boring Location Sketch Log of Boring Sheets (ST -1 through ST -5) Descriptive Terminology Is RAR !N I ERTEC A. Introduction A.I. Project Description DDK Construction is planning to construct a new single-family residential development on a 13 -acre parcel of land off the southeast quadrant of West 86th Street and Tigua Lane in Chanhassen, Minnesota. The development will include the construction of house pads, streets and underground utilities. The new street to access this site will cross a portion of wetland where a new culvert will also need to be constructed under the new street. A.2. Purpose The purpose of our evaluation was to assist you and your design team in evaluating the subsurface and groundwater conditions with regard to site grading and construction of the of the proposed • development. A.3. Background Information and Reference Documents • To facilitate our evaluation, we were provided with or reviewed the following information or documents: Topographic map showing the existing site contours as well as the preliminary site layout. Available public aerial photographs showing the existing site conditions. Geologic atlas showing the general soil types in this area. AA. Site Conditions The area for the proposed new development is mostly open field with some scattered wetlands. Some scattered wooded areas are also present around the perimeter of the proposed development site. Site topography ranges from a low of about 892 along the east and west sides of the site and a high of about 906 toward the middle of the site. BRAUN INTERTEC DDK Construction • Project BL -11-05148 January 4, 2012 Page 2 A.S. Scope of Services Our scope of services for this project was originally submitted December 5, 2011 as a Proposal to Mr. John Klingelhutz of DDK Construction. We received authorization to proceed from Mr. Klingelhutz in the form of a signed contract dated December 6, 2011. Tasks performed in accordance with our authorized scope of services included: Staking and clearing exploration locations of underground utilities. Performing 5 penetration test borings to nominal depths of 20 feet below grade. ■ Performing laboratory tests on selected penetration test samples. Preparing this report containing a boring location sketch, exploration logs, a summary of the soils encountered, results of the laboratory tests, and recommendations for site grading of • the proposed development. Exploration locations and surface elevations at the exploration locations were determined using GPS (Global Positioning System) technology that utilizes the Minnesota Department of Transportation's permanent GPS Virtual Reference Network (VRN). Our scope of services was performed under the terms of our June 15, 2006 General Conditions. B. Results B.1. Exploration Logs B.1.a. Log of Boring Sheets Log of Boring sheets for our penetration test borings are included in the Appendix. The logs identify and describe the geologic materials that were penetrated, and present the results of penetration resistance data, laboratory tests performed on penetration test samples retrieved from them, and groundwater measurements. • Strata boundaries were inferred from changes in the penetration test samples and the auger cuttings. Because sampling was not performed continuously, the strata boundary depths are only approximate. BRAUN INTERTEC • • DDK Construction Project BL -11-05148 January 4, 2012 Page 3 The boundary depths likely vary away from the boring locations, and the boundaries themselves may also occur as gradual rather than abrupt transitions. B.i.b. Geologic Origins Geologic origins assigned to the materials shown on the logs and referenced within this report were based on: (1) a review of the background information and reference documents cited above, (2) visual classification of the various geologic material samples retrieved during the course of our subsurface exploration, (3) penetration resistance data, (4) laboratory test results, and (5) available common knowledge of the geologic processes and environments that have impacted the site and surrounding area in the past. B.2. Geologic Profile B.2.a. Geologic Materials Based on the current soil borings, the general geologic profile at the site typically consists of about 1 foot of clay topsoil at the surface. The exception is Boring ST -1, where about 4 feet of organic clay topsoil was encountered at the surface. Below the topsoil the borings encountered mostly glacially deposited sandy lean clay to the termination depths of the borings. The exceptions are Borings ST -1, where alluvialy clayey sand was encountered from about 4 to 7 feet below the surface, Boring ST -4 where poorly graded sand was encountered near the termination depth of the boring, and Boring ST -5, where a layer of silty sand was encountered from about 9 to 12 feet below the surface. The upper 4 feet of sandy lean clay in Boring ST -4 was also described as possible fill; that is there was some evidence that this material had been disturbed and was not naturally deposited. Penetration resistance values recorded in the cohesive soils generally ranged from 3 to 26 blows per foot (BPF) corresponding to consistencies of soft to very stiff. The exception is the layer of alluvial clayey sand with a penetration resistance of weight of hammer (WH). The penetration resistances in the layers of sandy soil ranged from 15 to 16 BPF, corresponding to a relative density of medium dense. B.2.b. Groundwater Groundwater was not observed as our borings were advanced. However, it is likely that water on this site will be similar to the water levels in the wetlands on this site. Seasonal and annual fluctuations of groundwater, however, should be anticipated. BRAUN INTERTEC DDK Construction • Project BL -11-05148 January 4, 2012 Page 4 B.3. Laboratory Test Results The moisture content of the soil samples tested was determined to vary from approximately 10 to 28 percent, indicating that the clayey soil tested was both dry and wet of the soils estimated optimum moisture content. Pocket penetrometer tests were completed on selected penetration test samples to estimate the unconfined compressive strengths. The unconfined strengths of the soil samples tested ranged from 1/4 to 1 ton per square foot (tsf). The results of the laboratory tests can be found in the right hand margin, opposite the soil sample tested, on the Log of Borings sheets in the appendix of this report. C. Basis for Recommendations C.1. Design Details C.1.a. Building Structure Loads We have assumed that bearing wall loads associated with the new homes will range from 2 to 3 kips (2,000 to 3,000 pounds) per linear foot (klf) and column loads, if any, will range from 50 to 75 kips per column. C.1.b. Pavements and Traffic Loads The new streets will be constructed of bituminous pavements. Traffic loadings were not available at the time of this report. We assume a culvert will need to be installed near soil boring 5T-1 to allow road construction. CA.c. Anticipated Grade Changes Proposed site grades were not available at the time of this report. However, based on the site topography, it appears that cuts and fills across this site to prepare building pads will be less than 10 feet. C.1.d. Precautions Regarding Changed Information is We have attempted to describe our understanding of the proposed construction to the extent it was reported to us by others. Depending on the extent of available information, assumptions may have been BRAUN INTERTEC DDK Construction • Project BL -11-05148 January 4, 2012 Page 5 made based on our experience with similar projects. If we have not correctly recorded or interpreted the project details, we should be notified. New or changed information could require additional evaluation, analysesand/oi: recommendations. ---- C.2. Design Considerations The geotechnical issues influencing design of the proposed development appear to be limited. The soils present at anticipated structure subgrade elevations generally appear suitable for support of conventional spread footings, grade -supported slabs, and pavements. However, some additional soil correction work will be needed where the new street crosses the wetland at the west side of the site. D. Recommendations • The following sections will detail our recommendations based on our soils borings and the available site plans. D.1. Building and Pavement Subgrade Preparation D.La. Excavations We recommend removing the fill and topsoil from beneath the proposed house pads and streets. in addition, some soft clay soil may also need to be removed. Based on the soil borings, excavation depths are expected to range from approximately 1 to 10 feet. Table 1 lists the recommended soil correction depths at the boring locations. Table 1. Excavation Depths and Bottom Elevations Location Surface Elevation Recommended Excavation Depth (ft) Corresponding Bottom Elevation ST -1 889.5 10 8791/2 ST -2 896.9 1 896 ST -3 904.9 1 904 ST -4 904.2 1-4' 903-900• ST -5 898.9 1-4' 898-895• is*To be determined in the field by test pits or during site grading. INTERTEC DDK Construction • Project BL -11-05148 January 4, 2012 Page 6 Excavation depths will vary between the borings. Portions of the excavations may also be deeper than indicated by the borings. Contractors should also be prepared to extend excavations in wet or fine- _—_ _ grained soils to remove disturbed bottom soils. To provide lateral support to replacement backfill, additional required fill and the structural loads they will support, we recommend oversizing (widening) the excavations 1 foot horizontally beyond the outer edges of the building perimeter footings, or pavement limits, for each foot the excavations extend below bottom -of -footing or pavement subgrade elevations. D.l.b. Excavation Dewatering It is likely that water will not be encountered while grading this site. However, it will likely be encountered during street construction in the area of Boring ST -1 near the wetland. Water could also be encountered in other parts of the site where excavations are completed near wetlands. If encountered, we recommend removing groundwater from the excavations. Sumps and pumps can be considered for excavations in low -permeability silt- and clay -rich soils, or where groundwater can be drawn down 2 feet • below the bottoms of excavations in more permeable sands. In large excavations, or where groundwater must be drawn down more than 2 feet, a well contractor should review our logs to determine if wells are required, how many will be required, and to what depths they will need to be installed. In sands, we do not recommend attempting to dewater from within an excavation. Upward seepage will loosen and disturb the excavation bottom. Rather, groundwater should be drawn down at least 2 feet below the anticipated excavation bottom in advance of excavation. D.l.c. Selecting Excavation Backfill and Additional Required Fill If the bottoms of the excavations remain wet, we recommend the initial backfill over wet or submerged excavation bottoms consist of at least 2 feet of coarse sand having less than 50 percent of the particles by weight passing a #40 sieve, and less than 5 percent of the particles passing a #200 sieve. We anticipate that this material, if needed, will need to be imported. On-site soils free of organic soil and debris can be considered for reuse as backfill and fill. The clay soils, however, being fine-grained, will be more difficult to compact if wet or allowed to become wet, or if spread and compacted over wet surfaces. We recommend that granular subbase material for pavement support consist of sand having less than 12 • percent of the particles by weight passing a #200 sieve. We anticipate that this material will also need to be imported. I`:3 r7`lf ILI INTERTEC • • • DDK Construction Project BL -11-05148 January 4, 2012 Page 7 D.l.d. Placement and Compaction of Backfill and Fill We recommend spreading backfill and fill in loose lifts of approximately 6 to 12 inches, depending on the soil and the size of the compactor used. We recommend compacting backfill and fill in accordance with the criteria presented below in Table 2. The relative compaction of utility backfill should be evaluated based on the structure below which it is installed, and vertical proximity to that structure. Table 2. Compaction Recommendations Summary *Except for wall backfill. See Section D.3. of this report. D.2. Spread Footings D.2.a. Embedment Depth For frost protection, we recommend embedding perimeter footings 42 inches below the lowest exterior grade. interior footings may be placed directly below floor slabs. We recommend embedding building footings not heated during winter construction, and other unheated footings associated with decks, porches, stoops or sidewalks 60 inches below the lowest exterior grade. D.2.b. Subgrade Improvement Prior to placing forms or reinforcement, we recommend the soils exposed in the bottom of the footing excavations be surface compacted by several passes by a large hand operated compactor. This is to densify the near surface bearing soils and to provide a more uniform bearing surface. D.2.c. Net Allowable Bearing Pressure We recommend sizing spread footings to exert a net allowable bearing pressure of up to 2,000 pounds INTERTEC Relative Compaction, percent Moisture Content Variance from Reference (ASTM D 698 — standard Proctor) Optimum, percentage points Below foundations, less than -1 to +3 for day or silt soils 10 feet of fill 95 ± 3 for sandy soils Below foundations, greater than -1 to +3 for clay or silt soils 10 feet of fill 98 ± 3 for sandy soils 95 -1 to +3 for clay or silt soils Below slabs ±3 for sandy soils Below pavements, within 3 feet -1 to +3 for clay or silt soils of subgrade elevations 100 ± 3 for sandy soils Below pavements, more than 3 feet -1 to +3 for clay or silt soils below subgrade elevations 95 ± 3 for sandy soils 90 ,r -3 to +5 for clay or silt soils Below landscaped surfaces • ± 5 for sandy lolls *Except for wall backfill. See Section D.3. of this report. D.2. Spread Footings D.2.a. Embedment Depth For frost protection, we recommend embedding perimeter footings 42 inches below the lowest exterior grade. interior footings may be placed directly below floor slabs. We recommend embedding building footings not heated during winter construction, and other unheated footings associated with decks, porches, stoops or sidewalks 60 inches below the lowest exterior grade. D.2.b. Subgrade Improvement Prior to placing forms or reinforcement, we recommend the soils exposed in the bottom of the footing excavations be surface compacted by several passes by a large hand operated compactor. This is to densify the near surface bearing soils and to provide a more uniform bearing surface. D.2.c. Net Allowable Bearing Pressure We recommend sizing spread footings to exert a net allowable bearing pressure of up to 2,000 pounds INTERTEC DDK Construction • Project BL -11-05148 January 4, 2012 Page 8 per square foot (psf), including all transient loads. This value includes a safety factor of at least 3.0 with regard to bearing capacity failure. D.2.d. Settlement We estimate that total and differential settlements among the footings will amount to less than 1 and 1/2 inch, respectively, under the assumed loads. In lots where more than 10 feet of fill is needed, more than 1 inch of settlement could occur. on deep fill lots (with more than 10 feet of fill), we recommend that a construction delay of 3 to 6 months be observed. On the deep fill lots, the use of settlement plates to monitor settlement is also recommended. D.3. Basement Walls The following sections will provide our recommendations for basement wall design. These recommendations can also be used for preliminary retaining wall design, if needed. We recommend that • if retaining walls are needed on this site, that additional borings and analyses be completed by the retaining wall designer. D.3.a. Drainage Control We recommend installing subdrains behind the basement walls, adjacent to the wall footings, below the slab elevation. Preferably the subdrains should consist of perforated pipes embedded in washed gravel, which in turn is wrapped in filter fabric. Perforated pipes encased in a filter "sock" and embedded in washed gravel, however, may also be considered. We recommend routing the subdrains to a sump and pump capable of routing any accumulated groundwater to a storm sewer or other suitable disposal site. General waterproofing of basement walls is recommended even with the use of free -draining backfill because of the potential cost impacts related to seepage after construction is complete. D.3.b. Selection, Placement and Compaction of Backfill Unless a drainage composite is placed against the backs of the exterior perimeter below -grade walls, we recommend that backfill placed within 2 horizontal feet of basement walls consist of sand having less than 50 percent of the particles by weight passing a 440 sieve and less than 5 percent of the particles by • weight passing a #200 sieve. Sand meeting this gradation will need to be imported. We recommend that the balance of the backfill placed against exterior perimeter walls also consist of sand, though it is our opinion that the sand may contain up to 20 percent of the particles by weight passing a #200 sieve. BRAUN INTERTEC • DDK Construction Project BL -11-05148 January 4, 2012 Page 9 13.3.c. Configuring and Resisting Lateral Loads Basement wall design can be based on active earth pressure conditions if the walls are allowed to rotate __sligfitfy. If rotation cannot be tolerated, then design should be based on at -rest earth pressure conditions. Rotation up to 0.002 times the wall height is generally required when walls are backfilled with sand*. Rotation up to 0.02 times the wall height is required when walls are backfilled with clay. To design for sand backfill, excavations required for wall construction should be wide enough and flat enough so that sand is present within a zone that (1) extends at least two horizontal feet beyond the bottom outer edges of the wall footings (the wall heel, not the stem) and then (2) rises up and away from the wall at an angle no steeper than 60 degrees from horizontal. We anticipate these geometric conditions will be met If the excavations meet OSHA requirements for the types of soils likely to be exposed in the excavation, and the wall footings are cast against wood forms rather than any portion of the excavation. Recommended equivalent fluid pressures for wall design based on active and at -rest earth pressure conditions are presented below in Table 2. Assumed wet unit backfill weights, and internal friction angles are also provided. The recommended equivalent fluid pressures in particular assume a level backfill with no surcharge —they would need to be revised for sloping backfill or other dead or live loads that are placed within a horizontal distance behind the walls that is equal to the height of the walls. Our design values also assume that the walls are drained so that water cannot accumulate behind the walls. Table 2. Recommended Below -Grade Wall Design Parameters Resistance to lateral earth pressures will be provided by passive resistance against the basement wall footings, and by sliding resistance along the bottoms of the wall footings. For a clay subgrade, we recommend assuming a passive pressure equal to 300 pcf and a sliding coefficient equal to 0.3. These values are un -factored. DA Interior Slabs • DA.a. Subgrade Modulus For a clay subgrade, we recommend using a modulus of subgrade reaction, k, of 100 pounds per square inch per inch of deflection (pci) to design the slabs. INTERTEC Equivalent Fluid Equivalent Fluid Wet Unit Weight Friction Angle Pressure, Active Case Pressure, At -Rest Case Backfill (Pcf) (deg) (Pcf) (Pcf) Sand 120 32 40 55 Clay 125 26 50 70 Resistance to lateral earth pressures will be provided by passive resistance against the basement wall footings, and by sliding resistance along the bottoms of the wall footings. For a clay subgrade, we recommend assuming a passive pressure equal to 300 pcf and a sliding coefficient equal to 0.3. These values are un -factored. DA Interior Slabs • DA.a. Subgrade Modulus For a clay subgrade, we recommend using a modulus of subgrade reaction, k, of 100 pounds per square inch per inch of deflection (pci) to design the slabs. INTERTEC DDK Construction • Project BL -11-05148 January 4, 2012 Page 10 D.4.b. Moisture Vapor Protection If floor coverings or coatings less permeable than the concrete slab will be used, we recommend that a vapor retarder or vapor barrier be placed immediately beneath the slab. Some contractors prefer to bury the vapor retarder or barrier beneath a layer of sand to reduce curling and shrinkage, but this practice risks trapping water between the slab and vapor retarder or barrier. Regardless of where the vapor retarder or barrier is placed, we recommend consulting with floor covering manufacturers regarding the appropriate type, use and installation of the vapor retarder or barrier to preserve warranty assurances. D.U. Radon In preparation for radon mitigation systems, we recommend that slabs on grade be constructed over a layer of gas permeable material consisting of a minimum of 4 inches of either clean aggregate, or clean sand overlain with geotextile matting suitable for venting the subgrade. The clean aggregate material should consist of sound rock no larger than 2 inches and no smaller than 34 inch. Sand should have less • than 50 percent of the particles by weight passing a #40 sieve and less than 5 percent of the particles by weight passing a #200 sieve. Above the gas permeable aggregate or sand, a polyethylene sheeting (6 mil minimum) should be placed. The sheeting should be properly lapped and penetrations through the sheeting sealed. Penetrations through the slab and foundation walls should also be sealed. D.S. Exterior Stabs Exterior slabs will be underlain with mostly clayey soil, which is considered moderately to highly frost susceptible. If these soils become saturated and freeze, unfavorable amounts of heaving could occur. Grading to direct surface drainage away from buildings helps limit the potential for saturation and subsequent heaving to occur. Still, even limited amounts of movement can create tripping hazards. One way to help limit the potential for heaving to occur is to remove frost -susceptible soils present below the overlying slab "footprints" down to bottom -of -footing grades or to a maximum depth of 5 feet below subgrade elevation, whichever is least, and replace them with non frost -susceptible (NFS) backfill consisting of sand having less than 5 percent of the particles by weight passing a #200 sieve. • If the banks of excavations to remove frost -susceptible soils from below exterior slabs are not sloped, abrupt transitions between frost -susceptible and NFS backfill will exist along which unfavorable amounts of differential heaving may still occur. Such transitions could exist between exterior slabs and pavements, BRAUN INTERTEC DDK Construction • Project BL -11-05148 January 4, 2012 Page 11 J between slabs and sidewalks, and along the slabs themselves should excavations be confined only to the building entrances. NSF backfill is also likely to be more permeable than the soils it replaces, and so can also trap infiltrating surface drainage and groundwater that can contribute to --he-eaving at transitions. To address these issues, we recommend: Sloping the banks of excavations to remove frost -susceptible soils at a 3:1 (horizontal:vertical) or flatter gradient. Sloping the bottoms of the excavations to drain away from the building. Installing perforated drainpipes along the bottom outer edges of the excavations to collect and dispose of surface drainage and groundwater that could otherwise accumulate within the backfill and contribute to heaving. One alternative is to support the slabs on frost -depth footings, and suspending the slabs at least 4 inches j • above the underlying subgrade soils to accommodate heaving without it affecting the slabs. D.6. Pavements • D.6.a. Subgrade Proof -Roll Prior to placing aggregate base material, we recommend proof -rolling pavement subgrades to determine if the subgrade materials are loose, soft or weak, and in need of further stabilization, compaction or sub - excavation and re -compaction or replacement. D.6.b. Design Sections Laboratory tests to determine an R -value for pavement design were not included in the scope of this project. Based on the soils encountered by the borings and our experience with similar projects in the area, however, it is our opinion that for a mostly clay site, an R -value of 10 can be assumed for design purposes. Based upon the aforementioned traffic loads and an R -value of 10, we recommend a pavement section that includes 3 1/2 inches of bituminous pavement over 8 inches of aggregate base material and 18 inches of select granular borrow subbase. BRAUN INTERTEC DDK Construction • Project BL -11-05148 January 4, 2012 Page 12 The above pavement designs are based upon a 20 -year performance life. This is the amount of time before major reconstruction is anticipated. This performance life assumes maintenance, such as seal coating an cracksealing; is rdufinely peF of rmecT. The actual pavemeni life -will vary dmon variations in weather, traffic conditions and maintenance. D.6.c. Materials and Compaction We recommend specifying crushed aggregate base meeting the requirements of Minnesota Department of Transportation (Mn/DOT) Specification 3138 for Class S. We recommend that the bituminous wear and base courses meet the requirements of Specifications 2360. We recommend that the aggregate base be compacted to a minimum of 100 percent of its maximum standard Proctor dry density. We recommend that the bituminous pavement be compacted to at least 92 percent of the maximum theoretical Rice density. We recommend specifying concrete for sidewalks and for curb and gutter have a minimum 28 -day • compressive strength of 4,000 psi. We also recommend Type I cement meeting the requirements of ASTM C 150. We recommend specifying 5 to 8 percent entrained air for exposed concrete to provide resistance to freeze -thaw deterioration. We also recommend using a water/cement ratio of 0.45 or less for concrete exposed to deicers. D.6.d. Subgrade Drainage We recommend installing perforated drainpipes throughout pavement areas at low points and about catch basins. The drainpipes should be placed in small trenches extended at least 8 inches below the granular subbase layer — or aggregate base material where no subbase is present. D.7. Utilities D.7.a. Subgrade Stabilization We anticipate that utilities can be installed per manufacturer bedding requirements. However, if any loose, soft, or unstable soils are encountered at pipe invert elevations, these soils should be compacted, or replaced with a suitable bedding material. D.7.b. Selection, Placement and Compaction of Backfill We recommend selecting, placing and compacting utility backfill in accordance with the • recommendations provided above in Section D.1. INTERTEC • • • DDK Construction Project BL -11-05148 January 4, 2012 Page 13 D.B. Construction Quality Control D.8.a. Excavation Observations We recommend having a geotechnical engineer observe all excavations related to subgrade preparation and spread footing, slab -on -grade and pavement construction. The purpose of the observations is to evaluate the competence of the geologic materials exposed in the excavations, and the adequacy of required excavation oversizing. D.8.b. Materials Testing We recommend density tests be taken in excavation backfill and additional required fill placed below spread footings, slab -on -grade construction, beside foundation walls, behind basement walls, and below pavements. We recommend Marshall tests on bituminous mixes to evaluate strength and air voids, and density tests to evaluate compaction. We also recommend slump, air content and strength tests of Portland cement concrete. D.B.c. Pavement Subgrade Proof -Roll We recommend that proof -rolling of the pavement subgrades be observed by a geotechnical engineer to determine if the results of the procedure meet project specifications, or delineate the extent of additional pavement subgrade preparation work. D.8.d. Cold Weather Precautions If site grading and construction is anticipated during cold weather, all snow and ice should be removed from cut and fill areas prior to additional grading. No fill should be placed on frozen subgrades. No frozen soils should be used as fill. Concrete delivered to the site should meet the temperature requirements of ASTM C 94. Concrete should not be placed on frozen subgrades. Concrete should be protected from freezing until the necessary strength is attained. Frost should not be permitted to penetrate below footings. BRAUN INTERTEC DDK Construction • Project BL -11-05148 January 4, 2012 Page 14 E. Procedures E.I. Penetration Test Borings The penetration test borings were drilled with an off road -mounted core and auger drill equipped with hollow -stem auger. The borings were performed in accordance with ASTM D 1586. Penetration test samples were taken at 2 1/2- or 5 -foot intervals. Actual sample intervals and corresponding depths are shown on the boring logs. E.2. Material Classification and Testing E.2.a. Visual and Manual Classification The geologic materials encountered were visually and manually classified in accordance with ASTM Standard Practice D 2488. A chart explaining the classification system is attached. Samples were placed in • jars or bags and returned to our facility for review and storage. E.2.b. Laboratory Testing iThe results of the laboratory tests performed on geologic material samples are noted on or follow the appropriate attached exploration logs. The tests were performed in accordance with ASTM or AASHTO procedures. E.3. Groundwater Measurements The drillers checked for groundwater as the penetration test borings were advanced, and again after auger withdrawal. The boreholes were then immediately backfilled. F. Qualifications F.I. Variations in Subsurface Conditions F.l.a. Material Strata • Our evaluation, analyses and recommendations were developed from a limited amount of site and subsurface information. It is not standard engineering practice to retrieve material samples from INTERTEC DDK Construction • Project BL -11-05148 January 4, 2012 Page 15 C J exploration locations continuously with depth, and therefore strata boundaries and thicknesses must be inferred to some extent. Strata boundaries may also be gradual transitions, and can be expected to vary in depth, elevation and thickness away from the exploration locations. - — ----- Variations in subsurface conditions present between exploration locations may not be revealed until additional exploration work is completed, or construction commences. If any such variations are revealed, our recommendations should be re-evaluated. Such variations could increase construction costs, and a contingency should be provided to accommodate them. F.l.b. Groundwater Levels Groundwater measurements were made under the conditions reported herein and shown on the exploration logs, and interpreted in the text of this report. It should be noted that the observation periods were relatively short, and groundwater can be expected to fluctuate in response to rainfall, flooding, irrigation, seasonal freezing and thawing, surface drainage modifications and other seasonal and annual factors. F.2. Continuity of Professional Responsibility F.2.a. Plan Review This report is based on a limited amount of information, and a number of assumptions were necessary to help us develop our recommendations. It is recommended that our firm review the geotechnical aspects of the designs and specifications, and evaluate whether the design is as expected, if any design changes have affected the validity of our recommendations, and if our recommendations have been correctly interpreted and implemented in the designs and specifications. F.2.b. Construction Observations and Testing It is recommended that we be retained to perform observations and tests during construction. This will allow correlation of the subsurface conditions encountered during construction with those encountered by the borings, and provide continuity of professional responsibility. F.3. Use of Report This report is for the exclusive use of the parties to which it has been addressed. Without written • approval, we assume no responsibility to other parties regarding this report. Our evaluation, analyses and recommendations may not be appropriate for other parties or projects. BRAUN INTERTEC • FA. Standard of Care DDK Construction Project BL -11-05148 January 4, 2012 Page 16 In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under similar circumstances by reputable members of its profession currently practicing in the same locality. No warranty, express or implied, is made. • • BRAUN ENTERTK Appendix 0 1NTERTEC 0 • 0 �L—u 11 1 i - Uj CL Z H013AS 14011�1 omrdos 110S z1,j Ili I XM1*- 11 1 •1 X Fl i r ;z I u `_ 3°��y...�. �°°\moi _..$��ia�'�t1 V'�V� .. —_ __—„�--_—. s lb V�i i: L 9f lb V�i • BRAUN~ INTERTEC • LOG OF BORING Braun Project BL -11-05148 BORING: ST -1 GEOTECHNICAL EVALUATION 13 -Acre Parcel LOCATION: See attached sketch. h West 86th Street & Tigua Lane - Chanhassen, Minnesota o -DRILLER. --S.Briggs METHOD:--&114'HSA�-Autohammer -----DATE:-----1?121111--SCALE:- 1"=4'-- _ Elev. Depth `s feet feet Description of Materials BPF WL MC pp j Tests a Notes 889.5 0.0 Symbol (Sol- ASTM D2488 or D2487. Rock-USACE EMI 110,1-2908) % tsf i OL —_ ORGANIC CLAY, with seams of Sity Sand, black, frozen Benchmark: — _ to we" Surface elevations o — (Topsoil) Obtained by gps. ` — 2 885.5 4.0 _ SC CLAYEY SAND, with lenses of Silty Sand, with a trace of s — Fibers, gray, wet, very soft (Alluvium) WH' 'Weight of hammer a 882.5 7.0 CL SANDY LEAN CLAY, with a trace of Gravel, gray, wet, „ - soft to very stiff. 3 25 1/4 (Glacial Til) 5 3/4 - 5 3/4 11 19 868.5 21.0 END OF BORING. Water not observed with 19 1/2 feet of hollow -stem - auger in the ground. - Water not observed to cave -In depth of 12 1/2 feet immediately after withdrawal of auger. Boring immediately backfilled. Braun Interim Corpar V ST -1 page 1 of 1 0 • • BRAUN' INTERTEC LOG OF BORING Braun Project BL -11-05148 BORING: ST -2 GEOTECHNICAL EVALUATION 13 -Acre Parcel LOCATION: See attached sketch. o West 86th Street & Tigua Lane Chanhassen, Minnesota e o DRILLER: S. Briggs u METHOD: 3 114" HSA, Autohammer DATE: 12/21/11 SCALE: 1" = 4' Elev. feet DescrLonofMatetral�feet BPF WL MC Tests or Notes 'n 896.9 0.0 Symbol (Soil- ASTM D2488 or D2487, Rock -USAGE EMI 110-1-2908) oda CL LEAN CLAY, with Organics, dark brown, frozen. g 895.9 1.0 (Topsoil) CL SANDY LEAN CLAY, with a trace of Gravel, brown, u - moist to wet, rather stiff to very stiff. n (Glacial Till) 12 i— — 15 19 D J- D D' 13 D 13 - 17 882.9 14.0 CL SANDY LEAN CLAY, with a trace of Gravel, gray, — moist to wet, rather stiff to very stiff. (Glacial Till) 12 18 875.9 21.0 END OF BORING. Water not observed with 19 112 feet of hollow -stem - auger in the ground. - Water not observed to rave -in depth of 16 12 feet immediately after withdrawal of auger. Boring immediately backfilled. o ..-uj,-m Braun IlRertec CoMorauon sr -z page) or r • • BRAUN' INTERTEC LOG OF BORING Braun Project BL -11-05148 BORING: ST -3 GEOTECHNICAL EVALUATION 13 -Acre Parcel LOCATION: See attached sketch. o West 86th Street & Tigua Lane Chanhassen, Minnesota m o DRILLER: S. BriggsMETHOD: 3 7/4"HSA, Autohammer DATE: 12127/11 SCALE: V, = 4' o Elev. D_ epth_ _ _ o eet feet - _ - -Description-of-Materials gpF WL MC Tests or Notes 904.9 0.0 Symbol (Soil -ASTM D2488 or D2487, Rock-USACE EMI 110-1-2908) % - CL LEAN CLAY, with Organics, dark brown, frozen. a 903.9 1.0 (Topsoil) 5 CL SANDY LEAN CLAY, with a trace of Gravel, brown, „- moist to wet, very stiff. n (Glacial Tilq 21 10 o— D — 21 U J _ n 0 u- 21 17 i 24 - 22 26 886.9 18.0 CL SANDY LEAN CLAY, with a trace of Gravel, gray, - moist, very stiff. (Glacial Till) 883.9 21.0 23 END OF BORING. Water not observed with 19 1/2 feet of hollow -stem - auger in the ground. - Water not observed to cave-in depth of 18 feet immediately after withdrawal of auger. Boring immediately backfilled. oioun ill r ;wPa m r.vc , U. , • • BRAUW INTERTEC LOG OF BORING Braun Project BL -11-05148 BORING: ST -4 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. n 13 -Acre Parcel West 86th Street & Tigua Lane Chanhassen, Minnesota 5 DRILLER: S. Briggs Y METHOD: 31/4" HSA, Autohammer DATE: 12/21/11 SCALE: 1"=4' 5 Elev. Depth_ --- = feet feet _ _ � � ��_ - - Description-ofMaterials _ BPF WL MC Tests or Notes U 904.2 0.0 Symbol (Soil -ASTM D2488 or D2487, Rock -USAGE EM1110-1-2908) % CL LEAN CLAY, with Organics, dark brown, frozen. `— 903.1 1.1 (Topsoil) - CL SANDY LEAN CLAY, brown, dry, medium. g — .(Possible Fill) 6 900.2 4.0 - CL SANDY LEAN CLAY, with a trace of Gravel, brown, — wet, rather stiff to stiff. (Glacial Till) 12 24 14 23 i 11 _ 12 10 885.2 19.0 SP POORLY GRADED SAND, fine- to medium -grained, with a trace of Gravel, light brown, moist, medium 883.2 21.0 dense. (Glacial Outwash) 15 END OF BORING. Water not observed with 19 1/2 feet of hollow -stem _ auger in the ground. Water not observed to cave-in depth of 17 12 feet — immediately after withdrawal of auger. — Boring immediately backfilled. BL -11-05148 Braun InWm CorporaWn ST4 page 1 of 1 0 • • BRAUN'" INTERTEC LOG OF BORING Braun Project BL -11-05148 BORING: ST -5 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. 13 -Acre Parcel West 86th Street & Tigua Lane Chanhassen, Minnesota S DRILLER: S. Briggs 0 METHOD: 31/4' HSA, Autohammer DATE: 12127111 SCALE: 1"=4' > Elev. Depth feet - feet -- Description of Materials BPF �Wl_ MC pp Tests or Notes 898.9 0.0 Symbol (Soik ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) oho tsf 898.0 0.9 CL LEAN CLAY, with Organics, dark brown, frozen. — (Topsoil) CL SANDY LEAN CLAY, with a trace of Gravel, brown, — wet, rather soft to rather stiff. (Glacial Till) 5 28 1 12 25 I i_ I _ 11 889.9 9.0 SM :. SILTY SAND, fine- to medium -grained, with lenses of — Clayey Sand, brown, moist, medium dense. (Glacial Till) 16 886.9 12.0 CL LEAN CLAY, brown, wet, rather stiff. — (Glacial Till) 11 884.9 14.0 CL SANDY LEAN CLAY, with a trace of Gravel, brown to — gray, moist to wet, very stiff. (Glacial Till) 18 with Cobbles at 20 feet. 18 877.9 21.0 END OF BORING. Water not observed with 19 1/2 feet of hollow -stem — auger in the ground. — Water not observed to cave-in depth of 18 feet immediately after withdrawal of auger. Boring immediately backfilled. BL -11i15148 Braun Intense corporation 8I -G Pagel al BRAUN INTERTEC Descriptive Terminology of Soil Standard D 2487 - 00 Classification of Soils for Engineering Purposes (Unified Soil Classification System) a eardwse neklid pa¢argthelin (75mm)sleve. b. If add sample wntsmed "W" or boWdars, or both, add `nib wbdea or bculdan or both' Is group name. c Ce=De/Dun C�=(Dpi" Dpx W— a ttsol svnfeka215%¢mrA, add bbl sard'bgharyhuma a Gm J¢wM5b t2%fnesmquretluasymbole GGN wiymded prove wib sYt • GW -GC c'elliy amulet pdY pgraded Gravel with at GP -0C pwnY 9ad� gravel with tlay f. ttlan oassyy as CL -M4 usedua symbolGGGM aGGSM. p. Hfnesamorgeric, etltlY.TJhor9+re¢fines'b group tame. h. ttsaa mnbim 215%9rwei, atld'whn 0mvel'bgroup name L S Iii waNnx ft�esmgdm dui symbde SYYSG aymded sand wib sit SwSC SPSe l imxs ed dertl wa-h day xxvYasand w dat SP -SCC PpxHy Patltl and with tlay ). rAEeNHg knit pal'n hekhed aseA sea o a GL�4L, sats dry k yedwnlaim mb29%Phe No.200. add With rarhTatth amus'wNdwvwaPredomwr4 I. ,tole»mins2JD9ipie tb.2tlo.preawnitantiv ¢aM.adtl'satq`bgrp4rreme. m aoavnYaW2l0Xpia No.2llDpwbrriruritly9mvel, adtl'an¢elt'bgmxpmme n W24 od poGwaebwe'A'Ane. o. %Uor poS MWw'A'Ibe. q. Pl pots bd"'A'v a, Arm q. PI pas toJow-A' ins d 40 9 C N U as 20 re a 10 7 4 D _ 10 16 20 30 40 so so 70 00 90 100 110 Criteria for Assigning Group Symbols and Soils Classification _......... -__-_. 2 to 3 BPF Group Names Using Laboratory Tests • Grous DD • Dry density, pct Oc Oc Organic content% WD . symbol Group Noma° c `o Gmvals Clean Gravels C.B4ardl-11" 3` GW Wall -graded gravtls n s m c More than 50% Of masse fraction 5%w less fines• ('i <4andlorl>C>3` GP Peron s Y g2ded grate) -aM—N kt Flnea-- FF—asd— as wNlH -GM- Si ravelarv—_ - , retained cn c� e'R$Sands No.4 sieve Mme than 12% firms • Floes des as CL or CH GC clayey gravel srs 77_.■■ Clean Sands C.26ardi<C�53c SW Well -graded saws C rJ z c oarse frtraditionlees 5% or 51res I C <6 endow 1 > Cc>3 0 SP Poorly graded send vo Passes Sable with Flshea Fines dasslfy as ML or MH SM Silly send rs° E No.4 sieve More the 12%s Fines classify as CL or CH SC Clayey Mai fit g Silts and Clap Inorganic PI > 7 and plots on or above'A' line I CL Lean day ° I ^ PI <4 or c is belowW final ML sit ° m Uquid lima leu than 50 Organic Liquid Nmt-oven tided < 0.76 OL Organic day ° I ^ " g id 0mt- rid dyed OL Organic sift" P E QL d Silts and clays ya In grganic PI Plots on or alowe'A' ins CHclays fa t m PI Pbis below'A' lire MH Elastic sit ° ^ o z Liquid limit E W or more Orgargc Liquid limit- oven tined OH Organic clay ^ r V dhmt-mot deed <0.7$ OH Organic sat "h^1 Highly Organic Soils Primadiy, agenic matter, dark in odor and organic odor PT Peat a eardwse neklid pa¢argthelin (75mm)sleve. b. If add sample wntsmed "W" or boWdars, or both, add `nib wbdea or bculdan or both' Is group name. c Ce=De/Dun C�=(Dpi" Dpx W— a ttsol svnfeka215%¢mrA, add bbl sard'bgharyhuma a Gm J¢wM5b t2%fnesmquretluasymbole GGN wiymded prove wib sYt • GW -GC c'elliy amulet pdY pgraded Gravel with at GP -0C pwnY 9ad� gravel with tlay f. ttlan oassyy as CL -M4 usedua symbolGGGM aGGSM. p. Hfnesamorgeric, etltlY.TJhor9+re¢fines'b group tame. h. ttsaa mnbim 215%9rwei, atld'whn 0mvel'bgroup name L S Iii waNnx ft�esmgdm dui symbde SYYSG aymded sand wib sit SwSC SPSe l imxs ed dertl wa-h day xxvYasand w dat SP -SCC PpxHy Patltl and with tlay ). rAEeNHg knit pal'n hekhed aseA sea o a GL�4L, sats dry k yedwnlaim mb29%Phe No.200. add With rarhTatth amus'wNdwvwaPredomwr4 I. ,tole»mins2JD9ipie tb.2tlo.preawnitantiv ¢aM.adtl'satq`bgrp4rreme. m aoavnYaW2l0Xpia No.2llDpwbrriruritly9mvel, adtl'an¢elt'bgmxpmme n W24 od poGwaebwe'A'Ane. o. %Uor poS MWw'A'Ibe. q. Pl pots bd"'A'v a, Arm q. PI pas toJow-A' ins d 40 9 C N U as 20 re a 10 7 4 D _ 10 16 20 30 40 so so 70 00 90 100 110 Particle Sim Identification Boulders... ............................ over 12' Cobbles .........._......_.__-_, W to 12' Gravel Coarse ..._....._-..-.._..__.. 3/4'to 3' FIN ........ .......... _.... __. No. 4 to 3/4' Median _..... ............. _ No. 10 to No.40 Fine ...... _...... ... .......... No. 40 to No. 200 Sit ._._._-_..... ___ ------- <No. 200. PI<4 or belm'A' fine Clay .._........__ ..................... C No. 200, P124 end on or above'A' line Relative Density of Cohesionless Soils Very loose .... ... ....................... 0 to 4 BPF Iaoce........ ___ ........___.. 5 to 10 BPF Medium dense.........._........_... 1110 30 BPF Dennis ........ .... _....... ........ _. $1 to 50 BPF Vary dense ................ _.......... ... over 50 BPF Consistency of Cohesive Soils Wry soft.-. ............. .................. Clot BPF f.iquw Limit (LL) _......... -__-_. 2 to 3 BPF Rathersoft ........ Laboratory Tests DD • Dry density, pct Oc Oc Organic content% WD Wet density, pd S Percent of saturation, % MC PMMMWA/M SG Specific gmvty LL Ligiuld limfl, % C Cohesion, psf PL P.'asffc limit% lit Angle of internal friction Pf plasticity index, % qa Unconfined compressive strength, pd P200 % passing 200 sieve CUP Pocket penetrometer strength, tit 77_.■■ PENN ,MPff, No mammon Particle Sim Identification Boulders... ............................ over 12' Cobbles .........._......_.__-_, W to 12' Gravel Coarse ..._....._-..-.._..__.. 3/4'to 3' FIN ........ .......... _.... __. No. 4 to 3/4' Median _..... ............. _ No. 10 to No.40 Fine ...... _...... ... .......... No. 40 to No. 200 Sit ._._._-_..... ___ ------- <No. 200. PI<4 or belm'A' fine Clay .._........__ ..................... C No. 200, P124 end on or above'A' line Relative Density of Cohesionless Soils Very loose .... ... ....................... 0 to 4 BPF Iaoce........ ___ ........___.. 5 to 10 BPF Medium dense.........._........_... 1110 30 BPF Dennis ........ .... _....... ........ _. $1 to 50 BPF Vary dense ................ _.......... ... over 50 BPF Consistency of Cohesive Soils Wry soft.-. ............. .................. Clot BPF f.iquw Limit (LL) _......... -__-_. 2 to 3 BPF Rathersoft ........ Laboratory Tests DD • Dry density, pct Oc Oc Organic content% WD Wet density, pd S Percent of saturation, % MC Natural moisture content, % SG Specific gmvty LL Ligiuld limfl, % C Cohesion, psf PL P.'asffc limit% lit Angle of internal friction Pf plasticity index, % qa Unconfined compressive strength, pd P200 % passing 200 sieve CUP Pocket penetrometer strength, tit Particle Sim Identification Boulders... ............................ over 12' Cobbles .........._......_.__-_, W to 12' Gravel Coarse ..._....._-..-.._..__.. 3/4'to 3' FIN ........ .......... _.... __. No. 4 to 3/4' Median _..... ............. _ No. 10 to No.40 Fine ...... _...... ... .......... No. 40 to No. 200 Sit ._._._-_..... ___ ------- <No. 200. PI<4 or belm'A' fine Clay .._........__ ..................... C No. 200, P124 end on or above'A' line Relative Density of Cohesionless Soils Very loose .... ... ....................... 0 to 4 BPF Iaoce........ ___ ........___.. 5 to 10 BPF Medium dense.........._........_... 1110 30 BPF Dennis ........ .... _....... ........ _. $1 to 50 BPF Vary dense ................ _.......... ... over 50 BPF Consistency of Cohesive Soils Wry soft.-. ............. .................. Clot BPF Soft ........ ..... _......... -__-_. 2 to 3 BPF Rathersoft ........ 4 to 5 BPF Medium ....... ...... _.._.............. 6 to a BPF Rather stiff ............ 9 to 12 BPF Stn ....................... _............. 13 to 16 BPF Very stiff ._........ _.._.__._....... 17 to 30 BPF Hard ............ _..................... over 30 BPF Drifting Notes Standard penetration test borings were advanced by 3 1/4' or 8114' ID hollow -stem augers unless noted otherwise, !wing water was used to clean out auger prior to sampling only where indicated on logs. Standard penetration test borings are designated by the prefix 'ST' (Split Tube). Al samples wam taken with the standard 2' OD split -tube sampler, except where noted. Power auger borings were advanced by 4- or 6- diameter continuous flight solid -stem augers. Soil dassificafions and strata depths were in- fer etl from disturbed samples augerad to the surface and aretherefore, somewhat approximate. Power auger borings are designated by the P.Tfi B.' Hand auger borings were advanced manually with a 1 1/2' or 3 1/4' diameter augerand werelknted b the deptr!ran whkn the auger could bemanuallywlthdrawn. Hand auger borngs are indicated by the prefix 'H' BPF: Numbers ind'Icale blows per That recorded in standard penetration test, also known as'N'value. The sampler was sat 6- Into undisturbed wit belga the hollow -stem auger. Driving resistances were then counted forsecond and third 6' increments and added to get BPF Whom they differed sigNfimntly, they are reported in the fallowing form: 2/12 for the second and third 6' increments, respectively. WH: WH indicates the sampler penetrated soil underweightof hammer and rods alone; driving not required. WR: WR indicates the sampler penetrated wil under weight of rods abne; hammerweigln and driving not required. TW indicates thin-walled (undisturbed) tube sample. Nom: All tasts were nm in genera accordance with applicable ASTM standards. Rx7W Preliminary STORMWATER MANAGEMENT PLAN AND CALCULATIONS FOR The Preserve at Rice Lake Chanhassen, MN April 17, 2013 CITY OF CHANHASSEN RECEIVED APR 19 2013 Prepared By: CHANHASSEN PLANNING DEPT Kaltio Engineering Inc. 10775 Poppitz Lane Chaska, MN 55318 612-418-6828 I hereby certify that this plan, report, or specification was prepared by me or under my direct supervision and that I am a duly licensed engigser under the 1 w offtthhee State of Minnesota. L /� z"4 ;P'A LYcense No. 26909 S Curtiss J. Kallio ' STORMWATER MANAGEMENT PLAN AND CALCULATIONS ' Introduction This Preliminary Stormwater Management Plan addresses how this proposed project will meet the ' surface water management requirements of the City of Chanhassen as discussed below. This report is considered preliminary because changes are anticipated through city reviews. ' This site is very unique due to the topography and natural areas the developer is trying to preserve. This topography makes it difficult to collect and treat stormwater using only conventional ponding methods, and some alternative treatment methods will be discussed. Through city reviews, we are confident that effective stormwater treatment meeting city requirements will be achieved. Requirements The City of Chanhassen Surface Water Management requirements are summarized as follows: 1. Peak dischargerates: No increase in peak discharge rate may result from the proposed project for the 1- or 2 -year storm, the 10 -year storm and the 100 -year storm event. Variances may be allowed if computations can be provided which demonstrate no adverse downstream effects will result from the proposed system. 2. Water Quality Standard: Water quality treatment consistent with NURP criteria (90 percent removal of TSS and 60 percent removal of TP for a standard NURP particle size distribution). 3. Minor Drainage Systems: Storm sewer conveyance system shall be designed for a 10 year storm and be evaluated for a 100 year storm event. 4. Pond Outlet Structure: Designs shall provide rate controls that limit post -project rates to not exceed existing rates for I- or 2 -year, 10 -year, 100 -year events and 100-year/10-day snowmelt. Maximum inlet pipe velocity of 0.5 fps. 5. Emer¢encv Overflow Suillwav: Designed to convey storm flows for up to a 10.0 -inch storm event shall be analyzed to ensure the emergency overflow spillway will function as designed. Existing Site The 13.2 acre site currently consists of 3.6 acres of wetland and 9.6 acres of combined grass and tree area. There is no existing impervious area on the site. All of the runoff from this site ultimately drains to Rice Lake. The eastern 1.2 acres drain to wetland which then drains to a ditch at the northeast comer of the site, while the remaining 12.0 acres drains to a ditch which passes through a culvert under the driveway to the north, and then drains to Rice Lake. This site also has 2.3 acres draining to it from MnDOT Right of Way, 1.3 acres draining to it from the wetland and development to the west, and 9.82 acres draining to the wetland south of Tigua Lane from the north. This off-site or flow through drainage can not be easily separated from the site runoff, so it will modeled with the site runoff. The site is well vegetated and there are no signs of erosion or problem areas. The majority of the soils on the site are the Lester and Kilkenny series. These soils are formed on glacial till and moraines. They have moderate permeability and would be in the hydrologic soil group of B according to the county soils data. Proposed Improvements Proposed improvements to this site include subdividing the land into 16 lots. To accomplish this, 1300 feet of roadway and a cul de sac will have to be constructed. The roadway has a curb back to back width that varies from 28 feet to 31 feet. The average lot size is 10,890 square feet. For calculation purposes, each lot was assumed to have 3500 sq. ft. of impervious surface. The 3500 sq. ft. is comprised of 2500 sq. ft. for house and landscaping and 1000 sq. ft. for driveway and walks. The majority of the side yard high points are near the front of the houses, so most of the impervious surface per lot is in the subcatchment to the rear of the house. The new impervious surface for this site is 2.47 acres. The impervious surfaces were assigned a curve number of 98. The remaining yards and open space was assigned a curve number of 61. In addition to the proposed site impervious areas, the post -development HydroCAD model includes an additional 2.52 acres of impervious surface from off-site and flow through areas. To meet pre -development runoff rates and water quality standards, wet detention stormwater ponding and bioretention areas are proposed. MODELING RESULTS Peak Discharge Rates The pre -development and post -development runoff calculations and were performed using HydroCAD software which utilizes SCS TR -20 methodologies. All runoff calculations were performed using a Type II 24-hour rainfall distribution with a 2 -year rainfall of 2.8 inches, a 10 -year rainfall of 4.2 inches, and a 100 -year rainfall of 6.0 inches. Curve numbers were taken from the table using their respective soil group. The 10 -day snowmelt calculations were performed using an AMC Condition of 4. The basin areas with their respective impervious area, curve numbers, and time of concentration can be found in the HydroCAD results at the back of this report. Tables summarizing the HydroCAD inputs are also attached. The pre -development and post development runoff calculations are attached, but summarized below: 2 year 0.9 cfs 1.7 cfs 10 ear 4.6 cfs 5.8 cfs 100 year 11.9 cfs 11.1 cfs As shown above, the post -development peak discharges are larger than the pre -development peak discharges for the 2 -year and I0 -year storms, but smaller for the 100 -year storm. The reason for this is because most of the site has walkout lots and the rear yard drainage can not be collected and routed through the detention pond due to the elevations of the site. Even if the pond had a smaller outlet, the peak discharges would not decrease enough to meet pre -development conditions. The city code allows variances to these criteria if it is demonstrated that there will be no adverse downstream impacts as a result. The downstream impacts will be discussed further below. Downstream Assessment/Impacts There are four discharge points shown in the HydroCAD model. Discharges 1 through 3 all drain to a ditch on the north side of the property which flows to an 18" CMP under the driveway to the north and then flows to Rice Lake. From a downstream impact perspective, Discharges 1 through 3 can be combined to Discharge 1-3. Discharge 4 drains to a wetland to the east and then flows through a ditch to Rice Lake. The individual discharges are shown in the Pre and Post Development Discharge Table and summarized below: Discharge 2 -Year Storm (cfs) 10 -Year Storm (cfs) 100 -Year Storm (cfs) Point pre p Change pre Post Change Pre Post Change D1-3 0.8 1.1 0.3 4.1 3.7 -0.4 10.1 5.9 -4.2 D4 0.1 0.6 0.5 0.9 2.5 1.6 2.4 5.6 3.2 TOTAL 0.91.7 0.8 4.6 5.8 1.2 11.9 11.1 -0.8 As shown above, the discharges to Dl -3 are nearly equal to or less than pre -development conditions. The discharges to D4 have increased for all storm events. When modeling this site, it was determined that culvert under the driveway was more restrictive than the ditch in Discharge 4. For this reason, the pond is proposed to outlet to the east even though much of the pre -development runoff drained to the north. Another reason for outleting the pond to the east was to provide adequate separation from the pond inlet to the pond outlet. Bioretention Option To mitigate the smaller storm events, bioretention areas could be placed in the rear yards to filtrate the runoff before it discharges from the site. The bioretention areas are not currently included in the calculations, but shown in the preliminary plans. Their use would be dependent on the city accepting them as an alternative stormwater treatment. Their final location would be dependent on maintenance access and desired benefit. The Carver County Water Management District has studied the use of bioretention areas and has developed standard designs that have proven volume reduction and water quality benefits. It is understood that this project is not within the Carver County WMO district. Water Quality Water quality computations for phosphorous (TP) and total suspend solids (TSS) removal were computed using P8 Software. The wet detention ponds were analyzed with the following results: Variable East Pond (% reduction) West Pond (/o reduction) PO% 1310% 84.4 52.8 P300/o 93 72.5 P50% 96.9 87.9 P80% 99.7 98.6 TSS 94.7 82.1 TP 58.2 47.1 TKN 48.4 39.7 CU 61.8 55.7 PB 82.5 72.5 ZN 9.3 8 HC 82.5 72.5 As shown above, the TSS removal exceeds the requirement of 90% for the east pond, but is less than the requirement for the west pond, while the TP removal is less than the required removal of 60% for both the east and west ponds. It should be noted NURP water quality methods are not typically meant for modeling small watersheds such as the west pond. As previously mentioned, bioretention areas have proven TSS and TP removal benefits. If the bioretention areas are allowed as supplement to water quality, it is anticipated that the city criteria could be met. ' Storm Sewer Design The storm sewer system was analyzed using Eaglepoint software and rational method for computing runoff at each inlet. The storm sewer was designed for a 10 year storm event. Storm sewer outlets velocities were reduced to prevent erosion. Riprap and geotextile filter fabric will be used at all storm sewer outlets. See the attached storm sewer design summary sheets for details. Pond Outlet The east pond outlet was designed with a minimum 12" RCP outlet. The pond has capacity to allow for an 8" outlet, but an 8" outlet pipe is discouraged due to potential plugging. The city standard detail does not allow for weir walls which could incorporate a low flow outlet. Both scenarios were run in the model and there was minimal difference in the results. The proposed outlet follows city detail 3109. The velocity through the pond inlet pipe was limited to 0.5 fps for the 1 -year storm event. An 8" outlet is proposed for the west pond due to the small drainage area. It is anticipated that an alternative design will used in conjunction with a staged design for this pond so city detail 3109 is not shown in the plans. A pond emergency overflow will be provided with permanent protection in the final design. Attachments 1. Impervious Area Summary Table 2. Pre and Post Development Discharge Table 3. Permanent Pool Volume Calculations 4. Drainage Area and Curve Number Table 5, Post Development Time of Concentration Input Table 6. Storm sewer design summary sheets (1-6) 7. 2 -yr, 10 -yr, and 100 -yr Pre -Development HydroCAD report 8. 2 -yr, 10 -yr, and 100 -yr Post -Development HydroCAD report 9. 10 -day snowmelt HydroCAD report for East Pond Outlet 10. Pre -Development Drainage Area Map 11. Post -Development Drainage Area Map 12. Storm Sewer Drainage Area Map Impervious Area Summary Table PRESERVE AT RICE LAKE Impervious Area Summary Basis for Impervious Areas: Proposed Houses 2500.0 sq. It Proposed Drives 1000 sq. ft. Streets Area computed in AutoCAD Walks Area computed in AutoCAD HydroCAD Catchment No. of Buildings No. of Drives Building Imp. ac 1\C W I I I Drive Imp. (ac) IFICI YV ua vu. Streets Imp. ac u.a Walks Imp. ac Total New Imp. ac Other Imp. (ac) Existing Imp. (ac) Total Imp. (ac) Comments 51.1 5.6 0 0.32 0.00 0.00 0.00 0.32 0.00 0.00 0.32 S1.2 0.4 2 0.02 0.05 0.50 0.09 0.66 0.08 0.00 0.74 Pond 51.3 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Flow through - MnDOT R/W 51.4 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 51.5 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Flow through - MnDOT R/W S1.6 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.20 0.20 Existing Buildings 51.7 0 0 0.00 0.00 0.00 0.00 0.00 0.00 2.00 2.00 Flow through -from north S21 2 0 0.11 0.00 0.00 0.00 0.11 0.00 0.00 0.11 53.1 0.8 0 0.05 0.00 0.00 0.00 0.05 0.00 0.00 0.05 S3.2 0.7 0 0.04 0.00 0.00 0.00 0.04 0.24 0.00 0.28 Pond S3.3 1.5 0 0.09 0.00 0.00 0.00 0.09 0.00 0.00 0.09 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Flow through - MnDOT R/W S3.4 5 14 0.29 0.32 0.52 0.07 1.20 0.00 0.00 1.20 S3.5 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Flow through - MnDOT R/W S3.6 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 54.1 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Flow through - MnDOT R/W S4.2 TOTALS 16 16 0.92 0.37 1.02 0.16 2.47 0.32 2.20 4.99 Pre and Post Development Discharge Table PRESERVE AT RICE LAKE Pre -Development and Post -Development Discharge Summary = Increase over existing = Decrease from existing HydroCAD Results Summarized in Table Below: Discharge Pant 2 -Year Storm (cfs) 10 -Year Storm (cfs) 100 -Year Storm (ds) Pre Post ChaneMPoste Pre Post Change Dt 0.7 1.0 0.3 9 5.1 5.6 0.5 D2 0.1 0.4 0.3 3 2.1 2.2 0.1 D3 0.2 0.3 0.1.6 4.8 2.2 -2.6 D1-3 0.8 1.1 0.3.4 10.1 5.9 -4.2 D4 0.1 0.6 0.5.6 2.4 5.6 3.2 TOTAL 0.9 1.7 1 0.8 4.6 5.8 1.2 11.9 11.1 -0.8 Permanent Pool Volume Calculatons PRESERVE AT RICE LAKE Permanent Pool Volume Calculations West Pond Permanent Pool Volume Contour Area ac Vol. ac -ft 886.0 0.050 888.0 0.090 0.140 890.0 0.130 0.220 892.0 0.190 0.320 893.0 0.210 0.200 894.0 0.300 0.255 Total 0.100 Total 1.135 East Pond Permanent Pool Volume Contour Area ac Vol. ac -1t 888.0 0.010 890.0 0.020 0.030 891.0 0.030 0.025 892.0 0.060 0.045 Total 0.100 'ond Bottom NWL Pond Bottom NWL Drainage Area and Curve Number Table ' PRESERVE AT RICE LAKE Post -Development Area and Curve Number HydroCAD Inputs HydroCAD Catchment Area 1 Area 2 Area 3 Total Area Comments Area CN Area CN Area CN 51.1 3.99 58 0.32 98 4.31 51.2 0.66 61 0.74 98 1.40 S1.3 0.73 61 0.73 Flow through - MnDOT R/W S1.4 0.71 61 0.71 S1.5 0.17 61 0.17 Flow through - MnDOT R/W 51.6 1.53 58 0.20 98 1.73 Flow through - from west S1.7 7.82 58 2.00 98 9.82 Flow through - from north 52.1 0.46 61 0.11 98 0.57 S3.1 0.61 61 0.05 98 0.66 53.2 0.48 61 0.28 98 0.76 53.3 1.30 61 0.09 98 1.39 53.4 0.87 61 0.87 Flow through - MnDOT R/W 53.5 1.18 61 1.20 98 2.38 S3.6 0.31 61 0.31 Flow through - Mn DOT R/W 54.1 1.05 61 1.05 54.2 0.23 61 0.23 Flow through - MnDOT R/W TOTALS 22.10 1 4.99 27.08 Post Development Time of Concentration HydroCAD Input Table PRESERVE AT RICE LAKE Post -Development Time of Concentration HydroCAD Inputs Sheet Flow Mannings Shallow Concentrated Flow Velocity Surface (n) Surface Description Factor (fps) Smooth surfaces 0.011 Paved 20.3 Fallow 0.05 Unpaved 16.1 Cultivated: Residue -20% 0.06 Grassed Waterway 15.0 Cultivated: Residue>20% 0.17 Nearly Bare & Untilled 10.0 Grass: Short 0.15 Cultivated Straight Rows 9.0 Grass: Dense 0.24 Short Grass Pasture TO Grass: Bermuda 0.41 Woodland 5.0 Range 0.13 Forest w/Heavy Litter 2.5 HydroCAD Catchment S1.1 Sheet Flow 1 Length Sloe Mannin s 200 0.060 0.20 Sheet Flow 2 Length Slope Mannings Shallow Concentrated Flow 1 Length Slope Vel, Factor 140 0.030 7.00 Shallow Concentrated Flow 2 Len th Slope Vel. Factor S1.2 50 0.020 0.15 150 0.02 0.01 140 0.010 20.30 S1.3 100 0.180 0.24 380 0.010 20.30 S1.4 100 0.160 0.20 100 0.010 7.00 S1.5 200 0.120 0.20 100 0.008 7.00 200 0.080 0.20 80 0.008 7.00 S1.6 00 0.020 0.15 400 0.100 15.00 660 0 006 20.30 50 0.090 0.20 0.130 0.20 60 150 0.090 0.20 200 0.045 0.20 180 0.028 5.00 #S4.2 200 0.045 0.24 260 0.046 7.00 160 0.050 0.15 170 0.010 20.30 60 0,220 0.24 160 0.05 0.15 170 0.010 20.30 0.045 0.24 90 0.020 5.00 200 0.230 0.24 200 0.045 0.24 90 0.020 5.00 60 'User Name: FEST 0.00 0.500 Date: 04-14-13 TORM Project: 123377 STORM Network: 01 - STORM A J t�D)clq �6-�� MH1 Time: page: 17:41:47 1 7.00 6.51 0.51 13.26 MH3 CB2 0.00 RUNOFF DESIGN 6.51 0.00 /Y_J ' -____----___-____z____=<==_--maze------------------------_-----__-______----___ From To Catch Run Inl Inl Inl Tot 6.51 1.49 A C T Int CIA Tc 0.700 7.00 6.51 0.00 (cfs) CB6 MH5 MHI FEST 0.00 0.500 5.00 7.15 0.00 13.66 CB2 MH1 0.11 0.700 7.00 6.51 0.51 13.26 MH3 CB2 0.00 0.700 7.00 6.51 0.00 12.70 CB4 MH3 0.35 0.650 7.00 6.51 1.49 12.50 MH5 CB4 0.00 0.700 7.00 6.51 0.00 10.26 CB6 MH5 0.83 0.550 10.00 5.76 2.65 10.00 CB7 CB6 0.76 0.650 9.00 5.99 2.98 9.00 CB4A CB4 0.83 0.500 12.00 5.35 2.24 12.00 ' User Name: curt.kallio Project: 1237 STORM Network: 01 - STORM A Date: 04-14-13 Time: 17:91:57 Page: 1 / 9 PIPE DESIGN G• 6 From To Pipe Len Dia S Capacity Tot On UP On Q Inv Inv V E1 E1 MH1 CB2 MH3 ' CB4 MH5 CB6 CB7 CB4A FES1 MH1 CB2 MH3 CB4 M115 CB6 CB4 Pipe 1 Pipe 2 Pipe 3 Pipe 4 Pipe 5 Pipe 6 Pipe 7 Pipe 4A 160.69 114.41 157.58 55.02 39.44 70.69 31.00 126.92 21 21 21 21 18 18 12 12 0.40 0.40 0.36 0.36 0.45 0.45 1.06 0.73 10.08 10.20 9.63 9.87 7.43 7.20 3.80 3.09 8.52 8.63 8.39 8.45 5.47 5.52 2.98 2.24 894.00 894.74 895.30 895.97 896.37 896.65 897.36 896.77 894.64 895.20 895.87 896.17 896.55 896.97 897.69 897.70 5.44 4.72 5.07 4.74 4.17 4.95 5.36 4.20 User Name: Date: 09-19-13 ' Project: 123737 STORM STORM Time: 17:92:05 Network: 01 - STORM A Page: 1 4 STRUCTURE avDo From To Size Pipe -DESIGN ==_2QZS�_____2�_____ Conf Len Dia Do UP Up Ang Inv Inv Rim Rim E1 E1 E1 E1 ' MH1 FES1 4.00 Pipe 1 -161.912 160.69 21 894.00 894.64 894.00 899.00 CB2 MH1 4.00 Pipe 2 -80.8410 114.41 21 894.74 895.20 899.00 904.28 MH3 CB2 4.00 Pipe 3 52.7320 157.58 21 895.30 895.87 904.28 903.31 CB4 14H 4-00 Pipe 4 -27.9138 55.02 21 895.97 896.17 903.31 902.50 MH5 CB4 4.00 Pipe 5 -1.3811 39.44 18 896.37 896.55 902.50 902.47 ' CB6 MH5 2.00 x 2.00 Pipe 6 -28.4929 70.69 18 896.65 896.97 902.47 901.69 CB7 CB6 2.00 x 2.00 Pipe 7 86.6455 31.00 12 897.36 897.69 901.69 901.69 CB4A CB4 3.00 Pipe 4A -91.9807 126.92 12 896.77 897.70 902.50 901.00 User Name: curt.kallio Date: 09-19-13 ' Project: 1237 STORM Time: 17:93:30 J Network: 02 - STORM B Page: 1 RUNOFF DESIGN From To Catch Run Inl Inl Inl Tot A C T Int CIA Tc (cfs) t CB8 FES2 0.76 0.600 8.00 6.29 2.87 8.00 CB9 CB8 0.98 0.650 7.00 6.51 2.05 7.00 1 User Name: curt.kallio Project: 1237 STORM Network: 02 - STORM B Date: 04-14-13 Time: 17:43:35 Page: 1 Slb PIPE DESIGN --- —_—_ From ---- _------- To -------- --_-_'----- Pipe Len Dia S Capacity Tot In UP Do Q Inv Inv V El El CB8 FES2 PipeS 70.21 18 0.40 6.69 4.83 892.00 892.28 4.71 CB9 CB8 Pipe9 28.00 12 1.89 5.09 2.05 892.48 893.01 3.07 User Name: curt.kallio Date: 04-14-13 / ' Project: 1237 STORM Time: 17:43:39 Network: 02 - STORM B Page: 1 STRUCTURE OESIGN ' From ToSize Pipe Conf Len Dia On Up Dn Up png Inv Inv Rim Rim E1 E1 E1 E1 CBB FES2 2.00 x 2.00 PipeS -103.147 70.21 18 892.00 892.28 892.00 097.01 CB9 CB8 2.00 x 2.00 Pipe9 74.6172 28.00 12 892.48 893.01 897.01 897.01 A �51.a /'7'\ \\21 p1 Dppp2'�_ D3 DISCHARGE 1 DISCr7�rtGE 2 DIS GE 3 I St.3 S2.1 S3.1 S1.3 D C GE d 52.1 53.1 S7.1 3 51.2 SIA E ND S12 S4.1 S4.1 S12 54.2 53.3 Sat S3.3 Sub4 Reach Aon Llnk t 1237 Pre -Development Prepared by Kallio Engineering LLC HvdroCAD® 7.10 s/n 002095 © 2005 Hydr Type 1124 -hr 2 YR Rainfall=2.80" Page 2 dH 7/9n13 Subcatchment S1.1: S7.1 Runoff = 0.53 cfs @ 12.34 hrs, Volume= 0.128 af, Depth= 0.21" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 2 YR Rainfall=2.80" Area ac CN Description 7.210 58 Woods/grass comb., Good, HSG B Tc Length Slope Velocity Capacity Description min feet (ft/ft) ft/sec cfs 19.2 200 0.0450 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 6.7 400 0.0200 1.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 25.9 600 Total 1 W 0.15 ' 0.1 0.53 cfS Subcatchment S1.1: S1.1 Type II 24 -hr 2 YR Rainfall=2.80" Runoff Area=7.210 ac Runoff Volume=0.128 of Runoff Depth=0.21" Flow Length=600' Tc=25.9 min CN=58 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 7 Time (hours) 0 Runoff 1237 Pre -Development Type 1124 -hr 2 YR Rainfall=2.80" ' Prepared by Kallio Engineering LLC Page 3 HydroCAD®7 10 s/n 002095 C 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Subcatchment S1.2: S1.2 Runoff = 0.09 cfs @ 12.35 hrs, Volume= 0.021 af, Depth= 0.21" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 2 YR Rainfall=2.80" Area (ac) CN Description ' 1.200 58 Woods/grass comb., Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 4.0 60 0.2000 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 19.2 200 0.0450 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" ' 3.4 400 0.0800 2.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps _ 26.6 660 Total ' Subcatchment S1.2: S1.2 Hydrograph .095 0.095- 0.09 0.09- 0.09 CfS °.°W V, Type II 24 -hr 2 YR ' Rainfall=2.80" a.o� 007 Runoff Area=1.200 ac 0.065 Runoff Volume=0.021 of 0.06 °005 Runoff Depth=0.21" ' 0045 Flow Length=660' 0.04 Tc=26.6 min 0.035 003 CN=58 1 .025 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) ' 1237 Pre -Development Prepared by Kallio Engineering LLC ' Subcatchment S1.3: S1.3 Runoff = 0.49 cfs @ 12.13 hrs, Volume= 0.051 af, Depth= 0.35" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 2 YR Rainfall=2.80" Area (ac) CN Description 1.530 58 Woods/grass comb., Good, HSG B 0.200 98 Paved parking & roofs 1.730 63 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 200 0.0800 0.3 Sheet Flow, ' n= 0.200 P2= 2.80" 2.1 80 0.0080 0.6 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 15.3 280 Total ' Subcatchment S1.3: S1.3 ' 0.5 ' 0.45 0.4- 0.35- 0.3- 0.25 .40.350.30.25 LL 0.2 ' 0.15 0., 0.05 0 0 2 4 6 8 1 1 cfs 4 Type 1124 -hr 2 YR Rainfall=2.80" Page 4 Type II 24 -hr 2 YR Rainfall=2.80" Runoff Area=1.730 ac Runoff Volume=0.051 of Runoff Depth=0.35" Flow Length=280' Tc=15.3 min CN=63 26 28 3032 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 Time (hours) O Runoff ' 1237 Pre -Development Prepared by Kallio Engineering LLC Type 1124 -hr 2 YR Rainfall=2.80" Page 5 Subcatchment S1.4: S7.4 Runoff = 2.89 cfs @ 12.27 hrs, Volume= 0.370 af, Depth= 0.45" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 2 YR Rainfall=2.80" Area (ac) CN Description ' 7.820 58 Woods/grass comb., Good, HSG B 2.000 98 Paved parking 8 roofs 9.820 66 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 18.2 200 0.0200 0.2 Sheet Flow, ' Grass: Short n=0.150 P2=2.80" 1.4 400 0.1000 4.7 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 7.0 660 0.0060 1.6 Shallow Concentrated Flow, Paved Kv= 20.3 fps 26.6 1,260 Total 1 LL 1 1 1 Subcatchment S1.4: S1.4 Type II 24 -hr 2 YR Rainfall=2.80" Runoff Area=9.820 ac Runoff Volume=0.370 of Runoff Depth=0.45" Flow Length=1,260' Tc=26.6 min CN=66 .r .............. 4 6 8 10 12 144 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 58 58 60 62 64 66 TITS (houm) O RunoB ' 1237 Pre -Development Type 1124 -hr 2 YR Rainfall=2.80" Prepared by Kallio Engineering LLC Page 6 ions LLC 4/17/2013 H droCAM 7.10 s/n 002095 O 2005 HydroCAD Software Solut ' Subcatchment S2.1: S2.1 Runoff = 0.10 cfs @ 12.24 hrs, Volume= 0.021 at, Depth= 0.21" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 2 YR Rainfall=2.80" Area (ac) CN Description 1.200 58 Woods/grass comb., Good, HSG B Tc Length Description 18.4 200 0.0500 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.4 160 0.0750 1.9 Shallow Concentrated Flow, Short Grass Pasture Kv= 7 0 fps 19.8 360 Total 1 1 0 LL 1 1 1 0.11 LCL, 0 0.105 0.1 0.01 10 12 14 16 Subcatchment S2.1: S2.1 Type II 24 -hr 2 YR Rainfall=2.80" Runoff Area=1.200 ac Runoff Volume=0.021 of Runoff Depth=0.21" Flow Length=360' Tc=19.8 min CN=58 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 Time (hours) ❑ Rurwff 1 ' 1237 Pre -Development Type if 24 -hr 2 YR Rainfa&2.80" Prepared by Kallio Engineering LLC Page 7 HydroCADOD 7.10 sin 0020095 @2005 HydroCAD Software _lub "' " 4/17/2013 ' Subcatchment S3.1: S3.1 Runoff = 0.13 cfs @ 12.18 hrs, Volume= 0.025 af, Depth= 0.21" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 2 YR Rainfall=2.80" Area (ac) CN Description 1.390 58 Woodsigrass comb., Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ft/sec) (cfs) 14.9 200 0.0850 0.2 Sheet Flow, Runoff Volume=0.025 of 0.06 Grass: Dense n= 0.240 P2= 2.80" 0.6 60 0.0670 1.8 Shallow Concentrated Flow, Tc=15.5 min 0.05 __ . _. Short Grass Pasture Kv= 7.0 fps 15.5 260 Total 1 1 1 1 0 LL 1 1 1 1 1 1 1 1 Subcatchment S3.1: S3.1 0.14. 0.13 cfs 0.13 Type II 24 -hr 2 YR 0.12 Rainfall=2.80" 0.11 Runoff Area=1.390 ac o., 0.09 Runoff Volume=0.025 of 0.06 Runoff Depth=0.21" 0.07 Flow Length=260' 006 Tc=15.5 min 0.05 __ . _. CN=58 m ............. 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 Time (hours) ❑ RunofF ' 1237 Pre -Development Type 1124 -hr 2 YR Rainfall=2.80" Prepared by Kallio Engineering LLC Page 8 HydroCAD®7 10 s/n 002095 C 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Subcatchment S3.2: S3.2 Runoff = 0.15 cfs @ 12.43 hrs, Volume= 0.040 af, Depth= 0.21" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 2 YR Rainfall=2.80" ' Area (ac) CN Description 2.230 58 Woods/grass comb., Good, HSG B Tc Length Capacity Description r,.f�l 22.6 200 0.0300 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 8.4 340 0.0180 0.7 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 31.0 540 Total 0.15 Cfs Subcatchment S3.2: S3.2 Hydrograph Type II 24 -hr 2 YR Rainfall=2.80" Runoff Area=2.230 ac Runoff Volume=0.040 of Runoff Depth=0.21" Flow Length=540' Tc=31.0 min CN=58 14 16 18 20 22 24 26 28 30 32 34 36 38 404 2 444 6 4850 52 54 56 58 60 62 64 66 68 70 72 Time (hours) ❑Runoff 0.1 ' 0.1 0.1 0.1 ' 0.1 0.1 0. ' 0.0 g 0.0 u Ox 1OX 01 O.0 O.0 ' 0.0 01 1 1 0.1 0.15 Cfs Subcatchment S3.2: S3.2 Hydrograph Type II 24 -hr 2 YR Rainfall=2.80" Runoff Area=2.230 ac Runoff Volume=0.040 of Runoff Depth=0.21" Flow Length=540' Tc=31.0 min CN=58 14 16 18 20 22 24 26 28 30 32 34 36 38 404 2 444 6 4850 52 54 56 58 60 62 64 66 68 70 72 Time (hours) ❑Runoff ' 1237 Pre -Development Prepared by Kallio Engineering LLC HvdroCAD® 7.10 s/n 002095 @ 2005 Hvdi Type 1124 -hr 2 YR Rainfall=2.80" Page 9 e 11710M z Subcatchment S3.3: S3.3 Runoff = 0.06 cis @ 12.45 hrs, Volume= 0.015 af, Depth= 0.21" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 2 YR Rainfall=2.80" Area (ac) CN Description 0.870 58 Woods/grass comb., Good, HSG B Tc Length Slope Velocity Capacity Description _ (min) (feet) (f tft) (ftlsec) (cfs) 23.4 270 0.0500 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 8.4 340 0.0180 0.7 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 31.8 610 Total 1 0.06- ' 0.055- 0.05 ' 0.045 0.04 '2 0.035 0 0.03 LL 0.025 ' 0.02 0.015 ' 0.01 0.005 1 1 r 10.06 ds I 0 2 4 6 8 10 12 14 Subcatchment S3.3: S3.3 Type II 24 -hr 2 YR Rainfall=2.80" Runoff Area=0.870 ac Runoff Volume=0.015 of Runoff Depth=0.21" Flow Length=610' Tc=31.8 min CN=58 26 28 30 3234 6 38 4, 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 Timurs ❑ Runofr ' 1237 Pre -Development Prepared by Kallio Engineering LLC ' Subcatchment S4.1: S4.1 Runoff = 0.09 cfs @ 12.27 hrs, Volume= 0.021 af, Depth= 0.21" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type It 24 -hr 2 YR Rainfall=2.80" ' Area (ac) CN Description 1.180 58 Woods/grass comb., Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.2 200 0.0450 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 2.1 90 0.0200 0.7 Shallow Concentrated Flow, Woodland Kv= 5.0 fps ' 21.3 290 Total Subcatchment S4.1: S4.1 0.105 0.1 ' 0.09E Type 1124 -hr 2 YR Rainfall=2.80" Page 10 Type II 24 -hr 2 YR Rainfall=2.80" Runoff Area=1.180 ac Runoff Volume=0.021 of Runoff Depth=0.21" Flow Length=290' Tc=21.3 min CN=58 4 6 8 10 72 14 76 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (rows) ❑ RunoB ' 1237 Pre -Development Type 1124 -hr 2 YR Rainfall=2.80" Prepared by Kallio Engineering LLC Page 11 HydroCADla 7 10 sin 002095 @ 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Subcatchment S4.2: S4.2 Runoff = 0.03 cfs @ 12.29 hrs, Volume= 0.006 af, Depth= 0.29" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 2 YR Rainfall=2.80" Area (ac) CN Description ' 0.230 61 >75% Grass cover, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) o.oz2 ' 3.8 60 0.2300 0.3 Sheet Flow, LL 0.016 Grass: Dense n= 0.240 P2= 2.80" 19.2 200 0.0450 0.2 Sheet Flow, 6.600 6.06E Grass: Dense n= 0.240 P2= 2.80" ' 2.1 90 0.0200 0.7 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 25.1 350 Total ' Subcatchment S4.2: S4.2 ' 0.036 0.034 0.032 ' 0.03 0.028 0.026 0.022 t o.oz2 0.02 0.618 LL 0.016 0.014 0.012 ' 6.61 6.600 6.06E 0.001, ' 6.66: 1 t 1 l Type II 24 -hr 2 YR Rainfall=2.80" Runoff Area=0.230 ac Runoff Volume=0.006 of Runoff Depth=0.29" Flow Length=350' Tc=25.1 min CN=61 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) O Runotf 1237 Pre -Development Prepared by Kallio Engineering LLC Reach D: TOTAL DISCHARGE Type 1124 -hr 2 YR Rainfa&2.80" Page 12 4/17/2013 (40] Hint: Not Described (Outflow=Inflow) Inflow Area = 27.060 ac, Inflow Depth > 0.31" for 2 YR event Inflow = 0.86 cfs @ 13.47 hrs, Volume= 0.689 of Outflow = 0.86 cfs @ 13.47 hrs, Volume= 0.689 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D: TOTAL DISCHARGE Time (hours) ❑info_ ❑ Outflow 1237 Pre -Development Prepared by Kallio Engineering LLC Reach D1: DISCHARGE 1 Type 1124 -hr 2 YR Rainfall=2.80" Page 13 4/17/2013 [40] Hint: Not Described (Outflow --Inflow) Inflow Area = 19.960 ac, Inflow Depth > 0.34" for 2 YR event Inflow = 0.67 cfs @ 14.12 hrs, Volume= 0.562 of Outflow = 0.67 cfs @ 14.12 hrs, Volume= 0.562 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D7: DISCHARGE 1 Time (hours) ■ Inflow ❑ Outflow 1237 Pre -Development Type 1124 -hr 2 YR Rainfal1=2.80" Page 14 Prepared by Kallio Engineering LLC 4117/2013 HvdroCAD® 7.10 sin 002095 © 2005 HydroCAD Software Solutions LLC Reach D1-3: D7-3 (40] Hint: Not Described (Outflow --inflow) Inflow Area = 25.650 ac, Inflow Depth > 0.31" for 2 YR event Inflow = 0.82 cfs @ 13.65 hrs, Volume= 0.662 of Outflow = 0.82 cfs @ 13.65 hrs, Volume= 0.662 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D1-3: D1-3 Mvdroamoh TIM tnOYrst Flo -1 Tfi -w 0 Outflow 1237 Pre-Development Type 1f 24-hr 2 YR Rainfall=80" Pe 15 Prepared by Kallio Engineering LLC g HvdroCAD@ 7.10 sln 002095 @ 2005 HydroCAD Software Solutions LLC 4I17I2013 Reach D2: DISCHARGE 2 [40] Hint: Not Described (Outflow= Inflow) Inflow Area = 1.200 ac, Inflow Depth = 0.21" for 2 YR event Inflow = 0.10 cfs @ 12.24 hrs, Volume= 0.021 of Outflow = 0.10 cfs @ 12.24 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D2: DISCHARGE 2 Hvdronraoh TIM tnoum ■ Inflow O Outflow ' 1237 Pre -Development Type 11 24 -hr 2 YR Rainfall=2.80" Prepared by Kallio Engineering LLC Page 16 HydroCADV 7 10 sln 002095 © 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Reach D3: DISCHARGE 3 [40] Hint: Not Described (OutFlow=Inflow) ' Inflow Area = 4.490 ac, Inflow Depth= 0.21" for 2 YR event Inflow 0.22 cfs @ 12.67 hrs, Volume= 0.080 of Outflow = 0.22 cfs @ 12.67 hrs, Volume= 0.080 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D3: DISCHARGE 3 1 1 1 3 0 LL 1 t 1 1 Tim (doom) ■ Inflow ❑ Outflow 1237 Pre -Development Type 1124 -hr 2 YR Rainfall=2.80" Page 17 ai Prepared by Kallio EngineeringLLC _ 17/2013 Reach D4: DISCHARGE 4 [40] Hint: Not Described (Outflow --inflow) Inflow Area = 1.410 ac, Inflow Depth = 0.23" for 2 YR event Inflow = 0.13 cfs @ 12.27 hrs, Volume= 0.027 of Outflow = 0.13 cfs @ 12.27 hrs, Volume= 0.027 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D4: DISCHARGE 4 D Inflow 0 Outflow ' 1237 Pre -Development Type 1124 -hr 2 YR Rainfall=2.80" Prepared by Kallio Engineering LLC Page 18 HydroCADV 7.10 s/n 002095 © 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Pond W1.1: WETLAND Inflow Area = 19.960 ac, Inflow Depth = 0.34" for 2 YR event ' Inflow 3.77 cfs @ 12.27 hrs, Volume= 0.570 of Outflow 0.67 cis @ 14.12 hrs, Volume= 0.562 at, Atten= 82%, Lag= 111.0 min Primary 0.67 cis @ 14.12 hrs, Volume= 0.562 of ' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Peak Elev= 888.65' @ 14.12 hrs Surf.Area= 0.440 ac Storage= 0.196 of Plug -Flow detention time= 286.9 min calculated for 0.562 of (99% of inflow) Center -of -Mass det. time= 279.1 min ( 1,216.3 - 937.1 ) ' Volume Invert Avail Storage Storage Description #1 888.11' 5.520 of Custom Stage Data (Irregular)Listed below (Recalc) ' Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 888.11 0.290 806.0 0.000 0.000 0.290 890.00 0.950 2,211.0 1.112 1.112 8.034 892.00 3.770 2,575.0 4.408 5.520 11.219 Device Routing Invert Outlet Devices #1 Primary 888.10' 12.0" x 20.0' long Culvert CMP, end -section conforming to fill, Ke= 0.500 Outlet Invert= 888.08' S= 0.0010'r Cc= 0.900 n=0.012 #2 Primary 891.23' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 0.50 Width (feet) 0.00 20.00 � mary OutFlow Max=0.67 cis @ 14.12 hrs HW=888.65' (Free Discharge) 1=Culvert (Barrel Controls 0.67 cis @ 2.2 fps) 2=Custom Weir/Orifice ( Controls 0.00 cfs) Pond W1.1: WETLAND Hydrograph Time (houm) ■Inflow ❑ Primary Type 1124 -hr 2 YR Rainfall=2.80" 1237 Pre -Development Page 19 ' Prepared by Kallio Engineering LLC 4/17/201 H droCAD®7 10 s/n 002095 O 2005 HydroCAD Software Solutions LLC ' Pond W3: WETLAND Inflow Area = 3.100 ac, Inflow Depth= 0.21" for 2 YR event Inflow = 0.21 cfs @ 12.44 hrs, Volume= 0.055 of Outflow 0.16 cfs @ 12.75 hrs, Volume= 0.055 af, Atten= 22%, Lag= 18.8 min ' Primary 0.16 cfs @ 12.75 hrs, Volume= 0.055 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Peak Elev= 896.16' @ 12.75 hrs Surf.Area= 0.088 ac Storage= 0.004 of ' Plug -Flow detention time= 26.4 min calculated for 0.055 of (100% of inflow) Center -of -Mass det. time= 26.5 min ( 1,009.0 - 982.5 ) Volume Invert Avail.Stora a Storage Description ' #1 896.11' 0.151 of Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) ' 896.11 0.080 222.0 0.000 0.000 0.080 897.00 0.280 420.0 0.151 0.151 0.312 Device Routing Invert Outlet Devices ' #1 Primary 896.11' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 1.89 Width (feet) 4.00 30.00 ' Primary OutFlow Max=0.16 cfs @ 12.75 hrs HW=896.16' (Free Discharge) t1=Custom Weir/Orifice (Weir Controls 0.16 cfs @ 0.7 fps) Pond W3: WETLAND Hydrograph ■ Inflow 'D 0.23 0,21 CfS Primary 0.22 Inflow Area=3.100 ac 0.21 Peak Elev=896.16' ' 0;9 0.18- 0.17- 0.16 CfS Storage=0.004 of 0.16 0.15 ' 0.,4 0.13 - 0.12 3 0.11 M 0.1 0.01 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 Time (hours) ' 1237 Pre -Development Type 1124 -hr 10 YR Rainfall=4.20" Prepared by Kallio Engineering LLC Page 20 HydroCAD®7 10 s/n 002095 0 2005 HydroCAD Software Solutions LLC 4117/2013 ' Subcatchment S7.1: S1.1 Runoff = 3.89 cfs @ 12.25 hrs, Volume= 0.455 af, Depth= 0.76" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 10 YR Rainfall=4.20" _ Area (ac) CN Description 7.210 58 Woods/grass comb., Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ftlR) (ft/sec) (cfs) 19.2 200 0.0450 0.2 Sheet Flow, CN=58 ou cc as �n 79 Grass: Dense n= 0.240 P2= 2.80" 6.7 400 0.0200 1.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 25.9 600 Total 1 4 Subcatchment S1.1: S7.1 0 2 4 6 6 10 12 14 ib 16 ZU ZZ Z4 M 10. J'I a a+ +-.-.----- Tim (houm) ❑ Runoff 3.89 cfs Type II 24 -hr 10 YR Rainfall=4.20" Runoff Area=7.210 ac Runoff Volume=0.455 of Runoff Depth=0.76" Flow Length=600' Tc=25.9 min CN=58 ou cc as �n 79 0 2 4 6 6 10 12 14 ib 16 ZU ZZ Z4 M 10. J'I a a+ +-.-.----- Tim (houm) ❑ Runoff ' 1237 Pre -Development Type// 24 -hr 10 YR Rainfall=4.20" Prepared by Kallio Engineering LLC Page 21 HydroCAD®7 10 sin 002095 0 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Subcatchment S1.2: S1.2 Runoff = 0.63 cfs @ 12.26 hrs, Volume= 0.076 af, Depth= 0.76" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 10 YR Rainfall=4.20" Area (ac) CN Description 1.200 58 Woods/grass comb., Good, HSG B Tc Length Capacity Description 4.0 60 0.2000 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 19.2 200 0.0450 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 3.4 400 0.0800 2.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 26.6 660 Total ' 0.2 0.15 0.1 Subcatchment S1.2: S1.2 Hydrograph 1 0.63 cfs I Type II 24 -hr 10 YR Rainfall=4.20" Runoff Area=1.200 ac Runoff Volume=0.076 of Runoff Depth=0.76" Flow Length=660' Tc=26.6 min CN=58 8 10 12 14 16 16 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) ❑ Runoff 280 Total 1 Subcatchment S1.3: S1.3 Hydrograph Type II 24 -hr 10 YR Rainfall=4.20" Runoff Area=1.730 ac Runoff Volume=0.148 of Runoff Depth=1.03" Flow Length=280' Tc=15.3 min CN=63 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 Time (hours) ❑ Runoft Type 1124 -hr 10 YR Rainfall=4.20" 1237 Pre -Development Page 22 Prepared by Kallio Engineering LLC 4/17/2013 H droCADS 7.10 s/n 002095 O 2005 HydroCAD Software Solutions LLC Subcatchment S1.3: S1.3 Runoff = 1.99 cfs @ 12.10 hrs, Volume= 0.148 af, Depth= 1.03" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 10 YR Rainfall=4.20" Area ac CN Description 1.530 58 Woods/grass comb., Good, HSG B 0.200 98 Paved parking & roofs 1.730 63 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ftft/sec cfs 13.2 200 0.0800 0.3 Sheet Flow, n= 0.200 P2= 2.80" 2.1 80 0.0080 0.6 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 280 Total 1 Subcatchment S1.3: S1.3 Hydrograph Type II 24 -hr 10 YR Rainfall=4.20" Runoff Area=1.730 ac Runoff Volume=0.148 of Runoff Depth=1.03" Flow Length=280' Tc=15.3 min CN=63 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 Time (hours) ❑ Runoft ' 1237 Pre -Development Type 1124 -hr 10 YR Rainfall=4.20" Prepared by Kallio Engineering LLC Page 23 HydroCAD®7 10 s/n 002095 O 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Subcatchment S1.4: S1.4 Runoff = 10.00 cfs @ 12.23 hrs, Volume= 0.988 af, Depth= 1.21" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 10 YR Rainfall=4.20" Area (ac) CN Description ' 7.820 2.000 58 98 Woods/grass comb., Good, HSG B Paved parking & roofs 9.820 66 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.2 200 0.0200 0.2 Sheet Flow, Grass: Short n=0.150 P2=2.80" 1.4 400 0.1000 4.7 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 7.0 660 0.0060 1.6 Shallow Concentrated Flow, Paved Kv= 20.3 fps 26.6 1,260 Total Subcatchment S1.4: S1.4 Hydrograph 1 10.00 cfS I 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 44 Time (houm) Type II 24 -hr 10 YR Rainfall=4.20" Runoff Area=9.820 ac Runoff Volume=0.988 of Runoff Depth=1.21" Flow Length=1,260' Tc=26.6 min CN=66 46 48 50 52 54 56 58 60 62 64 66 68 70 72 ❑Runoff 1 ' 1237 Pre -Development Type 1124 -hr 10 YR Rainfall age 24 Prepared by Kallio Engineering LLC Page 24 4/17/2013 H dmCAD®7 10 s/n 002095 0 2005 HydroCAD Software Solutions LLC ' Subcatchment S2.1: S2.1 Runoff = 0.76 cfs @ 12.17 hrs, Volume= 0.076 af, Depth= 0.76" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 10 YR Rainfall=4.20" Area ac CN Description 1.200 58 Woods/grass comb., Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 18.4 200 0.0500 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.4 160 0.0750 1.9 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 19.8 360 Total Subcatchment S2.1: S2.1 Hydrograph � O Runoff 0.8-.0.76 ' 0.75 cfs Type II 24 -hr 10 YR 0.' Rainfall=4.20" 0.65 ' 0.6 Runoff Area=1.200 ac 0.55 Runoff Volume=0.076 of 0.5 0.45 Runoff Depth=0.76" ' a 0.4 Flow Length=360' LL 0.35- .35 Tc=19.8 min 0.3 1 0.25 CN=58 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 Time (hours) ' 1237 Pre -Development Type 1124 -hr 10 YR Rainfall=4.20" Prepared by Kallio Engineering LLC Page 25 H droCAD® 7.10 sin 002095 @ 2005 H droCAD Software Solutions LLC 4/17/2013 ' Subcatchment S3.1: S3.1 Runoff = 1.04 cfs @ 12.11 hrs, Volume= 0.088 af, Depth= 0.76" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 10 YR Rainfall=4.20" Area (ac) CN Description ' 1.390 58 Woods/grass comb., Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.9 200 0.0850 0.2 Sheet Flow, ' Grass: Dense n= 0.240 P2= 2.80' 0.6 60 0.0670 1.8 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps ' 15.5 260 Total Subcatchment S3.1: S3.1 ' Hydrograph ❑Runoff 1.04 CfS ' Type II 24 -hr 10 YR 1 Rainfall=4.20" ' Runoff Area=1.390 ac Runoff Volume=0.088 of Runoff Depth=0.76" ' LL Flow Length=260' Tc=15.5 min 1 CN=58 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 fib 68 70 72 Time (hours) ' 1237 Pre -Development Type// 24 -hr 10 YR Rainfall=4.20" Prepared by Kallio Engineering LLC Page 26 HydroCAD@ 7.10 s/n 002095 @ 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Subcatchment S3.2: S3.2 Runoff = 1.06 cis @ 12.32 hrs, Volume= 0.141 af, Depth= 0.76" t Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 10 YR Rainfall=4.20' Area (ac) CN Description 2.230 58 Woods/grass comb., Good, HSG B Tc Length Description 22.6 200 0.0300 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 8.4 340 0.0180 0.7 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 31.0 540 Total Subcatchment S3.2: S3.2 Type II 24 -hr 10 YR Rainfall=4.20" Runoff Area=2.230 ac Runoff Volume=0.141 of Runoff Depth=0.76" Flow Length=540' Tc=31.0 min CN=58 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) D Runoff ' 1237 Pre -Development Prepared by Kallio Engineering LLC HVArnr:ArM 7.10 s/n 002095 © 2005 HVdr Type 1124 -hr 10 YR Rainfall=4.20" Page 27 Subcatchment S3.3: S3.3 Runoff = 0.41 cfs @ 12.33 hrs, Volume= 0.055 af, Depth= 0.76" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 10 YR Rainfall=4.20" Area ac CN Description 0.870 58 Woods/grass comb., Good, HSG B Tc Length Slope Velocity Capacity Description min feet ft/ftft/sec cfs 23.4 270 0.0500 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 8.4 340 0.0180 0.7 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 31.8 610 Total 0.21 0.2- 0.2 LL 0.. 0.1 0.1 0.1 0.1 o. Subcatchment S3.3: S3.3 Hydrograph Type II 24 -hr 10 YR Rainfall=4.20" Runoff Area=0.870 ac Runoff Volume=0.055 of Runoff Depth=0.76" Flow Length=610' Tc=31.8 min CN=58 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 Time (hours) O RurwiF ' 1237 Pre -Development Type it 24 -hr 10 YR Rainfall=4.20" Prepared by Kallio Engineering LLC Page 28 HydroCAM 7.10 stn 002095 O 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Subcatchment S4.1: S4.1 Runoff = 0.72 cfs @ 12.19 hrs, Volume= 0.075 af, Depth= 0.76" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 10 YR Rainfall=4.20" Area (ac) CN Description 1.180 58 Woods/grass comb., Good, HSG B Tc Length Description 19.2 200 0.0450 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 2.1 90 0.0200 0.7 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.3 290 Total Subcatchment S4.1: S4.1 Type II 24 -hr 10 YR Rainfall=4.20" Runoff Area=1.180 ac Runoff Volume=0.075 of Runoff Depth=0.76" Flow Length=290' Tc=21.3 min CN=58 12 34 36 38 40 42 44 Tune (hours) 60 62 64 66 ❑ RurgiF 0.8 0.75 0.72 CfS ' 0.7 0.65- 0.6: 0.55- O.5 ' 0.45 0.4 0 LL 0.35 ' 0.3 0.25- .250.z0.150.1 0.2- 0.15- 0.1 0.05 ' o 1 0 2 4 6 8 10 12 14 Subcatchment S4.1: S4.1 Type II 24 -hr 10 YR Rainfall=4.20" Runoff Area=1.180 ac Runoff Volume=0.075 of Runoff Depth=0.76" Flow Length=290' Tc=21.3 min CN=58 12 34 36 38 40 42 44 Tune (hours) 60 62 64 66 ❑ RurgiF 1 ' 1237 Pre -Development Type// 24 -hr 10 YR Rainfall=4.20" Prepared by Kallio Engineering LLC Page 29 HydroCAD®7 10 s/n 002095 0 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Subcatchment S4.2: S4.2 Runoff = 0.17 cfs @ 12.23 hrs, Volume= 0.018 af, Depth= 0.92" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 10 YR Rainfall=4.20" Area (ac) CN Description ' 0.230 61 >75% Grass cover, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) ' 3.8 60 0.2300 0.3 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 19.2 200 0.0450 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" ' 2.1 90 0.0200 0.7 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 25.1 350 Total ' Subcatchment S4.2: S4.2 Hydrograph ' ❑Runoff 018 0.17 CfS 017 Type II 24 -hr 10 YR 0.16 Rainfall=4.20" ' 0.15 014 Runoff Area=0.230 ac 0.13 0.12 Runoff Volume=0.018 of ' 0.11- S Runoff Depth=0.92" 0., 0 009 Flow Length=350' ' W 0.08 0.07 Tc=25.1 min 006 CN=61 1 0.04 0...2 ...,4....,6,...,8...10 12 14 16 1.., 8 20 22 24 26 26 30 32 34 36 36 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 Time (hours) 1237 Pre -Development Prepared by Kallio Engineering LLC Reach D: TOTAL DISCHARGE Type 1124 -hr 10 YR Rainfall=4.20" Page 30 4/17/2013 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 27.060 ac, Inflow Depth > 0.94" for 10 YR event Inflow = 4.56 ds @ 12.46 hrs, Volume= 2.110 of Outflow = 4.56 cfs @ 12.46 hrs, Volume= 2.110 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D: TOTAL DISCHARGE Time (hours) ■ Inflow D Outflow 1237 Pre -Development Type// 24 -hr 10 YR Rainfall=4.20" Page 31 Prepared by Kallio Engineering LLC H droCADO 7.10 s/n 002095 O 2005 HydroCAD Software Solutions LLC 4/17/2013 Reach D7: DISCHARGE 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 19.960 ac, Inflow Depth > 1.00" for 10 YR event Inflow = 2.62 cfs @ 13.25 hrs, Volume= 1.658 of Outflow = 2.62 cfs @ 13.25 hrs, Volume= 1.658 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D1: DISCHARGE 1 Time (hours) ■Inflow ❑ Outflow 1237 Pre -Development Type 1124 -hr 10 YR Rainfall=4.20" 32 Prepared by Kallio Engineering LLC 4/117/2013 Reach D7-3: D1-3 [401 Hint: Not Described (Outflow --Inflow) Inflow Area = 25.650 ac, Inflow Depth > 0.94" for 10 YR event Inflow = 4.14 cfs @ 12.51 hrs, Volume= 2.018 of Outflow = 4.14 al's @ 12.51 hrs, Volume= 2.018 A Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach 131-3: D1-3 Hvdroaranh Time (nOUM) ❑ Inflow D Outflow 1237 Pre -Development Type 1124 -hr 10 YR Rainfall=4.20" ' Prepared by Kallio Engineering LLC Page 33 HydroCAD®7 10 s/n 002095 @ 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Reach D2: DISCHARGE 2 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.200 ac, Inflow Depth = 0.76" for 10 YR event ' Inflow 0.76 cfs @ 12.17 hrs, Volume= 0.076 of Outflow = 0.76 cis @ 12.17 hrs, Volume= 0.076 af, Atten= 0%, Lag= 0.0 min Routing by Slor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D2: DISCHARGE 2 1 1 3 0 LL 1 1 Tim (hours) ■ Inflow D Outflow 1237 Pre -Development Prepared by Kallio Engineering LLC Reach D3: DISCHARGE 3 Type 1124 -hr 10 YR Rainfall=4.20" Page 34 4/17/2013 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.490 ac, Inflow Depth = 0.76" for 10 YR event Inflow = 1.61 cfs @ 12.42 hrs, Volume= 0.284 of Outflow = 1.61 cfs @ 12.42 hrs, Volume= 0.284 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D3: DISCHARGE 3 Time (hours) D Inflow ❑ Outflow 1237 Pre -Development Type 1124 -hr 10 YR Rainfall=4.20" Prepared by Kallio Engineering LLC Page 35 HydroCADS 7.10 s/n 002095 © 2005 HydroCAD Software Solutions LLC 4/17/2013 Reach D4: DISCHARGE 4 [40] Hint: Not Described (Outflow --Inflow) Inflow Area = 1.410 ac, Inflow Depth = 0.78' for 10 YR event Inflow = 0.89 cis @ 12.20 hrs, Volume= 0.092 of Outflow = 0.89 ds @ 12.20 hrs, Volume= 0.092 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D4: DISCHARGE 4 Time (hours) 0 Inflow 0 Outflow ' 1237 Pre -Development Type 1124 -hr 10 YR Rainfall=4.20" Prepared by Kallio Engineering LLC Page 36 HwiroCA110b 7.10 sfn nn9nae rcn 9005 HvrlroCAD Software Solutions LLC 4/17/2013 ' Pond W1.1: WETLAND Inflow Area = 19.960 ac, Inflow Depth = 1.00" for 10 YR event ' Inflow 15.78 cfs @ 12.22 hrs, Volume= 1.667 of Outflow 2.62 cfs @ 13.25 hrs, Volume= 1.658 af, Atten= 83%, Lag= 61.7 min Primary 2.62 cfs @ 13.25 hrs, Volume= 1.658 of ' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Peak Elev= 889.42'@ 13.25 hrs Surf.Area= 0.706 ac Storage= 0.631 of Plug -Flow detention time= 196.6 min calculated for 1.658 of (99% of inflow) Center -of -Mass det. time= 193.5 min ( 1,087.8 - 894.4 ) ' Volume Invert Avail Storage Storage Description #1 888.11' 5.520 of Custom Stage Data (Irregular)Listed below (Recalc) ' Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 888.11 0.290 806.0 0.000 0.000 0.290 890.00 0.950 2,211.0 1.112 1.112 8.034 892.00 3.770 2,575.0 4.408 5.520 11.219 Device Routing Invert Outlet Devices #1 Primary 888.10' 12.0" x 20.0' long Culvert CMP, end -section conforming to fill, Ke= 0.500 Outlet Invert= 888.08' S= 0.0010'P Cc= 0.900 n=0.012 #2 Primary 891.23' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 0.50 Width (feet) 0.00 20.00 Primary OutFlow Max=2.64 cfs @ 13.25 hrs HW=889.42' (Free Discharge) 11=Culvert (Barrel Controls 2.64 cis @ 3.4 fps) 2=Custom Weir/Orifice ( Controls 0.00 cfs) Pond W1.1: WETLAND Hvdrograph Time (hours) ■ Inflow O Primary 1237 Pre-Develc Prepared by Kallio HwimCADa17.10 sin I LLC Pond W3: WETLAND Type 1124 -hr 10 YR Rainfall=4.20" Page 37 AH7nn11 Inflow Area = 3.100 ac, Inflow Depth = 0.76" for 10 YR event Inflow = 1.47 cis @ 12.33 hrs, Volume= 0.196 of Outflow = 1.26 cfs @ 12.46 hrs, Volume= 0.196 af, Atten= 14%, Lag= 8.2 min Primary = 1.26 cis @ 12.46 hrs, Volume= 0.196 of Routing by Stor-Ind method, Time Span= 0.00-72.00 his, dt= 0.10 hrs Peak Elev= 896.29'@ 12.46 hrs Surf.Area= 0.111 ac Storage= 0.017 of Plug -Flow detention time= 17.3 min calculated for 0.196 of (100% of inflow) Center -of -Mass det. time= 16.9 min ( 935.8 - 918.9 ) Volume Invert Avail.Stora a Storage Description #1 896.11' 0.151 of Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 896.11 0.080 222.0 0.000 0.000 0.080 897.00 0.280 420.0 0.151 0.151 0.312 #1 Primary 896.11' Custom Weir/Orifice, C=2.62 Head (feet) 0.00 1.89 Width (feet) 4.00 30.00 Primary OutFlow Max=1.24 cfs @ 12.46 hrs HW=896.29' (Free Discharge) L1=Custom Weir/Orifice (Weir Controls 1.24 cfs @ 1.3 fps) Pond W3: WETLAND 1 0 Inflow Area=3.100 ac Peak Elev=896.29' Storage=0.017 of 14 16 18 20"2'2 24 11 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 Time (hours) ■Meow D PHmary ' 1237 Pre -Development Prepared by Kallio Engineering LLC HvdroCAD® 7.10 s/n 002095 © 2005 Hvdr Subcatchment S1.1: S1.1 Runoff = 10.92 cfs @ 12.22 hrs, Volume= 1.056 af, Depth= 1.76" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 100 YR Rainfall=6.00" Type// 24 -hr 100 YR Rainfall=6.00" Page 38 A 1 717nlZ Area (ac) CN Description ' 7.210 58 Woods/grass comb., Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 19.2 200 0.0450 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 6.7 400 0.0200 1.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps ' 25.9 600 Total Subcatchment S1.1: S1.1 ' Hydrograph 12 p RunoR 10.92 cfs ' 11 Type II 24 -hr 100 YR 10-Rainfall=6.00" ' 9 Runoff Area=7.210 ac 8 Runoff Volume=1.056 of ' 7 Runoff Depth=1.76" 6 LL -Flow Length=600' 5 Tc=25.9 min ' 4 CN=58 1 1 ° 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 Time (hours) I1237 Pre -Development Prepared by Kallio Engineering LLC LI..AM!`/,l .II/1 n'_/1117/lOG nnnnc 4„Ar Type// 24 -hr 100 YR Rainfall=6.00" Page 39 ' Subcatchment S7.2: S1.2 Runoff = 1.79 cfs @ 12.23 hrs, Volume= 0.176 af, Depth= 1.76" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs ' Type II 24 -hr 100 YR Rainfall=6.00" Area (ac) CN Description ' 1.200 58 Woods/grass comb., Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (fllft) (ft/sec) (cfs) 4.0 60 0.2000 0.2 Sheet Flow, ' Grass: Dense n= 0.240 P2= 2.80" 19.2 200 0.0450 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 3.4 400 0.0800 2.0 Shallow Concentrated Flow, ' Short Grass Pasture Kv= 7.0 fps 26.6 660 Total ' Subcatchment S1.2: S1.2 Hydrograph 2 D RunoR 1.79 cfs Type II 24 -hr 100 YR ' Rainfall=6.00" Runoff Area=1.200 ac ' Runoff Volume=0.176 of Runoff Depth=1.76" LL Flow Length=660' ' Tc=26.6 min ' CN=58 4 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 Time (hours) ' 1237 Pre -Development Prepared by Kallio Engineering LLC HvdmCAD® 7.10 sin 002095 © 2005 Hvdr ' Subcatchment S1.3: S1.3 Runoff = 4.55 cfs @ 12.09 hrs, Volume= 0.314 af, Depth= 2.18" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 100 YR Rainfall=6.00" ' Area (ac) CN Description 1.530 58 Woods/grass comb., Good, HSG B 0.200 98 Paved parking & roofs 1.730 63 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (ft/sec) (cfs) 13.2 200 0.0800 0.3 Sheet Flow, ' n= 0.200 P2= 2.80" 2.1 80 0.0080 0.6 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 15.3 280 Total ' Subcatchment S1.3: S1.3 Hydrograph 4.55 cfs Type 1124 -hr 100 YR Rainfa&6.00" Page 40 Type II 24 -hr 100 YR Rainfall=6.00" Runoff Area=1.730 ac Runoff Volume=0.314 of Runoff Depth=2.18" Flow Length=280' Tc=15.3 min CN=63 24 262 8 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 Time (hours) ❑ Runoff 1237 Pre-Development Type 1124-hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 41 HydroCAD®7 10 s/n 002095 ® 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Subcatchment S1.4: S1.4 Runoff = 21.67 cfs @ 12.22 hrs, Volume= 1.997 af, Depth= 2.44' ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24-hr 100 YR Rainfall=6.00" ' Area (ac) CN Description 7.820 58 Woods/grass comb., Good, HSG B 2.000 98 Paved parking & roofs 9.820 66 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.2 200 0.0200 0.2 Sheet Flow, ' Grass: Short n= 0.150 P2= 2.80" 1.4 400 0.1000 4.7 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 7.0 660 0.0060 1.6 Shallow Concentrated Flow, ' Paved Kv- 20.3 fps 26.6 1,260 Total Subcatchment S7.4: S1.4 ' Hydrograph 231 1 1 21.67 ds 1 22 21 2 1 ' 18 17 ,6 1 14 L 13 12 ' 10 9 8 7 6 ' S 4 3 2 1 ' 0 0 2 4 6 8 10 12 14 1 1 Type II 24 -hr 100 YR Rainfall=6.00" Runoff Area=9.820 ac Runoff Volume=1.997 of Runoff Depth=2.44" Flow Length=1,260' Tc=26.6 min CN=66 V 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) ❑ RunoR 1237 Pre -Development Type 1124 -hr 100 YR Rainfall=6.00" Page 42 Prepared by Kallio Engineering LLC 4117/2013 Subcatchment S2.1: S2.1 Runoff = 2.13 cfs @ 12.14 hrs, Volume= 0.176 af, Depth= 1.76" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 100 YR Rainfall=6.00" Area ac CN Description 1.200 58 Woodstgrass comb., Good, HSG B Tc Length Slope Velocity Capacity Description min feet ft/ft (ft/sec) cfs 18.4 200 0.0500 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 1.4 160 0.0750 1.9 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 19.8 360 Total a Subcatchment S2.1: S2.1 Type II 24 -hr 100 YR Rainfall=6.00" Runoff Area=1.200 ac Runoff Volume=0.176 of Runoff Depth=1.76" Flow Length=360' Tc=19.8 min CN=58 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) ❑ Runoff ' 1237 Pre -Development Type 1124 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 43 u.,nn,rnr� 7 in In mmnos n gnns u.,nrnrnn Rnflware Snhjtinns LLC 4/17/2013 ' Subcatchment S3.1: S3.1 Runoff = 2.84 cfs @ 12.10 his, Volume= 0.203 af, Depth= 1.76" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 his, dt= 0.10 hrs Type II 24 -hr 100 YR Rainfall=6.00" Area (ac) CN Description 1.390 58 Woods/grass comb., Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (fVft) (f /sec) (cfs) 14.9 200 0.0850 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 0.6 60 0.0670 1.8 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 15.5 260 Total 3 2 1 2.84 cfs I Subcatchment S3.1: S3.1 Hydrograph Type II 24 -hr 100 YR Rainfall=6.00" Runoff Area=1.390 ac Runoff Volume=0.203 of Runoff Depth=1.76" Flow Length=260' Tc=15.5 min CN=58 6 8 10 121 1 4 16 18 20 222 4 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 Time (hours) ❑ Runoft ' 1237 Pre -Development Prepared by Kallio Engineering LLC HvdmCAD® 7.10 sin 002095 © 2005 Hvdr Type 1124 -hr 100 YR Rainfall=6.00" Page 44 All 7/7!11 Z Subcatchment S3.2: S3.2 Runoff = 2.98 cfs @ 12.29 hrs, Volume= 0.326 af, Depth= 1.76" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type 11 24 -hr 100 YR Rainfall=6.00" Area (ac) CN Description 2.230 58 Woodstgrass comb., Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 22.6 200 0.0300 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 8.4 340 0.0180 0.7 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 31.0 540 Total 1 0 LL 1 1 1 12.98 cfs I 0 2 4 6 8 10 12 14 16 1 Subcatchment S3.2: S3.2 Type II 24 -hr 100 YR Rainfall=6.00" Runoff Area=2.230 ac Runoff Volume=0.326 of Runoff Depth=1.76" Flow Length=540' Tc=31.0 min CN=58 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Tim (hours) ❑ Runoff 1 1 1237 Pre -Development Type// 24 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 45 4/17/2013 n droCAD®7 10 s/n 002095 0 2005 HydroCAD Sottware Solutions LLC 1 Subcatchment S3.3: S3.3 Runoff = 1.14 cfs @ 12.30 hrs, Volume= 0.127 af, Depth= 1.76" 1 Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 100 YR Rainfall=6.00" Area (ac) CN Description 0.870 58 Woods/grass comb., Good, HSG B Tc Length Slope Description 23.4 270 0.0500 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 8.4 340 0.0180 0.7 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 31.8 610 Total Subcatchment S3.3: S3.3 Type II 24 -hr 100 YR Rainfall=6.00" Runoff Area=0.870 ac Runoff Volume=0.127 of Runoff Depth=1.76" Flow Length=610' Tc=31.8 min CN=58 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 Time (hours) ❑ Runoff ' 1237 Pre -Development Type 1124 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 46 HydroCAD®7 10 s/n 002095 O 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Subcatchment S4.1: S4.1 Runoff = 1.99 cis @ 12.17 hrs, Volume= 0.173 af, Depth= 1.76" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 100 YR Rainfall=6.00" Area (ac) CN Description 1.180 58 Woods/grass comb., Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (fttft) (ft/sec) (cfs) 19.2 200 0.0450 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 2.1 90 0.0200 0.7 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.3 290 Total 1.99 cfS 3 X t Subcatchment S4.1: S4.1 Hydrograph Type II 24 -hr 100 YR Rainfall=6.00" Runoff Area=1.180 ac Runoff Volume=0.173 of Runoff Depth=1.76" Flow Length=290' Tc=21.3 min CN=58 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) O Runoff 1 1237 Pre -Development Type if 24 -hr 100 YR Rainfall=6.00" ' Page 47 Prepared by Kallio Engineering LLC 4/17/221 H droCAD@ 7.10 s/n 002095 @ 2005 HydroCAD Software Solutions LLC Subcatchment S4.2: S4.2 Runoff = 0.42 cis @ 12.21 hrs, Volume= 0.038 af, Depth= 2.01" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 100 YR Rainfall=6.00" Area ac CN Description 0.230 61 >75% Grass cover, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 60 0.2300 0.3 Sheet Flow, CN=61 0.12 0.1 Grass: Dense n= 0.240 P2= 2.80" 19.2 200 0.0450 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 2.1 90 0.0200 0.7 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 25.1 350 Total Subcatchment S4.2: S4.2 Hydrograph ❑ Runoff 0.42 Type II 24 -hr 100 YR 0.4 0.36 Rainfall=6.00" 0.36- O.34- Runoff Area=0.230 ac 0.32 0.3 Runoff Volume=0.038 of 0.26 0.26 Runoff Depth=2.01" 0.24 s 0.22 Flow Length=350' u o;e Tc=25.1 min 0.16 0.14 CN=61 0.12 0.1 ...,....I...., I,. 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 Tim (hours) 1 ' 1237 Pre -Development Type 11 24 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 48 HydroCADO 7.10 s/n 002095 O 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Reach D: TOTAL DISCHARGE [401 Hint: Not Described (Outflow=Inflow) ' Inflow Area = 27.060 ac, Inflow Depth > 2.03" for 100 YR event Inflow 11.90 cfs @ 12.26 hrs, Volume= 4.577 of Outflow = 11.90 cfs @ 12.26 hrs, Volume= 4.577 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D: TOTAL DISCHARGE 1 3 0 LL 1 1 Time (hours) ■ Inflow ❑ Outflow 1237 Pre -Development Type 1124 -hr 100 YR Rainfall=6.00" Page 49 Prepared by Kallio Engineering LLC 4I17I2013 H droCAOO 7.10 s/n 002095 O 2005 HydroCAD Software Solutions LLC Reach D1: DISCHARGE 1 (401 Hint: Not Described (Outtlow=Inflow) Inflow Area = 19.960 ac, Inflow Depth > 2.12" for 100 YR event Inflow = 5.07 cfs @ 13.26 hrs, Volume= 3.533 of Outflow = 5.07 cfs @ 13.26 hrs, Volume= 3.533 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D1: DISCHARGE 1 Time (hours) ■Inflow ❑ Outflow 1237 Pre -Development Type 1l 24 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 50 4/17/2013 H droCAD®7 10 s/n 002095 0 2005 HydroCAD Software Solutions LLC Reach D1-3: 131-3 [40] Hint: Not Described (Outtlow=Inflow) Inflow Area = 25.650 ac, Inflow Depth > 2.04" for 100 YR event Inflow = 10.06 cfs @ 12.35 hrs, Volume= 4.366 of Outflow = 10.06 cfs @ 12.35 hrs, Volume= 4.366 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D11-3: D7-3 5 3 0 LL Time (hours) ■ Inflow O OUrflow 1237 Pre -Development Type// 24 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 51 4/17/2013 HvdroCAD® 7.10 s/n 002095 © 2005 HvdroCAD Software Solutions LLC Reach D2: DISCHARGE 2 1401 Hint Not Described (Outflow= Inflow) Inflow Area = 1.200 ac, Inflow Depth = 1.76" for 100 YR event Inflow = 2.13 cfs @ 12.14 hrs, Volume= 0.176 of Outflow = 2.13 cfs @ 12.14 hrs, Volume= 0.176 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D2: DISCHARGE 2 Hvdroaraoh Time (hours) ■Inflow ❑ Outflow 1237 Pre -Development Type// 24 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 52 HydroCAD®7 10 s/n 002095 @ 2005 HydroCAD Software Solutions LLC 4/17/2013 Reach D3: DISCHARGE 3 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.490 ac, Inflow Depth = 1.76" for 100 YR event Inflow = 4.77 cfs @ 12.32 hrs, Volume= 0.657 of Outflow = 4.77 cfs @ 12.32 hrs, Volume= 0.657 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D3: DISCHARGE 3 Hvdronraph 0 LL 1 1 1 1 1 Time (hours) ■ Inflow p Outflow 1237 Pre -Development Prepared by Kallio Engineering LLC Reach D4: DISCHARGE 4 Type// 24 -hr 100 YR Rainfall=6.00" Page 53 4/17/2013 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.410 ac, Inflow Depth = 1.80" for 100 YR event Inflow = 2.40 cfs @ 12.18 hrs, Volume= 0.211 of Outflow = 2.40 cfs @ 12.18 hrs, Volume= 0.211 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D4: DISCHARGE 4 Hydrograph Time (houm) ■ Inflow a Outflow ' 1237 Pre -Development Prepared by Kallio Engineering LLC W. A-rhfY ] 1n in nn9n05 n 9nn5 HvH, Type// 24 -hr 100 YR Rainfall=6.00" Page 54 ' Pond W1.1: WETLAND Inflow Area = 19.960 ac, Inflow Depth = 2.13" for 100 YR event Inflow = 37.33 cfs @ 12.21 hrs, Volume= 3.542 of ' Outflow 5.07 cfs @ 13.26 hrs, Volume= 3.533 af, Atten= 86%, Lag= 62.9 min Primary 5.07 cfs @ 13.26 hrs, Volume= 3.533 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs ' Peak Elev= 890.40'@ 13.26 hrs Surf.Area= 1.363 ac Storage= 1.570 of Plug -Flow detention time= 197.5 min calculated for 3.528 of (100% of inflow) Center -of -Mass det. time= 198.9 min ( 1,069.1 - 8702 ) ' Volume Invert Avail Storage Storage Description #1 888.11' 5.520 of Custom Stage Data (irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area ' (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 888.11 0.290 806.0 0.000 0.000 0.290 890.00 0.950 2,211.0 1.112 1.112 8.034 892.00 3.770 2,575.0 4.408 5.520 11.219 #1 Primary 888.10' 12.0" x 20.0' long Culvert CMP, end -section conforming to fill, Ke= Outlet Invert= 888.08' S= 0.0010'r Cc= 0.900 n=0.012 #2 Primary 891.23' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 0.50 Width (feet) 0.00 20.00 Primary OutFlow, Max=5.07 cfs @ 13.26 hrs HW=890.40' (Free Discharge) t1=Culvert (Inlet Controls 5.07 cfs @ 6.5 fps) 2=Custom Weir/Orifice ( Controls 0.00 cfs) 1 1 1 Pond W1.1: WETLAND Hydrograph ■ Inflow 37.33 Cts ❑Primary Inflow Area=19.960 ac Peak Elev=890.40' Storage=1.570 of 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 Time (hours) ' 1237 Pre -Development Type 1124 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 55 HydroCADS 7.10 sin 002095 O 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Pond W3: WETLAND Inflow Area = 3.100 ac, Inflow Depth= 1.76" for 100 YR event ' Inflow 4.12 cfs @ 12.29 hrs, Volume= 0.454 of Outflow 3.81 cfs @ 12.39 hrs, Volume= 0.454 af, Atten= 8%, Lag= 5.8 min Primary 3.81 cfs @ 12.39 hrs, Volume= 0.454 of ' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Peak Elev= 896.45'@ 12.39 hrs Surf.Area= 0.142 ac Storage= 0.037 of Plug -Flow detention time= 12.4 min calculated for 0.453 of (100% of inflow) Center -of -Mass det. time= 12.5 min ( 900.9 - 888.4 ) ' Volume Invert Avail Storage Storage Description #1 896.11' 0.151 of Custom Stage Data (Irregular)Listed below (Recalc) ' Elevation SUrf.Area Perim. Inc.Store Cum.Store Wet -Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 896.11 0.080 222.0 0.000 0.000 0.080 897.00 0.280 420.0 0.151 0.151 0.312 Device Routing Invert Outlet Devices #1 Primary 896.11' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 1.89 Width (feet) 4.00 30.00 Primary OutFlow Max=3.79 cfs @ 12.39 hrs HW=896.45' (Free Discharge) t1=Custom Weir/Orifice (Weir Controls 3.79 cfs @ 1.8 fps) 14.12 cfs I 14 Pond W3: WETLAND Hydrograph Inflow Area=3.100 ac Peak Elev=896.45' Storage=0.037 of 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hour) 0 Inflow ❑ Pnmary 51.6 v S1.7 S17 D1 �SCNARGE 1 p16G III 3GE 2 DISC$ARIGE 3 p 52.1 l 51.1 53.1 sz.1 A s11 n $TOR�pND \ 515 I 51.3 S3.5 T A SU 53'5 51.1 $12 54.2 51.2 S3.6 $32 TI56.2 53.2 53.641,4 S3.4 53.3 Suticat Reach Aon Link ' 1237 Post-Devel Prepared by Kallio HVrlrnrlAM 7.1n s/n LLC Type 1124 -hr 2 YR Rainfall=2.80" Page 2 All 710!111 Subcatchment S1.1: S1.1 Runoff = 0.77 cfs @ 12.16 hrs, Volume= 0.105 af, Depth= 0.29" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 2 YR Rainfall=2.80" Area ac CN Description 3.990 58 Woods/grass comb., Good, HSG B 0.320 98 Paved parking & roofs 4.310 61 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 14.8 200 0.0600 0.2 Sheet Flow, n= 0.200 P2= 2.80" 1.9 140 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 16.7 340 Total Subcatchment S1.1: S1.1 Hydrograph ❑ Runoff 0 e 0.77 cfS 075 Type II 24 -hr 2 YR 0.7 Rainfall=2.80" 0.65 0.6 Runoff Area=4.310 ac 0.55 Runoff Volume=0.105 of i v .5 Runoff Depth=0.29" 0 0.4 Flow Length=340' LL 0.35 Tc=16.7 min 0.3- 9R- CN=61 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 Time (hours) 1237 Post -Development Type 1124 -hr 2 YR Rainfall=2.80" ' Prepared by Kallio Engineering LLC Page 3 HydroCADV 7.10 s/n 002095 © 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Subcatchment S1.2: S1.2 [49] Hint: Tc<2dt may require smaller dt ' Runoff = 2.46 cfs @ 12.00 hrs, Volume= 0.136 af, Depth= 1.16" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 2 YR Rainfall=2.80" 1 Area (ac) CN Description 0.660 61 >75% Grass cover, Good, HSG B 0.740 98 Paved parking & roofs ' 1.400 81 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) ' 6.0 50 0.0200 0.1 Sheet Flow, Gress: Short n=0.150 P2=2.80" 1.8 150 0.0200 1.4 Sheet Flow, Smooth surfaces n=0.011 P2=2.80" ' 1.1 140 0.0100 2.0 Shallow Concentrated Flow, Paved Kv= 20.3 fps 8.9 340 Total ' Subcatchment S1.2: S1.2 Hydrograph �� ❑Runoff Type II 24 -hr 2 YR Rainfall=2.80" 21 1 1 1 Runoff Area=1.400 ac Runoff Volume=0.136 of Runoff Depth=1.16" LL Flow Length=340' Tc=8.9 min CN=81 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) 1237 Post -Development Type 1124 -hr 2 YR Rainfall=2.80" ' Prepared by Kallio Engineering LLC Page 4 4/17/2013 H droCAD® 7.10 sln 002095 © 2005 H droCAD Software Solutions LLC ' Subcatchment S1.3: 57.3 [49] Hint: Tc<2dt may require smaller dt ' Runoff = 0.17 cfs @ 12.07 hrs, Volume= 0.018 af, Depth= 0.29" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 2 YR Rainfall=2.80" ' Area (ac) CN Description 0.730 61 >75% Grass cover, Good, HSG B Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 100 0.1800 0.3 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 3.1 380 0.0100 2.0 Shallow Concentrated Flow, Paved Kv= 20.3 fps 9.4 480 Total ' Subcatchment S1.3: S1.3 Hydrograph ❑ RurwB 0.17 cfs 0.17 Type 1124 -hr 2 YR 0.16 Rainfall=2.80" ' 0.15 0.14 Runoff Area=0.730 ac 0.13 0.12 Runoff Volume=0.018 of 0.1 i Runoff Depth=0.29" 0.1 009 Flow Length=480' ' Tc=9.4 min 0.07 006 CN=61 0.05- .050.040.03 ' 0.04- 0.03 0.02 ' 0.01 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 Time (hours) 1237 Post -Development Prepared by Kallio Engineering LLC HvdmCAD® 7.10 sin 002095 @ 2005 Hvdi Type 1124 -hr 2 YR Rainfall=2.80" Page 5 4/17/2013 Subcatchment S1.4: S1.4 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.18 cfs @ 12.04 hrs, Volume= 0.017 af, Depth= 0.29" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 2 YR Rainfall=2.80" Area (ac) CN Description 0.710 61 >75% Grass cover, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 100 0.1600 0.3 Sheet Flow, n= 0.200 P2= 2.80" 2.4 100 0.0100 0.7 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 8.1 200 Total 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 ° o.os LL 0.01 0.18 cfs Subcatchment S1.4: S1.4 Hydrograph Type II 24 -hr 2 YR Rainfall=2.80" Runoff Area=0.710 ac Runoff Volume=0.017 of Runoff Depth=0.29" Flow Length=200' Tc=8.1 min CN=61 �. ................ . .... 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 Time (hours) p RunoB ' 1237 Post -Development Prepared by Kallio Engineering LLC HvdroCAD® 7.10 s/n 002095 © 2005 Hvdr Subcatchment S1.5: S1.5 Type 1124 -hr 2 YR Rainfall=2.80" Page 6 nn7nn,z Runoff = 0.04 cfs @ 12.12 hrs, Volume= 0.004 af, Depth= 0.29" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 2 YR Rainfall=2.80" _ Area (ac) CN Description 0.170 61 >75% Grass cover, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) - 11.2 200 0.1200 0.3 Sheet Flow, n= 0.200 P2= 2.80" 2.7 100 0.0080 0.6 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 13.9 300 Total V.VJ 0.028 0.014 0.012 0.01 10.04 cfs I 0 2 4 6 8 1 Subcatchment S1.5: S7.5 Type II 24 -hr 2 YR Rainfall=2.80" Runoff Area=0.170 ac Runoff Volume=0.004 of Runoff Depth=0.29" Flow Length=300' Tc=13.9 min CN=61 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) O Runoff 1 ' 1237 Post -Development Type 1124 -hr 2 YR RainfallPage 7 Prepared by Kallio Engineering LLC Page 7 H droCAD® 7.10 s/n 002095 © 2005 H droCAD Software Solutions LLC 4/17/2013 ' - Subcatchment S1.6: S1.6 Runoff - 0.49 cfs @ 12.13 hrs, Volume= 0.051 af, Depth= 0.35' ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, d1= 0.10 hrs Type II 24 -hr 2 YR Rainfall=2.80" Area ac CN Description 1.530 58 Woods/grass comb., Good, HSG B ' 0.200 98 Paved parking & roofs 1.730 63 Weighted Average Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (fusec) (cfs) 13.2 200 0.0800 0.3 Sheet Flow, n= 0.200 P2= 2.80" 2.1 80 0.0080 0.6 Shallow Concentrated Flow, ' Short Grass Pasture Kv= 7.0 fps 15.3 280 Total ' Subcatchment S1.6: S1.6 Hydrograph ❑ Runotf 0.49 cfs o.s Type II 24 -hr 2 YR 0.45 Rainfall=2.80" ' 0.4 Runoff Area=1.730 ac 0.35 Runoff Volume=0.051 of ' 0.3 Runoff Depth=0.35" 00.25 Flow Length=280' 1 LL Tc=15.3 min 02 CN=63 0.15 0. 12 14 16 1820 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Tim (hours) 1237 Post -Development Type 1124 -hr 2 YR Rainfall=2.80" ' Prepared by Kallio Engineering LLC Page 8 HydroCAD87 10 stn 002095 © 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Subcatchment S1.7: S1.7 Runoff = 2.89 cis @ 12.27 hrs, Volume= 0.370 af, Depth= 0.45" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 2 YR Rainfall=2.80" Area (ac) CN Description 7.820 58 Woods/grass comb., Good, HSG B 2.000 98 Paved parking & roofs 9.820 66 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (R/ft) (ft/sec) (cfs) 18.2 200 0.0200 0.2 Sheet Flow, Grass: Short n=0.150 P2=2.80" ' 1.4 400 0.1000 4.7 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 7.0 660 0.0060 1.6 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 26.6 1,260 Total Subcatchment S1.7: S1.7 ' Hydrograph ❑ Runoft Type II 24 -hr 2 YR Rainfall=2.80" Runoff Area=9.820 ac Runoff Volume=0.370 of Runoff Depth=0.45" Flow Length=1,260' Tc=26.6 min CN=66 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Time (hours) 1 1237 Post -Development Type 1124 -hr 2 YR Rainfall=2.80" Prepared by Kallio Engineering LLC Page 9 4/17/2013 HydroCAD®7 10 s/n 002095 C 2005 HydroCAD Software Solutions LLC ' Subcatchment S2.1: S2.1 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.36 cfs @ 12.04 hrs, Volume= 0.025 af, Depth= 0.53" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 2 YR Rainfall=2.80" ' Area (ac) CN Description 0.460 61 Pasture/grassland/range, Good, HSG B 0.110 98 Paved parking 8 roofs ' 0.570 68 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 10.0 150 0.0900 0.3 Sheet Flow, n= 0.200 P2= 2.80" Subcatchment S2.1: S2.1 Hydrograph 0.4-1❑ RunoB 0.36 0.36 ds 0.36 Type II 24 -hr 2 YR 0.34 0.32 Rainfall=2.80" ' 0.3- Runoff Area=0.570 ac 0.28 0.28 Runoff Volume=0.025 of ' 0.24- 0.22- Runoff Depth=0.53" 0.2 Flow Length=150' 0.,8 0.16 Tc=10.0 min ' 0.14 1 k 0.12 C N=68 _ 0.1 8 10 12 4 16 18 20 22 24 2628 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) ' 1237 Post -Development Type 1124 -hr 2 YR Rainfall age 10 Prepared by Kallio Engineering LLC Page 10 H droCADC 7.10 s/n 002095 C 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Subcatchment 53.1: S3.1 [49] Hint: Tc<2dt may require smaller dt ' Runoff = 0.27 cfs @ 12.04 hrs, Volume= 0.021 af, Depth= 0.38" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 2 YR Rainfall=2.80" ' Area ac CN Description 0.610 61 >75% Grass cover, Good, HSG B 0.050 98 Paved parking & roofs ' 0.660 64 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (ft/sec) (cfs) 9.1 160 0.1300 0.3 Sheet Flow, n= 0.200 P2= 2.80" OA 0 1 0.27 cfs 1 1214 1618 Subcatchment S3.1: S3.1 Type II 24 -hr 2 YR Rainfall=2.80" Runoff Area=0.660 ac Runoff Volume=0.021 of Runoff Depth=0.38" Flow Length=160' Tc=9.1 min CN=64 ................,1..11.11, .. 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 fib 68 70 72 Time (lour:) O Runoff 1237 by Kallio Engineering LLC 17.10 s/n 002095 @ 2005 Hvdr Subcatchment S3.2: S3.2 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.87 cfs @ 12.02 hrs, Volume= 0.052 af, Depth= 0.88" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 2 YR Rainfall=2.80" Area (ac) CN Description 0.430 61 >75% Grass cover, Good, HSG B 0.280 98 Paved parking & roofs 0.710 76 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (f /sec) (cfs) 10.0 150 0.0900 0.3 Sheet Flow, n= 0.200 P2= 2.80" Subcatchment S3.2: S3.2 Hydrograph 0. 0 2 4 6 0.87 cfs Type 1124 -hr 2 YR Rainfall=2.80" Page 11 4/17/2013 Type II 24 -hr 2 YR Rainfall=2.80" Runoff Area=0.710 ac Runoff Volume=0.052 of Runoff Depth=0.88" Flow Length=150' Tc=10.0 min CN=76 26 30 32 34 36 36 Q42 "4648M 52 54 56 MW W64 Thee (hour) O Runoff 1237 Post -Development Type 1124 -hr 2 YR Rainfa&2.80" ' Page 12 Prepared by Kallio Engineering LLC H droCAD®7 10 sln 002095 ® 2005 HydroCAD Software Solutions LLC 4/1712013 - Subcatchment S3.3: S3.3 Runoff 0.33 cfs @ 12.20 hrs, Volume= 0.041 af, Depth= 0.35" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 2 YR Rainfall=2.80" Area ac CN Description ' 1.310 61 >75% Grass cover, Good, HSG B 0.090 98 Paved parking 8 roofs 1.400 63 Weighted Average Tc Length Slope Velocity Capacity Description 16.6 200 0.0450 0.2 Sheet Flow, n= 0.200 P2= 2.80" 3.6 180 0.0280 0.8 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 20.2 380 Total Subcatchment S3.3: S3.3 Hydrograph ❑ Runoff 6 0.33 cfs 0.32 Type II 24 -hr 2 YR 0.3 Rainfall=2.80" 0.28- 0.26- Runoff Area=1.400 ac 0.24 Runoff Volume=0.041 of 0.22 0.2 -:Runoff Depth=0.35" 1 o.18 Flow Length=380' 0.14 Tc=20.2 min 0.12 CN=63 0.1 ..m...,....,....,. _.161.18 1. 14 16 18 20 22 24 26 28 30 32 34 36 38 40 424 4 46 48 50 52 54 56 58 60 62 64 66 68 70 Tim (hours) ' 1237 Post -Development Prepared by Kallio Engineering LLC Type 1124 -hr 2 YR Rainfall=2.80" Page 13 ' Subcatchment S3.4: S3.4 Runoff = 0.14 cfs @ 12.24 hrs, Volume= 0.021 af, Depth= 0.29" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 2 YR Rainfall=2.80" Area (ac) CN Description 0.870 61 >75% Grass cover, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 19.2 200 0.0450 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 2.9 260 0.0460 1.5 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps ' 22.1 460 Total Subcatchment S3.4: S3.4 ' Hydrograph 0.15 D Runoff cfs '0.14-.0.14 Type II 24 -hr 2 YR 0.13 Rainfall=2.80" 0.12 ' 0.11 Runoff Area=0.870 ac 0.1 Runoff Volume=0.021 of 0* ' S o.08 oa Runoff Depth=0.29" 1 0.07 Flow Length=460' 0.06.Tc=22.1 min 0.05.CN=61 0.04- 0.03 ' 0.02 0.01 0 2 4 1 0 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) ' 1237 Post -Development Prepared by Kallio Engineering LLC HvdroCAD® 7.10 s/n 002095 © 2005 Hydr 1 Type 1124 -hr 2 YR Rainfall=2.80" Page 14 Subcatchment S3.5: S3.5 Runoff = 3.43 cfs @ 12.04 hrs, Volume= 0.219 af, Depth= 1.10" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 2 YR Rainfall=2.80" Area ac CN Description 1.180 61 >75% Grass cover, Good, HSG B 1.200 98 Paved parking & roofs 2.380 80 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (f /sec) (cfs) 10.6 160 0.0500 0.3 Sheet Flow, Grass: Short n=0.150 P2=2.80" 1.4 170 0.0100 2.0 Shallow Concentrated Flow, Paved Kv= 20.3 fps 12.0 330 Total Subcatchment S3.5: S3.5 Hydrograph Type II 24 -hr 2 YR Rainfall=2.80" Runoff Area=2.380 ac Runoff Volume=0.219 of Runoff Depth=1.10" Flow Length=330' Tc=12.0 min CN=80 6 8 10 12 14 16 16 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 fib 68 70 Time (hours) D Runoff ' 1237 Post -Development Prepared by Kallio Engineering LLC HvdmCAD® 7.10 s/n 002095 © 2005 Hvdr ' Subcatchment S3.6: S3.6 Runoff = 0.06 cfs @ 12.15 hrs, Volume= 0.008 af, Depth= 0.29" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 2 YR Rainfall=2.80" Type 11 24 -hr 2 YR Rainfall=2.80" Page 15 Area (ac) CN Description ' 0.310 61 >75% Grass cover, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (ft/sec) (cfs) 3.9 60 0.2200 0.3 Sheet Flow, ' Grass: Dense n= 0.240 P2= 2.80" 10.6 160 0.0500 0.3 Sheet Flow, Grass: Short n=0.150 P2=2.80" 1.4 170 0.0100 2.0 Shallow Concentrated Flow, ' Paved Kv= 20.3 fps 15.9 390 Total ' Subcatchment S3.6: S3.6 Hydrograph ' 0.065 0.06 ' 0.055 0.05 0.045 0.04 0.035 3 ' LL 0.03 0.025 ' 0.02 0.015 0.01 ' o.00E I 0.06 Cfs Type II 24 -hr 2 YR Rainfall=2.80" Runoff Area=0.310 ac Runoff Volume=0.008 of Runoff Depth=0.29" Flow Length=390' Tc=15.9 min CN=61 18 20 222 4 26 283 03 2 34 363 8 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Tim (hours) ❑ Runoff ' 1237 Post -Development Type 1124 -hr 2 YR Rainfall=2.80" Prepared by Kallio Engineering LLC Page 16 HydroCAD®7 10 sin 002095 O 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Subcatchment S4.1: S4.1 Runoff = 0.09 cfs @ 12.27 hrs, Volume= 0.019 af, Depth= 0.21" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 2 YR Rainfall=2.80" _ Area (ac) CN Description 1.100 58 Woods/grass comb., Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) - 19.2 200 0.0450 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 2.1 90 0.0200 0.7 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.3 290 Total 0.09 CfS ' 0.02 0.015 0.01 Subcatchment S4.1: S4.1 Type II 24 -hr 2 YR Rainfall=2.80" Runoff Area=1.100 ac Runoff Volume=0.019 of Runoff Depth=0.21" Flow Length=290' Tc=21.3 min CN=58 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) ❑ Runoff ' 1237 Post -Development Type 1124hr 2 YR Rainfallage 17 Prepared by Kallio Engineering LLC Page 17 H droCAD®7 10 sin 002095 O 2005 HydroCAD Software Solutions LLC 4/17/2Q13 ' Subcatchment S4.2: S4.2 Runoff - 0.03 cis @ 12.29 hrs, Volume= 0.006 af, Depth= 0.29" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 2 YR Rainfall=2.80" Area ac CN Description ' 0.230 61 >75% Grass cover, Good, HSG B Tc Length Slope Velocity Capacity Description (min) !feet) (Rift) (ft/sec) (Cfs) 3.8 60 0.2300 0.3 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 19.2 200 0.0450 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 2.1 90 0.0200 0.7 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 25.1 350 Total Subcatchment S4.2: S4.2 ❑ RunoH .... 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 Tim (hours) 0.03 CfS 0.034 Type II 24 -hr 2 YR 0.032 0.03 Rainfall=2.80" 0.028- Runoff Area=0.230 ac 0.026- 0.024 Runoff Volume=0.006 of 0.022 0.02 Runoff Depth=0.29" oa,fi Flow Length=350' 0.014 Tc=25.1 min 0.012 CN=61 .... 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 Tim (hours) ' 1237 Post -Development Type 1124 -hr 2 YR Rainfall=2.80" Prepared by Kallio Engineering LLC Page 18 HydroCAD®7 10 sln 002095 @ 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Reach D: TOTAL DISCHARGE (40] Hint: Not Described (Outflow --inflow) ' Inflow Area = 27.100 ac, Inflow Depth > 0.49" for 2 YR event Inflow 1.66 cfs @ 13.30 hrs, Volume= 1.097 of Outflow = 1.66 cfs @ 13.30 hrs, Volume= 1.097 af, Atten= 0%, Lag= 0.0 min ' Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D: TOTAL DISCHARGE Time (lours) ❑ Inflow ❑ Outflow 1237 Post -Development Type I/ 24 -hr 2 YR Rainfall=2.80" Page 19 Prepared by Kallio Engineering LLC 4/17/2013 n droCAD@ 7.10 s/n 002095 O 2005 HydroCAD Software Solutions LLC Reach D1: DISCHARGE 1 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 18.870 ac, Inflow Depth > 0.44" for 2 YR event Inflow = 1.02 cfs @ 13.57 hrs, Volume= 0.692 of Outflow = 1.02 cfs @ 13.57 hrs, Volume= 0.692 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D1: DISCHARGE 1 1 1.02 cfs Inflow Area=18.870 ac 2 4 6 8 10 12 14 16118 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) F,5-1 _nfl w 0 Outflow 1237 Post -Development Prepared by Kallio Engineering LLC Reach D1-3: 131-3 Type 1124 -hr 2 YR Rainfall=2.80" Page 20 4/17/2013 [40) Hint: Not Described (Outflow --inflow) Inflow Area = 20.100 ac, Inflow Depth > 0.44" for 2 YR event Inflow = 1.08 cfs @ 13.49 hrs, Volume= 0.739 of Outflow = 1.08 cis @ 13.49 hrs, Volume= 0.739 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D1-3: D1-3 Tim (hours) ❑ inflow 0 outflow 1237 Post -Development Prepared by Kallio Engineering LLC Reach D2: DISCHARGE 2 Type 1124 -hr 2 YR Rainfall=2.80" Page 21 4/17/2013 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.570 ac, Inflow Depth = 0.53" for 2 YR event Inflow = 0.36 cfs @ 12.04 hrs, Volume= 0.025 of Outflow = 0.36 cfs @ 12.04 hrs, Volume= 0.025 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D2: DISCHARGE 2 u 3 0 LL Time (houm) ■meow ❑ Outeow 1237 Post -Development Prepared by Kallio Engineering LLC Reach D3: DISCHARGE 3 Type 1124 -hr 2 YR Rainfall=2.80" Page 22 4/17/2013 [401 Hint: Not Described (Outflow=Inflow) Inflow Area = 0.660 ac, Inflow Depth = 0.38" for 2 YR event Inflow = 0.27 cfs @ 12.04 hrs, Volume= 0.021 of Outflow = 0.27 cfs @ 12.04 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D3: DISCHARGE 3 Hydrograph 0.1 0 10.27 cfs r Inflow Area=0.660 ac 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 Tlma (hours) FE—In—flo-WIl O Oulf rnv 1237 Post -Development Prepared by Kallio Engineering LLC Reach 134: DISCHARGE 4 Type 1124 -hr 2 YR Rainfall=2.80" Page 23 4/17/2 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 7.000 ac, Inflow Depth > 0.62" for 2 YR event Inflow = 0.61 cis @ 12.77 hrs, Volume= 0.359 of Outflow = 0.61 cis @ 12.77 hrs, Volume= 0.359 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D4: DISCHARGE 4 Time (hours) FE -1 -fi _w O Outflow ' 1237 Post -Development Prepared by Kallio Engineering LLC HvdmCAD@ 7.10 s/n 002095 @ 2005 Hvdr Type 1124 -hr 2 YR Rainfall=2.80" Page 24 ' Pond P1: STORM POND Inflow Area = 2.130 ac, Inflow Depth = 0.86' for 2 YR event Inflow = 2.61 cfs @ 12.01 hrs, Volume= 0.153 of ' Outflow 0.97 cls @ 12.20 hrs, Volume= 0.153 af, Atten= 63%, Lag= 11.6 min Primary 0.97 cfs @ 12.20 hrs, Volume= 0.153 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt-- 0.10 hrs ' Peak Elev= 892.67' @ 12.20 hrs Surf.Area= 0.073 ac Storage= 0.044 of Plug -Flow detention time= 66.0 min calculated for 0.153 of (100% of inflow) Center -of -Mass det. time= 68.0 min ( 924.4 - 856.4 ) ' Volume Invert Avail.Stora a Storage Description #1 892.00' 0.269 of Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area ' (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 892.00 0.060 187.0 0.000 0.000 0.060 893.00 0.080 212.0 0.070 0.070 0.079 894.00 0.100 237.0 0.090 0.160 0.100 895.00 0.120 257.0 0.110 0.269 0.119 Device Routing Invert Outlet Devices #1 Primary 892.00' 8.0" Vert. Orifice/Grate C= 0.600 #2 Primary 893.50' 5.0' long x 0.7' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32 3.31 3.32 Primary OutFlow Max -0.97 cis @ 12.20 hrs HW=892.67' (Free Discharge) �1=Orifice/Grate (Orifice Controls 0.97 cis @ 2.8 fps) 2=13road-Crested Rectangular Weir( Controls 0.00 cfs) 1 2.61 cfs I Pond P1: STORM POND Inflow Area=2.130 ac Peak Elev=892.67' Storage=0.044 of 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 6 46 6 Time (hours) D Inflow ❑ Pnmary 1237 Post -Development Type 1124 -hr 2 YR Rainfall=2.80" Prepared by Kallio Engineering LLC Page 25 HydroCAD®7 10 sln 002095 0 2005 HydroCAD Software Solutions LLC 411719M.1 Pond P3: STORM POND Inflow Area = 5.670 ac, Inflow Depth = 0.72" for 2 YR event Inflow = 4.35 cfs @ 12.04 hrs, Volume= 0.341 of Outflow 0.56 cfs @ 12.99 hrs, Volume= 0.334 af, Atten= 87%, Lag= 57.1 min Primary 0.56 cfs @ 12.99 hrs, Volume= 0.334 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Peak Elev= 894.44' @ 12.99 hrs Surf.Area= 0.322 ac Storage= 0.138 of Plug -Flow detention time= 284.2 min calculated for 0.333 of (98% of inflow) Center -of -Mass det. time= 276.0 min ( 1,152.3 - 876.3 ) ' Volume Invert Avail Storage Storage Description #1 894.00' 0.709 of Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 894.00 0.300 449.0 0.000 0.000 0.300 895.00 0.350 479.0 0.325 0.325 0.352 896.00 0.420 617.0 0.384 0.709 0.629 #1 Primary 894.00' 12.0" x 20.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 893.90' S= 0.0050'r Cc= 0.900 n=0.012 Primary OutFlow Max=0.56 cfs @ 12.99 hrs HW=894.44' (Free Discharge) t1=Culvert (Barrel Controls 0.56 cfs @ 2.4 fps) 4.35 cfs Pond P3: STORM POND Hydrograph Inflow Area=5.670 ac Peak Elev=894.44' Storage=0.138 of 12.0" x 20.0' Culvert 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) ■ Inflow ❑ Pnmary 1 1237 Post -Development Type 1124 -hr 2 YR Rainfall=2.80" Prepared by Kallio Engineering LLC Page 26 HydroCAM 7.10 sln 002095 O 2005 HydroCAD Software Solutions LLC 4/17/2013 tPond W1.1: WETLAND [81] Warning: Exceeded Pond W1.4 by 0.15'@ 14.20 hrs ' Inflow Area = 18.870 ac, Inflow Depth = 0.45" for 2 YR event Inflow 5.10 cfs @ 12.23 hrs, Volume= 0.701 of Outflow = 1.02 cfs @ 13.57 hrs, Volume= 0.692 af, Atten= 80%, Lag= 80.4 min Primary = 1.02 cfs @ 13.57 hrs, Volume= 0.692 of ' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Peak Elev= 888.79' @ 13.57 hrs Surf.Area= 0.403 ac Storage= 0.235 of Plug -Flow detention time= 245.8 min calculated for 0.692 of (99% of inflow) 'Center -of -Mass det. time= 237.1 min ( 1,164.1 - 927.0 ) Volume Invert Avail Storage Storage Description #1 888.11' 4.057 of Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 888.11 0.290 806.0 0.000 0.000 0.290 890.00 0.650 1,598.0 0.866 0.866 3.769 ' 892.00 2.790 1,712.0 3.191 4.057 4.462 Device Routing Invert Outlet Devices #1 Primary 888.10' 12.0" x 20.0' long Culvert CMP, end -section conforming to fill, Ke= 0.500 Outlet Invert= 888.08' S= 0.0010'P Cc= 0.900 n=0.012 #2 Primary 891.23' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 0.50 ' Width (feet) 0.00 20.00 Primary OutFlow Max=1.02 cfs @ 13.57 hrs HW=888.79' (Free Discharge) -1=Culvert (Barrel Controls 1.02 cfs @ 2.5 fps) ' 2=Custom Weir/Orifice ( Controls 0.00 cfs) Pond W1.1: WETLAND ' Hydrograph Fa In0ow 5.10 cfs I D Pnmary Inflow Area=18.870 ac 5 Peak Elev=888.79' ' Storage=0.235 of 4 0 2 4 6 6 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) t 1237 Post -Development Prepared by Kallio Engineering LLC HvdmCAD® 7.10 sin 002095 © 2005 Hvdr Type 1124 -hr 2 YR Rainfall=2.80" Page 27 Pond W1.4: WETLAND Inflow Area = 4.740 ac, Inflow Depth = 0.57" for 2 YR event Inflow = 1.62 cfs @ 12.13 hrs, Volume= 0.226 of ' Outflow _ 1.55 cfs @ 12.19 hrs, Volume= 0.226 af, Atten= 4%, Lag= 3.4 min Primary 1.55 cfs @ 12.19 hrs, Volume= 0.226 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs ' Peak Elev= 888.98'@ 12.19 hrs Surf.Area= 0.017 ac Storage= 0.003 of Plug -Flow detention time= 0.8 min calculated for 0.225 of (100% of inflow) Center -of -Mass det. time= 0.8 min ( 927.4 - 926.6 ) ' Volume Invert Avail Storage Storage Description #1 888.40' 0.856 of Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area ' (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 888.40 0.000 0.0 0.000 0.000 0.000 890.00 0.130 441.0 0.069 0.069 0.355 892.00 0.740 750.0 0.787 0.856 1.028 Device Routing Invert Outlet Devices #1 Primary 888.40' 24.0" x 110.0' long Culvert RCP, end -section conforming to fill, Ke= 0.500 Outlet Invert= 887.90' S= 0.0045'P Cc= 0.900 n=0.012 Primary OutFlow Max=1.54 cfs @ 12.19 hrs HW=888.97' (Free Discharge) t1=Culvert (Barrel Controls 1.54 cfs @ 3.1 fps) Pond W1.4: WETLAND Inflow Area=4.740 ac Peak Elev=888.98' Storage=0.003 of 24.0" x 110.0' Culvert 20 22 24 26 28 3 0 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 7 Time (hours) FEIInflow ❑ Pnmary ' 1237 Post -Development Prepared by Kallio Engineering LLC Pond W3: WETLAND Type 11 24 -hr 2 YR Rainfall=2.80" Page 28 Inflow Area = 2.270 ac, Inflow Depth = 0.33" for 2 YR event Inflow 0.46 cfs @ 12.21 hrs, Volume= 0.062 of ' Outflow 0.31 cfs @ 12.42 hrs, Volume= 0.062 af, Atten= 33%, Lag= 12.2 min Primary 0.31 cfs @ 12.42 hrs, Volume= 0.062 of ' Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Peak Elev= 896.19'@ 12.42 hrs Surf.Area= 0.092 ac Storage= 0.007 of Plug -Flow detention time= 24.6 min calculated for 0.062 of (100% of inflow) Center -of -Mass det. time= 24.7 min ( 963.4 - 938.7 ) ' Volume Invert Avail Storage Storage Description #1 896.11' 0.151 of Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf Area Perim, Inc.Store Cum.Store Wet Area (feet) 1 (acres) (feet) (acre-feet) (acre-feet) (acres) 896.11 0.080 222.0 0.000 0.000 0.080 897.00 0.280 420.0 0.151 0.151 0.312 Device Routing Invert Outlet Devices #1 Primary 896.11' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 1.89 Width (feet) 4.00 30.00 Primary OutFlow Max=0.30 cfs @ 12.42 hrs HW=896.19' (Free Discharge) =Custom Weir/Orifice (Weir Controls 0.30 cfs @ 0.9 fps) 0.1 0.1 Pond W3: WETLAND Hydrograph 0.31 cfs 0 2 4 6 8 10 1214 16 18 20 22 24 26 28 30 32 34 36 38 4( Time (hours) Inflow Area=2.270 ac Peak Elev=896.19' Storage=0.007 of 52 54 56 58 60 62 64 Fe -1 nfi_.- ❑ Primary 1 ' 1237 Post -Development Type// 24 -hr 10 YR Rainfall=4.20" Prepared by Kallio Engineering LLC Page 29 " droCAD®7 10 srn 002095 O 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Subcatchment S1.1: S1.1 Runoff = 4.06 cfs @ 12.12 hrs, Volume= 0.329 af, Depth= 0.92" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 10 YR Rainfall=4.20" Area (ac) CN Description 3.990 58 Woods/grass comb., Good, HSG B ' 0.320 98 Paved parking & roofs 4.310 61 Weighted Average To Length Capacity Description 14.8 200 0.0600 0.2 Sheet Flow, n= 0.200 P2= 2.80" 1.9 140 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 16.7 340 Total Subcatchment S1.1: S1 A Hydrograph D Runoff 14.06 ds I Type 1124 -hr 10 YR Rainfall=4.20" Runoff Area=4.310 ac Runoff Volume=0.329 of Runoff Depth=0.92" Flow Length=340' Tc=16.7 min CN=61 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 Time (hours) ' 1237 Post-Devel Prepared by Kallio u.,n",.re� 7 1n .i., LLC Subcatchment S1.2: S1.2 [491 Hint: Tc<2dt may require smaller dt Runoff = 4.87 cfs @ 12.00 hrs, Volume= 0.267 af, Depth= 2.29" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 10 YR Rainfall=4.20" Type 1124 -hr 10 YR Rainfall=4.20" Page 30 Area (ac) CN Description 0.660 61 >75% Grass cover, Good, HSG B _ 0.740 98 Paved parking & roofs 1.400 81 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 6.0 50 0.0200 0.1 Sheet Flow, Grass: Short n=0.150 P2=2.80" 1.8 150 0.0200 1.4 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.1 140 0.0100 2.0 Shallow Concentrated Flow, Paved Kv= 20.3 fps 8.9 340 Total W Subcatchment S1.2: S1.2 Type II 24 -hr 10 YR Rainfall=4.20" Runoff Area=1.400 ac Runoff Volume=0.267 of Runoff Depth=2.29" Flow Length=340' Tc=8.9 min CN=81 0 2...4 6...,8...10 1214 ...........................x...,_. - 16 18 20 2 30 32 24 2.. 28 30 32 34 3. 3. 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 7 Time (hours) ❑Runoff ' 1237 Post -Development Prepared by Kallio Engineering LLC Type 11 24 -hr 10 YR Rainfall=4.20" Page 31 A H 7f9nl I Subcatchment S1.3: S1.3 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.88 cfs @ 12.02 hrs, Volume= 0.056 af, Depth= 0.92" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 10 YR Rainfall=4.20" _ Area (ac) CN Description 0.730 61 >75% Grass cover, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (ftIsec) (cfs) 6.3 100 0.1800 0.3 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 3.1 380 0.0100 2.0 Shallow Concentrated Flow, Paved Kv-- 20.3 fps 9.4 480 Total 1 0. p.p Subcatchment S1.3: S1.3 0.88 cfs Type II 24 -hr 10 YR Rainfall=4.20" Runoff Area=0.730 ac Runoff Volume=0.056 of Runoff Depth=0.92" Flow Length=480' Tc=9.4 min CN=61 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) ❑Runoff t 1237 Post-Devel Prepared by Kallio HvdroCAD® 7.10 s/n i LLC Type 1124 -hr 10 YR Rainfall=4.20" Page 32 Subcatchment S1.4: S1.4 [491 Hint: Tc<2dt may require smaller dt Runoff = 0.92 cfs @ 12.01 hrs, Volume= 0.054 af, Depth= 0.92" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 10 YR Rainfall=4.20" Area ac CN Description 0.710 61 >75% Grass cover, Good, HSG B Tc Length Slope in) (feet) (fUft) Description 5.7 100 0.1600 0.3 Sheet Flow, n= 0.200 P2= 2.80" 2.4 100 0.0100 0.7 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 8.1 200 Total Subcatchment S1.4: S1.4 Hydrograph ❑ Runo6 Type II 24 -hr 10 YR Rainfall=4.20" Runoff Area=0.710 ac Runoff Volume=0.054 of Runoff Depth=0.92" Flow Length=200' Tc=8.1 min CN=61 ..,.... ,..."....... , . . 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 7 Tlme (hours) ' 1237 Post -Development Type 1124 -hr 10 YR Rainfall=4.20" Prepared by Kallio Engineering LLC Page 33 HydroCAD®7 10 s/n 002095 0 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Subcatchment S7.5: S1.5 Runoff = 0.17 ds @ 12.09 hrs, Volume= 0.013 af, Depth= 0.92" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 10 YR Rainfall=4.20" Area (ac) CN Description — 0.170 61 >75% Grass cover, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (It/sec) (cfs) 11.2 200 0.1200 0.3 Sheet Flow, n= 0.200 P2= 2.80" 2.7 100 0.0080 0.6 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 13.9 300 Total 0.19 0.18 0.17 0.1 0.1 0.14 0.13 ' 0.11 0.1 0 0. 0.17 cfs Subcatchment S1.5: S1.5 Type II 24 -hr 10 YR Rainfall=4.20" Runoff Area=0.170 ac Runoff Volume=0.013 of Runoff Depth=0.92" 28 30 32 34 36 38 4( Tim (hours) Flow Length=300' Tc=13.9 min CN=61 586062 ❑Runoff ' 1237 Post -Development Type 11 24 -hr 10 YR Rainfall=4.20" Prepared by Kallio Engineering LLC Page 34 HydroCAD97 10 sIn 002095 O 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Subcatchment S1.6: S1.6 Runoff = 1.99 cfs @ 12.10 hrs, Volume= 0.148 af, Depth= 1.03" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 10 YR Rainfall=4.20" Area (ac) CN Description _ ' 1.530 0.200 58 98 Woods/grass comb., Good, HSG B Paved parking & roofs 1.730 63 Weighted Average Tc Length Slope Velocity Capacity Description 13.2 200 0.0800 0.3 Sheet Flow, n= 0.200 P2= 2.80" 2.1 80 0.0080 0.6 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 15.3 280 Total Subcatchment S1.6: S1.6 ❑ RunoR 1.99 Cis 2 Type II 24 -hr 10 YR Rainfall=4.20" Runoff Area=1.730 ac Runoff Volume=0.148 of Runoff Depth=1.03" 0 Flow Length=280' Tc=15.3 min CN=63 ,0...Z 4...,. ..,..,.....,.,._.,...,...., .. 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) ' 1237 Post -Development Prepared by Kallio Engineering LLC u..A—re� 7 in ei. MOnoR ( inng H,M, ISubcatchment S1.7: S1.7 Runoff = 10.00 cfs Q 12.23 hrs, Volume= 0.988 af, Depth= 1.21" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 10 YR Rainfall=4.20" _Area (ac) CN Description ' 7.820 58 Woods/grass comb., Good, HSG B 2.000 98 Paved parking & roofs 9.820 66 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (fl/ft) (ft/sec) (cfs) 18.2 200 0.0200 0.2 Sheet Flow, Grass: Short n=0.150 P2=2.80" 1.4 400 0.1000 4.7 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 7.0 660 0.0060 1.6 Shallow Concentrated Flow, Paved Kv= 20.3 fps 26.6 1,260 Total 11 1 10.00 CfS I Subcatchment S1.7: S1.7 Hydrograph Type 1124 -hr 10 YR Rainfall=4.20" Page 35 Type II 24 -hr 10 YR Rainfall=4.20" Runoff Area=9.820 ac Runoff Volume=0.988 of Runoff Depth=1.21" Flow Length=1,260' Tc=26.6 min CN=66 0 0 2 4 6 9 10 12 14 16 18 20 22 24 26 2a 30 32 34 36 38 40 42 dd 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (ham) ❑ Runoff ' 1237 Post -Development Prepared by Kallio Engineering LLC HvdmrAIWa 7 1n e1n nMnoc n 9nn5 HvH, Subcatchment S2.1: S2.1 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.06 cfs @ 12.02 hrs, Volume= 0.063 af, Depth= 1.33" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 10 YR Rainfall=4.20" Type 1124 -hr 10 YR Rainfall=4.20" Page 36 Area (ac) CN Description 0.460 61 Pasture/grassland/range, Good, HSG B 0.110 98 Paved parking & roofs 0.570 68 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (ft/sec) (cfs) 10.0 150 0.0900 0.3 Sheet Flow, n= 0.200 P2= 2.80" 1 Subcatchment S2.1: S2.1 Type II 24 -hr 10 YR Rainfall=4.20" Runoff Area=0.570 ac Runoff Volume=0.063 of Runoff Depth=1.33" Flow Length=150' Tc=10.0 min CN=68 0 2 4...6.,.8.,10.1 ,. ,....,.,,.....,...,...,....,. _. 2 14 16 18 20 222 24 26 28 300 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) ❑ Runoff ' 1237 Post -Development Type// 24 -hr 10 YR Rainfall=4.20" Prepared by Kallio Engineering LLC Page 37 HydroCAD®7 10 s/n 002095 © 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Subcatchment 53.1: 53.1 [49] Hint: Tc<2dt may require smaller dt ' Runoff = 1.01 cfs @ 12.01 hrs, Volume= 0.060 af, Depth= 1.09" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 10 YR Rainfall=4.20" Area (ac) CN Description 0.610 61 >75% Grass cover, Good, HSG B 0.050 98 Paved parking & roofs ' 0.660 64 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f tsec) (cfs) ' 9.1 160 0.1300 0.3 Sheet Flow, n= 0.200 P2= 2.80" Subcatchment S3.1: S3.1 ' Hydrograph ❑ Runoff ' 1.01 Cfs Type II 24 -hr 10 YR Rainfall=4.20" tRunoff Area=0.660 ac Runoff Volume=0.060 of ' Runoff Depth=1.09" LL Flow Length=160' ' Tc=9.1 min CN=64 1 1 0- 0 2 4 6 8 10 12 14 16 182 0 22 24 262 8 30 32 34 36 3840 42 4d 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) 1237 Post -Development Type 1124 -hr 10 YR Rainfall=4.20" Prepared by Kallio Engineering LLC Page 38 HydroCAD®7 10 s/n 002095 © 2005 HydroCAD Software Solutions LLC 4/1 712 01 3 Subcatchment S3.2: S3.2 [491 Hint: Tc<2dt may require smaller dt Runoff = 1.95 cfs @ 12.01 hrs, Volume= 0.112 af, Depth= 1.89" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 10 YR Rainfall=4.20" Area (ac) CN Description 0.430 61 >75% Grass cover, Good, HSG B 0.280 98 Paved parking & roofs 0.710 76 Weighted Average Tc Length Slope Velocity Capacity Description I(min) (feet) (fUft) (fUsec) (cfs) 10.0 150 0.0900 0.3 Sheet Flow, n= 0.200 P2= 2.80" Subcatchment S3.2: S3.2 ❑ Runoff 2 1.95 cfs Type II 24 -hr 10 YR Rainfall=4.20" Runoff Area=0.710 ac Runoff Volume=0.112 of Runoff Depth=1.89" LL 1 Flow Length=150' Tc=10.0 min CN=76 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 Time (hours) ' 1237 Post -Development Prepared by Kallio Engineering LLC HvdroCAD® 7.10 s/n 002095 © 2005 Hvdr Type 1124 -hr 10 YR Rainfall=4.20" Page 39 ..... 0 2 4 6 8 10 12 14 i6 16 20 22 24 26 28 30 32 34 36 384 0 42 44 46 48 50 52 54 56 58 60 62 64 66 Time (hours) Subcatchment S3.3: S3.3 ' Runoff = 1.35 cis @ 12.16 hrs, Volume= 0.120 af, Depth= 1.03" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs ' Type II 24 -hr 10 YR Rainfall=4.20" Area (ac) CN Description 1.310 61 >75% Grass cover, Good, HSG B ' 0.090 98 Paved parking & roofs 1.400 63 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (11(sec) (cfs) 16.6 200 0.0450 0.2 Sheet Flow, n= 0.200 P2= 2.80" 3.6 180 0.0280 0.8 Shallow Concentrated Flow, ' Woodland Kv= 5.0 fps 20.2 380 Total ' Subcatchment S3.3: S3.3 Hydrograph ❑ RurroH ' 1.35 cfs Type II 24 -hr 10 YR ' Rainfall=4.20" Runoff Area=1.400 ac Runoff Volume=0.120 of ' Runoff Depth=1.03" LL Flow Length=380' ' Tc=20.2 min _ CN=63 ..... 0 2 4 6 8 10 12 14 i6 16 20 22 24 26 28 30 32 34 36 384 0 42 44 46 48 50 52 54 56 58 60 62 64 66 Time (hours) ' 1237 Post -Development Type 1124 -hr 10 YR Rainfall=4.20" Prepared by Kallio Engineering LLC Page 40 4/17/2013 H droCAD® 7.10 s/n 002095 © 2005 H droCAD Software Solutions LLC Subcatchment S3.4: S3.4 Runoff = 0.69 cfs @ 12.19 hrs, Volume= 0.066 af, Depth= 0.92" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 10 YR Rainfall=4.20" Area (ac) CN Description 0.870 61 >75% Grass cover, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (f /sec) (cfs) 19.2 200 0.0450 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 2.9 260 0.0460 1.5 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 22.1 460 Total 0.69 cfs 1 o. 0., Subcatchment S3.4: S3.4 Type II 24 -hr 10 YR Rainfall=4.20" Runoff Area=0.870 ac Runoff Volume=0.066 of Runoff Depth=0.92" Flow Length=460' Tc=22.1 min CN=61 18 20 22 ............. 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 Time (hours) ❑ RunoB ' 1237 Post -Development Type 1124 -hr 10 YR Rainfall=4.20" Prepared by Kallio Engineering LLC Page 41 HydroCAD®7 10 s/n 002095 © 2005 HydroCAD Software Solutions LLC 4/17/2013 Subcatchment S3.5: S3.5 Runoff = 7.00 cfs @ 12.03 hrs, Volume= 0.438 af, Depth= 2.21" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 10 YR Rainfall=4.20" Area (ac) CN Description ' 1.180 61 >75% Grass cover, Good, HSG B 1.200 98 Paved parking & roofs 2.380 80 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 10.6 160 0.0500 0.3 Sheet Flow, ' Grass: Short n= 0.150 P2= 2.80" 1.4 170 0.0100 2.0 Shallow Concentrated Flow, Paved Kv= 20.3 fps 12.0 330 Total ' Subcatchment S3.5: S3.5 Hydrograph ' ❑Runoff 7.00 cfs Type II 24 -hr 10 YR 6 Rainfall=4.20" Runoff Area=2.380 ac ' S Runoff Volume=0.438 of 4 Runoff Depth=2.21" ' .2 Flow Length=330' 3 Tc=12.0 min ' 21 k CN=80 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 fib 68 70 72 Time (hours) ' 1237 Post -Development Prepared by Kallio Engineering LLC Nv,imrAf R 7,n cin nr»nos n,)nne Hvr,r ' Subcatchment S3.6: S3.6 Runoff = 0.30 ds @ 12.11 hrs, Volume= 0.024 af, Depth= 0.92" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 10 YR Rainfall=4.20" Area (ac) CN Description 0.310 61 >75% Grass cover, Good, HSG B Type 1124 -hr 10 YR Rainfall=4.20" Page 42 Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft/sec) (cfs) 3.9 60 0.2200 0.3 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 10.6 160 0.0500 0.3 Sheet Flow, Grass: Short n=0.150 P2=2.80" 1.4 170 0.0100 2.0 Shallow Concentrated Flow, Paved Kv= 20.3 fps 15.9 390 Total Subcatchment S3.6: S3.6 D Runoff 0.32 0.30 Cts 0.3 Type II 24 -hr 10 YR 026 Rainfall=4.20" 0.24 Runoff Area=0.310 ac 022 Runoff Volume=0.024 of 0.2 s 0.18 Runoff Depth=0.92" 016 Flow Length=390' LL 0.14. 0.12 Tc=15.9 min 0.+ CN=61 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hour) ' 1237 Post -Development Type 1124 -hr 10 YR Rainfall=4.20" Prepared by Kallio Engineering LLC Page 43 HydroCAD®7 10 s/n 002095 © 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Subcatchment S4.1: S4.1 Runoff = 0.67 cfs @ 12.19 hrs, Volume= 0.069 af, Depth= 0.76" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 10 YR Rainfall=4.20" Area (ac) CN Description 1.100 58 Woods/grass comb., Good, HSG B Tc Length Description 19.2 200 0.0450 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 2.1 90 0.0200 0.7 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.3 290 Total AE 1 00.1 e., Subcatchment S4.1: S4.1 Type II 24 -hr 10 YR Rainfall=4.20" Runoff Area=1.100 ac Runoff Volume=0.069 of Runoff Depth=0.76" Flow Length=290' Tc=21.3 min CN=58 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 Time (hours) ❑ Runoff 1 ' 1237 Post -Development Prepared by Kallio Engineering LLC Hvdmr.AnQ 7.10 s/n 002095 n 2005 Hvdr ' - Subcatchment S4.2: S4.2 Runoff - 0.17 cfs @ 12.23 hrs, Volume= 0.018 af, Depth= 0.92" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 10 YR Rainfall=4.20" Area (ac) CN Description 0.230 61 >75% Grass cover, Good, HSG B Type// 24 -hr 10 YR Rainfall=4.20" Page 44 Tc Length Slope Velocity Capacity Description (min) (feet) Oft) (f /sec) (cfs) 3.8 60 0.2300 0.3 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 19.2 200 0.0450 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 2.1 90 0.0200 0.7 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 25.1 350 Total Subcatchment S4.2: S4.2 0.16 0.17 cfs 017 Type II 24 -hr 10 YR 0.16 0.15 Rainfall=4.20" 014 0.13 Runoff Area=0.230 ac 0.12 Runoff Volume=0.018 of 0.11 0.7 Runoff Depth=0.92" 0.09 Flow Length=350' u 0.08 0.07 Tc=25.1 min 0.06 CN=61 0.01 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 Time (hours) ❑ RunoB 1237 Post -Development Type 1124 -hr 10 YR Rainfall=4.20" Prepared by Kallio Engineering LLC Page 45 HvdroCAD@ 7.10 s/n 002095 ® 2005 HvdroCAD Software Solutions LLC 4/17/2013 Reach D: TOTAL DISCHARGE [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 27.100 ac, Inflow Depth > 1.24" for 10 YR event Inflow = 5.75 cfs @ 12.77 hrs, Volume= 2.810 of Outflow = 5.75 cfs @ 12.77 hrs, Volume= 2.810 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D: TOTAL DISCHARGE Tins (flours) D Inflow ❑ Outflow 1237 Post -Development Type 1124 -hr 10 YR Rainfall=4.20" Prepared by Kallio Engineering LLC Page 46 HvdroCAD®7 10 s/n 002095 ® 2005 HydroCAD Software Solutions LLC 4/17/2013 Reach D1: DISCHARGE 1 [40] Hint: Not Described (Outflow --inflow) Inflow Area = 18.870 ac, Inflow Depth > 1.17" for 10 YR event Inflow = 3.50 cfs @ 13.15 hrs, Volume= 1.847 of Outflow = 3.50 cfs @ 13.15 hrs, Volume= 1.847 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D1: DISCHARGE 1 3 0 Time (houm) 13 Inflow ❑ Outflow 1237 Post -Development Prepared by Kallio Engineering LLC Reach D1-3: D1-3 Type 1124 -hr 10 YR Rainfall=4.20" Page 47 4117/2013 [401 Hint: Not Described (Outflow=Inflow) Inflow Area = 20.100 ac, Inflow Depth > 1.18" for 10 YR event Inflow = 3.67 cfs @ 13.06 hrs, Volume= 1.970 of Outflow = 3.67 cfs @ 13.06 hrs, Volume= 1.970 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D1-3: D1-3 w u 3 0 LL Time (hours) D InFlow ❑ Outflow 1237 Post -Development Prepared by Kallio Engineering LLC Reach D2: DISCHARGE 2 Type 11 24 -hr 10 YR Rainfall=4.20" Page 48 4/17/2013 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.570 ac, Inflow Depth = 1.33" for 10 YR event Inflow = 1.06 cis @ 12.02 hrs, Volume= 0.063 of Outflow = 1.06 cfs @ 12.02 hrs, Volume= 0.063 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt-- 0.10 hrs Reach D2: DISCHARGE 2 Hydrograph TRIM (houm) ❑ Inflow ❑ Outflow 1237 Post -Development Type 1124 -hr 10 YR Rainfall=4.20" Page 49 Prepared by Kallio Engineering LLC 4/17/2013 H droCAD@ 7.10 s/n 002095 @ 2005 H droCAD Software Solutions LLC Reach D3: DISCHARGE 3 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.660 ac, Inflow Depth = 1.09" for 10 YR event Inflow = 1.01 cfs @ 12.01 hrs, Volume= 0.060 of Outflow = 1.01 cfs @ 12.01 hrs, Volume= 0.060 all, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D3: DISCHARGE 3 Time (hours) ❑i1now D Outflow 1237 Post -Development Prepared by Kallio Engineering LLC Reach D4: DISCHARGE 4 Type 1124 -hr 10 YR Rainfall=4.20" Page 50 ni17nn1z [40] Hint: Not Described (Outflow= Inflow) Inflow Area = 7.000 ac, Inflow Depth > 1.44" for 10 YR event Inflow = 2.45 cis @ 12.31 hrs, Volume= 0.840 of Outflow = 2.45 cis @ 12.31 hrs, Volume= 0.840 at, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D4: DISCHARGE 4 Hvdroqraph TMe (hoore) D Inflow ❑ Outflow ' 1237 Post -Development Type 1124 -hr 10 YR Rainfall=4.20" Prepared by Kallio Engineering LLC Page 51 HydroCAD® 7.10 s/n 002095 @ 2005 HvdroCAD Software Solutions LLC 4117/2013 Pond P1: STORM POND Inflow Area = 2.130 ac, Inflow Depth = 1.82" for 10 YR event ' Inflow 5.73 cfs @ 12.00 hrs, Volume= 0.323 of Outflow 1.73 cfs @ 12.22 hrs, Volume= 0.323 af, Atten= 70%, Lag= 13.1 min Primary 1.73 cfs @ 12.22 hrs, Volume= 0.323 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Peak Elev= 893.39'@ 12.22 hrs Surf.Area= 0.088 ac Storage= 0.102 of Plug -Flow detention time= 54.9 min calculated for 0.323 of (100% of inflow) Center -of -Mass det. time= 54.0 min ( 890.6 - 836.6 ) ' Volume Invert Avail Storage Storage Description #1 892.00' 0.269 of Custom Stage Data (Irregular)Listed below (Recalc) Elevation SUrf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 892.00 0.060 187.0 0.000 0.000 0.060 893.00 0.080 212.0 0.070 0.070 0.079 ' 894.00 0.100 237.0 0.090 0.160 0.100 895.00 0.120 257.0 0.110 0.269 0.119 Device Routing Invert Outlet Devices #1 Primary 892.00' 8.0" Vert. Orifice/Grate C= 0.600 #2 Primary 893.50' 5.0' long x 0.7' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 Coat (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32 3.31 3.32 ' Primary OutFlow Max=1.72 cfs @ 12.22 hrs HW=893.38' (Free Discharge) �1=Orifice/Grate (Orifice Controls 1.72 cfs @ 4.9 fps) 2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) ' Pond P1: STORM POND Hydrograph Time (hours) IN _1 -fl_ -_w D Primary 1237 Post -Development Prepared by Kallio Engineering LLC HydroCAD@ 7.10 sin 002095 @ 2005 Hydl Type 1124 -hr 10 YR Rainfall=4.20" Page 52 ' Pond P3: STORM POND Inflow Area = 5.670 ac, Inflow Depth = 1.61" for 10 YR event Inflow = 9.58 cfs @ 12.04 his, Volume= 0.760 of Outflow 1.97 cfs @ 12.61 hrs, Volume= 0.753 af, Atten= 79%, Lag= 34.1 min Primary 1.97 cfs @ 12.61 his, Volume= 0.753 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.10 his Peak Elev= 894.94' @ 12.61 his Surf.Area= 0.347 ac Storage= 0.303 of Plug -Flow detention time= 191.5 min calculated for 0.753 of (99% of inflow) Center -of -Mass det. time= 185.9 min ( 1,040.0 - 854.1 ) Volume Invert Avail Storage Storage Description #1 894.00' 0.709 of Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area ' (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 894.00 0.300 449.0 0.000 0.000 0.300 895.00 0.350 479.0 0.325 0.325 0.352 896.00 0.420 617.0 0.384 0.709 0.629 Device Routing Invert Outlet Devices #1 Primary 894.00' 12.0" x 20.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 893.90' S= 0.0050'P Cc= 0.900 n=0.012 Primary OutFlow Max=1.97 cfs @ 12.61 his HW=894.94' (Free Discharge) L1=Culvert (Barrel Controls 1.97 cfs @ 3.3 fps) 10611ma 1.97 Pond 133: STORM POND Inflow Area=5.670 ac Peak Elev=894.94' Storage=0.303 of 12.021 x 20.0' Culvert 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) ■ Inflow ❑ Pnmary 1237 Post -Development Type 11 24 -hr 10 YR Rainfall=4.20" Prepared by Kallio Engineering LLC Page 53 HydroCAD57 10 s/n 002095 O 2005 HydroCAD Software Solutions LLC 4/17/2013 Pond W1.1: WETLAND [81] Warning: Exceeded Pond W1.4 by 0.86'@ 13.80 hrs Inflow Area = 18.870 ac, Inflow Depth = 1.18" for 10 YR event Inflow = 17.16 cfs @ 12.19 hrs, Volume= 1.856 of Outflow = 3.50 cfs @ 13.15 hrs, Volume= 1.847 af, Atten= 80%, Lag= 57.2 min Primary = 3.50 cfs @ 13.15 hrs, Volume= 1.847 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Peak Elev= 889.71'@ 13.15 hrs Surf.Area= 0.585 ac Storage= 0.686 of Plug -Flow detention time= 172.4 min calculated for 1.847 of (100% of inflow) Center -of -Mass det. time= 168.7 min ( 1,056.7 - 888.0 ) Volume Invert Avail Storage Storage Description #1 888.11' 4.057 of Custom Stage Data (Irregular)Listed below (Recalc) Elevation SUrf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 888.11 0.290 806.0 0.000 0.000 0.290 890.00 0.650 1,598.0 0.866 0.866 3.769 892.00 2.790 1,712.0 3.191 4.057 4.462 Device Routing Invert Outlet Devices #1 Primary 888.10' 12.0" x 20.0' long Culvert CMP, end -section conforming to fill, Ke= 0.500 Outlet Invert= 888.08' S=0.00107 Cc= 0.900 n=0.012 #2 Primary 891.23' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 0.50 Width (feet) 0.00 20.00 Primary OutFlow Max=3.50 cfs @ 13.15 hrs HW=889.71' (Free Discharge) 11 =Culvert (Barrel Controls 3.50 cfs @ 4.5 fps) 2=Custom Weir/Orifice ( Controls 0.00 cfs) 17.16 cfs ill =,fl 09 LL p Pond WIA: WETLAND Inflow Area=18.870 ac Peak Elev=889.71' Storage=0.686 of U.p...,.......,". 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 Time (hours) ■ Inflow D Pdmary t 1237 Post -Development Prepared by Kallio Engineering LLC w.A_rerW 7 In a/.. nnOno4 n Onn4 w,m, Type 1124 -hr 10 YR Rainfall=4.20" Page 54 ' Invert Avail Storage Pond W1.4: WETLAND Inflow Area = 4.740 ac, Inflow Depth = 1.36" for 10 YR event Inflow = 4.39 cfs @ 12.09 hrs, Volume= 0.538 of Outflow 4.02 cfs @ 12.16 hrs, Volume= 0.538 af, Atten= 8%, Lag= 3.9 min ' Primary 4.02 cis @ 12.16 hrs, Volume= 0.538 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs ' Peak Elev= 889.36' @ 12.16 hrs Surf.Area= 0.047 ac Storage= 0.015 of Plug -Flow detention time= 1.4 min calculated for 0.538 of (100% of inflow) Center -of -Mass det. time= 1.4 min ( 889.8 - 888.4 ) Volume Invert Avail Storage Storage Description ' #1 888.40' 0.856 of Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) ' 888.40 0.000 0.0 0.000 0.000 0.000 890.00 0.130 441.0 0.069 0.069 0.355 892.00 0.740 750.0 0.787 0.856 1.028 Device Routing Invert Outlet Devices #1 Primary 888.40' 24.0" x 110.0' long Culvert RCP, end -section conforming to fill, Ke= 0.500 Outlet Invert= 887.90' S= 0.0045T Cc= 0.900 n= 0.012 Primary OutFlow Max=3.94 cfs @ 12.16 hrs HW=889.35' (Free Discharge) t1=Culvert (Barrel Controls 3.94 cfs @ 3.9 fps) 4.39 cfs 4.02 cfs 0 2 4 6 8 Pond W1.4: WETLAND Hydrograph Inflow Area=4.740 ac Peak Elev=889.36' Storage=0.015 of 24.0" x 110.0' Culvert 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) ■ Inflow ❑ Pnmary ' 1237 Post -Development Prepared by Kallio Engineering LLC u.,w...r•nrw�„n _,., nn�nnc n �nnc u..a. Type// 24 -hr 10 YR Rainfall=4.20” Page 55 Pond W3: WETLAND Inflow Area = 2.270 ac, Inflow Depth= 0.99" for 10 YR event Inflow = 2.02 cfs @ 12.17 hrs, Volume= 0.186 of ' Outflow 1.66 cfs @ 12.29 hrs, Volume= 0.186 af, Atten= 18%, Lag= 7.1 min Primary 1.66 cfs @ 12.29 hrs, Volume= 0.186 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs ' Peak Elev= 896.32' @ 12.29 hrs Surf.Area= 0.117 ac Storage= 0.021 of Plug -Flow detention time= 16.5 min calculated for 0.186 of (100% of inflow) Center -of -Mass det. time= 16.6 min ( 909.1 - 892.4 ) ' Volume Invert Avail Storage Storage Description #1 896.11' 0.151 of Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area ' (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 896.11 0.080 222.0 0.000 0.000 0.080 897.00 0.280 420.0 0.151 0.151 0.312 _Device Routing Invert Outlet Devices #1 Primary 896.11' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 1.89 Width (feel) 4.00 30.00 Primary Outflow Max=1.64 cfs @ 12.29 hrs HW=896.32' (Free Discharge) =Custom Weir/Orifice (Weir Controls 1.64 cfs @ 1.4 fps) Pond W3: WETLAND Hydrograph Time (hours) ■ Inflow ❑ Pnmary ' 1237 Post -Development Type// 24 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 56 HydroCAD@ 7.10 s/n 002095 @ 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Subcatchment S7.1: S1.1 Runoff = 9.94 cfs @ 12.11 hrs, Volume= 0.720 af, Depth= 2.01" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 100 YR Rainfall=6.00" Area (ac) CN Description ' 3.990 58 Woods/grass comb., Good, HSG B 0.320 98 Paved parking & roofs 4.310 61 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) Rift) (fUsec) (cfs) 14.8 200 0.0600 0.2 Sheet Flow, n= 0.200 P2= 2.80" ' 1.9 140 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 16.7 340 Total ' Subcatchment S1.1: S1.1 Hydrograph t 11 ❑Runoff 9.94 cfs 107Type 11 24 -hr 100 YR ' 9 Rainfall=6.00" e Runoff Area=4.310 ac i 7 Runoff Volume=0.720 of 6-. Runoff Depth=2.01" 0 5- Flow Length=340' ' Tc=16.7 min 4 CN=61 ' 3 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) ' 1237 Post -Development Prepared by Kallio Engineering LLC HydroCAD@ 7.10 s/n 002095 @ 2005 Hydr Subcatchment S1.2: S1.2 [49] Hint: Tc<2dt may require smaller dt Runoff = 8.14 cfs @ 12.00 hrs, Volume= 0.453 af, Depth= 3.88" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 100 YR Rainfall=6.00" Type// 24 -hr 100 YR Rainfall=6.00" Page 57 _ Area (ac) CN Description 0.660 61 >75% Grass cover, Good, HSG B 0.740 98 Paved parking & roofs 1.400 81 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 6.0 50 0.0200 0.1 Sheet Flow, Grass: Short n=0.150 P2=2.80" 1.8 150 0.0200 1.4 Sheet Flow, Smooth surfaces n=0.011 P2=2.80" 1.1 140 0.0100 2.0 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0 LL Subcatchment S1.2: S1.2 Hydrograph 1 8.14 cfS I Type II 24 -hr 100 YR Rainfall=6.00" Runoff Area=1.400 ac Runoff Volume=0.453 of Runoff Depth=3.88" Flow Length=340' Tc=8.9 min CN=81 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) ❑ Runoff ' 1237 Post -Development Type 1124 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 58 HydroCAD@ 7.10 s/n 002095 @ 2005 HydroCAD Software Solutions LLC 4/17/2013 Subcatchment S1.3: 51.3 [49] Hint: Tc<2dt may require smaller dt ' Runoff = 2.12 cfs @ 12.01 hrs, Volume= 0.122 af, Depth= 2.01" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 100 YR Rainfall=6.00" ' Area (ac) CN Description 0.730 61 >75% Grass cover, Good, HSG B ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 6.3 100 0.1800 0.3 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" ' 3.1 380 0.0100 2.0 Shallow Concentrated Flow, Paved Kv= 20.3 fps 9.4 480 Total ' Subcatchment S1.3: S1.3 Hydrograph Type II 24 -hr 100 YR Rainfall=6.00" Runoff Area=0.730 ac Runoff Volume=0.122 of Runoff Depth=2.01" Flow Length=480' Tc=9.4 min CN=61 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 Time (hours) 62 64 66 68 ❑ Runoff 1237 Post -Development Type 1124 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 59 HydroCAD@ 7.10 s/n 002095 © 2005 HydroCAD Software Solutions LLC 4/17/2013 Subcatchment S1.4: S1.4 [491 Hint: Tc<2dt may require smaller dt Runoff = 2.18 ds @ 12.00 hrs, Volume= 0.119 af, Depth= 2.01" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 100 YR Rainfall=6.00" _ Area (ac) CN Description 0.710 61 >75% Grass cover, Good, HSG B Tc Length Description 5.7 100 0.1600 0.3 Sheet Flow, n= 0.200 P2= 2.80" 2.4 100 0.0100 0.7 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 8.1 200 Total 1 2.18 cfs I 0 2 4 6 8 10 12 14 Subcatchment S1.4: S7.4 Type 1124 -hr 100 YR Rainfall=6.00" Runoff Area=0.710 ac Runoff Volume=0.119 of Runoff Depth=2.01" Flow Length=200' Tc=8.1 min CN=61 12 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 Time (hours) p Runoff 1 ' 1237 Post -Development Type 1124 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 60 HydroCAD®7 10 s/n 002095 0 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Subcatchment S1.5: S1.5 Runoff = 0.42 cfs @ 12.08 hrs, Volume= 0.028 af, Depth= 2.01" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 100 YR Rainfall=6.00" _ Area (ac) CN Description 0.170 61 >75% Grass cover, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftfsec) (cfs) 11.2 200 0.1200 0.3 Sheet Flow, n= 0.200 P2= 2.80" 2.7 100 0.0080 0.6 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 13.9 300 Total ' 0.16 0.1E 0.14 0.12 0.1 Subcatchment S1.5: S1.5 Hydrograph 0.42 cfs Type II 24 -hr 100 YR Rainfall=6.00" Runoff Area=0.170 ac Runoff Volume=0.028 of Runoff Depth=2.01" Flow Length=300' Tc=13.9 min CN=61 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) ❑ Runoff 1 ' 1237 Post -Development Type 1124 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 61 HydroCAD@ 7.10 s/n 002095 @ 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Subcatchment SIX: S1.6 Runoff = 4.55 cfs @ 12.09 hrs, Volume= 0.314 af, Depth= 2.18" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 100 YR Rainfall=6.00" _Area (ac) CN Description ' 1.530 58 Woods/grass comb., Good, HSG B 0.200 98 Paved parking & roofs 1.730 63 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (fUsec) (cfs) 13.2 200 0.0800 0.3 Sheet Flow, n= 0.200 P2= 2.80" ' 2.1 80 0.0080 0.6 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 15.3 280 Total ' Subcatchment S1.6: S1.6 Hydrograph ' S ❑Runoff 4.55 cfs Type II 24 -hr 100 YR ■ 4 Rainfall=6.00" Runoff Area=1.730 ac Runoff Volume=0.314 of 3 Runoff Depth=2.18" .2 Flow Length=280' 2 Tc=15.3 min CN=63 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 fib Time (hours) ' 1237 Post -Development Type 1124 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 62 n droCAD®7 10 s/n 002095 C 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Subcatchment S1.7: S1.7 Runoff 21.67 cfs @ 12.22 hrs, Volume= 1.997 af, Depth= 2.44" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 100 YR Rainfall=6.00" _ Area (ac) CN Description 7.820 58 Woods/grass comb., Good, HSG B 2.000 98 Paved parking & roofs 9.820 66 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 18.2 200 0.0200 0.2 Sheet Flow, CN=66 Grass: Short n= 0.150 P2= 2.80" 1.4 400 0.1000 4.7 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 7.0 660 0.0060 1.6 Shallow Concentrated Flow, Paved Kv= 20.3 fps 26.6 1,260 Total Subcatchment S1.7: S1.7 ❑ Runaff 23 21 21.67 Cfs Type II 24 -hr 100 YR 19 Rainfall=6.00" 17 Runoff Area=9.820 ac 15 Runoff Volume=1.997 of 14 r 13 Runoff Depth=2.44" 12 11 Flow Length=1,260' LL 19 Tc=26.6 min e CN=66 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 46 50 52 54 56 58 60 62 64 66 66 70 72 Time (hours) 1237 Post -Development Prepared by Kallio Engineering LLC HvdroCADS 7.10 s/n 002095 © 2005 Hvdr Subcatchment S2.1: S2.1 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.16 cfs @ 12.01 hrs, Volume= 0.124 at, Depth= 2.62" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 100 YR Rainfall=6.00" Area (ac) CN Description 0.460 61 Pasture/grassland/range, Good, HSG B 0.110 98 Paved parking & roofs 0.570 68 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0900 0.3 Sheet Flow, n= 0.200 P2= 2.80" Subcatchment S2.1: S2.1 Hvdrograph Type 1124 -hr 100 YR Rainfall=6.00" Page 63 4/17/2013 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) ❑ Runoff 2.16 cfs Type II 24 -hr 100 YR Rainfall=6.00" Runoff Area=0.570 ac Runoff Volume=0.124 of Runoff Depth=2.62" Flow Length=150' Tc=10.0 min CN=68 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) ❑ Runoff ' 1237 Post -Development Prepared by Kallio Engineering LLC HydroCAD® 7.10 s/n 002095 @ 2005 Hydi Subcatchment S3.1: S3.1 [491 Hint: Tc<2dt may require smaller dt Runoff = 2.23 cfs @ 12.01 hrs, Volume= 0.124 af, Depth= 2.26" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 100 YR Rainfall=6.00" Area (ac) CN Description 0.610 61 >75% Grass cover, Good, HSG B 0.050 98 Paved parking & roofs 0.660 64 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 160 0.1300 0.3 Sheet Flow, n= 0.200 P2= 2.80" Subcatchment S3.1: S3.1 1 Type 1124 -hr 100 YR Rainfall=6.00" Page 64 A11719M I Type II 24 -hr 100 YR Rainfall=6.00" Runoff Area=0.660 ac Runoff Volume=0.124 of Runoff Depth=2.26" Flow Length=160' Tc=9.1 min CN=64 10 -,... 1 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 56 60 62 64 66 68 70 72 Time (hours) O Runofr I ' 1237 Post -Development Type 1124 -hr 100 YR Rainfa&6.00" Prepared by Kallio Engineering LLC Page 65 4/17/2013 droCAD®7 10 s/n 002095 O 2005 HydroCAD Software Solutions LLC Subcatchment S3.2: S3.2 [491 Hint: Tc<2dt may require smaller dt Runoff = 3.48 cfs @ 12.01 hrs, Volume= 0.200 af, Depth= 3.38" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 100 YR Rainfall=6.00" Area (ac) CN Description 0.430 61 >75% Grass cover, Good, HSG B 0.280 98 Paved parking & roofs 0.710 76 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 150 0.0900 0.3 Sheet Flow, n= 0.200 P2= 2.80" 1 3.48 cfS I 12 14 16 18 20 22 24 Subcatchment S3.2: S3.2 Hydrograph Type II 24 -hr 100 YR Rainfall=6.00" Runoff Area=0.710 ac Runoff Volume=0.200 of Runoff Depth=3.38" Flow Length=150' Tc=10.0 min CN=76 t2 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 fib 68 70 72 Tim (hours) D Runoff 1 ' 1237 Post -Development Type // 24 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 66 Hvdmr.Andb 7 1n a/n nnnar, m Mrs; Hvdrn(:An Software solutions LLC _ 4/17/2013 I Subcatchment S3.3: S3.3 Runoff = 3.17 cfs @ 12.14 hrs, Volume= 0.254 af, Depth= 2.18" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 100 YR Rainfall=6.00" Area (ac) CN Description 1.310 61 >75% Grass cover, Good, HSG B ' 0.090 98 Paved parking & roofs 1.400 63 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (fVft) (ft/sec) (cfs) 16.6 200 0.0450 0.2 Sheet Flow, n= 0.200 P2= 2.80" 3.6 180 0.0280 0.8 Shallow Concentrated Flow, ' Woodland Kv= 5.0 fps 20.2 380 Total Subcatchment S3.3: S3.3 Hydrograph ❑Runoff ' 3.17 ds Type II 24 -hr 100 YR 3 Rainfall=6.00" Runoff Area=1.400 ac ' Runoff Volume=0.254 of 2 Runoff Depth=2.18" .2 Flow Length=380' ' Tc=20.2 min CN=63 ' 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 Thns (hours) t 1237 Post -Development Type 1124 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 67 4/17/2013 n droCAD@ 7.10 s/n 002095 @ 2005 HydroCAD Software Solutions LLC Subcatchment SIC S3.4 Runoff = 1.69 cfs @ 12.17 hrs, Volume= 0.145 af, Depth= 2.01" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 100 YR Rainfall=6.00" Area (ac) CN Description 0.870 61 >75% Grass cover, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 19.2 200 0.0450 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 2.9 260 0.0460 1.5 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 22.1 460 Total Subcatchment S3.4: S3.4 Hydrograph 1.69 cfs Type II 24 -hr 100 YR Rainfall=6.00" Runoff Area=0.870 ac Runoff Volume=0.145 of Runoff Depth=2.01" Flow Length=460' Tc=22.1 min CN=61 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 5860 62 64 Time (hours) p Runoff 1 ' 1237 Post -Development Type II 24 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 68 Hvdmr.An(a17.10 e/n nn9n9F Ccl 9005 Hvlmr.An Software solutions LLC 4/17/2013 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 Time (hours) Subcatchment S3.5: S3.5 Runoff = 11.93 ofs @ 12.03 hrs, Volume= 0.750 af, Depth= 3.78" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs ' Type II 24 -hr 100 YR Rainfall=6.00" Area (ac) CN Description 1.180 61 >75% Grass cover, Good, HSG B ' 1.200 98 Paved parking & roofs 2.380 80 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (ft/sec) (cfs) 10.6 160 0.0500 0.3 Sheet Flow, Grass: Short n=0.150 P2=2.80" ' 1.4 170 0.0100 2.0 Shallow Concentrated Flow, Paved Kv= 20.3 fps 12.0 330 Total Subcatchment S3.5: S3.5 Hydrograph 13 ❑Runoff ' 11.93 cfs 12 Type II 24 -hr 100 YR " Rainfall=6.00" ' Runoff Area=2.380 ac Runoff Volume=0.750 of e Runoff Depth=3.78" 7 6 Flow Length=330' ' Tc=12.0 min CN=80 ' 31 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 Time (hours) ' 1237 Post -Development Type// 24 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 69 HydroCAD®7 10 s/n 002095 O 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Subcatchment S3.6: S3.6 Runoff = 0.73 cfs @ 12.10 hrs, Volume= 0.052 af, Depth= 2.01" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 100 YR Rainfall=6.00" Area (ac) CN Description 0.310 61 >75% Grass cover, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.9 60 0.2200 0.3 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 10.6 160 0.0500 0.3 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" 1.4 170 0.0100 2.0 Shallow Concentrated Flow, Paved Kv= 20.3 fps 15.9 390 Total Subcatchment S3.6: S3.6 Hydrograph ❑ Runoff 0.75 0.73 cfs 07 Type II 24 -hr 100 YR 0.65 Rainfall=6.00" 06 Runoff Area=0.310 ac 0.55- 0.5- Runoff Volume=0.052 of 0.45 Runoff Depth=2.01" LL 35 Flow Length=390' 0.3 Tc=15.9 min 0.25 C N=61 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) ' 1237 Post -Development Type 1124 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 70 HydroCAD@ 7.10 s/n 002095 © 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Subcatchment S4.1: S4.1 Runoff = 1.85 cfs @ 12.17 hrs, Volume= 0.161 af, Depth= 1.76" ' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Type II 24 -hr 100 YR Rainfall=6.00" Area (ac) CN Description 1.100 58 Woods/grass comb., Good, HSG B Tc Length Slope Velocity Capacity Description 19.2 200 0.0450 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 2.1 90 0.0200 0.7 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 21.3 290 Total Subcatchment S4.1: S4.1 Hydrograph Type II 24 -hr 100 YR Rainfall=6.00" Runoff Area=1.100 ac Runoff Volume=0.161 of Runoff Depth=1.76" Flow Length=290' Tc=21.3 min CN=58 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) p RunofF ' 1237 Post -Development Type 1124 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 71 HVdmCAnOb 7 1n eln 009095 (c) 9n05 HvdroCAD Software Solutions LLC 4/17/2013 ' Subcatchment S4.2: S4.2 Runoff = 0.42 cfs @2 12.21 hrs, Volume= 0.038 af, Depth= 2.01" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs ' Type II 24 -hr 100 YR Rainfall=6.00" _ Area (ac) CN Description 0.230 61 >75% Grass cover, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 60 0.2300 0.3 Sheet Flow, ' Grass: Dense n= 0.240 P2= 2.80" 19.2 200 0.0450 0.2 Sheet Flow, Grass: Dense n= 0.240 P2= 2.80" 2.1 90 0.0200 0.7 Shallow Concentrated Flow, ' Woodland Kv= 5.0 fps 25.1 350 Total Subcatchment S4.2: S4.2 Hydrograph 046 ❑Runoff ' 0.44 0.42 cf5 0.42. Type II 24 -hr 100 YR 0.4 0.38 Rainfall=6.00" 0.36 t 034 Runoff Area=0.230 ac 0.32 03 Runoff Volume=0.038 of ' 0.28 024 Runoff Depth=2.01" 0.' 02 , Length=350' Flow 0.16 Tc=25.1 m i n 0.1 0.14 CN=61 0.12 ' 0.1 0.08 0.06 0.0 ' 9.622 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hour) 1237 Post -Development Type 1124 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 72 HvdroCAD@ 7.10 s/n 002095 @ 2005 HvdroCAD Software Solutions LLC 4/17/2013 Reach D: TOTAL DISCHARGE 1401 Hint: Not Described (Outflow=Inflow) Inflow Area = 27.100 ac, Inflow Depth > 2.47" for 100 YR event Inflow = 11.11 cfs @ 12.29 hrs, Volume= 5.586 of Outflow = 11.11 cfs @ 12.29 hrs, Volume= 5.586 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D: TOTAL DISCHARGE Time (hours) ■ Inflow 0 Outflow 1237 Post -Development Type 11 24 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 73 4/17/2013 HydroCAD®7 10 s/n 002095 © 2005 HydroCAD Software Solutions LLC Reach D1: DISCHARGE 1 [40) Hint: Not Described (Outflow=Inflow) Inflow Area = 18.870 ac, Inflow Depth > 2.38" for 100 YR event Inflow = 5.61 cfs @ 13.26 hrs, Volume= 3.744 of Outflow = 5.61 cis @ 13.26 hrs, Volume= 3.744 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D1: DISCHARGE 1 Hvdroaraph Time (hoes) ❑Inflow D Outflow 1237 Post -Development Prepared by Kallio Engineering LLC Reach D1-3: D1-3 Type 1124 -hr 100 YR Rainfall=6.00" Page 74 A 1171on11 [401 Hint: Not Described (Outflow --inflow) Inflow Area = 20.100 ac, Inflow Depth > 2.38" for 100 YR event Inflow = 5.94 cfs @ 12.83 hrs, Volume= 3.993 of Outflow = 5.94 ds @ 12.83 hrs, Volume= 3.993 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D1-3: D13 Tim (hours) D Inflow ❑ outllow 1237 Post -Development Type 1124 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 75 HydroCAD@ 7.10 s/n 002095 @ 2005 HydroCAD Software Solutions LLC 4/17/2013 Reach D2: DISCHARGE 2 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.570 ac, Inflow Depth = 2.62" for 100 YR event Inflow = 2.16 cfs @ 12.01 hrs, Volume= 0.124 of Outflow, = 2.16 cfs @ 12.01 hrs, Volume= 0.124 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D2: DISCHARGE 2 Time (tours) D Inflow [IOutflow 1237 Post -Development Type 1124 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 76 HydmCAD®7 10 s/n 002095 0 2005 HydroCAD Software Solutions LLC 4/17/2013 Reach D3: DISCHARGE 3 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.660 ac, Inflow Depth = 2.26" for 100 YR event Inflow = 2.23 cfs @ 12.01 hrs, Volume= 0.124 of Outflow = 2.23 cfs @ 12.01 hrs, Volume= 0.124 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D3: DISCHARGE 3 Hydrograph Time (hours) DInflow D Outflow 1237 Post -Development Prepared by Kallio Engineering LLC HvdraCAD® 7.10 s/n 002095 @ 2005 Hvdr Reach D4: DISCHARGE 4 Type 1124 -hr 100 YR Rainfall=6.00" Page 77 4/17/2013 [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 7.000 ac, Inflow Depth > 2.73" for 100 YR event Inflow = 5.56 cfs @ 12.23 hrs, Volume= 1.593 of Outflow = 5.56 ds @ 12.23 hrs, Volume= 1.593 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Reach D4: DISCHARGE 4 Mvdroaranh Time (hours) ■ Inflow ❑ Outflow ' 1237 Post -Development Type 1124 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 78 HydroCADS 7.10 s/n 002095 © 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Pond P1: STORM POND Inflow Area = 2.130 ac, Inflow Depth = 3.24" for 100 YR event Inflow = 10.24 cis @ 12.00 hrs, Volume= 0.575 of ' Outflow 6.78 cis @ 12.12 hrs, Volume= 0.575 af, Atten= 34%, Lag= 7.3 min Primary 6.78 cis @ 12.12 hrs, Volume= 0.575 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs ' Peak Elev= 893.98'@ 12.12 hrs Surf.Area= 0.100 ac Storage= 0.157 of Plug -Flow detention time= 42.1 min calculated for 0.574 of (100% of inflow) Center -of -Mass det. time= 43.5 min ( 865.1 - 821.5 ) Volume Invert Avail Storage Storage Description #1 892.00' 0.269 of Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 892.00 0.060 187.0 0.000 0.000 0.060 893.00 0.080 212.0 0.070 0.070 0.079 894.00 0.100 237.0 0.090 0.160 0.100 895.00 0.120 257.0 0.110 0.269 0.119 Device Routing Invert Outlet Devices #1 Primary 892.00' 8.0" Vert. Orifice/Grate C= 0.600 #2 Primary 893.50' 5.0' long x 0.7' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32 3.31 3.32 Primary OutFlow Max --6.30 cis @ 12.12 hrs HW=893.94' (Free Discharge) �1=Orifice/Grate (Orifice Controls 2.13 cis @ 6.1 fps) 2=Broad-Crested Rectangular Welr(Weir Controls 4.17 cis @ 1.9 fps) Pond P1: STORM POND Hydrograph Tlma (haus) FC -1n -fl. -W-11 ❑ Primary ' 1237 Post -Development Prepared by Kallio Engineering LLC HvdroCAD® 7.10 stn 002095 © 2005 Hvdr Type 1124 -hr 100 YR Rainfall=6.00" Paae 79 Pond P3: STORM POND Inflow Area = 5.670 ac, Inflow Depth = 2.97" for 100 YR event Inflow = 17.88 cis @ 12.04 hrs, Volume= 1.401 of ' Outflow 3.90 cis @ 12.57 hrs, Volume= 1.394 at, Atten= 78%, Lag= 31.5 min Primary 3.90 cfs @ 12.57 hrs, Volume= 1.394 of Routing by Slor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs ' Peak Elev-- 895.68'@ 12.57 hrs Surf.Area= 0.397 ac Storage= 0.578 of Plug -Flow detention time= 149.0 min calculated for 1.392 of (99% of inflow) Center -of -Mass det. time= 149.1 min ( 986.8 - 837.7 ) ' Volume Invert Avail Storage Storage Description #1 894.00' 0.709 of Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre feet) (acres) ' 894.00 0.300 449.0 0.000 0.000 0.300 895.00 0.350 479.0 0.325 0.325 0.352 896.00 0.420 617.0 0.384 0.709 0.629 Device Routing Invert Outlet Devices #1 Primary 894.00' 12.0" x 20.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert- 893.90' S= 0.0050'P Cc --0.900 n=0.012 Primary OutFlow, Max=3.90 cfs @ 12.57 hrs HW=895.68' (Free Discharge) 1=Culvert (Bartel Controls 3.90 cis @ 5.0 fps) Pond P3: STORM POND 0Inflow D Primary Inflow Area=5.670 ac Peak Elev=895.68' Storage=0.578 of 12.0" x 20.0' Culvert .r ................... r...,....,.-.,....,.... 14 16 18 20 22 24 26 28 30 322 3 3 4 36 38 40 42 44 48 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) 1 1237 Post -Development Type I/ 24 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 80 HydroCAD®7 10 s/n 002095 O 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Pond W1.1: WETLAND [81) Warning: Exceeded Pond W1.4 by 1.88'@ 14.20 hrs ' Inflow Area = 18.870 ac, Inflow Depth = 2.39" for 100 YR event Inflow 39.14 cfs @ 12.18 hrs, Volume= 3.753 of Outflow = 5.61 cfs @ 13.26 hrs, Volume= 3.744 af, Atten= 86%, Lag= 64.7 min Primary = 5.61 cfs @ 13.26 hrs, Volume= 3.744 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs Peak Elev= 890.80'@ 13.26 hrs Surf.Area= 1.330 ac Storage= 1.645 of Plug -Flow detention time= 177.2 min calculated for 3.739 of (100% of inflow) Center -of -Mass det. time= 178.3 min ( 1,042.9 - 864.6 ) Volume Invert Avail Storage Storage Description #1 888.11' 4.057 of Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 888.11 0.290 806.0 0.000 0.000 0.290 890.00 0.650 1,598.0 0.866 0.866 3.769 892.00 2.790 1,712.0 3.191 4.057 4.462 Device Routing Invert Outlet Devices #1 Primary 888.10' 12.0" x 20.0' long Culvert CMP, end -section conforming to fill, Ke= 0.500 Outlet Invert= 888.08' S= 0.0010 '/' Cc= 0.900 n=0.012 #2 Primary 891.23' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 0.50 Width (feet) 0.00 20.00 Primary OutFlow Max=5.61 cfs @ 13.26 hrs HW=890.80' (Free Discharge) �1=Culvert (Inlet Controls 5.61 cfs @ 7.1 fps) 2=Custom Weir/Orifice ( Controls 0.00 cfs) 3 Pond W1.1: WETLAND Hvdrooraoh Time (hours) Fs -1 nflow D Primary 1 ' 1237 Post -Development Type 1124 -hr 100 YR Rainfall=6.00" Prepared by Kallio Engineering LLC Page 81 HydroCADO 7.10 s/n 002095 O 2005 HydroCAD Software Solutions LLC 4/17/2013 ' Pond W1.4: WETLAND Inflow Area = 4.740 ac, Inflow Depth = 2.62" for 100 YR event Inflow = 12.88 cfs @ 12.10 hrs, Volume= 1.036 of ' Outflow 9.71 cfs @ 12.20 hrs, Volume= 1.036 af, Atten= 25%, Lag= 5.8 min Primary 9.71 cfs @ 12.20 hrs, Volume= 1.036 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dl= 0.10 hrs ' Peak Elev= 890.03'@ 12.20 hrs Surf.Area= 0.135 ac Storage= 0.073 of Plug -Flow detention time= 2.4 min calculated for 1.036 of (100% of inflow) Center -of -Mass det. time= 2.4 min ( 865.3 - 862.9 ) ' Volume Invert Avail Storage Storage Description #1 888.40' 0.856 of Custom Stage Data (lmegular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store WeLArea (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) ' 888.40 0.000 0.0 0.000 0.000 0.000 890.00 0.130 441.0 0.069 0.069 0.355 892.00 0.740 750.0 0.787 0.856 1.028 Device Routing Invert Outlet Devices - #1 Primary 888.40' 24.0" x 110.0' long Culvert RCP, end -section conforming to fill, Ke= 0.500 Outlet Invert= 887.90' S= 0.0045T Cc= 0.900 n= 0.012 Primary OutFlow Max=9.70 cfs @ 12.20 hrs HW=890.03' (Free Discharge) t1=Culvert (Barrel Controls 9.70 cfs @ 4.8 fps) Pond W1.4: WETLAND Hydrograph Inflow Area=4.740 ac Peak Elev=890.03' :9.71jcfs Storage=0.073 of 24.0" x 110.0' Culvert 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) 3 Inflow ❑ Pnmary ' 1237 Post -Development Prepared by Kallio Engineering LLC HydroCAD@ 7.10 s/n 002095 @ 2005 Hydr Type // 24 -hr 100 YR Rainfall=6.00" Page 82 t Pond W3: WETLAND Inflow Area = 2.270 ac, Inflow Depth = 2.11" for 100 YR event Inflow = 4.79 cfs @ 12.15 hrs, Volume= 0.399 of ' Outflow 4.31 cfs @ 12.24 hrs, Volume= 0.399 af, Atten= 10%, Lag= 5.3 min Primary 4.31 cfs @ 12.24 hrs, Volume= 0.399 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs ' Peak Elev= 896.47'@ 12.24 hrs Surf.Area= 0.147 ac Storage= 0.041 of Plug -Flow detention time= 13.3 min calculated for 0.399 of (100% of inflow) Center -of -Mass det. time= 12.8 min ( 880.2 - 867.4 ) ' Volume Invert Avail Storage Storage Description #1 896.11' 0.151 of Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) 896.11 0.080 222.0 0.000 0.000 0.080 897.00 0.280 420.0 0.151 0.151 0.312 ' Device Routing Invert Outlet Devices #1 Primary 896.11' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 1.89 Width (feet) 4.00 30.00 ' Primary OutFlow Max=4.15 cfs @ 12.24 hrs HW=896.47' (Free Discharge) t1=Custom Weir/Orifice (Weir Controls 4.15 cfs @ 1.8 fps) ' Pond W3: WETLAND Hvdroaraph Time (hours) ■ Inflow D Primary 1237 Snowmelt Spillway 1 -day 10 -day Snowmelt Rainfall=7.20" AMC=4 Prepared by Kallio Engineering LLC Page 1 HydroCADO 7.10 s/n 002095 ® 2005 HydroCAD Software Solutions LLC 4/18/2013 Pond P3: STORM POND Inflow Area = 5.670 ac, Inflow Depth > 6.96" for Snowmelt event Inflow = 2.63 cfs @ 121.48 hrs, Volume= 3.289 of Outflow = 2.02 cfs @ 122.45 hrs, Volume= 3.257 af, Atten= 23%, Lag= 58.4 min Primary = 2.02 cis @ 122.45 hrs, Volume= 3.257 of Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.20 hrs ' Peak Elev= 894.95' @ 122.45 hrs Surf.Area= 0.348 ac Storage= 0.308 of Plug -Flow detention time= 276.1 min calculated for 3.257 of (99% of inflow) Center -of -Mass det. time= 211.1 min ( 7,638.9 - 7,427.8 ) ' Volume Invert Avail Storage Storage Description #1 894.00' 0.709 of Custom Stage Data (Irregular)[Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (acres) (feet) (acre-feet) (acre-feet) (acres) ' 894.00 0.300 449.0 0.000 0.000 0.300 895.00 0.350 479.0 0.325 0.325 0.352 896.00 0.420 617.0 0.384 0.709 0.629 #1 Primary 894.00' 12.0" x 20.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 893.90' S=0.00507 Cc= 0.900 n=0.012 Primary OutFlow Max=2.02 cfs @ 122.45 hrs HW=894.95' (Free Discharge) Ll =Culvert (Barrel Controls 2.02 cis @ 3.4 fps) 2 Pond P3: STORM POND Hydrograph 2.63 cfs Inflow Area=5.670 ac Peak Elev=894.95' Storage=0.308 a 2.02 cfs 12.011 x 20.0' Culve 0 10 20 30 40 50 60 70 80 90 200 210 ❑Inflow ❑ Primary Non -Scannable Description 'older Number Folder Mame Job Number Box Number 5645 / lcl /l l�. I CP- C 0 d �? > AAP "5 e �f- JdN.� t..vd�rD,�a�u`e� wQ5 i DRAINAGE AND GRADING The developer hired Kallio Engineering to perform a hydrology analysis of the site. The study includes the off-site drainage from the west and north. Runoff from the eastern half of the street and the eastern lots is proposed to be treated in the proposed pond east of Lot 11, Block 1. A portion of the street is proposed to drain to the proposed pond in the southwest comer of the property. Runoff from the fust 230 feet of the proposed street south of the intersection with Tigua Lane is not proposed to be treated on-site. The developer's engineer that prepared the hydrology report has included this runoff in the analysis. The following comments pertain to the hydrology analysis provided by the developer: 1. Peak discharge rates are proposed to increase at the following locations: a. Runoff leaving the overall site for the 2 -year (2.8") and snowmelt events. b. Runoff leaving the wetland located on the western portion of the site for each design event. c. Runoff leaving the site to the north for the snowmelt event. The applicant has indicated that these increases will not result in downstream impacts. In order to better evaluate potential downstream impacts, the applicant should use a pond in the model at the 18" culvert located north of the site. The analysis should reflect any overtopping of the driveway or other overland flows that may occur. This may provide additional justification for the applicant's claim that no downstream impacts will occur, or it may reveal impacts that could occur from the proposed development. Without this information it is unclear if the downstream properties could be impacted. 2. Velocities through the 12" culvert leaving the western wetland are increased from 5.1 to 5.5 feet per second for the 2 -year (2.8") event. For the 100 -year (6.0") event, the culvert flows at a velocity of 8.4 feet per second. These velocities have a high potential for erosion and should be addressed through the use of rip rap or other means to stabilize the downstream ditch. This area is located off of the proposed site, and therefore, existing or new easements or other permissions may be needed to conduct this work. 3. The drainage areas and/or curve number in the HydroCAD model do not correspond to the Drainage Area and Curve Number Table. Revise the HydroCAD model input and table to match. 4. Directly connected impervious areas should be modeled separately rather than included in the composite Curve Number computation. 5. The applicant must provide calculations (or submit a model) demonstrating that the city's requirements for water quality are satisfied. a. If the event -based NURP standard cannot be achieved by dead pool storage, then (P8 or other) calculations should be based on equivalent annual removal efficiencies. b. If an iron -enhanced filtration system is included in the design, calculations should be provided demonstrating the water quality treatment benefits of the BMP. Detailed plans of the system should be submitted for review with the calculations. c. The report notes that the east pond is able to remove 87.8% of the phosphorus load. This removal efficiency appears excessively high. It is anticipated that there is either an error with the model inputs or the calculation was performed for a particular rainfall event rather than annualized removal efficiency. The HydroCAD model assumed 3,500 sf of impervious surface on each lot, which averages 32% impervious surface over all lots. Article VIII Planned Unit Development, Section 20-505 of the City Code allows for 30% overall hard surface coverage of the lots within medium density residential developments. The HydroCAD model must be revised accordingly. Staff calculated that the overall impervious surface of the 16 lots will be between 28% and 30% based on the house styles provided by the developer and the lot sizes proposed. This calculation included one, 100 square foot landing and a five foot wide sidewalk from the driveway to the front door on each lot. This means there will be minimal opportunity for homeowners in the development to build patios, sport courts, or other amenities. Based on the submittal the pond design does not provide additional storage to warrant impervious surface in excess of 30%. Additionally, the majority of patios, sport courts, et cetera are constructed in the backyards. All backyards within Block 1 drain north and offsite, therefore increasing the allowable impervious surface in the backyards would further increase the peak discharge rates offsite. During pre -submittal meetings with the developer city staff expressed concern of potential high groundwater elevations within the development. The developer responded by installing six piezometers on the site that allow for the measurement of static water pressures. Though groundwater was not encountered when soil borings were taken, groundwater is present in all piezometers. The developer provided the piezometer readings from May and June, 2013 which were unseasonably wet months. The lowest floor elevations shown on the grading plan provide three feet of separation from the highest readings. If groundwater is encountered during site construction the lowest floor elevations must be adjusted so that there is minimum three foot separation. The highest recorded piezometer reading was 900.5 feet at B14, installed between Lots 11 and 12, Block 1. Twelve feet (12') of cut is proposed at the storm water pond located 100 feet west of B14. It is unknown if the groundwater will flow in to the storm water pond. If it does, the removal efficiency may decrease and peak discharge rate out of the pond may increase. The development team proposes a "Preservation/Stormwater Volume Reduction Area" between the large wetland and the back of Lots 4-7, Block 1. At this point it is not clear if this area can provide the volume reduction. For example, the development team must show that there is adequate freeboard between the wetland elevation and the bottom of the proposed Reduction Area. Storm sewer sizing calculations must be submitted with the final plat application and shall include the existing storm sewer at Tigua Lane (approximately 280 feet east of the proposed street intersection). The existing 12" reinforced concrete pipe north of Lots 7 and 8, Block 1 shall also be included in the analysis. The developer proposes to mass grade the site. Comments regarding the plan are as follows: • Some of the home styles may change from walkouts to lookouts, or from lookouts to full basements based on the proposed grading plan. • The developer must obtain a MNDOT permit for the proposed grading within the MNDOT right of way. • The grading plan must be revised at the slope down from the street to the wetland at Station 3+00, and between Lots 3 and 4, Block 1 so the slope does not exceed 3H:1 V. • The lowest openings of Lots 2 and 3, Block 2 must be at least one foot above the emergency overflow elevation. • The minimum floor elevation of Lots 8, 9 and 10, Block 1 shall be 897.6'. • The building envelope for Lot 3, Block 2 must not encroach in to the drainage and utility easement. • The sideyard drainage and utility easements between Lots 10 and 11, Block 1 must match what is shown on the plat. • The building pad shown for Lot 1, Block 2 cannot accommodate any of the house styles provided and must be revised accordingly. • It is difficult to discern between the proposed contours, lot lines and setback lines. The developer's engineer is requested to change the drawings lineweight. AI-Jaff, Sharmeen From: Gleason, John (DNR) Uohn.gleason@state.mn.us] Sent: Monday, July 22, 2013 11:44 AM To: Christopher Ockwig Cc: Jeffery, Terry; AI-Jaff, Sharmeen; Daniels, Jeanne M (DNR) Subject: RE: Preserve at Rice lake - Email #1 of 3 Christopher: Thank you for the information and the opportunity to review and comment. You asked about process. The approval is actually between the City and myself. The City will need to request my pproval and then I will inform them via letter that it is approved. My comments are as follows. Please provide a response to each comment You and I can discuss/email these items directly but please copy the city on all correspondence. When 1 am satisfied, then the city will need to formally request my approval. 1. Although the 50% open space requirement is met, most of the open space would be also be protected from development using a standard lot/block subdivision. The open space includes wetlands, wetland buffers, outlots and storm water ponds. A PUD allows higher density, and although this may be consistent with city housing goals, another goal of a PUD is to provide additional environmental protections not possible in a standard development It is especially important in the shoreland areas that the higher density of a PUD is also accompanied by additional environmental protections. Please describe how the proposed development will offer enhanced environmental protections versus standard lot/block subdivision given the higher densities of your proposal. 2. Regarding the outlots, a vegetative management plan approved by the City should be required and should include a known financial mechanism that allows the vegetative management plan to be a) implemented and b) maintained long-term. A robust vegetative management plan along with financing will provide maximum benefit and help maintain the water quality of the treatment ponds and wetlands, which is vital given the increased density of the PUD. 3. The wetland buffers should be deeded to the City. 4. We support the staff assessment that state laws protecting wetlands require avoidance when possible. The sidewalk and trail extension should be built on the north side of the road, not on the south side, to avoid wetland impacts as the city staff indicated is required under state wetland laws. City staff provided additional benefits for constructing the trail on north side. We support their rationale and their position. S. It appears as lot 12 is surrounded on 2 sides by wetland with almost no side or back yard between the house and the wetland buffers. This situation is tailor made for wetland and buffer violations as common sense and our experience suggests that nearly any potential homeowner will likely try to encroach into the buffer to expand their tiny yard. This will compromise the wetland and water quality treatment It does not seem reasonable to construct a house on this lot as configured. Please explain how these buffers will be protected above the other buffer -protection measures. Please let me know if you have questions. Jack From: Christopher Ockwig rmailto:chriso(a)probeenoineering_com] Sent: Tuesday, July 16, 2013 2:22 PM To: Gleason, John (DNR) Subject: Preserve at Rice lake - Email #1 of 3 John, My client, John Knoblauch w/ J & S Ventures, is proposing a 16 lot single family development. The City has indicated that because the site is within a Shoreland Overlay District ( 1000 feet from the High Water Level of Rice Marsh lake) the project needs DNR Approval. I know I discussed this with someone a few months back, and it may have been you, but I am not sure. I am sending a couple emails with plans, the wetland delineation, and the latest staff report by the City to help with background information. If there is a formal application that needs to be completed, please send that to me as soon as you can so I can complete it and get it back to you. Otherwise please consider this our formal request for DNR approval. If you need any further information on the project, please let me know. Thanks, Chris Christopher S. Ockwig Probe Engineering Co., Inc. Consulting Engineers, Planners and Land Surveyors 1000 E. 146th Street Suite #240 Burnsville, Mn 55337 Ph. 952-432-3000 Visit Our Web Site This email has been scanned by MessageLabs MY l OF May 17, 2013 7700 Market Boulevard PO Box 147 Mr. John Knoblauch Chanhassen, MN 55317 J & S Ventures 1, Inc. Fax: 952.227.1190 1450 Knob Hill Lane Administration Excelsior, MN 55331 Phone: 952.227.1100 and finds that certain elements are missing that will prevent staff from making a Fax: 952.2271110 Re: The Preserve at Rice Marsh Lake Building Inspections andevelopment Staff wishes to work with d ensure that this is successful. Phone: 952.227.1180 Dear Mr. Knoblauch: Fax: 952.227.1190 Please let me know your intended course of action. Fax: 952.227.1110 Staff has reviewed your submittal for The Preserve at Rice Marsh Lake project Engineering and finds that certain elements are missing that will prevent staff from making a Phone: 952.227.1160 favorable recommendation. The critical items that are missing appear in bold in Fax: 952.227.1170 the attached document. Finance Phone: 952.227.1140 There are three options before us: Fax: 952.227.1110 Senior Planner Senior Center 1. Provide the information requested by June 30, 2013 in order for staff to Park a Recreation process the application. Phone: 952.227.1120 SAJ:k Fax: 952.2271110 2. If not, the request can move forward as submitted without a favorable Recreation Center recommendation from staff. 2310 Coulter Boulevard Phone: 952.227.1400 3. Withdraw the application, address all the issues that appear in bold, and Fax: 952.227.1404 resubmit the application. Planning & andevelopment Staff wishes to work with d ensure that this is successful. Natural Resources you y Phone: 952.227.1130 Please let me know your intended course of action. Fax: 952.227.1110 Sincerely, Public Works 7901 Park Place Phone: 952.227.1300 Fax: 952.227.1310 Sharmeen Al-Jaff Senior Planner Senior Center Phone: 952.227.1125 Fax: 952.227.1110 SAJ:k Web Site Enclosure www.ci.chanhassen.mn.us g1plan\2013 planning case5\2013-12 preserve at rice IakeUcnoblauch letter 5-17-13.docx Chanhassen is a Community for Life - Providing for Today and PlanningforTomorrow The Preserve at Rice Marsh Lake- Preliminary comments May 15, 2013 Below are the plan review comments from Alyson Fauske, Assistant City Engineer and WSB & Associates (City's consultant). Items in bold denote critical information that is required to determine the adequacy of the preliminary plat request (which could affect the number of lots and layout of the subdivision) and determine if the proposed development will adversely affect adjacent properties Stormwater Management and Modeling Comments from WSB (the City's consultant) based on the April 19, 2013 plan submittal and the May 19, 2013 drainage calculations 1. Additional information is needed to determine the extent that the proposed development is able to meet City requirements. In particular, the applicant should present the following information in the stormwater management and construction plans: a. All Hydrologic Analysis items defined in Article VII- Surface Water Management Section 19 of the City Code b. Storm sewer design calculations c. Ground water evaluation to verify freeboard requirements/allowable low floor elevations d. 10 -day snowmelt analysis e. Stormwater treatment calculations f. Any other data needed to demonstrate that the development is able to meet City standards g. Storm Water Pollution Prevention Plan (SWPPP) 2. The proposed design does not account for approximately 22 acres of runoff that drains through the site from the west. The drainage system design and associated high water elevations cannot be considered valid if the upstream drainage area is not included in the analysis. The discharge summary, high water elevations, and other relevant items in the plans will need to be revised to account for this change. 3. Stormwater modeling for Pond Pl's outlet control structure should include all of the pipe inlets, outlets, weir walls, and orifices. Modeling input should be consistent with an outlet control structure that will provide skimming of floatables as required by the City standards. 4. The outlet pipe from the wetland in the west central portion of the site (Basin W3.1) is a 12" pipe. Given that the runoff enters this basin from the project site and from offsite areas through a much larger pipe (21"), there is concern that the overflow leaving this basin could be prone to significant erosion during a major rainfall. The applicant should evaluate the need for a stabilized emergency overflow at this location and/or incorporate an outlet control structure into the design at this location. 5. The emergency overflow from Wetland W1.4 (the wetland on the western edge of the site) across the new road (at an approximate elevation of 898) should be evaluated to determine if it meets the major facility design elements outlined in City code and if adequate freeboard is provided for existing buildings located upstream. 6. Pond P3 (east pond) modeling input should match the information provided in the plans. The outlet pipe is modeled as a 15" diameter pipe, while the utility plan shows a 12" pipe. High water elevations shown in the model are also different than indicated on the plans. 7. The post development drainage areas and curve numbers in the HydroCAD model do not correspond with the Drainage Area and Curve Number Table. Revise the HydroCAD model input and table to match. 8. The storm sewer system design must be performed consistent with City code and calculations should be provided for review. 9. Directly connected impervious areas should be modeled separately rather than included in the composite Curve Number computation. Sheet 1: Existing Conditions- City Comments 1. Show ground shots to verify topography 2. Topographic information shall extend 100' beyond the entire property 3. Show the MVEC line as flagged in the field and any easement associated with the utility Sheet 2: Preliminary Plat- City Comments 1. The front yard drainage and utility easements shall be 15'. This was the concession for reducing the ROW to 50'. 2. The street width shall be 31' beginning at the western edge of Lot 1, Block 1. 3. A 10' side yard drainage and utility easement is required on each side of the common lot line between Lots 10 and 11, Block 1 for the proposed storm sewer. 4. A 10' side yard drainage and utility easement is required on each side of the common lot line between Lots 2 and 3, Block 2. Sheet 3: Utility Plan- Citv Comments 1. Show the lowest floor elevations on all lots. 2. Show the drainage and utility easements on the plan. 3. The proposed sanitary sewer connection is shallow: only 3' of cover. The additional topographic information that the developer will be providing will be used to determine how much additional cover can be provided over the proposed sanitary sewer connection. Any portion of the sanitary sewer within the frost zone must be insulated with 4" of closed cell polystyrene, 4' wide (centered on the pipe). 4. The fully -executed easement agreement, including an executed Mortgage Holder Consent (if applicable) for the proposed sanitary sewer connection must be submitted with the final plat submittals. 5. The estimated operating pressure on the 2nd floor of the homes within the development is between 58 and 60 psi, which is acceptable per the 10 States Standards. The developer may want to consider installing private boosters within the homes to increase the operating pressure. Sheet 3: Utility Plan- WSB Comment 1. Outlet control structure details consistent with City standards should be provided in the plans. The configuration and elevation of the outlet control device should be consistent with the information provided in the model. Sheet 4: Grading Plan- City Comments 1. The existing 894' contour on the east side of the street connection at Tigua Lane does not appear to tie in to a proposed contour. 2. The existing 896' contour on the west side of the street connection at Tigua Lane (at Tree #101) does not tie in. 3. There is no cover shown over the proposed pipe within Outlot B that outlets from the low point of the street (Station 3+91.59). 4. The distance between the inlet and outlet for the pond within Outlot B shall be increased to prevent short-circuiting. 5. The pond in Outlot B must be adjusted so that the adjacent retaining wall will not be inundated during the 100 -year event. 6. The proposed wall from Station 4+50 to 5+20 must be engineered. 7. A MN DOT permit is required for the proposed noise wall and the proposed grading within the MNDOT right of way. 8. Provide a lot bench detail for the proposed home styles 9. Due to the 10' clear zone requirement around fire hydrants, the driveway to Lot 11, Block 1 will be relatively narrow (about 15' wide) at the street. 10. Note the storm sewer elevations on the grading plan. 11. The storm sewer from STMH 1 to the FES to the pond within Outlot A does not have adequate cover. (see also Sheet 4: Grading Plan- WSB Comments #3) 12. The developer submitted a soils report from January, 2012 that includes 5 soil borings. Groundwater was not encountered with the borings, however staff remains concerned about groundwater for the following reasons: a) The borings were completed during the winter following a below-average precipitation year. b) Carver County soils information identifies areas on the parcel where the groundwater elevation is between 1' and 3' below the ground surface. Unfortunately it appears that the soil borings were located outside of this area. According to the developer's soils report the groundwater elevation is likely at the wetland elevation. The elevation of the western portion of the wetland within Outlot A is 902'. The City requires 3' separation between the groundwater and the LFE of a home, therefore it appears that Lot 1, Block 2 shall be a lookout lot, and Lots 2 and 3, Block 2 shall be slab -on -grade homes. Sheet 4: Grading Plan- WSB Comments 1. Emergency overflow elevations and dimensions must be clearly indicated on the plans so that these features can be constructed and maintained as designed. 2. The low floor elevations of Lots 2, 3 and 4, Block 2 are not 3' above the high water elevations of Wetland W3 (896.5') and Pond 3 (896'). The low floor of these buildings should be placed at least 3' above the high water elevations. 3. The storm pipe in the rear yard of Lot 11, Block 1 does not have adequate cover. The pipe will be exposed on the west side of Pond 3. Revise the grading plan to provide 2' of ground cover at a minimum. 4. The plans should account for grading and storm sewer necessary to install the future trail across Wetland W3 in the southeast corner of the site. It is expected that the trail would be raised across the wetland to minimize standing water on the trail. Alternately, a board walk or similar feature may be an option to consider. Modeling should also account for this trail crossing. 5. The design criteria for the trail should be determined to ensure that clear zones and grades adjacent to ponds can accommodate trail design standards. 6. The high water elevation indicated on plans for Wetland W1.1 (890.8') does not correspond to the high water elevation shown in the modeling. The high water elevation should be updated and low floor elevations of Block 1 should be revised to conform to City freeboard requirements. 7. The grading plan should account for soil corrections that are necessary to construct infrastructure. 8. The applicant must document seasonal high groundwater elevations and set building low floor elevations to meet City freeboard requirements. 9. Berms for major facilities should be lined with clay and anti -seepage collars must be included on major storm sewer culverts to avoid stormwater migration under the roadway. Details for these devices should be incorporated into the plans. Sheet 6: Site Plan 1. The building pad for Lot 3, Block2 must be adjusted so that it doesn't encroach in to the 10' side yard drainage and utility easement. 2. Based on the house plan provided Lot 3, Block 1 will not have any additional buildable area once the home is built. G:\ENG\PROJECTS\Klingelhutz north of 212\05-15-2013 prelim plan comments.doc APPLICATION FOR PUD REZONING & PRELIMINARY PLAT REVIEW Chanhassen City Staff Planning Department May 20, 2013 J & S Ventures] Inc. is proposing a 16 lot single family development called Preserve at Rice Lake. It is located southeast of Tigua Lane and West 86" Street, just north of Hwy 212. The property is 13.23 acres. We are requesting a re -zoning to a PUD. The site has 163,187 sq. ft. of delineated wetlands of which only 14,095 sq. ft. would be impacted. We are proposing to satisfy the 2:1 wetland mitigation requirements by purchasing wetland credits from a wetland bank. The development utilizes a portion of the upland area to create 16 lots ranging in area from 10,004 to 18,303 Sq. Ft. The overall proposed density of the 16 lots on 13.23 acres is 1.2 units per acre. This proposal leaves 3.65 acres of upland included open space. The proposed rezoning of the site is to a PUD. The PUD designation is to allow for deviations from zoning requirements in order to provide a better development while being sensitive to the wetlands and working around the site constraints. The PUD process allows the City the flexibility to create better developments by deviation from standard zoning code requirements in exchange for the expectation that the development will result in better land use taking into account the environmental features of the property. Benefits to this PUD: I . The site is essentially clustered. This clustering allows for the creation and preservation of open space within the subdivision. The development proposes to retain 57.2% open space versus the 50% minimum required. With the application of clustering the lots, the natural features and beauty of the site can be preserved. This project will have the gross density is a 1.2 units per acre, and the average lot size will be %4 acre. 2. The vast majority of the existing wetlands will remain untouched. The main impact is due to the necessity of the access road, without which the parcel could not be developed. All wetlands have appropriate buffer areas which will be contained within outlots to be deeded to the city. The developer will place a sign or post indicating conservation area at the rear lot corners of those lots abutting the wetland outlot. 3. Behind lots 4 thm 8, Block 1, between the minimum wetland buffer strip and the rear property lines, we are proposing to keep this area as an enhanced preservation area. This would effectively enlarge the buffer area and help filter the rear yard 4. ra 7 8. a runoff from the wetland. This would enhance and help protect the natural wetland beauty of the site. The developer is currently working with the adjacent land owner to the north in an effort to connect into sanitary sewer service via a manhole located on the landowner's lot. The original plan for this project called for connecting to a manhole approximate 200 feet north of the northeast corner of the property. This original plan would have required the removal of significantly more trees in this area, and would be a large impact to the high quality wetland on the east end of the parcel. We are also in discussions with this land owner to provide them a water service hook up to City water. Installation of a noise wall. As the developer we will be installing an extensive noise wall along Hwy 212 which will not only lessen the highway traffic noise for this property but for the adjacent properties as well. The wall will be constructed to match that of the adjacent existing wall. The wall will be constructed in the MnDOT right-of-way. MnDOT is aware of this proposal and is not opposed to the wall or plantings. Clustering the lots allows for reduced hard surface area. While there are no individual lot hard surface requirements, the calculations below demonstrate this claim. Street Pavement Area 43,183 Sq. Ft. Sidewalk & Future Trail 10,713 Sq. Ft. Driveway 16,000 Sq. Ft. (Est. 1,000 per lot) Bldgs, Porch, Patios etc. 40,000 Sq. Ft. (Est. 2,500 per lot) Total Hard Cover 109,896 Sq. Ft. (19.07%) We also are proposing additional trees over and above what is minimally required. Minimally required are 87 trees and 46 shrubs. We are proposing planting 12 (13 % more) trees and 54 additional ornamental grasses. Added to the shrubs, this is a 117% increase. The trees and grasses will enhance the streetscape and provide a visually unifying element. Mail Boxes. A custom designed mail box will be constructed. These will be grouped to minimize street impact and to comply with the US postal service requirements. Placement and design must have final approval by the post office prior to installation. Street Element Plantings. The additional Prairie Fire crabapple trees and Purple Foliage switch grass placed approximately every 50 feet along the main entrance and at the trailhead will help to make a unified appearance for the subdivision while helping to make a visual transition from the natural landscape to the urban maintained landscape. The plant materials are native in appearance but by using them often and in a uniform pattern, the image will be one of design and not random as in nature. 10. We are proposing a 5' wide sidewalk. This sidewalk will not only be used by the residents but we believe it will be mostly used by the surrounding neighborhood as access to the future park trail to the east. This side walk will make the pedestrian feel more like they are on a continuation of the park trail to the east, instead of walking through someone's front and side yards to get to the trail. Lastly, it should be a very safe trail to walk on because on the south side of the cul de sac there are only 3 driveways. 11. Staff is also asking that the trail extension be located between Lots 11 and 12 to avoid a small wetland impact. Doing this would not be a problem except that we feel that this route not only makes the pedestrian experience not as pleasant with less of a secluded walk, but it is also more intrusive for the adjacent residences. We feel the trail as shown allows a more open view public access while still protecting the adjacent resident's privacy. We also believe that the future trail can be constructed to minimize the wetland impact. We will construct the sidewalk section within the right of way, and the rest is shown as future trail. It is our understanding that if we construct the sidewalk as shown on the plan then eventually the City Parks Department will construct the trail portion from the cul de sac to the east, shown as future trail. This property is both beautiful with its wetlands and natural areas, and yet has had many constraints that make it difficult to develop. This very beautiful single family development will provide the best situation for land use for this parcel, while still preserving a large portion for open space. This development also at the same time creates a buffering with the impact of the highway and minimising the impact to adjacent existing neighbors. We ask the City to approve this preliminary plat of The Preserve at Rice Lake so that this subdivision can and will be an amenity to the City of Chanhassen and the surrounding residential neighborhoods for many years to come. Sincerely, ,�� (�4� John Knoblauch Vice President J & S Ventures Inc. Notice of Public Hearing Chanhassen Plannina Commission Meetina Date & Tuesday,.Suty ((r, 2013 at 7:00 p.m. This hearing may not start until later in Time: the evening, depending on the order of the agenda. Location: City Hall Council Chambers, 7700 Market Blvd. Request for a Land Use Map Amendment from Residential -Low Density to Residential -Low and Medium Density; Rezoning from Proposal: Single Family Residential (RSF) and Mixed Low Density Residential (R4) to Planned Unit Development -Residential (PUD -R); Subdivision of 13.22 acres into 16 lots and 2 outlots with Variances; Site Plan Review; and a Wetland Alteration Permit. Applicant: J & S Ventures 1, Inc. Property North of Highway 212 and East of Highway 101 Location: A lidetlon map is on the reverse side of this notice. TI -a purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about What this project. During the meeting, the Chair will lead the public Happens at hearing through the following steps: the 1. Staff will give an overview of the osed project. Meeting: 2. The applicant will present plans o olect. 3. Comments are received from the publi . 4. Public hearing is closed and the Commission discusses the project. If you want to see the plans before the meeting, please visit the City's projects web page at: www.ci.chanhassen.mn.us/2013-12. If you wish to talk to someone Questions about this project, please contact Sharmeen AI-Jaff by email at & sallaff(fti.chanhassen.mn.us or by phone at 952-227-1134. If you Comments: choose to submit written comments, it is helpful to have one copy to the department in advance of the meeting. Staff will provide copies to the Commission. The staff report for this item will be available online on the project web site listed above the Thursday prior to the PlanningCommission meeting. City Review Procedure: • subdivisions, Planned Unit Developments. site Plan Reviews. Conditional and Interim Uses. Wetland Alterations. Rezonings. Comprehensive Plan Amendments and Code Amendments require a public hearing before the Planning Commission. City ordinances require all property within 500 feet of the subject site to be notified of the application in writing. Any interested party is invited to attend the meeting. • Staff prepares a report on the subject application that includes all pertinent information and a recommendation. These reports are available by request. At the Planning Commission meeting, staff will give a verbal overview of the report and a recommendation. The item will be opened for the public to speak about the proposal as a part of the hearing process. The Commission will close the public hearing and discuss the item and make a recommendation to the City Council. The City Council may reverse, affirm or modify wholly or partly the Planning Commission's recommendation. Rezonings, land use and code amendments take a simple majority vote of the City Council except rezonings and lard use amendments from residential to commercialrindustrial. • Minnesota State Statute 519.99 requires all applications to be processed within 60 days unless the applicant waives this standard. Some applications due to their complexity may take several months to complete. Any person wishing to follow an item through the process should check with the Planning Department regarding its status and scheduling for the City Council meeting. • A neighborhood spokesperson/representative is encouraged to provide a contact for the city. Often developers are encouraged to meet with the neighborhood regarding their proposal. Staff is also available to review the project with any interested persorrls). • Because the Planning Commission holds the public hearing, the City Council does not. Minutes are taken and any correspondence regarding the application will be included in the report to the City Council. if you wish to have something to be included in the report. Dwse contact the Planning Staff person named on the notification. CITY OF CHANHASSEN 7700 Market Boulevard P.O. Box 147 Chanhassen, Minnesota 55317 www.ci.chanhassen.mn.us ,3 Y J�nYry C��N J; •a j / Disclaimer 3 TA F, FI 'fP This map is neither a legally recorder C%' "(: N r R 1 pQti CITY OF CHANHASSEN CARVER & HENNEPIN COUNTIES NOTICE OF PUBLIC HEARING PLANNING CASE NO. 2013-12 NOTICE IS HEREBY GIVEN that the Chanhassen Planning Commission will hold a public hearing on Tuesday, July 16, 2013, at 7:00 p.m. in the Council Chambers in Chanhassen City Hall, 7700 Market Blvd. The purpose of this hearing is to consider a request for a Land Use Map Amendment from Residential -Low Density to Residential -Low and Medium Density; Rezoning from Single Family Residential (RSF) and Mixed Low Density Residential (R4) to Planned Unit Development -Residential (PUD -R); Subdivision of 13.22 acres into 16 lots and 2 outlots with Variances; Site Plan Review; and a Wetland Alteration Permit. Property is located north of Highway 212 and east of Highway 101. Applicant: J & S Ventures 1, Inc. A plan showing the location of the proposal is available for public review on the City's web site at www.ci.chanhassen.mn.us/2013-12 or at City Hall during regular business hours. All interested persons are invited to attend this public hearing and express their opinions with respect to this proposal. Sharmeen Al-Jaff, Senior Planner Email: saliaffna,ci.chanhassen.mn.us Phone: 952-227-1134 (Publish in the Chanhassen Villager on July 4, 2013) SCANNED Affidavit of Publication Southwest Newspapers CITY OF CHANHASSEN CARVER & HENNEPIN State of Minnesota) COUNTIES NOTICE OF PUBLIC HEARING )SS. PLANNING CASE NO. 2013-12 (JOUnt of Carver ) NOTICE IS HEREBY GIVEN y that the Chanhassen Planning Com- mission will hold a public hearing on Tuesday, June 4, 2013, at 7:00 p.m. in the Council Chambers in Chanhassen City Hall, 7700 Market Laurie A. Hartmann, being duly sworn, on oath says that she is the publisher or the authorized Blvd. a this g er agent of the publisher of the newspapers known as the Chaska Herald and the Chanhassen Vil- ar eq si st to consider a request for aLand Use Land e lager and has full knowledge of the facts herein stated as follows: Map Amendment from Residential - Low Density to Residential -Low and (A) These newspapers have complied with the requirements constituting qualification as a legal Medium Density; Rezoning from newspaper, as provided by Minnesota Statute 331 A.02, 331 A.07, and other applicable laws, as Single Family Residential (RSF) amended. and Mixed Low Density Residential (R4) to Planned Unit Development- (B) The printed public notice that is attached to this Affidavit and identified as No. Residential (PUD -R); Subdivision of acres into 16 lots and 2 outlotReview was published on the date or dates and in the newspaper stated in the attached Notice an sed with with Variances; Plan Review; Notice is hereby incorporated as art of this Affidavit. Said notice was cut from the columns of y �° p and a Wetland Alteration Permit lte the newspaper specified. Printed below is a copy of the lower case alphabet from A to Z, both Property is located north of High- inclusive, and is hereby acknowledged as being the kind and size of type used in the composition way 212 and east of Highway 101. and publication of the Notice: Applicant: J & S Ventures 1, Inc. A plan showing the location of abcdefghbklmnopgrstuvwxyz the proposal is available for public review on the City's web site at wwwei.chardiassen.ran.us/2013-12 or at City Hall during regular busi- By: ness hours. All interested persons Mark Weber are invited to attend this public hearing and express their opinions with respect to this proposal. Sharmeen Al-Jaff, Senior Planner Subscribed and sworn before me on Email: sabaff@ci.chanhassen. mn.us Phone: 952-227-1134 h the Chanhassen this 2013 Vllger(Published VillagerThursday, May 23,2013; ,�f _da of y No. 4810) JYMME JEANNME BARK P011C - ONESOTA WvNVARY Not ry r lic t COMMEXP!RES01/JIr8 11 RATE INFORMATION Lowest classified rate paid by commercial users for comparable space.... $31.20 per column inch Maximum rate allowed by law for the above matter ................................. $31.20 per column inch Rate actually charged for the above matter ............................................... $12.59 per column inch SCANNED Affidavit of Publication CITY OF CHANHASSEN Southwest Newspapers CARVER & HENNEPIN COUNTIES NOTICE OF PUBLIC HEARING PLANNING CASE NO. 2013-12 State of Minnesota) NOTICE IS HEREBY GIVEN that the Chanhassen Planning Com- )SS. mission will hold a public hearing on Tuesday, May 21, 2013, at 7:00 County of Carver ) p.m. in the Council Chambers in Chanhassen City Hall, 7700 Market Blvd. The purpose of this hearing is to Map Amendment mer mequest for a nt from Residential- Use Laurie A. Hartmann, beingdulysworn, on oath says that she is the publisher or the authorized Low Map Amend mentfmm Residential- agent of the publisher of te newspapers known as the Chaska Herald and the Chanhassen Vil- Mediun Density; to Residential -Low and g P P Pecs Medium Density; Rezoning from lager and has full knowledge of the facts herein stated as follows: Single Family Residential (RSF) and Mixed Low Density Residential (A) These newspapers have complied with the requirements constituting qualification as a legal (R4) to Planned Unit Development- newspaper, as provided by Minnesota Statute 331A.02, 331 A.07, and other applicable laws, as Residential(PUD-R); Subdivision of amended. 13.22 acres into 16 lots and 2 outlets with Variances; Site Plan Review; and noted public notice that is attached to this Affidavit and identified as No. and a Wetland Alteration Permit. (g ) P Property is located north of High- was published on the date or dates and in the newspaper stated in the attached Notice and said way 212 and east of Highway 101. Notice is hereby incorporated as part of this Affidavit. Said notice was cut from the columns of Applicant: J & S Ventures 1, Inc. the newspaper specified. Printed below is a copy of the lower case alphabet from A to Z, both A plan showing the location of inclusive, and is hereby acknowledged as being the kind and size of type used in the composition the proposal is available for public and publication of the Notice: review on the City's web site at www.ci.chanhassen.mn.us/2013-12 or at City Hall during regular busi- ness hours. All interested persons n are invited to attend this public n l d p 1 hearing and express their opinions ��,jlN Wl/�`� with respect to this proposal. Sharmeen AI-Jaff, Senior Planner Laurie A. Hartmann Email: saljaff(aci.chanhassen. mn.us Phone: 952-227-1134 Subscribed and sworn before me on (Published in the Chanhassen Villager on Thursday, May 9, 2013; No. 4609) q this I day of 2013 JYMME JEANNETfE BARK N(1TM PION 11RV isES0OTA Lft'CONMSSIONI7PRESOti31!'6 Nr5l RATE INFORMATION Lowest classified rate paid by commercial users for comparable space.... $31.20 per column inch Maximum rate allowed bylaw for the above matter ................................. $31.20 per column inch Rate actually charged for the above matter .............................................. $12.59 per column inch SCANNED A[-Jaff, Sharmeen From: Knoblauch Builders []knobs@knoblauchbuilders.com] Sent: Wednesday, May 22, 2013 1:37 PM To: AI-Jaff, Sharmeen Subject: response to letter dated May 17th. yes, per your request for an e-mail, I would like to do "option number 1" as written on your letter dated May 17th. Curt Kallio, the storm water estimator and Russ the surveyor for Probe Engineering, are currently working on getting any additional info that is needed to engineering staff. John Knoblauch President Knoblauch Builders LLC 1450 Knob Hill Lane Excelsior, MN 55331 Office: (952)474-5662 Cell: (612) 490-4540 Fax: (952) 474-0313 Email: [knobs@knoblauchbuilders.com SCANNED CITY Of May 17, 2013 CHANHASSEN 7700 Market Boulevard PO Box 147 Mr. John Knoblauch Chanhassen, MN 55317 J & S Ventures 1, Inc. Fax: 952.227.1190 1450 Knob Hill Lane Administration Excelsior, MN 55331 Phone: 952.2271100 and finds that certain elements are missing that will prevent staff from making a Fax: 952.227.1110 Re: The Preserve at Rice Marsh Lake Building Inspections Sincerely, Phone: 952.227.1180 D ear Mr. Knoblauch: Fax: 952.227.1190 7901 Park Place Staff has reviewed your submittal for The Preserve at Rice Marsh Lake project Engineering and finds that certain elements are missing that will prevent staff from making a Phone: 952.227.1160 favorable recommendation. The critical items that are missing appear in bold in Fax: 952.227.1170 the attached document. Finance Phone: 952.227.1140 There are three options before us: Fax: 952.227.1110 SAJ:k 1. Provide the information requested by June 30, 2013 in order for staff to Park & Recreation process the application. Phone: 952.227.1120 Fax: 952.2271110 2. If not, the request can move forward as submitted without a favorable Recreation Center recommendation from staff. 2310 Coulter Boulevard Phone: 952.227.1400 3. Withdraw the application, address all the issues that appear in bold, and Fax: 952.227.1404 resubmit the application. Planning & Natural Resources Staff wishes to work with you and ensure that this development Y is successful. Phone 952.2271130 Please let me know your intended Course of action. Fax: 952.227.1110 Web Site Enclosure www.d.chanhassen.mn.us 9:\plaa\2013 planning cases\2013-02 preserve at rice lake concept puftnoblauch letter 5-17-13.docx Chanhassen is a Community for Life - Providing for Todayand Planning for Tomorrow 13-I-'�- SCANNED Sincerely, Public Works 7901 Park Place Phone: 952.227.1300 Fax: 952.227.1310 Sharmeen Al-Jaff Senior Center Senior Planner Phone: 952.227.1125 Fax: 952.227.1110 SAJ:k Web Site Enclosure www.d.chanhassen.mn.us 9:\plaa\2013 planning cases\2013-02 preserve at rice lake concept puftnoblauch letter 5-17-13.docx Chanhassen is a Community for Life - Providing for Todayand Planning for Tomorrow 13-I-'�- SCANNED The Preserve at Rice Marsh Lake- Preliminary comments May 15, 2013 Below are the plan review comments from Alyson Fauske, Assistant City Engineer and WSB & Associates (City's consultant). Items in bold denote critical information that is required to determine the adequacy of the preliminary plat request (which could affect the number of lots and layout of the subdivision) and determine if the proposed development will adversely affect adjacent properties Stormwater Management and Modeling Comments from WSB (the Citv's consultant) based on the April 19, 2013 plan submittal and the May 19 2013 drainage calculations 1. Additional information is needed to determine the extent that the proposed development is able to meet City requirements. In particular, the applicant should present the following information in the stormwater management and construction plans: a. All Hydrologic Analysis items defined in Article VII- Surface Water Management Section 19 of the City Code Sec. 19-143. - General elements (b) Peak discharge rates. (1) Peak stormwater discharge rates and storage volumes from any drainage area, watershed, subwatershed, detention basin, wetland or conveyor shall be consistent with the values shown in this plan for the 100 -year storm event. (2) No increase in peak discharge rate may result from the proposed project for the 1- or 2 - year storm, the 10 -year storm and the 100 -year storm event. Variances may be allowed if computations can be provided which demonstrate no adverse downstream effects will result from the proposed system. Cumulative storm depths for the required events are: a. 2 -Year = 2.8 inches. b. 10 -Year = 4.2 inches. c. 100 -Year = 6.0 inches. Sec. 19-144. - Major facility design elements. (a) Facility design criteria. (1) For design or modification of stormwater facilities, the following criteria shall be followed: d. Outlet structure designs shall provide rate controls that limit post -project rates to not exceed existing rates for 1- or 2 -year, 10 -year, 100 -year events and 100-year/10- day snowmelt. (2) The facility design shall provide adequate live storage to provide protection from the design storm, consistent with lowest building elevation standards. Lowest building floor elevation is defined as the lowest slab elevation for a home or building, including basements and crawl spaces. The lowest building floor elevation for structures adjacent to wetlands and water bodies shall be an elevation three feet above the 100 -year high water level. b. Storm sewer design calculations Sec. 18110. - Same—Data required. Unless waived by the city because of the limited size and nature of the proposal, the following shall be furnished with a preliminary plat: (4) Supplementary information: c. A drainage plan for the area indicating the direction and rate of natural stormwater runoff and those unaltered areas where stormwater collects and percolates into the ground. A proposed drainage plan for the developed site indicating the direction and rate of runoff, the path of all stormwater discharge to the public stormwater infrastructure and those areas where stormwater will collect and percolate into the ground shall also be included. Stormwater management shall be consistent with the city's surface water management plan. ARTICLE VII. - SURFACE WATER MANAGEMENT Sec. 19-143. - General elements. (a) Hydrologic analysis. (3) Minor drainage systems (storm sewer) shall be analyzed and designed to protect for the 10 -year frequency rainfall, and shall be evaluated for the 100 -year frequency rainfall. Full pipe flow analysis shall be used unless special conditions can be demonstrated to consider pressure flow. c. Ground water evaluation to verify freeboard requirements/allowable low floor elevations Sec. 18-40. - Same—Data required. Unless waived by the city because of the limited size and nature of the proposal, the following shall be furnished with a preliminary plat: (4) Supplementary information: c. A drainage plan for the area indicating the direction and rate of natural stormwater runoff and those unaltered areas where stormwater collects and percolates into the ground. A proposed drainage plan for the developed site indicating the direction and rate of runoff, the path of all stormwater discharge to the public stormwater infrastructure and those areas where stormwater will collect and percolate into the ground shall also be included. Stormwater management shall be consistent with the city's surface water management plan. d. A proposed grading plan shown at contour intervals appropriate to the topography or spot elevations indicating the relationship of proposed changes to existing topography and remaining features. 2. The preliminary and final grading plans must be 50 scale or larger. The grading plan must comply with the following design standards as well as the requirement of chapter 7 of the Chanhassen City Code: i. The lowest floor elevation must be minimum three feet above the highest known groundwater elevation and must meet the minimum requirements set forth in subsection 20-481(e)(1). d. 10 -day snowmelt analysis See Code information under la. e. Stormwater treatment calculations See Code information under 1a. f. Any other data needed to demonstrate that the development is able to meet City standards g. Storm Water Pollution Prevention Plan (SWPPP) h. The proposed design does not account for approximately 22 acres of runoff that drains through the site from the west. The drainage system design and associated high water elevations cannot be considered valid if the upstream drainage area is not included in the analysis. The discharge summary, high water elevations, and other relevant items in the plans will need to be revised to account for this change. See Code information under la. 2. Stormwater modeling for Pond P1's outlet control structure should include all of the pipe inlets, outlets, weir walls, and orifices. Modeling input should be consistent with an outlet control structure that will provide skimming of floatables as required by the City standards. 3. The outlet pipe from the wetland in the west central portion of the site (Basin W1.1) is a 12" pipe. Given that the runoff enters this basin from the project site and from offsite areas through a much larger pipe (21"), there is concern that the overflow leaving this basin could be prone to significant erosion during a major rainfall. The applicant should evaluate the need for a stabilized emergency overflow at this location and/or incorporate an outlet control structure into the design at this location. 4. The emergency overflow from Wetland W1.4 (the wetland on the western edge of the site) across the new road (at an approximate elevation of 898) should be evaluated to determine if it meets the major facility design elements outlined in City code and if adequate freeboard is provided for existing buildings located upstream. 5. Pond P3 (east pond) modeling input should match the information provided in the plans. The outlet pipe is modeled as a 15" diameter pipe, while the utility plan shows a 12" pipe. High water elevations shown in the model are also different than indicated on the plans. 6. The post development drainage areas and curve numbers in the HydroCAD model do not correspond with the Drainage Area and Curve Number Table. Revise the HydroCAD model input and table to match. 7. The storm sewer system design must be performed consistent with City code and calculations should be provided for review. 8. Directly connected impervious areas should be modeled separately rather than included in the composite Curve Number computation. Sheet 1: Existing Conditions- City Comments 1. Show ground shots to verify topography 2. Topographic information shall extend 100' beyond the entire property 3. Show the MVEC line as flagged in the field and any easement associated with the utility Sheet 2: Preliminary Plat- City Comments 1. The front yard drainage and utility easements shall be 15'. This was the concession for reducing the ROW to 50'. 2. The street width shall be 31' beginning at the western edge of Lot 1, Block 1. 3. A 10' side yard drainage and utility easement is required on each side of the common lot line between Lots 10 and 11, Block 1 for the proposed storm sewer. 4. A 10' side yard drainage and utility easement is required on each side of the common lot line between Lots 2 and 3, Block 2. Sheet 3: Utility Plan- City Comments 1. Show the lowest floor elevations on all lots. 2. Show the drainage and utility easements on the plan. I The proposed sanitary sewer connection is shallow: only 3' of cover. The additional topographic information that the developer will be providing will be used to determine how much additional cover can be provided over the proposed sanitary sewer connection. Any portion of the sanitary sewer within the frost zone must be insulated with 4" of closed cell polystyrene, 4' wide (centered on the pipe). 4. The fully -executed easement agreement, including an executed Mortgage Holder Consent (if applicable) for the proposed sanitary sewer connection must be submitted with the final plat submittals. 5. The estimated operating pressure on the 2nd floor of the homes within the development is between 58 and 60 psi, which is acceptable per the 10 States Standards. The developer may want to consider installing private boosters within the homes to increase the operating pressure. Sheet 3: Utility Plan- WSB Comment 1. Outlet control structure details consistent with City standards should be provided in the plans. The configuration and elevation of the outlet control device should be consistent with the information provided in the model. Sheet 4: Grading Plan- City Comments 1. The existing 894' contour on the east side of the street connection at Tigua Lane does not appear to tie in to a proposed contour. 2. The existing 896' contour on the west side of the street connection at Tigua Lane (at Tree #101) does not tie in. 3. There is no cover shown over the proposed pipe within Outlot B that outlets from the low point of the street (Station 3+91.59). 4. The distance between the inlet and outlet for the pond within Outlot B shall be increased to prevent short-circuiting. 5. The pond in Outlot B must be adjusted so that the adjacent retaining wall will not be inundated during the 100 -year event. 6. The proposed wall from Station 4+50 to 5+20 must be engineered. 7. A MNDOT permit is required for the proposed noise wall and the proposed grading within the MNDOT right of way. 8. Provide a lot bench detail for the proposed home styles 9. Due to the 10' clear zone requirement around fire hydrants, the driveway to Lot 11, Block 1 will be relatively narrow (about 15' wide) at the street. 30. Note the storm sewer elevations on the grading plan. 11. The storm sewer from STMH 1 to the FES to the pond within Outlot A does not have adequate cover. (see also Sheet 4: Grading Plan- WSB Comments #3) 12. The developer submitted a soils report from January, 2012 that includes 5 soil borings. Groundwater was not encountered with the borings, however staff remains concerned about groundwater for the following reasons: a) The borings were completed during the winter following a below-average precipitation year. b) Carver County soils information identifies areas on the parcel where the groundwater elevation is between 1' and 3' below the ground surface. Unfortunately it appears that the soil borings were located outside of this area. According to the developer's soils report the groundwater elevation is likely at the wetland elevation. The elevation of the western portion of the wetland within Outlot A is 902'. The City requires 3' separation between the groundwater and the LFE of a home, therefore it appears that Lot 1, Block 2 shall be a lookout lot, and Lots 2 and 3, Block 2 shall be slab -on -grade homes. Sheet 4: Grading Plan- WSB Comments 1. Emergency overflow elevations and dimensions must be clearly indicated on the plans so that these features can be constructed and maintained as designed. 2. The low floor elevations of Lots 2, 3 and 4, Block 2 are not 3' above the high water elevations of Wetland W3 (896.5') and Pond 3 (896'). The low floor of these buildings should be placed at least 3' above the high water elevations. 3. The storm pipe in the rear yard of Lot 11, Block 1 does not have adequate cover. The pipe will be exposed on the west side of Pond 3. Revise the grading plan to provide 2' of ground cover at a minimum. 4. The plans should account for grading and storm sewer necessary to install the future trail across Wetland W3 in the southeast corner of the site. It is expected that the trail would be raised across the wetland to minimize standing water on the trail. Alternately, a board walk or similar feature maybe an option to consider. Modeling should also account for this trail crossing. 5. The design criteria for the trail should be determined to ensure that clear zones and grades adjacent to ponds can accommodate trail design standards. 6. The high water elevation indicated on plans for Wetland W1.1 (890.8') does not correspond to the high water elevation shown in the modeling. The high water elevation should be updated and low floor elevations of Block 1 should be revised to conform to City freeboard requirements. 7. The grading plan should account for soil corrections that are necessary to construct infrastructure. 8. The applicant must document seasonal high groundwater elevations and set building low floor elevations to meet City freeboard requirements. 9. Berms for major facilities should be lined with clay and anti -seepage collars must be included on major storm sewer culverts to avoid stormwater migration under the roadway. Details for these devices should be incorporated into the plans. Sheet 6: Site Plan 1. The building pad for Lot 3, Block2 must be adjusted so that it doesn't encroach in to the 10' side yard drainage and utility easement. 2. Based on the house plan provided Lot 3, Block 1 will not have any additional buildable area once the home is built. G:\ENG\PROJECTS\Klingelhutz north of 212\05-15-2013 prelim plan comments.doc CI YOFCHANHASSEN RECEIVED CITY OF CHANHASSEN APR '19 2013 7700 Market Boulevard — P.O. Box 147 Chanhassen, MN 55317 — (952) 2: 7+A1lhl(WENPLANNINGDEPT DEVELOPMENT REVIEW APPLICATION Applicant Name and Address: J E S ✓en�Lk'eS I I .oc . I ti SO K rno6 Wli k Lane �xCels�or, MNJ 55331 Contact: Schn Kno6lauc1rz Phone:95z-y-714-566z Fax:9sz-4 ]4 o3t3 Email: :TKnobs� Kao101ciyck6u:1cler-s.con Cell ('t?_- 49C- Li5g0 Planning Case No. p`i00is — la ZL l Also eiot3-6oZ (cy Pfh IIID C�rv� ton awv irr Property Owner Name and Address: C"heslny+ Groep LLC PO 9c?X S �t r %2CL5, Ic4 C t"t tv SS3 16 Contact: Phone: Fax: Email: NOTE: Consultation with City staff is required prior to submittal, including review of development plans X Comprehensive Plan Amendment 100 Temporary Sales Permit Conditional Use Permit (CUP) Vacation of Right-of-Way/Easements (VAC) (Additional recording fees may apply) Interim Use Permit (IUP) X Variance (VAR) ?tea Non -conforming Use Permit X Wetland Alteration Permit (WAP) a'77y X Planned ev elopmenY -] Zoning Appeal X Rezoning Zoning Ordinance Amendment Sign Permits Sign Plan Review SO Y Site Plan Review (SPR)"$QQ+(SV it.) CS8 ? A Subdivision* 600+65X Ito) = -%qo Notification Sign - $409' N IL �X r SAI (City to install and remove) X Escrow for fFjUm Fees( osY" l� _$5 CUPAC A AP etes & Bounds -$450 Minor UB TOTAL FEE $ a �` isbvlS r3 An additional fee of$3.00 p� er d s wfthin the public hearing notification area will be invoiced to the applicant prior to the publicheann - vVe,,.,jLi1 '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 throuqh 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: The Pre se �ye ra4 R , e L a K e LOCATION: A�lag«N� -o canvJ Nnr}l, c -Y Ntil.�, z 1 cine LEGAL DESCRIPTION AND PID: S eP�he� eQ4� 2sC r i o C, PlC) -4-L-: z5-0ZH7.LI0 TOTAL ACREAGE: l3 Z3 AC WETLANDS PRESENT: YES NO PRESENT ZONING: R S F - H REQUESTED ZONING: t� CA f] - IZ PRESENT LAND USE DESIGNATION: Res 1def4"gI i_otA-� 17ens �z REQUESTED LAND USE DESIGNATION: r'1 A1 © PPs - Lcens;�y card ees• V^'leJQzc75 �y REASON FOR REQUEST: De_v_edoj2wier•1.* oT 1,6 Lo� i�UD 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 parry 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. '� C �,� /� / ar� S U f titl-e attire of Appl4 �S ��5. ate r Si attire of IF er R,OvQ [fC, C. Date SUf:iiNED gr\p1Wforvss\development review application.dw Carver County, MN onm.ne . n . aaa(aa asrg cava, camy, c..,ap,K Map Scale N aeorrratlon Sy.tem. (GIS), e u a mnpA a nfornntiai ane eau ham varve. cey,c ny. State. a Feosol omcea. T" map a n a 1 inch = 696 feet s surveyed m kgeay remreee map ane eeMee De u w a m a a W E `.reran°° carves c my m m ranp"�seie `°r any ma¢ura Map Date cartalnaC h .n. 4/22/2013 S PRESERVE AT RICE LAKE -PLANNING CASE 2013-12 $100.00 Comprehensive Plan Amendment $750.00 Rezoning to PUD -R $580.00 Site Plan $840.00 Subdivision $275.00 Wetland Alteration Permit $200.00 Variance $0.00 Notification Sign (waived) $150.00 Escrow for filing fees (Site Plan, Variance and Wetland Alteration Permit) $2,895.00 TOTAL $2,895.00 Less Check 6589 from John Knoblauch-Knoblauch Builders $0.00 BALANCE REMAINING TO BE PAID SCANNED CITY OF CHANHASSEN P O BOX 147 CHANHASSEN MN 55317 04/22/2013 3:04 PM Receipt No. 00217532 CLERK: AshleyM PAYEE: Knoblauch Builders LLC 1450 Knob Hill Lane Excelsior MN 55331 - Preserve at Rice Lane- Planning Case 2013-12 ------------- Comprehensive Plan Amendment --------------- 100.00 Recording Fees 150.00 Wetland 275.00 Rezoning to PUD 750.00 Site Plan 580.00 Subdivision 840.00 variance 200.00 Total Cash Check 6589 Change 2,895.00 0.00 2,895.00 0.00 Date: April 22, 2013 City of Chanhassen 7700 Market Boulevard P.O. Box 147 Chanhassen, MN 55317 (952)227-1100 To: Development Plan Referral Agencies From: Planning Department Review Response Deadline: May 10, 2013 By: Sharmeen AI-Jaff, Senior Planner 952-227-1134 Subject: PRESERVE AT RICE LAKE: Request for Land Use Map Amendment from Residential -Low Density to Residential -Low and Medium Density; Rezoning from Single Family Residential (RSF) and Mixed Low Density Residential (R4) to Planned Unit Development -Residential (PUD -R); Subdivision of 13.22 acres into 16 lots and 2 outlots with Variances; Site Plan Review; and Wetland Alteration Permit. Applicant: J & S Ventures 1, Inc. Planning Case: 2013-12 PID: 25-0242610 The above-described application for approval of a land development proposal was filed with the Chanhassen Planning Department on April 19, 2013. The 60 -day review period ends June 18, 2013. In order for us to provide a complete analysis of issues for Planning Commission and City Council review, we would appreciate your comments and recommendations concerning the impact of this proposal on traffic circulation, existing and proposed future utility services, storm water drainage, and the need for acquiring public lands or easements for park sites, street extensions or improvements, and utilities. Where specific needs or problems exist, we would like to have a written report to this effect from the agency concerned so that we can make a recommendation to the Planning Commission and City Council. This application is scheduled for consideration by the Chanhassen Planning Commission on May 21, 2013 at 7:00 p.m. in the Council Chambers at Chanhassen City Hall. We would appreciate receiving your comments by no later than May 10, 2013. You may also appear at the Planning Commission meeting if you so desire. Your cooperation and assistance is greatly appreciated. 1. City Departments: a. City Engineer b. City Attorney c. City Park Director d. Fire Marshal e. Building Official E Water Resources Coordinator g. Forester 2. Carver Soil & Water Conservation District 3. MN Dept. of Transportation 4. MN Dept. of Natural Resources -Jack Gleason 5. U.S. Army Corps of Engineers -Michael Setering 6. U.S. Fish & Wildlife 7. Carver County a. Engineer b. Environmental Services 8. Watershed District Engineer a. Riley-Purgatory-BlufiCreek b. Lower Minnesota River c. Mianehaha Creek 9. Telephone Company (CenturyLink) 10. Electric Company (Xcel Energy) 11. Mediscom 12. CenterPoint Energy Minnegasco SCANNED lase sr,�.,n Carver County, MN Property Information Parcel ID: 250242610 Taxpayer Name: CHESTNUT GROUP LLC Taxpayer Address: 1560 BLUFF CREEK DR Taxpayer City St. Zip: CHASKA, MN 55318-9519 Property Address: 0 LAKE RILEY BLVD Property City: CHANHASSEN GIS Acres: 13.22 � r Zr-• � 1. AS400 Acres. 13.22 Homestead: N School District: 0112 Watershed District: WS 064 RILEY PURG BLUFF CREEK Tax Exempt N Platname Dlsaam«. mmmapwaspealedpangCarvesCanyaGeopraplik Map Scale ImamaUm Systems (GIS), it s a compilation d mxxmat s,j EMa hpm a. Cdy.Coonty, state, aM Federal olnces. This map 9 %sa 1 inch = 696 feet surveyed a ieyaily remrded map aM is intended to W o as a relerence. Carver County is rd responvole fa any Inac�xaoes untamed nevem. Map Date 4/22/2013 N W E S >4- ,_ irz— a9 ,VIII„` f,?,�T/�//i // \I i•�'w s4;iwji o p 1',111 e ° { x �ityIt I\ likxlilt, j `1U1 d11 fit I �k\\- ;�1"� 111`1`\13 '1{ 11111`o {{II it u1:31i'l r --''---- 1]i 1'I'l,IJti ,.___— •\•\ ,�\ \�'\ II tou � 111111{,1 1'1,, �I§+n 1'1111�111i1111 ��_ ---0•\ \ \ �I� I as�t c {1II iVl, 11~111111 f! 1 -., 1111\I;\\�\\` • / ,'moi \i 11 1 it � i \\}' ,� 1 1�5 1111 - 1�1i�i11111�\�1 � F �—' /€ r '{ � 11 • r .. € E e� p$pN :c•\ I'M ttl lV\1'1`1 It 1 111 /11 � I I / A v I A l l i i t + c• f o 111 1—' 0It �1 y $ 11 jll It'll D ! m 111111] 1 n 1} 16!_11 1 ) \ 111V1Ii111 O R A R gg k R 4 �Wn 11, �, I11{Iit '11 _�3IAA Qi 1\,11111i Vl $d€R€€. '^ r R 11 �gg q is 111\1\\�: ,\ 1 `\ t tti i l�.FfC 4a'!r:-__s Hj�jj � I � � [7 |zz� G) -V300 r | / /\ �a \ \ 2 `�« .% .. 0 D Z Z m 0 nZx <= t 11', Ail III f P 7 i 9I T C' ua. fir+ ar— Ylwr.r---vwxrwYw.LYr_.._x.w ...._ w.vwwww.Yrwr__.Y ww .ter+'—.__'..--..�+.._........r...o.aw...._.. iY/IX YR T �rumeve%new��Anomwi �.o rorrrn. �ixees mnY.. rr`m rravnrn ma w uxrxrr .rmaRr ew.aua merx. m.m.r eo. aa.nu lQ/,Ix[ IMIYINRO1Nr IO16lM^G21LM WITIR RM: 809E r�"uwo1M0i:a.Y u�'o ar.<.R: •" = �' : •'" f• ENGINEERING - COMPRNY, W. ..__ .mo ev wm sYm. ucxue, rxmrx exYr w Id —.+® - —...-- J & S VENTURES r.r�xvR. xx awi —x... V-wwow vn.9nFandwrYna YYO sY+N air. w—�rnvuYw. mua evns rw .va�w�..wvvj-Yi. �..M �w rwewr rr FW .nM..n.Yv.q. �. YY� www.w nYrt .w M.v.Msv..M. PRELIMARY DETAIL SHEET / SWPP PRESERVE AT RICE LAKE SCANNED 151 7 R CH N F < . �•.'..�: V IL.Li::)•j / ; ••�� ,. I C•r;rr::.8 / GR9 �$i 49Y SII el 4 3 Baa R �5y5 a■ �5Cq � 8 E Ro 3y EI: 6 I 4� - s E All ys i C :*ILLAJ• < . �•.'..�: V IL.Li::)•j / ; ••�� ,. I C•r;rr::.8 / 1 ::C C.8 SII el I �5y5 a■ �5Cq � 8 E Ro 3y EI: 6 I 4� - s E All E7 Z v �5 s' pit i \ I i rl i Ife } ,�c• :Ixe r e 1 !f it f) �5 s' pit i \ I i MAY -08-13 12:08 PM JOHN.KNOBLAUCH 9524740313 P.01 fzq(* 957.�y27-1110 C.OA-,i- cry S`�oMt .7bl-44 Ktjrr3L4ivQ-kA vf?-ses May 7, 2013 Sharmeen AI-Jafi' City ot'C'hanhassen 7700 Market Boulevurd Chanhassen, MN 55317 Dear Sharmeen: Bis letter is to grant the City of Chanhassen the additional 60 day requirement (until August 18, 2013) to process my subdivision application (site located at the southeast intersection of West 86`h Street and Tigua Lane and northwest of Highway 212). It is my understanding that the application will be appearing before the Planning Commission on June 4, 2013 and before the City Council on June 10, 2013 or June 24. 2013. Sincerely, John Knoblauch �tP SCANNED CITY OF CHANHASSEN RECEIVED CITY OF CHANHASSEN APR 19 2013 7700 Market Boulevard — P.O. Box 147 Chanhassen, MN 55317 — (952) 2&"6VEN PLANNING DEPT DEVELOPMENT REVIEW APPLICATION Applicant Name and Address: 7i S Ven}Lk'eS 1 , Inuc. I'iSC) Knob WO l n �,ccels�or . MW 55331 Contact: Scl,n Kno6lcx cFA Phone:9sz-4-74-s66z Fax:9sz-4-]4-033 1 Email .TKno6sCa Kao614ucklnu,I8emcpK Planning Case No. OgoIS — 12- � Atm aol,-oa co,,c-�f° P -D Ioac-I cam? pIo.nawvrrl�wl Property Owner Name and Address: Che_5+r)v-1- LLC PO Rcx S a rMA/ SS31 Contact: Phone: Fax: Email: NOTE: Consultation with City staff is required prior to submittal, including review of development plans X Comprehensive Plan Amendment loo Temporary Sales Pennit Conditional Use Permit (CUP) Vacation of Right-of-Way/Easements (VAC) (Additional recording fees may apply) Interim Use Permit (IUP) X Variance (VAR) 2-00 Non -conforming Use Permit X Wetland Alteration Permit (WAP) ;Lr7 *.e7,4�VNi Ae Jiro X Planned Un bevelopment' �� Zoning Appeal X Rezoning Zoning Ordinance Amendment Sign Permits Sign Plan Review so X Site Plan Review (SPR)'P�Oo+- Sy it.) °_`io A Subdivision* (o00+(15x 16) c 0640 Notification Sign - $*Oe- N IL Per S Al (City to install and remove) X Escrow for F' Fees/ o ost" tSO - $50 CUP AC A AP etas & Bounds - $450 Minor UB TnTGI FFF $ a,qq55 m0 llQ .Gt �S "J•... .. An additional fee of3.00 per addre within the public hearing notification area will be Invoiced to the applicant prior to the public hean g. WcJPCi jcvta<<:l°j ('OC 'Five (5) full-size folded copies of the plans must be submitted, including an 81/:" X 11" reduced copy for each plan sheet along with a digital copy in TIFF -Group 4 (*Jif) format. "Escrow will be required for other applications throuqh 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: The e Pre sery e R A .* e L• CL K e LOCATION: Aciaq«NA {o and No41, 5-r H W� ZtZ ctnd e4s( o� �w�t' 101, LEGAL DESCRIPTION AND PID: S ee c-AcxC)ted L c;a.) D esc r; i o n P t zs-ozyz6to TOTAL ACREAGE: l 3 • Z 3 Rc WETLANDS PRESENT: )4 YES NO PRESENT ZONING: R S F 2- y REQUESTED ZONING: PLA D- IZ 1 PRESENT LAND USE DESIGNATION: Re.5 r3e n+ig o wDe r L S 1 T� REQUESTED LAND USE DESIGNATION: rt1,x o� �os. Lo ens �y and ep-S• Niel �tZSiy REASON FOR REQUEST: Deye_loj2v-�ert4 olp 1,6 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. ature of Appf�d S (/VS RCS. ate S; ature of Fee er Gj1l',.S'rV 6 R.Uvp [,cC. C, Date g..P'-'�forr %&vclopment review applimbonAm Carver County, MN Poce At sn 11 t v rJa ; vir r2121 Fr--l-Z-giiWillill Parcel ID: 250242610 Taxpayer Name: CHESTNUT GROUP LLC Taxpayer Address: 1560 BLUFF CREEK OR Taxpayer City St, Zip: CHASKA, MN 5531&9519 Property Address: 0 LAKE RILEY BLVD Property City: CHANHASSEN GIS Acres: 13.22 AS400 Acres: 13.22 Homestead: N School District 0112 Watershed District: WS 064 RILEY PURG BLUFF CREEK Tax Exempt: N Platname. Ixstlamcr. mrs map was oeated usvq carver can a Ic a Scale p In o at Systema (GIS), A e a comgWe d inbaBaal ,,X1 m Rom 1 inch = 696 feet ramal crtr.ca,nty. State. anal Fe al omces. rtes map n not a surveyed a legally n;mrded map drat rs ime odea as a k.ar� y r Map Date contained Herein t 4/22/2013 Property Information Parcel ID: 250242610 Taxpayer Name: CHESTNUT GROUP LLC Taxpayer Address: 1560 BLUFF CREEK OR Taxpayer City St, Zip: CHASKA, MN 5531&9519 Property Address: 0 LAKE RILEY BLVD Property City: CHANHASSEN GIS Acres: 13.22 AS400 Acres: 13.22 Homestead: N School District 0112 Watershed District: WS 064 RILEY PURG BLUFF CREEK Tax Exempt: N Platname. Ixstlamcr. mrs map was oeated usvq carver can a Ic a Scale p In o at Systema (GIS), A e a comgWe d inbaBaal ,,X1 m Rom 1 inch = 696 feet ramal crtr.ca,nty. State. anal Fe al omces. rtes map n not a surveyed a legally n;mrded map drat rs ime odea as a reM ference. carve. County rs r not esponsive px myinemraclea Map Date contained Herein 4/22/2013 N W +E S Date: April 22, 2013 City of Chanhassen 7700 Market Boulevard P.O. Boa 147 Chanhassen, MN 55317 (952)227-1100 To: Development Plan Referral Agencies From: Planning Department Review Response Deadline: May 10, 2013 By: Sharmeen AI-Jaff, Senior Planner 952-227-1134 Subject: PRESERVE AT RICE LAKE: Request for Land Use Map Amendment from Residential -Low Density to Residential -Low and Medium Density; Rezoning from Single Family Residential (RSF) and Mixed Low Density Residential (R4) to Planned Unit Development -Residential (PUD -R); Subdivision of 13.22 acres into 16 lots and 2 outlots with Variances; Site Plan Review; and Wetland Alteration Permit. Applicant: J & S Ventures 1, Inc. Planning Case: 2013-12 PID: 25-0242610 The above-described application for approval of a land development proposal was filed with the Chanhassen Planning Department on April 19, 2013. The 60 -day review period ends June 18, 2013. In order for us to provide a complete analysis of issues for Planning Commission and City Council review, we would appreciate your comments and recommendations concerning the impact of this proposal on traffic circulation, existing and proposed future utility services, storm water drainage, and the need for acquiring public lands or easements for park sites, street extensions or improvements, and utilities. Where specific needs or problems exist, we would like to have a written report to this effect from the agency concerned so that we can make a recommendation to the Planning Commission and City Council. This application is scheduled for consideration by the Chanhassen Planning Commission on May 21, 2013 at 7:00 p.m. in the Council Chambers at Chanhassen City Hall. We would appreciate receiving your comments by no later than May 10, 2013. You may also appear at the Planning Commission meeting if you so desire. Your cooperation and assistance is greatly appreciated. 1. City Departments: a. City Engineer b. City Attorney c. City Park Director d. Fire Marshal e. Building Official E Water Resources Coordinator g. Forester 2. Carver Soil & Water Conservation District 3. MN Dept. of Transportation 4. MN Dept. of Natural Resources -Jack Gleason 5. U.S. Army Corps of Engineers -Michael Setering 6. U.S. Fish & Wildlife 7. Carver County a. Engineer b. Environmental Services & Watershed District Engineer a. Riley -Purgatory -Bluff Creek b. Lower Minnesota River c. Minnehaha Creek 9. Telephone Company (CenturyLink) 10. Electric Company (Xcel Energy) 11. Mediacom 12. CenterPoint Energy Minnegasco L 0 V'\ � �0. ► ( - oAK36" 1 879.8 , / /� 12"� / 1 LEGAL DESCRIPTION r 8�O f +A5HDkL14- r T=883.7--- 562 / T-885,0 $ o i I - _ EI -879.9 w c All that part of the Northwest Quarter of the Northeast Quarter of Section 24, Township 116,-__��W«EI>B _ * Range 23, Carver County, Minnesota, lying north of MINNESOTA DEPARTMENT OF +eases ea6 • m \� r\ 1 I, r- 1 A + 0 r- L A A ► + I\ r\%. \ I \ L� / 1 IN , e 1 1 I-- , ,, K i-- IVI t, ," I I I-! TRANSPORTATION RIGHT OF WAY PLAT NO. 10-17, according to the recorded plat �� / p-oaszZ l 042, - - - �. / + 1 ♦. _ _ + ♦ - + + + 1 v .. + thereof, said Carver County, /A5111 r 1 i I �♦ r "' .- + r. 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' \ \ 150 149 / f +894.9 ` \ {I Pte+ \ 'I• �' i.904�- .910- +890-1 1 - -lam -` M1 / 1 h j \ 'V r- �� 914.8 �� i 2\\ \ + / \$846.1 ` \ / got- `+997.4 4 V ` K\ �.• .1 / / ~ �� 1/ �+-^1' '�"- _r i'�.�l•O^- '�� +909.7 +890-I 151 \ J -� �g1A 914.3 904:7 \ 152 I ) J( B-9 \\ 1 65 1 2Q 1 ) / / r +915.0 +/--� �� +153 + + 896.5 \ \ \ + + 7.4 909.6 t I +904.4 B_13 912-y- �.•�' +Sd Q +909.4 f 1 1 899. 1+914.9 ` , 1 I I �LJ.� ' 9 O�-� �~ +906.8 909.2 ' \ I I- 13�� \ sez / > / X64 - 904.0 911.5 i 1 f + \ \ + 1.5 / j�593.0 / \ , 1 ` phi +891 2 ` / l{ t895.0 ) i / \ 906 7 i� 905.3_. 9 19 Q _�� -' yam\ X�' �•i .1.� I/ if' +908.7 i f ..� i' 908.6 1�, 1` ` } . - A_ : ✓ / Jam. g,1_-_ +908.4 -,-� �- 1 \ ,� \ / -�� - _ �� 9�9 6 -F' i�18.4r X�x /\X \ _ = =+90 3 NOTE: SEE SHEET 5F 7 FOR TREE LEST t rA QG�� '� \ / \ / +IG3 +• �'8 b9b� �� '�-_r / � %• �.- 1-� '95 / i 908.4 L. 907.7 �Oftrr' \Y^ r ago 900, ` % 7% �� gOD f -i / // �_x ✓ _ ' / i r 1� �„ / 917.9 X 6�- moi' ..-�" LEGEND pp/ �-9fA ✓ ��f 90D• / O� -- _� --_-90 - J / +917. i ��- x'91 _ „✓ i'� �- 907.4 .-. _ _ DENOTES EX15TING CHAIN LINK FENCE .r/905. \ �59� \ -. -.� �90A � J � / / / X � ✓ ._---' ,� 9,z' �+907.7 -•- 902- �- - i 61 �- i\ -so4� +896.5 ` ATy�T1A1N %..- L -��_ ��_. ~'r l o gOB CURB E' G EFt CITY OF CHANHASSEN 905.3+ [Jf.12• x-�- ..` -' r g�:5 -X X--x-DENOTES EXISTING SOUND WALL RECEIVED ..905.7+.. 4 1 ` 1 905.6 ` `-^ 912 l� �r X'frSTII`1Oi .1' r�'l ✓ +907.1 1 %% '~ ��_ �_" _914 X-� f -_ +907.3 .4 r1 j� DENOTES 'f15TING TREE LIN> JUN iG0 _ '302_� -- __-_ X--� f- r, , I 2 - , 1 4 2013 9 +907.4 f / ✓ 90a .� f- '� r �� « .�--r --> X�� y,SJ 2 .�- ' r'^" '� 906. ! , ♦ ,t It 1, t 1 �f� DENOTES EXISTING EDGE OF �c� LAND �HA99EN PUNNING DEPT / �- �' �' ✓ ro" ✓ +906.4 ` t ` „. Yv�, irV4 Ar'� +905`GV..5 ---- i '' .�-90� �-- �- _,_,� -' __�>l .�- '`-.-"-.� �" -�" A + r r i t I v �TNH DENOTES EXISTING HYDRANT +904.5 + 904.78 1 O J ! r'� `- +917. I X ..,�� ✓ r� ~.•- . -'^ Y� 905.6 r r r s L f r-- �a xl-x! �-� 1 05.7 r• -+- W -v DENOTES EXISTING GATE VALUE DENOTES DENOTES AGVTN �'� ` !� f �" r916 �� +917.4 xl x. �- / �� f` A , I t I I I 4 1 _ _ �lr / r x�� r� .� f' 1- _ r 904.9 i,/ t + , 1 L. f ` r • FOUND MONUMENT 11 4- - - -X916.5 916 ✓1 ✓ �^- .( 50 0 50 100 1 0 r �4O�,W ® DENOTES EXISTING SANITARY MANHOI E f- +905.1 _ +915.9 943 re,2» ❑c3 DENOTES EXI5TtNG 5TORM SE WER CATCH BASIN �9oo9- Scale 501 -E E DENOTES EXISTING MVEC LINE 9OG 04.9+�.7 8-10 t917.2�� J° l ✓ '� ✓ 894.1 ® DENOTES LOCATION Of SOIL BORINGS 12, - - REVISIONS PREPARED FOR: DESIGNED CHECKED SHEET IREV. I HEREBY CERTIFY THAT THIS PLAN WAS AMIECONSULTING ENGINEERS, PREPARED BY ME OR UNDER MY DIRECT (�,/i !{ �� PLANNERS and LAND SURVEYORS SUPERVISION AND THAT 1 AM A DULY N G I N E E A IN G tlCENSED LAND STATE OR UNDER THE LAWS OF ESTATE COMPRNY, INC. - RUSSELL P. DAMLo IL 1000 EAST 146th STREET, BURNSVILLE, MINNESOTA 55337 PH (952)432-3000 DAA ,1 13 REG. NO.19086 1 6_13-.13 PM IRE J & S VENTURES DRAWN DATE PRM 4-78-13 - 1450 KNOB HILL LANE scams EXCELSIOR, MN 55331 J06 NO. tst48.00 CH LOT DENSITY OPEN SPACE TOTAL NUMBER OF LOTS I G TOTAL AREA 13.23 Ac SUM OF LOT AREAS 4.0 Ac LE55 LOT AREAS 4.00 Ac LE55 RIGHT OF WAY AREA I ,GG Ac LOT DENSITY 4.0 LOTS PER ACRE TOTAL OPEN SPACE 7.57 Ac (57.2% 50% MIN. REQUIRED) LE55 WETLANDS 3.42 Ac (I 48,7G4 5F) Ex. Wetland I G3,187 L--55 Wetland impacts 14,423 LESS POND HWL 0.50 Ac (21,830 5F) TOTAL UPLAND WITHIN OPEN SPACE 3.G5 Ac f , 86TH 7,696 SF WETLAND IMPACT — ' 48,043 5F r r i 01101 r�f1AND ! _ \ 20 Pt J 8 481 11w 659.54 TIBDU�TIER 5,994 SF WETLAND IMPACT f TYP.5ETBACK5 EASIEMENTS GARAGE 51DE- 5ETBACK PP.) mm L FRONT YARD 0 N OUTLOT A / 281,352 SF `� f )a 6 ACC.STRUCTURE SETBACK HOU5E 51DE SETBACK (1YP.) TYP. DRAINAGE UTILITY EASEMENT TIER CALCULATIONS TIER NO. AREA BASE ALLOWED MAX. DENSITY -. PROP05ED N DENSITY INCREASE NO, OF LOTS , N Q =- In -� -r- 0 0 TIER 2 4.24 Ac 4.0 LOTS/Ac 100% 33.92 9 TIER 3 2.97 Ac 4.0 LOT5/Ac 200% 35.64 - r.,_ 2.30 Ac 4.0 LOT5/Ac 200% 27.60 I `AREAS DO NOT INCLUDE WETLANDS `PP\P05ED LOTS ARE LE55 THAN MAX ALLOWED IN EACH TIER 7,696 SF WETLAND IMPACT — ' 48,043 5F r r i 01101 r�f1AND ! _ \ 20 Pt J 8 481 11w 659.54 TIBDU�TIER 5,994 SF WETLAND IMPACT f TYP.5ETBACK5 EASIEMENTS GARAGE 51DE- 5ETBACK PP.) mm L FRONT YARD 0 N OUTLOT A / 281,352 SF `� f )a 6 ACC.STRUCTURE SETBACK HOU5E 51DE SETBACK (1YP.) TYP. DRAINAGE UTILITY EASEMENT TIER CALCULATIONS TIER NO. AREA BASE ALLOWED MAX. DENSITY -. PROP05ED N DENSITY INCREASE NO, OF LOTS , N Q =- In -� -r- 0 7,696 SF WETLAND IMPACT — ' 48,043 5F r r i 01101 r�f1AND ! _ \ 20 Pt J 8 481 11w 659.54 TIBDU�TIER 5,994 SF WETLAND IMPACT f TYP.5ETBACK5 EASIEMENTS GARAGE 51DE- 5ETBACK PP.) mm L FRONT YARD 0 N OUTLOT A / 281,352 SF `� f )a 6 ACC.STRUCTURE SETBACK HOU5E 51DE SETBACK (1YP.) TYP. DRAINAGE UTILITY EASEMENT TIER CALCULATIONS TIER NO. AREA BASE ALLOWED MAX. DENSITY ALLOWED PROP05ED DENSITY INCREASE NO, OF LOTS NO. OF LOTS TIER 1 0.39 Ac 4.0 LOTS/Ac 50% 2.34 0 TIER 2 4.24 Ac 4.0 LOTS/Ac 100% 33.92 9 TIER 3 2.97 Ac 4.0 LOT5/Ac 200% 35.64 G TIER 4 2.30 Ac 4.0 LOT5/Ac 200% 27.60 I `AREAS DO NOT INCLUDE WETLANDS `PP\P05ED LOTS ARE LE55 THAN MAX ALLOWED IN EACH TIER FIRST TIE Feil t- I t14<`r- It��t11t��~IF" i \ �t✓-ll I V It ' %I \..ii N880482011W mac?— — — - - — — . 659,53 m 97 �pFFFLq y \� �} 9 10 \ 10,041 5F ) 10,21 2 5F ` 10,000 5F 7 � POND I \ Io,o175F OUTLO A 1 12,936 5F ti� \ 1 281,3525 I / / o IO �a 4 10,353 5F T.� ! j -If IC,faoF \>�., / 10,510 5F G 10,076 5F h o X38 ;APER 5T R� A POND 72,527 837. 27„� °t0 LEGAL DESCRIPTION: ALL THAT PART OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 24, TOWNSHIP 116, RANGE 23, CARVER COUNTY, MINNE50TA, LYING NORTH OF MINNESOTA DEPARTMENT OF TRANSPORTATION RIGHT OF WAY PLAT NO. 10-17, ACCORDING TO THE RECORDED PLAT THEREOF, SAID CARVER COUNTY. EXCEPT THE NORTH 30.00 FEET OF THE WEST HALF OF SAID NORTHWEST QUARTER Of THE NORTHEAST QUARTER. 51TE AREA: 13.23 ACRES 2 \ �� / 0,830 5F 1 � . I 3 0' / 1 / � � J / ( 18,3035 i 4 cl 10,004 5F 7 5} 1�-s'9 RECORD OWNER: r—}'I' _It�- ) ' ' I SUBDIVIDER: LAND SURVEYOR: ENGINEER: CHESTNUT GROUP, LLC PO BOX 89 CHASKA, MN 55318 J * S VENTURES 1, INC. 1450 KNOB HILL LANE EXCEL510K, MN 55331 RUSSELL DAMLO (952-432-3000) RAY BRANDT (952-432-3000) EXISTING ZONING: R51` * R4 PROPOSED ZONING: P.J.D. I sa U) r 12 s est 10,089 5 '1 jr / \ \ 400 SF WETLAND IMPACT r X905 5a„ l PROPOSED BUILDING SETBACKS FRONT 25 FEET HOUSE SIDE 10 FEET GARAGE SIDE 5 FEET REAR LOT LINE 30 FEET WETLAND BUFFER 30 FEET 'CANTILEVERS / EVES MAY ENCROACH IN TO FRONT, SIDE AND REAR SETBACKS BY UP TO 2 FEET, HOWEVER THEY MAY NOT ENCRAOCH INTO AN EASEMENT. "ACCESSORY STRUCTURE SETBACKS (PATIO, GAZEBO, DECK, ETC.) MUST BE A MINIMUM OF 15 FEET FROM A WETLAND BUFFER OR REAR LOT LINE (WHICHEVER IS MOST RESTRICTIVE) / 86TH STREET ! WEST t =881-8 to DEVELOPER TO WORK OUT EASEMENT AGREEMENT WITH ADJACENT PROPERTY OWNER FOR SANITARY SEWER \ CONNECTION. x C ALL SANITARY SEWER WITH LESS THAN 6 FEET OF COVER SHALL BE o - . - - INSULATED WITH 4° CLOSED CELL POLYSTYRENE. 4 FEET WIDE CENTERED ON PIPE. 1AT€RMAIN . 1 Ex. (FIELD VERIFY) 887.1 x 886.0 x T=889.0 I=881.0 884.8 x �55.9 895 EXISTIN HOUSE FESyND OUTLET STMH t \ ` NV. 893.9 r CITY DETAIL 3109 I f T=900.00 7 - , - - .1 INV, 891.75 (15` RCP) ' 2 CI I 1=894.74 (SW) / INV. 894.00 (12' RCP) B L O `` I I 1-894.64 (SE) / I \ 20'-12' RCP 0 5 I/ i f FES 10 / /� \ i=884.0 NV. 891.75 ��/ 1� $g8'1 1 ` 896. I I 896 / ,/ q4Q� 2D'-15• RCP 0 0% ti OUTLOT A / / - - + 1-094.00 C /$6� �� _-'� L_r s4 t--- _,,/� Ci -/2 011 i 4p OUTLO A �= 904.28 �I / \ = 1-895.30 (SW) J I � IE887.2 8 �1� e9,g. 1-8A.20 (NE) / 6 as orP i t� / if, L83B 4411 \ > ae 47' 8n Pvc - 1=884.9 { 2p T=904.7 r \ / - ,�xC\ H-3 + FES INV / \ / \ e \ 7=901 /� ! 1=887.9G �T-9 2 } 5.87 (I \ \ \ \ 11 1-896.37 (SW) p� / \1=896.17 (NE) tT896.77 (SE)'� \ I 1 51999 SF ,/ \ \ \ \ / / \ 11\ WETLAND IMPACT f \ v STM 5 �'' \ / `� @G moi•' . \ \ X962 57 SW \ \ An\ CB -4V / 400 SF \ v r ( ) \ WETLAND / SIN=888-4 1=896.55 (NE) \ ® \ T=991.00 n \ IMPACT D \ \ 7,696 SP/��p/�o. l (�`-- \� t\\�\\ 4=f'' T�asis �� ` ��`�' \\ �� f�/ \ �. \ \ \ \ \ /. j _ _ - - - - / WETLAND .`- / { �\ ! \ \ / \ \ / - ` - - - - - IMPAC7 2 / { \ ! \ 31'- R 6 % \ \ �\ �a9 T=897.aa l �J6 LOCK \ p \ \ - \ \ / 1�697.3s (NW Cas7.a / '� { { 4 1�. \ v �896.s7 (NE) - T%9728 / { { 89fl. ) { 1> X 1=ase 4s ( f 896. { { { k // 4 { 1 / j { 1 r T=QQ2.7 p� 9 i G i= 89 0 Q? { OUTLOT BA POW OUTLET DESIGN TO BE FINALIZED- DURNG RNA. DESIGN , • - _ _` f ` - - - - / FES 1N -� _ - 1=892.00 202'-8" PVC =903.5 rr--- 20 FT VJFTLmO / T=900. i=889.7 pG5TiN6r I -( w CON2FSt . wm t-illk1 V [ _Itf- 11 1000 EAST 146th STREET, BURNSVILLE, MINNESOTA 55337 PH n , 4 +893.6 '\ 879.3 12.1 Oe I \ LEGAL DESCRIPTION `\ sem' / I r -} ASnDl 14' I ,• T-883.7 ---- -'� ( T -885,4I I -_- OD All that part 11 11, Northwest Quarter of the Northeast Quarter of Section 24, Township 116, \ Ef-879�� ®EM8 9:2 �r. + ♦r r- I A I J r- . a A a I rr rr Range 23, Carver County, Minnesota, lying narth of MINNESOTA DEPARTMENT OF r <� _ ±ees., 4AK20 //\f t 1 1 F- 1 7 1 YS F- 1%11 l\ 1\ i l I h( L/ --- .�,.p 24` 1, 1 O�K2E \. / } . I \ J _ _ / . t . I_ _ I + / . I . \, t \ TRANSPORTATION RIGHT OF WAY PLAT NU. 10-17, according to the recorded plat II / 1-t I thereof, said Carver County. s / / $fin I z° 1 k I I \I + r r- ♦r rr • I r\ A r� r� I -1- I rr A 1 / •b 1 ' -- I M _ 1 1 1 , \, , 1 r Except the North 30.00 feet of the west half of said Northwest Quarter of the Northeast r / �� kMA51 + 9.a \� / Y=.1 I �i L,- ♦/ \J 1 • L.0 1-\ LI LI 1 { 1 \J 1 • I J i /� �K C' t,91N X I �s \\' 0 6• # A5n 1 ASn I ;� -T- / ,3-; T ..3 jC 6' +59l! x \ \ #OAK24" ((,�II� + Quarter. EI=879.4 / �/ OAKI E O �� I` X1241 l 893. SITE AREA: 13.23 ACRES X 5.2 �nT `}HASH 12j-, S9 3.2 597.5 `- 96.9 +OA S° '92\� 89Z.{y 1 \ \oAKla#AK 15j 89 ..893. -� # • } 7g i ,,"\„� b �u A5H 16° -¢ ASrI i 0' / # OAK24" ` Z #OAA 'SV `�«• \# TOP- 2.4 EXSITING ZONING: -' ` oAKz4 E 89.0 e i� l RSF- SINGLE FAMILY RESIDENTIAL & R-4 MIXED LOW DENSITY RESIDENTIAL sa6.o • •D S O 9 w ¢ EXISTING B -9 +a9so y#e 4"�}OAK20 I / 5.1 # - 80• \ HOUSE i4 881.8 ` 9 .6 PI / T.=892. +891.n 1 rr a rr r-- I A r ♦ r- ► e • 1 r. rr 85.0 +890.6 t f 1 1 1- - i ! t VC h- I \/ 1/\ {\ I I i f! / 5.4 .O E, -8$8.T - 896.7 OAK 12' L_ L_ / l 1 \ L_ 1 1 I-% } y �/ I t +884.1 OAKI B'HWD14" # f 1 / I 87.5 1 i ,-•� �,/ / A5HDB 1278'# n 12" l 895.4 CB J 893.6 893.3 , / \ Q \ �` �"- AK39 / I ASnDBLI4• �nTR�P^I O # #ASH 10. 894.0 T -� # AK30° / ASnOUAD 12i8' EX. CURB & GUTTER /// _ 86TH ST. W. FDGM _ TIGULA LANE aa7.2 r' / 895.3 _ _.. H +890.5 +592.0 EX RC + p / ! Asn 14' �-._ 1 _ - E r - �'�..� a7 J� J / / / / / #PLR10" +892.4 EX. CURB &GUTTER 13 ppa� 1{--.. , . _ - .-- (� GQ ,\ /f / Zp° 3 f.UU 't0 E E E E -" .-' 6� 893.8 / NOBL24'/14°. X. WA RMAIN E E E �.� - -\--_ €� E E 95.3 �_ EI'D IP �Y 94. // �C. E LAA \\ +891.6 j r!�!1 , \ J 175,,- #176 / E E E 886.8-r-_�rA5Hi 2' \\ -\ # 1 a I / +999-5,-- IJ - /��-,� _ _ •� -99 2 1 z2 WETIANFJ �\ i j228L � 5 2Z 2 1 # 2 1 9 +889.6 11 74 -.J 17'7 '� - 7 43' - TJ 0� N E * A5KTRP18' # A5nDBL1479' * 2 `7+�` 298•- / 4-! 72 + .3 �\ 1 1 j 79 I �F f' ASrI 1 # 16""# ASn i # A51112' s?_ 900.8 +101 \J � � �' �#231 �•.>�q � _ �+891.8 + C J 12++1,2\ / - J i ASn.I P( 46j,1. 230 -., # 218 �' - \+889.2 �� - ASHDBu 2°/ + - - - 900.8 1p3 i` \ I'1 7 / . \'� / 217 I }• z 16 ` ••-� - ��S - --- ` �1 / +&94.2 ass.o+ .' i �a \ �' 1 3 _ _ (� 1 I # 119 95.9 o-/IrB 89,0 / - i `�� 152 �Z yJ +890.4 / !_ -'� -•� ` esZ "'�-� �.8�2f / , �/ #183 T/ /09 +8 9.8 / �.._ \ ./ 8 _ 1_ ♦ \ i i J Q 899. CO 1 1 117 ( 129 / / O 890 890:2 / / . �! / +894.4 #17! 'I --- �. �� Bs4\ \X892.0 m m 1 I # ! / / f 7' / / / / +a92.7 / �- l� -- �'� / ----fHsza- �.� �\ \ f / �. \ �' VITT D IC, +455 / 00/ fl �� / � i- 17D` es\ \ `' +8952 / -N \ / / \ _ J h / V I I F 13$, 1 111 (l 0 gL / # „�.�• +894.9 Y 196E / 1 j /09'L +..-J s__ -_sco 5� I I B-2 T}\ I I \� �j / �/'// #209 #214 / a9 yoo ,9 \ 199 1 4 / I �) � yir ♦ - \ i k 895.4 -/1��- 1 .�. 2, 2 A894-1 �. � -�.' - - - Z �- i t l ; \ - J '!tl # 213 J !/ 6,' 50 l+ I ♦ ♦ r^ L / �r 211 o B-11 % /• �\ .. ` \_♦ 900.7 I # 1 f/ ) f z 10 �� / / / 9QO ' ` \ / _ _ J %- }413 WETLAND / / * 2oa 1 {d -" \ +903 H 1 1135. J //"� �� 901.3 '169 / f ` 898. +896.6 ` +899.0 I , 16g 1 / B-3 ��jj C # / ! 'Is3.b / W4 V�4 + l\ / +9os 7 ) ) 8-14 \ 1 ` ` V 892.1 D9 i� 1 / / ` J /� +896 _e9z +891.1 1 low 1 I 894.1 t / # zo7 /� / / X901.4 t \ a J / \ _ t +906. j / f +193- \ # 185 m 891.3+ / \ \ B_4 Jy` 8 .6913 G +/891 1 2�#2G / f9 / f ..�� /fy / ` / 192 �i 592-- +89� \,893,j� \ � � 0.2 ' ' �.i p9��6� r 13-$ � +901.5 0 9� � +905.9 � +903.! r 1 / / �j � � `� \ �� / 894.1 r (/ +9oz� +BSS.I \ �, eg +891.5 f J \ L.- -� � J � ` �/' (j a7I88 � +H 9'2 // 888. �� l / // +895 4� \ . (� ;. 99.0 I +900.9 142 \+ `13-90 m I $� \ ,\903.4 . , +895.5+ WETLAND ' +900.9 +899.8 +896.4' 4 +893.1 t+8945 / +901.0 #'.' 6„f 890.0 V \ ` r / / �_ -•�. ..-.-. \ \ ` \ , \ '� -F,. T - 9 J \ 890.4 +89.9 + � ,\ �- ,�. +'892.0 e,Ao � \ \ �9+8� ~' 889.4 , � % _-'� \ \ \ ` \ \\ +900.6 890.0 / 111(11� \.� / 55G ` 1 , #167 / \ \\ -� �/- -�.x- 00 +190 �� + ` /) 8 \\ .�\ x.156 j� F tot, B-7 I , ! +904.7 l\ \ . \ I ING CIA �1 �.�,r- X900 r �� ! 7 \ +8s ! / '^ .9�W.1 \ j ' WETLAND 1,949+ - 4 _ \ E , \ 0ETLA /)' 57 / /9� `\ \ ' +906- + 906. -x.166 +904.9 \ 9 �_- -�'_ 9u6 \� f w;\ \ #-150#149 1 \ / \ 1� +901 ��e`� +903.2 / JJ ` +890.1 #151 / ~ B \l \ +894.9 \ ` / .200•} \ ////r 904.:7 r�2'5i. \�\ 152# #y54 f \ \ .1 ` , 1 // 902- \ \ ,+H97.4 1` B 9 \ \\ -165 / -� ``_ 2Q1 \ ^+may\} W //J'' -fes -'` r .� s 4.84 .i- 014.3_/1 1.2o6,n I - +9os.7 ,y '♦rJ)\ # 153 i / , { 1 89f).$ .4 \ . S T / / -i �- �-,� t `\ I ! \ \ 1 \ \ \ \ +904.4 \ • ` ( / ` \ 1 B-13 /�' �f .r_9 2 1�- �mig+909.4 / \> I , 900.0 (- #4 I!!! \ ` I g99. I I �L 14-' 9 Oar �-'-�� + 909.2 J• + I.5 +89 LZ / 893.9 / i \ `. , \ I \ \- \ 904.0 911.5 ' I I ` �. _- _.900-9�7..6�" ♦ �r� S 16 1' /\ \ l_ 1 +695.0) { �-•^9 �'/ r'� f ----�� 1 \t 900 / \ \~ r '� +908.7 7 \ \ 905.3-_ �.- b / 4 +906.7 r.-� / 1 T�C r •r�%r\ / �-� \ 10A./ �'�gl 90+ 8.4 -♦ r •� --^ 1 +&98N` z, ±-- l0'' 8q `� i , j ," 4_ + j `� `l '"91/ x-�xX� \ r +907.3 NOTE: SEE SHE -ET 5 OF 7 FOR TREE LIST 896- `�� / y. , y ..�.J-' •..i / ^gyp `r / ..916 �� ti �OY j l( -890- ^� \ #� 63 �±1RJ �889b f' �� f/ -Y-- '�'- _.�� l~ 9�b �I -900• �' 8'.1�L _' = %' - 17.9 + - LEGEND r % ` toe, 902 `"- � /! `-J o x 1,.916 j _� .. 7.7 9os. \ ` 9oz-/ pe6 Pte`- il'i = x = -49 z tog + 7 &G 7.4 R DENOTES�EXISTING CHAIN LINK FENCE \ �- f �J�------1 1.-- J.- s �� --so4 / / t \ �6 �- +.....909.3+ 1 +esa.s i1z Asps 5 / ---- .r +s 1 s.o ----' �. r-- i.-, CURB .:1*`� oP cnr,�,r s.sE1�. 905.7 _• f ! ,f r� r 91a- 1 ' xTRAG" � T _ --- ---'-- f +907.1 906.8 --x x -DENOTES EXISTING SOUND WALL EC ��E f-rsSw 160 ►.I i �/ --- _914--�"'- +907.3 r' 'Z D- 9 DENOTErS EXISTING TREE LINE LUN I �I 2U1,i 9 07.4 !� ,.902 XS __- .✓�.`• Y / r ' 1 + '� 19oa -J ��' .� �� -~- _--rte_ -> X�r �1 �� '- 'f- 906.1 * , ro 1 1 1 1 ! TPl `I a r•^ Jr r.�+��'i`__. ./'~.fiir t �g9191690``�� rr -_�1- ��r� -1 + "1 -..C�- r!s 1�-R1 11 _.t" 4. \`\� \'y1 4 tJ +906.4 - - DEMOTES EXISTING EDGE OF WET LAND C-ANHPg8E N PUNNING oEPT r I+9045 .� +917.I 90.6 TNIiDENOTES EXISTING HYDRANT +C'' --F9o5.7R+9o5 eGV +917.k 1 \ v DENOTES EXISTING GATE VALUE DENOTES DENOTES • FOUND MONUMENT 50 0 50 100 150 l �1�� X914 l +915.9 f `� r- :912 l 904-3 ® DENOTES EXISTING SANITARY MANHOLE Scale 1 " - 5D' pcB DENOTES EXISTING STORM SEWER CATCH BASIN 1 �g10� 6B - E E -DENOTES EXISTING MVEC LINE _ 5.89 �.1- eco- -9o - 0b '90 . li + (� y� +917.?.1-- 1--- �, �• -� -'--' -�'- � � �� •1 `906 90'9 C6 lgp4 DENOTES LOCATION OF 501L BORINGS 894.1 cc\AClnslcDESIGNED CHECKED P3EPARED fOR- J & S VENTURES 1450 KNOB HILL LANE EXCELSIOR, MN 55331 DRAWN DATE PRM 4-18-13 SCALE JOB NO. 15,48.00 [a]MM01 E IS77NG CONDI77ONS PRESERVE AT RICE GREEK NOL_ I HEREBY CERTIFY THAT THIS PLAN WAS CONSULTING ENGINEERS, PREPARED BY ME OR UNDER MY DIRECT -_ PLANNERS and LAND SURVEYORS SUPERVISION AND THAT I AM A DULY ��1tl►� G �1� NGINEE R IN _ LICENSED LANG SURVEYOR UNDER THE V O LAWS OF )11E STATE OF MINNESOTA CC3MPRNY, INC. ��RUSSELL P P. 1000 EAST 146th STREET, BURNSMI-LE, MINNESOTA 55337 PH (952)432-3000 s DATE- �` REG. NO.1908ffis 1 -6-13-13 PM i REVISED PER CITY a L Iu J & S VENTURES 1450 KNOB HILL LANE EXCELSIOR, MN 55331 DRAWN DATE PRM 4-18-13 SCALE JOB NO. 15,48.00 [a]MM01 E IS77NG CONDI77ONS PRESERVE AT RICE GREEK LOT DEN5ITY TOTAL NUMBER OF LOTS 5UM OF LOT AREAS LOT DEN5171Y 86TH I 50% 2.34 TIER 2 4.24 Ac 4.0 LOTS/Ac \m 33.92 TIER 3 2.97 Ac 4.0 LOT5/Ac 200% 35.64 TIER 4 2.30 Ac 4.0 LOTS/Ac / \ O {v � r °PRP05ED LOT5 ARE LE55 THAN MAX ALLOWED IN EACH TIER === i iiJ r r I 50% 2.34 TIER 2 4.24 Ac 4.0 LOTS/Ac \m 33.92 TIER 3 2.97 Ac 4.0 LOT5/Ac 200% 35.64 TIER 4 2.30 Ac 4.0 LOTS/Ac / \ O {v "AREAS DO NOT INCLUDE WETLANDS °PRP05ED LOT5 ARE LE55 THAN MAX ALLOWED IN EACH TIER I TYP. 5ET5ACK5 * EASEMENTS OPEN SPACE o � a I G TOTAL AREA 13.23 AcaACK YWD 4.0 Ac LE55 LOT AREAS 4.00 Ac - LE55 RIGHT Of WAY AREA I .GG Ac 5 4.0 LOTS PER ACRE GARAGE 51DE TOTAL OPEN SPACE 7.57 Ac (57.2% 50% SETBACK MIN. REQUIRED) LE55 WEFLAND5 3.42 Ac (I 48,764 50 BLDG SETBACK Ex. Wetland I G3,187 5 Le55 Wetland Impacts 14,423 L r'�rvARv 0 0 LE55 POND HWL 0.50 Ac (21,830 5F) TOTAL UPLAND WITHIN OPEN SPACE 3.G5 Ac j . t----'" b37.55** N83 a27'IE 1, LEGAL DE5CRPPTION; �, f ALL THAT PART OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 24, TOWNSHIP 116, RANGE 23, CARVER COUNTY, MINNESOTA, LYING NORTH OF MINNE50TA DEPARTMENT OF TRANSPORTATION RIGHT OF WAY PLAT NO. 10-17, ACCORDING TO THE RECORDED PLAT THEREOF, SAID CARVER COUNTY. EXCEPT THE NORTH 30.00 FEET OF THE WEST HALF Of SAID NORTHWEST QUARTER Of THE NORTHEA5T QUARTER. 51TE AREA: 13.23 ACRES ACC. STRUCTURE SETBACK HOUSE SIDE SETBACK (TYP.) TYP. DRAINAGE * UTILITY EASEMENT Lu RECORD OWNER: _It _ SUBDIVIDER: LAND 5UKVEYOR: ENGINEER: TIER CALCULATIONS TIER NO. AREA BA5E ALLOWED DEN51TY MAX. DENSITY ALLOWED INCREASE NO. OF LOTS TIER 1 0.39 Ac 4.0 LOTS/Ac 50% 2.34 TIER 2 4.24 Ac 4.0 LOTS/Ac 100% 33.92 TIER 3 2.97 Ac 4.0 LOT5/Ac 200% 35.64 TIER 4 2.30 Ac 4.0 LOTS/Ac 200% 27.60 "AREAS DO NOT INCLUDE WETLANDS °PRP05ED LOT5 ARE LE55 THAN MAX ALLOWED IN EACH TIER r TYP. 5ET5ACK5 * EASEMENTS OPEN SPACE o � a I G TOTAL AREA 13.23 AcaACK YWD 4.0 Ac LE55 LOT AREAS 4.00 Ac - LE55 RIGHT Of WAY AREA I .GG Ac 5 4.0 LOTS PER ACRE GARAGE 51DE TOTAL OPEN SPACE 7.57 Ac (57.2% 50% SETBACK MIN. REQUIRED) LE55 WEFLAND5 3.42 Ac (I 48,764 50 BLDG SETBACK Ex. Wetland I G3,187 5 Le55 Wetland Impacts 14,423 L r'�rvARv 0 0 LE55 POND HWL 0.50 Ac (21,830 5F) TOTAL UPLAND WITHIN OPEN SPACE 3.G5 Ac j . t----'" b37.55** N83 a27'IE 1, LEGAL DE5CRPPTION; �, f ALL THAT PART OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 24, TOWNSHIP 116, RANGE 23, CARVER COUNTY, MINNESOTA, LYING NORTH OF MINNE50TA DEPARTMENT OF TRANSPORTATION RIGHT OF WAY PLAT NO. 10-17, ACCORDING TO THE RECORDED PLAT THEREOF, SAID CARVER COUNTY. EXCEPT THE NORTH 30.00 FEET OF THE WEST HALF Of SAID NORTHWEST QUARTER Of THE NORTHEA5T QUARTER. 51TE AREA: 13.23 ACRES ACC. STRUCTURE SETBACK HOUSE SIDE SETBACK (TYP.) TYP. DRAINAGE * UTILITY EASEMENT Lu RECORD OWNER: _It _ SUBDIVIDER: LAND 5UKVEYOR: ENGINEER: TIER CALCULATIONS TIER NO. AREA BA5E ALLOWED DEN51TY MAX. DENSITY ALLOWED INCREASE NO. OF LOTS TIER 1 0.39 Ac 4.0 LOTS/Ac 50% 2.34 TIER 2 4.24 Ac 4.0 LOTS/Ac 100% 33.92 TIER 3 2.97 Ac 4.0 LOT5/Ac 200% 35.64 TIER 4 2.30 Ac 4.0 LOTS/Ac 200% 27.60 "AREAS DO NOT INCLUDE WETLANDS °PRP05ED LOT5 ARE LE55 THAN MAX ALLOWED IN EACH TIER 1HESTNUT GROUP, LLC PO BOX 89 CHASKA, MN 55318 I * S VENTURES 1, INC. 1450 KNOB HILL LANE tXCELSIOR, MN 55331 'U55ELL DAMLO (952-432-3000) RAY BRANDT (952-432-3000) PROP05ED NO, OF LOTS FIRST TIER I�rlrtl�l, lF,i � + N88048'20"W 659.53 PROPOSED BUILDING 5ETBACKS 51 002 5,5 FRONT 25 FEET HOUSE SIDE 10 FEET GARAGE SIDE 5 FEET REAR LOT LINE 30 FEET WETLAND BUFFER 30 FEET 'CANTILEVERS / EVES MAY ENCROACH IN TO FRONT, SIDE AND REAR 5ET13ACK5 BY UP TO 2 FEET, HOWEVER THEY MAY NOT ENCRAOCH INTO AN EASEMENT. "ACCESSORY STRUCTURE 5ETBACK5 (PATIO, GAZEBO, DECK, ETC.) EXISTING ZONING: R5F `I R4 MUST BE A MINIMUM OF 15 P1 ET FROM A WETLAND BUFFER OR REAR ' PROP05ED ZONING: P.U.D. LOT UNE (WHICHEVER 15 M05T RESTRICTIVE) ViCINrTY MAP 'm.T F 86TH STREET I WEST CONNECT TO 12' wu PROPOSED BUILDING SETBACKS FRONT 25FEET HOUSE SIDE 10 FEET GARAGE SIDE 5 FEET REAR LOT LINE 30 FEET WETLAND BUFFER 30 FEET "CANTILEVERS / EVES MAY ENCROACH IN TO FRONT, SIDE AND REAR SETBACKS BY UP TO 2 FEET, HOWEVER THEY MAY NOT ENCRAOCH INTO AN EASEMENT. **ACCESSORY STRUCTURE SETBACKS (PATIO, GAZEBO, DECK, E MUST BE A MINIMUM OF 15 FEET FROM A WETLAND BUFFER OR LOT LINE (WHICHEVER IS MOST RESTRICTIVE) LOWEST ALLOWABLE FLOOR ELEVATION: 3 FEET ABOVE HIGH WATER LEVEL ADJACENT TO PONDS OR 3 FOOT ABOVE GROUND WATER LOWEST ALLOWABLE OPENING: 1 FOOT ABOVE RELEVANT E.O.F. LEGEND LEGEND .7 S�apF DENOTES EXISTING CHAIN LINK FENCE E EDENOTES EXISTING MVEC LIRE o D1 NOTES EXISTING SOUND WALL e-�o 19 DENOTES LOCATION OF SOIL BORINGS 10.1 SLOPE 894.1 3-ys DENOTES EXISTING TREE LINE 10' LQOF — - — • — - —DENOTES EXISTING EDGE OF WET LAND BOTTOM VT"" DENOTES EXISTING HYDRANT acv DENOTES EXISTING GATE VAWE DENOTES DENOTES TC.) +� DENOTES EXISTING SANITARY MANHOLE REAR POND DETAIL Qca DENOTES EXISTING STORM SEWER CATCH BASIN DENOTES WETLAND IMPACT AERA ETOP-89•n ce r DENOTES WETLAND BUFFER sra� REM DENOTES APPROXIMATE LOCATION OF SOIL BORINGS eessaa PER GEOTECHNICAL EVALUATICN REPORT PREPARED E -A-887-5/ BY BRAUN ON 1-4-12. �� s T1CULA LANE rWE 12 g ROCK CONSTRU6�0 E t 8 .7 eBy m ENT CEJ EX_ CURB G TIER E E E —�L E E E -- E E E I . J rN WETLAND ALL PROPOSED RETAINING WALLS GREATER ZA5ZIT' THAN 4 FEET IN HEIGHT SHALL BE ENGINEERED.•e+�.bL 14' OAK2eY . •. •• A .. •.24' OAK20 HOUSE 896.7 ow. . ' . , epi: � . - II .[► � t��u l[ai 7[�;[ r . t =- r , �:' -- IF=:` _ ... Jl.•,�1 i[ --'ii �IC�IG 1 (�- • Il.�ll lloil�ll�.i7� - _, ■ i~ 1 FTT, 1 -11- 'IL 11 I "11J Il [ L>; II :It�ll.- � - _ --I[�_Il�i .sn..lx.• , . _ ■ _ rl�!!: I --�,1 II�11� � Il i - '- r= A ... • � =1t Il I [rte! r � � 897.0 awl +214 +209 +212 •' `-! Ir[ • ,��,�.�Jt.il' f.. f+ �- `•� ~`.i • • 1 .i• i a=; • ,.-ate / .... h, - -II 1T 21 ON 0 WETLAND rpLl�( • +''�. ♦ ..— AMR • ��I-,9i-,�.•- • 1 tib 4r •+ ••-.1lYl., 1 r, •\I �. 11�I1 I it 11 II+207 11-11 - � ' L -Il- `' � ', �:• ' [L IL-7L-Lp-"_ � i1=il� �•i[:1[:il �'' �'��,�`; � ;. �-, - . �-" • •' . f � � lV.11:1� il1ala[11. �., �7,.1i�11= r.;�♦,4 y • I, �� +*• ',, LL 1; � �+ r� _ � _ �r�- it [' 1 �=1E= � +� •f��i;,+,��'I� � •.. •• f/�, 0� 1% �� • // -�+. ' '+► � :'' . ��►,c,;.r1.;,�1''� � i�l �ll� 1,;117 '� ` L[i--r _jlJl:[' IJ • . I� 11 - al 1.� +:iIIr+ter,. I—J['`^ •f ' .. , . r . . ®- '4— ',_.p ..■ , JI fif 11.11•= _ � i��4io'%*,�, _ _u •• -'-�' - - - - •• � ,.:-,1:� .il. il•. II: J li:;'� _ gyp[_ - - -: i i i i y a3;+�, .�� .11-•li:w-•IFS.. �-=-7"�-1'�I:p,= 71_ � e •• - - , i�'��►';.; i, ,a . _,yG _ `. .. � ► •♦.�' � , ., � ►. .. � 1 'li�•l[= �:ll. �.Il l�-pl ��i ��'fL1fF 11 ��e�i, �� '��=: =:, . "=;�y�D ` : •�-11=11:=1i..i-�i.�� l� _ �p,�1�L�lt:. ��.� � r �r ll.— ry _ I- %!��i, ;: l ' • • �.� �'' . �0. ! � _ _ JI' L �- ��i�if/ � �>� � sl► r�"II'll�ry ; , , / NOW � "��► �`' . � ll^ � Ii' tl.-fi 1'I Ip f"JL'" I - • ��s��iy�'%�',' �. � : • �� -f . ,� ., �, `.- ar : • _ �` � ® ,,-1171��i. .111' ::. RAM owl �, •i • r s�G` . ""'+�. ��., . � � , '• . • /, y,,��yjl�yy` _. • •'tom , •» � ="'fi=i1-1�— ■ . 'r Ir lir ' ..�. �`- _ - . • r, „• • �� '; ��'�/ �- - f . •f Mq fes; �"''t • : • - • ` f! / • k DENOTES LOT * DENOTES •'•• S••r • • •1 1 REVISIONS PFEPARED FOR: I HEREBY CER_ PREPARED C } ! • NSULTING ENGINEERS, - PLANNERS and LAND SURVEYORS SUPERVISION PRESERVE AT RICE CREEK S VENTURES 5i KNOB HILL LANE SCALEPRELIMINARY EXCELSIOR, MN 55331 COMPRNY INC* ff x..�_ . •—® •• • •. m 1000 EAST 146th STREET, BURNSVILLE. MINNESOTA 55337 PH (952)432-3000 a 23L.REMSED PER CITY -COMMENTS CHANHASSEN, MINNES4 SHEET REV. 4 Of 7 L 14' TO BACK TO STATION 61001 PL 25 CL w he ,rr A4 GeFla NOTES m R I M Ra . - 60'. 2 Ym6num 4 L yWxe 7.0 0.75% ] 40 Thp>V telae 4. 4.0- is hoel PI 'ed M d'elwled weal 6. 2 Rdle eta nts daub. 6. ,he ,...an 9 Wrt'oe G he pa^ea Me nest rmsVuellon an rdlmn9 r Teeaee,t or Me to m61 be boss >_ A tell rag. n Ma' peporeG euberoae shall be N 14- - he Me 'mer b the,el w 1, of eftY.11 hon R,be the they Aos the wtA,vlty le rerylre Ombn�wls a. be coeeweel Ibet" W Me WL mY. G ckt.ke hcl! be gocetl aag 6oM sNas 'f r'uMay See Dlote 5232 fw e'<mr9. TYPICAL RESIDENTIAL mom STREET SECTION IEt95@1-1a ENGINEERING OEPARTUW n.Arz 5200 u w+c s,m YA ilA511 ler NTPRANT 1- ,-• _ ,1I VALVE ROx 6 6 I C r II <sLE Puws7 I I 1/4- PER R. SI4aE TO UebWA MRS 4' C1A4 5 045E Z Y 25 Nrt L- CONCRETE SEE NOTES 1 E 3 S. ,. T ITCA1. 6 1HN]C CONCRE2 90EYaL(. 2 USE 8' 1MCK FOR CnIYMEAICAL DRrvrWAY Cr1osstw. S "T SPAONG AT S WTEsnr I L ANEYW HINT SPACNG AT 1W' INNTrFWJS AND MIEN ABUTTING mnac CONMETE OR $,RUc1URE. Iff" CONCRETE mom SIDEWALK ENGINEERING DEPARTMENT r„a E.x Nu¢u M 5214 4fl l9lF I 'n MI MUM 11' 1 12' 1 I YARES to' 1/2RFR FT. SLOPE (- i TOWAta) R04Lypar ��ICAL--� 4 3' MNDUT ]350 LVAE45D34e S' CLA55 5 00.5E Into% oto bo) GXRPACTEO SUBGRADE PER SOL RIGWEER NOTES, 1. 5HOUDERS TU BE BAOmIlEO AND' REST M WiE9 TH 3 OF iDP500. AND RE -VEGETATED MIN SOD EL SEED / WLGI. 2. BO OON1RAC FF OR OEL410PEfl SMALL SIPPLY A 2 YEAR ttpx MMN1F11ANCE BGVp EWONTAL /ITT ACCEPTANCE 3. THIS BETDM, /SPE 004ENDINS ON AWING S fi-CHMI@1T5. AOIXROeA.OFSGV MAY UN rS TRAE0 OEAY NOT W" ON51Y1C stlB-LAADE SOY. E SOILS NN 9. NTUMNWS 1ACK MAY NOT G LONSO1LS ti L ON UNSUTABLE SONS. NO VAS1E YATE+VIAL &.hCN DMT, OR ORGAIYK. BOYS ALLOWED. R BITUMINOUS TRAIL La11ffi t-tb ENGINEERING DEPARr6ffRF Coos No. 5216 Ie1CR9 5 il. Me. 1dL111. PWT IT6RWI Yer��. UA 5L Mc 9A rAYlmt[FaBRC »Re LL Nm� / Ne4'G P w Aman N Ta• 4. (xu tv®9 �'IM.i N 'INE Cw@Aebee LVE LCGlF6.911CP e' /)) eA b_w =;5 110_91 ROM fiefs r 17 I�wpNEY �lX e F $LT FENCE MACOME SI®tin 5LT FracE. NEAW WW IM s R. W. IFwY'M sirR. PEf aalf]TA£ EYY4G Pi a R. WR SVMlW ]6- WOE I HEREBY CERTIFY THAT THIS b' T'psWl, Seem 1 I/2 -NNDDT mto LYYE35p]W k MUIcN or Sod di Orbu�t6e Tae. incl - 2351 Surmwntada '-uwGOT 23YI LVNWISW(B OZI Se % s -,ra REX T ,Y -l. 5 A11bWe Bax. ,COX Gushed i rp�E a¢ Wgol SPECS ENRfE 24' MNDDT 3149.20 SWe't AM A DULY th-be, a ('Sx Note 7) NOTES m R I M Ra . - 60'. 2 Ym6num 4 L yWxe 7.0 0.75% ] 40 Thp>V telae 4. 4.0- is hoel PI 'ed M d'elwled weal 6. 2 Rdle eta nts daub. 6. ,he ,...an 9 Wrt'oe G he pa^ea Me nest rmsVuellon an rdlmn9 r Teeaee,t or Me to m61 be boss >_ A tell rag. n Ma' peporeG euberoae shall be N 14- - he Me 'mer b the,el w 1, of eftY.11 hon R,be the they Aos the wtA,vlty le rerylre Ombn�wls a. be coeeweel Ibet" W Me WL mY. G ckt.ke hcl! be gocetl aag 6oM sNas 'f r'uMay See Dlote 5232 fw e'<mr9. TYPICAL RESIDENTIAL mom STREET SECTION IEt95@1-1a ENGINEERING OEPARTUW n.Arz 5200 u w+c s,m YA ilA511 ler NTPRANT 1- ,-• _ ,1I VALVE ROx 6 6 I C r II <sLE Puws7 I I 1/4- PER R. SI4aE TO UebWA MRS 4' C1A4 5 045E Z Y 25 Nrt L- CONCRETE SEE NOTES 1 E 3 S. ,. T ITCA1. 6 1HN]C CONCRE2 90EYaL(. 2 USE 8' 1MCK FOR CnIYMEAICAL DRrvrWAY Cr1osstw. S "T SPAONG AT S WTEsnr I L ANEYW HINT SPACNG AT 1W' INNTrFWJS AND MIEN ABUTTING mnac CONMETE OR $,RUc1URE. Iff" CONCRETE mom SIDEWALK ENGINEERING DEPARTMENT r„a E.x Nu¢u M 5214 4fl l9lF I 'n MI MUM 11' 1 12' 1 I YARES to' 1/2RFR FT. SLOPE (- i TOWAta) R04Lypar ��ICAL--� 4 3' MNDUT ]350 LVAE45D34e S' CLA55 5 00.5E Into% oto bo) GXRPACTEO SUBGRADE PER SOL RIGWEER NOTES, 1. 5HOUDERS TU BE BAOmIlEO AND' REST M WiE9 TH 3 OF iDP500. AND RE -VEGETATED MIN SOD EL SEED / WLGI. 2. BO OON1RAC FF OR OEL410PEfl SMALL SIPPLY A 2 YEAR ttpx MMN1F11ANCE BGVp EWONTAL /ITT ACCEPTANCE 3. THIS BETDM, /SPE 004ENDINS ON AWING S fi-CHMI@1T5. AOIXROeA.OFSGV MAY UN rS TRAE0 OEAY NOT W" ON51Y1C stlB-LAADE SOY. E SOILS NN 9. NTUMNWS 1ACK MAY NOT G LONSO1LS ti L ON UNSUTABLE SONS. NO VAS1E YATE+VIAL &.hCN DMT, OR ORGAIYK. BOYS ALLOWED. R BITUMINOUS TRAIL La11ffi t-tb ENGINEERING DEPARr6ffRF Coos No. 5216 Ie1CR9 5 il. Me. 1dL111. PWT IT6RWI Yer��. UA 5L Mc 9A rAYlmt[FaBRC »Re LL Nm� / Ne4'G P w Aman N Ta• 4. (xu tv®9 �'IM.i N 'INE Cw@Aebee LVE LCGlF6.911CP e' /)) eA b_w =;5 110_91 ROM fiefs r 17 I�wpNEY �lX e F $LT FENCE MACOME SI®tin 5LT FracE. NEAW WW IM s R. W. IFwY'M sirR. PEf aalf]TA£ EYY4G Pi a R. WR SVMlW ]6- WOE I HEREBY CERTIFY THAT THIS srwus �iAMR NbwPAa .�. 9A03RL Y r'I' / WIN TA,Pm XANFK Sqt di t,- MMX 2S 100'REr FOR PEREMITER CONTROL R-sx z S. plfis.°9[fJi,ilE w I HEREBY CERTIFY THAT THIS -1011. 9LT.FENCE PREAS`.EMBLO) 1IX,j Y r'I' sxPe 34' aft LOCAnON OF ULr FENCE t,- MMX 2S 100'REr FOR PEREMITER CONTROL R-sx A 4aP OZI Se % s -,ra REX T 3 4 N YnODT 8612 i rp�E a¢ Wgol SPECS ENRfE ciffr.IFH 11w,I 10[ �s MET AM A DULY 4E EP6Y z5Y3 t 3]09. LOCATOR OF 4 1 FENCE \ SAVEIREMOVE FOR SEDIMENT CONTROL 138 OnlyMPriw9e IXRwavyx w Meaiw, a Loa, 14 GOTT 9.1.nbem A ter er YMeAs�yR%- �a,�w I HEREBY CERTIFY THAT THIS cars,rocnNR orals 212 sxPe 34' aft LOCAnON OF ULr FENCE e' ]e' - Nrom BmB CmaaL, cam ma Gert FOR PEREMITER CONTROL UTAl6 SILT FENCE �wsfn 3-u ENGINEERING DEPARTMENT °110EAO' 5300 eF Y EQ 35 FT 25 FT 26 FT WALKOUT GRADE WALKOUT GAR. RX ELEV-91:0 rELEV=91.5 I =1nn:a 2K FT HOLO WN 0.5 FT rOPS01 UPwES _. WALKOUT 9 FT BASEMENT (9'FBM) 35 FT 25 FT _ 25 FT WALKOUT GRADE WALKOUT GAR. FIR ELEV=92.0 EEV-02'.5 = 22 Fr HOLD WN 2%MIK 0.5 FT TOPSOI �1PWE5. WALKOUT 8 Fr BASEMENT (8' FBWO) 35 FT 25 FT 25 FT LOOKOtrr GRADE LOOKOUT GAR. FLA ELEV-95.0 ELEV=955fiFy-n000 -TUZH O N 5 n ON 0.5 FT TOPSOI JPwE I LOOKOUT 8 FT BASEMENT (DW HOUSE PAD DETAIL SEi?IMENT & EROSION CONTROL NOTES t SWPIaP 'FAIL exposed soil areas, including temporary stockpiles, must be stabilized as soon as possible but in no case later than 14 days after construction activity in that portion of the site has temporarily or permanently ceased. Stabilize with temporary seed and straw mulch applied at 2 tons per acres. 2. Silt fence shall be installed and at the locations shown on the plan. 3. A rock construction entrance shall be installed and maintained at the location shown on the plan 4. When the site has been completely constructed, the site must undergo final stabilization. Final stabilization is achieved when temporary erosion protection and down gradient perimeter control has been completed and a homeowner Fact Sheet is distributed to the homeowner. S. Upon final stabilization, the permitee shall submit a Notice of Termination to the MPCA within 30 days after final stabilization is complete. 6. Contractor or Pathri tee shall provide and maintain inlet protection on all storm drain inlets that will receive sedimentd laden flow as a result of construction. inlet protection and maintenance shall remain in place until all sources with potential for discharge into the inlet have been stabilized. Inlet protection may be removed from a particular inlet if a specific safety Concern (such as flooding) has been identified. The permitee must receive written correspondence from the City of Chanhassen verifying the need for removal. Permitee shall conduct a visual inspection to determine which inlets need protection. 7. Permltee shall conduct site inspections weekly or within 24 hours after a rainfall event greater than 0.5 inches in 24 hours. Following an inspection which occurrs within 24 hours of said 0.5 inch rainfall event, the next inspection must be conducted within 7 days after that. All inspections and maintenance conducted during construction shall be recorded in writting and kept on site. 8. A copy of this SW PPP and the inspection log shall be kept on site at all times. 9. If down gradient Sediment practices are overloaded, additional up gradient erosion control practices will be installed to reduce loading. PROP05ED BUILDING 5ET13ACK5 FRONT 25 FEET HOUSE 51DE 10 FEET GARAGE 51DE 5 FEET REAR LOT LINE 30 FEET WETLAND BUFFER 30 FEET `CANTILEVERS / EVE5 MAY ENCROACH iN TO FRONT, 51DE AND REAR 5ETBACK5 BY UP TO 2 FEET, HOWEVER THEY MAY NOT ENCRAOCH INTO AN EASEMENT. "ACCESSORY STRUCTURE SET15ACK5 (PATIO, GAZEBO, DECK, ETC.) MUST 13E A MiNIMUM OF 15 FEET FROM A WETLAND BUFFER OR REAR L&T LINE (WHICHEVER 15 MOST RESTRICTIVE) - �- 1/2 r I HEREBY CERTIFY THAT THIS Top BitumNoue Nates 1/2 r 212 sxPe 34' aft 4 e' ]e' - Nrom BmB CmaaL, cam ma Gert TW Nrtu<riinous Haloid 1�z A 4aP rgT 3 4 N YnODT 8612 SURVEYORS - SUPERVISt%, Cmwete CUA rM eNfer AM A DULY N DBH \ SAVEIREMOVE NO .ar. 12- 138 OnlyMPriw9e IXRwavyx w Meaiw, a Loa, 14 GOTT W"R REMOVE 12'1, 16• rTW BlWmnaue Material 15 BOX Boxelder 68'R Siberian Elm SAVE n _ $wmw Siberian Elm ,7 �1/2- to 1/x COMPAINY, cmerei. Ger aro ma wtw 28- 14 COTT Cottonwood �7e�r e, �sunwx SAVE eMnnrrauz aro N� 6' Sh'e Fwmee Boxelder Iffy pr��E TYPICAL CURB 6 13 OAKS AND GUTTER w� o -1u near property line ENGINEERING DEPARTMENT RAW Iv: 5203 35 FT 25 FT 26 FT WALKOUT GRADE WALKOUT GAR. RX ELEV-91:0 rELEV=91.5 I =1nn:a 2K FT HOLO WN 0.5 FT rOPS01 UPwES _. WALKOUT 9 FT BASEMENT (9'FBM) 35 FT 25 FT _ 25 FT WALKOUT GRADE WALKOUT GAR. FIR ELEV=92.0 EEV-02'.5 = 22 Fr HOLD WN 2%MIK 0.5 FT TOPSOI �1PWE5. WALKOUT 8 Fr BASEMENT (8' FBWO) 35 FT 25 FT 25 FT LOOKOtrr GRADE LOOKOUT GAR. FLA ELEV-95.0 ELEV=955fiFy-n000 -TUZH O N 5 n ON 0.5 FT TOPSOI JPwE I LOOKOUT 8 FT BASEMENT (DW HOUSE PAD DETAIL SEi?IMENT & EROSION CONTROL NOTES t SWPIaP 'FAIL exposed soil areas, including temporary stockpiles, must be stabilized as soon as possible but in no case later than 14 days after construction activity in that portion of the site has temporarily or permanently ceased. Stabilize with temporary seed and straw mulch applied at 2 tons per acres. 2. Silt fence shall be installed and at the locations shown on the plan. 3. A rock construction entrance shall be installed and maintained at the location shown on the plan 4. When the site has been completely constructed, the site must undergo final stabilization. Final stabilization is achieved when temporary erosion protection and down gradient perimeter control has been completed and a homeowner Fact Sheet is distributed to the homeowner. S. Upon final stabilization, the permitee shall submit a Notice of Termination to the MPCA within 30 days after final stabilization is complete. 6. Contractor or Pathri tee shall provide and maintain inlet protection on all storm drain inlets that will receive sedimentd laden flow as a result of construction. inlet protection and maintenance shall remain in place until all sources with potential for discharge into the inlet have been stabilized. Inlet protection may be removed from a particular inlet if a specific safety Concern (such as flooding) has been identified. The permitee must receive written correspondence from the City of Chanhassen verifying the need for removal. Permitee shall conduct a visual inspection to determine which inlets need protection. 7. Permltee shall conduct site inspections weekly or within 24 hours after a rainfall event greater than 0.5 inches in 24 hours. Following an inspection which occurrs within 24 hours of said 0.5 inch rainfall event, the next inspection must be conducted within 7 days after that. All inspections and maintenance conducted during construction shall be recorded in writting and kept on site. 8. A copy of this SW PPP and the inspection log shall be kept on site at all times. 9. If down gradient Sediment practices are overloaded, additional up gradient erosion control practices will be installed to reduce loading. PROP05ED BUILDING 5ET13ACK5 FRONT 25 FEET HOUSE 51DE 10 FEET GARAGE 51DE 5 FEET REAR LOT LINE 30 FEET WETLAND BUFFER 30 FEET `CANTILEVERS / EVE5 MAY ENCROACH iN TO FRONT, 51DE AND REAR 5ETBACK5 BY UP TO 2 FEET, HOWEVER THEY MAY NOT ENCRAOCH INTO AN EASEMENT. "ACCESSORY STRUCTURE SET15ACK5 (PATIO, GAZEBO, DECK, ETC.) MUST 13E A MiNIMUM OF 15 FEET FROM A WETLAND BUFFER OR REAR L&T LINE (WHICHEVER 15 MOST RESTRICTIVE) damaged damaged -offsite offsite damaged - offsite FREPARED FOR: 211 4 21 WILL I HEREBY CERTIFY THAT THIS PIAN WAS 212 137 4 14 WILL willow REMOVE ROBE PLANNERS and LAND SURVEYORS - SUPERVISt%, AND THATu I AM A DULY TAG COND DBH SPECIES COMMONNAME SAVEIREMOVE NOTES 138 6 14 GOTT Cononwaotl REMOVE ENGINEERING 174 3 15 BOX Boxelder SAVE Siberian Elm SAVE 10 ELMS Siberian Elm SAVE COMPAINY, 139 4 14 COTT Cottonwood REMOVE SAVE 175 2 1i BOX Boxelder SAVE 101 6 13 OAKS Bur Oak SAVE near property line 140 2 19 WLL Willow REMOVE damaged &m ste 176 4 12 BOX 224 SAVE 102 6 SAVE 225 SAVE offsite 141 2 10 Box Boxelder REMOVE Cottonwood 177 5 12 ASHG Groan Ash Green A Sf.VE 103 6 20 OAKB Bur Oak Cottonwood SAVE 142 3 20 WILL wNlow REMOVE 230 6 23 GOTT Cottonwood SAVE 231 104 6 18 BLCH Black Cherry SAVE 143 4 20 WILL willow REMOVE 178 5 14 BLCH Black Cherry SI -VE 105 6 16 OAKS Bur Oak SAVE 144 7 34 COTT Cottonwood REMOVE 179 5 17 ASHG Green Ash SAVE 106 2 23 OAKS Bur Oak SAVE badly damaged 143 5 14 BOX Boxelder REMOVE 180 6 11 BLCH Black Cherry SAVE 107 3 13 BOX BmEelder SAVE new property tine 146 6 11 BOX Boxelder REMOVE 181 6 11 ASHG Galen Ash SF VF 108. 3 15 BLCH Black Cherry SAVE near property Ane 147 4 12 COTT Cottonwood REMOVE 182 5 13 ELMS Siberian Elm SAVE 409 6 16 ELMS Siberian Elm SAVE offsite 148 2 11 BOX Boxelder REMOVE 183 6 10 ASHG Green Ash SAVE 116 4 10 ELMS Siberian Elm SAVE offsite 149 3 19 ELMS Sibenan Elm SAVE 184 6 11 ASHG Green Ash SAVE ill 5 12 ELMS Siberian Elm SAVE 15D 5 12 BOX Boxeider SAVE_ 185 5 16 ASHG Green Ash SAVE 112 4 11 ELMS Siberian Elm SAVE 151 4 21 WILL ml ow SAVE 186 4 13 ASHG Green Ash SAVE 113 6 15 OAKS B Bur Oak SAVE 152 4 28 WILL Willow SAVE 187 5 11 ASHG Green Ash SAVE 114 6 18 COTT Cottonwood REMOVE 153 154 4 5 20 WILL 11 WILL Willow Willow SAVE SAVE 188 4 11 ASHG Green Ash SAVE 115 5 10 ELMS Siberian Elm SAVE 155 6 15 COTT Cottonwood SAVE 188 6 13 ASHG Green Ash SAVE 116 5 15 GOTT Cottonwood REMOVE 1% 6 15 ASHG Green Ash REMOVE 190 1 1D BOX Boxelder SAVE 117 7 22 COTT Cottonwood REMOVE 157 4 16 ASHG Green Ash REMOVE 191 3 19 BOX Boxelder SAVE 118 5 12 ASP Aspen REMOVE 158 7 11 ERCD Eastern Red Cedar REMOVE 192 6 12 ASHG Green Ash SAVE 119 6 11 ASP Aspen REMOVE 159 7 11 SOX Boxelder SAVE offsito 193 4 15 ASHG Green Ash SAVE 120 7 20 GOTT Cottonwood REPROVE 160 5 18 BLCH Black Cherry SAVE offsite 194 4 25 BOX Boxelder REMOVE 121 6 12 ASHG Green Ash REMOVE 161 5 11 BOX aoxelder SAVE 195 3 14 ASHG Green Ash REMOVE 122 6 10 ASHG Green Ash REMOVE 162 4 12 BOX Boxelder SAVE 196 5 16 ASHG Green Ash REMOVE 123 6 20 COTT Cottonwood SAVE 163 4 10 BLCH Black Cherry REMOVE 197 2 22 BOX Boxelder REMOVE 124 3 16 ELMS Siberian Elm SAVE 154 4 12 BOX Boxelder REMOVE 198 4 76 BOX Boxelder SAVE 125 6 17 COTT Cottonwaod SAVE 155 166 5 2 22 ADPL 40 BOX Apple Boxelder REMOVE REMOVE damaged 199 2 16 BOX Boxelder SAVE 126 3 19 ELMS Siberian Sm SAVE 167 3 13 BOX Boxelder REPROVE 200 3 30 BOX Boxelder SAVE 127 4 10 ELMS Siberian Elm SAVE. tae 4 12 BOX Boxokler REMOVE 201 3 26 BOX Boxelder SAVE 128 4 10 BOX Boxelder SAVE 189 6 11 BLCH Black Cherry REMOVE. 2D2 5 10 BOX Boxelder SAVE 129 5 10 BOX Boxelder SAVE 170 2 i5 BOX Boxelder REMOVE damaged 203 5 10 BOX Boxelder SAVE 130 3 15 ELMS Siberian Elm REMOVE 171 4 13 BOX Boxelder REMOVE 204 5 27 ELMS Siberian Elm SAVE 131 5 20 COT -r Cottonwood REMOVE 172 5 11 ELMS Siberian BOO SAVE 205 5 23 WILL Willow SAVE 132 5 22 COTT Cottonwood REMOVE 173 3 18 BOX Boxelder SAVE 206 4 14 BOX Boxelder SAVE 133 6 19 GOTT Cottonwood REMOVE 207 3 37 WILL Willow $A 11E t34 4 10 BOX Boxekrer REMOVE 206 5 10 BOX Boxelder SAVE 135 3 15 ELMS Siberian Elm REMOVE 209 5 11 BOX Boxelder SAVE 136 6 20 GOTT Cottonwood REMOVE 21D 4 17 BOX Boxelder SAVE damaged damaged -offsite offsite damaged - offsite FREPARED FOR: 211 4 21 WILL I HEREBY CERTIFY THAT THIS PIAN WAS 212 CONSULTING ENGINEERS, PREPARED BY ME OR UNDER MY DIRECT ROBE PLANNERS and LAND SURVEYORS - SUPERVISt%, AND THATu I AM A DULY 42 WILL Willow SAVE 215 3 13 ASHG Green Ash _ LICENSED ENGINEER UNDER THE ENGINEERING Boxelder SAVE 217 6 21 ELMA Siberian Elm SAVE 218 LAWS OF iFtE STATE OF MINNESOTA COMPAINY, INC. 219 - 30 WILL p SAVE 220 5 16 WILL Willow DATED REG. NO. V I_ 1000 EAST 146th STREET, BURNSVILLE, MINNESOTA 55337 PH (952)432-3000 -� SAVE 222 damaged damaged -offsite offsite damaged - offsite FREPARED FOR: 211 4 21 WILL Willow SAVE 212 4 36 WILL Willow SAVE 213 6 21 WILL Willow SAVE 214 3 42 WILL Willow SAVE 215 3 13 ASHG Green Ash SAVE 216 5 10 BOX Boxelder SAVE 217 6 21 ELMA Siberian Elm SAVE 218 5 10 BOX Boxelder SAVE 219 4 30 WILL willow SAVE 220 5 16 WILL Willow SAVE 221 5 10 WILL Willow SAVE 222 s 10 Box Boxelder SAVE 223 6 21 COTT Cottonwood SAVE 224 5 10 BOX Boxelder SAVE 225 5 39 COTT Cottonwood SAVE 226 5 to COTT Cottonwood SAVE 227 5 34 COTT Cottonwood SAVE 228 5 37 COTT Cottonwood SAVE 229 6 10 MARO Red Maple SAVE 230 6 23 GOTT Cottonwood SAVE 231 6 10 ELMS Siberian Elm SAVE J&SVE-NTURES 1450 KNOB HILL LANE EXCELSIOR, MN 55331 DESIGNED CHECKED CSO DRAWN DATE CSD 3/11/13 SCALE Preliminary Construction Schedule (Estimated) Sift Fence installation & inspection -June 2013 Site Grading - June 2013 to July 2013 Site Utilities & Street Construction - July 2013 to September 2013 Horne Construction - October 2013 to unknown Seeding & mulching to occurr after Site Grading and on disturbed areas after Utilities & Street Construction. NOTES: 1. GREEN AREAS DISTURBED DURING CONSTRUCTION & PONDING AREAS ABOVE NW'L TO RECEIVE TOPSOIL, SEED, AND MULCH WITHIN 2 WEEKS OF GRADING COMPLETION 2. UPON COMPLETION OF SITE GRADING, TOPSOIL SHALL BE SPREAD ON ALL DISTURBED AREAS OF SITE EXCLUDING ROADWAYS ACCORDING TO THE MPCA'S PROTECTING WATER QUALITY IN URBAN AREAS, BEST MANAGEMENT PRACTICES FOR MINNESOTA 3. ANY AREA WHICH HAS BEEN DISTURBED BUT WILL BE LEFT IDLE FOR MORE THAN 21 CALENDAR DAYS SHOULD BE STABILIZED 4. Silt Fence shalla as shown on this t other locations laced b p his plan and a the as directed by the engineer and shall be in place and inspected by the City of Chanhassen prior to any construction / excavation. Silt Fence shall be maintained until viable turf or ground cover has been established. Payment for Silt Fence shall be on a per linear foot basis and shall include the installation, removal and offsite disposal thereof at the direction of the Engineer. Additional erosion control such as temporary ponding, dikes, etc. may be required during construction by the City of Chanhassen, and the Contractor shall install or construct these measures incidental to the grading. 5. Soil stockpiles shall be stabilized and protected with sediment trapping measures to prevent soil loss. These measures shall be incidental to the grading. 6. All construction shall conform to local and state rules. 7. The Contractor is to contact Gopher State One Call at 651-454-0002 prior to any excavation. 8. Refer to the final plat for current horizontal site dimensions, layout and lot and block numbers.. 9. The site must be kept in a well -drained condition at all times. The Contractor shalt be responsible for temporary ditches, piping or other means equired to insure proper drainage during construction. Low points in roadways must be provided with positive outflow. All runoff shall be treated before being discharged to waters of the state or off- site and any areas of channelized flow shall incorporate adquate velocity controls & energy dissipation devices. 10. All streets disturbed during working hours must be cleaned at the end of each working day. A rock construction entrance to the site must be provided and maintained by the contractor. 11. All graded areas, temporary and final to be seeded with Low Grow Fescue Mix. Seeding, mulching and fertilizing shall occur within 48 hours of temporary and final grading. Contractor shall maintain seeding and mulching until satisfactory turf establishment. 12. Wire backed silt fence is required at wetlond margins. 13. Contractor must re -vegetate the site within 48 hours of rough and final grading. 14. All 3:1 slopes must be seeded and stabilized with fiberblanket or if sodding,_. offsite the sod must be staked. 15. The Contractor must stabilize all exposed soil areas within 200 feet of a water of the state or any storm water conveyance system which is connected to a water of the state must be stabilized within 1 day (stepper than 3:1 Mopes),14 days (10:1 to 3:1 slopes), or 21 days (flatter than 10:1). 16_ Sufficient Topsoil Shall be Stockpiled to Allow for the Replacement of a Minimum of 4N Topsoil for Disturbed Areas to be Re -vegetated. 17. All disturbed soils in areas to designated wetland buffer shall be seeded with a native seed mix. (To be determined with final pians) NOTES: GRADING DRAINAGE AND EROSION CONTROL PLAN JOB NO. 15148.00 CHANHA 1. NO EATHWORK ACTIVITIES MAY COMMENCE UNTiL EROSION CONTROLS ARE INSPECTED AND APPROVED BY THE CITY_ CONTRACTOR MUST CONTACT THE CITY OF CHANHASSEN ONCE EROSION CONTROLS ARE INSTALLED PER THE APPROVED PLAN. PRELIMARY DETAIL SHEET / SWPPP :_ SHEET REV. OF ESOTA a 7 _J 86TH i OUTLOT A j o t 251,352 5F f . OUTLOT B ' 45,043 5F 1Z Lof WETLAND ' /jn . i / /1 5 10,01 5,999 SF ' WETLAND IMPACT >k 10,353 5F 20 g -- 13 2 10,100 5F 10,510 5F 10,07G 5F rya \o i TWFFR STRFT WID?Ii �W ARBA POND _- -h'7 5F TA TOTAL AREA: 13.2 ACRE5 TOTAL LOT AREA: 4 ACRE5 TOTAL NUMBER OF LOTS: I G NET DEN5ITY: 4.00 LOTS PER ACRE SETBACKS PROPO51=D BUILDING 5ETBACK5 FRONT 25 FEET HOU5E SIDE 10 FEET GARAGE 51DE 5 FEET REAR LOT LINE 30 FEET WETLAND BUFFER 30 FEET 'CANTILEVER5 / EVE5 MAY ENCROACH IN TO FRONT, 51DE AND REAR 5ETBACK5 BY UP TO 2 FEET, HOWEVER THEY MAY NOT ENCRAOCH INTO AN EASEMENT. "ACCESSORY 5TRUCTURE 5ET5ACK5 (PATIO, GAZEBO, DECK, ETC.) MUST BE A MINIMUM OF 15 FEET FROM A WETLAND BUFFER OR REAR LOT LINE (WHICHEVER 15 M05T RESTRICTIVE) LEGEND DENOTE5 EDGE OF WETLAND DFNOTE5 WETLAND BUFFER 10,000 5F 1 G, 9G 5F 4 10,004 5F tU�FFR \ 1' 9 10,041 5F 1 15,303 5F LEGENC NO 5CALE 10,212 5F BLOCK NUM5ER LOT NUMBER CURB CENTERLINE 400 SF I FOND 11 12,93G 5F OUTLO A 251,352 �44 l � •\ 1 z 12 s \ 10,059 5F 4-� \ \ WETLAND 46 ) I IMPACT ` t -- J HOUSE MODELS NOT TO 5CALE 22.73 g PROPOSED $ N HOUSE mPROPOSI 25M HOUSE S a TEALWOOD PRESERVE I FITS ON LOTS: FITS ON LOTS: BLOCK 1, LOTS 4,5,6,7,8,9,10,11,12 BLOCK 1, LOTS 4,5,6,7,8,9,10,11,12 BLOCK 2, LOTS 1,2,3,4 BLOCK 2, LOTS 2,3,4 50.00 PROPOSED PORLnNo.°° N 2.00 PROPOSED m HDUSE .GARAGE 8 [ r � GARAGE .20.00 217 —FORM J 26.00 30.00 PRAIRIEWOOD III DRIFIYVOOD FRS ON LOTS: FITS ON LOTS: BLOCK 1, LOTS 4,5,6,7,8,9,10,11 BLOCK 1., LOTS 1,2,4,6,7,8,9,10,11,12 BLOCK 2, LOTS 1,2,3,4 BLOCK 2, LOTS 1,3,4 4. 30.00 P PROPOSED GARAGEI HOUSE 16.00 $ -_ _ PRESERVE 11 FITS ON: LOTS: BLOCK 1., LOT 3 BEACM00D FITS ON LOTS: BLOCK 1, LOTS 4,5,6,7,8,9,10,11,12 13LOCK 2, LOTS 1,2,3:4 J f �? .1 J �r f> el— i ^� i OUTLOT A j o t 251,352 5F f . OUTLOT B ' 45,043 5F 1Z Lof WETLAND ' /jn . i / /1 5 10,01 5,999 SF ' WETLAND IMPACT >k 10,353 5F 20 g -- 13 2 10,100 5F 10,510 5F 10,07G 5F rya \o i TWFFR STRFT WID?Ii �W ARBA POND _- -h'7 5F TA TOTAL AREA: 13.2 ACRE5 TOTAL LOT AREA: 4 ACRE5 TOTAL NUMBER OF LOTS: I G NET DEN5ITY: 4.00 LOTS PER ACRE SETBACKS PROPO51=D BUILDING 5ETBACK5 FRONT 25 FEET HOU5E SIDE 10 FEET GARAGE 51DE 5 FEET REAR LOT LINE 30 FEET WETLAND BUFFER 30 FEET 'CANTILEVER5 / EVE5 MAY ENCROACH IN TO FRONT, 51DE AND REAR 5ETBACK5 BY UP TO 2 FEET, HOWEVER THEY MAY NOT ENCRAOCH INTO AN EASEMENT. "ACCESSORY 5TRUCTURE 5ET5ACK5 (PATIO, GAZEBO, DECK, ETC.) MUST BE A MINIMUM OF 15 FEET FROM A WETLAND BUFFER OR REAR LOT LINE (WHICHEVER 15 M05T RESTRICTIVE) LEGEND DENOTE5 EDGE OF WETLAND DFNOTE5 WETLAND BUFFER 10,000 5F 1 G, 9G 5F 4 10,004 5F tU�FFR \ 1' 9 10,041 5F 1 15,303 5F LEGENC NO 5CALE 10,212 5F BLOCK NUM5ER LOT NUMBER CURB CENTERLINE 400 SF I FOND 11 12,93G 5F OUTLO A 251,352 �44 l � •\ 1 z 12 s \ 10,059 5F 4-� \ \ WETLAND 46 ) I IMPACT ` t -- J HOUSE MODELS NOT TO 5CALE 22.73 g PROPOSED $ N HOUSE mPROPOSI 25M HOUSE S a TEALWOOD PRESERVE I FITS ON LOTS: FITS ON LOTS: BLOCK 1, LOTS 4,5,6,7,8,9,10,11,12 BLOCK 1, LOTS 4,5,6,7,8,9,10,11,12 BLOCK 2, LOTS 1,2,3,4 BLOCK 2, LOTS 2,3,4 50.00 PROPOSED PORLnNo.°° N 2.00 PROPOSED m HDUSE .GARAGE 8 [ r � GARAGE .20.00 217 —FORM J 26.00 30.00 PRAIRIEWOOD III DRIFIYVOOD FRS ON LOTS: FITS ON LOTS: BLOCK 1, LOTS 4,5,6,7,8,9,10,11 BLOCK 1., LOTS 1,2,4,6,7,8,9,10,11,12 BLOCK 2, LOTS 1,2,3,4 BLOCK 2, LOTS 1,3,4 4. 30.00 P PROPOSED GARAGEI HOUSE 16.00 $ -_ _ PRESERVE 11 FITS ON: LOTS: BLOCK 1., LOT 3 BEACM00D FITS ON LOTS: BLOCK 1, LOTS 4,5,6,7,8,9,10,11,12 13LOCK 2, LOTS 1,2,3:4 J �r f> el— ^� <r r i OUTLOT A j o t 251,352 5F f . OUTLOT B ' 45,043 5F 1Z Lof WETLAND ' /jn . i / /1 5 10,01 5,999 SF ' WETLAND IMPACT >k 10,353 5F 20 g -- 13 2 10,100 5F 10,510 5F 10,07G 5F rya \o i TWFFR STRFT WID?Ii �W ARBA POND _- -h'7 5F TA TOTAL AREA: 13.2 ACRE5 TOTAL LOT AREA: 4 ACRE5 TOTAL NUMBER OF LOTS: I G NET DEN5ITY: 4.00 LOTS PER ACRE SETBACKS PROPO51=D BUILDING 5ETBACK5 FRONT 25 FEET HOU5E SIDE 10 FEET GARAGE 51DE 5 FEET REAR LOT LINE 30 FEET WETLAND BUFFER 30 FEET 'CANTILEVER5 / EVE5 MAY ENCROACH IN TO FRONT, 51DE AND REAR 5ETBACK5 BY UP TO 2 FEET, HOWEVER THEY MAY NOT ENCRAOCH INTO AN EASEMENT. "ACCESSORY 5TRUCTURE 5ET5ACK5 (PATIO, GAZEBO, DECK, ETC.) MUST BE A MINIMUM OF 15 FEET FROM A WETLAND BUFFER OR REAR LOT LINE (WHICHEVER 15 M05T RESTRICTIVE) LEGEND DENOTE5 EDGE OF WETLAND DFNOTE5 WETLAND BUFFER 10,000 5F 1 G, 9G 5F 4 10,004 5F tU�FFR \ 1' 9 10,041 5F 1 15,303 5F LEGENC NO 5CALE 10,212 5F BLOCK NUM5ER LOT NUMBER CURB CENTERLINE 400 SF I FOND 11 12,93G 5F OUTLO A 251,352 �44 l � •\ 1 z 12 s \ 10,059 5F 4-� \ \ WETLAND 46 ) I IMPACT ` t -- J HOUSE MODELS NOT TO 5CALE 22.73 g PROPOSED $ N HOUSE mPROPOSI 25M HOUSE S a TEALWOOD PRESERVE I FITS ON LOTS: FITS ON LOTS: BLOCK 1, LOTS 4,5,6,7,8,9,10,11,12 BLOCK 1, LOTS 4,5,6,7,8,9,10,11,12 BLOCK 2, LOTS 1,2,3,4 BLOCK 2, LOTS 2,3,4 50.00 PROPOSED PORLnNo.°° N 2.00 PROPOSED m HDUSE .GARAGE 8 [ r � GARAGE .20.00 217 —FORM J 26.00 30.00 PRAIRIEWOOD III DRIFIYVOOD FRS ON LOTS: FITS ON LOTS: BLOCK 1, LOTS 4,5,6,7,8,9,10,11 BLOCK 1., LOTS 1,2,4,6,7,8,9,10,11,12 BLOCK 2, LOTS 1,2,3,4 BLOCK 2, LOTS 1,3,4 4. 30.00 P PROPOSED GARAGEI HOUSE 16.00 $ -_ _ PRESERVE 11 FITS ON: LOTS: BLOCK 1., LOT 3 BEACM00D FITS ON LOTS: BLOCK 1, LOTS 4,5,6,7,8,9,10,11,12 13LOCK 2, LOTS 1,2,3:4 J REQUIRED PLANT MATERIALS 956 linear feet of buffer along Hwy 212 (9.56) Buffer B per 100 ft, average width 20 ft, (B) 2 Overatory Trees 4 Understory & Conlf. Trees 6 Shrubs Buffer plants required Buffer plants provided 15 Overstory Trees 11 Overstory Trees 31 Understory & Conif. Trees 60 Understory & Conlf. Trees 46 Shrubs 46 Shrubs Site area less wetlands - 413,112 S.F. Existing tree coverage - 66,600 B.F. - 16% Sites with tree coverage of lees than 19% - 25% total coverage Canopy remaining = 16,820 S.F. 4% 18% - 4% = 12% 12% x 413112 = 49,573 49;573 x 1.2 d 59,488 / 1089 = 54 Trees required = 54 Site area lose wetlands = 413,112 S,F. Required tree coverage 25% - 103,278 103,278 - 66,600 - 36,675 / 1089 - 33 Trees required - 33 Trees Required: 87 Trees Provided: 99 Shrubs Required: 46 Shrubs & Perennials Provided: 100 PLANT LIST: QTY. KEY BOTANICAL NAME COMMON NAME SIxE/R00T BUFFER PLANTINGS OVERSTORY TREES 7 CH Collis occidentalis Common Hockberry 2-1/2" B&B 1 AL Tlllo omwloono American Linden 2-1/2" B&B 3 GSL Tilla cordata 'Greeneplre' Greenspire Linden 2-1/2" B&B 11 Total IJNDERSTORY & CONIFEROUS TREES 10 JTL Syringa retloaiata Japanese Tree Lilac 2-1/2" B&B 3 AS Amelanchfer x grandiflora 'Autumn B.' Autumn Brlliknce Serviceberry, clump 5' B&B 50 REL Relocate by spade 50 existing cedar, pine, and spruce trees. 63 Told SHRUBS 21 CL Syringo vulgaris Common Lilac, mixed colors 5 Gal, Pot 15 AHC Viburnum trllobum American Highbush Cranberry 5 Cal. Pot 10 RTD Comus sericea 'Balleyi, Red Twigged Dogwood 5 Gal. Pot 46 Total FRONT YARD TREES 3 ABM Acer x freemonil 'Jeffersred' Autumn Blaze Maple 2-1/2` B&B 2 FFM Acer saccharum 'Batista' Fall Fhsto Maple 2-1 /2" B&B 2 NWM Acer rubrum 'Northwood' Northwood Maple 2-1/2- B&B 3 GSL Thio cordata 'Greenspire' Greenspire Linden 2-1/2" B&B 6 BHS Picea glouco donsata Black Hills Spruce 61- 8' B&8 16 Total STREET ELEMENT PLANTINGS 12 PFC Malus 'Prairie Fire' Prairie Fire Crabapple 2-1/2• S&B 54 PFG Panicum virgotum 'Shenandoah' Purple Foliage Switchgross 5 Gal, Pot SEED Welland Restorotion: MnOOT 310 Upland Restoration: MnDOT 350 Erosion Cover Crop: MnDOT 150 -,,MIETLAND. +150+ +15114: 54 152+ $ +15 3 OUTLO PLANTING NOTES: Contractor and' provide one yaw guarantee of all plant materials. The guarantee begins on the date of the Landscape ArohRect's written acaeptonce of the initial planting. Replacement plant materials shall also have a one year guarantee commencing upon planting. All planta to be northsm-grown and hardy. Plants to be installed as per standard AAM planting practices. Use minimum 12" loam planting sal an trees and 6" on shrubs. Contractor shall verify locatlorre with all utilliles prior to Installation of plants. All landscaping, seed and sod areas shall be Irrigated until established or accepted by homeowners. Staking of trees optional; reposition If not plumb after one year. Ptrap all smooth -barked trees -fasten top and bottom. Remove by April 1. Open top of budap on Be materide: remove pot on potted plants; split and break apart plat Pole. Prune plants as necessary - per standard nursery practice. Owner shall ba responsible far maintenance after accaptonce of the work by the Owner. Plante &hall be Immediately planted upon arrival at site. Properly heel -In materials If necessary. All disturbed areas shall hdve seed or and unless otherwise noted. Sod to be northern grown and hardy. Planting bads far shrubs shill have (4 oz, min.) wood barrier fabric, e - S" of double shredded dark brown hardwood mulch. Separate mulch from turf wogs by 4" vertical (commercial grade) block poly edging, The adging shill be placed and staked with smooth curves. Double shredded dark brown hardwood mulch 4" deep sholl be provided around all new trees. Retaining wale ore not the responelblllty of the Landscape Architect. Contact the Project Engineer for details, locations, materials, and spxlf[cotions for all retaining walls. Wation4 buffer to be seeded with o nofive mixture suitable for Boll conditions. Suggeat MnOO7 310 Upland uveas to be deeded with a native mixture suitable for soil conditions. Suggest MODOT 350 Mail box and street element plantings to be spaced as shown on the plan or as conditions allow. Street elements shall dressed with 4" of some wood mulch. Provide trench edge 6"x8" around grosses. Sea Grading Pian for erosion control measures. Contractor to verify that sale are suitable to sustain proper growing conditions prior to bidding. If soli amendments or additives are necessary, they shall be included In the bid proposal. i J r 23 �- Z111 QI 9 Q + 218 } + 216 217 OUTLOT A +209 +214 +212 + 213 +211 + 210 +205 +207 f +205 7(F (L. g+�Q4 aI 1t111 40 r Illi► • � ,� EERS , ROSE CONSULTING andINLANDrSURVEYORS ENGINEERING ry- COMPRNY, INC. 1000 EAST 146th STREET, BURNSVILLE, MINNESOTA 55337 PH (952)432-3000 + w aewsolma4 oa aa,en N see 814P M.) cams eFew +a v sloe - Y a txp Rlreva3. nn.) TaEE raw m mm suuw MAKeNE Tusavaas wrH - 3 act pcWN STIP ria n12 ' 031 BTW e -r Um er alemm HAxowax M.KH w oW®FarraN IM0 MM mw oa�e a atawr ro hexa aaon+rl EB.wE e1re0E eE ewe AT Alae - 3 anx TRE f ass.. wTx nxulwro � e r res. f 1 j l It= Flow or It= sou Too µT T unn1l a n&E seam au .w.x It a TME rnnafeTm•s aro& To snla mus ltlB6KQ, n¢ rG{TAAeitlt TXn E Ra9al ILR 9E uM?A1MB TSF$ m ,1 ruwB nWlnpl TIWOAfall PIMANmIR Rwt6 Wb Banal 1. Sole or N0.E PRKW TO F1AnPq. DECIDUOUS TREE PLANTING DETAIL &Tl:If IFalkql�7 HAe uxsn Earn or CairawrmoID wman (rn.l sues• wrroB ora Ban w nuc ems ro nvunala SHRUB PLANTING DETAIL F11111M IIMI;1111 N-61��i r r 11- �`�,, �, .Till, Ii �` .•t��l � � ` � � • � Ill 'ill If e M . • w.w Cute o �1b K� PREPARED FOR: J & S VENTURES 1450 KNOB HILL LANE EXCELSIOR, MN 55331 1DOYR � WETLAND +183 WETLAND +134 C 1 f f ! I i I I BRODSHO CONSULTING una.wA. arahWshw 911& NennLq 698 NORTHBRIDGE COURT EAGAN, MN 55123 PHONE: 651-688-8023 FAX: 651-456-574B I hereby certify that this plan was prepared by me or under my direct supervision and that I am a duly licensed Landscape Architect under the taws of the State of Minnesota. sw,a safes REG. Nil. 23849 DATE I-,-' 'ASH 14° r IVASHDBL24914' A5HDBL 1079" + + A511 12" 5HTRF 18° A5HD8Li 499" A5H14" +A5HI2" A5HIG+ p o ++ A51-1101 A5HDBL12178° r___'` �i IN - tA Ma 6Y 0?FIEFtBtg 1 q- -"` � 912 1 �90a DRAWN DATE PRESERVE AT RICE PRM 4/3/13 << SCALE 1a=54, PRELIMINARY < JOB No. 1514600 CHANHASSEN, F 0 Scale 1" = 5V ' SHEET REV. i3 L A KEE �A LANDSCAPE PLAN OF 7 MINNESOTA t:: L c-_ ___ / I♦ Ff 11 t- 1 / { K I-- IV$ / % 1\1 1 1 t! i� r- /\ /\ • 1 r\ A r\ r\ 1 r i /\ • 1 �.1--1 1 11-1-11 1 /% 1 11 11 1 I 11♦1 -�- _-J I v/ L_ ♦/ ♦/ I r L/ I-% Lr LO 1 11 1 ♦/ 1 r / •Z -T- s-_ TOP -y92.4 EtJee.o ---------------- CB 86TH ST. W. FD G I UI¢14(iU,'Ii92 \ CIM -\ TIGULA LANE � 8 895.3 - . IF- EX. EJC CURB ® GUTTER 93.7 E"y I 89 LEGAL DESCRIPTION All that part of the Northwest Quarter of the Northeast Quarter of Section 24, Township 116, Range 23, Carver County, Minnesota, lying north of MINNESOTA DEPARTMENT OF TRANSPORTATION RIGHT OF WAY PLAT NO. 10-17, according to the recorded plat thereof, said Carver County. Except the North 30.00 feet of the west half of said Northwest Quarter of the Northeast Quarter. SITE AREA: 13.23 ACRES EXSITING ZONING: RSF- SINGLE FAMILY RESIDENTIAL & R-4 MIXED LOW DENSITY RESIDENTIAL +891A 1 r\ 1 e% r- 1 A 1/ r - F!1 -- f ' \ +890.5 +892.0 EX - RC 6� E E E 95.3E E 95.3 • A A A 1 ♦\ r\ [.;Mno 5H 2 ASH 1 2" 352 T -T- A511 12%� I6' +A5HIa / +OAK24'� 85. +i 0" \ +654.) mo.-/ +VAK30' / / +OAK3� + +893.6 879.3 ASH 1211 '-0A� # ASHD�L14". T=883.7 - -� (7_885,0 °' 0 m I I EI -879.9 <_-OEh-g 0.2 ` oAKzfi"4.04Y,24' 0I I / �, 12'A511 + \ I / J AKI 0""/%F B.9p\ \ OAK 6' + ASH I I f 0.5H I" 1 4 �,vnls"\es 3.2 `- 96.9 ��/ �s\892. OAK18' 9.� 897.5 +OAKS\ 8 2 ,+, 0�0' \\ . \ 0 18 I. I } OAK24' X �¢ EXISTING 8 .e \ +895.4 y # Q 4"�} 0AK26' w o HOUSE 0 6� I � 9 .6 n I .O 8 7.3 896.7 VU I4• +OAK12' m _ OAK1y8' I { A511D 1218°} / / I 2 �ASHQUAD 1216' / A5HDBLI4' /A5HTRP 10*+ +A5H 1O / I / /+P� A5H 14' �p' +892.4 893.8 HD8L24714' E /�+891 .6 +-1 \ 176 �� . �- -�`'�- E E FD IF ASH 12' / ! 75� + E 8568 _ 659.54 �. -� + \ / + ASHD8L10°9�- - - _ \ ~ +I I+I2z + 92.3 5 +I "� / X9912 //g WETLB,ND L 22 +219 +889-6 FD IP +174 ( \ ry E ASHTRPI S° }AStiDBLl 419' .:- + }101 \� / r- . �' #+23`\ �22$.. f Z' ,�r�;3 21 ^ +2 +172 #1 ASHII +'ASH 12' 1 1%_ _ 900.8\ +' 29 �- 27 T \i + 3 _+891 .8 \ ' / { 179 'l,, /}�ZO 2+4�2'230 \ +21a J /+z16 /,2 �94.z 900.8 03 \ 2�%^ / // *217 \�& - / / 895.0+ pSHDBL 121 _ 1 _ ___ --j --' 2 I +119��9995.9\/ +�IkS/ 890 //v45�55 _�\ l \ \\/ - / \ \ \ \g9o� / +51 m - T - s i o I u +890.4 / v ! �_ B 2 +8922 +183 182 899. 1 I / � / 171 89 , _ 94 � I1 I parca m 17 / / 1 --► /-� O 5 / +892.7 .� _3597-@ -- ss� \ / '� +$9 2 / '�- / It L-' /-� Ic0 #155 \ 1 I f WET D /092 132 \ 2 +170 / '- -_ \ +894.9 +196 / /-\ \/ / \-/� I / }214 09 / / 897.8 ♦ - / c _ s%(�/J 5 1 I I B-2 ) I / #209 / ,dpB-10 900 �9.,� 195 / 1 1( # --- 4: ;-; c�'W #115 895.4 133 / I / /. +212+ / p ' 894.1 / / -/ �Z� �. `-`v\ \ \ \� 1�4 / 184 1 m 213 \ t900.0I I /j Crj / Il -_ - 900.7 I I3Y I 210 / 0 / / 90°i �� +� 1 o % + 9 .9� N +113 \ /+135 WETLAND / e +�8 / / U / 901.3 *I 69 / \ \ +903.8 \ 898.1 +896.6 +899.0 I 1\ l top ! - �� -♦ 169 1 B-3 } 3a I / / 93.8 / + /+906 77 \ $B-14 ` \ 1 \ ! l �' - - ► ` _ ggp / +89\ I I �I I I 894.1 �- I / / 207 % / ) 1 I 13 \ } 205 + 892.1 / / / \ -� / / / j/ ` 901.\ +89' .6 I4 r-- / / 9 _ _� t +906.9 I \ ` +185 891.3+/ ' \ '� 8 .6888£\. /+� �� +2! 2 # / ��'0ry/ / +905.9 / \ / / / I 1 / #1\3 192 f 893 46- �' +903. I I \ \ / 692 +89 B-4 }1.4 /ro�t'.c / e9` LN { / 8 / 1-5 . .� \ ( +9o2h I tw ` 2 w I +895.1 i . � � 844. ,{� �' / � / \� +8 142 `�^\/ / i / 1 / / 7 \ \ / / +895.4\ \-, 89 .O / / +900.9 ♦ / �- 14 \ V 1`890 / ` \. I/ \ B-12 /� \I / W401 + r- / 1. 1 I ( ( 9015' $903.4 I 1 +895.5 1 'b1� / + / j \ +�Oss / +905. \ I WET AND / \ j `I / -� z �.O 44 / +893.1 1 +894.5 +8 7.2 \ \\ ` \ +903.1 +900.9 I+899.8 +89r \ / +901.0 \ \ �11\ \. /� \ \ \ \ V �\ \ / 896.0)690- 0 -889.643 889.9 4392.0/ 5gp / \ I \ \ \ \ , 908.1 +1G8 \ \\ \.--• / �c 1- 890.4 /// _ ��+.1 889.4 `'{' / \ \\ +900.6 \ 1 -� / \ / 1�5 1 \ - � 895 iv /1 / , I $96 \ \ \ + 167 / \ / ^ X # 190 m 1 ^. +598 _ \ X90O� + , 8 \\ \ #156 / B -T \ / \ \ \ /` OyiAR( �� 900�_ \ / +895Y /0ob 900.1 \ I ' \ \ +904.7 \ WETLAND �/ �_ .� _ s .902--� \ ( 1 \\ \ O *147 ( / 99. �- _90° ,� \ // 57 / \ \ �+906- \}166 +904.9 \ \ \ �� _s8_ _-\� /�. %903.2 _ ♦ 1 \ \ +890. t +150+1491 \ �A / \ \ +894.9 \ +901V \ \ \ I 2�}� \ +198' +90 904.7 /02.5 \\ \ 152+ / % \ \ • 1 /902- B-9 \ `+897.4 \ \ \ �# / l + (/ gp2 �B-9 165 / zol \/// ��- --- -- 514 a4 14i� %6•a -+9D9.7 r/ } I s3 �j \ \ 1896.5 \ \ \ y + \ \ I \ \ / \ \ \ \ +904.4 \ \ �'�' �-+915.0- /_ / ))Q3. DO 1 \ \ b9Z \ 900.0 \ +� 904.0 / \ 8993 I I I I 9 �- 9 01i 9 + +9008 909-29D94 ! 1 ( 1.5 893.9 91 I.5 _90b-�7,� +891.2 / \ \ +895.0 o�J / 905.3_ _� ��90b O ', / l \`\ \ ' +� / \ \ f +906.7 �- 508.6 908.7 -_ \91 O 5 `11 _i /_� I -19006 99 x�- �� 1905.4 + +9073 r NOTE: SEE SHEET 5 OF 7 FOR TREE LIST / / /�i g``y� -900• \_ b / _- .9 pO` - ` -� % / / / I / 917.9 g f -� / % 908/ 907.7 LEGEND / 905. 1 \ 902_ \ p�9 \ _- �. �.90q� .�� / �'� //+917.1 �-9,4� �' �� 1 907-4 SEi - ,_ +5sa5 � 1 �86= f�� / =�!� � +907.7 &� R _- -x DENOTES EXISTING CHAIN LINK FENCE CITY RECEIVED. �I� 1/-�� /`� _ - - - _ __� �� DENOTES IXISTING SOUND WALL AUG 0 `J 905.7+ 905.3 + 1 1 I E.%. 1 905.6 / _x.-91 O ` �� +915.0 )k=G �- _� 906.8 +_ _912- - - +9D7.I 2013 160 I / / 9 +907.3 II r 2 CHANHASSEN PUNNING DEPT 9 +907.4 // J / / fX�� 906.1 • 1 /� ! \� _ 12 DENOTES EXISTING TREE LINE // �eo6� - �� i - x -- r _ A -r (\► I 1 1 �I - - - -DENOTES EXISTING EDGE OF WET LAND RGV +� _ f90o �� / - -- f _ - - l +90� ' / ( 1 + DENOTES EXISTING HYDRANT t +904.5 +�7- ' i 191zO I_ - / ` +917.1 � )t := �-. � - 906.6 r ^ / \ Iu `I i / L' / ♦ 1 1�, 7n1H AGV 1 /�// -91a� %j- I- _� -4505.7 ,r *� (\� r r Ivo' +9 f 7.4�� ' �- ` �� ' CB A • 1 i �(1 1 ; I ♦ A6V T_ DENOTES EXISTING GATE VALUE DENOTES DENOTES 904. �♦711�� L/ �/ r / / �� . 1 • FOUND MONUMENT g16-�A. 50 0 50 100 150 +915.9 IA11- �- -99, ` _� /` _� +-905.1 H`GH ® DENOTES EXISTING SANITARY MANHOI F - �� - X912- 904.3 �! �- x.910-- -� C5 9015- _ s.5� » ❑aB DENOTES EXISTING STORM SEWER CATCH BASIN . _- ' +917.2- -� -_ ` �� _- 904-9��q.7-� TRoNK Scale 1 = E E -DENOTES EXISTING MVEC LINE = - _ 894.% 9 DENOTES LOCATION OF SOIL BORINGS I HEREBY CERTIFY THAT THIS PLAN WAS ROSE � ♦ CONSULTING ENGINEERS, PREPARED BY ME OR UNDER MY DMtECT 01 E PLANNERS and LAND SURVEYORS SUPERVISION AND THAT 1 AM A DULY ENGINEERINGLtCLAAVS F 1W SURVEYOR UNDER THE _ LAws OF srATe o� � T�� COMPANY & INC. RUSSELL P. DAMLO 1000 EAST 146th STREET, BURNSMLLE, MINNESOTA 55337 PH (952)432-3000 DATES-cs -/3 REO' N0.19M PREPARED FOR: DESIGNED CHECKED _ SHEET REV. J & S VENTURES °RA , DATE EXISTING CONDI TIONS 1 EXCELSIOR, SIO , HILL LANE S PRESERVE AT RICE LAKE EXCELSIOR; INN 55331 -=so OF 15148.00 CHANHASSEN, MINNESOTA J LOT DEN5ITY TOTAL NUMBER OF LOTS SUM Of LOT AREA5 LOT DEN51fY W AREA W MAX. DEN5ITY ALLOWED PROPOSED 8'a' SUPERVISION r r, r�Y, "' INCREASE NO. OF LOTS N : 0.39 Ac o QN 50% 2.34 O - - 4.0 LOTS/Ac 1000/0 33.92 9 TIER 3 2.97 Ac 4.0 LOTS/Ac 200% 35.64 6 TIER 4 2.30 Ac 4.0 LOTS/Ac 200% ! -� - `ARFA5 DO NOT INCLUDE WETLANDS "PRP05ED LOTS ARE LE55 THAN MAX ALLOWED IN EACH TIER _ E202 W AREA W MAX. DEN5ITY ALLOWED PROPOSED 8'a' SUPERVISION r r, r�Y, "' INCREASE NO. OF LOTS N : 0.39 Ac o QN 50% 2.34 O - - 4.0 LOTS/Ac 7,183 SF WETLAND IMPACT OPEN 5PACE IG TOTAL AREA 13.23 Ac 4.0 Ac LE55 LOT AREAS 4.00 Ac LE55 RIGHT OF WAY AREA 1.66 Ac 4.0 LOT5 PER ACRE TOTAL OPEN SPACE 7.57 Ac (57.2% 50% MIN. REQUIRED) LE55 WETLANDS 3.46 Ac (150,935 5F) Ex. Wetland 163,187 Le55 Wettand Impacts 12,252 LE55 POND HWL 0.53 Ac (23,402 5F) TOTAL UPLAND WITHIN OPEN SPACE 3.58 Ac TYP. 5ETBACK5 * EASEMENTS GARAGE SIDE - 5ETBACK (TW.) u.1 MOW YARD SECOND TIER ACC. 5TRUCTURE 5ET13ACK HOUSE 51DE SETBACK (TYP.) TYF_ DRAINAGE 4 UTILITY EASEMENT TIER CALCULATIONS TIER NO. AREA BA5E ALLOWED MAX. DEN5ITY ALLOWED PROPOSED 8'a' SUPERVISION ME 'OR #ENDER AND THAT I DENSITY INCREASE NO. OF LOTS NO. OF LOTS TIER I 0.39 Ac 4.0 LOT5/Ac 50% 2.34 0 TIER 2 4.24 Ac 4.0 LOTS/Ac 1000/0 33.92 9 TIER 3 2.97 Ac 4.0 LOTS/Ac 200% 35.64 6 TIER 4 2.30 Ac 4.0 LOTS/Ac 200% 27.60 1 `ARFA5 DO NOT INCLUDE WETLANDS "PRP05ED LOTS ARE LE55 THAN MAX ALLOWED IN EACH TIER _ FIRST TIER N88048'20"W -659.53 >� O. THIRD, ,TIER 37 $ 1 9 10 > Nto.� OUTLOT A / -' \ 10,000 5F I 10, l a7 5F 10,024 5F h \ j 282,03 15F / \ 7 \ 1 ) 10,0 17 5F \ — U ' /x�! ' \ \ /GZ 62 6 f \ 12,083 5F 5,069 SF WETLAND IMPACT *.: r l / 10.30 F \' -+ cn Ln 12 r \ \ 5 i \ / 10,017 J \ \ 10,103 5F C / 2 0,761 5F / >1 °(o l \ 4 / \ I . � • \V � \ �\ � 10,281 5F ! 3 [` 4s 10,0005E / 11.324 5F >`� , / \ •l I 1 1 \FP`'� / . / . . 10,085 5F 10.001 5F / / 19,056 5F 1 Zo \ ^ �F�f-r-]7 At 10,0035f I j cp 1 0 '5 15 s _ TAP€R 5fi WIDTH -- � Y72,527 l RECORD OWNER: CHESTNUT GROUP, LLC 837.5 _ PO BOX 89 N830' Q127CHA5KA, MN 55315 L€GALDESCRIPTION: i I + y ' + SUBDIVIDER: J # 5 VENTURES 1, INC. 1450 KNOB HILL LANE ALL THAT PART OF THE NORTHWEST QUARTER OF THE NORTHEAST EXCELSIOR, MN 55331 QUARTER OF SECTION 24, TOWNSHIP i 16, RANGE 23, CARVER COUNTY, MINNESOTA, LYING NORTH OF MINNESOTA DEPARTMENT OF LAND SURVEYOR: ZU55ELL DAMLO (952-432-3000) TRANSPORTATION RIGHT Of WAY PLAT NO. 10-17, ACCORDING TO THE RECORDED PLAT THEREOF, SAID- CARVER COUNTY. EXCEPT THE NORTH ENGINEER: RAY BRANDT (952-432-3000) 30-00 FEET OF THE WEST HALF OF -SAD XORTHWE5T QUARTER OF THE NORTHEA5T QUARTER. EXISTING ZONING: RSF * R4 51TE AREA: 13.23 ACRE5 PROP05ED ZONING: P.U.D. I HEREBY CERTIFY 'NAT THIS PLAN WAS (/�� ROSE uS 0ONSULW4G , .S PLANNERS and LAND SURVEYORS 8'a' SUPERVISION ME 'OR #ENDER AND THAT I #4Y DIRECT AM A DULY N��1ffflI IG L LAWSENSW uW�s LAND SURVEYOR UNDER THE of THE STATE OF rrA OUTLOT B� 47,560 5F u\Nv _ E202 5,069 SF WETLAND IMPACT *.: r l / 10.30 F \' -+ cn Ln 12 r \ \ 5 i \ / 10,017 J \ \ 10,103 5F C / 2 0,761 5F / >1 °(o l \ 4 / \ I . � • \V � \ �\ � 10,281 5F ! 3 [` 4s 10,0005E / 11.324 5F >`� , / \ •l I 1 1 \FP`'� / . / . . 10,085 5F 10.001 5F / / 19,056 5F 1 Zo \ ^ �F�f-r-]7 At 10,0035f I j cp 1 0 '5 15 s _ TAP€R 5fi WIDTH -- � Y72,527 l RECORD OWNER: CHESTNUT GROUP, LLC 837.5 _ PO BOX 89 N830' Q127CHA5KA, MN 55315 L€GALDESCRIPTION: i I + y ' + SUBDIVIDER: J # 5 VENTURES 1, INC. 1450 KNOB HILL LANE ALL THAT PART OF THE NORTHWEST QUARTER OF THE NORTHEAST EXCELSIOR, MN 55331 QUARTER OF SECTION 24, TOWNSHIP i 16, RANGE 23, CARVER COUNTY, MINNESOTA, LYING NORTH OF MINNESOTA DEPARTMENT OF LAND SURVEYOR: ZU55ELL DAMLO (952-432-3000) TRANSPORTATION RIGHT Of WAY PLAT NO. 10-17, ACCORDING TO THE RECORDED PLAT THEREOF, SAID- CARVER COUNTY. EXCEPT THE NORTH ENGINEER: RAY BRANDT (952-432-3000) 30-00 FEET OF THE WEST HALF OF -SAD XORTHWE5T QUARTER OF THE NORTHEA5T QUARTER. EXISTING ZONING: RSF * R4 51TE AREA: 13.23 ACRE5 PROP05ED ZONING: P.U.D. COMPRNY, INC. 1000 EAST 145th STREET, BURNSVILLE, MINNESOTA 55337 PFI (952)432-3000 REG PER STAFF PREPARED FOR: J & S VENTURES 1450 KNOB HILL LANE EXCELSIOR, MN 55331 PROPOSED BUILDING SETBACKS 282,031 FRONT 25 FEET HOU5E 510E 10 FEET GARAGE 51DE 5 FEET REAR LOT UNE 30 FEET WETLAND BUFFER 30 FEET 'CANTILEVER5 / EVE5 MAY ENCROACH IN TO FRONT, 51DE AND REAR 5ET5ACK5 BY UP TO 2 FEET, HOWEVER THEY MAY NOT ENCRAOCH INTO AN EASEMENT. *ACCE55ORY STRUCTURE 5ETBACK5 (PATIO, GAZEBO, DECK, ETC.) MU5T BE A MINIMUM OF 15 FEET FROM A WETLAND BUFFER OR REAR LOT LINE (WHICHEVER t5 MOST RE5TRICTIVE) DESIGNED CHECKED CSO DRAWN DATE CSO 4/18/13 SCALE 1'm50' ,IDB NO. 15148.00 CHANHASSEN, VW.HWY MAP PREUMARY PLA r / Ps, .Do PRriSERVE sua RICA IAXE A J I HEREBY CERTIFY 'NAT THIS PLAN WAS (/�� ROSE uS 0ONSULW4G , .S PLANNERS and LAND SURVEYORS 8'a' SUPERVISION ME 'OR #ENDER AND THAT I #4Y DIRECT AM A DULY N��1ffflI IG L LAWSENSW uW�s LAND SURVEYOR UNDER THE of THE STATE OF rrA COMPRNY, INC. 1000 EAST 145th STREET, BURNSVILLE, MINNESOTA 55337 PFI (952)432-3000 REG PER STAFF PREPARED FOR: J & S VENTURES 1450 KNOB HILL LANE EXCELSIOR, MN 55331 PROPOSED BUILDING SETBACKS 282,031 FRONT 25 FEET HOU5E 510E 10 FEET GARAGE 51DE 5 FEET REAR LOT UNE 30 FEET WETLAND BUFFER 30 FEET 'CANTILEVER5 / EVE5 MAY ENCROACH IN TO FRONT, 51DE AND REAR 5ET5ACK5 BY UP TO 2 FEET, HOWEVER THEY MAY NOT ENCRAOCH INTO AN EASEMENT. *ACCE55ORY STRUCTURE 5ETBACK5 (PATIO, GAZEBO, DECK, ETC.) MU5T BE A MINIMUM OF 15 FEET FROM A WETLAND BUFFER OR REAR LOT LINE (WHICHEVER t5 MOST RE5TRICTIVE) DESIGNED CHECKED CSO DRAWN DATE CSO 4/18/13 SCALE 1'm50' ,IDB NO. 15148.00 CHANHASSEN, VW.HWY MAP PREUMARY PLA r / Ps, .Do PRriSERVE sua RICA IAXE A J PROPOSED BUILDING SETBACKS FRONT 25 FEET HOUSE SIDE 10 FEET GARAGE SIDE 5 FEET REAR LOT LINE 30 FEET WETLAND BUFFER 30 FEET *CANTILEVERS / EVES MAY ENCROACH IN TO FRONT, SIDE AND REAR SETBACKS BY UP TO 2 FEET, HOWEVER THEY MAY NOT ENCRAOCH INTO AN EASEMENT. `*ACCESSORY STRUCTURE SETBACKS (PATIO, GAZEBO, DECK, E MUST BE A MINIMUM OF 15 FEET FROM A WETLAND BUFFER OR F LOT LINE (WHICHEVER IS MOST RESTRICTIVE) LOWEST ALLOWABLE FLOOR ELEVATION: 3 FEET ABOVE HIGH WATER LEVEL ADJACENT TO PONDS OR LEGEND LLVLIV V 3�S - E E -DENOTES EXISTING MVEC LINE <OpF a- DENOTES EXISTING CHAIN LINK FENCE B -It) iS DENOTES LOCATION OF 501L BORING 10:1 SLOPE ° DENOTE5 EX15TING SOUND WALL 894.1 3.75 DENOTES EXISTING TREE LINE -DENOTES EXISTING EDGE OF WET LAND BOTTOM UTNH DENOTES EXISTING HYDRANT &-v DENOTES EXISTING GATE VALUE DENOTES DENOTES C) ® DENOTES EX15TING SANITARY MANHOLE EAR POND DETAIL ❑cB DENOTES EXISTING STORM SEWER CATCH BA51N ®DENOTES WETLAND IMPACT AERA 3 FOOT ABOVE GROUND WATER TOP -MA - DENOTES WETLAND BUFFER E10.0 r ffimm LOWEST ALLOWABLE OPENING: / // sr 1� DENOTES APPROXIMATE LOCATION OF 501L BORINGS 1 FOOT ABOVE RELEVANT E.O.F. / Ce TOP -8.7 PER GEOTECHNICAL EVALUATION REPORT PREPARED EI -988.7 _ BY BRAUN ON 1-4-12. \ B E`1487.5 S � DEVELOPER TO OBTAIN EX ( 891.1 PERMISSION FROM LANB� CURB &GUTTER v c e9a TI^ U' ^ , p slE •� \ OE 11R+N€R TO INSTALL RIP RAP o ROCK CONST�2fU6ilO L!1 LANE Y / �} E as eENT Cts EX. CURBS G R E E E E- I E E CB J (1 E E E / WETLAND- lYAND- E 21T 1 9-0-223 1 74_ 8® 91 �• +.23` 4 2 172 - - - 11 2 + 27 \ I o, +2.Id / /�/ 20 I26 / T +216 03 � \ \\ - 2217 84.E i � o �l '-A51�: � to. 5 ' + ASND�LI4' cw I `° m / /� �• ;�stt Y I/ � +OAK24" ASH I E1=879.4 / / / OAK I d d 6' + 1 I* OAK24' 18� / AN MH �eDA C d• +Or2 X / H12 ' +A5n12' T + A5n 12�,- 1 \ \\ \ + 4. A5H 16' ( +OX..f75' 9 + } ASH I O' / + OAK2a'/ 1 i +off' \ �+OAra4" � \ I885.0•4.e ' ( x EXISTING \ oAK2 )+�'` 41}OAK26' / 0 6'881.8 0' �3ry \ w s HOUSE I / I \ --7/ \ \ \ lis. 888.7 887.6 + OAK 12' I $ / + ASgry ,g12 �nwni�a•' �',`',, 896.5 cASlriTl' 9,A& / Aj�.�.HQIJA012W \,_z � �--. 884.8 �t•O / // I ��+P.`_-IDDLI� �ASHTRPI + ASH+A5H IO' �H ��P+PLRIO" f o)D %Z,/ 2.5H2ovlJ 9MDBL24714' E E of i4 A5HDBL1079' E E + �• A511 12' A5HTRPIB' + A5HOBL J 47 WETLAND -A A5H14' +Asn12' Asn IG+ _ = � `IT.=.i- • ;.,: \' 1e_II a a=as-gi ''�!/i 1. �- � I �'� ' 11 I ,. • • �=1[, it a` • �� '� �� II I�ILII. 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'°r,.�r �r r• �.�, I[i1 �n ��IGI •.. FBVVQ 904-8 ♦ w �yp�J • / • 1 fA ,0 , _ .• ` ��i ell DENOTES LOT ° DENOTES HOUSE• LI I HEREBY CERTIFY THAT THIS PLAN WAS - REVISIONS _ PREPARED FOR: - SHEET REV. oln017�sE CONSULTING ENGINEERS, PREPARED BY ME OR UNDER MY DIRECT _ - PRESERVE VE A T RICE "KE PLANNERS and LAND SURVEYORS SUPERwSIoN AND THAT I AM A DULY J & S VENTURES DRAWN DATE ENGINEERING LICENSED L PROFESSIONAL ENGINEER UNDER = - PRM a -i 8-13 - THE LAWS ATE of MINNESOTA 1450 KNOB HILL LANE = SCALE 1'-5o PRELIMINARY GRADING PLAN = OF COMPt�NY INC . W i �- EXCELSIOR, MN 55331 2 8-5-13 PM REUISEO PER CITY COMMENTS JOB N0. pATE�-..,. REG. 140. ?1 - = utas'°° - CHANHASSEN, MINNESOTA 1000 EAST 146th STREET, BURNSVILLE, MINNESOTA 55337 PH (952)432-3000 t 6-13-13 PM REVISED PER CITY COMMENTS L J -�� " 16 TO BACK TO STATB0I46fd PL 26 CL 26' PL NOTES 101 6 10 ELMS Siberian Elm SAVE 15.5' la aad, 15.5' to Bock 102 6 13 OAKS Wear Gourx to M ,lr SAVE near property line 103 A6o,e Edge of Guile, 20 0AK8 Bur Oak SAVE offsite Spx zox s �•' 35 Black Cherry .5; i I-7 Q„ 105 6 r vitae Bur Oak SAVE yT-YNOOT 2150 LYA£3GU.lW k MWM Coco Sco., 2 23 OAK6 zx bwt SAVE Tock Goat - 2351 %..Abob,a 3 r-MNOOT 2350 Lwmaboxe Cpnvato-T-o SAVE. near property line WB 3 tr-0. 5 A99e9eke Box. TWX IX ohed Black C" 24" NNOOT 3149.28 SMxt near property fine Oroddor son. (-Se. Mole 7) 1�Wekbeeb Right-.y-Wuy RRMA,W - W'. 2. Maaineo. sf,.L gentle 7.W 3. Mbdmum seeet 9,ode 0.75x 4 4.T ToWil fdaed in disturbed meoe. 5 2 RWIe eqd oeMnd axh. 5. T,e WbAb"s -yeaA, wFlaw Mrao M pkoe, to. rax, emsduernn 7 R sort rdk*,'i6bbr o t ail tE wwooe. bole. Rot a I of the PiWeel eybpoelo z d? be poefewW by The aann in Lha Preeapy al o dry impfttof The Ntv he. the Quin«ity to name addtioiwi x49rotiv NKeetim booed on the 1eAT ret. & r�� 9186 be g1arM A dung boside, o, rmAray See plefe 5V2 (a affor TYPICAL RESIDENTIAL MM STREET SECTION W.Ysea,-,p ENGINEr38NG EN7' DEPARIY" 5.200 nx �s vutu6LE I HYeRPHi VAME BOX r/4- __RbbMNiA a� 7 5 25 IrR CONCRETE SEE NOTES, d: 3 NOTES 1, TYPICAL 8' Ti1rJC LONGpEIE 90fM'N.µ. 2 USE 8' TITO FOR OB,iMERICAL DRIVEWAY �NG. 1 .TONT SP MG Al' S WTERVALS EYFA?eAQN MMT SPACING AT , W' INTFRMM A e MEN AMYTIING EASTNC CONCRETE. W 5T9)Cn! E At iW- CONCRETE SIDEWALK Iia-. t ENGY&ERING DEPARTMENT MI�MrM { WavelF i� Slim 1 n' 12' I w aa me `�---� TmmIL TwICAL I 3- VROm 2358 4,1114,111154=(e4 S O1A95S ASE bDBx sRust�to> W4PACIFA'$MBORAOE PER SOIL iH3R1EEn 1,1075 SNO.LBEitS 10 BE BAOtFlLItU AW rdMOLO ➢ M1H ]' Or 701,500. AW RE -4E Tr6T WIN SW 411=R A!1 SUN. ] THE D UPOR OUT AO EPTANCPER SH(V 4dPPLY A 2 YEAR 1001C MNNTFNANCE BOW UPtNP/ ACCEPTANCE 3. NRa BETAS U RPE OEPE IQNSDING ARE M TMUABi B4O ft J4QIK AB osoBL pE91GN MAY IN VS TRREO OEPEN NOT E NSTRU O ONNADE 509. CONOITt N 4 fiATERIODS 1- A MAY NOTBE OCN LZ Ail ON pNS1AFA81,E SOUS. NO WASE 4A1FRiAl BLAIX pIRT, OR OROAXIC SOILS AVOWED. TRAIL too ENGNEERING OEPAMWM -N0` 5216 P AT A SILT MM MACHINE 91tS9G� 5 . IML L➢MTl0W p /, . i 9 R MMI. SVAU(D 'US SILT r'A1Gr. PREASSEM&IDUt Cti T PIX WMp'f 9PFC5 91yarE � se�6, x78. 3ear� � Te Wo1,T Arlo � ¢r Na. woe.il mib.ywiy Alia , APP 91.7 "M Nfewl T(( ff: c,xinw1N9f aF caysnucgaa riars : TAG COND DBH SPECIES COMMON NAME SAVE I REMOVE NOTES 101 6 10 ELMS Siberian Elm SAVE =9 0 102 6 13 OAKS Bur Oak SAVE near property line 103 6 20 0AK8 Bur Oak SAVE offsite 104 6 18 BLCH Black Cherry SAVE I-7 Q„ 105 6 16 OAKS Bur Oak SAVE SAVE 166 2 23 OAK6 Bur Oak SAVE badly damaged 107 3 13 BOX Boxelder SAVE. near property line WB 3 15 BLCH Black C" SAVE near property fine 109 5 16 ELMS Siberian Elm SAVE offsite lie 4 10 ELMS Siberian-lff}ri -$AVE offsite 111 5 12 ELMS Siberian E9#i SAVE 151 112 4 11 ELMS Siberian Elm- SAVE 4 113 6 15 OAKS Bur Oak SAVE 20 WILL 144 6 18 GOTT Cottonwood REMOVE Willow 115 5 10 ELMS Siberian. Elm SAVE SAVE 116 5 15 COTT Coaonwood REMOVE 167 117 7 22 COTT' Cottonwood REMOVE 7 Ila 5 12 ASP Aspen REMOVE 11 BOX 119 6 11 ASP Aspen REMOVE Black Cherry 120 7 20 COTT Cottonwood REMOVE SAVE 121 6 12 ASHG Green Ash - t7E940VE 163 122 6 10 ASHG Green Ash AMMOVE 4 123 6 20 COTT Cohnrmx96d, SAVE 2$:APPL 1244 3 % ELMS Siberiarti* SAVE Boxelder 125 6 t7 COTT CaiklLtp SANE i4BOX 126 3 19 ELMS Siberianla &AVE 72 Box 127 4 to ELMS Siberian Elm. :SAVE Blade Cherry 120 4 10 BOX Boxelder SAVE REMOVE 129 5 10 BOX Boxelder SAVE Boxelder 130 3 15 ELMS Siberian Elm REMOVE 4 131 5 29 COTT Cottonwood REMOVE 132 5 22 COTT Cottonwood REMOVE 133 6 19 COTT Cottonwood REMOVE 134 4 10 BOX Boxelder REMOVE'. 135 3 15 ELMS Siberian Elm REMOVE 136 6 20 COTT Cottonwood REMOVE CONSULTING ENGINEERS, PLANNERS and LAND SURVEYORS SILT AWE 137 35 eT 25 FT 26 Fr nr - SAVE ��• Tap BRumnoua NolpW m 3d4•�rft ELEV-91.0� 9 -F =9 0 a•' 1s' Imm e a .. canU<te cure aAe Gate 1/2•r i 1 3'r 1/2 Top Bim, t.ineus MateiM 'r • ��M.&T 3 8612 _. C®vale aro da rANt. $� •- 12" iw Ux Our with Prlwh 0r1cwpys. Pd451g !nG a Le3Hee- 2B'R 12'R t6 •W Bilumnw, Motend fia'R WALKOui in BOX GRADE 171/2"_.__- 16 It'r If c�etek Curb and Guktrr za -'1 ELEV=925 I-7 Q„ gih,mmoa e ✓J// 9ofd[e ' BiM1:renmu Qa6 �� 6" Shoe Fomred -.- .. TYPICAL CURB SAVE AND GUTiER RLwsEa Qfb -. ENGINEERING OEPPItTM M tp: 5203 137 35 eT 25 FT 26 Fr WALKCRIT - SAVE GRNM WALK.1jT GAR. FLR ELEV-91.0� E-ELEV-915 =9 0 4 / �^ zBFTwowa wTd U1�tE5 a% MI 140 I 05 FT 701,501 is WILL WALXOUT 9 FT BASEMENT {9' FBM) R ' 35Fr 25�2EFT WALKOui in BOX GRADE WALKOUT GAR. FR ELEV 920 ELEV=925 I-7 Q„ R 146 28I HOLD WN... .. 20 WILL Willow SAVE 144 7 . 0;6 R 701,501 CoUonweed M&KOUTaFT BASEMENT (8' FSWO) 182 "Billy', 25FT 25 Fr Ux1K AAT Siberian Elm Gi 183 F R Et6V-95o 1 11 1 1 i_ Fizz' tO 4 12 aaTr cottonwood REMOVE -1-5- .5PT TOPSoi N 11 Box Boxelder REMOVE LOOKOUT a FT BASEMENT (DW ROUS PAD DETAIL 137 4 14 WILL Willow SAVE 138 6 19 COTT CoWnwood It' 139 4 14 OTT Cottonwood R ; 140 2 is WILL Willow R ' 141 2 in BOX Boxelder REM" 142 a 20 WILL Willow R 146 4 20 WILL Willow SAVE 144 7 34 COTT CoUonweed SAVE 182 6 14BOXBoxelder Siberian Elm ' 183 6 11 BOX BOX01dar Fizz' tO 4 12 aaTr cottonwood REMOVE 148. 2 11 Box Boxelder REMOVE 145' .3 19 ELMS Siberian Elm SAVE - 160. 5 12 sox Soxeldef BAAVR. 151 4 21 WILL Willow "- 162 4 28 WILL Willow 8A14 153 4 20 WILL Willow 3A{i!E 154 5 11 WILL Willow SAVE 155 6 15 COTT Codonwood SAVE 156 6 15 ASHG Green Ash REMOVE 167 4 16 ASHG Green Ash REMOVE 158 7 11 ERCO Eastem Red Cedar REMOVE 150- 7 11 BOX Boxelder SAVE 160 5. 18 BLCH Black Cherry SAVE: 161. 5 1t BOX Boxerder SAVE 162. 4 12 BOX Baxdder SAVE 163 4 10 BLCH Blade Cherry REMOVE: 184 4 12 BOX Boxelder REMOVE t86: S 2$:APPL Boxelder Apple REMOVE Ise a+tll�OX Boxelder SAVE Boxelder REMOVE 187 3 i4BOX 205 Boxelder REMOVE lea 4 72 Box Boxekier REMOVE 1 4- a 11 BLOH. Blade Cherry REMOVE. 1", 2 is=Box Boxelder REMOVE 8axekler "t. is PDX Boxelder REMOVE Boxelder _4 $1 ELMS Siberian Elm SAVE 17 4 is Box BoxeMer SAVE damaged 3-sism Gf re olfsb damaged damaged I He4by IFY THAT THIS AiPJI ;WAS - PREPARED :1311 ME OR UNDER MY DIRECT -. SUPERVI THAT I AM A DULY L CEN 0014ER U]NM THE LAWS OP�1W',5"T'k A4*-,M1NN iiTA "A SEDIMENT i� » d SEDIMENT & EROSION CONTROL NOTES t SWPPP 'O: Ail exposed soil areas, including temporary stockpiles, must be stabilized as soon as possible but in no case later than 14 days after construction activity in that portion of the site has temporarily or permanently ceased. Stabilize with temporary seed and straw mulch applied at 2 tons per acres, 2. Silt fence shall be installed and at the locations shown on the plan. 3. A rock construction entrance shall be installed and maintained at the location shown on the plan. 4. When the site has been completely constructed, the site must undergo final stabilization. Final stabilization is achieved when temporary erosion protection and down gradient perimeter control has been completed and a homeowner Fact Sheet Is distributed to the homeowner. 5. Upon final stabilization, the permitee shall submit a Notice of Termination to the MPCA within 30 days after final stabilization is complete. 6. Contractor or Permitee shall provide and maintain inlet protection on all storm drain inlets that will receive sedimenta laden flow as a result of construction. Inlet protection and maintenance shall remain in place until all sources with potential for discharge into the inlet have been stabilized. Inlet protection may be removed from a particular inlet if a specific safety concern (such as Heading) has been identified. The pennitee must receive written correspondence from the City of Chanhassen verifying the need for removal. Permitee shall conduct a visual inspection to determine which inlets need protection. 7. Parnitee shall conduct site inspections weekly or within 24 hours after a rainfall event greater than 0.5 inches in 24 hours. Following an inspection which occurrs within 24 hours of said 0,5 inch rainfall event, the next inspection must be conducted within 7 days after that. All inspections and maintenance conducted during construction shall be recorded in writting and kept on site. S. A copy of this SVVPPP and the inspection log shall be kept onsite at all times. 9. If down gradient sediment practices are overloaded, additional up gradient erosion control; practices will be installed to reduce loading. PROPOSED BUILDING SETBACKS FRONT 25 FEtT HOUSE 5IDE 10 Foo GARAGE SIDE 5 REAR LOT LINE 30 FItET WETLAND BUFFER 30 FEET 'CANTILEVERS 1 EVES MAY ENCROACH IN TO FRONT, SIDE AND REAR SETBACKS BY UP TO 2 FEET, HOWEVER THEY MAY NOT ENCKAOCH INTO AN EASEMENT. "ACCESSORY STRUCTURE SETBACKS (PATIO, GAZEBO, DECK, ETC.) MUST BE A MINIMUM OF 15 FEET FROM A WETLAND BUFFER OR REAR LOT LINE (WHICHEVER 15 MOST RESTRICTIVE) 174 3 15 BOX Boxelder SAVE 175 2 11 BOX Boxelder SAVE 176 4 12 BOX Boxelder SAVE 177 5 12 ASHG Green Ash SAVE 178 5 14 BLCH Black Cherry SAVE 179 5 17 ASHG Green Ash SAVE 180 6 11 BLCH Black Cherry SAVE lei 5 11 ASHG Green. Ash SAVE 182 6 13 ELMS Siberian Elm SAVE 183 6 10 ASHG Green Ash SAVE 184 6 11 ASHG Green Ash SAVE 185 5 16 ASHG Green Ash SAVE 186 4 13 ASHG Green Ash SAVE 187 5 it ASHG Green Ash SAVE 188 4 11 ASHG Green Ash SAVE 189 6 13 ASHG Green Ash SAVE 190 1 to BOX Boxelder SAVE 191 3 19 BOX Boxelder SAVE 192 6 12 ASHG Green Ash SAVE 193 4 15 ASHG Green Ash SAVE 194 4 25 BOX Boxelder REMOVE 195 3 14 ASHG Green Ash REMOVE 196 5 16 ASHG Green Ash REMOVE 197 2 22 BOX Boxelder REMOVE 198 4 16 BOX Boxelder SAVE 19.9 2 16 BOX Boxelder SAVE 200 3 30 BOX Boxelder SAVE 201 3 26 BOX Boxelder SAVE 202 5 10 BOX Boxelder SAVE 203 5 10 BOX Boxelder SAVE 244 5 27 ELMS Siberian Elm SAVE 205 5 23 WILL Willow SAVE 206 4 14 BOX Boxelder SAVE 207 3 37 WILL Willow SAVE 208 5 10 BOX 8axekler SAVE. 209 5 11 BOX Boxelder SAVE 210 4 17 BOX Boxelder SAVE damaged damaged - offsite offsite damaged - ofrsde 211 212 213 214 216 216 217 2141 219 220 221 222 223 224 225 226 227 228 229 230 231 FOR: J & S VENTURES 1450 KNOB HILL LANE EXCELSIOR, .MN 55331 21 WILL Willow SAVE 36 WILL Willow SAVE 21 WILL Willow SAVE 42 WILL W91DW SAVE 13 ASHG Green Ash SAVE 10 BOX Boxeider SAVE 21 ELMA Slbedan Elm SAVE t0 BOX Boxelder SAVE 30 WB.L- Willow SAVE is WILL Willow SAVE 10 WILL Willow SAVE 10 BOX Boxelder SAVE 21 COTT Collonwood SAVE 10 BOX Boxelder SAVE 39 GOTT Coffonwocd SAVE i6 COTT Cottonwood SAVE 34 COTT Cottonwood SAVE 37 COTT Cottonwood SAVE 10 MARO Red Maple SAVE 23 COTT Cottonwood SAVE 10 ELMS Siboan Elm SAVE CSO 1"=50' JOfi NO. 15148.00 Preliminary Constriction Schedule (Estimated) Slit Fence installation & inspection - June 2013 Site Grading - June 2013 to July 2013 Site Utilities & Street Construction - July 2013 to September 2013 Home Construction - October 2013 to unknown Seeding & mulching to occurr after Site Grading and an disturbed areas after Utilities & Street Construction. NOTES: 1. GREEN AREAS Di5MBED DURING CONSTRUCTION &t PONDING AREAS ABOVE NWL TO RECEIVE TOPSOIL, SEED, AND MULCH WITHIN 2 WEEKS OF GRADING COMPLETION 2. UPON COMPLETION OF SITE GRADING, TOPSOIL SHALL BE SPREAD ON ALL DISTURBED AREAS OF SITE EXCLUDING ROADWAYS ACCORDING TO THE MPCA'S PROTECTING WATER QUALITY IN URBAN AREAS, BEST MANAGEMENT PRACTICES FOR MINNESOTA 3. ANY AREA WHICH HAS BEEN DISTURBED BUT WILL BE LEFT IDLE FOR MORE THAN 21 CALENDAR DAYS SHOULD BE STABILIZED 4. Silt Fence shall be placed as shown on this plan and at other locations as directed by the engineer and shall be in place and inspected by the City of Chanhassen prior to any construction f excavation. Silt Fence sholl be maintained urrtiF viable #urf or ground cover #las been established. Payment for Silt Fence shall be an a per linear foot basis and shall include tlTe installation, r ri1 offsite disposal thereof of the direction of the Engineer. Additional erosion has tet�parary ponding, dikes, etc. may be required during eonstructian by tf1e ;orf rnhassen, and the Controetar shall install or construct these measures i ' ntal to the giediing. 5. Sail stockpiles shall be stabilized and protected with sediment trapping measures to prevent soil loss. These measures shall be incidental to the grading. 6. All construction shall conform to local and state rules. 7. The Controctor is to contact Gopher State One Cali at 651-454-0002 prior to any excavation. B. Refer to the final plat for current horizontal site dimensions, layout and lot and block numbers.. 9. The site must be kept in a well -drained condition at all times. The Contractor shall be responsible for temporary ditches, piping or other i-neans equired to insure proper drainage during construction. Low points in roadways must be provided with positive outflow. All runoff shall be treated before being discharged to waters of the state or off- site and any areas of channelized flow shall incorporate adquate velocity controls & energy dissipation devices. 10. All streets disturbed during working hours must be cleaned at the end of each working day. A rock construction entrance to the site must be provided and maintained by the contractor. 11. All graded areas, temporary and final to be seeded with Low Grow Fescue Mix. Seeding, mulching and fertilizing shall occur within 48 hours of temporary and final grading. Contractor shall maintain seeding and mulching until satisfactory turf establishment. 12;- Wwe backed silt fence is required at wetland margins.. 13. Contractor must re -Vegetate the site within 48 hours of rough and final grading. 14. All 3:1 slopes must be seeded and stabilized with fiberblanket or if sodding, Ofrsde the sad must be staked. 15. The Contractor must stiabilie all exposed soil areas within 200 feet of a water of the state or any storm water conveyance system which is connected to a water of the state must be stabilized within 1 day (stepper than 3:1 slopes),14 days (10:1 to 3:1 slopes), or 21 days (flatter than 10:1). 16. Sufficient Topsoil Shall be Stockpiled to Allow for the Replacement of a Minimum of 4" Topsoil for Disturbed Areas to be Re -vegetated. 17. All disturbed soils in areas to designated wetiond buffer shall be seeded with a native seed mix. (To be determined with final ;plans) NOTES: GRADING, DRAINAGE AND EROSION CONTROL PLAN i. NO EATHWORK ACTIVITIES MAY COMMENCE UNTIL EROSION CONTROLS ARE INSPECTED AND APPROVED BY THE CITY. CONTRACTOR MUST CONTACT THE CITY OF CHANHASSEN ONCE EROSION CONTROLS ARE INSTALLED PER THE APPROVED PLAN. 12 SHEET REV. Jr OF 7 2222 __ T� J q r r♦ r B (2,496 SF) FITS ON LOTS: q CZE BLOCK 1,LOTS �3,g6 36.50 ciVif _ PROPOSM e� ✓ ;HOUSE r -> t �— f .vim — N r r♦ r 7,163 SF WETLAND IMPACT 'T 20 9 i\ r OUTLOT A / �'' �� 000 SF tt 10, 167 5F i I 0024 SF \ \ ! 282,031 5F s� / ^ \ \� i ti �i FOND 10,0 17 �/ �,' f 2,083 5Fp ` OUTL A / \ \ �� Vie\ _ 282,031 / 10,301 SF 01 b r \\ 5/0,01$ N 5,069 SF WETLAND \ \ 01 IMPACT a„ \ \ OSI / 10,781 SF 1 10,281 SF / 3 10,000 5F \ / T\ ^ 1 / \ J/ OUTLOT B" 47,560 5F / _ 0z 20 FT WHO Irl" 000, / + 2 f I 1 24 5F j / �►i.� \ v /� 1 �p , \ 10,085 '5F 10,00 1 F . ` ,~SF 11 1 4 1 • so I Z 10,003 SF 1 —� AREA 72,527 5F �� SUBDIVISION DATA SUMMARY TOTAL AREA: 13.2 ACRE5 TOTAL LOT AREA: 4 ACRES TOTAL NUMBER OF LOTS: I G NET DENSITY: 4.00 LOTS PER ACRE SETBACKS PROPOSED BUILDING SETBACKS FRONT 25 FEET HOU5E SIDE 10 FEET GARAGE 5{DE 5 FEET REAR LOT LINE 30 FEET WETLAND BUFFER 30 FEET `CANTILEVERS / EVES MAY ENCROACH IN TO FRONT, SIDE AND REAR,SETBACKS BY UP TO 2 FEET, HOWEVER THEY MAY NOT ENCRAOCH INTO AN EASEMENT. `*ACCESSORY STRUCTURE SETBACKS (PATIO, GAZEBO, DECK, ETC.) MUST BE A MINIMUM OF 15 FEET FROM A WETLAND BUFFER OR REAR LOT UNE (WHICHEVER 15 M05T RESTRICTIVE) LEGEND DENOTES EDGE OF WETLAND DENOTES WETLAND BUFFER ROBE 0 P''LANNERS and LAND SURVEYORS NGINEEAING COMPANY, INC. 1000 EAST 146th STREET, BURNSVILLE. MINNESOTA 55337 PH (9 ♦BILI LEGEND NO SCALE BLOCK NUMBER LOT NUMBER LOT AREA CURB CENTERLINE PROPOSED HOUSE — ' 25.00 T�-- TEALWOOD (2,123 SF) FRS ON LOTS: groLl BLOCK 1, LOTS 2, 4, 5, 6._ 9. 11 BLOCK 2. LOTS 1. 2 50.00 PROPOSED HOUSE MODELS NOT TO SCALE 22.73 8 - mPROPOSED m HOUSE - (2.244 SF') FRS ON LOTS: q DD BLOCK 1, LOTS 11,12 BLOCK 2, LOTS 1,2 PROPOSED HOUSE ^- � 4. D 30.00 2PROPOSED GARAGE HOUSE o d 16.00 8, -- - PRESERVE B (2,496 SF) FITS ON LOTS: q CZE BLOCK 1,LOTS �3,g6 36.50 ciVif _ PROPOSM e� ✓ ;HOUSE r t �— f .vim — N 7,163 SF WETLAND IMPACT 'T 20 9 i\ r OUTLOT A / �'' �� 000 SF tt 10, 167 5F i I 0024 SF \ \ ! 282,031 5F s� / ^ \ \� i ti �i FOND 10,0 17 �/ �,' f 2,083 5Fp ` OUTL A / \ \ �� Vie\ _ 282,031 / 10,301 SF 01 b r \\ 5/0,01$ N 5,069 SF WETLAND \ \ 01 IMPACT a„ \ \ OSI / 10,781 SF 1 10,281 SF / 3 10,000 5F \ / T\ ^ 1 / \ J/ OUTLOT B" 47,560 5F / _ 0z 20 FT WHO Irl" 000, / + 2 f I 1 24 5F j / �►i.� \ v /� 1 �p , \ 10,085 '5F 10,00 1 F . ` ,~SF 11 1 4 1 • so I Z 10,003 SF 1 —� AREA 72,527 5F �� SUBDIVISION DATA SUMMARY TOTAL AREA: 13.2 ACRE5 TOTAL LOT AREA: 4 ACRES TOTAL NUMBER OF LOTS: I G NET DENSITY: 4.00 LOTS PER ACRE SETBACKS PROPOSED BUILDING SETBACKS FRONT 25 FEET HOU5E SIDE 10 FEET GARAGE 5{DE 5 FEET REAR LOT LINE 30 FEET WETLAND BUFFER 30 FEET `CANTILEVERS / EVES MAY ENCROACH IN TO FRONT, SIDE AND REAR,SETBACKS BY UP TO 2 FEET, HOWEVER THEY MAY NOT ENCRAOCH INTO AN EASEMENT. `*ACCESSORY STRUCTURE SETBACKS (PATIO, GAZEBO, DECK, ETC.) MUST BE A MINIMUM OF 15 FEET FROM A WETLAND BUFFER OR REAR LOT UNE (WHICHEVER 15 M05T RESTRICTIVE) LEGEND DENOTES EDGE OF WETLAND DENOTES WETLAND BUFFER ROBE 0 P''LANNERS and LAND SURVEYORS NGINEEAING COMPANY, INC. 1000 EAST 146th STREET, BURNSVILLE. MINNESOTA 55337 PH (9 ♦BILI LEGEND NO SCALE BLOCK NUMBER LOT NUMBER LOT AREA CURB CENTERLINE PROPOSED HOUSE — ' 25.00 T�-- TEALWOOD (2,123 SF) FRS ON LOTS: groLl BLOCK 1, LOTS 2, 4, 5, 6._ 9. 11 BLOCK 2. LOTS 1. 2 50.00 PROPOSED HOUSE MODELS NOT TO SCALE 22.73 8 - mPROPOSED m HOUSE - (2.244 SF') FRS ON LOTS: q DD BLOCK 1, LOTS 11,12 BLOCK 2, LOTS 1,2 PROPOSED HOUSE ^- � 4. D 30.00 2PROPOSED GARAGE HOUSE o d 16.00 8, -- - PRESERVE B (2,496 SF) FITS ON LOTS: q CZE BLOCK 1,LOTS �3,g6 36.50 ciVif _ PROPOSM e� ✓ ;HOUSE If i PRAIRIEWOOD IN (2,289 SF) DRIFTWOOD 1.99 S / FRS ON LOTS- FITS ON LOM- P,'. FITS OBEON LOTS: - BLOCK lZ.3O1 S� BLOCK 1, LOTS 11 ---BLOCK 1, LOTS 1,2,3,5,7,6,9,10,11,12 BLOCK 1, LOTS 11 BLOCK 2, LOTS �Q'"�" BLOCK 2, LOTS 1,3,4 - 3, BLOCK 2, LOTS 2 - - - 7 • AREAS INCLUDE FOUNDATION AND PORCHES AS SHOWN. J • VARIATIONS OF THESE HOUSE PLANS MAY BE USED. • ALLOWED FOR A 100 5Q. FT. CONC. PATIO, A 100 5Q.FT. SIDEWALK AND A 700 SQ.FT. DRIVEWAY WHEN DETERMINING IF 30% MAX. HARD COVER 15 MET. EXCEPT FOR LOT 1, BLOCK 2 WHERE A CUSTOM 12 FT WIDE DRIVEWAY WAS CONSIDERED. F REQUIRED PLANT MATERIALS 956 linear feet of buffer along Hwy 212 (9.56) Buffer B per 100 ft. average width 20 ft, (.8) 2 Overstory Trees 4 Understory & Conif. Trees 6 Shrubs Buffer plants required Buffer plants provided 15 Overstory, Trees 15 Overstory Trees 31 Understory & Conif. Trees 31 Understory & Conif- Trees 46 Shrubs 46 Shrubs Site area less wetlands = 413,112 S.F. Existing tree coverage = 66.600 S.F. = 16% Sites with tree coverage of less than 19% = 25% total coverage Conopy remaining = 16,820 S.F. = 4% 16% - 4% = 12% 12% x 413112 = 49,573 49,573 x 1.2 = 59,488 / 1089 = 54 Trees required = 54 Site area less wetlands = 413.112 S.F. Required tree coverage 25% = 103,278 103,278 - 66,600 = 36,678 / 1089 = 33 Trees required = 33 Trees Required: 87 Trees Provided: 97 Shrubs Required: 46 Shrubs & Perennials Provided: 138 00 �� 03 4L 16 PLANT LIST: I �w.n.,earxr] ��www xog m=.w. mg. n'we.�iu.Yaw.rt OTY, KEY 80TANICAL NAME 00MMON NAME SI2E/R00T uuismner (a r. t-uT BUFFER PLANTINGS CONIFEROUS TREE PLANTING DETAIL L_ _ OVERSTORY TREES a0, Gvein- 9 CH Ce1tis occidentalis Common Hockberry 2-1/2" B&B 6 GSL Tlia cordata 'Greenspire' Greenspire Linden 2-1/2" B&B 15 Total pa ewua vex - ] war r -c war a s•ooD UNDERSTORY & CONIFEROUS TREES wwsx w tv�-smoei 4 JTL Syringe reticulata Japanese Tree Lilac 2-1/2" B&B 27 REL Relocate by spade 27 existing cedar, pew, and spruce trees. 31 Total eE aLL Ai NNL - ] PtA SHRUBS see Bxa6w1 tIw l 46 PPL Syringe wigaris 'Prairie Petite' Prairie Petite Lilac 5 Gal, Pot 46 Total ulmarxrres ave. FRONT YARD TREES mm 3 ADM Ace x freemami 'Jeffersred' Autumn Blaze Maple 2-1/2" B&B 2 FFIA Acer saccharum 'BaAsto' Fall Fiesta Maple 2-1/2" B&B 2 NWM Acer m ruts u'Northwood' Northwood Maple 2-1/2" B&B 3 GSI. Tlia cordata 'Greenspire' Greenspire Linden 2-1/2" B&B 6 BNS Picea glauc i densata Black Hills Spruce 6'- 8' B&B 16 Total STREET ELEMENT, WETLAND & REFORESTATION PLANTINGS 4 AL Tsia americana American Linden 2-1/2" B&B 8 AS Amelonchie x grandiflora 'Autumn B.' Autumn Brilliance Serviceberry, dump. 5' B&B 6 PFC Malus 'Prairie Fire' Prairie Fire Crobapple 2-1/2" B&B 17 REL Relocate by spade 20 existing cedar, pine, and spruce trees. 35 Total 45 RTD Comas sericea 'Bailey!' Red Twigged Dogwood 5 Gal. Pot 47 PFG Panicum virgatum 'Shenandoah' Purple Foliage Switdtgross 5 Gal. Pot SEED Watford Restoration:MnDOT 310 Upland Restoration: MnDOT 350 Erosion Coven Crap: MnDOT 150 MO ENT 51GNI _\ �_ � TIGULA LANE +150+ � +151145 )54 152+ +153 122 W D. 24'� 2'. WETLAND all 1 OOYR HWL = 890.8 TOP OF ICE ELEV. - 888.0 +218 J . 216 /17 OUTLOT A PLANTING NOTES: Contractor Mail provide we year guarantee of all plant materials. The guarantee begins an the date of the Landscape Architect's written acceptance of the initial planting. Replacemmt plant materials shall also have a we year guarantee commencing upon planting. All plants to be norther -grown and hardy. Plants to be installed as per standard AAN planting practices. Use minimum 12" loam planting sol an trees and 6' an shrubs. Contractor shop vwrify locations with all utfllies prior to installation of plants. Ali landscaping, seed, and sod areas shall be irrigated until established or accepted by homeowners Slatting of trees aptiond; reposition if not plumb after one year. wrap all smooth -barked trees -fasten top end bottom. Remove by April 1. Opel top of buriop an 68 materials; remove pot on potted plants; split and break apart peat pots Prune plants as necessary - per standard nursery practice. Owner shall be responsible far maintenance after acceptance of the work by the Owner. Plants shall be immediately planted upon arrival at site. Properly heel -in materials H necessary. All disturbed areas "I have seed cr sod unless otherwise noted. Sod to be northern grown and handy. Planting beds far shrubs shall have (4 oz. min.) weed barrier fabric, 4" - 5" of double shredded dare brown hardwood mulch. Separate mulch from turf areas by 4' vertical (commercial grade) black poly edging. The edging shall be placed and staked with smooth curves. Double shredded dark brown hardwood mulch a deep shall be provided around all new trees. Retaining woes are not the responsldlity of the Landscape Architect Contoct the Project Engineer for details, ioantio e. materiel-_ and specifications far dl retching walls Wetland buffer to be seeded with a native mixture suitable far wall conditions Suggest MADGT 310 Upland areas to be seeded with a native mixture mitable for sal conditions Suggest MnDOT 350 Mall box and street element plantings to be spored as shown en the plan or as conditions allow. Street alements Mall dressed with 4" of same wood mulch. Provide trench edge 6"x6' arbud grasses. Sea !rolling Plan far erosion control measures. Contractor to verify that sols are suitable to sustain proper growing conditions prior to bidding. If sol amendments o additives are necessary, they Mall be included in the bid proposal. / [ +209 �� g0 + 208 7I'e=7::� +214 +212+}213 +211 +210 rrar Rip i1�pU 1 ,.LL. �Jr • a i r • 4 � ai s \� I �w.n.,earxr] ��www xog m=.w. mg. n'we.�iu.Yaw.rt uuismner (a r. t-uT CONIFEROUS TREE PLANTING DETAIL L_ _ Rip i1�pU 1 ,.LL. �Jr • a i r • 4 � ai s \� +207 +205 164 I i1? MAIL 9� @ 04WO 17 ��a►� i`_� :,: yvr�Cz .•iw r �. --A • PREPARED FOR �� • • • TO BUFFER & WETLANDS CONSULTING - ROBE PLANNERS Grid LA14D SURVE ORSNGINEEg rINGm COMPRNY, INC. 1000EAST 146th STREET, BURNSVILLE, MINNESOTA- 0.0 J & S VENTURES 1450 KNOB HILL LANE EXCELSIOR, MN 55331 _ 212 DESIGNED CHECKED DRAWN DATE PRM 4/3/13 SCALE 1"=50' JOB NO. 15148.00 f02 1304 // OUTLIK A I- +tg +183 BRODSHO CONSULTING brreKgl• NMaicture site Plawk 698 NORTHBRIDGE COURT EAGAN, MN 55123 PHONE: 651-688-802.3 FAX: 651-456-5748 I hereby certify that this plan was prepared by me or under my direct supervision and that I am a duly licensed Landscape Architect under the laws of the State of Minnesota. sere wrme- REG. N0. 23849 DATE �9w+ PLR I0• �gSHDBL24 % 14' ASHDeLIOY9° + + A5H 12' 5H RP 18° ASIIDBL 1479° A5H 14° + A51-112' A5H IG+ .+A5H IO'f'^ r + 185 92 t57 9 { 89 94� 90 O I V �1 I 191 FURTUR€ TRAIL 9172— 9OG 908 ' 0 50 100 150 Scale 11' = 50' SHEET REV. PRESER VE- A T RI CE L A KE = PRELIMINARY LANDSCAPE PLAN 7OF MINNESOTA . 7 CHANHASSEN, I W wahmawepr a uuismner (a r. t-uT u stare MJ a0, Gvein- ww r • ren wwa me.) sec truw m xar wwat mwamt wasaae sra]o pa ewua vex - ] war r -c war a s•ooD srm rrws wwsx w tv�-smoei v< urcw ar svmas xxwwm wue sane o sun m wsw w • •�.; wAa srwx even atexn orae run arias are wart m mus. OwAwrn sucw T/Xw' sores RT +M morn eE aLL Ai NNL - ] PtA see Bxa6w1 tIw l Muret ora wxrlrw sLL wwrrrw italenk e, uaws•ao 1( I - mit m FmE8rr1 a' so< ulmarxrres ave. mm McRs' a'sae IN ®ro rws esermxx eons � sereiaaw aor YWata®rnbn9lF aWTMFrV1ID WBK (M.j. m nteru.e rwawas are ora srwwrc .ver aver. s:.wr mans m � or was wps m w]]nus rt w ixE onwAewrs arrow ro BiMa u[es, ewsver. ur wr,merm wwrwE aHs w x w.M rosipx ewaowar »€ S�WM1�6£ r�sm� swwr horror uo s� a• xne norm m nraon DECIDUOUS TREE PLANTING DETAIL SHRUB PLANTING DETAIL +207 +205 164 I i1? MAIL 9� @ 04WO 17 ��a►� i`_� :,: yvr�Cz .•iw r �. --A • PREPARED FOR �� • • • TO BUFFER & WETLANDS CONSULTING - ROBE PLANNERS Grid LA14D SURVE ORSNGINEEg rINGm COMPRNY, INC. 1000EAST 146th STREET, BURNSVILLE, MINNESOTA- 0.0 J & S VENTURES 1450 KNOB HILL LANE EXCELSIOR, MN 55331 _ 212 DESIGNED CHECKED DRAWN DATE PRM 4/3/13 SCALE 1"=50' JOB NO. 15148.00 f02 1304 // OUTLIK A I- +tg +183 BRODSHO CONSULTING brreKgl• NMaicture site Plawk 698 NORTHBRIDGE COURT EAGAN, MN 55123 PHONE: 651-688-802.3 FAX: 651-456-5748 I hereby certify that this plan was prepared by me or under my direct supervision and that I am a duly licensed Landscape Architect under the laws of the State of Minnesota. sere wrme- REG. N0. 23849 DATE �9w+ PLR I0• �gSHDBL24 % 14' ASHDeLIOY9° + + A5H 12' 5H RP 18° ASIIDBL 1479° A5H 14° + A51-112' A5H IG+ .+A5H IO'f'^ r + 185 92 t57 9 { 89 94� 90 O I V �1 I 191 FURTUR€ TRAIL 9172— 9OG 908 ' 0 50 100 150 Scale 11' = 50' SHEET REV. PRESER VE- A T RI CE L A KE = PRELIMINARY LANDSCAPE PLAN 7OF MINNESOTA . 7 CHANHASSEN, I G6 H ST. W. ,AFD CIM i 1 /\ r- 1 A 1/ r- A A A • 1 e% l Ft 11 F- 1 /\ K I-- 1\/I /1 1\1I I F( L_ / \ I % L_ 1 1/ \ 1 r \J 11 I\ \ 1 r1 A l I I -1- 1 /\ A TIGULA LANE TOP= 2.4 El -889.0 LEGAL DESCRIPTION All that part of the Northwest Quarter of the Northeast Quarter of Section 24, Township 116, Range 23, Carver County, Minnesota, lying north of MINNESOTA DEPARTMENT OF TRANSPORTATION RIGHT OF WAY PLAT NO. 10-17, according to the recorded plat thereof, said Carver County. Except the North 30.00 feet of the west half of said Northwest Quarter of the Northeast Quarter. SITE AREA: 13.23 ACRES EXSITING ZONING RSF- SINGLE FAMILY RESIDENTIAL & R-4 MIXED LOW DENSITY RESIDENTIAL ` r1 1 r1 r- 1 A 1, r- \ A A A I r\ rl \` I-! I I I-- 1 / l K 1-- 1\/1 / 1 1\1 1 1 f! 011 \\ Ex r2 RGP -Z �. � 1 76 I EI=879-4 883 6 T-883.2 X4&-881.8AQ ASH` A5HI2' 8+85.2 $ #�HI2" 5fi 16° + ASH O° OA4.9OAK30' 5.0 885.4 036 i I ASH 12" ( / , 1 ao # A51-IDIlll14" �55Z / T-885J� m O T-883.7 EI=880-2 m N I EI -879.9 II 9g6' +!O 6' s m 'd2AK24° 886 Q ` I o4ti P Nll A/At "�5b \,1 1 SH ' A5Hf1 I OAY6° # A O K241 $- '?- OAK2>Q I ¢•ii9F114 F�\ 4_ AK \I b+ OAK 15"l `1{ 'A\K1\+ OAKib 4 OAKy+ 24 ItOA^K26" OAK18''HWD 14" I #OAKI2' m A5HDBL12'1 --41 7� A5H 12" /� I '/ .#A5HD5l A5HTRPI O'T+ +0.5 10" // A5H 14" �? ?'+PLRI O° / TA HDBL24°j 14" T T T T T T T Y 'T T T Y 'Y Y Y- Y T 1 ,A - 0 �'-� 175 -.r. / FD IF, ��_ - @@tt((�� _ _ / A5H 12° " �^ 3 O V59.54 ^rte - iJ # e� f ! ASHDHLi079" - # 12z WETL%D r� `� 2 z I # 2 19 / FD IP �-- 1 77 \ ` \ \ ��° D� / `� ..� X96/ ASHrRP 1 8° asHDeL 4°(9' zs I �j zza 27 zed a� — i # ; - J '( \ I / 1.1 / / / 2I b `. /� 179 I80 / ./ ASH 16°° Asn I ° i A5H 12" .+1__ { I2} 37 230 \ /�' 'z16 — �� /�� 2`(�1 I 2 / ! 217 / \�1 A5tIDBl.12"( / �7�$ i °1.I47g° ¢+' / `'- rr\ ❑ m f 129 9°/ ` \ 118 +183 182 17 1 �4/ / /�\> +17I tt 0 m 1)\\ r / / i -- a96 I i ( WET ND <-- / IN `_-� I-\ Z \t (j I / ( +155 13` 1 I Oil) ,� ti ' . 170 /- es6� \ \ _�97*19C� / �f/ �92 +I 1 / l 13318 I / ' '209 2;.4 0°j / - .-� x'130°- �, -�.� 90p \ \ 195 I IN , ♦-/ <-'}U � (� +212+213/ � / 9p / r- 902/ �/ `t IN-� + 3\ `� / / jj X211 �/ --- -- ___ #210 / + 135 I / +208 e96 / /'°- ---`' c;9 �♦ / / +13 WETLAND / VIP N +zos of°° / �..- ` \ - -� / / tr� l� /� I \\ +185 / + /m / 7 ry i /1 'x 1193 \ ((( // 6 \J 20,V+204 "90 / lit,I86 I92 '- g9.•8g2 // / \ } 14 ! ,\� f�,�/ L / 20/%� p6 �,•�n, \ 1 \\` i b'7 -W \ f r 143 42 I IN 02 •-1W/ y09!694_/ / $l / 44 � I / \ I WETLAND ` irk z d -T \� �- �\ / / / /� �� \• , \ \ +168 \\\ I \ 91 a` / J ♦ \ � ` - 1�7 -/ i'� l._ .� ` � \ \ \\ \ \ ` � � i \ \ \ yJ ^- � � _896- / ♦ ♦ / \ i - f / 6 J _\ 1 , 67 n n #190 \+ +1 1 / /b9 roe° � � �+ISs f / / e a / '� \ ! \ f � � \\ WETLAND f /%�� '�- -�- txGGw,,x�_ —9000 147 X�-- -1020 902 / �1/VETLA 904—_— f90 \ +166 �.. ♦I /t\\\ +150+149 nn�A. ��,.��O�tfl.� r 1- `.��^910 !' 1 `\\\} \� I 2""T \\ Q,Y T -912'~.-�— \ \\ 152 151 902-. -`—\ /X�J'� fir_ .5� �� _9- J �Y -' ) _� -•� _, .� ♦ r \ #' I`♦�'_I - 1\`\ \\ +153 _ l 9 'It � \� � � / \ ` � I iMrl sCe,'\ 0 5e"'- I-+rl Grr f r `Y' - GC 9 6 ;0�x-)- 89C '`per♦ L_ _-..a98 65 —898- 900 8008 �� % % 'yam!- .i 1� �� -XI / /� `.� -900 – g99� / \ �� --= 902 = fi'� = XIX–;9, ; = ' / — NOTE: SEE SHEET 5 OF i FOR TREE LIST r , 902 /_ •� / X_�r-' 912--`.�^' _ r �• 61 -904 `� I -_ s'" I / _' -� _�- " .� \ _-- _'---'gp6 ,r- �l�_ r _` _, s w _ �- X90 \ / '�` i X09- �� / E �r vl. sO6�LEGEND �y�yWA'1ERMA. — --'-"-910 � � -� / X;= `.°.,4C '� �.�-- ?1'OFCWAIvHAS3E\i / 160 ` I pO�X—fj,µ�._----- �- —x xx—DENOTES EXISTING CHAIN LINK FENCE RECE14Ep g n DENOTES EXISTING SOUND WALL APR 19 2013 V , f 9�� f`/� r � r-- f ` �- ` , A `� i\� I, i I DENOTES EXISTING TREE LINE CHAMHASSENPLANNING DEPT cv9j20 — - — —DENOTES EXISTING EDGE OF WET G�- _ ' 9 'X-�-x f•-"�' ` ce + SI��I.J + r LAND T - .rte fi f�- �, 9T1+�1 DENOTES EXISTING HYDRANT :f 'PIS 50 0 50 100 150v DENOTES EXISTING GATE VALUE DENOTES DENOTES -91A vAilIGH"'iN _g2 = _ ce • FOUND MONUMENT --® DENOTES EXISTING SANITARY MANHOLE 9 �R>�ssK Scale 1" = 50' _90'1 ' l DENOTES EXISTING STORM SEWER CATCH BASIN c8 NOl I HEREBY CERTIFY THAT THIS PLAN WAS CONSULTING ENGINEERS, _ PREPARED BY ME OR UNDER MY DIRECT ROBEPLANNERS and LAND SURVEYORS SUPERVISION AND THAT 1 AM A DULY LIC t.N V IN C C R' N G _ ENSED LAND SURVEYOR UNDER THE _ LAWS SOF AHE STALE OF MINNESOTA COM PR NI INC . RUSSELL P. DAMLO 1000 EAST 146th STREET, BURNSVILLE, MINNESOTA 55337 PH (952)432-3000 == DATE REG. No.Isoas monamommommo PREPARED FOR: J & S VENTURES 1450 KNOB HILL LANE EXCELSIOR, MN 55331 DESIGNED CHECKED DRAWN DATE PRM - 4-18-13 SCALE 1'=50' JOB NO. Im 15148.00 N. CHANHASSEN g m PRESERVE AT RICE CREEK MINNESOTA LOT DENSITY TOTAL NUMBER OF LOTS SUM OF LOT AREAS LOT DENSITY 86TH S OPEN SPACE IG TOTAL AREA 13.23 Ac 4.0 Ac LE55 LOT AREAS 4.00 Ac LE55 RIGHT OF WAY AREA I .GG Ac 4.0 LOTS PER ACRE TOTAL OPEN SPACE 7.57 Ac (57.2% 50% MIN. REQUIRED) LESS WETLANDS 3.42 Ac (I 48,764 5F) Ex. Wetland 163,187 Less Wetland Impacts 14,423 LE55 POND HWL 0.50 Ac (21,830 5F) TOTAL UPLAND WITHIN OPEN SPACE 3.G5 Ac i 7,696 SF WETLAND IMPACT TFiIRUUfTER / / l r -_-% OUTLOT B� -- 48,043 5F 20 FT WLAND . - L 5,999 SF WETLAND IMPACT i r� N8c480"W -!� 559.54 J OUTLOT A 281,352 5F TYP. SETBACKS EASEMENTS GARAGE 51DE- SETBACK (IYP.) D 47 - BACK YARD —o .n FROM YARD O N O ACC. STRUCTURE SETBACK HOUSE SIDE 5ETBACK (TYP.) I I . TYP. DRAINAGE UTILITY EASEMENT TIER CALCULATIONS TIER NO. ll BASE ALLOWED - -1 PROPOSED ENGINEERS, PREPARED BY DENSITY INCREASE NO. OF LOTS NO. OF LOTS TIER 1 0.39 Ac 4.0 LOTS/Ac: 50% 2.34 0 TIER 2 4.24 Ac 4.0 LOTS/Ac t e -N � I p 0 9 __- - , r iv- 200% _� k. -k- TIER 4 2.30 Ac 4.0 LOT5/Ac - L_-_2 I 'AREAS DO NOT INCLUDE WETLANDS �- r "PRP05ED LOTS ARE LESS THAN MAX ALLOWED IN EACH TIER OPEN SPACE IG TOTAL AREA 13.23 Ac 4.0 Ac LE55 LOT AREAS 4.00 Ac LE55 RIGHT OF WAY AREA I .GG Ac 4.0 LOTS PER ACRE TOTAL OPEN SPACE 7.57 Ac (57.2% 50% MIN. REQUIRED) LESS WETLANDS 3.42 Ac (I 48,764 5F) Ex. Wetland 163,187 Less Wetland Impacts 14,423 LE55 POND HWL 0.50 Ac (21,830 5F) TOTAL UPLAND WITHIN OPEN SPACE 3.G5 Ac i 7,696 SF WETLAND IMPACT TFiIRUUfTER / / l r -_-% OUTLOT B� -- 48,043 5F 20 FT WLAND . - L 5,999 SF WETLAND IMPACT i r� N8c480"W -!� 559.54 J OUTLOT A 281,352 5F TYP. SETBACKS EASEMENTS GARAGE 51DE- SETBACK (IYP.) D 47 - BACK YARD —o .n FROM YARD O N O ACC. STRUCTURE SETBACK HOUSE SIDE 5ETBACK (TYP.) I I . TYP. DRAINAGE UTILITY EASEMENT TIER CALCULATIONS TIER NO. ll BASE ALLOWED - -1 PROPOSED ENGINEERS, PREPARED BY DENSITY INCREASE NO. OF LOTS NO. OF LOTS TIER 1 0.39 Ac 4.0 LOTS/Ac: 50% 2.34 0 TIER 2 4.24 Ac 4.0 LOTS/Ac t e -N � I p 0 9 TIER 3 2.97 Ac 4.0 LOT5/Ac 200% 35.64 G TIER 4 2.30 Ac 4.0 LOT5/Ac OPEN SPACE IG TOTAL AREA 13.23 Ac 4.0 Ac LE55 LOT AREAS 4.00 Ac LE55 RIGHT OF WAY AREA I .GG Ac 4.0 LOTS PER ACRE TOTAL OPEN SPACE 7.57 Ac (57.2% 50% MIN. REQUIRED) LESS WETLANDS 3.42 Ac (I 48,764 5F) Ex. Wetland 163,187 Less Wetland Impacts 14,423 LE55 POND HWL 0.50 Ac (21,830 5F) TOTAL UPLAND WITHIN OPEN SPACE 3.G5 Ac i 7,696 SF WETLAND IMPACT TFiIRUUfTER / / l r -_-% OUTLOT B� -- 48,043 5F 20 FT WLAND . - L 5,999 SF WETLAND IMPACT i r� N8c480"W -!� 559.54 J OUTLOT A 281,352 5F TYP. SETBACKS EASEMENTS GARAGE 51DE- SETBACK (IYP.) D 47 - BACK YARD —o .n FROM YARD O N O ACC. STRUCTURE SETBACK HOUSE SIDE 5ETBACK (TYP.) I I . TYP. DRAINAGE UTILITY EASEMENT TIER CALCULATIONS TIER NO. AREA BASE ALLOWED MAX. DENSITY ALLOWED PROPOSED ENGINEERS, PREPARED BY DENSITY INCREASE NO. OF LOTS NO. OF LOTS TIER 1 0.39 Ac 4.0 LOTS/Ac: 50% 2.34 0 TIER 2 4.24 Ac 4.0 LOTS/Ac 100% 33.92 9 TIER 3 2.97 Ac 4.0 LOT5/Ac 200% 35.64 G TIER 4 2.30 Ac 4.0 LOT5/Ac 200% 27 -GO I 'AREAS DO NOT INCLUDE WETLANDS "PRP05ED LOTS ARE LESS THAN MAX ALLOWED IN EACH TIER I FI! A T TIER L I F� I ,1rr- i',111yi�ll ,; N88048'20"W 0o- -- �_ --- -- 659.53 97 c 19 9 10 / 8 }} 10,041 5F 1 10,212 51' 10,000 5F /\ < POND \ 7 o"/ \ \ \\ 10,017 5F \\ J — 62 — L —// 1 P,936 5F }� OUTLO� A 281,35251cn1 10 66 F \ / 6- / 121 �� f 1�/ \ go 12 / ^ \ 5 \ s s- 10,089 s �� 115F 2 ¢� \ - i ) 0,830 sF400 SF WETLAND4 IMPACT {' C4y6 lb ! g� • . \ 10,353 5F / \ CD 0' ` \ 10,096 SF / / \�5� / lL — _ — ppF \ 14 J 37' / e'o �i 2 t y 10, loo sF \ \, %// `f / 1 } \�>— / / I 10,076 SF / / , 18,303 SF 10,510 5F I I 4 41, A I 10,004 5F 1 y} } \ 7°Q5�50V`� cJ� F jo \ S0 `139` — ) L — ! WIDTt1 177 ' \7� TAPEP.ST .-A `—`--- POND ` 2,527 837'.5 ° 10'27TE 83 I 1r�' LEGAL DESCRIPTION: ALL THAT PART OF THE NORTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 24, TOWNSHIP I I G, RANGE 23, CARVER COUNTY, MINNESOTA, LYING NORTH OF MINNESOTA DEPARTMENT OF TRANSPORTATION RIGHT OF WAY PLAT NO. 10-17, ACCORDING TO THE RECORDED PIAT THEREOF, SAID CARVER COUNTY. EXCEPT THE NORTH 30.00 FEET OF THE WEST HALF OF SAID NORTHWEST QUARTER OF THE NORTHEAST QUARTER. SITE AREA: 13.23 ACRES RECORD OWNER: . 1 1_i,i1v Y (-- I I_ SUBDIVIDER: LAND SURVEYOR: ENGINEER: CHESTNUT GROUP, LLC PO BOX 89 CHASKA, MN 55318 S VENTURES 1, INC. 1450 KNOB HILL LANE EXCELSIOR, MN 55331 RUSSELL DAMLO (952-432-3000) RAY BRANDT (952-432-3000) EXISTING ZONING: K5F & R4 PROPOSED ZONING: P.J.D. PREPARED FOR: J & S VENTURES 1450 KNOB HILL LANE EXCELSIOR, MIN 55331 PROPOSED BUILDING SETBACKS FRONT 25 FEET HOUSE SIDE 10 FEET GARAGE SIDE 5 FEET REAR LOT LINE 30 FEET WETLAND BUFFER 30 FEET "CANTILEVERS / EVE5 MAY ENCROACH IN TO FRONT, 51DE AND REAR 5ETBACK5 BY UP TO 2 FEET, HOWEVER THEY MAY NOT ENCRAOCH INTO AN EASEMENT. "ACCESSORY STRUCTURE SETBACKS (PATIO, GAZEBO, DECK, ETC.) MUST BE A MINIMUM OF 15 FEET FROM A WETLAND BUFFER OR REAR LOT LINE (WHICHEVER 15 MOST RESTRICTIVE) DESIGNED CHECKED CSO DRAWN DATE CSO 4/18/13 SCALE -=50' JOB N0. 15148.00 Lu II VICINITY MAP PRELIMARY PLAT / P. U.D. PRESERVE AT RICE LAKE CHANHASSEN, MI 12 SHEET iREV. J - I HEREBY CERTIFY THAT THIS PLAN WAS A CONSULTING ENGINEERS, PREPARED BY ME OR UNDER MY DIRECT ROBEPLANNERS and LAND SURVEYORS SUPERVISION AND THAT I AM A DULY LICENSED LAND SURVEYOR UNDER THE UGIN.EERING LAWS OF THE STATE OF,.MINNESOTA COMPRNY, INC. _ _ � USS RUSSELL P. DAML _ DATES REG. NO. 79086 — 1000 EAST 146th STREET, BURNSMLLE, MINNESOTA 55337 PH (952)432-3000 =- RECORD OWNER: . 1 1_i,i1v Y (-- I I_ SUBDIVIDER: LAND SURVEYOR: ENGINEER: CHESTNUT GROUP, LLC PO BOX 89 CHASKA, MN 55318 S VENTURES 1, INC. 1450 KNOB HILL LANE EXCELSIOR, MN 55331 RUSSELL DAMLO (952-432-3000) RAY BRANDT (952-432-3000) EXISTING ZONING: K5F & R4 PROPOSED ZONING: P.J.D. PREPARED FOR: J & S VENTURES 1450 KNOB HILL LANE EXCELSIOR, MIN 55331 PROPOSED BUILDING SETBACKS FRONT 25 FEET HOUSE SIDE 10 FEET GARAGE SIDE 5 FEET REAR LOT LINE 30 FEET WETLAND BUFFER 30 FEET "CANTILEVERS / EVE5 MAY ENCROACH IN TO FRONT, 51DE AND REAR 5ETBACK5 BY UP TO 2 FEET, HOWEVER THEY MAY NOT ENCRAOCH INTO AN EASEMENT. "ACCESSORY STRUCTURE SETBACKS (PATIO, GAZEBO, DECK, ETC.) MUST BE A MINIMUM OF 15 FEET FROM A WETLAND BUFFER OR REAR LOT LINE (WHICHEVER 15 MOST RESTRICTIVE) DESIGNED CHECKED CSO DRAWN DATE CSO 4/18/13 SCALE -=50' JOB N0. 15148.00 Lu II VICINITY MAP PRELIMARY PLAT / P. U.D. PRESERVE AT RICE LAKE CHANHASSEN, MI 12 SHEET iREV. J r - 86TH STREET I WEST INV 7,696 SF WETLAND IMPACT I l ll� --------------- o + + _ o ' F�(fSTI(JG WATERMAIN, . p / 2 a 's / "Nm OUTLOT A i 6 CB -8 T=897.0 1=892.28 1=892.48 FES INV 1=887.9 / I T=902.7 5 1=887.9 WETLAND IMPACT119 1 1 4 ^ T=901.69 / \ 1=887.69 ,9 �ip,ND • • h �Vf ECZ • ' / 31'-1 "RC T=897.01/ 0 1.06% =893_g1, 1 1 Z Q OUTLOT POND OURET DESIGN S X TO BE FONAUZED 3 WONG RNAL DESIGN FES IN / 0J 1=892.00 6+ 202'-8" PVC 20 fT WETLAND ` T=900. WATE�NN '1 txfgll 1'-� cc)NNEGT TO wm �-I �1 i _ I HEREBY CERTIFY THAT THIS PLAN WAS ROSE CONSULTING ENGINEERS, PREPARED BY ME OR UNDER MY DIRECT PLANNERS and LAND SURVEYORS SUPMASION AND THAT I AM A DULY ENGINEERING LICINS PROFESSIONAL ENGINEER UNDER THE LAWS OF ST OF MINNESOTA- CaMPRNY, INC . to 1000 EAST 146th STREET, BURNSVILLE, MINNESOTA 55337 PH (95,0432-3000 DATE�� REG No.F T=902.7 1=889.0 l%h I� [ 1 1,01, 1 0=879.,4 T=883.2 1=879.4± (FIELD VERIFY) h FA 20 STMH-1 T=900.00 1=894.84 (SW) BLOC 1=894.74 (SE) ,9 10 7 DEVELOPER TO WORK OUT EASEMENT AGREEMENT WITH ADJACENT PROPERTY OWNER FOR SANITARY SEWER CONNECTION. T=889.0 1=881.0 94.?/ 34 / I FES INV 1=894.00 T=904.2 ¢ i OUTLOT A 1=886.7 CB -2 ^?� FES T 895.30 (SW) 1 20'-15" RCP 0�0% IINV. 893.9 T=903.5 8g: 1=895.20 (NE) FES 1=887.2 pp,,,,3' WW��{�� a°DP 1 -� INV. 891.75 20'-1 RCP ®0.50 CITY p�T QUAIL 3109 PVG T=89&0 INV- 8.75 (t5 RCP 4T_g• 1=884.9 INV: 8 4.00 (12" RCPX ON �O GR T=904.7 \ \ 1 x „es T=903.31 1=886.1 s \ \ \ OT=902.50 1=895.87 (NE) \ �' \ .�a 1=896.37 (SW) yg 1=896.17 (NE) Vm 1=896.77 (SE) 2 2O,\ T=902.47 AL 400 SF \AFF 1 1=896.65 (SW) P CB -4A WETLAND 1=896.55 (NE) ®O t= 9011.7000 IMPACT 'fig LOCK 2 \ l CB -6 T=901.69 1=897.36 (NW) \eG.c'`i\ \ � T � : y' - - - -- 1=896.97 (NE) 4 \ \ PREPARED FOR: J & S VENTURES 1450 KNOB HILL LANE EXCELSIOR, MN 55331 DESIGNED CHECKED DRAWN DATE PRM 4-18-13 SCALE 1 "=50' JOB NO. 15148.00 CHANHASSEN, PRESERVE" AT RICE CREEK PRELIMINARY UTILITY PLAN PROPOSED BUILDING SETBACKS ,LEGEND 35 / I 36•` f FRONT 25 FEET = �pF \ -o DENOTES EXISTING CHAIN LINK PENCE -��o �2� I2 r r HOUSE SIDE 10 FEET -a-DENOTES EXISTING SOUND WALL N+ /A5nD�L14" GARAGE SIDE 5 FEET 10:1 SLOPE ro o REAR LOT LINE 30 FEET DENOTES EXISTING TREE LINE 1 � I i WETLAND BUFFER 30 FEET .7 ® 5AN MH 0 5AN H 10' lQp - - - • - - -DENOTES EXISTING EDGE Of WET LAND - J 'CANTILEVERS! EVES MAY ENCROACH IN TO }�oAr6" o m FRONT, SIDE AND REAR SETBACKS BY UP TO FEET, BOTTOM 9 -Hr, DENOTES EXISTING HYDRANT #`QAK2 ^ 0 I '0 }oAr2a �5 12" , J HOWEVER THEY MAY NOT ENCRAOCH INTO AN EASEMENT. AGV DENOTES EXISTING GATE VALUE DENOTES DENOTES -$ I / / ! "ACCESSORY STRUCTURE SETBACKS (PATIO, GAZEBO, DECK, ETC.) oAK�6 } w�H 1 I +ASH 1 $ oAK2a^ ® DENOTES EXISTING SANITARY MANHOLE EI=879.4 ® SAN MH MUST BE A MINIMUM OF 15 FEET FROM A WETLAND BUFFER OR REAR POND DETAIL / # oA& LOT LINE (WHICHEVER IS MOST RESTRICTIVE) OcB DENOTES EXISTING STORM SEWER CATCH BASIN x nlz }�H112' 2 }As�ua� LOWEST ALLOWABLE FLOOR ELEVATION: ®DENOTES WETLAND IMPACT AERA 1 3 FEET ABOVE HIGH WATER LEVEL ADJACENT TO PONDS OR 3 } AK34" + n 16° } OVAKI s \ '� +\ b^ $ Asnlo° # O�� TOP -892.4 \$ OAK3Q # \ \�} E-889.0 DENOTES WETLAND BUFFER �885P0 o,nKza" 1 FOOT ABOVE GROUNDWATER _ $ t24°*oAr�6 C5 6 1` LOWEST ALLOWABLE OPENING: ' ST -I DENOTES APPROXIMATE LOCATION QP 501L BORINGS }oA Ei-8818 }oAr,3o" oAxz 1 FOOT ABOVE RELEVANT E.O. F. CBTOP-892 E1-888PER GEOTECHNICAL EVALU�JION REPORT PREPAPED 1 /� EI -Bars 1 BY BRAUN ON 1-4-12. \ / }H2g. HWD14' � / CB ) 1 f1 � ASnOUAD12/8" I 1 �/ Pn ASH E 2A SH �14'"TI ULA LANE TRPF } ROCK CONSTfU6T041 ENT E -41120e V#PLRIO° C13 i� 11 I I _ - p ASHDBL24/14 II _ _ �.r niz 3 � 0% Asn+LI+Ps ` 7 I 1-7 \` A5HTRP 18" WETLAND \\ \ WET 19 / 1$ A5HDLv 1 4/9° - 4° 1011 #z3i } }Asn 12^ 7 z � g`O `\\ \ N # \ \ �. 17#216 I 89A LLLL _ b' 7.0 �y LLL r 1.9 iL� ' 1 8 / \ \ O` 1 zs v°�,0 / / OUTLOT A L L moi= ��.0 93Q. 893. `! , 0�/-, U'_l--1--1-. t --L - I� 3' J m10 617 o 8 4 1 q' FBWO 1 892 C7 o LN O 1 1 FBwO 89 \ \ f ' WIT ND _� � 5`I IS � I - 1 L-._I_L...L� � �� 906.0 907. � �,9 9 -�97�, ~ / 1 { �q)� / }214 } ,�0 1 ( ( 0 9 . s is r / } 209 BTIM-894. } I / LL LLL g3' 9 9 6' .,-'' ti � 'C`# Li! 898 } +212 L LLLL LLL /'\ _ --' f 907.0 ,(. 7 ' i3TM-886.0 1 213 _ _L `�O .5 904.7 9 }211 LLLL V 904 INV 93.9 }z10 LIQ LLL L / tj• o a s O \ ^ WETLAND L LLL LLL / aj 0 9oA B 7.6 1 J B 96, ry 13 1 I /� }lob LL LLL L / / O \ 1 9c3 + �P/ _z 0 TOP OF WE ELEV. 12 _ - } 94 10 12 p (3 TOP OF ICE ELEV. = 888.0 / L L L I L Cbl) ryT• \ / 04 li 3rpp13+ 1 906.9 I i „ 13 1 / } 207 , L L L L \ „� -88 sr -5 ag sr -s 904.9 \ eo 2 -13 205 L LLL L \ R) LLL N / /.LLLL LLL ply`%04.5 �0�a / 1 }193... �%A \ }185 0v L O q�° 904.y X905.2 (\ 192 FESl / 1-987.v#z1s34 / LLLLL� �/ \� ^9�'s`L�' o°` O 1 ✓ , ib6 LL 905. i LLL L b 6., LL �I 1 Tag 0 -LL LI_ \ Q / 5 e 9060 00 LL LL \ � 9oz. - O/tl` �� 00 F\R \ 100Y2 W 90 L = 896.5 1 OUTLPT A ES�O "� / 4 0 \ O1� / WQry•\7< WETLAND r� /V \ 1-888.4 CO �S o o?n 90 qqhr) 0902 /, � (p� 90 I:b, /\ L �4 \ \ \ ___L_- ¢191 045 p / sr- ® 0 S9 7 9nD. \ _ ©�' _ \�\ \ � .$ 895. 94. �O V os g' FBWO T I WETLAND 902 \\ o _ r TLA ® a7 -, � .. O 'ti' b '0 1 �- # 2 ) t �5� 3.1 9%�ti� / q QcQ�6 qq II a DROP 1C 1 ; p O 1 +198 s _ O FBWO g' FBWO rnC r - x,9100'_, 152# ° )8 8.s 903.0 9U11 4.7 -1 904.1 }o`er 1 1 - \ //--_'9in - r � > +153 R ` ° 98 \`�^.QST-2 f \\ \\\ \\ O TLOlf IJ \ ` \\ l� 903.4 • 03.2\ \ O rl$ BY C♦i. ° {-W ` t 90 .7 .� sa o °" I I PLA /s \ \\ � `- �5` `_ r � (1✓g i \ � 910 �•. \ 902 7+ 1{P.gr 675 Ml .�00.7� -2.00 �� I// jj/ // /%/ !/ii /i/ ,/ 0 9027 _ j/ /�/ii/ i // / /// /// /•//////// 9 j 4 904 90 08-\\ !'p9ON 902- // 904 �i }160 914- jy j� ��, J ! ` 0a, 0' Sa Gv ' �/ ' / �� `9 9' A�.�- _' r . J J ter -90a DENOTES GROUND ELEVATION - tA_ Gv 1 �I� �' 906 u,6 TNII 1"- ` f �1.-� -r r"QN-L"�' _ _ i�t� f �- f DENOTES LOWEST ALLOWABLE - - �_ FLOOR ELEVATION - J T G�/D`_fll'-' DENOTES LOT NUMBER - - DENOTES HOUSE TYPE - - DENOTES GARAGE r` I 1 HEREBY CERTIFY THAT THIS PLAN WAS ��C /� CONSULTING ENGINEERS,. _ PREPARED BY ME OR UNDER MY DIRECT PLANNERS and LAND SURVEYORS SUPERASION AND THAT I as A DULY N G IN E E R I N G LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS E A OF OF MI MINNESOTA COMPRNY, INC* - -- ��qq �� jj�� 1000 EAST 146th STREET, BURNSVILLE, MINNESOTA 55337 PH (952)432-3000 DAIS REO. NO.�iI,I 5 - FLOOR ELEVATION PREPARED FOR:DESIGNED CHECKED - - - -SHEET REV.. -- J & S VENTURES DRAIIN DA';B_,3 PRESERVE AT RICE CREEK 1450 KNOB HILL LANE SCAIE1"=50' = PRELIMINARY GRADING PLAN = 4 EXCELSIOR, MN 55331 - OF = JOB N0. - _ �J 1514e.00 _ CHANHASSEN, MINNESOTA / J -14' TO BACK TO STATION 6-401 PL 25 M 25 PL aB• -135' ta Bari '155' to Buar Wvor Cmne to be 1/7 �A Alba- Edge 1.OR y3� 5_' M e, Td,, 5e"] 1 I/2--MNDOT 2Y Lde ES:AU08 h Mulcb w 5atl. D,mna. Teel. Coal - 2357 Su.n�aAembb 2•-MNDDT 3nW LVNM35BW1 Comate (]Yb 12' -Ciao 5 Alh e9ote Bore. 1BBR Cruel+ea 24- Moor 3149 M Select (:rmWor 9m.w (5!e Nole ]) BBgS t. MMinm flgt-1-e Re4 eal - 2. MOMnw1n strm[ 6V. 9roee 7.OR 3. 4.D, Ta streeE ryade O]SR 4. 4:0' l... placed In disiubetl areas. S 2 e " sod OMlna curb. 6. The Dilumnous veaf rr wrtoce Noll be nhtz :M1e neer ccnelrvctbn 9easm }at at H d plow enl e( the biWmmWe hose. ]. A the rdl of IIIc pa city wO9rade b c y as th. a by the is rd ner in ih ry adbT M a tha iiah hate. lea they has lar ouMMily le ..pule. adontia,l hall be ed Menn b.th ld the erne rdl. d womtae anal ee goC<d may both sides of raobov see place 6232 Im aeloa:. (M TYPICAL E4li RESIDENTIAL MIMI STREET SECTION ENGINaaBNG DEPARnALTrr PLS 1 5200 wR1A&E Is NYDRANi 1� VALVE BOX 6- 6' V -6 (SFE PLAN6 i 114• Pm R. SfPE TO R. -AY WRB 4" CLA9s 5 BASE Y Y 25' Mn. CRIUETE 4£ Mors 1 & ' NOTES: 1. ThIMM a' TfNIX CONCRETE s®EYALK. 2 USE B• THICK FOR CpIYtTICAI. DWWLWAT Cre0s3 . 3. "T SPAUNG AT 5 VITERVNS. EdaMSIYi "T SPACING AT 100' INTERVALS AND 'MIEN AWITNG EYSTNC CONtlSTE oft STTo TORE. 9alr CONCRETE SIDEWALK uYxEa '-,o ENGINEFFBNG DMARRMENT TK.aE o: 5214 Nw�a _ vaRIAN.E I Z I� I MINIMUM 11' 12' VM 5 to, T/TPFR PT. SLOPE I i 1/21arl ROADWAY --- Wae Till TYPICAL- 3'MWOT 2150 Lv%E4bO1DB G CLASS 5 BASE 11008 CRUeim) WWAOTED SMISRADE PFA SOIL ENINNEEIS NOTES: '. SHOULDERS To HE BACKRIXED AND RESTORED WITH 3• Q Toa of Mo RE-WoETATEo I1TH SCO OR 51£31 / ,WLCH. 2. THE CONVACT01i OR DEVELOPER SHALL SUPPLY A 2 YENS 100R MAINTENANCE BOND UPON 01Y ACCEPTANCE 3. THIS DETAIL / $PEOnCAT0N5 ARE M,MMUMN REXIMEMFNTS. ADOITItlJAL DESIGN MAY W. REWIRED DEPENDING ON EXISIMG SINS-orl E Solt. CoAffmONS. C BITUMINOUS TaAILS MAY NOT BE CONSTAEICTE.D ON UNSUITABLE SOILS. W WAsiE MATERIAL. BIApt DIRT, OR ORGANIC SOLS AllOVEO BITUMINOUS TRAIL 04QI ERING DEPARTMENT nAlE rid 5216 ens twits e SEDIMENT & EROSION CONTROL NOTES / SWPPP 1: AR exposed soil areas, including temporary stockpiles, must be stabilized as soon as possible but in no case later than 14 days after construction activity in that portion of the site has temporarily or permanently ceased. Stabilize with temporary seed and straw mulch applied at 2 tons per acres. 2. Silt fence shall be installed and at the locations shown an the plan. 3. A rock construction entrance shall be installed and maintained at the location shown on the plan. 4. When the site has been completely constructed, the site must undergo final stabilization. Final stabilization is achieved when temporary erosion protection and down gradient perimeter control has been completed and a homeowner Fact Sheet is distributed to the homeowner. S. Upon final stabilization, the permitee shall submit a Notice of Termination to the MPCA within 30 days after final stabilization is complete. 6. Contractor or PetbAtee shall provide and maintain inlet protection on all storm drain inlets that will receive sedimentd laden flow as a result of construction. Inlet protection and maintenance shall remain in place until all sources with potential for discharge into the inlet have been stabilized. Inlet protection may be removed from a particular inlet if a specific safety concern (such as flooding) has been identified. The permitee must receive written correspondence from the City of Chanhassen verifying the need for removal. Permitee shall conduct a visual inspection to determine which inlets need protection. 7. Permitsbe shall conduct site inspections weekly or within 24 hours after a rainfall event greater than 0.5 inches in 24 hours. Following an inspection which occurrs within 24 hours of said 0.5 inch rainfall event, the next inspection must be conducted within 7 days after that. All inspections and maintenance conducted during construction shall be recorded in writting and kept on site. 8. A copy of this SWPPP and the inspection log shall be kept on site at all times. 9. If down gradient sediment practices are overloaded, additional up gradient erosion control practices will be installed to reduce loading. PROPOSED BUILDING 5ET5ACK5 `KONT 25 FEET HOU5E SIDE 10 FEET GARAGE 51DE 5 FEET REAR LOT LINE 30 FEET WETLAND BUFFER 30 FEET 'CANTILEVERS / EVES MAY ENCROACH IN TO I- RONT, 5iDE AND REAR 5ETBACKS BY UP TO 2 FEET, HOWEVER THEY MAY NOT ENCRAOCH INTO AN EASEMENT. "ACCE550KY 5TRUCTURE SETBACKS (PATIO, GAZEBO, DECK, ETC.) MUST BE A MINIMUM OF 15 FEET FROM A WETLAND BUFFER OR REAR LOT LINE (WHICHEVER IS MOST RE5TRICTIVE) B- B- tont. I.. _w1be Ff WY. I➢1GM SRR y= 9 R. MilelEx6in SRp XSr AT a A. It..T a R. YIY P/bxG PLAN WAS SAVE !�SML'°Yo° m„ A, M% Tm Tri a- me OYPAEY}I zaB L°e"Tpad e• wlx 137 4 IY i aw nae rvw ,w TLOA' 1' L REMOVE PLANNERS and LAND SURVEYORS -_. SUPERVISION B' ,a•. "oT wa Cmaele Curb rna Culler L- 6" 1/2'r T B4umboua MOMrwi 3•r t/2^, eP -S YFeelYs,4m ob slope `\ 3- er - U.DGT M12 NOTES Gonnete Euro and Cotta SILT TTNCE dezilu : s cut(= SILT FENCE AAW DUTYGX� 19 COTe Coeorwood 5 WL IEIEd SiLFL Ami ,EOR)'.11E I/96 6 10 BOX Ta -R - . YAM. }4ACWL % R 16- -hos Brearnms Metala Boxelder sTA0.r5 107 6 A7CL NR]IWTf llNWL BaQIILL 5/2 ^ _•10 RAVE TNpB) All 9Jc 139 concrete. and Ana enlLa C / RSIIr oQ Cottonwood 4'4 15�r uE ad..... 2 Z ad dN roemW. s -E MDEF/WM`F N� 6• Shoe Formed ^ w IN. MO lTNG41 W,WA BRDY m WIN 13 OAKS SILT FENCE. PREASSF3EBlID SAVE TYPICAL CURB 2� � wK mxc'x -rtt TNAx a 'm RET 2 AND GUTTER FRF REMOVE ENGINEERING DEPAmMENT 5 6d toL-O-,C% .1 MULan 12 BOX I. s"EY¢I gTMY S LET SAVE 103 ._a was xo Z ATON OF SILT FIILE 20 OAKB Bur Oak f to I?Axe Arw sewn snr, EM, FOR SEdMENT CIAMl offsite 141 1 Y um CadrWl4q Arm. 1 Am 10 BOX Boxelder E_ Cottonwood 177 ABLE ��l LC 12 ASHG Green Ash SIL' iL\R NFN"OE Ci 104 6 3(iT WTSaE 'F Black Cherry SAVE '.9tISRIIEIigI IlNS 142 143 3 4 Jl OF Sp.r Tal NCE Willow Willow REMOVE REMOVE M4 1162 PEREMITEYt CONTROL 178 5 14 BLCH Black Cherry SAVE 105 6 SILT Bur Oak SAVE mom FENCE 7 34 COTT Cottonwood REMOVE ENUNEEPANG DEPARTMENT wAre i0.: 5300 5 FeE NNca DYDic4�Ecs16Tm Green Ash SAVE 106 2 SEDIMENT & EROSION CONTROL NOTES / SWPPP 1: AR exposed soil areas, including temporary stockpiles, must be stabilized as soon as possible but in no case later than 14 days after construction activity in that portion of the site has temporarily or permanently ceased. Stabilize with temporary seed and straw mulch applied at 2 tons per acres. 2. Silt fence shall be installed and at the locations shown an the plan. 3. A rock construction entrance shall be installed and maintained at the location shown on the plan. 4. When the site has been completely constructed, the site must undergo final stabilization. Final stabilization is achieved when temporary erosion protection and down gradient perimeter control has been completed and a homeowner Fact Sheet is distributed to the homeowner. S. Upon final stabilization, the permitee shall submit a Notice of Termination to the MPCA within 30 days after final stabilization is complete. 6. Contractor or PetbAtee shall provide and maintain inlet protection on all storm drain inlets that will receive sedimentd laden flow as a result of construction. Inlet protection and maintenance shall remain in place until all sources with potential for discharge into the inlet have been stabilized. Inlet protection may be removed from a particular inlet if a specific safety concern (such as flooding) has been identified. The permitee must receive written correspondence from the City of Chanhassen verifying the need for removal. Permitee shall conduct a visual inspection to determine which inlets need protection. 7. Permitsbe shall conduct site inspections weekly or within 24 hours after a rainfall event greater than 0.5 inches in 24 hours. Following an inspection which occurrs within 24 hours of said 0.5 inch rainfall event, the next inspection must be conducted within 7 days after that. All inspections and maintenance conducted during construction shall be recorded in writting and kept on site. 8. A copy of this SWPPP and the inspection log shall be kept on site at all times. 9. If down gradient sediment practices are overloaded, additional up gradient erosion control practices will be installed to reduce loading. PROPOSED BUILDING 5ET5ACK5 `KONT 25 FEET HOU5E SIDE 10 FEET GARAGE 51DE 5 FEET REAR LOT LINE 30 FEET WETLAND BUFFER 30 FEET 'CANTILEVERS / EVES MAY ENCROACH IN TO I- RONT, 5iDE AND REAR 5ETBACKS BY UP TO 2 FEET, HOWEVER THEY MAY NOT ENCRAOCH INTO AN EASEMENT. "ACCE550KY 5TRUCTURE SETBACKS (PATIO, GAZEBO, DECK, ETC.) MUST BE A MINIMUM OF 15 FEET FROM A WETLAND BUFFER OR REAR LOT LINE (WHICHEVER IS MOST RE5TRICTIVE) B- B- tont. I.. _w1be n. PLAN WAS SAVE 5/x.r TeP &tumNwe Muleri.i 137 4 14 WILL 1' L REMOVE PLANNERS and LAND SURVEYORS -_. SUPERVISION B' ,a•. "oT wa Cmaele Curb rna Culler AM A DULY 6" 1/2'r T B4umboua MOMrwi 3•r t/2^, eP _ slope `\ 3- er - U.DGT M12 NOTES Gonnete Euro and Cotta 6 19 COTe Coeorwood (hay Wale UriuewY+. PaMMq tom,- m Med,ona 10 BOX Ta -R - WR 16- -hos Brearnms Metala Boxelder 6B'R 107 6 - 5/2 ^ _•10 RAVE ,/Y.. v 1/2• 5urmeu 139 concrete. and Ana enlLa C 14 COTT Cottonwood 4'4 15�r uE ad..... 2 SirtOCO'Bmm"oua aro N� 6• Shoe Formed 102 WIN 13 OAKS ►,�,[ SAVE TYPICAL CURB ilr 2 AND GUTTER willow REMOVE ENGINEERING DEPAmMENT NIVE %Y, 5203 MULan 12 BOX SEDIMENT & EROSION CONTROL NOTES / SWPPP 1: AR exposed soil areas, including temporary stockpiles, must be stabilized as soon as possible but in no case later than 14 days after construction activity in that portion of the site has temporarily or permanently ceased. Stabilize with temporary seed and straw mulch applied at 2 tons per acres. 2. Silt fence shall be installed and at the locations shown an the plan. 3. A rock construction entrance shall be installed and maintained at the location shown on the plan. 4. When the site has been completely constructed, the site must undergo final stabilization. Final stabilization is achieved when temporary erosion protection and down gradient perimeter control has been completed and a homeowner Fact Sheet is distributed to the homeowner. S. Upon final stabilization, the permitee shall submit a Notice of Termination to the MPCA within 30 days after final stabilization is complete. 6. Contractor or PetbAtee shall provide and maintain inlet protection on all storm drain inlets that will receive sedimentd laden flow as a result of construction. Inlet protection and maintenance shall remain in place until all sources with potential for discharge into the inlet have been stabilized. Inlet protection may be removed from a particular inlet if a specific safety concern (such as flooding) has been identified. The permitee must receive written correspondence from the City of Chanhassen verifying the need for removal. Permitee shall conduct a visual inspection to determine which inlets need protection. 7. Permitsbe shall conduct site inspections weekly or within 24 hours after a rainfall event greater than 0.5 inches in 24 hours. Following an inspection which occurrs within 24 hours of said 0.5 inch rainfall event, the next inspection must be conducted within 7 days after that. All inspections and maintenance conducted during construction shall be recorded in writting and kept on site. 8. A copy of this SWPPP and the inspection log shall be kept on site at all times. 9. If down gradient sediment practices are overloaded, additional up gradient erosion control practices will be installed to reduce loading. PROPOSED BUILDING 5ET5ACK5 `KONT 25 FEET HOU5E SIDE 10 FEET GARAGE 51DE 5 FEET REAR LOT LINE 30 FEET WETLAND BUFFER 30 FEET 'CANTILEVERS / EVES MAY ENCROACH IN TO I- RONT, 5iDE AND REAR 5ETBACKS BY UP TO 2 FEET, HOWEVER THEY MAY NOT ENCRAOCH INTO AN EASEMENT. "ACCE550KY 5TRUCTURE SETBACKS (PATIO, GAZEBO, DECK, ETC.) MUST BE A MINIMUM OF 15 FEET FROM A WETLAND BUFFER OR REAR LOT LINE (WHICHEVER IS MOST RE5TRICTIVE) 1000 EAST 146th STREET, BURNSVILLE, MINNESOTA 55337 PH (952)432-3000 damaged damaged - offsite offsite damaged - offsite PREPARED FOR: 211 -_- I HEREBY CERTIFY THAT THIS PLAN WAS SAVE CONSULTING ENGINEERS, '-_ 137 4 14 WILL Willow REMOVE PLANNERS and LAND SURVEYORS -_. SUPERVISION AND THAT I AM A DULY 214 3 TAG GOND DBH SPECIES COMMON NAME SAVE / REMOVE NOTES 138 6 19 COTe Coeorwood REMOVE 10 BOX 174 3 15 BOX Boxelder SAVE 107 6 10 ELMS Siberian Elm RAVE Boxelder 139 4 14 COTT Cottonwood REMOVE SAVE 175 2 11 BOX Boxelder SAVE 102 6 13 OAKS Bur Oak SAVE near property line 140 2 19 WILL willow REMOVE damaged 3 -seem 176 4 12 BOX Boxelder SAVE 103 6 20 OAKB Bur Oak SAVE offsite 141 2 10 BOX Boxelder REMOVE Cottonwood 177 5 12 ASHG Green Ash SAVE 104 6 16 SUCH Black Cherry SAVE SAVE 142 143 3 4 20 WILL 20 WILL Willow Willow REMOVE REMOVE 230 178 5 14 BLCH Black Cherry SAVE 105 6 16 OAK$ Bur Oak SAVE 144 7 34 COTT Cottonwood REMOVE 179 5 17 ASHG Green Ash SAVE 106 2 23 CAKE Bur Oak SAVE badly damaged 145 5 14 BOX Boxelder REMOVE 180 6 11 BLCH Black Cherry SAVE t07 3 13 BOX Boxelder SAVE near property line 146 6 11 BOX Boxelder REMOVE 181 5 11 ASHG Green Ash SAVE 108 3 15 BLCH Black Cherry SAVE near property line 147 4 12 COTT Cottonwood REMOVE 182 5 13 ELMS Siberian Elm SAVE 109 5 16 ELMS Siberian Elm SAVE offsite 145 2 11 BOX Boxelder REMOVE 183 6 10 ASHG Green Ash SAVE 110 4 10 ELMS Siberian Elm SAVE offsite 149 3 19 ELMS Siberian Elm SAVE 184 6 11 ASHG Green Ash SAVE 111 5 12 ELMS Siberian Elm SAVE 150 5 12 BOX Boxelder SAVE 185 5 16 ASHG Green Ash SAVE 112 4 11 ELMS Siberian Elm SAVE 151 4 . 21 WILL Will ow SAVE 186 4 13 ASHG Green Ash SAVE 113 6 15 OAKS Bur Oak SAVE 152 4 28 WILL Willow SAVE 187 5 11 ASHG Green Ash SAVE 114 6 18 COTT Cottonwood REMOVE 153 4 20 WILL Wilow SAVE SAVE 188 4 11 ASHG Green Ash SAVE 115 5 10 ELMS Siberian Bn SAVE 154 155 5 6 11 WILL 15 COTT willow Cotanwood SAVE 189 8 13 ASHG Green Ash SAVE 116 5 15 COTT Cottonwood REMOVE 156 6 15 ASHG Green Ash REMOVE 190 1 10 BOX Boxelder SAVE 117 7 22 COTT Cottonwood REMOVE 157 4 16 ASHG Green Ash REMOVE 191 3 19 BOX Boxelder SAVE 118 5 12 ASP Aspen REMOVE 156 7 It ERCD Eastem Red Cedar REMOVE 192 6 12 ASHG Green Ash SAVE 11e 6 11 ASP Aspen REMOVE 159 7 11 BOX Boxelder SAVE offsite 193 4 15 ASHG Green Ash SAVE 120 7 20 COTT Cottonwood REMOVE 160 5 18 BLCH Black Chaffy SAVE offsite 194 4 25 BOX Boxelder REMOVE 121 6 12 ASHG Green Ash REMOVE 161 5 11 BOX Bobalder SAVE 195 3 14 ASHG Green Ash REMOVE 722 6 10 ASHG Green Ash Gree REMOVE 162 4 12 BOX Boxelder SAVE 196 5 18 ASHG Green Ash REMOVE 123 6 20 COTT Cottonwood SAVE 163 4 10 BLCH Black Cherry REMOVE 197 2 22 BOX Boxelder REIAOVE 124 3 16 ELMS Siberian Elm SAVE 164 165 4 5 12 BOX 22 ADPL Boxelder Apple REMOVE REMOVE 198 4 16 BOX Boxelder SAVE 125 6 17 COTT Cottonwood SAVE 166 2 40 BOX Boxelder REMOVE damaged 199 2 16 BOX Boxelder SAVE 126 3 19 ELMS Siberian Elm SAVE 167 3 13 BOX Boxelder REMOVE 200 3 30 BOX Boxelder SAVE 127 4 10 ELMS Siberian Elm SAVE 168 4 12 BOX Boarder ITEMOVE 2111 3 26 BOX Boxelder SAVE 128 4 10 BOX Boxelder SAVE 169 6 11 BLCH Black Cherry REMOVE 202 5 10 BOX Boxelder SAVE 129 5 10 BOX Boxelder SAVE 170 2 15 BOX Boxelder REMOVE damaged 203 5 10 BOX Boxeider SAVE 130 3 15 ELMS Siberian Eim REMOVE 171 4 13 BOX Boxelder REMOVE 204 5 27 ELMS Siberian Elm SAVE 131 5 20 COTT Cottonwood REMOVE 172 5 11 ELMS Siberian Elm SAVE 205 5 23 WILL Willow SAVE 132 5 22 COTT Cottonwood REMOVE 173 3 16 BOX Boxelder SAVE 206 4 14 BOX Boxelder SAVE 133 6 19 COTT Cottonwood REMOVE 207 3 37 WILL Willow SAVE 134 4 10 BOX Boxelder REMOVE 206 5 10 BOX Boxelder SAVE 135 3 15 ELMS Siberian Elm REMOVE 209 5 11 BOX Boxelder SAVE 138 5 20 COTT Cottonwood REMOVE 210 4 17 BOX Boxelder SAVE 1000 EAST 146th STREET, BURNSVILLE, MINNESOTA 55337 PH (952)432-3000 damaged damaged - offsite offsite damaged - offsite PREPARED FOR: 211 -_- I HEREBY CERTIFY THAT THIS PLAN WAS SAVE CONSULTING ENGINEERS, '-_ PREPARED BY -- ME OR UNDER MY DIRECT SAVE C RC�l,/� PLANNERS and LAND SURVEYORS -_. SUPERVISION AND THAT I AM A DULY 214 3 LICENSED LAND EN UNDER THEPlENGINEERInG 215 3 LAWS OF THE STATE OF MINNESOTA COMPRNY, INC • =�j�y�`�u 10 BOX Boxelder SAVE 217 6 21 ELMA Siberian Elm DA ) )3 �.1,.T REG. NO. 1000 EAST 146th STREET, BURNSVILLE, MINNESOTA 55337 PH (952)432-3000 damaged damaged - offsite offsite damaged - offsite PREPARED FOR: 211 4 21 WILL Willow SAVE 212 4 35 WILL Willow SAVE 213 5 21 WILL willow SAVE 214 3 42 WILL Witlow SAVE 215 3 13 ASHG Green Ash SAVE 216 5 10 BOX Boxelder SAVE 217 6 21 ELMA Siberian Elm SAVE 218 5 10 BOX Boxelder SAVE 219 4 30 WILL Willow SAVE 220 5 16 WILL Willow SAVE 221 5 10 WILL Willow SAVE 222 5 10 BOX Boxelder SAVE 223 6 21 COTT Cottonwood SAVE 224 5 10 BOX Boxelder SAVE 225 5 39 COTT Cottonwood SAVE 226 5 16 COTT Cottonwood SAVE 227 5 34 COTT Cottonwood SAVE 228 5 37 COTT Cottonwood SAVE 229 6 10 MARD Red Maple SAVE 230 6 23 COTT Cottonwood SAVE 231 6 10 ELMS Siberian Elm SAVE IJ & S VENTURES 1450 KNOB HILL LANE EXCELSIOR, MN 55331 DESIGNED CHECKED CSO DRAWN DATE CSO 3/11/13 SCALE 1"=5D - JOB NO. 15148.00 Preliminary Construction Schedule (Estimated) Silt Fence installation & inspection - June 2013 Site Grading -June 2013 to July 2013 Site Utilities & Street Construction - July 2013 to September 2013 Home Construction - October 2013 to unknown Seeding & mulching to occurr atter Site Grading and on disturbed areas atter Utilities & Street Construction. NOTES: 1. GREEN AREAS DISTURBED DURING CONSTRUCTION do PONDING AREAS ABGVE NWL TO RECEIVE TOPSOIL, SEED, AND MULCH WiTHIN 2 WEEKS OF GRADING COMPLETION 2. UPON COMPLETION Of SITE GRADING, TOPSOIL SHALL BE SPREAD ON ALL DISTURBED AREAS OF SiTE EXCLUDING ROADWAYS ACCORDING TO THE MPCA'S PROTECTING WATER QUALITY IN URBAN AREAS, BEST MANAGEMENT PRACTICES FOR MINNESOTA 3. ANY AREA WHICH HAS BEEN DISTURBED BUT WILL BE LEFT IDLE FOR MORE THAN 21 CALENDAR DAYS SHOULD BE STABILIZED 4. Silt Fence shall be placed as shown on this plan and at other locations as directed by the engineer and shall be in place and inspected by the City of Chanhassen prior to any construction / excavation. Silt Fence shall be maintained until viable turf or ground cover has been established. Payment for Silt Fence shall be on a per linear foot basis and shall include the installation, removal and offsite disposal thereof at the direction of the Engineer. Additional erosion control such as temporary ponding, dikes, etc. may be required during construction by the City of Chanhassen, and the Contractor shall install or construct these measures incidental to the grading. 5. Soil stockpiles shall be stabilized and protected with sediment trapping measures to prevent soil loss. These measures shall be incidental to the grading. 6. All construction shall conform to local and state rules. 7. The Contractor is to contact Gopher State One Call at 651-454-0002 prior to any excavation. B. Refer to the final plot for current horizontal site dimensions, layout and lot and block numbers.. 9. The site must be kept in a well -drained condition at all times. The Contractor shall be responsible for temporary ditches, piping or other means equired to insure proper drainage during construction. Low points in roadways must be provided with positive outflow. All runoff shall be treated before being discharged to waters of the state or off- site and any areas of channelized flow shall incorporate adquate velocity controls & energy dissipation devices. 10. All streets disturbed during working hours must be cleaned at the end of each working day. A rock construction entrance to the site must be provided and maintained by the contractor. 11. All graded areas, temporary and final to be seeded with Low Grow Fescue Mix. Seeding, mulching and fertilizing shall occur within 48 hours of temporary and final grading. Contractor shall maintain seeding and mulching until satisfactory turf establishment. 12" Wire backed silt fence is required at wetland margins. 13. Contractor must re -vegetate the site within 48 hours of rough and final grading. 14. All 3:1 slopes must be seeded and stabilized with fiberblanket or if sodding, offsite the sod must be staked. 15. The Contractor must stabilize all exposed soil areas within 200 feet of a water of the state or any storm water conveyance system which is connected to a water of the state must be stabilized within 1 day (stepper than 3:1 slopes),14 days (10:1 to 3:1 slopes), or 21 days (flatter than 10:1). 16. Sufficient Topsoil Shall be Stockpiled to Allow for the Replacement of a Minimum of 4" Topsoil for Disturbed Areas to be Re -vegetated. 17. All disturbed soils in areas to designated wetland buffer shall be seeded with a native seed mix. (To be determined with final plans) NOTES: GRADING, DRAINAGE. AND EROSION CONTROL PLAN 1. NO EATHWORK ACTIVITIES MAY COMMENCE UNTiL EROSION CONTROLS ARE INSPECTED AND APPROVED BY THE CITY. CONTRACTOR MUST CONTACT THE CITY OF CHANHASSEN ONCE EROSION CONTROLS ARE INSTALLED PER THE APPROVED PLAN. PRELIMARY DETAIL SHEET/ SWPPP PRESERVE AT RICE LAKE CHANHASSEN, MINNESOTA SHEET REV. 5 OF 7 7 _J 86TH 7,696 SF WETLAND IMPACT r-_ 1401 I HEREBY CERTIFY THAT THIS PLAN WAS A ROBEPLANNERS CONSULTING ENGINEERS, and LAND - PREPARED BY SURVEYORS _ SUPERVISION ME OR UNDER MY DIRECT AND THAT I AM A DULY ` . � q N COMPRNY, INC. - LICENSED LAWS - LAND SURVEYOR UNDER THE OF, THE STATE OF MINNESOTA ILinihnp� RUSSOI P. DAMLO _ L DATE - t i - 13 REG, NO. 19086 _ 1000 EAST 146th STREET, BURNSVILLE, MINNESOTA 55337 PH (952)432-3000 -, OUTLOT B� --_% i 48,043 5F 7,696 SF WETLAND IMPACT 2q:4 I SURM MMII \_ -_J I0! to VICINITY MAP F 1 9 10 OUTLOT A o0o sF n110,041 5F 10,212 5F 261,352 51' A k 41 10,017 SF 121936 51' I � I i f POND OUTLO A 281,352 5 I O,GG2 5F ol 12z 5 10,089 5F : 10,011 51' Ab 5,999 SF , ' �� \ 2 WETLAND �� _� 10,830 5F \\ \ ] I IMPACT *i ti a r / %j� ?o \\ l 1 1 J Q L7 f✓' , 400 8F 4�AAE1 IN 10,353 5F 3 A Lti \ \ I_ o' 10,09G sF D F- - � � \ � �� ! � ' = — — — 2 3 1 I0,100SF 10,510 5F 10,07G 5F ` n 4 �( 4 F TAPER STKE� WtDTYk �W ARE_ W POND n 72,527 5F SUBDIVISION DATA SUMMARY TOTAL AREA: 13.2 ACRES TOTAL LOT AREA: 4 ACRES TOTAL NUMBER OF LOTS: I G NET DENSITY: 4.00 LOTS PER ACRE SETBACKS PROPOSED BUILDING SETBACKS FRONT 25 FEET HOUSE 51DE 10 FEET GARAGE SIDE 5 FEET REAR LOT LINE 30 FEET WETLAND BUFFER 30 FEET `CANTILEVERS / EVE5 MAY ENCROACH IN TO FRONT, 51DE AND REAR SETBACKS BY UP TO 2 FEET, HOWEVER THEY MAY NOT ENCRAOCH INTO AN EASEMENT. **ACCESSORY STRUCTURE SETBACKS (PATIO, GAZEBO, DECK, ETC.) MUST BE A MINIMUM OF 15 FEET FROM A WETLAND BUFFER OR PEAR LOT LINE (WHICHEVER IS M05T RESTRICTIVE) LEGEND DENOTES EDGE OF WETLAND DENOTES WETLAND BUFFER 1401 I HEREBY CERTIFY THAT THIS PLAN WAS A ROBEPLANNERS CONSULTING ENGINEERS, and LAND - PREPARED BY SURVEYORS _ SUPERVISION ME OR UNDER MY DIRECT AND THAT I AM A DULY ` . � q N COMPRNY, INC. - LICENSED LAWS - LAND SURVEYOR UNDER THE OF, THE STATE OF MINNESOTA ILinihnp� RUSSOI P. DAMLO _ L DATE - t i - 13 REG, NO. 19086 _ 1000 EAST 146th STREET, BURNSVILLE, MINNESOTA 55337 PH (952)432-3000 -, OUTLOT B� --_% 48,043 5F \ ti.0 2q:4 I SURM MMII \_ -_J I0! to VICINITY MAP F 1 9 10 OUTLOT A o0o sF n110,041 5F 10,212 5F 261,352 51' A k 41 10,017 SF 121936 51' I � I i f POND OUTLO A 281,352 5 I O,GG2 5F ol 12z 5 10,089 5F : 10,011 51' Ab 5,999 SF , ' �� \ 2 WETLAND �� _� 10,830 5F \\ \ ] I IMPACT *i ti a r / %j� ?o \\ l 1 1 J Q L7 f✓' , 400 8F 4�AAE1 IN 10,353 5F 3 A Lti \ \ I_ o' 10,09G sF D F- - � � \ � �� ! � ' = — — — 2 3 1 I0,100SF 10,510 5F 10,07G 5F ` n 4 �( 4 F TAPER STKE� WtDTYk �W ARE_ W POND n 72,527 5F SUBDIVISION DATA SUMMARY TOTAL AREA: 13.2 ACRES TOTAL LOT AREA: 4 ACRES TOTAL NUMBER OF LOTS: I G NET DENSITY: 4.00 LOTS PER ACRE SETBACKS PROPOSED BUILDING SETBACKS FRONT 25 FEET HOUSE 51DE 10 FEET GARAGE SIDE 5 FEET REAR LOT LINE 30 FEET WETLAND BUFFER 30 FEET `CANTILEVERS / EVE5 MAY ENCROACH IN TO FRONT, 51DE AND REAR SETBACKS BY UP TO 2 FEET, HOWEVER THEY MAY NOT ENCRAOCH INTO AN EASEMENT. **ACCESSORY STRUCTURE SETBACKS (PATIO, GAZEBO, DECK, ETC.) MUST BE A MINIMUM OF 15 FEET FROM A WETLAND BUFFER OR PEAR LOT LINE (WHICHEVER IS M05T RESTRICTIVE) LEGEND DENOTES EDGE OF WETLAND DENOTES WETLAND BUFFER ,,I\v I ,C^� 4,11111 LEGEND NO SCALE C_ - BLOCK NUMBER LOT NUMBER LOT AREA CURB CENTERLINE PREPARED FOR: J & S VENTURES 1450 KNOB HILL LANE EXCELSIOR, MN 55331 $ PROPOSED n N'1 HOUSE _ 25.00 To PORcn ,ARAGE 28.00 TEALWOOD FITS ON LOTS: BLOCK 1, LOTS 4,5,6,7,8,9,10,11,12 BLOCK 2, LOTS 1,2,3,4 50.00 PROPOSED ,HOUSE 9 128.331 tet , PRAIRIEWOOD III FITS ON LOTS: BLOCK 1, LOTS 4,5,6,7,8,9,10,11 BLOCK 2, LOTS 1,2,3,4 DESIGNED CHECKED cso DRAWN DATE CSO 4/18/13 SCALE 1 "=50' JOB NO. 15148.00 CHANH HOUSE MODELS NOT TO SCALE 22.73 111.84 o m m MPROPOSED N HOUSE z3.s72GARAG PORcn o - 30.00 PRESERVE I FITS ON LOTS: BLOCK 1, LOTS 4,5,6,7,8,9,1011,12 BLOCK 2, LOTS 1,2,3,4 2.00 * PROPOSED HOUSE 3 F. 87 S GARAGE 1 200041 PORCH 30.00 DRIFTWOOD FITS ON LOTS: BLOCK 1, LOTS 1,2,4,6,7,8,9,10,11,12 BLOCK 2, LOTS 1,3,4 77— Q L 4. 30004 PROPOSED GARAGE I HOUSE a1 18.00 $ __- PRESERVE II FITS ON LOTS: BLOCK 1, LOT 3 BLOCK 2, LOT 1 HOUSE BEACHWOOD FIB ON LOTS: BLOCK 1, LOTS 4,5,6,7,8,9,10,11,12 BLOCK 2, LOTS 1,2,3,4 SHEET REV. SITE PLAN _s PRESERTE AT RICER: OF 11,fi AICC/�TA _ 1401 I HEREBY CERTIFY THAT THIS PLAN WAS A ROBEPLANNERS CONSULTING ENGINEERS, and LAND - PREPARED BY SURVEYORS _ SUPERVISION ME OR UNDER MY DIRECT AND THAT I AM A DULY ` . � q N COMPRNY, INC. - LICENSED LAWS - LAND SURVEYOR UNDER THE OF, THE STATE OF MINNESOTA ILinihnp� RUSSOI P. DAMLO _ L DATE - t i - 13 REG, NO. 19086 _ 1000 EAST 146th STREET, BURNSVILLE, MINNESOTA 55337 PH (952)432-3000 ,,I\v I ,C^� 4,11111 LEGEND NO SCALE C_ - BLOCK NUMBER LOT NUMBER LOT AREA CURB CENTERLINE PREPARED FOR: J & S VENTURES 1450 KNOB HILL LANE EXCELSIOR, MN 55331 $ PROPOSED n N'1 HOUSE _ 25.00 To PORcn ,ARAGE 28.00 TEALWOOD FITS ON LOTS: BLOCK 1, LOTS 4,5,6,7,8,9,10,11,12 BLOCK 2, LOTS 1,2,3,4 50.00 PROPOSED ,HOUSE 9 128.331 tet , PRAIRIEWOOD III FITS ON LOTS: BLOCK 1, LOTS 4,5,6,7,8,9,10,11 BLOCK 2, LOTS 1,2,3,4 DESIGNED CHECKED cso DRAWN DATE CSO 4/18/13 SCALE 1 "=50' JOB NO. 15148.00 CHANH HOUSE MODELS NOT TO SCALE 22.73 111.84 o m m MPROPOSED N HOUSE z3.s72GARAG PORcn o - 30.00 PRESERVE I FITS ON LOTS: BLOCK 1, LOTS 4,5,6,7,8,9,1011,12 BLOCK 2, LOTS 1,2,3,4 2.00 * PROPOSED HOUSE 3 F. 87 S GARAGE 1 200041 PORCH 30.00 DRIFTWOOD FITS ON LOTS: BLOCK 1, LOTS 1,2,4,6,7,8,9,10,11,12 BLOCK 2, LOTS 1,3,4 77— Q L 4. 30004 PROPOSED GARAGE I HOUSE a1 18.00 $ __- PRESERVE II FITS ON LOTS: BLOCK 1, LOT 3 BLOCK 2, LOT 1 HOUSE BEACHWOOD FIB ON LOTS: BLOCK 1, LOTS 4,5,6,7,8,9,10,11,12 BLOCK 2, LOTS 1,2,3,4 SHEET REV. SITE PLAN _s PRESERTE AT RICER: OF 11,fi AICC/�TA _ fREQUIRED PLANT MATERIALS 956 linear feet of buffer along Hwy 212 (9.56) Buffer B per 100 ft. overage width 20 It, (A) 2 Overstory Trees 4 Understory & Conlf. Trees 6 Shrubs ! Buffer plants required Buffer plants provided 1 15 Overstay, Trees 17 Overstay, Trees 31 Understory & Conlf. Trees 31 Understory & Conti. Trees 46 Shrubs 45 Shrubs i I Site are. less wetlands = 413,112 S.F. Existing tree coverage - 66,600 S.F. - 16% Sites with tree coverage of less than 19X = 25% total coverage Canopy remaining - 16,820 S.F. 4% 16X - 4X = 12X 12% x 413112 a 49,573 49,573 x 1.2 =• 59,488 / 1089 = 54 Trees required 54 Site area less wetlands = 413,112 S.F. Required tree coverage 25% = 103,278 103.278 - 66,600 = 36,678 / 1089 = 33 Trees required = 33 Trees Required; 87 Trees Provided: xx �. Shrubs Required: 46 Shrubs Provided: xx GNUNtENT / SIGN PLANT LIST: J OTy. KEY BOTANICAL NAME COMMON NAME SIZE/ROOT BUFFER PLANTINGS +215 + 216 T17 % OVFASTORY TREES / 66 7 CH Cattle occidentalls Common Hackberry 2-1/2• B&8 2 NWW Salix dba 'Trill Nibble Weeping Willow 2-1/2- B&B 1 AL fila americana American Linder, 2-1/2- B&B 5 GSL Tlila cordata 'Greensplyd Greenspire Linden 2-1/2- B&8 15 Total UNDERSTORY & CONIFEROUS TREES \O 1 AHC a� C,4 G_'_ 501 cy y. .. IO�n. ,JN Al(O., 10 JTL Syringe reticulate Japanese Tree Lilac 2_1/2• B&B 4 BHS Picea glouda dermato Black Hills Spruce 6'- B' B&B 7 AP Pinus nigra Austrian Pine 6'- V B&B 10 REL Relocate by spade 10 existing trees. 31 Total SHRUBS 20 CL Syringe vulgaris Common Ulae, mixed colors 5 Gal. Pot 16 AHC Viburnum tdlobum American Highbush Cranberry 5 W. Pot 10 SW Junlperus chlnell 'Sea Green' Hughes Juniper 5 Gal. Pot 46 Total FRONT YARD TREES 3 ABM Acer x freamanil 'Jefferared' Autumn Blaze Maple 2-1/2- B&B 2 FFM Acer socchorum 'Boilsta Fall Fiesta Maple 2-1/2- B&S 2 NWM Acer rubrum 'Northwood' Northwood Maple 2-1/2- B&B 3 GSL Mild cordata 'Grearal Greensplre Llnden 2-1/2- B&S 6 BHS Plato gal denaata Black Hills Spruce 61- 8' B&B 16 Total SITE PLANTINGS OVERSTORY TREES 2 RB Belufa nigra River Birch, clump form 8'- 10' B&B 7 SWO Quercus bicolor Swamp White Oak 2-1/2• B&B 10 AL Tllia amerlcana American Linden 2-1/2" B&B 19 Total UNDERSTORY & CONIFEROUS TREES 3 AS Amelanchier x grandifiwo 'Autumn B.' Autumn Brillance Servlceherry. clump 5' B&B 3 WP Ablest concolor White Fir 61- 8' B&B B Total SHRUBS 10 RTO Comas eericea 'Balleyf Red Twigged Dogwood 5 Gal. Pot SEED Wetland Restoration: Mil 310 Upland Restoration: Ml 350 Erosion Cover Crop: MnDOT 150 TIGULA LANE -�nll'_1i' I`H�+li`- ii11 SRI I _,-WETLAND. WA +150+ +ISI149 � )5? 152+t +153 OUTLO B o;>r 29 PLANTING NOTES: Contractor shop provide one yew guarantee of all plant matMals. The guarantee begins on the data of the Landscape Architect's mitten acceptance of the Initial planting. Replacement plant materials shall also have o oma year guarantee commencing upon planting. All plants to be northem-grown and hardy. Plante to be Installed as per standard AAN planting practices. Use minimum 12- lacer planting sop on trees and B" on shrubs. Cwtmctw shall verify locations with all utpples priw to Installation of plants. NI landscaping, Beed, and sold arms shall be irrigated until established ar accepted by homeowners Staking of trees optional; reposition R not plumb after one yeut, wrap di smooth -barked bees -fasten top and bottom. Remove by April 1. Open top of budap an Be materials; remove pot on patted planta; spilt and break apart peat pate. Prune plants tie necessary - par standard nursery practice. Owner al be responsible far maintenance after --19two- of the wank by the Owner. Plante shall be knmediately planted upon whal at site. Property flail materials if necessary. NI dlaturbed areae shall have seed ar sad unless otherwlae noted. Sod to be northern grown and hardy. Planting beds far an uba shall hove (4 oz. min.) weed barrier fabdc. 4- - 5' of double shredded dark brown hardwood mulch. Separate mulch from turf areae by 4- vertical (commercial grade) black poly edging. The wall ing shall be placed and staked with smooth carves. Double shredded dark brawn hardwood mulch 4- deep shall be proNded around all new trees, Retaining walla are not the responsibility of the Landscape Architect. Contact the Project Engineer fw detalls, location., materials, and specification. far all retell walla. Wetland buffs to be seeded with a hall mixture suitable far sall condi lons. Suggest MnDOT 310 Upland areae to be seeded with a native mixture sdtable far .oil canditlons Suggest Iftl 350 Sea Grading Pim far aroelon control meaaures. Control to verify that coil, aro suitable to sustain props growing conall prior to bidding. If tog amendments or additives are necessary, they shall he Included In the bid propose[. +209 +2'4 +21 +213 +211 WETLAND +210 10I Hl a 890.8 +2ce TOP OF ICE ELEV. = 888. , +201 +205 ]+2 G I / + 02 8 dww,aw w,a.r.m,-.,M val CONIFEROUS TREE PLANTING DETAIL j +1174 +172 1 IW Po[waarwp[ as raua,rmea�,e1 1- "Ir 4 NaIP 161[ aiNp H N rR - e tffi M®NEL act.) eF ace W weer axYYN r siii a°�ra r¢� r u,s w Naas®11fKNo aM11 ws Lal N Wlfa-snapam s.asewW m wt aYet talo[ E all WE Paul AT 3 Not -walaeL aft Www Q _uwvsN rmmac a Truma-TE urnxas W TaeE sruaic ut, sum IT e TE oarstamera Neral To s1l was, I,ye,ca ha 4111RACmi Is r®wSe1E roe ow rw,uelb mES w w wuwe vas,,, rNmww, of auuwna wmo. sumrr mrtor ue saes w w1E rwor m niwraa DECIDUOUS TREE PLANTING DETAIL I _�_ WETLAND .......,.....,,...,,1 w ,..., ice mTl m 4 AwFr .JIiCY Na 9061 w Ila[ RUaV N PJMXL SHRUB PLANTING DETAIL .6p.. Jap AP .' 1 � I� e� / • 1211arm J 2Q1 9 +215 + 216 T17 % OUTLOT A +209 +2'4 +21 +213 +211 WETLAND +210 10I Hl a 890.8 +2ce TOP OF ICE ELEV. = 888. , +201 +205 ]+2 G I / + 02 8 dww,aw w,a.r.m,-.,M val CONIFEROUS TREE PLANTING DETAIL j +1174 +172 1 IW Po[waarwp[ as raua,rmea�,e1 1- "Ir 4 NaIP 161[ aiNp H N rR - e tffi M®NEL act.) eF ace W weer axYYN r siii a°�ra r¢� r u,s w Naas®11fKNo aM11 ws Lal N Wlfa-snapam s.asewW m wt aYet talo[ E all WE Paul AT 3 Not -walaeL aft Www Q _uwvsN rmmac a Truma-TE urnxas W TaeE sruaic ut, sum IT e TE oarstamera Neral To s1l was, I,ye,ca ha 4111RACmi Is r®wSe1E roe ow rw,uelb mES w w wuwe vas,,, rNmww, of auuwna wmo. sumrr mrtor ue saes w w1E rwor m niwraa DECIDUOUS TREE PLANTING DETAIL I _�_ WETLAND .......,.....,,...,,1 w ,..., ice mTl m 4 AwFr .JIiCY Na 9061 w Ila[ RUaV N PJMXL SHRUB PLANTING DETAIL .6p.. Jap AP .' 1 � I� e� / • 1211arm '!Q - I 11-7.I� � ,.. _ r � :ace ,_+ •� � � _ ___-. _�� 2G —695 892 - 893 + tr 90022 11 � g G 904 \906 w� PAt's� ��assail 9 + 160 L9 J f J T1g NG Ci':A 902 904 _e a ROB REVISIONS PREPARED FOR. R OBIS C P ANNERS andlnLAND SURVEYORS ENGINE'ERING = J 8s, S VENTURES COMPRNY� INCO _ 1450 KNOB HILL LANE ��i _ EXCELSIOR, MN 55331 1000 EAST 146th STREET, BURNSVILLE, MINNESOTA 55337 PH (952)432-3000 -902 212 DESIGNED CHECKED' DRAWN DATE - PRM 4/3/13 100YR FWL = 896.5 WETLAND / / FURTUR1rTRAIL r — / 902 904 906 90 912 �l 14 ALL (SEE p1pNS BY OTHERS 914- f g 910 -908 xumwxe awn sruz .:l +t 1 +153 WETLAND BRODSHO CONSULTING iwwwaeq Arvhembas 911 Worming 698 NORTHBRIDGE COURT EAGAN, MN 55123 PHONE: 651-688-8023 FAX: 651-456-5748 I hereby certify that this plan Was prepared by me or under my direct supervision and that I am a duly licensed Landscape Architect under the lows of the State of Minnesota. REG. NO. 23849 DATE ��—r✓ 14- 0y "0y + PLR 10' ,YoASHDBL24"114" A511DBL I0'/9" + +A51112° A5HTRP 18' + A5HDBL 14°19° ASHI4". ABHl2" A5H IG'+ Q f ++ A5H 10' A5HDBL 12Y8" Ac19 9C PRESERVE AT RICE L SCALE PRELIMINARY JOB NO. ... 15148.00 0 50 100 150 Scale 1 " = 50' SHEET REV. A KE LANDSCAPE PLAN ulnlnlrr.,�T^ _ OF 7 / 66 / ABM ' 1 5 1\ \O 1 AHC a� C,4 G_'_ 501 cy y. .. IO�n. ,JN Al(O., m '!Q - I 11-7.I� � ,.. _ r � :ace ,_+ •� � � _ ___-. _�� 2G —695 892 - 893 + tr 90022 11 � g G 904 \906 w� PAt's� ��assail 9 + 160 L9 J f J T1g NG Ci':A 902 904 _e a ROB REVISIONS PREPARED FOR. R OBIS C P ANNERS andlnLAND SURVEYORS ENGINE'ERING = J 8s, S VENTURES COMPRNY� INCO _ 1450 KNOB HILL LANE ��i _ EXCELSIOR, MN 55331 1000 EAST 146th STREET, BURNSVILLE, MINNESOTA 55337 PH (952)432-3000 -902 212 DESIGNED CHECKED' DRAWN DATE - PRM 4/3/13 100YR FWL = 896.5 WETLAND / / FURTUR1rTRAIL r — / 902 904 906 90 912 �l 14 ALL (SEE p1pNS BY OTHERS 914- f g 910 -908 xumwxe awn sruz .:l +t 1 +153 WETLAND BRODSHO CONSULTING iwwwaeq Arvhembas 911 Worming 698 NORTHBRIDGE COURT EAGAN, MN 55123 PHONE: 651-688-8023 FAX: 651-456-5748 I hereby certify that this plan Was prepared by me or under my direct supervision and that I am a duly licensed Landscape Architect under the lows of the State of Minnesota. REG. NO. 23849 DATE ��—r✓ 14- 0y "0y + PLR 10' ,YoASHDBL24"114" A511DBL I0'/9" + +A51112° A5HTRP 18' + A5HDBL 14°19° ASHI4". ABHl2" A5H IG'+ Q f ++ A5H 10' A5HDBL 12Y8" Ac19 9C PRESERVE AT RICE L SCALE PRELIMINARY JOB NO. ... 15148.00 0 50 100 150 Scale 1 " = 50' SHEET REV. A KE LANDSCAPE PLAN ulnlnlrr.,�T^ _ OF 7 MEMORANDUM TO: Sharmeen Al Jaff, Senior Planner FROM: Jerritt Mohn, Building Official DATE: April 25, 2013 SUBJ: Review of Request for Land Use Map Amendment from Residential - Low Density to Residential -Low and Medium Density; Rezoning from Single Family Residential (RSF) and Mixed Low Density Residential (R4) to Planned Unit Development -Residential (PUD -R); Subdivision of 13.22 acres into 16 lots and 2 outlots with Variances; Site Plan Review; and Wetland Alteration Permit. Planning Case: 2013-12 I have reviewed the plans for above project and offer the following comments, which should be included in the conditions of approval: 1. Provide a 1:200 "clean" plat drawing. 2. Submit proposed street -names) to Building Official and Fire Marshal for approval. 3. Buildings may be required to be designed by an architect and/or engineer as determined by the Building Official. 4. A final grading plan and soils report must be submitted to the Inspections Division before permits can be issued. 5. Retaining walls over four feet high require a permit and must be designed by a professional engineer. 6. Each lot must be provided with separate sewer and water services. 7. The applicant and or their agent shall meet with the Inspections Division as early as possible to discuss plan review and permit procedures. G:\PLAN\2013 Planning Cases\2013-12 Preserve at Rice Lake\buildingofficialcomments.doc